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HomeMy Public PortalAboutAppendix A - Existing Conditions Report - AODAAppendix A: Existing Conditions Report Enhancing our communities EXISTING CON DITIONS REPORT T own of The Blue Mo untains October 5, 2022 0 N 0 w Document Control File: Prepared by: Prepared for: 121076 Tatham Engineering Limited Town of The Blue Mountains 115 Sandford Fleming Drive, Suite 200 32 Mill Street, Box 310 Date: Collingwood, Ontario L9Y 5A6 Thornbury, Ontario NOH 2P0 October T 705-444-2565 5, 2022 tathameng.com Authored by: Reviewed by: ,(-"Aj oQ,tiFSSPOA,/ ti -) / �� C2 tTk A7 b. 8. W.TWIGGER (.._a 1001Q750u,?, A• 5, zo tZo ATE ofONE Jacob Macdonald, BASc Engineering Intern Daniel Twigger, B.Sc.Eng., P.Eng. 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Issue Date Description 1 November 2, 2021 Draft 30% Submission 2 January 27, 2022 Draft 30% Report (PIC1) 3 October 5, 2022 Final Existing Conditions Report (60% DMP Submission) Drainage Master Plan I Existing Conditions Report Document Contents 1 Introduction 1 1.1 Study Area 1 1.2 Background 1 1.3 Objectives 2 1.4 Existing Policies and Guidelines 2 2 Background Data Review and Data Gap Analysis 5 2.1 Background Data 5 2.2 Storm Sewer Data 6 2.3 Watercourse Data 7 2.4 Bridge and Culvert Data 7 2.5 Stormwater Management Facility Data 8 2.6 Land Use Data 8 3 Existing Drainage System Model Development 11 3.1 Minor Drainage System Hydraulic Model 11 3.2 Minor Drainage System Hydrologic Model 14 3.3 Major Drainage System Hydraulic Model 18 3.4 Major Drainage System Hydrologic Model 19 3.5 Beaver River Hydrologic Analysis 23 3.6 Major Drainage System 2D Hydraulic Model 25 4 Rainfall Data 27 4.1 Existing Design Storms 27 4.2 Climate Change Design Storms 27 4.3 Spring Potential Rain on Snow 28 5 Existing Condition Hydrologic/Hydraulic Analysis 29 Drainage Master Plan I Existing Conditions Report ii 5.1 Minor Drainage System 29 5.2 Major Drainage System 31 5.3 Monterra Spill Area (2D Analysis) 34 6 Climate Change Analysis 40 6.1 Minor Drainage Systems 40 6.2 Major Drainage Systems 42 6.3 Monterra Spill Area (2D Analysis) 44 7 Spring Potential Rain on Snow Analysis 47 8 Existing Conditions Drainage System Deficiencies 49 8.1 Minor Drainage System Deficiencies 49 8.2 Major Drainage System Deficiencies 53 8.3 Stormwater Management Facility Deficiencies 57 9 Climate Change Drainage System Deficiency Identification 62 9.1 Minor Drainage System Deficiencies 62 9.2 Major Drainage Systems 65 9.3 Stormwater Management Facilities 68 10 Recommended Model Improvements 71 10.1 Hydrologic Model Calibration 71 10.2 Verification of LiDAR Data 73 11 Summary 74 Tables Table 1: Flood Frequency Design Guidelines for Road and Driveway Crossings 3 Table 2: PCSWMM/GIS Junction Parameter Summary 12 Table 3: PCSWMM/GIS Conduit Parameter Summary 13 Table 4: PCSWMM Subcatchment Parameter Summary 15 Table 5: Town of The Blue Mountains Soil Type Summary 16 Table 6: Green-Ampt Infiltration Parameter Summary 17 Drainage Master Plan I Existing Conditions Report Table 7: HEC-RAS Cross-section Model Parameters 18 Table 8: HEC-RAS Bridge/Culvert Model Parameters 19 Table 9: VO Subcatchment Parameters 20 Table 10: Hydrologic Soil Groups 22 Table 11: Beaver River Flow Analysis Summary 24 Table 12: 2D Model Manning's Roughness Coefficients 26 Table 13: Existing Conditions Minor Drainage System Model Peak Flow Summary 29 Table 14: Existing Conditions Major Drainage System Model Peak Flow Summary 32 Table 15: Existing Conditions Watercourse 1 Flow/Spill Summary 34 Table 16: Existing Conditions Watercourse 2 Flow/Spill Summary 35 Table 17: Existing Conditions Watercourse 6 Flow/Spill Summary 35 Table 18: Existing Conditions Watercourse 7 Flow/Spill Summary 35 Table 19: Existing Conditions Outlet 8 Flow/Spill Summary 36 Table 20: Existing Conditions Watercourse 9 Flow/Spill Summary 36 Table 21: Existing Conditions Watercourse 10 Flow/Spill Summary 37 Table 22: Existing Conditions Outlet 11 Flow/Spill Summary 37 Table 23: Existing Conditions Outlets 12 Flow/Spill Summary 37 Table 24: Existing Conditions Total Flow Reduction/Redistribution Summary 38 Table 25: Climate Change Scenario Minor Drainage System Model Peak Flow Summary 40 Table 26: Climate Change Scenario Significant Drainage Area Major Flow Summary 42 Table 27: Climate Change Scenario Total Flow Reduction/Redistribution Summary 45 Table 28: SPROS Design Storm Comparison 47 Table 29: SPROS versus MTO (2010) Peak Flow Comparison 48 Table 30: Minimum Allowable Sewer Grades by Pipe Diameter 49 Table 31: Existing Conditions Storm Sewer Deficiency Summary 50 Table 32: Existing Conditions Maintenance Hole Surcharge Deficiency Summary 52 Table 33: Existing Conditions Bridge/Culvert Crossings Deficiency Summary 54 Table 34: Existing Conditions Overland Flow Route Deficiency Summary 56 Table 35: Existing Conditions SWMF Water Quantity Assessment Summary 58 Table 36: SWMF Water Quality Assessment Summary 60 Table 37: Climate Change Scenario Storm Sewer Deficiency Summary 62 Table 38: Climate Change Scenario Maintenance Hole Surcharging Deficiency Summary 63 Table 39: Climate Change Scenario Bridge/Culvert Crossings Deficiency Summary 65 Table 40: Climate Change Scenario Overland Flow Route Deficiency Summary 67 Table 41: Climate Change SWMF Water Quantity Assessment Summary 68 Table 42: Peak Flow Comparison - Craigleith Camperdown Subwatershed Study Versus DMP 71 Drainage Master Plan I Existing Conditions Report iv Figures Figure 1: Study Area Location Plan 75 Figure 2: Watershed Map 76 Appendices Appendix A: Reported/Observed Drainage Issues Appendix B: Private Storm Sewer Modelling Exclusions Appendix C: DEM Datum Adjustment Appendix D: SWMF SSDs Appendix E: Land Use Analysis Appendix F: Minor System GIS Shapefiles and Digital Models Appendix G: HEC-RAS Model Development Background Appendix H: VO Model Development Background Appendix I: Beaver River Hydrology Appendix J: PCSWMM Results Appendix K: VO Hydrologic Results Appendix L: 2D Model Results Appendix M: PCSWMM Existing Conditions Analysis Appendix N: HEC-RAS Existing Conditions Analysis Appendix 0: SWMF Water Quantity Existing Conditions Analysis Appendix P: SWMF Water Quality Existing Conditions Analysis Appendix Q: PCSWMM Climate Change Scenario Analysis Appendix R: SWMF Water Quantity Climate Change Scenario Analysis Drainage Master Plan I Existing Conditions Report 1 1 Introduction Tatham Engineering Limited (Tatham) has been retained by the Town of The Blue Mountains (Town) to complete a Drainage Master Plan (DMP) following Approach #2 of the Master Planning process outlined in the Municipal Engineering Associations (MEA) Municipal Class Environmental Assessment Document (October 2000, as amended in 2007, 2011 and 2015). As part of Task 3 of the DMP, we have prepared the following Existing Conditions Report summarizing the development of the minor and major drainage system hydrologic and hydraulic models and the drainage deficiencies identified through the models. 1.1 STUDY AREA The study area encompasses the entire Town of The Blue Mountains with a primary focus on the settlement areas of Lora Bay, Thornbury and Clarksburg, Camperdown, Craigleith and the Blue Mountain Village area. The general boundaries are Christie Beach Road to the west, Grey Road 21 to the east and Georgian Bay to the north as illustrated on the Study Area Location Plan (Figure 1) enclosed. The hydraulic analysis extends to the approximate settlement area boundary in the Town and includes the Town's existing storm sewer, watercourses, culverts, bridges and outfalls. The hydrologic analysis encompasses the entire drainage area contributing to the conveyance features included in the hydraulic analysis. 1.2 BACKGROUND To date, the Town's existing hydrologic and hydraulic models have been developed on a piecemeal basis using a variety of modelling software and varying parameters and methodologies. A key component of this DMP is to prepare Town -wide models of the minor and major drainage systems allowing for: ■ consistency in the assessment of storm infrastructure; the identification of existing drainage deficiencies; improved efficiency in maintaining and sharing modelling data; and a global assessment of the sensitivity of the models to climate change and hydrologic parameters. Given the predictions for increased intensities and frequencies of storm events from current climate change models, there is a greater need for comprehensive models to assess the capacity of existing storm infrastructure, flood risks, environmental impacts, property damage and threats to life. The Town -wide minor and major drainage system models will allow existing and proposed storm infrastructure to be evaluated under a variety of actual and predicted storm events. A 1F Drainage Master Plan I Existing Conditions Report 2 summary of reported/observed drainage issues in the Town is provided in Appendix A for reference. 1.3 OBJECTIVES The primary objectives of this Existing Conditions Report are as follows: Present a summary of the background data reviewed, of the data required for the minor and major drainage system models, of the data gaps in the available background data, and of how the data gaps were resolved; Summarize the development of the minor and major drainage system models; Present the results of the existing conditions and climate change analyses; and Present the minor and major drainage system deficiencies identified within the study area. 1.4 EXISTING POLICIES AND GUIDELINES This Existing Conditions Report has been prepared recognizing the policies, regulations and guidelines relevant to drainage infrastructure. Summaries of these documents and key considerations for the DMP are provided as follows. 1.4.1 The Blue Mountains' Stormwater Management System Design Criteria for Thornbury West Stormwater Drainage Master Plan EA (2017) and Engineering Standards (2009) The Blue Mountains' Stormwater Management System Design Criteria for Thornbury West Stormwater Drainage Master Plan EA provides direction for the effective management of stormwater in the Town recognizing the impact of snowmelt and climate change. This document was previously provided to Tatham for the Thornbury West Stormwater Drainage Master Plan project to supplement and supersede, where applicable, the Town's Engineering Standards. These documents provide uniform minimum standards and policies for the planning and design of stormwater infrastructure. The documents include the Town's policies and guidelines regarding environmental protection (water quality, water quantity, etc.), natural hazards (flood and erosion hazards), stormwater management facility (SWMF) design, and urban design concepts. Generally, these guidelines include the mandates of other policies, regulations and guidelines discussed in this section. As such, these guidelines act as the basis for the assessment of drainage deficiencies in the study area. As per the Town's criteria, the minor drainage system (storm sewer) shall be designed to convey the 1:5 -year (minimum) return frequency design storm peak flow. Road culvert crossings and road elevations shall be designed to satisfy the following design criteria: Drainage Master Plan I Existing Conditions Report 3 Table 1: Flood Frequency Design Guidelines for Road and Driveway Crossings ROAD CLASSIFICATION DESIGN FLOOD FREQUENCY Arterial 1:100 -year Local and Collector 1:25 -year Private Roads and Driveways 1:5 -year 1.4.2 Stormwater Management Planning and Design Manual (2003) The Stormwater Management Planning and Design Manual evolved from the Ministry of the Environment, Conservation and Parks (MECP) Stormwater Quality Best Management Practices manual (June 1991) in response to evolving stormwater management practices to provide an integrated approach to effective stormwater management planning and design focused on water quality, water quantity and erosion control. The Planning and Design Manual is a tool, not a rulebook, providing guidance for the effective design of lot level, conveyance, and end -of -pipe stormwater management practices. The objectives of the Planning and Design Manual are to apply an integrated treatment train approach to manage stormwater and maintain the hydrologic cycle, protect water quality and prevent increased erosion and flooding. In accordance with the Town's guidelines and Ontario Regulation 219/09, all new development and SWMF's shall provide as a minimum Enhanced Level water quality control as specified in the Stormwater Management Planning and Design Manual unless it can be demonstrated to the satisfaction of the Director (MECP) that it is impractical to achieve this level of protection. 1.4.3 GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation The Grey Sauble Conservation Authority (GSCA) has a number of policy objectives including the protection of public health and safety, prevention of property damage and prevention of social disruption caused by natural hazards, and conservation, protection and management of natural resources within the Grey Sauble watershed. The GSCA administers the Development, Interference with Wetlands and Alterations to Shorelines and Watercourse Regulation (Ontario Regulation 151/06) under Section 28 of the Conservation Authorities Act. Development within the GSCA Regulation Limits is subject to GSCA review and approvals allowing the GSCA to ensure development proposals have regard for existing natural hazards. The Policies provide direction on land use and development considering natural hazards, natural heritage features, 1F Drainage Master Plan I Existing Conditions Report 4 and the natural environment to protect public health and safety and to prevent property damage and social disruption. 1.4.4 Natural Hazard Policies The Natural Hazard Policies under the Provincial Policy Statement provide direction on land use and development in areas where there is a risk to public health and safety or a risk of property damage from flooding and/or erosion hazards. The Natural Hazard Policies aim to reduce the long-term risk to public health and safety or property damage through land management and by directing development outside hazardous lands. The natural hazards lands are defined in the Town's Official Plan. Drainage Master Plan I Existing Conditions Report 5 2 Background Data Review and Data Gap Analysis As a first step in determining the most effective and efficient approach to develop the Town - wide minor and major drainage systems models, all available background data was reviewed to obtain a comprehensive understanding of the available data. Following the background data review, a data gap analysis was completed to establish the missing information required for model development. Once the data gaps were established, the data gaps were resolved in various ways including topographic surveys and field measurements. The background data reviewed, and data gap analysis are further described in the following sections. 2.1 BACKGROUND DATA Significant background data was reviewed for the development of the Town -wide models as follows: Town's GIS shapefiles of drainage infrastructure (sewers, structures, culverts, bridges, service connections, outlets); GSCA survey data of Camperdown area culverts; Record and design drawings; Stormwater management reports; Light Detection and Ranging (LiDAR) data flown in 2019 (partnership between GSCA, Grey County and The Town of the Blue Mountains); Air photos associated with LiDAR data; Grey County and Simcoe County soils maps; Town's GIS shapefiles of road network, parcel fabric, official plan land use, zoning and development applications; Grey County's various land use shapefiles; Microsoft's open source Canadian Building Footprints dataset; Southern Ontario Land Resource Information System (SOLRIS) Version 3.0 land use shapefiles. This is an inventory of data from numerous sources including provincial base data (woodland/wetland perimeters, hydrology, built up areas, Ontario road network), satellite imagery and digital elevation models; and Drainage Master Plan I Existing Conditions Report 6 Grey Sauble Conservation Authority Craigleith Camperdown Subwatershed Study (1993). Based on the review of the available data, it was confirmed that PCSWMM is the preferred software to model the minor drainage systems (storm sewer) and Visual OTTHYMO and HEC- RAS are the preferred software to model the major drainage systems (watercourses) across the study area. 2.2 STORM SEWER DATA The Town's existing GIS shapefiles were the primary source used to develop the PCSWMM minor drainage system model. In PCSWMM, the storm sewer systems are modelled through a system of nodes (junctions, storages, outfalls) and links (conduits, outlets, weirs, orifices). The Town's GIS shapefiles included 1,158 features for storm structures and 4,002 features for sewers, ditches, services and culverts. In general, private storm sewer, storm services, catch basins, ditches and driveway culverts were excluded from the PCSWMM model. Ditch, culvert and private storm sewers that collect drainage from municipal lands and infrastructure were included in the PCSWMM model as they influence the performance of municipal storm sewer. Figures illustrating the private storm sewer systems included and excluded from the PCSWMM model are provided in Appendix B for reference. Through a detailed review of the background information, it was confirmed that 1,116 conduits in the Town's existing GIS shapefiles were to be included in the PCSWMM model and more than 90% of these conduits had incomplete hydraulic information. To address these data gaps, the best available engineering drawings (Record Drawings, Accepted for Construction Drawings, Design Drawings) and previous information collected for the 2019 Thornbury West Drainage Master Plan were reviewed. Through this process data gaps were filled for 1,067 of the 1,116 conduits and additional conduits were identified that were not included in the Town's GIS shapefiles. 765 new structures were created in accordance with the conduit references for upstream and downstream maintenance holes. At the conclusion of the desktop review, there were 49 conduits with outstanding data gaps. In addition, areas with no storm sewer in the GIS layers and no engineering drawings were estimated to have 25 missing sections of storm sewer. To resolve these data gaps, topographic survey and field measurements were completed. Field investigations were completed to verify drainage conditions and direction, collect dip measurements of missing sewer inverts, and confirm sewer size and material. Topographic survey was completed to confirm rim elevations and coordinates at specific storm structures and to determine storm outfall inverts, coordinates and sewer properties. In total, 1,174 sections of storm sewer were documented for inclusion in the PCSWMM model. Drainage Master Plan I Existing Conditions Report 7 2.3 WATERCOURSE DATA Through a review of the available background data and previous modelling, it was determined that the preferred approach to ensure a consistent and comprehensive model of the Town's significant watercourses was to develop a new HEC-RAS model encompassing all significant watercourses from the Town's eastern limit at Grey Road 21 to the western limit at Christie Beach Road. The watercourses are modelled from Georgian Bay to approximately the southern limit of the settlement area boundary. The 2019 LiDAR digital elevation model (DEM) is a significant upgrade from previous regional topographic information and was selected to define the new HEC-RAS cross-section geometry. During our review, we determined that the 2019 LiDAR data references the Canadian Geodetic Vertical Datum (CGVD) established in 2013 which is inconsistent with most Town survey monuments, previous surveys completed in the Town and available record and design drawings which use CGVD28. CGVD28 is a tidal datum defined by mean sea level and uses a network of benchmarks whose heights are measured by geodetic levelling measurements. CGVD2013 is a gravimetric datum defined by an equipotential surface that corrects for systematic errors in the old datum. To ensure consistency with the available background information, the LiDAR DEM was converted to the CGVD28 datum. The difference between CGVD2013 and CGVD28 varies based on the specific coordinates of the survey point. Our analysis of the structures in the Town (1,158 points) confirmed that the LiDAR DEM is between 0.367 m and 0.383 m below CGVD28 elevations with an average difference of 0.375 m. Details of this analysis are included in Appendix C for reference. The 2019 LiDAR DEM was uniformly raised by 0.375 m to align with the CGVD28 datum. Per the hard surface accuracy report, the minimum vertical error is -0.081 m, the maximum vertical error is +0.094 m and the average magnitude of the vertical error is 0.030 m. Survey data in vegetated ditches and at watercourse crossings, indicate there is potential for significantly more vertical error in heavily vegetated areas. To account for this, the cross-section geometry data extracted from the DEM was compared to surveyed culvert inverts to determine if adjustments to the low flow channel were appropriate. 2.4 BRIDGE AND CULVERT DATA Bridge and culvert data in the Town was available from GSCA survey, Town GIS shapefiles, background reports and Engineering Drawings. Bridge and culvert crossing data is required for the HEC-RAS and PCSWMM models at all watercourse crossings within the model extents and for all culverts downstream of municipal storm sewer. 142 crossings were identified with missing geometry/invert information through the data gap analysis. A two -tiered approach was developed to address these data gaps. For less significant crossings, string line measurements Drainage Master Plan I Existing Conditions Report 8 from the roadway were used to determine culvert inverts with the road elevation extracted from the 2019 LiDAR DEM (average vertical error of 3 cm). For more significant crossings, topographic surveys were completed to determine the crossing geometry and inverts. 2.5 STORMWATER MANAGEMENT FACILITY DATA Stormwater management facilities have a significant hydrologic impact and are critical for both the PCSWMM minor drainage system model and the Visual OTTHYMO (VO) major drainage system model. SWMFs typically attenuate flows to downstream drainage systems, thus decreasing peak flows, but can also contribute to backwater conditions that decrease the capacity of the upstream storm sewer. Through the background data review, 31 stormwater management facilities were identified (ponds or underground/pipe storage). Where available, stormwater management reports were reviewed to determine the stage -storage -discharge (SSD) characteristics of each SWMF. From the review of the SWM reports, 12 facilities had complete SSD information available, while the remaining required either partial or complete development of SSD characteristics using record drawings and/or LIDAR data. 8 SWMFs had partial information from SWM reports and required development of either stage -storage or stage -discharge characteristics, 9 SWMFs required complete development of SSD characteristics, and 2 SWMFs have partial information and their SSDs remain outstanding. SSD information for each SWMF is included in Appendix D for reference. 2.6 LAND USE DATA For the PCSWMM hydrologic model, the impervious area and routing are critical parameters. For the VO hydrologic model, discretization by specific land use types such as woodland or lawn is also very important. As described in Section 2.1, land use data is available from a number of different sources and at different levels of detail. A breakdown of the data sources is provided as follows: Land use data received from GSCA was very detailed for the Thornbury area and does not require any further analysis. The land use data outside of Thornbury was very coarse and insufficient to determine imperviousness and land use for hydrologic modelling; The land use designations in the County and Town Official Plan and zoning By -Laws are at a low discretization and the classifications were insufficient to accurately determine imperviousness for hydrologic modelling; Building shapefiles from the open source Microsoft dataset was fairly detailed, but was not comprehensive, most notably for new developments; and The SOLRIS data set provides specific land use classifications, but is very coarse. Drainage Master Plan I Existing Conditions Report 9 In summary, the GSCA land use data set for Thornbury is sufficient for hydrologic modelling, but the areas outside of Thornbury required further analysis. The most critical land use to define for hydrologic modelling is the impervious area. A strategy was developed to use PCI Geomatics software to analyze the high quality 2019 aerial imagery to determine the impervious area. Training segments were developed for PCI Geomatics to assign the impervious land use from the aerial imagery at select locations. After developing a strong training classification, a supervised classification was run for the entire subject area. Based on the software's error report, areas with error were further reviewed and the training process was refined as necessary. At the completion of this task, a comprehensive impervious area shapefile was generated based on the 2019 aerial imagery. This impervious area shapefile was supplemented with data from the building's shapefile from the open source Microsoft dataset and roads information from the Town's road network. Before merging the buildings shapefile with the impervious area shapefile, manual edits were made to the buildings shapefile to eliminate any major data gaps (e.g. new developments constructed since LIDAR was obtained). The Town's road network shapefile was used to better delineate roadway imperviousness that is partially blocked by trees/overgrowth in the 2019 aerial imagery. Roads with a speed limit of 40 km/hr were assigned a standard width of 9 m and roads with speed limits of 50 km/hr or higher were assigned a standard width of 12 m. Based on visual variation in the pervious land use, it was deemed infeasible to use PCI Geomatics aerial processing to create land use shapefiles for the woodland, cultivated, meadows, lawn, waterbody and gravel areas. Alternatively, the SOLRIS data set was overlaid to assign land use classifications to the remaining pervious areas after assigning the impervious land use. The Grey County "Lakes and Rivers" shapefile was also used to identify water bodies. After the completion of this analysis, the generated land use shapefile was merged with the Thornbury land use shapefile from GSCA which was deemed to have the highest level of accuracy in the Thornbury area. The final land use shapefile is comprised of the following land use classifications: Impervious Area; Roads; Cultivated; Forest (Woodland); Gravel; Lawns; Meadow; and Drainage Master Plan I Existing Conditions Report 10 Wetlands (Waterbody). Sample figures for the land use classification are included in Appendix E for reference. 1F Drainage Master Plan I Existing Conditions Report 11 3 Existing Drainage System Model Development Following the background data review and data gap analysis, an understanding of the existing minor and major drainage systems was achieved. The minor drainage systems are defined as networks of storm sewer, ditches and culverts collecting and conveying surface runoff from private and municipal lands to significant watercourses and Georgian Bay during frequent (minor) storm events. The major drainage systems are defined as municipal roadways, overland flow routes, drainage channels and significant watercourses conveying surface runoff during infrequent (major) storm events. The development of the minor and major drainage system models is described in the following sections. 3.1 MINOR DRAINAGE SYSTEM HYDRAULIC MODEL As previously discussed, PCSWMM was selected as the software to model the minor drainage system hydrology and hydraulics. In its most basic form, a PCSWMM model consists of nodes and the links between them. The nodes are Junctions (storm structures, culvert inlets and outlets, ditch and watercourse confluences), Storages (SWMF volume component), and Outfalls (locations where flow leaves the system). Links are Conduits (storm sewers, ditches, watercourses) and Outlets (SWMF discharge component). The methodology applied to create and parameterize key components of the PCSWMM model are described as follows. 3.1.1 PCSWMM Nodes For each storm structure (junction), specific parameters were assigned based on the requirements of the PCSWMM model. Additional information of interest to the Town has been documented where available via additional GIS attributes. A complete summary of the junction parameters and the data sources used to assign the parameters is provided in Table 2 and the GIS shapefiles are included in Appendix F. 1F Drainage Master Plan I Existing Conditions Report 12 Table 2: PCSWMM/GIS Junction Parameter Summary PARAMETER DESCRIPTION Name Unique junction name Rim Elev. (m) Assigned based on record drawing, survey, DEM Invert Elev. (m) Assigned based on record drawing, field investigation/survey dip measurement, or assumed from adjacent inverts Surcharge Depth (m) Depth in excess of maximum depth before flooding occurs (used to ensure no flow is lost from the system) Ponded Area (m2) Defines area over which surcharge depth builds Notes Miscellaneous notes from GIS data or field work Owner Town or Private owner Development Name of development Type Identification of storm structure or ditch junction Watershed Name of watercourse or outlet downstream of junction In the case of outfall nodes, a boundary condition must also be assigned. For the return frequency storms, the boundary condition has been set to the Georgian Bay historic instantaneous high- water level of 177.50 m. The storage component of SWMFs is represented by storage nodes which are assigned stage - area curves to account for the storage volume of the SWMF. Details of the stage -area curve development are included in the SWMF SSD data included in Appendix D. 3.1.2 PCSWMM Links Similarly, specific parameters were assigned to each storm sewer (conduit) based on the PCSWMM model requirements and information of interest to the Town. A complete summary of conduit parameters and the data sources used to assign the parameters is provided in Table 3 and the GIS shapefiles are included in Appendix F. 11 Drainage Master Plan I Existing Conditions Report 13 Table 3: PCSWMM/GIS Conduit Parameter Summary PARAMETER DESCRIPTION Name Unique conduit name Inlet Node Name of upstream node Outlet Node Name of downstream node Length (m) Conduit length (assigned from record drawing/ PCSWMM calculation where no record drawing available) Roughness Manning's roughness coefficient for conduit material type Inlet Elev. (m) Upstream conduit invert elevation (Assigned based on record drawings, field investigation/survey dip measurement or assumed from adjacent inverts) Outlet Elev. (m) Downstream conduit invert elevation (Assigned based on record drawings, field investigation/survey dip measurement or assumed from adjacent inverts) Exit Loss Coeff.l Energy loss coefficient at downstream junction (Assigned from GIS geometry based on U.S. Department of Transportation Federal Highway Administration (FHWA) table) Cross -Section Shape of conduit Geom1 (m) Height or diameter parameter of conduit Geom2 (m) Width parameter of conduit (ignored for circular shapes) Barrels Number of identical conduits between junctions (twinned or multi barrel pipes) Transect Station/elevation data of an irregular conduit cross-section Material Conduit material Street Name of street Owner Town or Private owner Notes Miscellaneous notes from GIS data or field work Reference Notes on source information 1F Drainage Master Plan I Existing Conditions Report 14 PARAMETER DESCRIPTION Type Sewer, ditch or culvert Road Classification Arterial, Collector, Local or Private Watershed Name of watercourse or outlet downstream of conduit 1: PCSWMM allows energy losses across junctions to be calculated at the entry or exit of a conduit or averaged along the conduit length. To ensure a single, consistent approach, an exit loss coefficient is used for this study to represent the head loss across a junction. SWMF outlets are represented by outlet links, for which stage -discharge curves have been assigned. Details of the stage -discharge curve development are included in the SWMF SSD data included in Appendix D. 3.1.3 Dual Drainage System Though the primary focus of the PCSWMM hydraulic model is to evaluate the storm sewer system, a dual drainage system is required to ensure flows that exceed the capacity of the storm sewer system are not lost from the analysis. The dual drainage system conveys any surcharge from the storm sewer to the next downstream junction so that flow is not lost from the system. The dual drainage system has been built with irregular cross -sections that reflect standard road cross -sections per the Town's Engineering Standards (Standard Cross -Section 8.5m Road - 20m ROW). Additional cross -sections were created to route flow through major overland flow routes and convey flow exceeding the capacity of ditch and culvert drainage systems. 3.2 MINOR DRAINAGE SYSTEM HYDROLOGIC MODEL Following initial set up of the PCSWMM hydraulic model with junctions and conduits, the 2019 LiDAR DEM data was used to delineate subcatchments to each junction. PCSWMM's watershed delineation tool was used to analyze the DEM topographic information for an initial delineation. These subcatchments were then verified on an individual basis and manually adjusted as required. Specific hydrologic parameters must be assigned to each subcatchment to calculate expected runoff. A complete summary of the PCSWMM subcatchment parameters is provided in Table 4. 1 Drainage Master Plan I Existing Conditions Report 15 Table 4: PCSWMM Subcatchment Parameter Summary PARAMETER DESCRIPTION Name Unique user assigned subcatchment name (Prefix "S-" followed by receiving junction name) Rain Gage Developed based on MTO and Town IDF parameters Outlet Receiving Junction Area (ha) GIS (measured) Width (m) GIS (measured) Flow Length (m) GIS (hand drawn and measured) Slope (%) GIS (calculated) Imperv. (%) GIS calculated N Impery Set to 0.013 per FHWA values provided on PCSWMM website. N Pery Set to 0.25 per FHWA values provided on PCSWMM website. Dstore Impery (mm) Set to 2 mm per American Society of Civil Engineering (ASCE) values provided on PCSWMM website. Dstore Pery (mm) Set to 5 mm per ASCE values provided on PCSWMM website. Zero Impery (%) Accounts for immediate runoff before depression storage is satisfied and represents impervious area with no surface storage. By default, set to 25% Subarea Routing Pervious (routes impervious area that is not directly connected to pervious area) Percent Routed (%) GIS calculated Suction Head (mm) GIS Grey and Simcoe County Soils shapefiles / NVCA Stormwater Technical Guide Conductivity (mm/hr) GIS Grey and Simcoe County Soils shapefiles / NVCA Stormwater Technical Guide Initial Deficit (frac.) GIS Grey and Simcoe County Soils shapefiles / NVCA Stormwater Technical Guide 1F Drainage Master Plan I Existing Conditions Report 16 The soil types in the Town that were used to assign the infiltration parameters are summarized in Table 5. Table 5: Town of The Blue Mountains Soil Type Summary SOIL TYPE SOIL TEXTURE SOIL TYPE SOIL TEXTURE CLASS CLASS Dunedin Clay Clay Brighton Sand - Gravelly Phase Sand Minesing Marly Clay Clay Granby Sand Sand Morley Clay Clay Tecumseth Sand Sand Brookston Clay Loam Clay Loam Alliston Sandy Loam Sandy Loam Kemble Clay Loam Clay Loam Berrien Sandy Loam Sandy Loam Vincent Clay Loam Clay Loam Brighton Sandy Loam - Gravelly Phase Sandy Loam Bottom Land Loam Granby Sandy Loam Sandy Loam Harkaway Loam Loam Granby Fine Sandy Loam Sandy Loam Lily Loam Loam Waterloo Sandy Loam Sandy Loam Listowel Loam Kemble Silty Clay Silty Clay Muck Loam Listowel Silt Loam Silt Loam Osprey Loam Loam Vincent Silty Clay Loam Silty Clay Loam Tioga Loamy Sand Loamy Sand Vincent Silty Clay Loam - Eroded Phase Silty Clay Loam Breypen Variable Sand Water Other Brighton Sand Sand 1F Drainage Master Plan I Existing Conditions Report 17 For the unique soil types in the study area, the Soil Texture Class was identified from the available background information and the GIS shapefile was modified to include a field identifying the Soil Texture Class for each soil type. The modified GIS shapefile formed the data source layer for the PCSWMM area weighting tool. The area weighting tool identified the various soil types present in each subcatchment and calculated the weighted average Green-Ampt infiltration parameters based on Table 10.4 of the NVCA Stormwater Technical Guide. Table 10.4 had to be modified/expanded so a Soil Texture Class could be assigned to each unique soil type in the study area. The available background information did not identify Soil Texture Classes for Water. As such, the Soil Texture Class 'Other' was added to Table 10.4 and the Green- Ampt infiltration parameters were set based on an assumption of no infiltration for water. Table 10.4 was modified/expanded as shown in Table 6. The soil texture class allows for an estimate of the infiltration characteristics; however, field measurements are required to confirm the parameter values. Table 6: Green-Ampt Infiltration Parameter Summary SOIL TEXTURE SATURATED HYDRAULIC WETTING FRONT SOIL INITIAL CLASS CONDUCTIVITY (mm/hr) SUCTION HEAD (mm) DEFICIT/POROSITY (fraction) Sand 235.6 49.5 0.437 Loamy Sand 59.8 61.3 0.437 Sandy Loam 21.8 110.1 0.453 Loam 13.2 88.9 0.463 Silt Loam 6.8 166.8 0.501 Sandy Clay Loam 3 218.5 0.398 Clay Loam 2 208.8 0.464 Silty Clay Loam 2 273 0.471 Sandy Clay 1.2 239 0.43 1F Drainage Master Plan I Existing Conditions Report 18 SOIL TEXTURE SATURATED HYDRAULIC WETTING FRONT SOIL INITIAL CLASS CONDUCTIVITY (mm/hr) SUCTION HEAD (mm) DEFICIT/POROSITY (fraction) Silty Clay 1 292.22 0.479 Clay 0.6 316.3 0.475 Other 0 0 0 3.3 MAJOR DRAINAGE SYSTEM HYDRAULIC MODEL 34 significant watercourses/outlets were identified in the Town for inclusion in the major drainage system hydraulic model and the existing conditions HEC-RAS model is composed of 78 reaches, 204 crossings and more than 2,500 cross -sections. The HEC-RAS model was completed in GeoHECRAS and was largely based on the adjusted 2019 LiDAR DEM. A summary of the key HEC-RAS parameters and their data sources are provided in Tables 7 and 8: Table 7: HEC-RAS Cross-section Model Parameters PARAMETER DATA SOURCE Cross-section Geometry 2019 LiDAR DEM Downstream Reach Lengths Measured in GeoHECRAS (m) Manning's n Values Assigned based on 2019 aerial imagery and field observations (see Appendix G). Cont/Exp Coefficient Assigned based on HEC-RAS River Analysis System Hydraulic Reference Manual Obstructions Assigned based on buildings shapefile Downstream Boundary Condition Set to Georgian Bay 100 -year flood line (177.90 m) for Regional Storm and historic high-water level (177.50 m) for return frequency storms 1F Drainage Master Plan I Existing Conditions Report 19 Table 8: HEC-RAS Bridge/Culvert Model Parameters PARAMETER DATA SOURCE Shape Previous HEC-RAS models / Engineer Drawings / Reports / Topographic Survey / Field Investigations Geometry Previous HEC-RAS models / Engineer Drawings / Reports / Topographic Survey / Field Investigations Chart # Previous HEC-RAS models / Engineer Drawings / Reports / Topographic Survey / Field Investigations Scale # Previous HEC-RAS models / Engineer Drawings / Reports / Topographic Survey / Field Investigations Culvert Length (m) Previous HEC-RAS models / Engineer Drawings / Reports / Topographic Survey / Field Investigations Entrance/Exit Loss Coeff. HEC-RAS River Analysis System Hydraulic Reference Manual Manning's n Based on conduit material type (Manning's roughness coefficients consistent with Town Standards) Depth Block (m) Based on field investigation notes or assumed to be unblocked Upstream/Downstream Invert Previous HEC-RAS models / Engineer Drawings / Reports / Elevations (m) Topographic Survey / Field Investigations Deck/Roadway 2019 LiDAR DEM 3.4 MAJOR DRAINAGE SYSTEM HYDROLOGIC MODEL The major system VO model was developed to generate flows for the HEC-RAS models. Due to the complexity of the Beaver River watershed, the Beaver River peak flows through the study area were developed from historic streamflow monitoring data. This process is further described in Section 3.5. Small areas draining directly to Georgian Bay without routing to a watercourse or significant culvert crossing have been excluded from the major system hydrologic model. Subcatchments for the major system hydrologic model were delineated to key flow change locations including storm sewer outlets, significant watercourse crossings, hydraulic structures, and SWMFs. To delineate the subcatchments for the VO model, the DEM and PCSWMM's watershed delineation tool were used. Since the minor drainage system drainage catchments were developed from the DEM and the major drainage system catchments generally flow in the same direction as the minor drainage system catchments, the minor drainage system catchments Drainage Master Plan I Existing Conditions Report 20 were merged to create the major drainage system catchments. The DEM was reviewed while creating the major drainage system catchments to identify any areas where the minor drainage system catchments diverged from the major drainage system catchments. A watershed map which shows the drainage boundaries for each significant watercourse is enclosed for reference. There are two types of catchments in VO. NasHyd catchments are generally used to model rural areas and have been used to model catchments with impervious percentages less than 20%. StandHyd catchments are generally used to model urban areas and have been used to model catchments with impervious percentages greater than 20%. Key parameters and the data sources used to assign these parameters to the VO catchments are summarized in Table 9. Table 9: VO Subcatchment Parameters SUBCATCHMENT PARAMETE ESCRIPTION / DATA SOURCE TYPE NHYD Unique user assigned subcatchment name DT (min) User assigned time step (5 minutes) Area (ha) GIS (measured) NasHyd GIS Grey and Simcoe County Soils shapefiles / NVCA CN Stormwater Technical Guide / MTO Drainage Management Manual / Tatham Land Use Classification Shapefile IA (mm) NVCA Stormwater Technical Guide TP (hr) Calculated - Airport Method / Bransby-Williams Formula N Number of linear reservoirs - generally set to 3 per the VO Reference Manual StandHyd NHYD Unique user assigned subcatchment name DT (min) User assigned time step (5 minutes) Area (ha) GIS (measured) XIMP GIS - buildings (calculated) 1F Drainage Master Plan I Existing Conditions Report 21 SUBCATCHMENT TYPE PARAMETER DESCRIPTION / DATA SOURCE StandHyd TIMP GIS - total impervious area (calculated) Loss User selected (Modified SCS Curve Method) GIS Grey and Simcoe County Soils shapefiles / NVCA CN Stormwater Technical Guide / MTO Drainage Management Manual / Tatham Land Use Classification Shapefile IA (mm) NVCA Stormwater Technical Guide SLPP (%) Slope of pervious area - generally set to 2% (typical lot) LGP (m) Length of pervious area - generally set to 40 m (typical lot) MNP Manning's n for sheet flow over pervious area - generally set to 0.25 DPSI (mm) Depth of storage for impervious area - generally set to 2 mm SLPI (%) Slope of impervious area - GIS (calculated) LGI (m) Length of impervious area - Auto -calculated MNI Manning's n for sheet flow over impervious area - generally set to 0.013 In general, NasHyd and StandHyd catchments have followed a three -digit naming convention of 101, 102, etc. with a numeric prefix denoting the watershed. The numeric prefix is based on the 1993 Grey Sauble Conservation Authority Craigleith Camperdown Subwatershed Study. For example, a catchment on Watercourse 1 is named 1101 and a catchment on Watercourse 31 is named 31101. Watercourses with no assigned number have been assigned one for the purpose of this study. The SCS curve number (CN) is a critical hydrologic parameter that is based on the hydrologic soil group and land use. Further to the soil texture classes described in Table 5 in Section 3.2, a hydrologic soil group was assigned to each soil texture class in the study area in accordance with Table 10. 1F Drainage Master Plan I Existing Conditions Report 22 Table 10: Hydrologic Soil Groups SOIL TEXTURE CLASS HYDROLOGIC SOIL GROUP SOIL TEXTURE HYDROLOGIC SOIL CLASS GROUP Clay D Silt Loam BC Other D Loam B Clay Loam CD Loamy Sand AB Silty Clay CD Sandy Loam AB Silty Clay Loam C Sand A As described in Section 2.6, the land use shapefile was developed to classify land uses according to land covers with specific SCS curve numbers. By overlaying the soils and land use shapefiles, GIS was used to calculate an area -weighted SCS curve number for each catchment in the VO model. In the case of StandHyds, the impervious area was excluded from the area -weighted CN calculation as the impervious area is considered separately. Similarly, there is an initial abstraction (IA) value considered representative of different land covers. The land use shapefile was used to calculate an area -weighted IA value for each catchment and for the StandHyds, only the pervious area was considered in the calculation. For the StandHyds, the total impervious fraction (TIMP) and total impervious fraction directly connected (XIMP) parameters must be assigned. The total impervious fraction for each StandHyd catchment was calculated from the land use shapefile. The buildings shapefile was used to determine the directly connected impervious area fraction. It is assumed that all buildings are routed over pervious area before reaching the outlet, while all other impervious areas (roads, driveways, parking areas) are directly connected. This is generally a conservative assumption. For NasHyds, a time to peak (TP) parameter must be assigned for the time it takes the runoff hydrograph from a catchment to peak. This is generally assumed to be 2/3 of the time of concentration (time for water to travel from the most hydrologically distant location in the catchment to the outlet). To calculate time of concentration, representative lengths and slopes and information on the land cover is required. Representative lengths were drawn for every NasHyd catchment, and the representative slope was calculated for this line from the DEM. Similarly, runoff coefficients were calculated for each catchment based on the slope and soil type. Drainage Master Plan I Existing Conditions Report 23 For runoff coefficients less than 0.4 the Airport Method was used to calculate time of concentration. Otherwise, the Bransby-Williams formula was used. For all catchments with 3 linear reservoirs, the time to peak was set to 2/3 of the time of concentration and for all catchments with 2 linear reservoirs, the time to peak was set to 1/2 of the time of concentration. Catchments along the escarpment were assigned 2 linear reservoirs in accordance with the 1993 GSCA Craigleith Camperdown Subwatershed Study and supporting information that indicates 2 linear reservoirs is more representative of catchments with little storage and rapid peak times. Detailed CN calculations were completed for representative catchments to verify the results of the GIS area -weighted calculations and include calculations for the IA and TP values. These calculations were consistent with the GIS area -weighted calculations and are included in Appendix H for reference. To accurately determine peak flows, it was critical to account for the timing of the confluence of runoff. This was accomplished by connecting the subcatchments to Route Reservoirs, Route Channels and Route Pipes as appropriate. Route reservoirs are used to represent SWM facilities and are critical to accurately determine peak flows and timing of the confluence of runoff. The SSD information that was collected as described in Section 2.5 was used to assign the storage -discharge tables at each SWMF. Detailed SSD information is included in Appendix D for reference. Route Channel parameters were determined from the HEC-RAS major drainage system model. At each junction, the length and slope of the downstream channel was determined and a representative cross-section was applied to the Route Channel in VO. From the PCSWMM model, junctions that routed to trunk storm sewers were identified and Route Pipes were used to route these flows to the next downstream junction. Representative pipe sizes, slopes and lengths were determined from the PCSWMM model and included in the VO model as Route Pipes. In select areas flow diversions occur and incoming flow divides into multiple downstream conveyance branches. In these cases, DivertHyds were used to route the flows according to rating curves developed based on the HEC-RAS or PCSWMM hydraulic models. Details of the DivertHyd calculations are included in Appendix H for reference. 3.5 BEAVER RIVER HYDROLOGIC ANALYSIS To establish the return frequency design storm peak flows for the Beaver River, historical flow records from the Environment Canada gauge (Station 02FB009) located at Slabtown were analyzed. Annual peak flow records were available for the years 1957 to 2020 with data missing for years 1960, 1964, 1989, 1994, 1996, 1997, 1999, 2000, 2010 and 2018 (10 years) resulting in a total of 54 years of data. The yearly peak flow data ranges from a minimum value of 19.4 m3/s to a maximum value of 115 m3/s. Drainage Master Plan I Existing Conditions Report 24 To determine the return frequency design storm peak flows, a Bulletin 17B analysis was performed using HEC-SSP statistical analysis software. The Bulletin 17B analysis follows the procedure established in the Guidelines for Determining Flood Flow Frequency - Bulletin 17B of the Hydrology Subcommittee published in 1982 by the U.S. Department of the Interior Geological Survey Office of Water Data Coordination. The HEC-SSP analysis computed the 1:1 -year through 1:500 -year return period flows and also provided upper and lower (95% and 5%) confidence limit flows for these return periods. To be conservative, the upper confidence limit flows were used for analysis of the Beaver River. The 1:500 -year return period flow has been used as the Regional Storm flow. HEC-SSP output is included in Appendix I for reference. The entire Beaver River watershed encompasses an area of approximately 621 km2. The Beaver River drainage area upstream of the gauge at Slabtown is approximately 588 km2, leaving 33 km2 of drainage area not accounted for the gauge station. The upper confidence limit flows were prorated by a factor of 1.056 to account for the additional 33 km2 of drainage area downstream of the gauge. Table 11 summarizes the computed flows, upper confidence limit flows, and prorated flows for the Beaver River. Table 11: Beaver River Flow Analysis Summary EXCEEDANCE PROBABILITY (%) UPPER CONFIDENCE TURN COMPUTED FLOW AT LIMIT FLOW AT PERIOD SLABTOWN GAUGE SLABTOWN GAUGE (Years) (m3/s) (m3/s) UPPER CONFIDENCE LIMIT PRORATED FOR ENTIRE WATERSHED (m3/s) 0.2 500 130.0 154.2 162.9 0.5 200 120.5 141.1 149.1 1 100 113.0 131 138.4 2 50 105.3 120.6 127.4 5 20 94.3 106.2 112.2 10 10 85.3 94.7 100.0 20 5 75.3 82.3 86.9 50 2 58.5 62.8 66.3 1F Drainage Master Plan I Existing Conditions Report 25 EXCEEDANCE PROBABILITY (%) UPPER CONFIDENCE RETURN COMPUTED FLOW AT LIMIT FLOW AT PERIOD SLABTOWN GAUGE SLABTOWN GAUGE (Years) (m3/s) (m3/s) UPPER CONFIDENCE LIMIT PRORATED FOR ENTIRE WATERSHED (m3/s) 80 1.250 44.8 48.3 51.0 90 1.111 38.8 42.2 44.6 95 1.053 34.3 37.8 39.9 99 1.010 27.0 30.5 32.2 3.6 MAJOR DRAINAGE SYSTEM 2D HYDRAULIC MODEL For specific locations in the Town, there is potential for significant spill from watercourses during major storm events. Most notably, there is an area near Monterra Road where Watercourse 1 overtops its banks and spills over Monterra Road into Watercourse 6. Similarly, there is limited capacity within the main channel of Watercourse 6 and significant flow floods and ponds within the low areas leading to Georgian Bay. Furthermore, Watercourse 7 has significant potential to spill and contribute flow to Watercourse 6 from the west. Watercourses 9 and 10 also have spill potential in this area. The spill from Watercourse 1 occurs frequently (annually) as documented in Appendix A. Based on the complexity of this system and the importance of understanding and developing a solution for this area, a 2D modelling approach was selected. 2D hydrodynamic routing has been added to HEC-RAS for unsteady flow analysis. 2D flow modelling requires development of a 2D computational mesh and can be linked to 1D model elements. To maximize model stability, the Watercourses 1, 6, 7, 9 and 10 and Outlets 8, 11 and 12 have been modelled within the 2D computational mesh through the spill area to Georgian Bay. A portion of Watercourse 2 has also been included within the computational mesh and a 1D connection has been added to model the downstream portion of Watercourse 2 in 1D. The models have been set to solve the 2D Diffusion Wave equations with a 5 second time step adjusted based on the Courant condition. The 2D computational cells are based on the details of the underlying terrain which allows for larger computational cells. However, transfer of flow occurs at the cell faces, and the model has been built to ensure the cell faces are aligned along key flow transfer areas (controlling terrain such as the high point of a road crossing) and higher cell discretization is applied in more complicated areas. The underlying terrain has been assigned Drainage Master Plan I Existing Conditions Report 26 Manning's roughness coefficients based on the land use classification shapefile and over-riding regions for the main watercourses. The Manning's roughness coefficients used are summarized in Table 12 as follows: Table 12: 2D Model Manning's Roughness Coefficients LAND USE MANNING'S ROUGHNESS COEFFICIENTS Buildings 0.150 Cultivated 0.040 Woodland 0.100 Lawns 0.030 Wetland 0.080 Impervious Area 0.015 Road 0.015 Main Channel 0.035 In unsteady 2D models, timing of flows is critical and requires more detailed flow data. The flow hydrographs generated through the VO hydrologic model for each watercourse upstream of the 2D computational mesh were assigned to the model using boundary condition lines. Flow hydrographs from catchments contained within the 2D computational mesh were added using internal boundary condition lines. A full summary of the boundary conditions lines for the 2D model are summarized in Appendix G for reference. Separate model scenarios were created for each return frequency design storm. The Georgian Bay boundary condition was set to the historic instantaneous high-water level of 177.50 m for the return frequency design storms and the 1:100 -year lake level of 177.90 m for the Regional Storm event. To improve stability, the portion of Watercourse 1 on the east side of Grey Road 21 was not included in the model. Flow leaves the 2D model downstream of the Grey Road 21 crossing and re-enters the 2D model when it crosses Grey Road 21 upstream of Highway 26. Drainage Master Plan I Existing Conditions Report 27 4 Rainfall Data Rainfall intensity -duration -frequency curves summarize the annual probability of exceedance of a volume of rainfall within a specific duration and are used to develop return frequency rainfall data for specific rainfall distributions. There are several sources for IDF curve data and several rainfall distributions. The 3.0 to 3.5 hour Chicago design storm distributions and the 6, 12 and 24 hours SCS Type II design storm distributions have been modelled to confirm which distributions result in the highest peak flow in each watershed. The results of this analysis are described in Section 5. The sources of IDF curve data for the existing and climate change scenario are summarized below. 4.1 EXISTING DESIGN STORMS 4.1.1 Town Standards (2009) The Town uses the IDF curves for the Owen Sound area and the A and B coefficients used to derive these curves are published in the Town's Engineering Standards (2009) document. 4.1.2 MTO (2010) The Ministry of Transportation (MTO) has developed and released an IDF Curve Lookup tool. The IDF Curve Lookup tool uses Environment Canada climate station data and considers physiographic characteristics and the length of nearby station data to derive IDF curve data for specific locations. MTO IDF curve data was derived at Town Hall (44.562500, -80.454167) for this analysis. 4.2 CLIMATE CHANGE DESIGN STORMS Water quality and quantity, the aquatic ecosystems, the natural environment including creeks and shorelines in the Grey Sauble watersheds are expected to be influenced directly and indirectly by climate change. Effective stormwater management planning and design will improve each watershed's ability to adapt to climate change. Climate change is predicted to shift weather patterns, amplify the variability of extreme weather events and increase the intensity of extreme storm events. As climate changes, the risk of flooding, erosion and infrastructure failure will likely increase as higher intensity storms will generate greater surface runoff in urban areas. Increased flooding and erosion pose risks to public health and safety, to property damage, natural heritage features and the natural environment. To mitigate these risks and adapt to variable extreme weather conditions, climate change must be considered as part of effective stormwater management planning and design. Drainage Master Plan I Existing Conditions Report 28 The source information for deriving IDF curve data for the climate change storm is summarized as follows. 4.2.1 The Blue Mountains' Stormwater Management System Design Criteria for Thornbury West Stormwater Drainage Master Plan EA (2017) The Blue Mountains' Stormwater Management System Design Criteria for Thornbury West Storm water Drainage Master Plan EA (2017) included IDF parameters for the Owen Sound area that were adjusted to reflect potential impacts due to climate change based on climate change model projections. 4.2.2 MTO (2060) The IDF Curve Lookup tool uses Environment Canada climate station data and time -trend analysis to predict future IDF curves. Time -trend analysis was completed using the available data from 1960 to 2010 (base year) and a linear trend was observed and extrapolated from this period to 2060 for each Environment Canada climate station in Ontario. Predicted IDF curves were obtained for the year 2060 from the IDF Curve Lookup tool for the Town. 4.3 SPRING POTENTIAL RAIN ON SNOW The Blue Mountains' Storm water Management System Design Criteria for Thornbury West Storm water Drainage Master Plan EA (2017) included Chicago storm parameters to be used to generate Spring Potential Rain on Snow (SPROS) design storms. The SPROS storms are intended to represent a spring rainfall event combined with snowmelt. The SPROS distributions described in the 2017 Criteria have been derived from actual weather data from the month of April for years 1994 to 2017. Drainage Master Plan I Existing Conditions Report 29 5 Existing Condition Hydrologic/Hydraulic Analysis 5.1 MINOR DRAINAGE SYSTEM To ensure the PCSWMM model is comprehensive and there is sufficient connectivity to route design flows without losing flow from the system, the maximum design storms were assigned to the subcatchments and the runoff and conveyance were simulated for a 24 hour time period. Adjustments to the PCSWMM model were made as necessary to ensure no flow was being lost from the system. In addition to connectivity and conveyance issues, the preliminary PCSWMM results were evaluated to identify and resolve continuity errors and instabilities. Through this process, input errors were resolved, and routing errors were reduced such that the maximum design storm is routed through the model with no flow loss and routing continuity errors less than 1.5%. The rainfall distribution that creates the highest peak flow at each watercourse or storm sewer outlet varies based on the watershed characteristics. The governing rainfall distribution and the 1:5 -year return frequency design storm peak flows for each major watercourse/outlet to Georgian Bay are summarized in Table 13. Table 13: Existing Conditions Minor Drainage System Model Peak Flow Summary WATERCOURSE / OUTLET AREA (ha) GOVERNING RAINFALL DISTRIBUTION 1:5 -YEAR PEAK FLOW (m3/s) Watercourse 1 332.9 MTO (2010) SCS 24hr 3.1 Watercourse 2 32.8 MTO (2010) SCS 24hr 0.3 Watercourse 6 604.8 1 MTO (2010) SCS 24hr 6.3 Watercourse 7 159.9 MTO (2010) SCS 24hr 4.7 Outlet 8 19.6 MTO (2010) Chicago 3hr 0.2 Watercourse 9 191.8 MTO (2010) SCS 24hr 4.0 Watercourse 10 67.6 MTO (2010) SCS 24hr 2.9 Outlet 13 84.9 MTO (2010) SCS 24hr 4.9 Watercourse 14 93.0 MTO (2010) SCS 24hr 3.7 Drainage Master Plan I Existing Conditions Report 30 WATERCOURSE / OUTLET AREA GOVERNING RAINFALL 1:5 -YEAR PEAK FLOW (ha) DISTRIBUTION (m3/s) Outlet 45 31.5 MTO (2010) SCS 24hr 1.2 Watercourse 15 80.0 MTO (2010) SCS 24hr 4.4 Watercourse 18 24.4 MTO (2010) SCS 24hr 0.3 Watercourse 19 341.1 MTO (2010) SCS 24hr 14.5 Watercourse 21 112.2 MTO (2010) SCS 24hr 3.5 Watercourse 22 60.8 MTO (2010) SCS 24hr 0.5 Outlet 25 57.5 MTO (2010) SCS 24hr 1.3 Outlet 26 113.7 MTO (2010) SCS 24hr 4.7 Watercourse 28 55.9 TOBM (2009) Chicago 3hr 0.9 Watercourse 29 23.6 MTO (2010) SCS 24hr 0.9 Outlet 30 34.8 MTO (2010) SCS 24hr 0.9 Watercourse 31 129.5 MTO (2010) SCS 24hr 5.4 Watercourse 32 352.6 MTO (2010) SCS 24hr 9.7 Outlet 33 60.5 TOBM (2009) Chicago 3hr 0.9 Watercourse 34 575.5 MTO (2010) SCS 24hr 11.3 Watercourse 40 115.3 MTO (2010) SCS 24hr 0.4 Watercourse 42 29.0 MTO (2010) SCS 24hr 0.7 Silver Creek North of Holly Court (50) 42.5 MTO (2010) SCS 24hr 0.2 Silver Creek South of Holly 240.9 Court (50) MTO (2010) SCS 24hr 5.0 Silver Creek South of 1412.3 Mount View Court (50) MTO (2010) SCS 24hr 31.7 Indian Brook (51) 3,544.8 MTO (2010) SCS 24hr 52.0 1F Drainage Master Plan I Existing Conditions Report 31 WATERCOURSE / OUTLET AREA GOVERNING RAINFALL 1:5 -YEAR PEAK FLOW (ha) DISTRIBUTION (m3/s) Watercourse 52 310.0 MTO (2010) SCS 24hr 0.9 Little Beaver River (54) 1,562.6 MTO (2010) SCS 24hr 14.1 Watercourse 55 160.3 MTO (2010) SCS 24hr 3.0 Boulder Channel (56) 324.6 MTO (2010) SCS 24hr 3.0 Arthur St. W 14.9 MTO (2010) Chicago 3hr 0.9 Cameron St. 26.1 MTO (2010) Chicago 3hr 1.9 Elgin St. 13.9 MTO (2010) Chicago 3hr 1.1 Louisa St. E 14.6 MTO (2010) SCS 24hr 0.8 Mary St. 55.2 MTO (2010) SCS 24hr 1.0 Minor Outlets2 169.6 Varies Varies 1. Does not include spill into Watercourse 6. 2. Minor outlets are those with no significant infrastructure analyzed. The results of the hydraulic analysis and a description of the storm sewer conveyance capacity deficiencies are included in Section 8. Detailed PCSWMM hydrologic/hydraulic analysis results are included in Appendix J for reference and the digital model is included in Appendix F. 5.2 MAJOR DRAINAGE SYSTEM The rainfall distribution that creates the highest peak flow for each watercourse or outlet modelled in VO was consistently the 24 Hour SCS Type II rainfall distribution and the MTO (2010) IDF Curve Lookup parameters. The Regional (Timmins) Storm peak flow and the peak flows for the 1:5 -year, 1:25 -year and 1:100 -year return frequency design storms are summarized in Table 14 for each watercourse/outlet to Georgian Bay. The summary results are included in Appendix K for reference and the digital model is included in Appendix F. 1F Drainage Master Plan I Existing Conditions Report 32 Table 14: Existing Conditions Major Drainage System Model Peak Flow Summary WATERCOURSE / OUTLET AREA (ha) DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Watercourse 1 Upstream of Spill 239.4 8.4 15.4 21.2 19.5 Downstream 63.7 of Spill 0.5 0.9 1.3 2.3 Watercourse 2 32.8 0.3 0.6 0.8 1.2 Watercourse 6 Upstream of Spill 504.8 11.2 18.6 25.8 30.0 Downstream 100.0 of Spill 0.7 1.2 1.6 2.8 Watercourse 7 Upstream of Spill 143.0 6.7 11.6 15.5 12.3 Downstream 16.9 of Spill 0.4 0.7 0.9 1.0 Outlet 8 19.6 0.5 0.9 1.2 1.3 Watercourse 9 191.8 5.9 10.0 13.6 14.0 Watercourse 10 67.6 4.4 7.6 10.2 6.3 Outlet 13 81.7 5.9 9.8 13.4 7.6 Watercourse 14 93.0 3.8 6.5 8.8 7.8 Outlet 45 31.5 1.7 2.9 4.0 2.5 Watercourse 15 80.0 4.2 7.1 10.1 7.3 Watercourse 18 24.4 0.9 1.5 2.1 1.8 Watercourse 19 341.1 14.3 26.3 37.6 29.0 Watercourse 21 112.2 4.9 8.3 11.5 9.3 Watercourse 22 60.8 1.3 2.4 3.4 3.6 Outlet 23 15.1 0.4 0.7 1.0 1.0 1F Drainage Master Plan I Existing Conditions Report 33 WATERCOURSE / OUTLET AREA (ha) DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Outlet 24 21.6 0.5 1.0 1.4 1.4 Outlet 25 56.6 2.8 4.8 6.6 5.1 Outlet 26 113.7 4.4 7.2 9.8 9.0 Watercourse 28 56.2 3.3 5.7 7.7 4.9 Watercourse 29 23.4 0.9 1.7 2.4 1.7 Outlet 30 34.8 1.6 3.0 4.1 2.8 Watercourse 31 129.5 6.4 10.8 14.9 11.2 Watercourse 32 352.6 11.9 20.1 27.5 27.2 Outlet 33 60.5 2.4 4.4 6.1 4.3 Watercourse 34 575.5 19.5 33.7 44.3 41.6 Watercourse 40 115.3 1.6 2.9 4.1 5.1 Watercourse 41 14.6 0.6 0.9 1.2 0.8 Watercourse 42 29.0 0.8 1.2 1.7 1.4 Silver Creek North of Holly 42.5 Court (50) 0.5 1.1 1.7 2.3 Silver Creek South of Holly 240.9 Court (50) 9.6 15.2 19.4 17.1 Silver Creek South of Mount 1,412.3 View Court (50) 30.0 53.6 75.6 78.4 Indian Brook (51) 3,544.5 82.3 141.6 194.1 223.8 Watercourse 52 310.0 2.8 5.4 7.8 12.1 Little Beaver River (54) 1,562.6 37.3 64.9 89.0 98.5 Watercourse 55 160.3 7.0 11.8 16.1 13.9 Boulder Channel (56) 311.1 3.7 10.0 14.8 19.1 1F Drainage Master Plan I Existing Conditions Report 34 The peak flow results from the VO hydrologic analysis of the 1:2 -year through 1:100 -year return frequency design storms and the Regional Storm were extracted for the HEC-RAS 1D steady state hydraulic analysis and flow change locations were specified at each bridge/culvert crossing. The results of the HEC-RAS analysis and a description of the bridge/culvert capacity deficiencies are included in Section 8 and the digital model is included in Appendix F for reference. 5.3 MONTERRA SPILL AREA (2D ANALYSIS) Further to the flow summaries described in Table 15, there is significant spill and redistribution of flow between Watercourse 1, 2, 6, 7, 9, 10 and Outlets 8, 11 and 12. This has been analyzed through a 2D HEC-RAS unsteady state model that also accounts for storage in the watershed (floodplain and watercourse). Peak inflows, spills and ultimate outflows are summarized in the following tables and the digital model is included in Appendix F for reference. Table 15: Existing Conditions Watercourse 1 Flow/Spill Summary DESIGNS STORM PEAK (FLOW (m3/s) LOCATION 1:5 -YEAR 1 1:25 -YEAR 11:100 -YEAR I TIMMINS Watercourse 1 Incoming at Grand Cypress Lane 8.41 15.00 20.68 19.49 Watercourse 1 Crossing Grey Road 21 0.87 1.14 1.20 1.21 Watercourse 1 Spill Across Monterra Road 3.61 10.69 16.56 16.96 Flow Overtopping Georgian Trail East of Watercourse 6 0.24 9.63 21.09 28.39 Flow returning to Watercourse 1 at Highway 26 From East of Grey Road 21 1.95 2.36 2.76 3.73 Inflow at Longpoint Road 0.04 0.08 0.11 0.10 Watercourse 1 Flow Across Longpoint Road 1.72 1.83 2.08 2.32 Drainage Master Plan I Existing Conditions Report 35 Watercourse 6 East Tributary at Base of 10.81 Escarpment Table 16: Existing Conditions Watercourse 2 Flow/Spill Summary DESIGN STORM PEAK FLOW (m3/s) LOCATION 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Watercourse 2 Inflow at Highway 26 0.10 0.18 0.26 0.35 Total Flow Across Highway 26 (Including Spill) 0.10 0.18 0.58 2.11 Table 17: Existing Conditions Watercourse 6 Flow/Spill Summary DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS 17.99 23.76 28.28 Watercourse 6 West Tributary at Base of Escarpment 1.38 2.38 3.29 3.19 Inflow at Georgian Trail 0.25 0.47 0.69 1.55 Inflow at Highway 26 0.21 0.39 0.57 1.06 Spill From Watercourse 1 3.61 10.69 16.56 16.96 Spill From Watercourse 7 3.60 7.26 11.71 9.14 Flow Across Georgian Trail 10.87 17.67 19.11 20.73 Flow Across Highway 26 10.95 15.41 21.58 38.54 Table 18: Existing Conditions Watercourse 7 Flow/Spill Summary LOCATION ESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Watercourse 7 Inflow at Base of Escarpment 5.80 10.37 14.17 11.05 Spill From Watercourse 7 3.60 7.26 11.71 9.14 Inflow at Lakeshore Road 0.25 0.46 0.66 0.69 1F Drainage Master Plan I Existing Conditions Report 36 Watercourse 9 Inflow at Base of Escarpment 5.81 DESIGN STORM PEAK FLOW (m3/s) LOCATION 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Inflow at Georgian Trail 0.04 0.07 0.10 0.07 Inflow at Highway 26 0.07 0.13 0.18 0.19 Flow Across Lakeshore Road 3.59 5.21 6.60 5.74 Flow Across Georgian Trail 1.68 3.66 4.76 5.00 Flow Across Highway 26 1.86 2.54 3.43 3.00 Table 19: Existing Conditions Outlet 8 Flow/Spill Summary LOCATION DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Outlet 8 Inflow at Base of Escarpment 0.48 0.85 1.19 1.27 Flow Across Lakeshore Road 0.06 0.35 0.65 1.04 Flow Across Georgian Trail 1.38 2.49 3.96 5.14 Flow Across Highway 26 3.07 7.17 10.69 10.06 Table 20: Existing Conditions Watercourse 9 Flow/Spill Summary DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS 9.89 13.48 13.95 Inflow at Highway 26 0.07 0.10 0.13 0.06 Flow Across Lakeshore Road 6.94 10.90 17.05 12.85 Flow Across Georgian Trail 4.67 6.46 8.33 8.14 Flow Across Highway 26 3.36 5.69 6.27 6.25 1F Drainage Master Plan I Existing Conditions Report 37 Inflow at Georgian Trail 0.12 Table 21: Existing Conditions Watercourse 10 Flow/Spill Summary ESIGN STORM PEAK FLOW (m3/s) LOCATION 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Watercourse 10 Inflow at Base of Escarpment 4.10 6.37 8.28 6.14 Inflow at Highway 26 0.15 0.22 0.29 0.15 Flow Across Lakeshore Road 0.72 1.00 1.13 1.00 Flow Across Georgian Trail 0.97z 2.51 4.17 3.88 Flow Across Highway 26 3.90 5.85 6.58 6.35 Table 22: Existing Conditions Outlet 11 Flow/Spill Summary DESIGN STORM PEAK FLOW (m3/s) 1:25 -YEAR 1:100 -YEAR TIMMINS 0.20 0.37 0.22 Flow Across Georgian Trail 0.13 0.32 0.46 0.44 Flow Across Highway 26 0.24 0.70 1.07 0.97 Table 23: Existing Conditions Outlets 12 Flow/Spill Summary LOCATION DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Outlet 12 Inflow at Grey Road 19 and Highway 26 0.29 0.45 0.60 0.35 Inflow at Georgian Trail 0.10 0.18 0.33 0.20 Flow Across Georgian Trail 0.07 0.12 0.21 0.13 Flow Across Highway 26 0.00 0.00 0.00 0.00 1F Drainage Master Plan I Existing Conditions Report 38 Table 24: Existing Conditions Total Flow Reduction/Redistribution Summary DESIGN STORM PEAK FLOW (m3/s) LOCATION 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Watercourse 1 Total Inflow Watercourse 1 Total Outflow 8.87 15.91 1.72 1.83 22.02 2.08 21.79 2.32 Watercourse 2 Inflow at Highway 26 Total Flow Across Highway 26 (Including Spill) 0.10 0.18 0.10 0.18 0.26 0.35 0.58 2.11 Watercourse 6 Total Inflow Watercourse 6 Total Outflow 12.65 21.23 10.95 15.41 28.31 34.08 21.58 38.54 Watercourse 7 Total Inflow Watercourse 7 Total Outflow 6.16 11.03 1.86 2.54 15.11 12.00 3.43 3.00 Outlet 8 Total Inflow Outlet 8 Total Outflow 0.48 0.85 3.07 7.17 1.19 1.27 10.69 10.06 Watercourse 9 Total Inflow Watercourse 9 Total Outflow 5.88 9.99 3.36 5.69 13.61 14.01 6.27 6.25 Watercourse 10 Total Inflow Watercourse 10 Total Outflow 4.25 6.59 3.90 5.85 8.57 6.29 6.58 6.35 Outlet 11 Total Inflow Outlet 11 Total Outflow 0.12 0.20 0.24 0.70 0.37 0.22 1.07 0.97 Outlet 12 Total Inflow Outlet 12 Total Outflow 0.39 0.63 0.00 0.00 0.93 0.55 0.00 0.00 Total Inflow Total Outflow 38.90 66.61 25.20 39.37 90.37 90.56 52.28 69.60 1F Drainage Master Plan I Existing Conditions Report 39 It is noted that the 2D unsteady state analysis accounts for the storage component within the analysis area. As water levels rise, the utilization of storage volume within the system also increases. The amount of storage upstream of the ultimate outlet accounts for the significant reduction in peak flow presented in Table 24. The most notable storage area is the Monterra wetland south of the Georgian Trail. Results of the 2D analysis, including figures and videos, are included in Appendix L for reference. 1F Drainage Master Plan I Existing Conditions Report 40 6 Climate Change Analysis As described in Section 4.2, climate change is predicted to increase the intensity of extreme storm events and thus generate greater surface runoff in urban areas and increase the risk of flooding, erosion and infrastructure failure. The following sections describe the results of the hydrologic/hydraulic analysis for the climate change storms. 6.1 MINOR DRAINAGE SYSTEMS The governing rainfall distribution and the 1:5 -year return frequency design storm peak flows for the climate change scenario for each watercourse/outlet to Georgian Bay are summarized in Table 25. Table 25: Climate Change Scenario Minor Drainage System Model Peak Flow Summary WATERCOURSE / OUTLET AREA GOVERNING RAINFALL 1:5 -YEAR PEAK FLOW DISTRIBUTION (m3/s) Watercourse 1 332.9 MTO (2060) SCS 24hr 3.7 Watercourse 2 32.8 MTO (2060) SCS 24hr 0.3 Watercourse 6 604.81 MTO (2060) SCS 24hr 7.0 Watercourse 7 159.9 MTO (2060) SCS 24hr 5.6 Watercourse 8 19.6 MTO (2060) Chicago 3hr 0.2 Watercourse 9 191.8 MTO (2060) SCS 24hr 4.8 Watercourse 10 67.6 MTO (2060) SCS 24hr 3.0 Outlet 13 84.9 MTO (2060) SCS 24hr 5.4 Watercourse 14 93.0 MTO (2060) SCS 24hr 4.4 Outlet 45 31.5 MTO (2060) SCS 24hr 1.3 Watercourse 15 80.0 MTO (2060) SCS 24hr 5.3 Watercourse 18 24.4 MTO (2060) SCS 24hr 0.3 Watercourse 19 341.1 MTO (2060) SCS 24hr 16.8 Watercourse 21 112.2 MTO (2060) SCS 24hr 4.1 1F Drainage Master Plan I Existing Conditions Report 41 WATERCOURSE / OUTLET AREA GOVERNING RAINFALL 1:5 -YEAR PEAK FLOW DISTRIBUTION (m3/s) Watercourse 22 60.8 MTO (2060) SCS 24hr 0.6 Outlet 25 57.5 MTO (2060) SCS 24hr 1.5 Outlet 26 113.7 MTO (2060) SCS 24hr 5.5 Watercourse 28 55.9 MTO (2060) SCS 24hr 1.1 Watercourse 29 23.6 MTO (2060) SCS 24hr 1.0 Outlet 30 34.8 MTO (2060) SCS 24hr 1.1 Watercourse 31 129.5 MTO (2060) SCS 24hr 6.3 Watercourse 32 352.6 MTO (2060) SCS 24hr 11.7 Outlet 33 60.5 MTO (2060) SCS 24hr 1.0 Watercourse 34 575.5 MTO (2060) SCS 24hr 14.1 Watercourse 40 115.3 MTO (2060) SCS 24hr 0.5 Watercourse 42 29.0 MTO (2060) SCS 24hr 0.7 Silver Creek North of Holly Court (50) 42.5 MTO (2060) SCS 24hr 0.3 Silver Creek South of Holly 240.9 Court (50) MTO (2060) SCS 24hr 6.4 Silver Creek South of 1412.3 Mount View Court (50) MTO (2060) SCS 24hr 38.3 Indian Brook (51) 3,544.8 MTO (2060) SCS 24hr 66.3 Watercourse 52 310.0 MTO (2060) SCS 24hr 1.0 Little Beaver River (54) 1,559.8 MTO (2060) SCS 24hr 19.6 Watercourse 55 160.3 MTO (2060) SCS 24hr 3.3 Outlet 56 324.6 MTO (2060) SCS 24hr 3.9 Arthur St. W 14.9 MTO (2060) Chicago 3hr 0.9 1F Drainage Master Plan I Existing Conditions Report 42 WATERCOURSE / OUTLET AREA GOVERNING RAINFALL 1:5 -YEAR PEAK FLOW DISTRIBUTION (m3/s) Cameron St. 26.1 TOBM (2017) Chicago 3hr 1.9 Elgin St. 13.9 TOBM (2017) Chicago 3hr 1.1 Louisa St. E 14.6 MTO (2060) SCS 24hr 0.8 Mary St. 55.2 MTO (2060) SCS 24hr 1.2 Minor Outlets2 169.6 Varies Varies 1. Does not include spill into Watercourse 6. 2. Minor outlets are those with no significant infrastructure analyzed upstream. The results of the hydraulic analysis and a description of the conveyance capacity deficiencies under the climate change scenario are included in Section 9. 6.2 MAJOR DRAINAGE SYSTEMS The Regional (Timmins) Storm peak flow and the peak flows for the 1:5 -year, 1:25 -year and 1:100 - year return frequency design storms are summarized in Table 26 for each watercourse/outlet to Georgian Bay for the climate change scenario. Table 26: Climate Change Scenario Significant Drainage Area Major Flow Summary WATEF URSE / OUTLET AREA (ha) DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Upstream of Spill Watercourse 1 240.1 10.1 17.1 23.1 19.5 Downstream 63.7 of Spill 0.6 1.0 1.4 2.3 Watercourse 2 32.8 0.4 0.7 0.9 1.2 Upstream of Spill Watercourse 6 504.8 13.2 20.5 27.4 30.0 Downstream 100.0 of Spill 0.8 1.3 1.7 2.8 Watercourse 7 Upstream of Spill 143.0 7.9 12.8 16.6 12.3 1F Drainage Master Plan I Existing Conditions Report 43 WATERCOURSE / OUTLET AREA (ha) DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Downstream 16.9 of Spill 0.4 0.7 1.0 1.0 Outlet 8 19.6 0.6 1.0 1.3 1.3 Watercourse 9 191.8 14.8 14.1 Watercourse 10 67.6 5.2 8.4 Outlet 13 81.7 6.8 10.9 14.4 7.6 Watercourse 14 93.0 4.4 7.2 9.6 7.8 Outlet 45 31.5 1.9 3.2 4.3 2.5 Watercourse 15 80.0 4.9 7.8 Watercourse 18 24.4 1.0 1.7 2.3 1.8 Watercourse 19 341.1 17.4 29.7 40.8 29.0 Watercourse 21 112.2 5.8 9.1 12.5 9.3 Watercourse 22 60.8 1.6 2.7 3.7 3.6 Outlet 23 15.1 0.5 0.8 Outlet 24 21.6 0.6 1.0 1.5 1.4 Outlet 25 56.6 3.3 5.4 7.1 5.1 Outlet 26 113.7 5.1 8.0 10.5 9.0 Watercourse 28 56.2 3.9 6.3 8.3 4.9 Watercourse 29 23.4 2.6 1.7 Outlet 30 34.8 2.0 3.3 4.5 2.8 Watercourse 31 129.5 7.4 12.0 16.0 11.2 Watercourse 32 352.6 13.9 22.3 29.7 27.2 1F Drainage Master Plan I Existing Conditions Report 44 WATERCOURSE / OUTLET AREA (ha) DESIGN STORM PEAK FLOW (m3/s) 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Outlet 33 60.5 2.9 4.9 6.7 4.3 Watercourse 34 575.5 24.5 38.9 50.1 44.8 Watercourse 40 115.3 1.9 3.2 4.5 5.1 Watercourse 41 14.6 0.6 1.0 1.3 0.8 Watercourse 42 29.0 0.9 1.4 1.8 1.4 Silver Creek North of Holly 42.5 Court (50) 0.6 1.3 1.9 2.3 Silver Creek South of Holly 240.9 Court (50) 11.0 16.6 20.6 17.1 Silver Creek South of Mount 1,412.3 View Court (50) 35.7 60.0 82.3 78.4 Indian Brook (51) 3,544.5 97.1 157.0 210.7 223.8 Watercourse 52 310.0 3.4 6.1 8.6 12.1 Little Beaver River (54) 1,559.7 44.4 71.6 97.0 98.5 Watercourse 55 160.3 8.2 13.1 17.4 13.9 Boulder Channel (56) 311.1 4.4 11.6 16.1 19.1 The results of the HEC-RAS analysis and a description of the bridge/culvert capacity deficiencies under the climate change scenario are included in Section 9. 6.3 MONTERRA SPILL AREA (2D ANALYSIS) As described in Section 5.3, there is significant spill and redistribution of flow between Watercourse 1, 2, 6, 7, 9, 10 and Outlets 8, 11 and 12. This has been modelled for the climate change scenario with a 2D HEC-RAS model. A summary of the total inflows and outflows for each watercourse/outlet is provided in Table 27. 1F Drainage Master Plan I Existing Conditions Report 45 Table 27: Climate Change Scenario Total Flow Reduction/Redistribution Summary DESIGN STORM PEAK FLOW (m3/s) LOCATION 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR TIMMINS Watercourse 1 Total Inflow Watercourse 1 Total Outflow 10.53 17.74 1.75 1.87 23.93 2.14 21.79 2.32 Watercourse 2 Inflow at Highway 26 Total Flow Across Highway 26 (Including Spill) 0.12 0.20 0.11 0.20 0.28 0.35 0.85 2.11 Watercourse 6 Total Inflow Watercourse 6 Total Outflow 14.90 23.56 12.97 16.88 30.64 34.08 23.51 38.54 Watercourse 7 Total Inflow Watercourse 7 Total Outflow 7.29 12.40 2.03 2.75 16.31 12.00 3.79 3.00 Outlet 8 Total Inflow Outlet 8 Total Outflow 0.57 0.95 4.01 8.37 1.30 1.27 11.72 10.06 Watercourse 9 Total Inflow Watercourse 9 Total Outflow 6.92 11.09 4.03 5.96 14.76 14.01 6.38 6.25 Watercourse 10 Total Inflow Watercourse 10 Total Outflow 4.91 7.21 4.69 6.13 9.38 6.29 6.73 6.35 Outlet 11 Total Inflow Outlet 11 Total Outflow 0.14 0.29 0.24 0.84 0.40 0.22 1.17 0.97 Outlet 12 Total Inflow Outlet 12 Total Outflow 0.45 0.77 0.00 0.00 1.02 0.55 0.00 0.00 Total Inflow Total Outflow 45.83 74.21 29.83 43.00 98.02 90.56 56.29 69.60 1F Drainage Master Plan I Existing Conditions Report 46 As described in Section 5.3, the 2D unsteady state analysis includes storage which accounts for the significant reduction in peak flow presented in Table 27. Results of the 2D analysis, including figures and videos, are included in Appendix L. Drainage Master Plan I Existing Conditions Report 47 7 Spring Potential Rain on Snow Analysis The Blue Mountains' Stormwater Management System Design Criteria for Thornbury West Storm water Drainage Master Plan EA (2017) included Chicago storm parameters to be used to generate Spring Potential Rain on Snow (SPROS) design storms. It is noted in the criteria that April rain events have less volume and intensity than typical summer rain events used for hydrologic modeling. 3.0 and 3.5 hour, 1:5 -year, 1:25 -year and 1:100 -year Chicago return frequency design storms generated from the SPROS parameters were compared against the return frequency design storms generated from the MTO (2010) IDF curve parameters. A summary of the peak rainfall intensities and total rainfall volumes for the return frequency design storms described above is provided in Table 28. Table 28: SPROS Design Storm Comparison PEAK RAINFALL INTENSITY (mm/hr) TOTAL RAINFALL (mm) DESIGN STORM SPROS MTO (2010) SPROS MTO (2010) 3.0hr Chicago 1:5 -year 20.58 157.90 28.89 38.70 3.0hr Chicago 1:25 -year 29.15 215.84 37.05 55.41 3.5hr Chicago 1:100 -year 38.37 263.55 41.22 67.65 As shown, the SPROS 3.0 and 3.5 hour Chicago return frequency design storms have a significantly lower peak rainfall intensity and less total rainfall than the MTO (2010) 3.0 and 3.5 hour Chicago return frequency design storms. As the SPROS return frequency design storm peak rainfall intensities are lower than the peak intensities of the MTO design storms, it is expected the SPROS storms will produce lower peak flows than the MTO storms. To confirm this assumption, the SPROS storms were run in VO under AMCIII conditions and peak flows are compared at specific points of interest as summarized in Table 29. 1F Drainage Master Plan I Existing Conditions Report 48 Table 29: SPROS versus MTO (2010) Peak Flow Comparison PEAK FLOW (m3/s) WATERCOURSE / OUTLET 1:5 -YEAR 1:25 -YEAR 1:100 -YEAR SPROS MTO (2010) SPROS MTO (2010) SPROS MTO (2010) Watercourse 1 (US of Spill) 2.4 8.4 3.1 15.4 3.8 21.2 Watercourse 6 (US of Spill) 4.3 12.6 5.9 20.5 7.2 27.3 Watercourse 4.2 14.3 5.5 26.3 6.6 37.6 19 Indian Brook 34.2 82.3 50.4 141.6 60.3 194.1 Little Beaver River 14.9 38.0 21.1 66.5 25.1 90.9 As illustrated in Table 29, the 3.0 and 3.5 hour SPROS Chicago return frequency design storms do not generate higher peak flows than the 3.0 and 3.5 hour MTO (2010) Chicago return frequency design storms for any of the watersheds compared. The watersheds compared are relatively large when compared against other watersheds in the study area. Larger watersheds will have a longer response time and their peak flows can be more sensitive to the total rainfall volume of a storm as opposed to smaller watersheds for which the peak flow is generally highly dependent on peak rainfall intensity. Since the SPROS storms have a low peak rainfall intensity and do not govern for any of the larger watersheds in the comparison above, they will not govern for any of the smaller or urban watersheds in the study area. 1F Drainage Master Plan I Existing Conditions Report 49 8 Existing Conditions Drainage System Deficiencies The existing drainage deficiencies were established according to the Town's Engineering Standards. The deficiencies identified through the hydrologic/hydraulic analysis are presented on the Minor and Major Drainage System Deficiencies maps (Drawings 1A through 3H) enclosed and are described further in the following sections. Drainage deficiencies that have been reported by the public or observed by Town or Tatham staff are described in Appendix A. 8.1 MINOR DRAINAGE SYSTEM DEFICIENCIES The drainage system deficiencies were established according to the following Town Engineering Standards criteria: Minimum pipe size for mainline storm sewer is 300 mm; Sewer must convey the peak flows generated by the 1:5 -year return frequency design storm without surcharge; Minimum allowable flow velocity in the sewer is 0.75 m/s; Maximum allowable flow velocity in the sewer is 4.50 m/s; and Minimum grades of storm sewer are as follows: Table 30: Minimum Allowable Sewer Grades by Pipe Diameter PIPE DIAMETER MINIMUM GRADE 300 mm to 375 mm 0.50% 450 mm to 525 mm 0.30% 600 mm to 1200 mm 0.20% 1200 mm and Greater 0.15% The minor drainage system PCSWMM model was used to assess the conveyance capacity of the Town's storm sewer systems during the 1:5 -year return frequency design storms. The worst -case design storm scenario results for each sewer and maintenance hole are used to identify deficiencies. For this assessment, the storm sewer has been characterized as follows: Drainage Master Plan I Existing Conditions Report 50 1. Design Standard Deficiencies - storm sewer does not meet Town Engineering Standards criteria for minimum pipe size, minimum pipe grade, or minimum/maximum flow velocity. 2. Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) < 85% - storm sewer capacity exceeds design storm peak flow (storm sewer has adequate capacity) by greater than 15% and satisfies the current municipal conveyance criteria. 3. - storm sewer capacity exceeds design storm peak flow (storm sewer has adequate capacity) by less than 15%. As such, the peak flow is approaching full flow capacity. 4. 100% <= Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) < 115% - design storm peak flow exceeds storm sewer capacity (deficient conveyance capacity) by up to 15% - moderate exceedance. 5. Peak Flow/Storm Sewer Full Flow Capacity (Qmax/Qfullflow) >= 115% - design storm peak flow exceeds storm sewer capacity (deficient conveyance capacity) by greater than 15% - severe exceedance. Similarly, the storm maintenance hole deficiencies have been characterized as follows based on maintenance hole surcharging: 1. Maintenance Hole Surcharging < 0 m - no overland flow. 2. - minimal overland flow depth. 3. 0.1 m <= Maintenance Hole Surcharging < 0.3 m - overland flow depth satisfies safe access/egress criteria. 4. Maintenance Hole Surcharging >= 0.3 m - overland flow depth exceeds safe access/egress criteria. The minor drainage system deficiencies are presented on the Existing Condition Storm Sewer Deficiencies Maps (Drawings 1A through 1H and 3A through 3H). Summaries of the design standard and existing condition capacity deficiencies within the storm sewer systems in the Study Area are provided in the following tables. Complete lists of storm sewer and maintenance hole deficiencies are included in Appendix M for reference. Table 31: Existing Conditions Storm Sewer Deficiency Summary WATERCOURSE / DESIGN OUTLET # STM STANDARD 85%<Q<100 DEFICIENCIES Q<85% 100%<Q<115% Q>115% SEWER CAPACITY DEFICIENCIES Watercourse 1 112 1F Drainage Master Plan I Existing Conditions Report 51 WATERCOURSE / OUTLET DESIGN # STM STANDARDS DEFICIENCIES 0<85% 85%<0<100 100%<0<115% 0>115% SEWER CAPACITY DEFICIENCIES Watercourse 6 116 Watercourse 10 48 Outlet 13 62 Outlet 45 3 Watercourse 14 5 Watercourse 15 23 Watercourse 19 14 Watercourse 21 32 5 Outlet 26 11 4 23 39 Watercourse 31 94 Watercourse 34 3 3 3 Watercourse 40 13 3 12 Silver Creek (50) 95 7 44 Little Beaver River 136 (54) 29 86 Outlet 56 123 17 72 Arthur St. W 31 9 12 Cameron St. 36 9 33 Elgin St. 21 4 7 Louisa St. E 32 5 10 Mary St. 22 8 13 Misc. Camperdown 18 5 14 16 4 5 1 0 4 3 2 14 0 1 16 19 10 2 3 0 2 2 1 1F Drainage Master Plan I Existing Conditions Report 52 WATERCOURSE / OUTLET DESIGN # STM STANDARDS DEFICIENCIES 0<85% 85%<0<100 100%<Q<115% 0>115% SEWER CAPACITY DEFICIENCIES Misc. Clarksburg 17 Misc. Lora Bay 13 Misc. Thornbury 94 256 678 49 Total 1174 1 2 14 130 1 Table 32: Existing Conditions Maintenance Hole Surcharge Deficiency Summary Watercourse 1 106 Watercourse 6 111 Watercourse 10 43 Outlet 13 59 Watercourse 14 4 Outlet 45 3 Watercourse 15 22 Watercourse 19 13 Watercourse 21 32 Outlet 26 11 Watercourse 31 93 Watercourse 34 3 Watercourse 40 13 Silver Creek (50) 90 102 1 87 39 56 4 2 1 2 0 3 0 16 3 13 0 16 5 6 0 87 3 3 13 90 0 0 0 0 3 0 8 4 2 • 0 0 • 0 1F Drainage Master Plan I Existing Conditions Report 53 MH SURCHARGING DEPTH DEFICIENCIES WATERCOURSE / OUTLET # MH D<O.00m O.00m<D<0.10 0.10m<D<0.30 D>0.30m m m Little Beaver River (54) 135 Outlet 56 123 Arthur St. W 31 Cameron St. 35 Elgin St. 21 Louisa St. E 32 Mary St. 21 Misc. Camperdown 17 Misc. Clarksburg 15 Misc. Lora Bay 14 Misc. Thornbury 91 Total 1138 17 76 988 8.2 MAJOR DRAINAGE SYSTEM DEFICIENCIES 12 8 5 0 2 3 1 0 0 1 14 63 For the major drainage systems, road crossing culverts must satisfy the design flood frequency criteria specified in Table 1. Also, overtopping deficiencies were identified based on the following safe access/egress criteria: Maximum depth of overland flow exceeds 0.30 m; Maximum velocity of overland flow exceeds 1.7 m3/s; Maximum depth velocity product of overland flow exceeds 0.40 m2/s. The major drainage system deficiencies and flood inundation maps are presented on Drawings 2A through 2H and 5A through 5M, respectively. A summary of the deficient bridge/culvert crossings identified through the 1D and 2D HEC-RAS analysis is provided in Table 33. A detailed summary of the bridge/culvert deficiencies is included in Appendix N for reference. 1 Drainage Master Plan I Existing Conditions Report 54 Table 33: Existing Conditions Bridge/Culvert Crossings Deficiency Summary WATERCOURSE/OUTLET # OF # OF CAPACITY # O CROSSINGS DEFICIENCIES OVERTOPPING DEFICIENCIES # OF DEFICIENT CROSSINGS Watercourse 1 17 Watercourse 2 5 Watercourse 6 13 Watercourse 7 7 Outlet 8 3 Watercourse 9 5 Watercourse 10 6 Outlet 11 1 Outlet 12 1 Watercourse 14 13 Watercourse 15 2 Watercourse 18 2 Watercourse 19 6 Watercourse 21 4 Watercourse 21 - Relief 2 Watercourse 22 2 Outlet 23 2 Outlet 24 1 Outlet 25 3 Outlet 26 4 Watercourse 28 4 S 0 11 7 4 6 0 0 7 1 1 5 3 2 1 2 1 2 1 1 0 9 0 0 4 1 0 0 0 0 1 0 0 1F Drainage Master Plan I Existing Conditions Report 55 WATERCOURSE/OUTLET # OF # OF CAPACITY # OF # OF CROSSINGS DEFICIENCIES OVERTOPPING DEFICIENT DEFICIENCIES CROSSINGS Watercourse 29 3 Outlet 30 3 Watercourse 31 6 Watercourse 32 5 Watercourse 34 5 Watercourse 40 3 Watercourse 41 2 Watercourse 42 4 Silver Creek North of Holly Court (50) 2 Silver Creek South of Holly Court (50) 12 Silver Creek South of Mount View Court (50) 3 Indian Brook (51) 3 Watercourse 52 11 Beaver River (53) 3 Little Beaver River (54) 20 Watercourse 55 7 Boulder Channel (56) 13 Total 208 3 2 3 5 0 1 7 3 3 7 0 12 5 11 124 Overland flow route deficiencies were identified from the dual drainage system modelled in PCSWMM. Overland flow route deficiencies were identified based on the following safe access/egress criteria: 1F Drainage Master Plan I Existing Conditions Report 56 Maximum depth of overland flow exceeds 0.30 m; Maximum velocity of overland flow exceeds 1.7 m3/s; Maximum depth velocity product of overland flow exceeds 0.40 m2/s. The overland flow route deficiencies are presented on Drawings 2A through 2H and the following table summarizes the overland flow route deficiencies identified. Table 34: Existing Conditions Overland Flow Route Deficiency Summary WATERCOURSE / OUTLET Watercourse 1 # OVERLAN ROUTES 109 Watercourse 6 130 Watercourse 10 48 Outlet 13 71 Watercourse 14 13 Outlet 45 6 Watercourse 15 23 Watercourse 19 14 Watercourse 21 32 Outlet 26 11 Watercourse 31 92 Watercourse 34 5 Watercourse 40 13 Silver Creek (50) 94 Little Beaver River (54) 134 Outlet 56 124 Arthur St. W 30 OVERLAND FLOW ROUTE DEFICIENCIES 1F Drainage Master Plan I Existing Conditions Report 57 WATERCOURSE / OUTLET # OVERLAND ROUTES OVERLAND FLOW ROUTE DEFICIENCIES Cameron St. 34 Elgin St. 20 Louisa St. E 27 Mary St. 19 Misc. Camperdown 15 Misc. Clarksburg 13 Misc. Craigleith 5 Misc. Lora Bay 13 Misc. Thornbury 88 Total 1183 8.3 STORMWATER MANAGEMENT FACILITY DEFICIENCIES The stormwater management facilities identified throughout the Town have been included in the VO and PCSWMM hydrologic/hydraulic models to account for their effect on peak flows. The SWMFs have been analyzed from a water quantity and water quality perspective to assess the effectiveness of each SWMF to attenuate peak flows and treat stormwater. 8.3.1 Water Quantity The SWMFs throughout the Town were assessed using the VO major drainage system model to determine the performance levels of each SWMF for the return frequency design storms and the Regional Storm. The following table summarizes the impact of the SWMFs with respect to the water quantity control requirements and the peak flow reductions. The required active storage volume listed in the table is the volume required to store the 1:100 -year return frequency design storm, and the provided active storage volume listed is the volume below the SWMF overflow weir. A detailed summary of the water quantity control performance of each SWMF is included in Appendix 0 for reference. 1F Drainage Master Plan I Existing Conditions Report 58 Table 35: Existing Conditions SWMF Water Quantity Assessment Summary WATERCOURSE / OUTLET SWMF ID ACTIVE STORAGE VOLU (m3) PEAK FLOW REDUCTION Required Provided 1:5 -Year Minor 1:100 -Year Storm Major Storm Watercourse 1 1402 1,981 1403 12,195 Watercourse 6 6401 25,212 6402 1,932 6403 6,676 6405 4,487 6406 9,145 6408 6,166 6409 176 Watercourse 9 9401 2,231 Watercourse 9 9402 5,179 Watercourse 10 10401 1,383 10402 509 Outlet 13 61401 139 Watercourse 15 15401 3,073 15402 3,925 2,096 13,337 28,000 2,095 6,000 3,915 15,800 95% 82% 99% 92% 57% 71% 85% 57% 85% 74% 87% 88% 2,789 193 1,672 8,539 1,250 I 297 22% 12% 62% 50% 92% 94% 32% 21% 78% 69% 61% 51% 157 ' 2,604 3,112 32% 15% 32% -32% 73% 47% 79% 61% Watercourse 31 31401 Unknown' Unknown' Outlet 33 33401 Unknown' Watercourse 34 34401 1,668 Watercourse 40 40401 2,418 20,906 1,744 II ' 3,396 Unknown' 89% 66% 87% 80% 1F Drainage Master Plan I Existing Conditions Report 59 WATERCOURSE / OUTLET SWMF ID ACTIVE STORAGE VOLUME (m3) PEAK FLOW REDUCTION Required Provided 1:5 -Year Minor 1:100 -Year Storm Major Storm Silver Creek (50) 50401 15,754 50402 1,746 Watercourse 52 52401 349 52402 477 Little Beaver River (54) 54401 1,502 54402 5,842 54404 653 54405 624 16,490 1,419 1,365 87% 77% 77% 66% 70% 69% 51% 41% 94% 94% VIII' 5,440 89% 67% 647 a 82% 90% 738 49% 41% Outlet 56 56401 53,139 I 59,520 48% 10% Outlet 57 57401-42 473 178 56% 59% 1. SWMF information incomplete. SWMFs excluded from VO and PCSWMM models. 2. SWMFs 57401-57404 are in series. The Active Storage presented is the value from the outlet pond (Pond 4 (57401)) 8.3.2 Water Quality The SWMFs throughout the Town have been assessed using the guidelines for water quality treatment provided by the MECP Stormwater Management Planning and Design Manual (SWMPDM). The level of treatment for each SWMF was determined using the guidelines provided by the SWMPDM. As Georgian Bay is the ultimate outlet for all SWMFs in the Town, the treatment goal for all SWMFs is Enhanced level treatment (80% TSS removal). The following table summarizes the performance of the SWMFs with respect to the quality treatment guidelines in the SWMPDM and their ability to treat a 25 mm rainfall event. The existing level of water quality treatment in the settlement areas is presented on the Water Quality Treatment Areas Maps (Drawings 4A through 4C). A detailed summary of the water quality treatment performance of each SWMF is included in Appendix P for reference. 1F Drainage Master Plan I Existing Conditions Report 60 Table 36: SWMF Water Quality Assessment Summary WATERCOURSE / OUTLET SWMF ID PERMANENT POOL EXTENDED EROSION CONTROL STORAGE VOLUME DETENTION VOLUME VOLUME (m3) (m3) (m3) TREATMENT LEVEL Required Provided Required Provided Required Provided Watercourse 1 1402 188 298 452 1403 1,012 8,631 1,883 Watercourse 6 6401 5,275 46,100 6,157 6402 524 6403 1,895 4,220 I 8,436 al 501 1,328 6405 1,325 3,625 890 6406 5,199 26,500 6,291 6408 1,990 6,674 2,036 6409 78 Watercourse 9 9401 1,005 1,350 1,194 9402 1,764 2,722 1,543 Watercourse 10 10401 539 Watercourse 15 15401 1,074 15402 1,620 1,3771 414 966 1,284 7,060 5,900 1,148 1,400 3,915 3,300 0 193 587 2,285 919 1,426 509 2,096 Enhanced (80%) 1,181 13,337 Enhanced (80%) 5,275 28,000 Enhanced (80%)1, 2 485 2,095 Enhanced (80%) 3,553 6,000 Enhanced (80%) 1,715 3,915 Enhanced (80%) 5,425 15,800 Enhanced (80%)", 2 1,857 2,798 None 87 193 Basic (60%) 1,247 1,672 Enhanced (80%)1 1,614 8,539 Enhanced (80%) 623 1,250 Basic (60%) 954 770 2,604 Enhanced (80%)1 1,252 1,638 3,112 Basic (60%)1 Drainage Master Plan I Existing Conditions Report 61 WATERCOURSE / OUTLET SWMF D PERMANENT POOL EXTENDED EROSION CONTROL STORAGE VOLUME DETENTION VOLUME VOLUME (m3) (m3) (m3) TREATMENT LEVEL Required Provided Required Provided Required Provided Watercourse 31 Outlet 33 31401 1,793 34402 1,130 Watercourse 34 34401 261 Watercourse 40 40401 428 Silver Creek (50) 50401 4,359 50402 Watercourse 52 52401 36 52402 65 Little Beaver River (54) 54401 399 54402 1,051 54405 Outlet 56 56401 9,799 Outlet 57 57401-4 1,076 18,374 1,160 1,836 EN 1,807 843 377 1,721 456 6,990 3,472 759 679 5,776 116 4,083 209 954 276 8,212 1,051 700 31,697 12,060 746 890 5,877 3,930 846 2,396 7,400 759 331 244 306 3,662 446 7,338 0 2,049 Unknown3 Enhanced (80%) 2,711 20,906 Enhanced (80%) 746 1,744 Enhanced (80%) 913 3,396 Enhanced (80%) 4,359 16,490 Enhanced (80%) 659 1,419 Enhanced (80%) 671 Enhanced (80%) 495 Enhanced (80%) 669 1,365 Enhanced (80%) 1,992 5,440 Enhanced (80%) 413 738 None 15,076 59,520 Enhanced (80%)1 1,170 2,049 None 1. SWMF meets the criteria specified in the MECP SWMPD manual for the level of treatment specified but does not provide extended detention for all runoff from the 25 mm storm. 2. Ponds are in series and together provide sufficient extended detention volume to treat runoff from the 25 mm storm. 3. SWMF information incomplete, active storage unknown. Drainage Master Plan I Existing Conditions Report 62 9 Climate Change Drainage System Deficiency Identification The drainage deficiencies for the climate change scenario were established according to the Town's Engineering Standards using the climate change design storms previously discussed. The minor and major drainage system deficiency criteria are described in Sections 8.1 and 8.2 respectively. 9.1 MINOR DRAINAGE SYSTEM DEFICIENCIES Summaries of the climate change scenario deficiencies within the storm sewer system are provided in the following tables. A complete list of storm sewer and maintenance hole deficiencies are included in Appendix Q for reference. Table 37: Climate Change Scenario Storm Sewer Deficiency Summary SEWER CAPACITY DEFICIENCIES WATERCOURSE / OUTLET # STM 0<85% 85%<Q<100 100%<Q<115% Q>115% % Watercourse 1 112 Watercourse 6 116 Watercourse 10 48 Outlet 13 62 Watercourse 14 5 Outlet 45 3 Watercourse 15 23 Watercourse 19 14 Watercourse 21 32 Outlet 26 11 Watercourse 31 94 Watercourse 34 3 70 58 12 28 3 8 0 1 3 0 5 2 12. 17 10 3 0 1 3 1 ij r 0 k22 1 Drainage Master Plan I Existing Conditions Report 63 SEWER CAPACITY DEFICIENCIES WATERCOURSE / OUTLET # STM Watercourse 40 13 Silver Creek (50) 95 Little Beaver River (54) 136 Outlet 56 123 Arthur St. W 31 Cameron St. 36 Elgin St. 21 Louisa St. E 32 Mary St. 22 Q<85% 85%<0<100 100%<Q<115% 0>115% r 12 41 86 66 12 34 7 10 13 1 17 16 12 2 2 0 1 1 12 12 14 2 0 1 5 3 Misc. Camperdown 18 14 1 1 Misc. Clarksburg 17 12 1 1 Misc. Lora Bay 13 5 2 2 Misc. Thornbury 94 49 15 7 Total 1174 644 128 115 Table 38: Climate Change Scenario Maintenance Hole Surcharging Deficiency Summary WATERCOURSE / OUTLET # MH D<0.00m 0.00m<D<0.10 0.10m<D<0.30 MH SURCHARGING DEPTH DEFICIENCIES m m D>0.30m Watercourse 1 106 Watercourse 6 111 Watercourse 10 43 Outlet 13 59 6 2 4 1F Drainage Master Plan I Existing Conditions Report 64 MH SURCHARGING DEPTH DEFICIENCIES WATERCOURSE / OUTLET # MH D<O.00m O.00m<D<0.10 0.10m<D<0.30 m m D>0.30m Watercourse 14 4 Outlet 45 3 Watercourse 15 22 16 Watercourse 19 13 12 Watercourse 21 32 10 Outlet 26 11 6 Watercourse 31 93 77 Watercourse 34 3 3 Watercourse 40 13 13 Silver Creek (50) 90 83 Little Beaver River 135 (54) 117 Outlet 56 123 94 Arthur St. W 31 Cameron St. 35 Elgin St. 21 Louisa St. E 32 Mary St. 21 Misc. Camperdown 17 Misc. Clarksburg 15 Misc. Lora Bay 14 Misc. Thornbury 91 1 1 6 0 11 0 0 7 10 18 5 0 2 6 2 0 1 11 0 0 0 8 6 3 0 4 5 2 0 0 1 5 1F Drainage Master Plan I Existing Conditions Report 65 MH SURCHARGING DEPTH DEFICIENCIES WATERCOURSE / OUTLET # MH D<O.00m O.00m<D<0.10 0.10m<D<0.30 D>0.30m m m Total 1138 96 9.2 MAJOR DRAINAGE SYSTEMS Summaries of the climate change scenario major drainage system deficiencies are provided in the following tables. Table 39: Climate Change Scenario Bridge/Culvert Crossings Deficiency Summary WATERCOURSE/OUTLET # OF CROSSINGS # OF DEFICIENT CROSSINGS Watercourse 1 17 8 Watercourse 2 5 3 Watercourse 6 13 13 Watercourse 7 7 6 Outlet 8 3 3 Watercourse 9 5 5 Watercourse 10 6 3 Outlet 11 1 0 Outlet 12 1 0 Watercourse 14 13 9 Watercourse 15 2 1 Watercourse 18 2 2 Watercourse 19 6 5 Watercourse 21 4 4 1F Drainage Master Plan I Existing Conditions Report 66 WATERCOURSE/OUTLET # OF CROSSINGS # OF DEFICIENT CROSSINGS Watercourse 22 2 2 Outlet 23 2 2 Outlet 24 1 1 Outlet 25 3 3 Outlet 26 4 2 Watercourse 28 3 2 Watercourse 29 3 0 Outlet 30 3 3 Watercourse 31 6 3 Watercourse 32 5 4 Watercourse 34 4 4 Watercourse 40 3 2 Watercourse 41 2 0 Watercourse 42 4 1 Silver Creek North of Holly Court (50) 2 1 Silver Creek South of Holly Court (50) 12 11 Silver Creek South of Mount View Court (50) 3 3 Indian Brook (51) 3 3 Watercourse 52 11 8 Beaver River (53) 3 0 Little Beaver River (54) 20 12 1F Drainage Master Plan I Existing Conditions Report 67 WATERCOURSE/OUTLET # OF CROSSINGS # OF DEFICIENT CROSSINGS Watercourse 55 7 6 Boulder Channel (56) 13 12 Total 204 147 Table 40: Climate Change Scenario Overland Flow Route Deficiency Summary WATERCOURSE / OUTLET Watercourse 1 # OVERLAND ROUTES 109 Watercourse 6 130 Watercourse 10 48 Outlet 13 71 Watercourse 14 13 Outlet 45 6 Watercourse 15 23 Watercourse 19 14 Watercourse 21 32 Outlet 26 11 Watercourse 31 92 Watercourse 34 5 Watercourse 40 13 Silver Creek (50) 94 Little Beaver River (54) 134 Outlet 56 124 OVERLAND FLOW ROUTE DEFICIENCIES 5 27 25 11 0 1 10 3 15 8 0 0 7 6 15 1F Drainage Master Plan I Existing Conditions Report 68 WA ERCOURSE / OUTLET # OVERLAND ROUTES OVERLAND FLOW ROUTE DEFICIENCIES Arthur St. W 30 Cameron St. 34 Elgin St. 20 Louisa St. E 27 Mary St. 19 Misc. Camperdown 15 Misc. Clarksburg 13 Misc. Craigleith 5 Misc. Lora Bay 13 Misc. Thornbury 88 Total 1183 9.3 STORMWATER MANAGEMENT FACILITIES 9.3.1 Water Quantity The following table summarizes the impact of the SWMFs with respect to the water quantity control requirements and the peak flow reductions for the climate change scenario. A detailed summary of the water quantity control performance of each SWMF is included in Appendix S. Table 41: Climate Change SWMF Water Quantity Assessment Summary WATERCOURSE / OUTLET SWMF ID ACTIVE STORAGE VOLUME (m3) PEAK FLOW REDUCTION Required Provided 1:5 -Year Minor 1:100 -Year Storm Major Storm Watercourse 1 1402 2,113 1403 12,678 Watercourse 6 6401 27,737 2,096 I 13,337 28,000 93% 83% 98% 91% 55% 73% 1F Drainage Master Plan I Existing Conditions Report 69 WATERCOURSE / OUTLET SWMF D ACTIVE STORAGE VOLUME (m3) PEAK FLOW REDUCTION Required Provided 1:5 -Year Minor 1:100 -Year Storm Major Storm 6402 2,016 6403 6,964 6405 4,746 6406 9,605 6408 6,478 6409 189 Watercourse 9 9401 2,309 9402 5,453 Watercourse 10 10401 1,445 10402 530 Watercourse 15 15401 3,166 15402 4,064 Watercourse 31 2,095 6,000 3,915 15,800 2,789 193 1,672 8,539 1,250 297 2,604 3112 81% 54% 84% 71% 88% 87% 18% 12% 60% 49% 92% 95% 30% 20% 76% 68% 64% 45% 25% 15% 71% 45% 80% 58% 31401 Unknown' Unknown' Ditch Outlet West of 33401 Unknown' Watercourse 32 (33) Watercourse 34 34401 1,723 Peasemarsh Outlet (40) 40401 2,444 Silver Creek (50) 50401 16,481 50402 1,842 Clark Street Watercourse (52) 52401 381 52402 511 20,906 1,744 3,396 16,490 1,419 671 495 Unknown' 85% 60% 88% 69% 84% 76% 74% 66% 69% 67% 52% 36% 1F Drainage Master Plan I Existing Conditions Report 70 WATERCOURSE / OUTLET SWMF ID AIL ACTIVE STORAGE VOLUME (m3) PEAK FLOW REDUCTION Required Provided 1:5 -Year Minor 1:100 -Year Storm Major Storm Little Beaver River (54) 54401 1,569 54402 6,073 54404 701 54405 654 Sunset Boulevard Outlet (56) 56401 54,192 39th Sideroad Outlet 57401-42 513 (57) 1,365 5,440 647 94% 93% 84% 65% 10 738 59,520 Outlet at St. Moritz Cres. (13) 61401 134 178 157 84% 91% 53% 39% 47% 9% 56% 60% 34% -31% 1. SWMF information incomplete. SWMFs excluded from VO and PCSWMM models. 2. SWMFs 57401-57404 are in series. The Active Storage presented is the value from the outlet pond (Pond 4 (57401)). 9.3.2 Water Quality The water quality requirements for SWMFs are dependent on the imperviousness of the upstream watershed, the 25 mm storm runoff volume, and the predominant SCS soils group of the receiving watercourse. As climate change does not impact any of these parameters, there will be no impact on the water quality treatment efficiency of the stormwater management facilities from existing conditions. 1F Drainage Master Plan I Existing Conditions Report 71 10 Recommended Model Improvements During the development of the models and identification of the drainage deficiencies, several improvements to the models that fall outside the approved scope of work were identified. The recommended improvements are described next. 10.1 HYDROLOGIC MODEL CALIBRATION Calibration of the minor and major drainage system hydrologic models to historic streamflow data was excluded from the scope of this project. To verify the results of the hydrologic models, the resultant peak flows were compared against the flow published in the 1993 Grey Sauble Conservation Authority Craigleith Camperdown Subwatershed Study. The return frequency design storm peak flows were published for Watercourse 1, 6, 7, 14, 15, 19 and 21 in the Craigleith Camperdown Subwatershed Study. These values are presented in Table 42 along with the peak flows generated for this study. Table 42: Peak Flow Comparison - Craigleith Camperdown Subwatershed Study Versus DMP 1:100 -YEAR PEAK FLOW (m3/s WATERCOURSE CRAIGLEITH DMP (2021) - MTO DMP (2021) - MTO 6 DMP (2021) - MTO CAMPERDOWN 3.5 HR CHICAGO HOUR SCS TYPE II 24 HOUR SCS TYPE SS (1993) II Watercourse 1 11.34 9.20 14.19 21.32 Watercourse 6 8.89 13.64 19.43 27.28 Watercourse 7 7.24 6.56 9.77 14.17 Watercourse 14 7.85 4.23 6.47 8.83 Watercourse 15 3.34 4.48 6.89 12.33 Watercourse 19 11.55 17.11 25.93 37.62 Watercourse 21 2.85 5.66 8.24 11.49 To understand the differences in results, the modelling approach and parameters used for the Craigleith Camperdown Sub watershed Study were reviewed. Unfortunately, the Craigleith Camperdown Subwatershed Study provides only an overview of the rainfall data analyzed, the modelling approach used and how the hydrologic parameters were estimated. A summary of the key differences is as follows: Drainage Master Plan I Existing Conditions Report 72 1. Rainfall Data: The return frequency design storms analyzed in the Craigleith Camperdown Subwatershed Study were developed from Keifer & Chu 6 hour and 12 hour design storm distributions using rainfall IDF data from Table B-7 (District 5 - Owen Sound, basins west of and including Collingwood) from the MTO Drainage Management Technical Guidelines. The rainfall data and design storm distributions used in the Craigleith Camperdown Subwatershed Study are different than what was used in this DMP (described fully in Section 4). 2. Fraction of Impervious Area: In the Craigleith Camperdown Subwatershed Study, the impervious fraction was estimated from available aerial photos (1993 or earlier). In this DMP, the impervious fraction has been calculated by using PCI Geomatics software to analyze the high quality 2019 aerial imagery. 3. Number of Linear Reservoirs: In the Craigleith Camperdown Subwatershed Study, 2 linear reservoirs were used to model pervious areas and 4 linear reservoirs were used to model impervious areas. In this DMP, 3 linear reservoirs were applied to all catchments except for catchments on the steep escarpment slope where 2 linear reservoirs were applied due to the rapid hydrologic response of these catchments. The typical value in Ontario is 3 linear reservoirs which is recommended by the NVCA and MTO. 4. Time to Peak: In the Craigleith Camperdown Subwatershed Study, the Uplands Method was used to calculate the catchment time of concentration and an unspecified fraction was applied to estimate the corresponding time to peak. In this DMP, the time of concentration was calculated using the Airport Method for runoff coefficients less than 0.4 and the Bransby-Williams formula for runoff coefficients greater than 0.4. For all catchments with 3 linear reservoirs, the time to peak was estimated to be 2/3 of the time of concentration and for all catchments with 2 linear reservoirs the time to peak was estimated to be 1/2 of the time of concentration ((n -1)/n). 5. Initial Abstraction: In the Craigleith Camperdown Subwatershed Study, the initial abstraction values were estimates to be 2 mm for impervious areas and 5 mm for pervious area. In this DMP, the initial abstraction was calculated based on land use in accordance with the recommended values in the NVCA and MTO reference documents. A sensitivity analysis of the hydrologic model parameters was conducted to identify how each parameter impacts peak flows. Specifically, the Uplands Method was used to calculate time of concentration and the number of linear reservoirs was adjusted. The sensitivity analysis demonstrated that changes in time to peak and the number of linear reservoirs can significantly alter peak flows. However, these changes will not account for the variability in peak flows when comparing to the Craigleith Camperdown Subwatershed Study results. Furthermore, adjusting the hydrologic parameters to mimic the results of the Craigleith Camperdown Subwatershed Study is inappropriate as the Craigleith Camperdown Subwatershed Study models are also Drainage Master Plan I Existing Conditions Report 73 uncalibrated. The hydrologic models created for this study have followed the recommended/approved hydrologic modelling approach and parameters of the NVCA, GSCA and MTO. To alter the hydrologic parameters beyond standard recommended values, justification through model calibration is recommended. In general, it is expected that the recommended hydrologic parameters for uncalibrated watersheds result in conservative peak flow predictions. 10.2 VERIFICATION OF LIDAR DATA Upstream of the Georgian Trail on Watercourse 6 is a significant wetland feature which provides considerable storage for stormwater runoff. Through a review of the 2D HEC-RAS hydraulic model results, it was observed that spill from the wetland over the Georgian Trail was occurring at unexpected frequencies (sooner than expected). Upon further review, it was noted that the LiDAR data in the wetland varied dramatically and that the wetland grades vary from slightly below to slightly above the Georgian Trail along a significant section of the wetland. A site walk through this area confirmed that the Georgian Trail is generally 0.5 m or more above the water level in the adjacent wetland. We suspect the discrepancy in the LiDAR data is a result of vegetative cover in the wetland interfering with the LiDAR data collection at the time of the flight. Unfortunately, this discrepancy reduces the available storage in the wetland and impacts the 2D HEC-RAS hydraulic model results. Specifically, the frequency of the spills and magnitude of flows downstream of the wetland area. Watercourse 1 and 6 have known flooding issues and flooding along these two watercourses has been a significant concern for residents and landowners in this area for years. Refinement of the models to accurately define existing conditions in this area is critical to develop optimal solutions. As such, we recommend the grade of the wetland be confirmed so adjustments to the LiDAR can be completed to accurately account for the storage in the wetland. Topographic survey of the wetland commenced the week of January 24, 2022, to confirm existing grades throughout the wetland. The LiDAR data through the wetland will be replaced with the topographic survey data and a revised 2D HEC-RAS analysis will be completed moving forward. This existing conditions report will be revised to include the new model results as part of the next steps of the Drainage Master Plan. 1F Drainage Master Plan I Existing Conditions Report 74 11 Summary To assess the function of the Town's drainage infrastructure under existing and climate change conditions, Town -wide hydrologic and hydraulic models have been prepared. An integrated hydrologic and hydraulic minor drainage system PCSWMM model has been prepared to assess the Town's storm sewer network. To assess the Town's major drainage system infrastructure (culverts, bridges, SWMFs, watercourses and outlets) a Visual OTTHYMO hydrologic model and 1D HEC-RAS hydraulic model have been created. To properly assess spills between watercourses, a 2D HEC-RAS hydraulic model has been created to supplement the 1D model along Watercourses 1 through Outlet 12. The function of the Town's drainage infrastructure has been assessed using a variety of design storms (existing, climate change and spring potential rain on snow) and design storm distributions (3.0 and 3.5 hour Chicago and 6, 12, and 24 hour SCS Type II). Through this analysis, notable deficiencies in the Town's drainage infrastructure have been identified including: 1. undersized storm sewer; 2. maintenance hole surcharging; 3. undersized culverts and bridges; 4. flooding of private and municipal property; 5. lack of water quality treatment; and 6. SWMF surcharging. These deficiencies have been fully documented in the Existing Conditions Report and solutions to address these deficiencies will be developed and evaluated moving forward. 1F 1 N GEORGIAN BAY TOWN OF A MEAFORD , TOWN OF COLLINGWOOD TOWN OF THE BLUE MOUNTAINS MUNICIPALITY OF GREY HIGHLANDS 0 2.5 5 10 15 20 LEGEND - WATERCOURSE HYDRAULIC MODEL LIMITS ��r. BEAVER RIVER WATERSHED .::: DRAINAGE CATCHMENT BOUNDARY — ROAD I=1 MUNICIPAL BOUNDARY SETTLEMENT AREA BOUNDARY Kilometers T jl, T H AM V E NG I N EE RI N G TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN FIG: 1 STUDY AREA LOCATION PLAN SCALE: 1:75,000 I DATE: NOV 2021 DRAWN: KKS Appendix A: Reported/Observed Drainage Issues REPORTED/OBSERVED DRAINAGE DEFICIENCIES Various locations of flooding/drainage deficiencies have been historically reported to the Town or have been observed during specific field investigations for this study. These reports/observations have been summarized as follows. Timber Lane / Cameron Street Flooding A significant rainfall event on June 26, 2021, caused flooding and subsequent damage to in the vicinity of Trailwoods Subdivision, specifically on Timber Lane and Cameron Street. Field investigations identified that wave action from abnormally high bay water levels caused debris and stone to partially obstruct the Town's 1200mm storm sewer outlet across Cameron Street between 249 and 251 Cameron Street resulting in backups in the stormwater drainage system and flooding of several properties. Residents of 249 and 251 Cameron Street reported the flooding to the Town and the damage it caused to their properties. Overland flow from the upstream area also caused flooding on properties around 238 Cameron Street, as seen in the pictures below (provided by the residents of 238 Cameron Street). Figure 1: Partially obstructed outlet from Cameron Street to Georgian Bay between 249 and 251 Cameron Street. Figure 2: Observed culvert outflow obstruction during June 26, 2021 rainfall event. Figure 3: Flooding at 238 Cameron Street during June 26, 2021 rainfall event. Figure 4: Flooding at 238 Cameron Street during June 26, 2021 rainfall event. Figure 5: Rear yard swale between Cameron Street and Timber Lane during June 26, 2021 rainfall event. Lora Bay - Boulder Creek In recent years drainage deficiencies have been identified with Boulder Creek and are in the process of being addressed. The 1200 mm x 1800 mm concrete box culvert crossing West Ridge drive experiences frequent overtopping and has been identified as having its inlet partially obstructed by boulders and large rocks. A design solution for removing the obstructing boulders and re -grading the creek immediately upstream of the crossing has been developed. Boulder Creek along Hole #1 of the Lora Bay Golf Course has insufficient capacity resulting in water spilling northeast towards homes along Sunset Boulevard. An interceptor ditch has recently been constructed to prevent this spill from reaching the homes along Sunset Boulevard. Assessment of the stormwater management pond at Hole #2 of the Lora Bay Golf Course determined the pond outlet has insufficient capacity. An overflow weir design solution has been developed and is in the process of being constructed. Grey Road 19 Ditch The roadside ditch on the north side of Grey Road 19 around Kandahar Lane is reportedly being overwhelmed during large rain events. This area was inspected and photos from two rain events on July 29, 2021 and September 22, 2021 were taken and show that the ditch and culverts were functioning as intended at the time of the field visit. Figure 6: CSP culvert beneath Kandahar Lane along Grey Road 19 roadside ditch during September 22, 2021 rainfall event. Figure 7: Double PVC culvert in the Grey Road 19 roadside ditch east of Kandahar Lane during July 29, 2021 rainfall event (downstream of Figure 6). Figure 8: Roadside ditch at Grey Road 19 east of Kandahar Lane downstream of Figure 7 during the September 22, 2021 rainfall event. No water was diverting to the overflow ditch to the right at the time of the field visit. 236 Grey Road 21 Water Damage From the September 21-22, 2021 storm event, the resident of 236 Grey Road 21 reported property damage due to overtopping of the watercourses running through the property. Pictures of the damage are provided below. Figure 9: Damage shown to driveway of property at 236 Grey Road 21 from the September 21-22, 2021 rainfall event. Figure 10: Damage shown to driveway of property at 236 Grey Road 21 from the September 21-22, 2021 rainfall event. Figure 11: Damage shown to driveway of property at 236 Grey Road 21 from the September 21-22, 2021 rainfall event. Monterra Road Overtopping Significant rainfall or snowmelt events have resulted in the overtopping of Monterra Road on several occasions, including March 11 and September 21-22, 2021. Flooding in this area has been reported and observed on and off for the past 20 years. The overtopping flow is coming from Watercourse 1 which overtops its banks and spills northward across the golf course to Monterra Road. There is also a 450 mm culvert that conveys flow to a ditch on the north side of Monterra Road near Grey Road 21 with no outlet. This ditch ultimately spills across the Tyrolean Stables Property located at 302 Grey Road 21. Representatives from the Town visited this area on the morning of September 23 2021 at the end of the storm event and took several photos. The road area east of 689798 Monterra Road was also observed to be overtopping when visited on September 22 at 4:15 p.m. The property owner of 302 Grey Road 21 provided photos of the flooding on their property and stables from this same storm event. The photos and correspondence are provided below. Figure 12: Overtopping of Monterra Road just east of Grand Cypress Lane (looking east) on the morning of September 23, 2021. Figure 13: Overtopping of Monterra Road just east of the property at 689798 Monterra Road on the morning of September 23, 2021. Figure 15: Flooding on Monterra Road on September 22, 2021, looking west. Figure 16: Flooding of golf course south of Monterra Road on September 22, 2021, looking south. Figure 18: Submerged culvert at 689798 Monterra Road on September 22, 2021 (Downstream end). Tyrolean Village Resorts At Blue Mountain September 30, 2021 Shawn Carey, Director of Operations Town of The Blue Mountains PO Box 310, 32 Mill Street Thornbury, ON NOH 2P0 RE: Council Resolution on Flooding of Tyrolean Village Stable Lands Dear Shawn, I understand from your recent correspondence that you will be bringing forward your report to Council on October 18 that will address the Council Resolution dated March 22, 2021. The continued flooding and damage to the Tyrolean Village Stable property (302 Grey Rd. 21) As part of your report I am requesting that you include these updated photos from last week (September 22, 23, 2021), where the flooding once again overtopped Monterra Rd. and flooded out the stable lands causing significant damage. The cumulative impact of upstream development and the related inadequate storm water management infrastructure that has been approved by the various authorities is destroying our land and stable business. Yours truly, Denis Martinek, CA, CPA Tyrolean Village Resorts Limited 796455 Grey Road 19, Unit 1, Blue Mountains, Ontario, Canada L9Y 0N8 Tel (705) 445-1467, (416) 213-7437, Fax (705) 446-2402 www.tyrolean.com Figure 19: Overtopping of Monterra Road following the September 21-22, 2021 rainfall event. Sear Zz., V, Figure 20: Overtopping of Monterra Road following the September 21-22, 2021 rainfall event. Figure 21: Damage to Tyrolean Village Stable lands from the September 21-22, 2021 rainfall event. dD, 23 2A-)2./ STNQ E et3t�..:_.» 1 Pe() 4 Figure 22: Damage to Tyrolean Village Stable lands from the September 21-22, 2021 rainfall event. Cv. . 22. , 2:3 2..)2_1 Figure 23: Damage to Tyrolean Village Stable lands from the September 21-22, 2021 rainfall event. Tyrolean Village Resorts At Blue Mountain March 12, 2021 Mayor Soevar & Members of Council The Blue Mountains 32 Mill Street Thornbury, ON NOH 2P0 RE: Grey Road 19/21 Project Update Tyrolean Village Resorts Limited (TVR) has communicated to the Town, Grey County, Grey Sauble Conservation Authority and the Nottawasaga Valley Conservation Authority n numerous occasions respecting the flooding and related damage of/to our lands locatted at 302 Grey Road 21 (Stable Property) due to the cumulative impact of development within the broader upstream area; stormwater conveyance system, storage and outlet deficien ies; and, the transference of stormwater from the Blue Mountains subwatershed (NVCA) into Ole Townline Creek subwatershed (GSCA) areas. Despite our concerns, little or nothing ias been done by any of the public authorities with respect to our concerns and the flooding of our lands. More recently, 1VR has provided advisements to all with respect to our objections to any further development approvals being given or construction projects proceeding, including municipal infrastructure, in the Blue Mountains (NVCA) and Townline Creek (GSCA) subwatershed areas until a solution has been implemented. Our concerns were once again realized on March 11, 2021 when stormwater topped VAonterra Road at 2 locations and flooded our property once again. Attached for your informatign are pictures depicting the flooding. With regard to the subject matter, please accept this as our letter of objection to the proposed project. Denis Martinek Tyrolean Village Resorts Limited CC Randy Scherzer, Tim Lanthier, Andy Sorensen Doug Hevenor Director of Planning, County of Grey (Via email only) CAO GSCA (Via email only) GSCA (Via email only) CAO NVCA (Via email only) 796455 Grey Road 19, Unit 1, Blue Mountains, Ontario, Canada L9Y 0N8 Tel (705) 445-1467, (416) 213-7437, Fax (705) 446-2402 www,tyrolean,cbm Figure 24: Overwhelmed roadside ditch on Monterra Road on March 12, 2021. MRgct-4cL,42-I Grey Road 19/Scenic Caves Road Roundabout and Blue Mountain Road The area of the Grey Road 19/Scenic Caves Road roundabout and Blue Mountain Road has been an area of reported historic flooding. This area was visited to observe the drainage conditions during the September 21-22, 2021 rainfall event. Flows have been observed to historically back up at the 900mm diameter crossing of Grey Road 19 at Claire Glen. Recently, the frequency of this has decreased as flow has been observed to be regularly spilling north towards the roundabout from the culverts across Scenic Caves Road to Blue Mountain Road. This has been noted to add flow to Watercourse 1. We understand this series of culverts is currently being replaced and upsized by the Town. Photos and descriptions from the field observation are provided as follows. 1 r Figure 25: Flow under culvert at fire hydrant on Scenic Caves Road facing south, water ponding and then flowing south (away from camera). Figure 26: Downstream end of triple culverts (upstream photos: Figure 27 and Figure 28) flowing into roadside ditch on Blue Mountain Rd. Smaller middle culvert is very close to capacity and the larger two are at approximately half capacity. Figure 27: Upstream end of southernmost culvert in the triple culvert (Figure 26). This culvert collects water flowing down the roadside ditch on Scenic Caves Rd. No flow was bypassing this culvert towards roundabout. 1 r Figure 28: Upstream end of culvert diverting water east to the roadside ditch on Blue Mountain Road. Figure 29: Upstream end of CSP culvert downstream of triple culvert in roadside ditch of Blue Mountain Road. The culvert conveys flow beneath driveway to 516 Scenic Caves Road. 1F Figure 30: Upstream end of culvert heading north beneath Gord Canning Drive directing flow to Watercourse 1. Second Nature Phase 3 Wet Pond (SWMF 1403) During the visit on September 22, 2021, the SWM facility between Snowbridge Subdivision and Second Nature Subdivision was functioning normally. However, some overtopping of the watercourse on the golf course just west of the pond was observed and is depicted in the figures below. Figure 31: Map of locations of figures 33-37. Figure 32: Outlet DICB of SWM pond for Second Nature Subdivision. Water levels were below DICB grate at the time of the field visit. Figure 33: Watercourse 1 overtopping the golf course to the west of the Second Nature Phase 3 SWM Pond. Figure 34: Cart Path from overtopping of golf course from Watercourse 1. Figure 35: Golf course culvert on Watercourse 1 with insufficient capacity causing overtopping along cart path. 152 Chamonix Crescent The resident of 152 Chamonix Crescent has indicated that during heavy rainfall events, municipal drainage from Chamonix Crescent bypasses/overtops the roadside ditch and flows over the driveway and into Watercourse 14 which flows through the property. The resident has also indicated that the culvert beneath the driveway is often overwhelmed during heavy rain events. Figure 37: Photo shows how the grading of the driveway at 152 Chamonix Crescent would cause water to flow off the road onto the driveway. Figure 38: View to show the grading of the street that conveys water into the ditch at 152 Chamonix Crescent with the concrete gutter in the midground. Figure 40: Culvert beneath driveway at 152 Chamonix Crescent. Yard stick shows it has max. 10 inches (250mm) of conveyance. I:\2021 Projects\121076 - TOBM Drainage Master Plan\Documents\Reports\Appendices\Appendix - Issues Reported to Town and Sept 22 Site Visit.docx Appendix B: Private Storm Sewer Modelling Exclusions Legend Private Pipes Included In Analysis I 1 Exclude MI Include hod DA Legend Private Pipes Included In Analysis 1M Exclude Include it v Hi � wemiev Private Pipes Included In Analysis Exclude NMI Include 5 c 0. C m a CD <' � m N6>� r cD CD (fl (D E FD fl. C. 5 TYROLEAN V!LLAGE a 7 1vlonterra Golf Course Legend Private Pipes Included In Analysis Exclude Includ Appendix C: DEM Datum Adjustment THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN CGVD2013 TO CGVD28 DATUM ADJUSTMENT CONDENSED SUMMARY Station STST1 Latitude Longitude H28 H2013 200 199.631 dH -0.369 44.574966 -80.49348 STST2 44.57553 -80.49342 200 199.631 -0.369 STST3 44.57944 -80.49312 200 199.631 -0.369 STST4 44.57909 -80.49368 200 199.631 -0.369 STST5 44.578598 -80.4941254 200 199.631 -0.369 STST6 44.57819 -80.4941 200 199.631 -0.369 STST7 44.577644 -80.49398 200 199.631 -0.369 STST8 44.57712 -80.49386 200 199.631 -0.369 STST9 44.57659 -80.49374 200 199.631 -0.369 STST10 44.576057 -80.4936142 200 199.631 -0.369 STST11 44.580055 -80.49172 200 199.631 -0.369 STST12 44.580402 -80.4915161 200 199.631 -0.369 STST13 44.580696 -80.4911346 200 199.631 -0.369 STST14 44.581017 -80.49069 200 199.631 -0.369 STST15 44.581436 -80.49044 200 199.631 -0.369 STST16 44.5814 -80.49036 200 199.631 -0.369 STST17 44.579792 -80.4925461 200 199.631 -0.369 STST18 44.58019 -80.49189 200 199.631 -0.369 STST19 44.580982 -80.49065 200 199.631 -0.369 STST20 44.57962 -80.4912 200 199.631 -0.369 STST21 44.57932 -80.49074 200 199.631 -0.369 STST22 44.578976 -80.49034 200 199.631 -0.369 STST23 44.57903 -80.49041 200 199.631 -0.369 STST24 44.57837 -80.4909 200 199.631 -0.369 STST25 44.578865 -80.49072 200 199.631 -0.369 STST1155 44.528996 -80.4018 200 199.627 -0.373 STST1156 44.52877 -80.40167 200 199.627 -0.373 STST1157 44.528404 -80.40156 200 199.627 -0.373 STST1158 44.528053 -80.4026947 200 199.627 -0.373 STST1159 44.52856 -80.40294 200 199.627 -0.373 STST1160 44.529 -80.40314 200 199.627 -0.373 STST1161 44.53085 -80.39426 200 199.628 -0.372 STST1162 44.530735 -80.39446 200 199.628 -0.372 STST1163 44.530415 -80.39507 200 199.628 -0.372 STST1164 44.530212 -80.39546 200 199.628 -0.372 STST1165 44.530106 -80.3957062 200 199.628 -0.372 STST1166 44.53138 -80.3961258 200 199.628 -0.372 STST1167 44.531548 -80.3959351 200 199.628 -0.372 MAXIMUM -0.367 MINIMUM -0.383 AVERAGE -0.375 Appendix D: SWMF SSDs SWMF ID# 1402 SECOND NATURE PHASE 1 WEST WETLAND SECOND NATURE - PHASE 1 WEST WETLAND SWMF: STAGE -STORAGE TABLE Wet Cell Side Slope Varied Bottom Length 69.00 m Bottom Width 8.00 m Bottom Elev. 216.15 m Water Level 216.45 m Stage 0.1 m Forebay Side Slope 5:1 Bottom Length 27.00 m Bottom Width 10.00 m Bottom Elev. 215.45 m Water Level 216.30 m Stage 0.1 m Volume Elev. Depth Area Avg. Area Dead Accum. Dead Live Accum. Live Accum. Total Accum. Total (m) (m) (m2) (m2) (m3) (m3) (m3) (m3) (m3) (ha -m) 215.45 0.00 32.00 32.00 0.00 0.00 215.55 0.10 53.29 42.64 4.26 4.26 4.26 0.00 215.65 0.20 74.57 63.93 6.39 10.66 10.66 0.00 215.75 0.30 95.86 85.21 8.52 19.18 19.18 0.00 215.85 0.40 117.14 106.50 10.65 29.83 29.83 0.00 215.95 0.50 138,43 127.79 12.78 42.61 42.61 0.00 216.05 0.60 159.71 149.07 14.91 57.51 57.51 0.01 216.15 0.70 181.00 170.36 17.04 74.55 74.55 0.01 216.15 0.70 572.00 572.00 0.00 74.55 74.55 0.01 216.25 0.80 687.33 629.67 62.97 137.52 137.52 0.01 216.35 0.90 802.67 745.00 74.50 212.02 212.02 0.02 216.45 1.00 918,01) 860.33 86.03 298.05 298.05 0.03 216.55 1.10 1035.67 976.83 298.05 97.68 97.68 395.73 0.04 216.65 1.20 1153.33 1094.50 298.05 109.45 207.13 505.18 0.05 216.75 1.30 1271.00 1212.17 298.05 121.22 328.35 626.40 0.06 216.85 1.40 1386.00 1328.50 298.05 132.85 461.20 759.25 0.08 216.95 1.50 1501.00 1443.50 298.05 144.35 605.55 903.60 0.09 217.05 1.60 1616.00 1558.50 298.05 155.85 761.40 1059.45 0.11 217.15 1.70 1699.11 1657.56 298.05 165.76 927.16 1225.21 0.12 217.25 1.80 1782.22 1740.67 298.05 174.07 1101.22 1399.27 0.14 217.35 1.90 1865.33 1823.78 298.05 182.38 1283.60 1581.65 0.16 217.45 2.00 1948.44 1906.89 298.05 190.69 1474.29 1772.34 0.18 217.55 2.10 2031.56 1990.00 298.05 199.00 1673.29 1971.34 0.20 217.65 2.20 2114.67 2073.11 298.05 207.31 1880.60 2178.65 0.22 217.75 2.30 2197.78 2156.22 298.05 215.62 2096.22 2394.27 0.24 217.85 2.40 2280.89 2239.33 298.05 223.93 2320.16 2618.21 0.26 217.95 2.50 2364.00 2322.44 298.05 232.24 2552.40 2850.45 0.29 218.05 2.60 2451.71 2407.86 298.05 240.79 2793.19 3091.24 0.31 218.15 2.70 2539.43 2495.57 298.05 249.56 3042.74 3340.79 0.33 218.25 2.80 2627.14 2583.29 298.05 258.33 3301.07 3599.12 0.36 218.30 2.85 2671.00 2649.07 298.05 132.45 3433.52 3731.57 0.37 SECOND NATURE - PHASE 1 WEST WETLAND SWMF: STAGE -DISCHARGE TABLE INLET CONTROL For Outlet Fine WEIR CONTROL Orifice 1 Outlet Pipe DICB Outlet Pipe DICB Overflow Diameter 75 450 300 I ength of Weir (m) 600 2 Area 0.004418 0.159043 0.070686 Weir Sill (m) 217.35 217.8 Orifice Coef. 0.63 0.63 0,63 Weir constant K - Variable Invert 216.45 216.45 216.65 Slope of weir opening sides (H:V) 0 4 Orifice Equation Q = C x A x (2gH)^0.5 Weir Equation where Q= K x Lx II^I.5 where Q = flow rate (ems) Q =flow rate (ems) C = constant K =constant A = area of opening(sq. m) L = length (m) H = net head on the orifice H = head on the weir (in) g = Acceleration dim to gravity CONTROL STRUCTURE CONFIGURATION Water Level Orifice Discharge 75 Pipe Capacity 450 Outlet Pipe DICB Discharge DICB DICB Outlet 300 Outlet Pipe Weir Discharge Overflow Weir Total Discharge Head Discharge Head Capacity Head Discharge Head Discharge Head Discharge (m) (m) (cots) (m) (ems) (m) (cots) (in) (ems) (m) (cats) (ems) 216.45 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0000 216.55 0.06 0.0031 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0031 216.65 0.16 0.0050 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0050 216.75 0.26 0.0063 0.08 0.1215 0.00 0.0000 0.10 0.0000 0.0000 0.0000 0.0063 216.85 0.36 0.0074 0.18 0.1857 0.00 0.0000 0.20 0.0000 0.0000 0.0000 0.0074 216.95 0.46 0,0084 0,28 0.2327 0.00 0.0000 0.30 0.0000 0.0000 0.0000 0.0084 217.05 0.56 0.0092 0.38 0.2718 0.00 0.0000 0.40 0.0000 0.0000 0.0000 0.0092 217.15 0.66 0.0100 0.48 0.3059 0,00 0.0000 0.50 0.0000 0.0000 0.0000 0.0100 217.25 0.76 0.0108 0.58 0.3365 0.00 0.0000 0.60 0.0000 0.0000 0.0000 0.0108 217.35 0.86 0,0114 0.68 0.3646 U.UU 0.0000 0.70 0.0000 0.0000 0.0000 0.0114 217.45 0.96 0.0121 U.78 0.3907 0.10 0.0555 0.80 0.0555 0.0000 0.0000 0.0676 217.55 1.06 0.0127 0.88 0.4152 0.20 0.1740 0.90 0.1740 0.0000 0.0000 0.1867 217.65 1,16 0.0133 0.98 0.4382 0.30 0.3600 1.00 0.1973 0.0000 0.0000 0.2105 217.75 1.26 0.0138 1.08 0.4602 0.40 0.6300 1.10 0.2069 0.0000 0.0000 0.2207 217.85 136 0.0144 1.18 0.4811 0.50 0.9600 1.20 0.2161 0.0500 0.0337 0.2641 21795 1.46 0.0149 1.28 0.5011 0.60 0.9600 1.30 0.2249 0.1500 0.2133 0.4531 218,05 1,56 0,0151 1.38 0.5204 0.70 0.9600 1.40 0.2334 0.2500 0.5323 0.7811 218.15 1.66 0.0159 1.48 0.5390 0.80 0.9600 1.50 0.2416 0.3500 0.9951 1.2526 218.25 1.76 0.0164 1.58 0.5570 0.90 0.9600 1.60 0.2495 0.4500 1,6125 1.8783 218.30 1.81 0.0166 163 0.5668 0.95 0.9600 1.65 0.2534 0.5000 1.9826 2,2525 SECOND NATURE - PHASE 1 WEST WETLAND SWMF: STAGE -STORAGE -DISCHARGE TABLE Wet Cell Avg. Side Slope Varied Bottom Length 69.00 m Bottom Width 8.00 m Bottom Elev. 216.15 m Static Water 216.45 m Stage 0.10 m Forebay 5:1 27.00 m 10.00 m 215.45 in 216.30 m 0.10 m Orifice 1 Outlet Pipe 75.00 216.45 450.00 216.45 DICB Overflow 600.00 2.00 217.35 217.80 Orifice 450 mm DICB Weir Total Volume 1 - 50mm Outlet Pipe 300 Outlet Pipe Overflow Water Level Discharge Discharge Discharge Discharge Discharge Live Total (m) (m3/s) (m3/s) (m3/s) (m3/s) (m3/s) (m3) (m3) 216.45 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 298.05 216.55 0.0031 0.0000 0.0000 0.0000 0.0031 97.68 395.73 216.65 0.0050 0.0000 0.0000 0.0000 0.0050 207.13 505.18 216.75 0.0063 0.1215 0.0000 0.0000 0.0063 328.35 626.40 216.85 0.0074 0.1857 0.0000 0.0000 0.0074 461.20 759.25 216.95 0.0084 0.2327 0.0000 0.0000 0.0084 605.55 903.60 217.05 0.0092 0.2718 0.0000 0.0000 0.0092 761.40 1059.45 217.15 0.0100 0.3059 0.0000 0.0000 0.0100 927.16 1225.21 217.25 0.0108 0.3365 0.0000 0.0000 0.0108 1101.22 1399.27 217.35 0.0114 0.3646 0.0000 0.0000 0.0114 1283.60 1581.65 217.45 0.0121 0.3907 0.0555 0.0000 0.0676 1474.29 1772.34 217.55 0.0127 0.4152 0.1740 0.0000 0.1867 1673.29 1971.34 217.65 0.0133 0.4382 0.1973 0.0000 0.2105 1880.60 2178.65 217.75 0.0138 0.4602 0.2069 0.0000 0.2207 2096.22 2394.27 217.85 0.0144 0.4811 0.2161 0.0337 0.2641 2320.16 2618.21 217.95 0.0149 0.5011 0.2249 0.2133 0.4531 2552.40 2850.45 218.05 0.0154 0.5204 0.2334 0.5323 0.7811 2793.19 3091.24 218.15 0.0159 0.5390 0.2416 0.9951 1.2526 3042.74 3340.79 218.25 0.0164 0.5570 0.2495 1.6125 1.8783 3301.07 3599.12 218.30 0.0166 0.5658 0.2534 1.9826 2.2525 3433.52 3731.57 SW M F ID# 1403 SECOND NATURE PHASE 3 WET POND Wet Cell Side Slope Bottom Length Bottom Wdth Bottom Elev. Water Level Stage Varied 80.00 m 5.60 m 209.13 m 210.63 m 0.1 m SECOND NATURE PHASE 3. 114166 REVISED SEPTEMBER 2018 EAST WET POND VOLUME TABLE Forebay Side Slope 5:1 Bottom Length 25.00 m Bottom Width 8.50 m Bottom Elev. 209.13 m Water Level 210.63 m Stage 0.1 m Volume Elev. (m) Depth (m) Area (m2) Avg. Area (m2) Dead (m3) Accum. Dead (m3) Live (m3) Accum. Live (m3) Accum. Total (m3) Accum. Total (ha -m) 209.13 0.00 2300 0 0.00 209.23 0.10 2500 2400 240 240 240 0.02 209.33 0.20 2700 2600 520 760 760 0.08 209.43 0.30 2900 2800 840 1600 1600 0.16 209.53 0.40 3100 3000 1200 2800 2800 0.28 209.63 0.50 3300 3200 1600 4400 4400 0.44 209.73 0.60 3470 3385 338 4738 4738 0.47 209.83 0.70 3640 3555 355 5094 5094 0.51 209.93 0.80 3810 3725 372 5466 5466 0.55 210.03 0.90 3980 3895 389 5856 5856 0.59 210.13 1.00 4192 4086 409 6265 6265 0.63 210.23 1.10 4403 4298 430 6694 6694 0.67 210.33 1.20 4615 4509 451 7145 7145 0.71 210.43 1.30 4839 4727 473 7618 7618 0.76 210.53 1.40 5064 4952 495 8113 8113 0.81 210.63 1.50 5288 5176 518 8631 8631 0.86 210.73 1.60 5504 5396 8631 540 540 9170 0.92 210.83 1.70 5720 5612 8631 561 1101 9732 0.97 210.93 1.80 5937 5828 8631 583 1684 10314 1.03 211.03 1.90 6153 6045 8631 604 2288 10919 1.09 211.13 2.00 6369 6261 8631 626 2914 11545 1.15 211.23 2.10 6585 6477 8631 648 3562 12193 1.22 211.33 2.20 6810 6698 8631 670 4232 12862 1.29 211.43 2.30 7035 6923 8631 692 4924 13555 1.36 211.53 2.40 7260 7148 8631 715 5639 14269 1.43 211.63 2.50 7107 7184 8631 718 6357 14988 1.50 211.73 2.60 6955 7031 8631 703 7060 15691 1.57 211.83 2.70 6802 6879 8631 688 7748 16379 1.64 211.93 2.80 6650 6726 8631 673 8421 17051 1.71 212.03 2.90 7890 7270 8631 727 9148 17778 1.78 212.13 3.00 8086 7988 8631 799 9946 18577 1.86 212.23 3.10 8282 8184 8631 818 10765 19395 1.94 212.33 3.20 8478 8380 8631 838 11603 20233 2.02 212.43 3.30 8674 8576 8631 858 12460 21091 211 212.53 3.40 8869 8771 8631 877 13337 21968 2.20 212.63 3.50 9065 8967 8631 897 14234 22865 229 212.73 3.60 9261 9163 8631 916 15150 23781 2.38 21283 3.70 9457 9359 8631 936 16086 24717 2.47 212.93 3.80 9653 9555 8631 955 17042 25673 2.57 213.00 3.87 9790 9721 8631 681 17722 26353 2.64 SECOND NATURE PHASE 3 - 114116 REVISED SEPTEMBER 2018 EAST WET POND DISCHARGE TABLE INLET CONTROL For Outlet Pipe Diameter Area Orifice Coef. Invert Orifice Equation where. Q = flow rate (mils) C = constant A = area of opening(sq. m) H = net head on the orifice g = Acceleration due to gravity CONTROL STRUCTURE CONFIGURATION WEIR CONTROL Orifice 1 Outlet Pipe DICE Outlet Pipe Manhole Overflow 100 750 Length of Weir (m) 0.6 200 1,35 4 0.007854 0.441786 Weir Sill (m) 211.73 0.031416 212.23 212,53 0.63 0.80 Weir constant 1.65 0.80 210,63 210.63 Slope of weir opening sides (H:V) 2.00 211.13 4 10 Q= C x A x (2gH)^0.5 Weir Equation where Q=KxLxH^1.5 Q=Bow rate (cros) K = constant L = length (m) H = head on the weir (m) Water Level Orifice Discharge 100 Pipe Capacity 750 Outlet Pipe Weir Discharge DICB Pipe Capacity 300 Outlet Pipe Weir Discharge DICE Weir Discharge Overflow Weir Total Discharge Head Discharge Head Capacity Head Discharge Head Capacity Head Discharge Head Discharge (m) (m) (m°Is) (m) (m'Is) (m) (m'/s) (m) (mrls) (m) pm'/s) (m) (m513) (m51s) 210.63 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0000 210.73 0.05 0.0049 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0049 210.83 0.15 0.0085 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0085 210.93 0.25 0.0110 0.00 0.2475 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0110 211.03 0.35 0.0130 0.02 0.2475 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0130 211.13 0.45 0.0147 0.12 0.5535 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0147 211.23 0,55 0.0162 0.22 0.7426 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0162 211.33 0.65 0.0177 0.32 0.8925 0.00 0.0000 0.10 0.0352 0.00 0.0000 0.0000 0.0000 0.0177 211.43 0.75 0.0190 0.42 1.0206 0.00 0.0000 0.20 0.0498 0.00 0.0000 0.0000 0.0000 0.0190 211.53 485 0.0202 0.52 1.1343 0.00 0.0000 0.30 0.0610 0.00 0.0000 0.0000 0.0000 0.0202 211.63 0,95 0.0214 0.62 1.2376 0.00 0.0000 0.40 0.0704 0.00 0.0000 0.0000 0.0000 0.0214 211.73 1.05 0.0224 0.72 1.3330 0.00 0.0000 0.50 0.0787 0.00 0.0000 0.0000 0.0000 0.0224 211.83 1.15 0.0235 0.82 1.4219 0.10 0.0000 0.60 0.0862 0.00 0.0000 0.0000 0.0000 0.0235 211.93 1.25 0.0245 0.92 1.5056 0.20 0.0000 0.70 0.0931 0.00 0.0000 0.0000 0.0000 0.0245 212.03 1,35 0.0255 1.02 1.5849 0.30 0.0395 0.80 0.0996 0.00 0.0000 0.0000 0.0000 0.0649 212.13 1.45 0.0264 1.12 1.6605 0.40 0.1227 0.90 0.1056 0.00 0.0000 0.0000 0.0000 0.1320 212.23 1.55 0.0273 1.22 1.7327 0.50 0.2513 1.00 0.1113 0.00 0.0000 0.0000 0.0000 0.1386 212.33 1.65 0.0281 1.32 1.8020 0.60 0.4251 1.10 0.1168 0.10 0.1171 0.0000 0.0000 0.2620 212.43 1,75 0.0290 1.42 1.8688 0.70 0.6442 1.20 0.1219 0.20 0.3672 0.0000 0.0000 0.5182 212.53 1.85 0.0298 1.52 1.9332 0.80 0.9087 1.30 0.1269 0.30 0.7581 0.0000 0.0000 0.9149 212.63 1.95 0.0306 1.62 1.9956 0.90 1.2184 1.40 0.1317 0.40 1.2898 0.1000 0.2609 1.7130 212.73 2.05 0.0314 1.72 2.0561 1.00 1.5735 1.50 0.1363 0,50 1.9623 0.2000 0.8855 2.9418 212.83 2.15 0.0321 1.82 2.1149 1.10 1.9738 1.60 0.1408 0.60 2.7755 0.3000 1.8979 4.0127 212.93 2.25 0.0329 1.92 2.1720 1.20 2.4195 1.70 0.1451 0.70 3.7296 0.4000 3.3394 5.5114 213.00 2.32 0.0334 2.00 2.2112 1.27 2.9105 1.77 0.1481 0.77 4.8244 0.4700 . 4.6254 6.8366 SWMF ID#6401 BLUE MOUNTAIN POND #3 NOTES: INTRAWEST VILLAGE CORE EtLE No 99236 Pond Modification Design Pond # 3 (Upper Golf Course Pond) Surface Area of Pond = t90 ha Elev. (m) INLET CONTROL For Outlet Pipe WEIR OVERFLOW CONTROL ORIFICE CONTROL (750mm dia.) Control Discharge (ems) Total Volume (ha.m) Live Volume (ha,m) Pond Area (sq.m) Increm. Volume (cu.m.) }lead Capacity (ems) Head (m) Flow (ems) Head (m) Flow (cros) 0 (m) 217.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11650 0 217.30 0.29 0.80 0.00 0.00 0,00 0.00 0.00 0.36 0.00 12393 3606 217.60 0.57 1.28 0.00 0.00 0.00 0.00 0.00 0.74 0.00 13136 3829 217.90 0.86 1.70 0.00 0.00 0.00 0.00 0.00 1.15 0.00 13879 4052 218.20 1.14 2.15 0.00 0.00 0.00 0.00 0.00 1.58 0.00 14622 4275 218.50 1.43 2.40 0.00 0.00 0.00 0.00 0.00 2.03 0.00 15365 4498 218.80 1.71 2.70 0.00 0.00 0.00 0.00 0.00 2.50 0.00 16108 4721 219.10 2.00 3.00 0.00 0.00 0.00 0.00 0.00 2.99 0.00 16851 4944 219.40 2.29 3.15 0.00 0.00 0.00 0.00 0.00 3.51 0.00 17594 5167 219.70 2.57 3.50 0.00 0.00 0.00 0.00 0.00 4.05 0.00 18337 5390 220.00 2.86 3.70 0.00 0.00 0.00 MOM 0.00 4.61 0.00 19080 5613 220.10 2.95 3.77 0.00 0.00 0.10 .0u3 0.37 4.80 0.19 19436 1926 220.20 3.05 3.85 0.00 0.00 0.20 ' 2 0.52 5.00 0.39 19793 1951 220.30 3.14 3.92 0.00 0.00 0.30 0.64 5.20 0.59 20149 1997 220.40 3.24 4.00 0.10 e tf?704: 0.40 0 1.18 5.40 0.79 20505 2033 220.50 3.33 4.05 0.20 0.50 <_ 2.07 5.61 1.00 20862 2068 220.60 3.43 4.10 0.30 :2 0.60 A%i)0 3.19 5.82 1.21 21218 2104 220.70 3.52 4.12 0.40 0.70 £i 4.12 6.03 1.42 21575 2140 220.75 3.57 l 4.18 0.45 0.75 4.18 6.14 1.53 21931 1088 220.80 3.62 ilttilOGV 0.50 4,90 0.80 1.05 4.20 8.25 1.64 22287 1105 220.90 3.71 0.60 6.44 0.90 1.11 4.30 6.48 1.87 22644 2247 221.00 3.81 a.; 0.70 8.12 1.00 1.17 4.40 6.70 2.10 23000 2282 221.10 3.90 0.80 9.92 1.10 1.23 4.45 6.94 2.33 23300 2315 221.20 4.00 0.90 11.83 1.20 1.29 4.50 7.17 2.55 23800 2345 221.30 4.10 1.00 13.86 1.30 1.34 4.55 7.41 2.80 23700 2365 ORIFICE CQL(TROL WEIR CONTROL -diameter of orifice = . 750 mm - diameter of standpipe = -elevation of orifice = 220.0 - circumference (length) _ - elevation of top of weir - weir formula (K=1.838) 2.40 m 7.54 m 220.30 Q=KxLxH"1.5 CONTROL STRUCTURE CONFIGURATION The outlet consists of a new upstand CSP configured with full perforations for its bottom 1.0m. It is also fit with a 750mm PVC upstand pipe at elevation 220.0 to control low flows. The 750mm will outlet to the existing 2.40m dia. manhole that will have its top elevation raised 0.3m(to 220.30). At 220.3 flows will spill into the manhole and outlet via the existing 1.050m outlet pipe. The water level is controlled by the fixed elevation of the top of the 750mm upturned PVC pipe water cascades over and falls to the outlet pipe conveying the water ultimately to Pond # 2. INLET CONTROL For Outlet Ploe - pipe size = 1050mm - elevation 217.00 = inv. of outlet pipe - 3.3 m deep manhole - capacity calculated using MTO chart 05-1 E (attached) POND#3.xis SWMF ID# 6402 BLUE MOUNTAIN VILLAGE IROC POND IROC Town of the Blue Mountains Stage Storage Discharge for IROC Pond File No.99192 Rating Curve Elevation (m) 222.00 222.05 222.10 222.15 22 222.25 222.30_ 222.35 222.40 222.45 222.50 Discharge Live Storage (m') Calculation of Weir Flow Total Storage Im') 0.00 170.88 349.89 536.90 731.89 935.37 1148.11 1370.34 1602.07 1843.56 2094.99 Volume Estimation Elevation Iml 222.00 222.05 222.10 222.15 222.20 222.25 222.30 222.35 222.40 222.45 222.50 Area (m') 3336.000 3500.000 3661.000 3820.000 3980.000 4160.000 4350.000 4540.000 4730.000 4930.000 5128.000 Volume (m') Increment Accumulated 0.000 170.884 179.010 187.011 194.986 203.483 212.732 222.233 231.734 241.483 251.434 0.000 170.884 349.894 536.904 731.891 935.374 1148.106 1370.340 1602.073 1843.556 2094.990 Elevation Weir Total Weir Parameters Elevation Weir Flow Orifice Flow vyControl Parameters (m) 1m'/s) FLOW (m'/s) (m) Im'/s) Im'/s) Im'/s) •) ) Cl( n nnn n nnn ,--__- ^- -' _ _ _ _ - - - 222.05 222.10 222.15 222.20 222.25 222.30 222.35 222.40 222.45 222.50 0.000 0.000 0.000 0.000 0.000 0.000 0.096 0.277 0.516 0.806 0.000 0.000 0.000 0.000 0.000 0.000 0.096 0.277 0.516 0.806 222.300 Crest Width lml 5.000 Side Slope (HMI?:11 2.000 222.05 222.10 222.15 222.20 222.25 222.30 222.35 222.40 222.45 222.50 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.015 0.018 0.021 0.023 0.025 0.028 0.029 0.031 0.033 0.010 0.015 0.018 0.021 0.023 0.025 0.028 0.029 0.031 0.033 Orifice #1 Elev (m) 222.000 Perm. Pool Elev (m) 222.000 Orifice #1-Diam.(mm) 150.000 Weir Coeff. 1.670 Overflow #2 Elev. 0.0 Orifice #2 Elev. )m) Orifice Coeff. 0.600 Perimeter (m) 0.471 Area (m9 0.018 Length (m) 0.000 Perimeter Iml l'i r TNA T HEAM `I E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Blue Mountain Village- IROC Pond NAME J. Macdonald PAGE 1 OF 1 Stage -Storage for Permanent Pool Water Level (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) 219.00 125 220.00 746 436 436 436 221.00 1743 1245 1245 1680 222.00 3336 2540 2540 4220 Notes: 1. Areas measured from IROC Drainage Plan (Drawing DP -1), January 2002. SW M F ID# 6403 WESTBROOK PROPERTIES FILE No 97360 SNOWBRIDGE 6TH HOLE WET POND NORTH TRIBUTARY Pond @ hole # 6 on golf course - Predevelopment Conditions (Now) Surface Area of Pond = 0.66 ha Elev. (m) ORIFICE CONTROL For Inlet Pipe INLET CONTROL For Outlet Pipe WEIR CONTROL Head (m) Flow (ems) Head (m) Head Capacity (cms) Head (m) Flow (cros) 0 (m) 188.40 0.00 0.00 0.00 0.00 0.00 ' f{ 188.50 0.10 0.35 0.47 0.20 0.10 it '3 ` 188.60 0.20 0.57 0.45 0.60 0.27 0.20 4 -,' _; a; 188.70 0.30 0.70 0. 0.73 0.30 0.45 188.80 0.40 0.80 0.65 _,. i tl, r° .40 0.70 188.90 0.50 0.90 0.75 1.00 ;+ °^ ' 0.50 0.97 189.00 0.60 0.98 0.85 1.7 - 0.60 1.28 189.10 0.70 1.06 0.95 .27 " 1.61 189.20 0.80 1.14 _ 1.40 3i 0.80 1.97 189.30 0.90 1 1.15 1.53 i > F 0.90 2. 189.40 1.0 1.27 " 1.25 1.67 . 1.00 2.76 189.50 .10 1.33 1.35 1.80 van, 1.10 3.18 NOTES: Controlling Discharge (ems) Total Volume (ha -m) 0. 0.00 /0.09 0.07 0.25 0.14 0.37 0.21 0.52 0.28 0.62 0.36 0.75 0.44 0.85 0.51 0.92 0.60 1.00 0.68 10 0.77 1.1 0.86 CONTROL STRUCTURE CONFIGURATION Consisting of a submerged 750 mm dia. pipe entering a manhole with 1.5 m weir with a submerged 800 mm outlet pipe entering a manhole with a 750 mm dia. pipe to a receiving ditch at Co. Rd 21. ORIFICE CONTROL For 750mm Inlet Pipe orifice dia. = 0.75 m elevation 188.40 = top of weir (static water level) discharge coefficient (Cd) = 0.65 orifice formula =discharge coefficient x 3.14 x dia^214 x (2 x 9.81 x head)^0.5 INLET CONTROL For Outlet Pipe pipe size = 750mm used MTO chart D5-1 E to calculate flows (attached) difference in elev. between top of weir and invert of the outlet pipe (m) = 0.25 WEIR CONTROL length of weir 1.5 m elevation 188.40 = top of weir (static water level) weir formula Q= K x L x H^1.5 where Q = flow rate (cms) K = constant (1.838) L = length (m) H = head on weir (m) VOLUME INFORMATION USED IN VO AND PCSWMM MODELS CCTA - 97360 - #6pond.xls - 2/1/99 WESTBROOK PROPERTIES FILE No 97360 NORTH TRIBUTARY Pond 0 hole # 6 on golf course - Postdevelopment Conditions (With revised outlet configuration) Surface Area of Pond = 0.66 ha DISCHARGE INFORMATION USED IN VO AND PCSWMM MODELS Water Level (m) Orifice Discharge Structure Weir Discharge Structure Trapezoidal Spillway Head (m) Discharge (erns) Head (m) 0.00 Discharge (ems) Head (m) Discharge (ems) 188.40 0.00 0.0000 0.0000 0.00 0.000 188.50 0.10 0.0046 0.00 0.0000 0.00 0.000 188.60 0.20 0.0065 0.00 0.0000 0.00 0.000 188.70 0.30 0.0079 0.10 0.0395 0.00 0.000 188.80 0.40 0.0091 0.20 0.1085 0.00 0.000 188.90 0.50 0.0102 0.30 0.1933 0.00 0.000 189.00 0.60 0.0112 0.40 0.2883 0.00 0.000 189.10 0.70 0.0121 0.50 0.3899 0.00 0.000 189.20 0.80 0.0129 0.60 0.4955 0.00 0.000 189.30 0.90 0.0137 0.70 0.6028 0.10 0.316 189.40 1.00 0.0145 0.80 0.7102 0.20 1.035 189.50 1.10 0.0152 0.90 0.8160 0.30 2.103 NOTES: ORIFICE CONTROL - pipe size = 80 mm - area = 0.005027 sq. M - Orifice C = 0.65 Invert 188.36 m - Orifice equation where Q= C x A x (2gH)"0.5 Q = flow rate (cros) C = constant A = area of opening(sq. m) H = net head on the orifice WEIR CONTROL STRUCTURE - Length of Weir 0.70 m - Weir Sill 188.60 m - Weir constant K 1.84 - Slope of weir opening sides - weir formula Q=Kx(L-0.2hi) xH^1.5 where Q = flow rate (cms) K = constant L = length (m) H = head on the weir (m) g = Acceleration due to gravity Total Discharge (ems) 0.0000 0.0046 0.0065 0.0474 - 0.1176 0.2035 0.2995 0.4020 0.5084 0.9325 1.7597 2.9342 SPILLWAY 5.0 m 189.20 m CONTROL STRUCTURE CONFIGURATION Consisting of a submerged 750 mm dia. pipe entering a manhole with a 0.1 m dia. Orifice and 0.8 m weir with a submerged 800 mm outlet pipe entering a manhole with a 750 mm dia. pipe to a receiving ditch at Co. Rd 21. 4 (H:V) CCTA - 97360 - #6pond-m.xls - 2/4/99 l'i r TNA T HEAM `I E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Snowbridge - 6th Hole Pond NAME J. Macdonald PAGE 1 OF 1 Stage -Storage for Permanent Pool Water Level' (m) Area2 (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) 186.90 4669 187.40 5297 4983 2492 2492 187.90 5940 5619 2809 5301 188.40 6600 6270 3135 8436 Notes: 1. Pond depth assumed to be minimum 1.5 m based on depth of other Monterra Golf Course ponds 2. Pond area known at permanent pool. Areas underwater calculated assuming 3:1 slope. SWMF ID# 6405 MONTERRA ESTATES WET POND 1, E G I N E E R I N G r TNA T H A M PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Monterra Estates SWM Pond NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom' Permanent Pool Level Overflow Sill Top of Pond 185.35 m 186.35 m 186.90 m 187.20 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Area2 (m2) Average Area (m2) Inc. Volume (m3) Dead Volume (m3) Active Volume (m3) 185.35 0.00 2827 185.85 0.50 3703 3265 1633 1633 186.35 1.00 4268 3985 1993 3625 186.40 1.05 4470 4369 218 3625 218 186.50 1.15 4874 4672 467 3625 686 186.60 1.25 5210 5042 504 3625 1190 186.70 1.35 5769 5490 549 3625 1739 186.80 1.45 12027 8898 890 3625 2629 186.90 1.55 13696 12862 1286 3625 3915 187.00 1.65 14992 14344 1434 3625 5349 187.10 1.75 14992 14992 1499 3625 6848 187.20 1.85 14992 14992 1499 3625 8348 Notes: 1. Pond Bottom assumed 1.0 m below permanent pool based on aerial imagery and comparison to other Monterra Golf Course ponds. 2. Areas determined from DEM provided by Town. Areas underwater calculated assuming 5:1 side slopes. TATHAM 11 1,1r EN G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Monterra Estates SWM Pond NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS Pipe Diameter 0.30 m Area 0.0707 m2 Coeff 0.80 Invert 186.35 m Overflow 1 Width 5.0 m Coeff varies Sill Elevation 186.90 m STAGE -DISCHARGE TABLE Water Level (m) Pipe Overflow Total Discharge (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) 186.35 0.00 0.0000 0.0000 186.40 0.05 0.0029 0.0029 186.50 0.15 0.0226 0.0226 186.60 0.10 0.0792 0.0792 186.70 0.20 0.1120 0.1120 186.80 0.30 0.1372 0.1372 186.90 0.40 0.1584 0.00 0.0000 0.1584 187.00 0.50 0.1771 0.10 0.2612 0.4383 187.10 0.60 0.1940 0.20 0.8854 1.0795 187.20 0.70 0.2096 0.30 1.8926 2.1022 Note: Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt below) When calculating orifice discharge, the orifice equation is only to be applied for water levels above the centroid of the orifice. Flows for water levels below the orifice centroid should be calculated using the weir equation. w = 1_.65([(pi*(D2)14)(2*cos i[ D/2)-c1)/(D/2))1`(1BQIpi)V364)-((dI2-d)(Dd- d2f 5)Vd}di 5 Where: Q is weir flow (m3/s) Cr is orifice diameter (m) d is depth of flow above the invert (m) TATHAM r ENGINEERING PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Monterra Estates SWM Pond NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom' Permanent Pool Level Overflow Sill Top of Pond 185.35 m 186.35 m 186.90 m 187.20 m STAGE -STORAGE -DISCHARGE TABLE Stage Depth Active Storage Total Pond Discharge (m) Cm) (m3) (m3/s) 186.35 0 0.0000 186.40 0.05 218 0.0029 186.50 0.15 686 0.0226 186.60 0.25 1190 0.0792 186.70 0.35 1739 0.1120 186.80 0.45 2629 0.1372 186.90 0.55 3915 0.1584 187.00 0.65 5349 0.4383 187.10 0.75 6848 1.0795 187.20 0.85 8348 2.1022 Notes: 1. Pond Bottom assumed 1.0 m below permanent pool based on aerial imagery and comparison to other Monterra Golf Course ponds. SWMF ID# 6406 BLUE MOUNTAIN POND #2 NOTES: INTRAWEST VILLAGE CORE FILE No 99236 Pond Modification Design Pond # 2 (Lower Golf Course Pond) Surface Area of Pond = 1.05ha Elev. (m) INLET CONTROL For Outlet Pipe WEIR OVERFLOW CONTROL ORIFICE CONTROL (750mm dia.) Control Discharge (ems) Total Volume (ha.m) Live Volume (ha.m) Pond Area (sq.m) Increm. Volume (cu.m.) Head D (m) Capacity (ems) Head (m) Flow (ems) Head (m) Flow (ems) 212.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5400 0 .212.33 0.31 0.80 0.00 0.00 0.00 0.00 . 0.00 , 0.19 0.00 5926 1869 212.66 0.63 1.28 0.00 0.00 0.00 0.00 0.00 0.39 0.00 6452 2042 212.99 0.94 1.70 0.00 0.00 0.00 0.00 0.00 0.61 0.00 6978 2216 213.32 1.26 2.15 0.00 0.00 0.00 0.00 0.00 0.85 0.00 7504 2390 213.65 1.57 2.40 0.00 0.00 0.00 0.00 0.00 1.11 0.00 8030 2563 213.98 1.89 2.70 0.00 0.00 0.00 0.0D 0,00 1.38 0.00 8556 2737 214.31 2.20 3.00 0.00 0.00 0.00 0.00 0.00 1.67 0.00 9082 2910 214.64 2.51 3.15 0.00 0.00 0.00 0.00 . 0.00 1.98 0.00 9608 3084 214.97 2.83 3.50 0.00 0.00 0.00 0.00 0.00 2.31 0.00 10134 3257 215.30 3.14 3.70 0.00 0.00 0.00 11;',vi 0.00 2.65 0.00 10660 3431 215.40 3.24 3.77 0.00 0.00 0.10 0.37 2.76 0.11 10873 1077 215.50 3.33 3.85 0.00 0.00 0.20 ` 052 0.52 2.87 0.22 11085 1098 215.60 3.43 3.92 0.00 0.00 0.30 ' 0.64 2.98 0.33 11298 1119 21570 3.52 4.00 0.10 I 0.40 1.18 3.09 0.44 11511 1140 215.80 3.62 4.05 0.20 0.50 g- *V 2.07 3.21 0.56 11724 1162 215.90 3.71 4.10 0.30 0.60 °r.08'i',: 3.19 3.33 0.68 11936 1183 216.00 3.81 s, 0.40 3.51 0.70 0.98 4.12 3.45 0.80 12149 1204 216.05 3.86 0.45 4.18 0.75 1.02 4.18 3.51 0.86 12362 613 216.10 3.90 0.50 4.90 0.80 1.05 4.20 3.57 0.92 12575 623 216.20 4.00 4 0.60 6.44 0.90 1.11 4.30 3.70 1.05 12787 1268 216.30 4.10 0.70 8.12 1.00 1.17 4.40 3.83 1.18 13000 1289 216.40 4.19 0,80 9.92 1.10 1.23 4.45 3.96 1.31 13300 1315 216.50 4.29 r 0.90 11.83 1.20 1.29 4.50 4.09 1.44 13600 1345 216.60 4.38 1.00 13.86 1.30 1.34 4.55 4.23 1.58 13900 1375 ORIFICE CONTROL -diameter of orifice = 750 mm -elevation of orifice = 215.3 WEIR CONTROL - diameter of standpipe - circumference (length) = - elevation of top of weir - weir formula (K=1.838) 2.40 m 7.54 m 215.60 Q= K x L x H^1.5 INLET CONTROL For Outlet.Pipe - pipe size=1050mm - elevation 212.00: inv. of outlet pipe - 3.3 m deep manhole - capacity calculated using MTO chart D5 -1E (attached) CONTROL STRUCTURE CONFIGURATION The outlet consists of a new upstand CSP configured with full perforations for its bottom 1.0m. It is also fit with a 750mm PVC upstand pipe at elevation 215.3 to control low flows. The 750mm will outlet to the existing 2.40m dia. manhole that will have its top elevation raised 0.3m(to 215.60). At 215.6 flows will spill into the manhole and outlet via the existing 1.050m outlet pipe. The water level is controlled by the fixed elevation of the top of the 750mm upturned PVC pipe water cascades over and falls to the outlet pipe conveying the water ultimately to the culvert outletting under HWY 19. POND#2.xls SW M F ID# 6408 FAIRWAY COURT WET POND Fairway Court Condominiums Town of the Blue Mountains Stage Storage Discharge for Proposed Golf Course Pond I riu 1,1V, , 14L rL Rating Curve Volume Estimation Elevation (m) Discharge (m'/s) Live Storage Total Storage Elevation Area Volume (m3) im') {m9) (m) Im2) Increment Accumulated 213.28 213.30 .01 k :.• _ .,: . .' :rta .P � 0.00 213.28 5500.000 0.000 0.000 213,32 213.34 t,1. y Q 'a 110.62 222,50 213,30 213,32 5562.500 5625,000 110.624 111.874 1 10.624 222,499 213.36 . , 335,62 213,34 5687,500 113.124 335.623 213,38 . .,° as 'e` �.. +'- _"; 450,00 213.36 5750.000 114.374 449.996 213.40 d :., 565.62 213.38 5812.500 115.624 565.622 213.45 • 682,50 213.40 5875.000 116,674 682.497 213.50 ;q13 : .."` 800.62 213.45 5937,500 118.124 800.621 213.65 3 ' c & , 1099.06 213.50 6000,000 298.436 1099.057 213.60 ` r_ 1° o : y 1406.98 213.55 6318.182 307.920 1406.977 213.65 >: , o." g, .:.i� . a' "4, M'' ° ° 1730,81 213,60 6636.364 323,831 1730.809 213.70 2070,55 s� 273,65 6954,545 339.742 2070.550 213.75 213,80 7 , - � �-�•`` e , 2426,20 `• `'0 �� 2797,76 213.70 213.75 7272.727 7590.909 355.652 371,563 2426.202 2797,765 213.$5 3185.24 213,80 7909,091 387.473 3185.238 213.90 • ..4 1. :9 3588.62 ? ,, 213,85 8227.273 403,363 3588.621 213,95 • ° 'rr s 4007.91 . �d . 213,90 8545.455 419.293 4007.914 214.00 d 4443.12 213.95 8863.636 435.203 4'143.117 214.05 4894.23 214,00 9181,818 451,113 4894.230 8 F.. ctO# 5361.25 214.05 9500.000 467.023 5361,253 Weir Emergency Flow Elevation Iml 213.28 213.30 213.32 213.34 213.36 213.38 213.40 213.45 213.50 213.55 213.60 213.65 213.70 213,75 213.80 213.85 213.90 213.95 214.00 214.05 Weir (rn'is ) 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0782 0.2271 0.4282 0.6762 0.9689 1.3049 Total Weir Flow (m'/s) 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 0.0782 0.2271 0.4282 0,6763 - 0.9689 1.3049 Parameters Crest Elev. (ml 213.750 Crest Width (m) 4.000 Side Slope (?:1) 3.000 Manhole Outflow Elevation Im) 213.28 213.30 213.32 213.34 213.36 213.38 213.40 213.45 213.50 213.55 213.60 213.65 213.70 213.75 213.80 214.05 213.90 213.95 214.00 214.05 Weir Flow (m3/s) 0.0000 0.0060 0.0170 0.0312 0.0481 0.0672 0.0883 0.1489 0.2193 0.2981 0.3847 0.4783 0.5784 0,6847 0.7968 0,9145 1.0374 1 1654 1.2982 1.4358 Pipe Flow (m3ls) 0.0000 0.6400 0.6410 0.6420 0.6430 0.6440 0.6450 0.6460 0.6470 0.6480 0.6490 0.6500 0.6510 0.6520 0.6530 0.6540 0.6550 0.8550 0.6570 0.6580 Control (ms/s) Parameters 0.0000 0.0060 0.0170 0.0312 0.0481 0.0672 0.0883 0.1469 0.2193 0.2981 0.3847 0.4783 0.5784 0.6520 0.6530 0.6540 0.6550 0.6560 0.6570 0.6580 Top of Manhole Elev 213.280 Pipe #1 Elev (m) 211.860 Perm. Pool Elev (m) 213.260 Orifice t1-Diam.(mm) 600.000 Weir Coeff. 1.670 Weir Lengthim) 1.250 Orifice Coeff. 0.600 Perimeter (m) 1.885 Area (m2) 0.283 l'i r TNA T HEAM `I E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Fairway Court Pond NAME J. Macdonald PAGE 1 OF 1 Stage -Storage for Permanent Pool Water Level' (m) Area2 (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) 211.86 3982 212.36 4471 4227 2113 2113 212.86 4975 4723 2362 4475 213.28 5500 5238 2200 6674 Notes: 1. Pond pottom assumed as 211.86 per outlet detail. 2. Pond area known at surface. Assumed 3:1 slopes to calculate areas below water. SW M F ID# 6409 WILLOW CREEK DRY POND WILLOW CREEK - PROJECT No. 106005 TOWN OF THE BLUE MOUNTAINS POND STAGE -STORAGE -DISCHARGE TABLE Dry Pond Avg. Side Slope 4 :1 Bottom Length 26.50 in Bottom Width 6.00 m Bottom Elev. 210.50 m Static Water n/a m Stage 0.10 in Orifice Orifice 1 Outlet Pipe Dimensions invert(m) 60.00 210.50 300.00 210.50 Weir 0 Overflow length(m) sill(m) 0.00 2.00 0.00 211.25 Outlet is a hickenbottom type with a 300min dia. outlet pipe and 60min dia. orifice, Orifice Weir Total Volume 1 - 60mm Overflow Water Level Discharge Discharge Discharge Dead Live Total (ni) (m3/s) (m3/s) (iny/s) (in3) (In3) (m3) 210.50 0.0000 0.0000 0.0000 0.00 0.00 0.00 210.60 0.0021 0.0000 0.0021 0.00 15.75 15.75 210.70 0.0033 0.0000 0.0033 0.00 35.40 35.40 210.80 0.0041 0.0000 0.0041 0.00 59.00 59.00 210.90 0.0048 0.0000 0.0048 0.00 86.55 86.55 211.00 0.0054 0.0000 0.0054 0.00 118.00 118.00 211.10 0.0060 0.0000 0.0060 0.00 I53.35 153.35 211.20 0.0065 0.0000 0.0065 0.00 I92.60 192.60 211.30 0.0069 0.0406 0.0475 0.00 235.80 235.80 211.40 0.0074 0.2492 0.2566 0.00 282.95 282.95 211.50 0.0078 0.6188 0.6265 0.00 334.00 334.00 SWMF ID# 9401 CRAIGLEITH PARKING LOT WET POND Project: Craigleith Ski Club - South Lodge Location: Craigleith, ON. Project #: PG 04 6460 Date: 5 -May -05 Updated: 14 -Jun -05 SWM Pond Storage Calculations INPUT AREA Base of Pond: N.W.L.: Increment for Volume: Required Permanent Pool Volume: Permanent Pool Volume Provided: ELEVATION / STORAGE INFORMATION 225.75 226.95 mast 0.1 m 1112 m3 1350 m3 0 BURNSIDE R. J. Burnside 8 Associates Limited 3 Ronell Crescent. Collingwood. Ontario telephone (705) 446-0515 fax (705) 446-2399 web www.rjburnside.com Red numbers indicate user input areas. Elevation (m) Stage Area 1 Area 2 Total Area Cumulative Avg. Incremental Cumulative Storage above Area Storage Storage Permanent Pool (m) (m2) (m2) (m2) (m2) (m3) (m3) (m3) Pond Base : 225.75 0.00 161 499 659.99 0.00 226.45 0.70 286 843 1128.89 894.44 626.11 626.11 0.00 NWL : 226.95 1.20 1767 1766.77 1447.83 723.92 1350.02 0.00 227.25 1.50 2144 2144.39 1955.58 586.67 1936.70 586.68 227.45 1.70 2473 2472.72 2308.56 461.71 2398.41 1048.39 227.70 1.95 2713 2713.40 2593.06 648.27 3046.67 1696.65 228.00 2.25 3003 3003.20 2858.30 857.49 3904.16 2554.14 VOLUME / WATER LEVEL TOOLS Volume at Known Water Level Known Water Level: INCL. P.P. ACTIVE ONLY Lower Known Elevation: #N/A #N/A Lower Known Volume: #N/A #N/A Upper Known Elevation: #N/A #N/A Upper Known Volume: #N/A #N/A Volume of Known W.L. Elevation: Active Storage Required: Water Level of Known Volume Known Volume: 570 INCL. P.P. ACTIVE ONLY Lower Known Elevation: 225.75 226.95 Lower Known Volume: 0 0.00 Upper Known Elevation: 226.45 227.25 Upper Known Volume: 626.108 586.68 W.L. Elevation of Known Volume: 227.24 F:\2004\PG 04 6460\SWM\S Lodge SWM\Swmhymo\Proposed\[Preliminary Pond Design.xls]Orifice Sizing Stage -Storage -Discharge - 1 Orifice x 2 SC Weire.xls S}aeey v2 Project: Craigleith Ski Club - South Lodge Location: Craigleith Project #: PG 04 6460 Date: 9 -Jun -05 Updated: 1 -Sep -05 F:\2004\PG 04 6460\SWM\S Lodge SWM\Swmhymo\Proposed\[Stage-Storage-Discharge - 1 Orifice + 2 SC Weirs.xls]Stage_q_v2 Contraction coeff, C= Orifice ] (mm) = Area of Orifrce(m3). A= Allowable Release Rate (m3/s) Active Detention Depth(m) _ Incremental Depth(m) - Horizontal Orifice (y/n) invert Elevation (m) = Inlet Elevation (m) _ 0.63 92.0 0.0066 0.0099 1.05 0.025 n 226.95 226.95 Depth (m) Area (m2) Storage (m3) 1767 0 0.30 2144 587 0.50 2473 1048 0.75 2713 1697 1.05 3003 2554 Orifice: Q=CA(2gH) °' Weir Eq. Q=CL(H)^1.5 Except when a broad cre ted rectangular weir is used nslant Max, Qrel= Max. Volume Ext'd Detente Tim Ext'd Detente Depth Ext'd Detente EL Max. Ext'd Qrel Ext'd Detente Volum 0 BURNSIDE R. J. Burnside 6 Associates Limited 3 Ronell Crescent. Collingvmd, Ontario telephone (705) 446-0515 fax (705) 446-2299 web www.hbumside.mm m3/sec u.m hrs m n n3/sec n3 Width (m) = 2.80 2.70 Coefficient, C = 1.84 1.84 Rectangular = y n Crest Height = Crest Elev. = 227.25 227.75 Side Slope (H:V) 3.00 Water E.L. Depth (m) Head (m) Discharge(I/s) (mid -orifice) Weir I Width Width 1 (m) Weir I Q (m3/sec) Weir 2 Width (m) Weir 2 Q (m3/sec) Total Q (m3/sec) Total Storage Detention Time (hr) Notes NWL @ 226.95m 226.98 0.03 0.38] 0.0004 45 227.00 0,05 0.004 1.173 0.0012 90 10.74 227.03 0.08 0.029 3.159 0.0032 136 4.06 227.05 0.10 0.054 4.311 0.0043 183 3.02 227.08 0.13 0.079 5.214 0.0052 231 2.54 227.10 0.15 0.104 5982 0.0060 279 2.25 227.13 0.18 0.129 6.663 0.0067 328 2.05 227.15 0.20 0.154 7.280 0.0073 379 1.91 227.18 0.23 0.179 7.848 0.0078 429 1.80 227.20 0.25 0.204 8.379 0.0084 481 1.71 227.23 0.28 0.229 8.877 0.0089 533 1.64 227.25 030 0.254 ' 9.349 2.800 0.0093 587 1.58 Extended Detention (33.3hr) 227.28 0.33 0.279 9.798 2.800 0.020 0.030 641 227.30 0.35 0304 10.228 2.800 0.058 0.068 696 227.33 0.38 0.329 10.640 2.800 0.106 0.116 752 22735 0.40 0.354 11.037 2.800 0.163 0.174 809 227.38 0.43 0.379 11.420 2.800 0.228 0.239 868 227.40 0:45 0.404 11.791 2.800 0.299 0311 927 227.43 0.48 0.429 12.150 2.800 0.377 0.389 987 2 -year (0.386cros, 986m3) 227.45 0.50 0.454 12.499 2.800 0.461 0.473 1048 227.48 0.53 0.479 12.839 2.800 0.550 0.563 1110 227.50 0.55 0.504 13.170 2.800 0.644 0.657 1173 5 -year (0.689cms, 1193m3) 227.53 0.58 0.529 13.492 2.800 0.743 0.756 1237 227.55 0.60 0.554 13.807 2.800 0.847 0.860 1300 227.58 0.63 0.579 14.115 2.800 0.955 0.969 1365 227.60 0.65 0.604 14.417 2.800 1.067 1.081 1430 227.63 0.68 0.629 14.712 2.800 1.183 1.198 1496 25 -year (1.141cros,1464m3) 227.65 0.70 0.654 15.002 2.800 1.303 1.318 1562 227.68 0.73 0.679 15.286 2.800 1.427 1.443 1 629 Timmins (1.397cms, 1604m3) 227.70 0.75 0.704 15.565 2.800 1.555 1:571 1697 100 -year (1.524cros, 1672m3) 227.73 0.78 0.729 15.839 2.800 1.687 1.702 1765 227.75 0.80 0.754 16.108 2.800 1.822 2.700 1.838 1834 227.78 0.83 0.779 16.373 2.800 1.960 2.775 0.020 1.996 1903 227.80 0.85 0.804 16.633 2.800 2.101 2.850 0.059 2.177 1973 227.83 0.88 0.829 16.890 2.800 2.246 2.925 0.111 2.374 2043 227.85 0.90 0.854 17.143 2.800 2.394 3.000 0.175 2.586 2115 227.88 0.93 0.879 17.392 2.800 2.546 3.075 0.250 2.813 2186 227.90 0.95 0.904 17.638 2.800 2.700 3.150 0.337 3.054 2259 227.93 0.98 0.929 17.880 2.800 2.857 3.225 0.434 3.309 2332 227.95 1.00 0.954 18.119 2.800 3.017 3.300 0.543 3.579 2405 227.98 1.03 0.979 18.355 2.800 3.180 3.375 0.663 3.862 2479 228.00 1.05 1.004 18.588 2.800 3346 3.450 0.794 4.158 2554 Top of Pond SWMF ID# 9402 ORCHARD CONDOS WET POND TAT HE AM PROJECT TOBM Drainage Master FILE Plan DATE 121076 2021-08-25 SUBJECT Orchard Condominiums SWM Pond #3 NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom 220.00 m Permanent Pool Level 221.25 m Overflow Sill Top of Pond 223.50 m 224.00 m STAGE -STORAGE TABLE Water Level (m) 220.00 Depth (m) Areal Average Area (m2) (m2) 1658 Dead Active Inc. Volume Volume Volume (m3) (m3) (m3) 0.00 221.25 1.25 2697 2178 2722 2722 221.30 1.30 2744 2720 136 2722 136 221.40 1.40 2837 2790 279 2722 415 221.50 1.50 2930 2883 288 2722 703 221.60 1.60 3023 2977 298 2722 1001 221.70 1.70 3116 3070 307 2722 1308 221.80 1.80 3210 3163 316 2722 1624 221.90 1.90 3303 3256 326 2722 1950 222.00 2.00 3396 3349 335 2722 2285 222.10 2.10 3498 3447 345 2722 2630 222.20 2.20 3600 3549 355 2722 2984 222.30 2.30 3702 3651 365 2722 3350 222.40 2.40 3804 3753 375 2722 3725 222.50 2.50 3906 3855 385 2722 4110 222.60 2.60 4008 3957 396 2722 4506 222.70 2.70 4110 4059 406 2722 4912 222.80 2.80 4212 4161 416 2722 5328 222.90 2.90 4314 4263 426 2722 5754 223.00 3.00 4416 4365 436 2722 6191 223.10 3.10 4528 4472 447 2722 6638 223.20 3.20 4640 4584 458 2722 7096 223.30 3.30 4752 4696 470 2722 7566 223.40 3.40 4864 4808 481 2722 8047 223.50 3.50 4976 4920 492 2722 8539 223.60 3.60 5088 5032 503 2722 9042 223.70 3.70 5200 5144 514 2722 9556 223.80 3.80 5312 5256 526 2722 10082 223.90 3.90 5424 5368 537 2722 10619 224.00 4.00 5536 5480 548 2722 11167 Notes: 1. Bold areas measured from Drawing 1380-310 Orchard Condominiums - Outlet & SWM Pond. Remaining areas interpolated. TNA T HE AM PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 NAME J. Macdonald PAGE 1 OF 1 SUBJECT Orchard Condominiums SWM Pond #3 OUTLET DETAILS WEIR OUTLETS Low Weir Orifice PipeOUT Low Weir High Weir Structure Overflow Height 0.75 0.75 m Width 0.75 0.75 1.70 9.40 m Area 0.0750 0.4418 m2 Coefficient varies varies varies varies Coeff 0.61 0.80 Sill Elevation 221.25 222.00 223.25. 223.50 m Invert 221.25 221.00 m STAGE -DISCHARGE TABLE Water Level (m) Low Weir Low Weir (Orifice) High Weir PipeOUT Structure Inlet Head Disch. (m) (m3/s) Overflow Head Disch. (m) (m3/s) 0.00 0.05 0.15 0.25 0.35 0.45 0.55 0.65 0.75 Head Disch. (m) (m'/s) Head Disch. (m) (m'/s) Head Disch. (m) (m3/s) 0.25 0.30 0.03 0.13 0.22 0.32 0.43 0.53 0.63 0.72 0.82 0.93 1.03 1.13 1.22 1.32 1.43 1.53 1.63 1.72 1.82 1.93 2.03 2.13 2.22 2.32 2.43 2.53 2.63 Head Disch. (m) (m3/s) Total Pond Discharge (m3/s) 221.25 221.30 221.40 221.50 221.60 221.70 221.80 221.90 222.00 222.10 222.20 222.30 222.40 222.50 222.60 222.70 222.80 222.90 223.00 223.10 223.20 223.30 223.40 223.50 223.60 223.70 223.80 223.90 224.00 0.0000 0.0018 0.0099 0.0213 0.0352 0.0513 0.0693 0.0891 0.1104 0.47 0.57 0.68 0.78 0.88 0.97 1.07 1.18 1.28 1.38 1.47 1.57 1.68 1.78 1.88 1.97 2.07 2.18 2.28 2.38 0.1397 0.1537 0.1665 0.1784 0.1896 0.2001 0.2101 0.2197 0.2288 0.2376 0.2461 0.2543 0.2623 0.2700 0.2775 0.2848 0.2919 0.2989 0.3057 0.3123 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 0.0000 0.0403 0.1140 0.2095 0.3226 0.4508 0.5926 0.7467 0.9123 1.0886 1.2750 1.4710 1.6760 1.8898 2.1120 2.3423 2.5804 2.8261 3.0791 3.3392 3.6062 0.1064 0.1491 0.2475 0.5535 0.7426 0.8925 1.0206 1.1343 1.2376 1.3330 1.4219 1.5056 1.5849 1.6605 1.7327 1.8020 1.8688 1.9332 1.9956 2.0561 2.1149 2.1720 2.2277 2.2821 2.3352 2.3871 2.4379 2.4876 2.5364 0.05 0.15 0.25 0.35 0.45 0.55 0.65 0.75 0.0499 0.2485 0.6063 1.1231 1.7991 2.6342 3.6285 4.7818 0.00 0.10 0.20 0.30 0.40 0.50 0.0000 0.4261 1.2972 2.5138 4.0253 5.8136 0.0000 0.0018 0.0099 0.0213 0.0352 0.0513 0.0693 0.0891 0.1104 0.1800 0.2677 0.3760 0.5010 0.6403 0.7927 0.9568 1.1320 1.3174 1.5126 1.7171 1.9304 2.1720 2.2277 2.2821 2.7613 3.6843 4.9517 6.5129 8.3500 Note: Stage Discharge info mation developed from Drawing 1380-310 Orchard Condominiums - Outlet & SWM Pond Note: Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt right) When calculating orifice discharge. the orifice equation is only to be applied for water levels above the centroid of the orifice. Flows for water levels helaw the orifice centrold should be calculated using the weir equation. Qw = 1.65(I(pi•(D0)/4)(2•cos-'W(D/2)-d)/(D/2)r(1B0/pi)1/360)-((D/2-d)(Dd- dz)a s)vd)d: s Where: Q.., Is weir Flow (m'/s) D Is orifice diameter (m) d is depth of flow above the invert (m) TATHAM E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Orchard Condominiums SWM Pond #3 NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom Permanent Pool Level Overflow Sill Top of Pond 220.00 m 221.25 m 223.50 m 224.00 m STAGE -STORAGE -DISCHARGE TABLE Stage (m) Depth (m) Active Storage (m3) Total Pond Discharge (m3/s) 221.25 0 0 0.0000 221.30 0.05 136 0.0018 221.40 0.15 415 0.0099 221.50 0.25 703 0.0213 221.60 0.35 1001 0.0352 221.70 0.45 1308 0.0513 221.80 0.55 1624 0.0693 221.90 0.65 1950 0.0891 222.00 0.75 2285 0.1104 222.10 0.85 2630 0.1800 222.20 0.95 2984 0.2677 222.30 1.05 3350 0.3760 222.40 1.15 3725 0.5010 222.50 1.25 4110 0.6403 222.60 1.35 4506 0.7927 222.70 1.45 4912 0.9568 222.80 1.55 5328 1.1320 222.90 1.65 5754 1.3174 223.00 1.75 6191 1.5126 223.10 1.85 6638 1.7171 223.20 1.95 7096 1.9304 223.30 2.05 7566 2.1720 223.40 2.15 8047 2.2277 223.50 2.25 8539 2.2821 223.60 2.35 9042 2.7613 223.70 2.45 9556 3.6843 223.80 2.55 10082 4.9517 223.90 2.65 10619 6.5129 224.00 2.75 11167 8.3500 SWMF ID# 10401 CRAIGLEITH MEADOWS DRY POND CRAIGLEITH MEADOWS POND STAGE -STORAGE -DISCHARGE DATA Side Slope 4 :1 Bottom Length 28.00 m Bottom Width 13.00 m Static Water 220.85 m Stage 0.20 m m Orifice 1 2 diameter(mm invert(m) 375.00 220.85 375.00 222.45 Weir Overflow length(m) sill(m) 5.00 222.70 Orifice Weir Total 1 2 overflow Water Level Discharge Discharge Discharge Discharge Volume Volume (m) (m3/s) (m3/s) (m3/s) (m3/s) (1113) (Ha.m) 221.00 0.0000 0.0000 0.0000 0.0000 0.00 0.00000 221.20 0.1183 0.0000 0.0000 0.1183 79.62 0.00796 221.40 0.1766 0.0000 0.0000 0.1766 173.89 0.01739 221.60 0.2200 0.0000 0.0000 0.2200 284.35 0.02844 221.80 0.2562 0.0000 0.0000 0.2562 412.54 0.04125 222.00 0.2878 0.0000 0.0000 0.2878 560.00 0.05600 222.10 0.3024 0.0000 0.0000 0.3024 641.43 0.06414 222.20 0.3163 0.0000 0.0000 0.3163 728.26 0.07283 222.30 0.3296 0.0000 0.0000 0.3296 820.66 0.08207 222.40 0.3425 0.0000 0.0000 0.3425 918.85 0.09188 222.50 0.3548 0.0656 0.0000 0.4204 1023.00 0.10230 222.60 0.3667 0.1136 0.0000 0.4804 1133.31 0.11333 222.70 0.3783 0.1467 0.0000 0.5250 1249.98 0.12500 222.80 0.3895 0.1736 0.2713 0.8344 1373.18 0.13732 222.90 0.4004 0.1968 0.7969 1.3941 1503.13 0.15031 223.00 0.4110 0.2176 1.5183 2.1469 1640.00 0.16400 Craigleith Meadows Stage -Storage FILE No100170 Side Slope 4 :1 Bottom Length 28.00 m Bottom Width I3.00 m Bottom 221.00 m Stage 0.2 m Water Level Depth Bottom Top Area Volume Volume (m) (m) Length (m) Width (m) Length (m) Width (m) Bottom (m2) Top (m2) Average (m2) (m3) (Ha.m) 221.00 0.00 28.00 13.00 28.00 13.00 364.00 364.00 364.00 0.00 0.00000 221.20 0.20 28.00 13.00 29.60 14.60 364.00 432.16 398.08 79.62 0.00796 221.40 0.40 28.00 13.00 31.20 16.20 364.00 505.44 434.72 173.89 0.01739 221.60 ' 0.60 28.00 13.00 32.80 17.80 364.00 583.84 473,92 284.35 0.02844 221.80 0.80 28.00 13.00 34.40 19.40 364.00 667.36 515.68 412.54 0.04125 222.00 1.00 28.00 13.00 36.00 21.00 364.00 756.00 560.00 560.00 0.05600 222.10 1.10 28.00 13.00 36.80 21.80 364.00 802.24 583.12 641.43 0.06414 222.20 1.20 28.00 13.00 37.60 22.60 364.00 849.76 606.88 728.26 0.07283 222.30 1.30 28.00 13.00 38.40 23.40 364.00 898.56 631.28 820.66 0.08207 222.40 1.40 28.00 13.00 39.20 24.20 364.00 948.64 656.32 918.85 0.09188 222.50 1.50 28.00 13.00 40.00 25.00 364.00 1000.00 682.00 1023.00 0.10230 222.60 1.60 28.00 13.00 40.80 25.80 364.00 I052.64 708.32 1133.31 0.11333 222.70 1.70 28.00 13.00 41.60 26.60 364.00 1106.56 735.28 1249.98 0.12500 222.80 1.80 28.00 13.00 42.40 27.40 364.00 1161.76 762.88 1373.18 0.13732 222.90 1.90 28.00 13.00 43.20 28.20 364.00 1218.24 791.12 1503.13 0.15031 223.00 2.00 28.00 13.00 44.00 29.00 364.00 1276.00 820.00 1640.00 0.16400 Pond Discharge Table INLET CONTROL For Outlet Pipe WEIR CONTROL outlet orifice 1 outlet orifice overflow - orifice/pipe size = 375 375 5 t11 - area = 0.110447 0.110447 222.7 m - Orifice C = 0.60 0.60 1.65 Invert 220.85 222.45 2 (H:V) - Orifice equation Q=C x A x (2gH)^0.5 where Q = flow rate (cms) Q = flow rate (cms) C = constant K = constant A = area of opening(sq. m) L = length (rn) H = net head on the orifice H = head on the weir (m) g = Acceleration due to gravity -Weir Equation Q=KxLxH^1.5 CONTROL STRUCTURE CONFIGURATION Consisting of a 375 mm dia. low flow pipe, a 375mm dia. overflow pipe and a spillway 5.0 m wide Water Level (m) Orifice Discharge overflow weir Total Discharge (ems) orifice 1 orifice 2 Head (m) Discharge (ems) Head (m) Discharge (cms) Head (m) Discharge (ems) 221.00 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 221.20 0.16 0.1183 0.00 0.0000 0.00 0.0000 0.1183 221.40 0.36 0.1766 0.00 0.0000 0.00 0.0000 0.1766 221.60 0.56 0.2200 0.00 0.0000 0.00 0,0000 0.2200 221.80 0.76 0.2562. 0.00 0.0000 0.00 0.0000 0.2562 222.00 0.96 0.2878 0.00 0.0000 0.00 0.0000 0.2878 222.10 1.06 0.3024 0.00 0.0000 0.00 0.0000 0.3024 222.20 1.16 0.3163 0.00 0.0000 0.00 0.0000 0.3163 222.30 1.26 0.3296 0.00 0.0000 0.00 0.0000 0.3296 222.40 1.36 0.3425 0.00 0.0000 0.00 0.0000 0.3425 222.50 1.46 0.3548 0.00 0.0656 0.00 0.0000 0.4204 222.60 1.56 0.3667 0.00 0.1136 0.00 0.0000 0.4804 222.70 1.66 0.3783 0.06 0.1467 0.00 0.0000 0.5250 222.80 1.76 0.3895 0.16 0.1736 0.10 0.2713 0.8344 222.90 1.86 0.4004 0.26 0.1968 0.20 0.7969 1.3941 223.00 1.96 0.4110 0.36 0.2176 0.30 1.5183 2.1469 S W M F ID# 10402 ISTVAN LENDVAY UNDERGROUND STORAGE 1 TATHAM E N G I N E E R I N O PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Istvan Lendvay Underground Storage NAME J. Macdonald PAGE 1 OF 1 PIPE STORAGE DETAILS Storage Bottom 213.30 m Top of Pipes 214.80 m MH Rim 216.00 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) 213.30 0.00 0 0 213.35 0.05 63 32 2 2 213.40 0.10 158 111 6 7 213.50 0.20 243 200 20 27 213.60 0.30 282 263 26 53 213.70 0.40 282 282 28 82 213.80 0.50 290 286 29 110 213.90 0.60 274 282 28 138 214.00 0.70 274 274 27 166 214.10 0.80 252 263 26 192 214.20 0.90 245 248 25 217 214.30 1.00 214 230 23 240 214.40 1.10 197 206 21 260 214.50 1.20 152 174 17 278 214.60 1.30 105 128 13 291 214.70 1.40 7 56 6 296 214.80 1.50 0 3 0 297 TAT HAM "' E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Istvan Lendvay Underground Storage NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS Orifice 1 Diameter 0.20 m Area 0.031 m2 Coeff 0.63 Invert 213.30 m STAGE -DISCHARGE TABLE Water Level Orifice Total Discharge Head Disch. (m) (m) (m3/s) (m3/s) 213.30 0.00 0.0000 0.0000 213.35 0.05 0.0023 0.0023 213.40 0.10 0.0082 0.0082 213.50 0.10 0.0277 0.0277 213.60 0.20 0.0392 0.0392 213.70 0.30 0.0480 0.0480 213.80 0.40 0.0554 0.0554 213.90 0.50 0.0620 0.0620 214.00 0.60 0.0679 0.0679 214.10 0.70 0.0733 0.0733 214.20 0.80 0.0784 0.0784 214.30 0.90 0.0832 0.0832 214.40 1.00 0.0877 0.0877 214.50 1.10 0.0919 0.0919 214.60 1.20 0.0960 0.0960 214.70 1.30 0.1000 0.1000 214.80 1.40 0.1037 0.1037 214.90 1.40 0.1037 0.1074 215.00 1.40 0.1037 0.1109 215.10 1.40 0.1037 0.1143 215.20 1.40 0.1037 0.1176 215.30 1.40 0.1037 0.1208 215.40 1.40 0.1037 0.1240 215.50 1.40 0.1037 0.1270 215.60 1.40 0.1037 0.1300 215.70 1.40 0.1037 0.1330 215.80 1.40 0.1037 0.1358 215.90 1.40 0.1037 0.1386 216.00 1.40 0.1037 0.1414 Note: Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt below) When calculating orifice discharge., the orifice equation is only to be applied for water levels above the centroid of the orifice. Flows for water levels below the orifice centroid should be calculated using the weir equation. 4w = 1.66(E(pig(Dz)I4)(2*cos'l[(((D/2)-d)/(D/2))*(18©/pi))/36O)-((D/2-d)(Dd- d2)m.$) l/d)da.s Where: Q. is weir flow (m3/s) D is orifice dl.arneter (m) d is depth of flow above the invert (m) pr TETA T HE A M PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Istvan Lendvay Underground Storage NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Storage Bottom 213.30 m Top of Pipes 214.80 m MH Rim 216.00 m STAGE -STORAGE -DISCHARGE TABLE Stage (m) Depth (m) Active Storage (m3) Total Discharge (m3/s) 213.30 0.00 0 0.0000 213.35 0.05 2 0.0023 213.40 0.10 7 0.0082 213.50 0.20 27 0.0277 213.60 0.30 54 0.0392 213.70 0.40 82 0.0480 213.80 0.50 110 0.0554 213.90 0.60 139 0.0620 214.00 0.70 166 0.0679 214.10 0.80 192 0.0733 214.20 0.90 217 0.0784 214.30 1.00 240 0.0832 214.40 1.10 261 0.0877 214.50 1.20 278 0.0919 214.60 1.30 291 0.0960 214.70 1.40 296 0.1000 214.80 1.50 297 0.1037 214.90 1.50 297 0.1074 215.00 1.50 297 0.1109 215.10 1.50 297 0.1143 215.20 1.50 297 0.1176 215.30 1.50 297 0.1208 215.40 1.50 297 0.1240 215.50 1.50 297 0.1270 215.60 1.50 297 0.1300 215.70 1.50 297 0.1330 215.80 1.50 297 0.1358 215.90 1.50 297 0.1386 216.00 1.50 297 0.1414 SW M F ID# 15401 GEORGIAN WOODLANDS PHASE IV POND 'lir-FAT H AM H , PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Georgian Woodlands Phase IV Pond NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom' Permanent Pool Level Overflow Sill Top of Pond 222.10 m 223.06 m 224.04 m 224.55 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Dead Volume (m3) Active Volume (m3) 222.10 0.00 1001 223.06 0.96 1928 1465 1406 1406 223.10 1.00 1967 1948 78 1406 78 223.20 1.10 2079 2023 202 1406 280 223.30 1.20 2191 2135 213 1406 494 223.40 1.30 2303 2247 225 1406 718 223.50 1.40 2415 2359 236 1406 954 223.60 1.50 2527 2471 247 1406 1201 223.70 1.60 2638 2582 258 1406 1460 223.80 1.70 2750 2694 269 1406 1729 223.90 1.80 2862 2806 281 1406 2010 224.00 1.90 2974 2918 292 1406 2301 224.10 2.00 3086 3030 303 1406 2604 224.20 2.10 3208 3147 315 1406 2919 224.30 2.20 3329 3268 327 1406 3246 224.40 2.30 3451 3390 339 1406 3585 224.50 2.40 3572 3511 351 1406 3936 224.55 2.45 3633 3603 180 1406 4116 Notes: 1. Bold areas measured from drawings. Remaining areas interpolated. T A T H A M ® E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Georgian Woodlands Phase IV Pond NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS Orifice 1 PipeOUT Diameter 0.10 0.45 m Area 0.0079 0.159 m2 Coeff 0.63 0.80 Invert 223.06 222.06 m Weir Top Weir Overflow Width 0.6 1.2 7.0 m Coeff varies varies varies Sill Elevation 223.46 224.06 224.04 m STAGE -DISCHARGE TABLE Water Level (m) Hickenbottom Orifice 1 PipeOUT Weir Top Weir Overflow Total Pond Discharge (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) 223.06 0.00 0.0000 0.00 0.0000 - - - - - - - - 0.0000 223.10 0.04 0.0072 0.04 0.0010 0.81 0.5088 - - - - - - 0.0010 223.20 0.14 0.0221 0.09 0.0037 0.91 0.5391 - - - - - - 0.0037 223.30 0.24 0.0403 0.19 0.0096 1.02 0.5678 - - - - - - 0.0096 223.40 0.34 0.0615 0.29 0.0118 1.12 0.5951 - - - - - - 0.0118 223.50 0.44 0.0700 0.39 0.0137 1.22 0.6212 0.04 0.0078 - - - - 0.0214 223.60 0.49 0.0153 1.32 0.6463 0.14 0.0534 - - - - 0.0688 223.70 0.59 0.0168 1.41 0.6704 0.24 0.1199 - - - - 0.1368 223.80 0.69 0.0182 1.52 0.6937 0.34 0.2022 - - - - 0.2204 223.90 0.79 0.0195 1.62 0.7162 0.44 0.2977 - - - - 0.3172 224.00 0.89 0.0207 1.72 0.7381 0.54 0.4048 - - - - 0.4254 224.10 0.99 0.0218 1.82 0.7593 0.64 0.5222 0.04 0.0155 0.06 0.0645 0.6241 224.20 1.09 0.0229 1.91 0.7799 0.74 0.6493 0.14 0.1069 0.16 0.3214 1.1004 224.30 1.19 0.0239 2.02 0.8000 0.84 0.7853 0.24 0.2399 0.26 0.7333 1.5333 224.40 1.29 0.0249 2.12 0.8196 0.94 0.9296 0.34 0.4044 0.36 1.2910 2.1106 224.50 1.39 0.0258 2.22 0.8388 1.04 1.0818 0.44 0.5954 0.46 1.9970 2.8358 224.55 1.44 0.0263 2.27 0.8482 1.09 1.1608 0.49 0.6997 0.51 2.4072 3.2553 Note: Flows for water levels below orifice When caiculating orifice discharge, water levels above the centrold orifice centrold should be calculated Q„ = 1.65(I(pl*(D')/4){2•cos[(((D(2)-d)/(D%2))''(180/al)7/360)-((D/2-d)(Dd- dz)O-')1/d)d's Where, Q, is weir flow (m3/s) D is orifice diameter (m) d Is depth of flow above the centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt below) the orifice equation Is only to be applied for of the orifice. Flows for water levels below the using the weir equation. Invert Cm) pr TETA T He A M PROJECT SUBJECT TOBM Drainage Master Plan Georgian Woodlands Phase IV Pond FILE DATE NAME PAGE 121076 2021-08-25 J. Macdonald OF 1 POND DETAILS Pond Bottom 222.10 m Permanent Pool Level 223.06 m Overflow Sill 224.04 m Top of Pond 224.55 m STAGE -STORAGE -DISCHARGE TABLE Stage (m) Depth (m) Active Storage (m3) Total Pond Discharge (m3/s) 223.06 0 0 0.0000 223.10 0.04 78 0.0010 223.20 0.14 280 0.0037 223.30 0.24 494 0.0096 223.40 0.34 718 0.0118 223.50 0.44 954 0.0214 223.60 0.54 1201 0.0688 223.70 0.64 1460 0.1368 223.80 0.74 1729 0.2204 223.90 0.84 2010 0.3172 224.00 0.94 2301 0.4254 224.10 1.04 2604 0.6163 224.20 1.14 2919 1.0470 224.30 1.24 3158 1.5333 224.40 1.34 3314 2.1106 224.50 1.44 3470 2.8358 224.55 1.49 3600 3.2553 SW M F ID# 15402 ALPINE FLATLANDS WET POND Alpine Flatlands- SWM Pond Design Stage -Storage -Discharge Design Calculations Rating Curve Volume Estimation Elevation (m) Discharge (m3/s) Live Storage (m3) Total Storage (m3) Elevation (m) Area (m2) Volume (m3) Increment Accumulated 219.00 0.0000 0.00 0.00 219.00 0.000 0.000 0.000 219.10 0.0000 0.00 6.67 219.10 200.000 6.667 6.667 219.20 0.0000 0.00 29.42 219.20 256.250 22.754 29.421 219.30 0.0000 0.00 57.81 219.30 312.500 28.391 57.812 219.40 0.0000 0.00 91.84 219.40 368.750 34.024 91.836 219.50 0.0000 0.00 131.49 219.50 425.000 39.654 131.490 219.60 0.0000 0.00 176.77 219.60 481.250 45.283 176.774 219.70 0.0000 0.00 227.69 219.70 537.500 50.912 227.685 219.80 0.0000 0.00 284.22 219.80 593.750 56.539 284.224 219.90 0.0000 0.00 346.39 219.90 650.000 62.166 346.391 220.00 0.0000 0.00 414.18 220.00 706.250 67.793 414.184 220.10 0.0016 73.42 487.60 220.10 762.500 73.420 487.603 220.20 0.0040 152.47 566.65 220.20 818.750 79.046 566.649 220.30 0.0055 237.14 651.32 220.30 875.000 84.672 651.321 220.40 0.0066 327.44 741.62 220.40 931.250 90.298 741.619 220.50 0.0075 423.36 837.54 220.50 987.500 95.924 837.543 220.60 0.0084 524.91 939.09 220.60 1043.750 101.550 939.092 220.70 0.0092 632.08 1046.27 220.70 1100.000 107.175 1046.267 220.80 0.0099 744.88 1159.07 220.80 1156.250 112.801 1159.068 220.90 0.0105 863.31 1277.49 220.90 1212.500 118.426 1277.494 221.00 0.0112 987.36 1401.55 221.00 1268.750 124.052 1401.546 221.10 0.1164 1117.04 1531.22 221.10 1325.000 129.677 1531.224 221.20 0.1603 1252.34 1666.53 221.20 1381.250 135.303 1666.526 221.30 0.1941 1393.27 1807.45 221.30 1437.500 140.928 1807.455 221.40 0.2226 1539.82 1954.01 221.40 1493.750 146.554 1954.008 221.50 0.2478 1692.00 2106.19 221.50 1550.000 152.179 2106.187 221.60 0.2707 1849.81 2263.99 221.60 1606.250 157.804 2263.991 221.70 0.2917 2013.24 2427.42 221.70 1662.500 163.429 2427.421 221.80 0.3112 2182.29 2596.48 221.80 1718.750 169.055 2596.475 221.90 0.3296 2356.97 2771.16 221.90 1775.000 174.680 2771.155 222.00 0.3470 2537.28 2951.46 222.00 1831.250 180.305 2951.460 222.10 0.3636 2723.21 3137.39 222.10 1887.500 185.930 3137.391 222.20 0.3794 2914.76 3328.95 222.20 1943.750 191.556 3328.946 222.30 0.3946 3111.94 3526.13 222.30 2000.000 197.181 3526.127 222.40 0.5092 3311.94 3726.13 222.40 2000.000 200.000 3726.127 222.50 0.6234 3511.94 3926.13 222.50 2000.000 200.000 3926.127 222.60 0.8370 3711.94 4126.13 222.60 2000.000 200.000 4126.127 222.70 1.2503 3911.94 4326.13 222.70 2000.000 200.000 4326.127 222.80 1.4631 4111.94 4526.13 222.80 2000.000 200.000 4526.127 222.90 1.8756 4311.94 4726.13 222.90 2000.000 200.000 4726.127 223.00 2.5687 4511.94 4926.13 223.00 2000.000 200.000 4926.127 223.10 3.1280 _ 4350.25 4764.43 223.10 _ 2075.000 _ 3825.341 4764.433 Calculation of Weir Flow Drop Inlet Flow Elevation (m) Weir (m3/s) Total Weir FLOW (m3/s) Parameters Elevation (m) DICB Flow (m3/s) Orifice Flow (m3/s) Control (m3/s) Parameters 219.00 0.000 0.000 Crest Elev. (m) 219.00 0.000 0.000 0.000 Orifice #1 Elev (m) Orifice Coeff. 219.10 0.000 0.000 222.900 219.10 0.000 0.000 0.000 220.080 0.600 219.20 0.000 0.000 Crest Width (m) 219.20 0.000 0.000 0.000 Perm. Pool Elev (m) Perimeter (m) 219.30 0.000 0.000 5.000 219.30 0.000 0.000 0.000 220.080 0.236 219.40 0.000 0.000 Side Slope 219.40 0.000 0.000 0.000 Orifice #1-Diam.(mm) Area (m2) 219.50 0.000 0.000 (H:V) (?:1) 219.50 0.000 0.000 0.000 75.000 0.004 219.60 0.000 0.000 3.000 219.60 0.000 0.000 0.000 Weir Coeff. 219.70 0.000 0.000 219.70 0.000 0.000 0.000 1.670 219.80 0.000 0.000 219.80 0.000 0.000 0.000 Overflow #2 Elev. Length (m) 219.90 0.000 0.000 219.90 0.000 0.000 0.000 221.0 7.540 220.00 0.000 0.000 220.00 0.000 0.000 0.000 Orifice #2 Elev. (m) Perimeter (m) 220.10 0.000 0.000 220.10 0.000 0.002 0.002 221 1.257 220.20 0.000 0.000 220.20 0.000 0.004 0.004 Orifice #2 Diam.(mm) Area (m2) 220.30 0.000 0.000 220.30 0.000 0.005 0.005 400 0.126 220.40 0.000 0.000 220.40 0.000 0.007 0.007 Overflow #3 Elev. Length (m) 220.50 0.000 0.000 220.50 0.000 0.008 0.008 222.3 7.540 220.60 0.000 0.000 220.60 0.000 0.008 0.008 DICB Elev. (m) Perimeter (m) 220.70 0.000 0.000 220.70 0.000 0.009 0.009 222.3 1.257 220.80 0.000 0.000 220.80 0.000 0.010 0.010 Area (m2) 220.90 0.000 0.000 220.90 0.000 0.011 0.011 0.126 221.00 0.000 0.000 221.00 0.000 0.011 0.011 221.10 0.000 0.000 221.10 0.000 0.116 0.116 221.20 0.000 0.000 221.20 0.000 0.160 0.160 221.30 0.000 0.000 221.30 0.000 0.194 0.194 221.40 0.000 0.000 221.40 0.000 0.223 0.223 221.50 0.000 0.000 221.50 0.000 0.248 0.248 221.60 0.000 0.000 221.60 0.000 0.271 0.271 221.70 0.000 0.000 221.70 0.000 0.292 0.292 221.80 0.000 0.000 221.80 0.000 0.311 0.311 221.90 0.000 0.000 221.90 0.000 0.330 0.330 222.00 0.000 0.000 222.00 0.000 0.347 0.347 222.10 0.000 0.000 222.10 0.000 0.364 0.364 222.20 0.000 0.000 222.20 0.000 0.379 0.379 222.30 0.000 0.000 222.30 0.000 0.395 0.395 222.40 0.000 0.000 222.40 0.100 0.409 0.509 222.50 0.000 0.000 222.50 0.200 0.423 0.623 222.60 0.000 0.000 222.60 0.400 0.437 0.837 222.70 0.000 0.000 222.70 0.800 0.450 1.250 222.80 0.000 0.000 222.80 1.000 0.463 1.463 222.90 0.000 0.000 222.90 1.400 0.476 1.876 223.00 0.281 0.281 223.00 1.800 0.488 2.288 223.10 0.828 0.828 223.10 1.800 0.500 2.300 SWMF ID# 31401 GEORGIAN BAY CLUB SWMF #1 INCOMPLETE INFORMATION. SSD TABLES CURRENTLY OUTSTANDING TAT HAM E N G I N E E R I N G PROJECT SUBJECT TOBM Drainage Master Plan Georgian Bay Club Pond #1 FILE DATE NAME PAGE 121076 10/28/2021 J. Paul 1 OF 1 POND DETAILS Pond Bottom 186.00 m Permanent Pool Level 189.20 m Overflow Sill 190.50 m Top of Pond 191.00 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Dead Volume (m3) Active Volume (m3) 189.20 0.00 13476 189.30 0.10 13564 13520 1352 18374 1352 189.40 0.20 13653 13609 1361 18374 2713 189.50 0.30 13741 13697 1370 18374 4083 189.60 0.40 13830 13785 1379 18374 5461 189.70 0.50 13918 13874 1387 18374 6848 189.80 0.60 14006 13962 1396 18374 8245 189.90 0.70 14095 14050 1405 18374 9650 190.00 0.80 14183 14139 1414 18374 11064 190.10 0.90 14284 14233 1423 18374 12487 190.20 1.00 14385 14334 1433 18374 13920 190.30 1.10 14486 14435 1444 18374 15364 190.40 1.20 14587 14536 1454 18374 16818 190.50 1.30 14688 14637 1464 18374 18281 190.60 1.40 14788 14738 1474 18374 19755 190.70 1.50 14889 14839 1484 18374 21239 190.80 1.60 14990 14940 1494 18374 22733 190.90 1.70 15091 15041 1504 18374 24237 191.00 1.80 15192 15142 1514 18374 25751 Notes: 1. Bold areas measured from drawings. Remaining areas interpolated. SWMF ID# 33401 GEORGIAN BAY CLUB SWMF #2 INCOMPLETE INFORMATION. SSD TABLES CURRENTLY OUTSTANDING lir E GINE RING TAT HE AM PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-10-29 SUBJECT Georgian Bay Club Pond #2 NAME J.Paul PAGE 1 OF 1 POND DETAILS Pond Bottom 184.00 m Permanent Pool Level 184.50 m Overflow Sill 187.76 m Top of Pond 188.00 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Dead Volume (m3) Active Volume (m3) 184.00 0.00 1983 184.50 0.50 2655 2319 1160 1160 0 184.60 0.60 2795 2725 273 1160 273 184.80 0.80 3076 2935 587 1160 860 185.00 1.00 3356 3216 643 1160 1503 185.20 1.20 3815 3586 717 1160 2220 185.40 1.40 4275 4045 809 1160 3029 185.60 1.60 4734 4505 901 1160 3930 185.80 1.80 5194 4964 993 1160 4923 186.00 2.00 5653 5423 1085 1160 6007 186.20 2.20 6324 5988 1198 1160 7205 186.40 2.40 6995 6659 1332 1160 8537 186.60 2.60 7665 7330 1466 1160 10003 186.80 2.80 8336 8001 1600 1160 11603 187.00 3.00 9007 8672 1734 1160 13337 187.20 3.20 10039 9523 1905 1160 15242 187.40 3.40 11071 10555 2111 1160 17353 187.60 3.60 12103 11587 2317 1160 19670 187.80 3.80 13135 12619 2524 1160 22194 188.00 4.00 14167 13651 2730 1160 24924 Notes: 1. Bold areas measured from drawings. Remaining areas interpolated. 2. Overflow Spill elevation estimated as 187.70 (0.04 m above 100 -year water level indicated on pond drawing G-01055SWM5_AC). SWMF ID# 34401 GEORGIAN BAY CLUB POND #3 Pond Bottom Permanent Pool Level Overflow Sill Top of Pond 'lir-FAT HAM NE , PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Georgian Bay Club Pond #3 NAME J. Macdonald PAGE 1 OF 1 POND DETAILS 210.35 m 211.65 m 212.95 m 213.40 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Dead Volume (m3) Active Volume (m3) 210.35 0.00 216 211.65 1.30 1081 649 843 843 0 211.75 1.40 1117 1099 110 843 110 211.85 1.50 1154 1136 114 843 223 211.95 1.60 1190 1172 117 843 341 212.05 1.70 1226 1208 121 843 461 212.15 1.80 1263 1245 124 843 586 212.25 1.90 1299 1281 128 843 714 212.35 2.00 1336 1317 132 843 846 212.45 2.10 1372 1354 135 843 981 212.55 2.20 1408 1390 139 843 1120 212.65 2.30 1445 1426 143 843 1263 212.75 2.40 1481 1463 146 843 1409 212.85 2.50 1517 1499 150 843 1559 212.97 2.62 1561 1539 185 843 1744 213.10 2.75 1636 1598 208 843 1952 213.20 2.85 1693 1664 166 843 2118 213.30 2.95 1751 1722 172 843 2290 213.40 3.05 1808 1779 178 843 2468 Notes: 1. Bold areas measured from drawings. Remaining areas interpolated. 1, E G I N E R I N G r TAT HE AM PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 NAME J. Macdonald PAGE 1 OF 1 SUBJECT Georgian Bay Club Pond #3 OUTLET DETAILS Orifice 1 Pipe 1 PipeOUT Structure' Overflow Diameter 0.088 0.30 0.45 m Width 1.5 8.0 m Area 0.0061 0.0707 0.1590 m2 Coeff varies varies Coeff 0.63 0.80 0.80 Sill Elevatior 212.85 212.95 m Invert 211.65 212.35 211.09 m STAGE -DISCHARGE TABLE Water Level (m) Orifice 1 Pipe 1 PipeOUT Structure Overflow Total Pond Discharge (m'/s) Head (m) Disch. (m'/s) Head (m) Disch. (m'/s) Head (m) Disch. (m'/s) Head (m) Disch. (m'/s) Head (m) Disch. (m'/s) 211.65 0.0000 - - 0.34 0.3262 - - - - 0.0000 211.75 0.06 0.0040 - - 0.44 0.3717 - - - - 0.0040 211.85 0.16 0.0067 - - 0.53 0.4122 - - - - 0.0067 211.95 0.26 0.0086 - - 0.63 0.4491 - - - - 0,0086 212.05 0.36 0.0101 - - 0.74 0.4832 - - - - 0.0101 212.15 0.46 0.0115 - - 0.84 0.5150 - - - - 0.0115 212.25 0.56 0.0127 - - 0.94 0.5450 - - - - 0.0127 212.35 0.66 0.0137 - - 1.04 0.5734 - - - - 0.0137 212.45 0.76 0.0148 0.0108` 1.13 0.6004 - - - - 0.0255 212.55 0.86 0.0157 0.05 0.0560 1.24 0.6263 - - - - 0.0717 212.65 0.96 0.0166 0.15 0.0970 1.34 0.6512 - - - - 0.1136 212.75 1.06 0.0174 0.25 0.1252 1.44 0.6751 - - - - 0.1427 212.85 1.16 0.0182 0.35 0.1482 1.54 0.6982 - - - - 0.1664 212.97 1.28 0.0192 0.47 0.1717 1.66 0.7250 0.12 0.2584 0.02 0.0319 0.4811 213.10 1.41 0.0201 0.60 0.1940 1.79 0.7530 0.25 0.9094 0.15 0.7320 1.4850 213.20 1.51 0.0208 0.70 0.2096 1.88 0.7738 0.35 1.6847 0.25 1.6666 2.4403 213.30 1.61 0.0215 0.80 0.2240 1.99 0.7940 0.45 2.6987 0.35 2.8763 3.6704 213.40 1.71 0.0222 0.90 0.2376 2.09 0.8138 0.55 3.9513 0.45 4.3447 5.1585 Notes: 1. Structure approximated as 1.5m wide ditch inlet with grate sloped at 6:1. 2. Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt below) When calculating orifice discharge, the orifice equation Is only to be applied for water levels above the centrold of the orifice. Flows for water levels below the orifice centrold should be calculated using the weir equation. Qw - 1.65(I(pi*(D')/4)(2*cos [(((D/2)-d)/(D/27).(18gfpl)]/360)-UD/2-d)(Dd- Where: Q, is weir flow (m'/s) D Is orifice diameter (m) CI Is depth of flow above the Invert (m) I, T A T H A M E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Georgian Bay Club Pond #3 NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom 210.35 m Permanent Pool Level 211.65 m Overflow Sill 212.95 m Top of Pond 213.40 m STAGE -STORAGE -DISCHARGE TABLE Stage Depth Active Storage Total Pond Discharge (m) (m) (m3) (m3/s) 211.65 0.00 0 0.0000 211.75 0.10 110 0.0040 211.85 0.20 223 0.0067 211.95 0.30 341 0.0086 212.05 0.40 461 0.0101 212.15 0.50 586 0.0115 212.25 0.60 714 0.0127 212.35 0.70 846 0.0137 212.45 0.80 981 0.0255 212.55 0.90 1120 0.0717 212.65 1.00 1263 0.1136 212.75 1.10 1409 0.1427 212.85 1.20 1559 0.1664 212.97 1.32 1744 0.4811 213.10 1.45 1952 1.4850 213.20 1.55 2118 2.4403 213.30 1.65 2290 3.6704 213.40 1.75 2468 5.1585 SWMF ID# 40401 - CLARKSBURY SWMF Project: Clarksbury CROZIER Project No.: 1251-4397 Design by: MJ &ASSOCIATES Date: Updated: 27 -Jul -18 Consulting Engineers 0 POND HYDRAULIC DESIGN ED Orifice Diameter: 0.11 m Emergency Spill Elev. 185.29 m ED Orifice Invert Elevation: 184.00 m Emerg Spill Bot. Width 19 m Overflow Pipe 0.450 m Trap. Side Slopes 2 :1 H:V Orifice Invert Elevation: 184.18 m Elev. Depth Area Storage 1st Orifice 2nd Orifice Emerg. Weir Emerg. Weir Total Storage Above PP Volume Discharge Discharge Ave. Width Discharge Discharge (m) (m) (sqm) (cu.m) (cu.m/s) (cu.m/s) (m) (cu.m/s) (cu.m/s) (ha -m) • 184.00 0.00 2032 0 0.0000 0.0000 0.00 0.000 0.000 0.000 184.05 0.05 2077 103 0.0000 0.0000 0.00 0.000 0.000 0.010 184.10 0.10 2122 208 0.0057 0.0000 0.00 0.000 0.006 0.021 184.15 0.15 2166 315 0.0083 0.0000 0.00 0.000 0.008 0.031 184.20 0.20 2211 424 0.0103 0.0000 0.00 0.000 0.010 0.042 184.25 0.25 2256 536 0.0119 0.0000 0.00 0.000 0.012 0.054 184.30 0.30 2301 650 0.0133 0.0000 0.00 0.000 0.013 0.065 184.35 0.35 2346 766 0.0146 0.0000 0.00 0.000 0.015 0.077 184.40 0.40 2390 884 0.0158 0.0000 0.00 0.000 0.016 0.088 184.45 0.45 2435 1005 0.0169 0.0000 0.00 0.000 0.017 0.101 184.50 0.50 2480 1128 0.0180 0.0000 0.00 0.000 0.018 0.113 184.55 0.55 2555 1254 0.0190 0.0000 0.00 0.000 0.019 0.125 184.60 0.60 2630 1384 0.0199 0.0000 0.00 0.000 0.020 0.138 184.65 0.65 2705 1517 0.0208 0.0000 0.00 0.000 0.021 0.152 184.70 0.70 2780 1654 0.0216 0.0000 0.00 0.000 0.022 0.165 184.75 0.75 2855 1795 0.0225 0.0000 0.00 0.000 0.022 0.179 184.80 0.80 2930 1940 0.0233 0.0000 0.00 0.000 0.023 0.194 184.85 0.85 3005 2088 0.0240 0.0000 0.00 0.000 0.024 0.209 184.90 0.90 3080 2240 0.0248 0.0000 0.00 0.000 0.0248 0.224 184.95 0.95 3155 2396 0.0255 0.0000 0.00 0.000 0.0255 0.240 185.00 1.00 3230 2556 0.0262 0.3263 0.00 0.000 0.352 0.256 185.05 1.05 3283 2718 0.0269 0.3418 0.00 0.000 0.369 0.272 185.10 1.10 3336 2884 0.0275 0.3566 0.00 0.000 0.384 0.288 185.15 1.15 3389 3052 0.0282 0.3708 0.00 0.000 0.399 0.305 185.20 1.20 3442 3223 0.0288 0.3844 0.00 0.000 0.413 0.322 185.25 1.25 3495 3396 0.0295 0.3976 0.00 0.000 0.427 0.340 185.30 1.30 3548 3572 0.0301 0.4104 19.02 0.030 0.470 0.357 185.35 1.35 3601 3751 0.0307 0.4228 19.12 0.438 0.892 0.375 185.40 1.40 3654 3932 0.0312 0.4348 19.22 1.094 1.560 0.393 185.45 1.45 3707 4116 0.0318 0.4465 19.32 1.929 2.407 0.412 1:\1200\1251 -The Myriad Group \4397- Georgian Glen Res. Subdivision \ Design \SWM\2019.01.17 Pond SSD 'lir TNA T HE A, M E G I N E R N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Clarksbury Subdivison SWM Pond NAME J. Macdonald PAGE 1 OF 1 Stage -Storage for Permenant Pool Water Average Inc. Dead Level Areal Area Volume Volume (m) (m2) (m2) (m3) (m3) 182.50 0 183.00 357 179 89 182.50 0 183.00 399 200 100 182.70 0 183.00 205 103 31 183.00 961 184.00 2042 1502 1502 1721 Notes: 1. Bold areas measured from drawings. Remaining areas interpolated. SWMF ID# 50401 WINDFALL SWM POND C.C.Tatham & Associates Ltd. Conwking Engineers Project: WINDFALL DEVELOPMENT File No: 111179 Date: July, 2018 Designed By: DRT rmoo.aa 8,cevae tea v::< Checked By: DJH Subject: SWMF SSD TABLE SWMF STAGE -STORAGE -DISCHARGE TABLE Avg. Side Slope Bottom Length Bottom Width Bottom Elev. Static Water Stage Wet Cell Varies 250.00 20.00 211.10 212.60 0.10 Forebay Varies 46.50 m 8.00 m 211.10 m 212.60 m 0.10 m Orifice Plate 1 Orifice Plate 2 Orifice Plate Outlet Pipe 1 Outlet Pipe 2 Outlet Pipe 3 Outlet Pipe 4 Outlet Pipe 5 Diameter Invert(m) 75 225 100 525 525 600 600 150 212.60 212.60 212.60 212.75 212.75 213.30 213.30 212.75 Overflow Ditch Inlet 1 Ditch Inlet 2 Ditch Inlet 3 Length(m) Sill(m) 5.60 1.34 214.00 213.30 1.34 0.77 213.75 213.30 STAGE -STORAGE -DISCHARGE TABLE Water Level Orifice Plate 1 Orifice Plate 2 Orifice Plate 3 Outlet Pipe 1 Outlet Pipe 2 Outlet Pipe 3 Outlet Pipe 4 Outlet Pipe 5 Overflow Total Valuate 75 225 100 525 525 600 600 150 Weir Discharge Discharge Discharge Discharge Discharge Discharge Discharge Discharge Discharge Discharge Dead Live Total (m) (m'/s) (m5/s) (m'/s) (m'/s) (m'/s) (m5/s) (m'/s) (m5/s) (m'/s) (m5/s) (m') (m') (m5) 212.60 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 6990 0 6990 212.70 0.0031 0.0000 0.0049 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0080 6990 949 7939 212.80 0.0050 0.0328 0.0085 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0463 6990 1933 8923 212.90 0.0063 0.0480 0.0110 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0653 6990 2954 9944 213.00 0.0074 0.0595 0.0130 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0798 6990 4012 11002 213.10 0.0084 0.0690 0.0147 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0921. 6990 5105 12095 213.20 0.0092 0.0774 0.0162 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.1029 6990 6234 13224 213.30 0.0100 0.0850 0.0177 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.1127 6990 7400 14390 213.40 0.0108 0.0920 0,0190 0.0883 0.0000 0.0096 0.0096 0.0273. 0.0000 0.2565 6990 8601 15591 213.50 0.0114 0.0984 0.0202 0.2676 0.0000 0.0370 0.0370 0.0290 0.0000 0.5007 6990 9839 16829 213.60 0.0121 0.1045 0.0214 0.4344 0.0000 0.0797 0.0797 0.0305 0.0000 0.7622 6990 11113 18103 213.70. 0.0127 0.1102 0.0224 0.4764 0.0000 0.1352 0.1352 0.0320 0.0000 0.9242 6990 12418 19408 213.80 0.0133 0.1156 0.0235 0.5149 0.0335 0.2008 0.2008 0.0334 0.0000 1.1358 6990 13749 20739 213.90 0.0138 0.1208 0.0245 0.5508 0.1806 0.2735 0.2735 0.0348 0.0000 1.4724 6990 15106 22096 214.00 0.0144 0.1258 0.0255 0.5845 0.4014 0.3506 0.3506 0.0361 0.0000 1.8889 6990 16490 23480 214.10 0.0149 0.1306 0.0264 0.6164 0.6164 0.4288 0.4288 0.0374 0.2745 2.5742 6990 17899 24889 214.20 0.0154 0.1353 0.0273 0.6466 0.6466 0.5058 0.5058 0.0386 0.9024 3.4238 6990 19335 26325 214.30 0.0159 0.1397 0.0281 0.6756 0,6756 0.5702 0.5702 0.0398 1.8575 4.5726 6990 20870 27860 214.40 0.0164 0.1441 0.0290 0.7033 0.7033 0.6100 0.6100 0.0409 3.1439 6.0008 6990 22511 29501 214.50 0.0168 0.1483 0,0298 0.7300 0.7300 0.6474 0.6474 0.0421 4.7786 7.7703 6990 24189 31179 214.60 0.0173 0.1524 0.0306 0.7557 0.7557 0.6827 0.6827 0.0432 6.7797 9.9000 6990 25906 32896 214.70 0.0177 0.1563 0.0314 0.7806 0.7806 0.7162 0.7162 0.0442 9.1662 12.4094 6990 27661 34651 214.75 0.0179 0.1583 0.0317 0.7927 0.7927 0.7324 0.7324 0.0448 10.5098 13.8128 6990 28553 35543 SSD-SWMF (revised for increased density - May 2018).olsx C.C. Tatham Associates Ltd. 7/26/2018 C.C.Tatharn & Associates Ltd. Cansuhing Fngseecs ...ma rww Ben Project: File No.: Date: Designed By: Checked By: Subject: Windfall Development 111179 July, 2018 DRT DJH SWMF STAGE -DISCHARGE TABLE Orifice Plate 1 Orifice Plate 2 Orifice Plate 3 Outlet Pipe 1 Outlet Pipe 2 Outlet Pipe 3 Outlet Pipe 4 Outlet Pipe 5 Diameter 75 225 100 525 525 600 600 150 Area 0.004418 0.039761 0.007854 0.216475 0.216475 0.282743 0.282743 0.017671 Orifice Coef. 0.63 0.63 0.63 0.80 0.80 0.80 0.80 0.80 Invert 212.60 212.60 212.60 212.75 212.75 213.30 213.30 212.75 SWMF STAGE -DISCHARGE TABLE Length of Weir (m) Weir Sill (m) Weir constant K Slope of weir opening sides (RV) Downstream Weir Length Overflow Ditch Inlet 1 Ditch Inlet 2 Ditch Inlet 3 5.6 1.338 1.338 0.768 214 213.30 213.75 213.30 1.5 1.5 1.5 1.5. 8 2 2 2 4.5 STAGE -DISCHARGE TABLE SWMF Orifice 1 Discharge Orifice 2 Discharge Orifice Plate 3 Outlet Pipe 1 Outlet Pipe 2 Outlet Pipe 3 Outlet Pipe 4 Outlet Pipe 5 Overflow Weir Discharge SWMF OUTLET B OUTLET C OUTLET D 75 225 100 525 Ori ce Pipe 525 Ori ce Pipe 600 Ori ice Pipe 600 Ori ice Pipe 150 Ori ice Pipe 5.6 m Wide Spillway Total Total Total Total Water Level Head Discharge Head Discharge Head Discharge Head Capacity Head Capacity Head Capacity Head Capacity Head Capacity Head Discharge Discharge Discharge Discharge Discharge (m) (on) (cons) (on) (cols) (m) (ems) (m) (ems) (m) (cros) (m) (cons) (m) (ours) (m) (cros) (m) (cros) (cons) (cons) (cons) (cros) 212.60 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 212.70 0.06 0.0031 0.00 0.0000 0.05 0.0049 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.00 0.0000 0.0000 0.0000 0.0080 0.0049 0.0031 0.0000 212.80 0.16 0.0050 0.09 0.0328 0.15 0.0085 0.05 0.0000 0.05 0.0000 0.00 0.0000 0.00 0.0000 0.05 0.0000 0.0000 0.0000 0.0463 0.0085 0.0050 0.0328 212.90 0.26 0.0083 0.19 0.0480 0.25 0.0110 0.15 0.0000 0.15 0.0000 0.00 0.0000 0.00 0.0000 0.15 0.0000 0.0000 0.0000 0.0653 0.0110 0.0063 0.0480 213.00 0.36 0.0074 0.29 0.0595 0.35 0.0130 0.25 0.0000 0.25 0.0000 0.00 0.0000 0.00 0.0000 0.25 0.0000 0.0000 0.0000 0.0798 0.0130 0.0074 0.0595 213.10 0.46 0.0084 0.39 0.0890 0.45 0.0147 0.35 0.0000 0.35 0.0000 0.00 0.0000 0.00 0.0000 0.35 0.0000 0.0000 0.0000 0.0921 0.0147 0.0084 0.0890 213.20 0.56 0.0092 0.49 0.0774 0.55 0.0162 0.45 0.0000 0.45 0.0000 0.00 0.0000 0.00 0.0000 0.45 0.0000 0.0000 0.0000 0.1029 0.0162 0.0092 0.0774 213.30 0.66 0.0100 0.59 0.0850 0.65 0.0177 0.55 0.0000 0.55 0.0000 0.00 0.0000 0.00 0.0000 0.55 0.0000 0.0000 0.0000 0.1127 0.0177 0.0100 0.0850 213.40 0.76 0.0108 0.69 0.0920 0.75 0.0190 0.65 0.0883 0.65 0.0000 0.10 0.10 0.65 0.0000 0.0000 0.2565 0.0382 0.0381 0.1803 213.50 0.86 0.0114 0.79 0.0984 0.85 0.0202 0.75 0.2676 0.75 0.0000 0.20 0.0370 0.20 0.0370 0.75 0.0290 0.0000 0.0000 0.5007 0.0942 0.0404 0.3660 213.60 0.96 0.0121 0.89 0.1045 0.95 0.0214 0.85 0.4344 0.85 0.0000 0.30 0.0797 0.30 0.0797 0.85 0.0305 0.0000 0.0000 0.7622 0.1808 0.0426 0.5389 213.70 1.06 0.0127 0.99 0.1102 1.05 0.0224 0.95 0.4764 0.95 0.0000 0.40 0.1352 0.40 0.1352 0.95 0.0320 0.0000 0.0000 0.9242 0.2928 0.0447 0.5866 213.80 1.16 0.0133 1.09 0.1156 1.15 0.0235 1.05 0.5149 1.05 0.0335 0.50 0.2008 0.50 0.2008 1.05 0.0334 0.0000 0.0000 1.1358 0.4251 0.0467 0.6640 213.90 1.26 0.0138 1.19 0.1208 1.25 0.0245 1.15. 0.5508 1.15 0.1808 0.60 0.2735 0.60 0.2735 1.15 0.0348 0.0000 0.0000 1.4724 0.5715 0.0486 0.8523 214.00 1.36 0.0144 1.29 0.1258 1.35 0.0255 1.25 0.5845 1.25 0.4014 0.70 0.3506 0.70 0.3506 1.25 0.0361 0.0000 0.0000 1.8889 0.7267 0.0505 1.1117 214.10 1.46 0.0149 1.39 0.1306 1.45 0.0264 1.35 0.6164 1.35 0.6164 0.80 0.4288 0.80 0.4288 1.35 0.0374 0.1000 0.2745 2.5742 0.8840 0.0523 1.6379 214.20 1.56 0.0154 1.49 0.1353 1.55 0.0273 1.45 0.6466 1.45 0.6466 0.90 0.5058 0.90 0.5058 1.45 0.0386 0.2000 0.9024 3.4238 1.0389 0.0540 2.3309 214.30 1.66 0.0159 1.59 0.1397 1.65 0.0281 1.55 0.6756 1.55 0.6756 1.00 0.5702 1.00 0.5702 1.55 0.0398 0.3000 1.8575 4.5726 1.1685 0.0557 3.3484 214.40 1.76 0.0164 1.69 0.1441 1.75 0.0290 1.65 0.7033 1.65 0.7033 1.10 0.6100 1.10 0.6100 1.65 0.0409 0.4000 3.1439 6.0008 1.2490 0.0573 4.6946 214.50 1.86 0.0168 1.79 0.1483 1.85 0.0298 1.75 0.7300 1.75 0.7300 1.20 0.6474 1.20 0.6474 1.75 0.0421 0.5000 4.7786 7.7703 1.3246 0.0589 6.3868 214.60 1.96 0.0173 1.89 0.1524 1.95 0.0306 1.85 0.7557 1.85 0.7557 1.30 0.6827 1.30 0.6827 1.85 0.0432 0.6000 6.7797 9.9000 1.3960 0.0605 8.4435 214.70 2.06 0.0177 1.99 0.1563 2.05 0.0314 1.95. _ 0.7806 1.95. 0.7806 1.40 1.40 1.95 0.7000 9.1662 12.4094 1.4638 0.0819 10.8838 214.75 2.11 0.0179 2.04 0.1583 2.10 0.0317 2.00 0.7927 2.00 0.7927 1.45 1.45 2.00 0.7500 10.5098 13.8128 1.4965 0.0627 12.2535 SSD-SW MF (revised for increased density - May 2018).bsz C.C. Tatham Associates Ltd. 7/26/2018 4 Project: C.C.Tatham & Associates Ltd. Consulting Engineers WINDFALL DEVELOPMENT File No. 111179 Date: July, 2018 Designed s 9ne y: DRT Wetoner. summon orare es . Checked By: DJH Subject: SWMF STAGE -VOLUME TABLE SWMF STAGE -VOLUME TABLE Wet Cell Side Slope Varies Bottom Length 250.00 m Bottom Width 20.00 m Bottom Elev. 211.10 m Water Level 212.60 m Stage 0.1 m Forebay Side Slope Varies Bottom Length 46.50 m Bottom Width 8.00 m Bottom Elev. 211.10 m Water Level 212.60 m Stage 0.1 m Elevation (m) Pond Depth (m) Forebay Area (sq.m) Average Forebay Area (sq.m) Forebay Volume (Increment al) (cu.m) Forebay Volume (Accumulated) (cu.m) Celli Area (sq.m) Average Celli Area (sq.m) Cell 1 Volume (Incremental ) (cu.m) Cell 1 Volume (Accumulate d) (cu.m) Cell 2 Area (sq.m) Average Cell 2 Area (sq.m) Cell 2 Volume (Increment al) (cu.m) Cell 2 Volume (Accumulat ed) (cu.m) Cell 3 Area (sq.m) Average Cell 3 Area (sq.m) Cell 3 Volume (Increment al) (cu.m) Cella Volume (Accumulat ed) (cu.m) SWMF Area (sq.m) Average SWMF Area (sq.m) SWMF Volume (Incremental) (cu.m) SWMF Volume (Accumulated) (cu.m) Accummulated Dead Storage Volume (cu.m) Accummulated Active Storage Volume (cu.m) 211.10 0.00 741 891 528 54 0 211.20 0.10 808 775 77 77 965 928 93 93 603 565 57 57 85 69 7 7 234 211.30 0.10 876 842 84 162 1039 1002 100 193 678 640 64 121 116 100 10 17 492 211.40 0.10 943 910 91 253 1112 1075 108 300 753 715 72 192 147 131 13 30 775 211.50 0.10 1011 977 98 350 1186 1149 115 415 828 790 79 271 178 162 16 46 1083 211.80 0.10 1078 1044 104 455 1280 1223 122 538 903 865 87 358 209 193 19 66 1416 211.70 0.10 1146 1112 111 566 1334 1297 130 667 978 940 94 452 240 224 22 88 1773 211.80 0.10 1213 1179 118 884 1407 1370 137 804 1052 1015 101 553 270 255 25 114 2155 211.90 0.10 1280 1247 1 5 809 1481 1444 144 949 1127 1090 109 662 301 286 29 142 2562 212.00 0.10 1348 1314 1 1 940 1555 1518 152 1101 1202 1165 118 779 332 317 32 174 2993 212.10 0.10 1415 1381 1 8 1078 1629 1592 159 1260 1277 1240 124 903 363 348 35 209 3449 212.20 0.10 1483 1449 1 5 1223 1702 1665 167 1426 1352 1315 131 1034 394 379 38 246 3930 212.30 0.10 1550 1516 1 2 1375 1776 1739 174 1600 1427 1390 139 1173 425 410 41 287 7727 4435 212.40 0.10 1375 174 1600 139 1173 41 287 8253 7990 799 799 5234 212.50 0.10 1375 174 1600 139 1173 41 287 8780 8517 852 1651 8086 212.80 0.10 1375 174 1600 139 1173 41 287 9306 9043 904 2555 8990 212.70 0.10 1375 174 1600 139 1173 41 287 9687 9487 949 3504 949 212.80 0.10 1375 174 1600 139 1173 41 287 10029 9848 985 4488 1933 212.90 0.10 1375 174 1600 139 1173 41 287 10390 10210 1021 5509 2954 213.00 0.10 1375 174 1600 139 1173 41 287 10752 10571 1057 6566 4012 213.10 0.10 1375 174 1600 139 1173 41 287 11113 10932 1093 7660 5105 213.20 0.10 1375 174 1600 139 1173 41 287 11474 11294 1129 8789 6234 213.30 0.10 1375 174 1600 139 1173 41 287 11836 11655 1166 9955 7400 213.40 0.10 1375 174 1600 139 1173 41 287 12197 12017 1202 11156 8601 213.50 0.10 1375 174 1600 139 1173 41 287 12559 12378 1238 12394 9839 213.60 0.10 1375 174 1600 139 1173 41 287 12920 12739 1274 13668 11113 213.70 0.10 1375 174 1600 139 1173 41 287 13181 13051 1305 14973 12418 213.80 0.10 1375 174 1600 139 1173 41 287 13442 13311 1331 16304 13749 213.90 0.10 1375 174 1600 139 1173 41 287 13703 13572 1357 17661 15108 214.00 0.10 1375 174 1600 139 1173 41 287 13964 13833 1383 19045 16490 214.10 0.10 1375 174 1600 139 1173 41 287 14225 14094 1409 20454 17899 214.20 0.10 1375 174 1600 139 1173 41 287 14486 14355 1436 21890 19335 214.30 0.10 1375 174 1600 139 1173 41 287 16217 15352 1535 23425 20870 214.40 0.10 1375 174 1600 139 1173 41 287 16598 16407 1641 25066 22511 214.50 0.10 1375 174 1600 139 1173 41 287 16978 16788 1679 28744 24189 214.60 0.10 1375 174 1600 139 1173 41 287 17359 17169 1717 28461 25906 214.70 0.10 1375 174 1600 139 1173 41 287 17740 17549 1755 30216 27661 214.75 0.05 1375 174 1600 139 1173 41 287 17930 17835 892 31108 28553 SSD-SW MF (revised for increased density - May 2018).Asx C.C. Tatham Associates Ltd. 7/26/2018 Diameter Area Orifice Coef. Invert SWMF ID# 50402 WINDFALL MOUNTAIN HOUSE BIORETENTION C.C.Tatham & Associates Ltd. Ce rn0ting Engineers Collil,pnasl erazztrdx Orllli-. 9am'e Project: File No.: Date: Designed By: Chocked By: Subject: Windfall Development 113129 May, 2014 TY SWMF SSD TABLE SWMF STAGE -DISCHARGE TABLE - BIORETENTION SWALES Underdraln Orifice DICB Outlet dipe 100 500 mm 0.007854 0252743 rn` 0.80 0.80 210.30 210.15 m Ditch Inlet Catchment Basin Grate Length 0.762 tri Grate Slope 2:1 Bioretention swales Bottom Area Gravel Vold Ratio Engineering Soil Void Ratio - 1100 m2 040 0.25 STAGE -DISCHARGE TABLE SWMF U'tlderdrain [)rice Discharge DICB Discharge DICB Outlet Pipe Discharge CO I Discharge Bioretentlon swale Storage Volume 100 mm 0.762 m Grate 600 mm Depth Total Description Water Level Head Discharge Head Discharge Head Discharge Discharge Volume (m) On) (cros) jmi (ems) (m. (ems) (ems) (ml {m'i 210.55 0.20 0.0000 0.00 0.0000 0.10 0.3167 0.0000 0.00 0 Upstream underdrain Invert 210.65 0.30 0.0152 0.00 0.0000 0.20 6,4478 0,0152 0.10 44 210.75 0.40 0.0176 0.00 0.0000 0.30 0.5485 0.0176 0.20 86 210.85 0.50 0.0197 0.00 0.0000 0.40 0.6333 0.0197 0.30 132 210.95 0.60 0.0215 0.00 0.0000 0.50 0.7081 0.0215 0.40 176 Gravel Top 211.05 0.70 0.0233 0.00 0.0000 0.60 0.7757 0.0233 0.50 203 211.15 0.80 0.0249 0.00 0.0000 0.70 0.8378 0.0249 0.50 231 211.25 0.90 0.0254 0.00 0,0000 0.80 0.8957 0,0264 0.70 258 211.35 1110 0 a278 0110 8.0000 0 90 0.4500 0.0778 1) R(3 3RD 211.45 1.10 0.0292 0.00 0.0000 1.00 1.0014 0.0292 0.90 313 211.55 1.20 0.0305 0.00 0.0000 1.10 1.0503 0.0305 1.00 34.1 211.65 1.30 0.0317 0.00 0.0000 1.20 1.0970 0.0317 1.10 368 211.75 1.40 0.0329 0.00 0.0000 1.30 1.1418 0.0329 1.20 396 211.85 1.50 0.0341 0.00 0.0000 1.40 1.1849 0.0341 r 1.30 423 211.95 1.60 0,0352 0.00 0.0000 1.50 1.2265 0.0352 1.40 4.51 Engineering Soil top 212.05 1.70 0.0363 0.00 0.0000 1.60 1.2667 0.0363 1.50 495 Mulch 212.15 1.80 0.0373 0.00 0.0000 1.70 1.3057 0.0373 1.60 539 Surface 212.25 1.90 0.0383 0.00 0.0000 1.60 1.3435 0.0383 1.70 649 212 35 2.00 0.0393 0.00 i- 1.90 1.3803 0.0393 1.60 759 DIGS invert 212.45 2.10 0.0403 0.10 2.00 1.4162 0,0906 1.90 869 212.55 2.20 0.0413 0.20 2.10 1.4512 0.1937 2.00 979 212.65 2.30 0.0422 0.30 2.20 1.4553 0.3545 2.10 1089 212.75 2.40 0.0431 0.40 2.30 1.5187 0,5766 2.20 1199 212.55 2.50 0.0440 0.550 2.40 1.5514 0.8441 2.30 1309 212.95 2.60 0.0449 0.60 2.50 1.5634 1.0736 2.40 1419 RR -930 I7asign.xlsx C;C. Ta1iam Associates Ltd. 2/1512915 SWMF ID# 52401 CEDAR RUN WAKE PARK RETROFITTED POND 3 f/��� A 1 r �I \T H /v\ V E N G I N E E R I N G CheckedBy: Project : Cedar Run Wakeboard Cable Park File 115232 eNo. : Sep -18 Designed By: DAM DJH Subject: Pond No. 3 Storage -Volume Table RETROFITTED POND No. 3 - STAGE -VOLUME TABLE Wet Cell Side Slope 3:1 Bottom Elevation 192.75 m Water Level 194.90 m Stage 0.1 m STAGE -VOLUME TABLE Volume Elevation Depth Pond Area PondrArea Dead Accum. Dead Active Accum. Active Accum. Total Accum. Total Storage Storage Storage Storage Storage Storage (m) (m) (sq.m) (sq.m) (cu.m) (cu.m) (cu.m) (cu.m) (cu.m) (ha -m) 192.75 0.00 165.00 192.85 0.10 218.72 191.86 19 19 19 0.0019 192.95 0.20 272.44 245.58 25 44 44 0.0044 193.05 0.30 326.16 299.30 30 74 74 0.0074 193.15 0.40 379.88 353.02 35 109 109 0.0109 193.25 0.50 433.60 406.74 41 150 150 0.0150 193.35 0.60 487.33 460.47 46 196 196 0.0196 193.45 0.70 541.05 514.19 51 247 247 0.0247 193.55 0.80 594.77 567.91 57 304 304 0.0304 193.65 0.90 648.49 621.63 62 366 366 0.0366 193.75 1.00 702.21 675.35 68 434 434 0.0434 193.85 1.10 755.93 729.07 73 507 507 0.0507 193.95 1.20 809.65 782.79 78 585 585 0.0585 194.05 1.30 863.37 836.51 84 668 668 0.0668 194.15 1.40 917.09 890.23 89 757 757 0.0757 194.25 1.50 970.81 943.95 94 852 852 0.0852 194.35 1.60 1024.53 997.67 100 952 952 0.0952 194.45 1.70 1078.26 1051.40 105 1057 1057 0.1057 194.55 1.80 1131.98 1105.12 111 1167 1167 0.1167 194.65 1.90 1185.70 1158.84 116 1283 1283 0.1283 194.75 2.00 1239.42 1212.56 121 1404 1404 0.1404 194.85 2.10 1293.14 1266.28 127 1404 1404 0.1404 194.90 2.15 1320.00 1279.71 64 1404 1404 0.1404 194.95 2.20 1353.27 1323.20 1404 66 66 1471 0.1471 195.05 2.30 1419.81 1386.54 1404 139 205 1609 0.1609 195.15 2.40 1486.35 1453.08 1404 145 350 1755 0.1755 195.25 2.50 1552.88 1519.62 1404 152 502 1907 0.1907 195.35 2.60 1619.42 1586.15 1404 159 661 2065 0.2065 195.45 2.70 1685.96 1652.69 1404 165 826 2230 0.2230 195.55 2.80 1752.50 1719.23 1404 172 998 2402 0.2402 195.65 2.90 1819.04 1785.77 1404 179 1176 2581 0.2581 195.75 3.00 1885.58 1852.31 1404 185 1362 2766 0.2766 195.85 3.10 1952.12 1918.85 1404 192 1554 2958 0.2958 195.95 3.20 2018.65 1985.38 1404 199 1752 3157 0.3157 196.05 3.30 2085.19 2051.92 1404 205 1957 3362 0.3362 196.15 3.40 2151.73 2118.46 1404 212 2169 3574 0.3574 196.20 3.45 2185.00 2168.37 1404 108 2278 3682 0.3682 Proposed SSD Table - Pond 3 Revised.xlsx Tatham Engineering 9/17/2018 TATHAM Fr E N G I N E E R IN G Project: File No.: Date: Designed By: Checked By: Subject: Cedar Run Wakeboard Cable Park 115232 Sep -18 DAM DJH Pond No. 3 Stage -Discharge Table Primary Low Flow Outlet Type Orifice Pipe Diameter (mm) 100 375 Area (sq.m) 0.007854 0.1104466 Coefficient 0.63 0.63 Invert (m) 194.9 194.9 RETROFITTED POND No. 3 - STAGE -DISCHARGE TABLE Secondary Outlet/Overflow Spillway Type DICB Overflow Weir Length (m) 0.6 2 Sill Elevation (m) 195.5 195.65 Coefficient - 1.46 Side Slope (H:V) 4 3 STAGE -DISCHARGE TABLE Pond Primary Low Flow Discharge Secondary Outlet/Overflow Spillway Discharge Total Water Orifice Pipe DICB Overflow Pond Outlet Level Head Discharge Head Discharge Head Discharge Head Discharge Discharge Control (m) (m) (cms) (m) (cms) (m) (cms) (m) (cms) (ems) 194.90 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.0000 0.0000 Orifice/DICB 194.95 0.05 0.00 0.05 0.00 0.00 0.0000 0.00 0.0000 0.0014 Orifice/DICB 195.05 0.10 0.01 0.15 0.03 0.00 0.0000 0.00 0.0000 0.0069 Orifice/DICB 195.15 0.20 0.01 0.06 0.08 0.00 0.0000 0.00 0.0000 0.0098 Orifice/DICB 195.25 0.30 0.01 0.16 0.12 0.00 0.0000 0.00 0.0000 0.0120 Orifice/DICB 195.35 0.40 0.01 0.26 0.16 0.00 0.0000 0.00 0.0000 0.0139 Orifice/DICB 195.45 0.50 0.02 0.36 0.19 0.00 0.0000 0.00 0.0000 0.0155 Orifice/DICB 195.55 0.60 0.02 0.46 0.21 0.05 0.0224 0.00 0.0000 0.0394 Orifice/DICB 195.65 0.70 0.02 0.56 0.23 0.15 0.1123 0.00 0.0000 0.1306 Orifice/DICB 195.75 0.80 0.02 0.66 0.25 0.25 0.2725 0.10 0.1025 0.3534 Orifice/DICB 195.85 0.90 0.02 0.76 0.27 0.35 0.5032 0.20 0.3355 0.6046 Orifice/DICB 195.95 1.00 0.02 0.86 0.29 0.45 0.8042 0.30 0.6880 0.9742 Orifice/DICB 196.05 1.10 0.02 0.96 0.30 0.55 1.1757 0.40 1.1641 1.4665 Orifice/DICB 196.15 1.20 0.02 1.06 0.32 0.65 1.6175 0.50 1.7705 2.0882 Orifice/DICB 196.20 1.25 0.02 1.11 0.33 0.70 1.8648 0.55 2.1249 2.4500 Orifice/DICB Proposed SSD Table - Pond 3 Revised.xlsx Tatham Engineering 9/17/2018 WEER"- CAT N G I N E E R I N G 1 Project: Cedar Run Wakeboard Cable Park File No: 115232 Date: Sep -18 Designed By: DAM Checked By: DJH Subject: Pond No. 3 Stage -Storage -Discharge Table RETROFITTED POND No. 3 - STAGE -STORAGE -DISCHARGE TABLE Side Slope Bottom Elevation Static Water Stage Wet Cell 3:1 192.75 m 194.90 m 0.10 m Primary Low Flow Outlet Type Diameter (mm) Invert(m) Orifice 100.00 194.90 Pipe 375.00 194.90 Secondary Outlet/Overflow Spillway Type Length(m) Sill Elevation(m) DICB 0.60 195.5 Overflow 2.00 195.65 STAGE -STORAGE -DISCHARGE TABLE Primary Low Flow Discharge DICB Overflow Total Pond Storage Volume Pond Water Level Orifice Pipe Pond Outlet Control Dead Active Total Discharge Discharge Discharge Discharge Discharge Storage Storage Storage (m) (cms) (cms) (cms) (cms) (cms) (cu.m) (cu.m) (cu.m) 194.90 0.0000 0.0000 0.0000 0.0000 0.0000 Orifice/DICB 1404 0 1404 194.95 0.0014 0.0032 0.0000 0.0000 0.0014 Orifice/DICB 1404 66 1471 195.05 0.0069 0.0264 0.0000 0.0000 0.0069 Orifice/DICB 1404 205 1609 195.15 0.0098 0.0771 0.0000 0.0000 0.0098 Orifice/DICB 1404 350 1755 195.25 0.0120 0.1242 0.0000 0.0000 0.0120 Orifice/DICB 1404 502 1907 195.35 0.0139 0.1579 0.0000 0.0000 0.0139 Orifice/DICB 1404 661 2065 195.45 0.0155 0.1856 0.0000 0.0000 0.0155 Orifice/DICB 1404 826 2230 195.55 0.0170 0.2096 0.0224 0.0000 0.0394 Orifice/DICB 1404 998 2402 195.65 0.0183 0.2312 0.1123 0.0000 0.1306 Orifice/DICB 1404 1176 2581 195.75 0.0196 0.2509 0.2725 0.1025 0.3534 Orifice/DICB 1404 1362 2766 195.85 0.0208 0.2691 0.5032 0.3355 0.6046 Orifice/DICB 1404 1554 2958 195.95 0.0219 0.2862 0.8042 0.6880 0.9742 Orifice/DICB 1404 1752 3157 196.05 0.0230 0.3024 1.1757 1.1641 1.4665 Orifice/DICB 1404 1957 3362 196.15 0.0240 0.3177 1.6175 1.7705 2.0882 Orifice/DICB 1404 2169 3574 196.20 0.0245 0.3251 1.8648 2.1249 2.4500 Orifice/DICB 1404 2278 3682 Proposed SSD Table - Pond 3 Revised.xlsx Tatham Engineering 9/17/2018 SWMF ID# 52402 CEDAR RUN WAKE PARK POND 1 , TAT H A m Fr 1 E N G I N E E R I N G Project : Thornbury Horse Park File No. 106009 Date: May 19, 2009 Designed By: DRT Checked By: DJH Subject: Pond No.1 Stage -Volume Table EXISTING POND No. 1 - STAGE -VOLUME TABLE Wet Cell Side Slope 3:1 Bottom Length 50.0 m Bottom Width 12.0 m Bottom Elevation 193.00 m Water Level 196.20 m Stage 0.1 m STAGE -VOLUME TABLE Volume Elevation Depth Pond Area Aveondrage Area Dead Accum. Dead Active Accum. Active Accum. Total Accum. Total Storage Storage Storage Storage Storage Storage (m) (m) (sq.m) (sq.m) (cu.m) (cu.m) (cu.m) (cu.m) (cu.m) (ha -m) 193.00 0.00 526.00 193.10 0.10 570.30 548.15 55 55 55 0.0055 193.20 0.20 614.60 592.45 59 114 114 0.0114 193.30 0.30 658.90 636.75 64 178 178 0.0178 193.40 0.40 703.20 681.05 68 246 246 0.0246 193.50 0.50 747.50 725.35 73 318 318 0.0318 193.60 0.60 791.80 769.65 77 395 395 0.0395 193.70 0.70 836.10 813.95 81 477 477 0.0477 193.80 0.80 880.40 858.25 86 563 563 0.0563 193.90 0.90 924.70 902.55 90 653 653 0.0653 194.00 1.00 969.00 946.85 95 747 747 0.0747 194.10 1.10 1013.30 991.15 99 847 847 0.0847 194.20 1.20 1057.60 1035.45 104 950 950 0.0950 194.30 1.30 1101.90 1079.75 108 1058 1058 0.1058 194.40 1.40 1146.20 1124.05 112 1171 1171 0.1171 194.50 1.50 1190.50 1168.35 117 1287 1287 0.1287 194.60 1.60 1234.80 1212.65 121 1409 1409 0.1409 194.70 1.70 1279.10 1256.95 126 1534 1534 0.1534 194.80 1.80 1323.40 1301.25 130 1664 1664 0.1664 194.90 1.90 1367.70 1345.55 135 1799 1799 0.1799 195.00 2.00 1412.00 1389.85 139 1938 1938 0.1938 195.10 2.10 1474.55 1443.28 144 2082 2082 0.2082 195.20 2.20 1537.10 1505.83 151 2233 2233 0.2233 195.30 2.30 1599.65 1568.38 157 2390 2390 0.2390 195.40 2.40 1662.20 1630.93 163 2553 2553 0.2553 195.50 2.50 1724.75 1693.48 169 2722 2722 0.2722 195.60 2.60 1787.30 1756.03 176 2898 2898 0.2898 195.70 2.70 1849.85 1818.58 182 3080 3080 0.3080 195.80 2.80 1912.40 1881.13 188 3268 3268 0.3268 195.90 2.90 1974.95 1943.68 194 3462 3462 0.3462 196.00 3.00 2037.50 2006.23 201 3663 3663 0.3663 196.10 3.10 2100.05 2068.78 207 3870 3870 0.3870 196.20 3.20 2162.60 2131.33 213 4083 4083 0.4083 196.30 3.30 2225.15 2193.88 219 4302 4302 0.4302 196.40 3.40 2287.70 2256.43 226 4528 4528 0.4528 196.50 3.50 2350.25 2318.98 232 4760 4760 0.4760 196.60 3.60 2412.80 2381.53 238 4998 4998 0.4998 196.70 3.70 2475.35 2444.08 4998 244 244 5242 0.5242 196.80 3.80 2537.90 2506.63 4998 251 495 5493 0.5493 196.90 3.90 2600.45 2569.18 4998 257 752 5750 0.5750 197.00 4.00 2663.00 2631.73 4998 263 1015 6013 0.6013 SSD Table - Pond 1.xlsx Tatham Engineering Limited 3/16/2017 TATHAM E N G I N E E R I N G Project: File No.: Date: Designed By: Checked By: Subject: Thornbury Horse Park 106009 May 19, 2009 DRT DJH Pond No. 1 Stage -Discharge Table Primary Low Flow Outlet Type Orifice Pipe Diameter (mm) Area (sq.m) Coefficient Invert (m) EXISTING POND No. 1 - STAGE -DISCHARGE TABLE Secondary Outlet/Overflow Spillway Type DICB Overflow Weir Length (m) 0.6 2 Sill Elevation (m) 196.6 196.8 Coefficient 1.7 1.5 Side Slope (H:V) 8 STAGE -DISCHARGE TABLE Pond Primary Low Flow Discharge Secondary Outlet/Overflow Spillway Discharge Total Water Orifice Pipe DICB Overflow Pond Outlet Level Head Discharge Head Discharge Head Discharge Head Discharge Discharge Control (m) (m) (cms) (m) (cms) (m) (cms) (m) (cms) (cms) 196.20 - - - - 0.00 0.0000 0.00 0.0000 0.0000 196.30 - - - - 0.00 0.0000 0.00 0.0000 0.0000 196.40 - - - - 0.00 0.0000 0.00 0.0000 0.0000 196.50 - - - - 0.00 0.0000 0.00 0.0000 0.0000 196.60 - - - - 0.00 0.0000 0.00 0.0000 0.0000 196.70 - - - - 0.10 0.0323 0.00 0.0000 0.0323 DICB 196.80 - - - - 0.20 0.0912 0.00 0.0000 0.0912 DICB 196.90 - - - - 0.30 0.1676 0.10 0.1328 0.3004 DICB 197.00 - - - - 0.40 0.2580 0.20 0.4830 0.7410 DICB SSD Table - Pond 1.xlsx Tatham Engineering Limited 3/16/2017 T / ,, T I I A liir E N G 1 N E E 1� 1 N C, Project: Thornbury Horse Park File 1May 06009 DateNo: 9, 2009 Designed By: DRT Checked By: DJH Subject: Pond No. 1 Stage -Storage -Discharge Table EXISTING POND No. 1 - STAGE -STORAGE -DISCHARGE TABLE Wet Cell Side Slope 3:1 Bottom Length 50 m Bottom Width 12 m Bottom Elevation 193.00 m Static Water 196.20 m Stage 0.10 m Type Length(m) Sill Elevation(m) Primary Low Flow Outlet Type Orifice Pipe Diameter (mm) Invert(m) - Secondary Outlet/Overflow Spillway DICB 0.60 196.6 Overflow 2.00 196.8 STAGE -STORAGE -DISCHARGE TABLE Primary Low Flow Discharge DICB Overflow Total Pond Storage Volume Pond Water Level Orifice Pipe Pond Outlet Contro Dead Active Total Discharge Discharge Discharge Discharge Discharge Storage Storage Storage (m) (cms) (cms) (cms) (cms) (cms) (cu.m) (cu.m) (cu.m) 196.20 - - 0.0000 0.0000 0.0000 4083 0 4083 196.30 - - 0.0000 0.0000 0.0000 4302 0 4302 196.40 - - 0.0000 0.0000 0.0000 4528 0 4528 196.50 - - 0.0000 0.0000 0.0000 4760 0 4760 196.60 - - 0.0000 0.0000 0.0000 4998 0 4998 196.70 - - 0.0323 0.0000 0.0323 DICB 4998 244 5242 196.80 - - 0.0912 0.0000 0.0912 DICB 4998 495 5493 196.90 - - 0.1676 0.1328 0.3004 DICB 4998 752 5750 197.00 - - 0.2580 0.4830 0.7410 DICB 4998 1015 6013 SSD Table - Pond 1.xlsx Tatham Engineering Limited 3/16/2017 SWMF ID# 54401 THORNBURY MEADOWS WET POND 'lir-FAT HAM NE , PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Thornbury Meadows SWMF NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom 199.23 m Permanent Pool Level 200.43 m Overflow Sill 201.48 m Top of Pond 202.08 m STAGE -STORAGE TABLE Water Level Depth Areal Average Area Inc. Volume Dead Volume Active Volume (m) (m) (m2) (m2) (m3) (m3) (m3) 199.23 0 246 0 199.83 0.6 468 357 412 412 200.43 0.00 903 686 542 954 0 200.53 0.10 983 943 94 94 200.63 0.20 1060 1022 102 196 200.73 0.30 1137 1099 110 306 200.83 0.40 1215 1176 118 424 200.93 0.50 1292 1253 125 549 201.03 0.60 1369 1330 133 682 201.13 0.70 1435 1402 140 822 201.23 0.80 1501 1468 147 969 201.33 0.90 1566 1533 153 1123 201.43 1.00 1632 1599 160 1283 201.48 1.05 1665 1649 82 1365 201.58 1.15 1729 1697 170 1535 201.68 1.25 1794 1762 176 1711 201.78 1.35 1858 1826 183 1893 201.88 1.45 1927 1893 189 2083 201.98 1.55 1996 1962 196 2279 202.08 1.65 2065 2031 203 2482 Notes: 1. Bold areas measured from drawings. Remaining areas interpolated. TNA T HE AM, PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Thornbury Meadows SWMF NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS Orifice 1 Orifice 2 PipeOUT DICB Overflow Diameter 0.075 0.08 0.45 m Width 0.6 Triangular m (4:1 side slopes) Area 0.004 0.00 0.159 m2 Coeff varies Coeff 0.63 0.63 0.8 Sill Elevation 200.73 201.48 m Invert 200.44 200.37 200.34 m STAGE -DISCHARGE TABLE Water Level (m) Orifice 1 Orifice 1 PipeOUT DICB Overflow Total Discharge (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) 200.43 0.00 0.0000 - - 0.09 0.0112 - - - - 0.0000 200.53 0.05 0.0012 - - 0.19 0.0459 - - - - 0.0012 200.63 0.15 0.0048 - - 0.06 0.1437 - - - - 0.0048 200.73 0.25 0.0062 - - 0.16 0.2289 - - - - 0.0062 200.83 0.35 0.0073 0.42 0.0080 0.26 0.2901 0.10 0.0585 - - 0.0153 200.93 0.45 0.0083 0.52 0.0089 0.36 0.3405 0.20 0.1836 - - 0.0172 201.03 0.55 0.0092 0.62 0.0097 0.46 0.3843 0.30 0.3791 - - 0.0189 201.13 0.65 0.0100 0.72 0.0105 0.56 0.4236 0.40 0.6449 - - 0.0204 201.23 0.75 0.0107 0.82 0.0112 0.66 0.4596 0.50 0.9812 - - 0.0219 201.33 0.85 0.0114 0.92 0.0118 0.76 0.4929 0.60 1.3878 - - 0.0232 201.43 0.95 0.0120 1.02 0.0125 0.86 0.5242 0.70 1.8648 - - 0.0245 201.48 1.00 0.0123 1.07 0.0128 0.91 0.5391 0.75 2.4122 - - 0.0251 201.58 1.10 0.0129 1.17 0.0133 1.01 0.5678 0.85 3.0300 0.10 0.0133 0.0396 201.68 1.20 0.0135 1.27 0.0139 1.11 0.5951 0.95 3.7182 0.20 0.0771 0.1045 201.78 1.30 0.0141 1.37 0.0144 1.21 0.6212 1.05 4.4767 0.30 0.2233 0.2518 201.88 1.40 0.0146 1.47 0.0150 1.31 0.6463 1.15 5.3057 0.40 0.4706 0.5002 201.98 1.50 0.0151 1.57 0.0155 1.41 0.6704 1.25 6.2051 0.50 0.8359 0.8664 202.08 1.60 0.0156 1.67 0.0159 1.51 0.6937 1.35 7.1748 0.60 1.3338 1.3654 Note: Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt right). When calculating orifice discharge, the orifice equation Is only to be applied for water levels above the centrold of the orifice. Flows for water levels below the orifice centroid should be calculated using the weir equation. (2w a 1.55(((pl*(D=)/4)(2A-cos `C(((D/2)-d)/(D/2))*(180/pi)]/360)-((D/2-d)(Dd- da )o.$) l/d )d 1 5 Where: Q,, is weir Flow (m7/s) t is orifice diameter (rn) d is depth of flow above the invert imp I, T A T H A M E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Thornbury Meadows SWMF NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom 199.23 m Permanent Pool Level 200.43 m Overflow Sill 201.48 m Top of Pond 202.08 m STAGE -STORAGE -DISCHARGE TABLE Stage Depth Active Storage Total Pond Discharge (m) (m) (m3) (m3/s) 200.43 0.00 0.0000 200.53 0.10 94 0.0012 200.63 0.20 196 0.0048 200.73 0.30 306 0.0062 200.83 0.40 424 0.0153 200.93 0.50 549 0.0172 201.03 0.60 682 0.0189 201.13 0.70 822 0.0204 201.23 0.80 969 0.0219 201.33 0.90 1123 0.0232 201.43 1.00 1283 0.0245 201.48 1.05 1365 0.0251 201.58 1.15 1535 0.0396 201.68 1.25 1711 0.1045 201.78 1.35 1893 0.2518 201.88 1.45 2083 0.5002 201.98 1.55 2279 0.8664 202.08 1.65 2482 1.3654 SWMF ID# 54402 LORA BAY WET POND 2 Raven GolfTM At Lora Bay 8-5 Stormwater Management Report A 200mm dia. maintenance pipe is to be installed from the bottom of the pond at elevation 195.00 to the outlet structure (195.00) to enable pumping out of the pond The outlet pipe from the outlet structure is a 450mm dia. pipe to an open ditch All piping etc. sized to accommodate the 1 in 100 year storm runoff The following is the stage -discharge -storage information for the designed Pond No. 1 works: Elevation (m) Depth (m) (above normal water level) Discharge (cms) Storage (cubic metres) 198.00 0.0 0.0 0.0 198.10 0.100 0.0049 483.2 198.20 0.200 0.0085 979.9 198.30 0.300 0.0110 1,489.8 198.40 0.400 0.0130 2,013.4 198.50 0.500 0.0147 2,550.8 198.60 0.600 0.0163 3,101.9 198.70 0.700 0.0177 3,666.2 198.80 0.800 0.1250 4,244.0 198.90 0.900 0.3212 4,835.3 199.00 1.000 0.5744 5,440.3 Post -development flows for the 2, 5, 10, 25, 50 and 100 year, 3 hour SCS Type II, storm were generated by Pond Pack and routed through Pond No. 2 as a reservoir. The resultant peak flows into and out of the pond are shown on Drawing No. 303025-03. A summary of the computer modelling results is contained in Appendix 'E' of this report. As can be noted, the post -development peak flows leaving Pond No. 2 are significantly less than pre - development conditions. Project No 303025 June, 2004 r T�A T HEAM `I E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Lora Bay SWM Pond No.2 NAME J. Macdonald PAGE l OF 1 Stage -Storage for Permenant Pool Water Level (m) Areal (m2) Average Area (m2) Inc. Volume (m3) Dead Volume (m3) Active Volume (m3) 195.00 1141 196.00 2010 1576 1576 1576 197.00 3256 2633 2633 4209 198.00 4750 4003 4003 8212 0 198.10 4914 4832 483 8212 483 198.20 5020 4967 497 8212 980 198.30 5178 5099 510 8212 1490 198.40 5294 5236 524 8212 2013 198.50 5454 5374 537 8212 2551 198.60 5568 5511 551 8212 3102 198.70 5718 5643 564 8212 3666 198.80 5838 5778 578 8212 4244 198.90 5988 5913 591 8212 4835 199.00 6112 6050 605 8212 5440 Notes: 1. Bold areas measured from drawings. Remaining areas calculated from SWM report volumes. SWMF ID# 54403 SOBEYS ROOFTOP STORAGE TAT H A ,M E N G I N E E R I N 0 PROJECT TOBM Drainage Master FILE Plan 121076 DATE 2021-08-25 SUBJECT Sobeys Rooftop Storage NAME J. Macdonald PAGE 1 OF 1 STORAGE DETAILS Assumed Storage Depth 0.20 m Assumed Top Area 1500 m2 DISCHARGE DETAILS Rooftop discharge limited to 42 L/s per Sobey's Servicing Drawing Assumed linear stage -discharge relationship STAGE -STORAGE -DISCHARGE TABLE Water Level (m) Depth (m) Area (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) Discharge M3/S) 0.00 0.00 0 0 0.000 0.10 0.10 500 250 25 25 0.021 0.20 0.20 1500 1000 100 125 0.042 SWMF ID# 54404 SOBEYS UNDERGROUND STORAGE .� r TNA T H A,NG PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Sobeys Underground Storage NAME J. Macdonald PAGE 1 OF 1 STORAGE DETAILS Bottom of Storage 187.69 m Top of Chambers 188.60 m CB Rim (Parking Storage) 189.50 m Parking Lot Overflow 189.85 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Area (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) 187.69 0.00 705 0 187.80 0.11 330 518 57 57 187.90 0.21 300 315 32 89 188.00 0.31 290 303 30 119 188.10 0.41 290 290 29 148 188.20 0.51 250 268 27 175 188.30 0.61 200 226 23 197 188.40 0.71 110 156 16 213 188.50 0.81 180 145 15 227 188.60 0.91 0 25 3 230 188.70 1.01 0 0 0 230 188.80 1.11 0 0 0 230 188.90 1.21 0 0 0 230 189.00 1.31 0 0 0 230 189.10 1.41 0 0 0 230 189.20 1.51 0 0 0 230 189.30 1.61 0 0 0 230 189.40 1.71 0 0 0 230 189.50 1.81 0 0 0 230 189.55 1.86 1389 0 0 230 189.65 1.96 1389 1389 139 369 189.75 2.06 1389 1389 139 508 189.85 2.16 1389 1389 139 647 Notes: Areas back calculated from storage volumes. r T�A T HE AM E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Sobeys Underground Storage NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS Orifice Diameter 0.125 m Area 0.0123 m2 Coeff 0.62 Invert 187.64 m STAGE -DISCHARGE TABLE Water Level (m) Orifice Total Discharge (m3/s) Head (m) Disch. (m3/s) 187.69 0.05 0.0017 0.0017 187.80 0.10 0.0053 0.0053 187.90 0.20 0.0150 0.0150 188.00 0.30 0.0184 0.0184 188.10 0.40 0.0212 0.0212 188.20 0.50 0.0238 0.0238 188.30 0.60 0.0261 0.0261 188.40 0.70 0.0281 0.0281 188.50 0.80 0.0301 0.0301 188.60 0.90 0.0319 0.0319 188.70 1.00 0.0337 0.0337 188.80 1.10 0.0353 0.0353 188.90 1.20 0.0369 0.0369 189.00 1.30 0.0384 0.0384 189.10 1.40 0.0398 0.0398 189.20 1.50 0.0412 0.0412 189.30 1.60 0.0426 0.0426 189.40 1.70 0.0439 0.0439 189.50 1.80 0.0452 0.0452 189.55 1.85 0.0458 0.0458 189.65 1.95 0.0470 0.0470 189.75 2.05 0.0482 0.0482 189.85 2.15 0.0494 0.0494 Note: Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt below) When calculating orifice discharge, the orifice equation is only to be applied for water levels above the centroid of the orifice. Flows for water levels below the orifice centroid should be calculated using the weir equation. Q„„ = 1.65([(pi'(D2)/4)(2'cos1[(((D/2)-d)/(D/2))'(18o/pi)1./36O)-((D/2-d)(Dd- d2r 5)Vd)di.s Where: Q„. is weir flow (m3/s) Q is orifice diameter (m) d is depth of flow above the invert (m) I, T A T H A M E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Sobeys Underground Storage NAME J. Macdonald PAGE 1 OF 1 STORAGE DETAILS Bottom of Storage 187.69 m Top of Chambers 188.60 m CB Rim (Parking Storage) 189.50 m Parking Lot Overflow 189.85 m STAGE -STORAGE -DISCHARGE TABLE Stage (m) Depth (m) Total Active Storage Discharge (m3) (m3/s) 187.69 0.00 0 0.0017 187.80 0.11 57 0.0053 187.90 0.21 89 0.0150 188.00 0.31 119 0.0184 188.10 0.41 148 0.0212 188.20 0.51 175 0.0238 188.30 0.61 197 0.0261 188.40 0.71 213 0.0281 188.50 0.81 227 0.0301 188.60 0.91 230 0.0319 188.70 1.01 230 0.0337 188.80 1.11 230 0.0353 188.90 1.21 230 0.0369 189.00 1.31 230 0.0384 189.10 1.41 230 0.0398 189.20 1.51 230 0.0412 189.30 1.61 230 0.0426 189.40 1.71 230 0.0439 189.50 1.81 230 0.0452 189.55 1.86 230 0.0458 189.65 1.96 369 0.0470 189.75 2.06 508 0.0482 189.85 2.16 647 0.0494 SWMF ID# 54404 BLUEWATER STORAGE DRY POND Bluewater Storage Building Addition Stormwater Calculations 67488 Side Road 33 Thornbury, Ontario Project Number: 45334-200 Date: April 29, 2019 Revised: N/A AN MTE CALCULATION SHEET Design By: Travis Hanko Stage Storage File: Q:\45334\200\SWM\45334-200 Modified Rational Method 2019-04-25 Rev 0.xlsm Elevation step (m) 0.05 Grade Elevation CBMH1 Vol Total Vol 208.75 0.00 0.00 208.80 2.05 2.05 208.85 4.10 4.10 208.90 6.70 6.70 208.95 9.29 9.29 209.00 12.49 12.49 209.05 15.69 15.69 209.10 19.56 19.56 209.15 23.43 23.43 209.20 28.04 28.04 209.25 32.64 32.64 209.30 38.04 38.04 209.35 43.44 43.44 209.40 49.71 49.71 209.45 55.97 55.97 209.50 63.16 63.16 209.55 70.34 70.34 209.60 78.51 78.51 209.65 86.68 86.68 209.70 95.91 95.91 209.75 105.13 105.13 209.80 115.47 115.47 209.85 125.81 125.81 209.90 137.68 137.68 209.95 149.54 149.54 210.00 163.75 163.75 210.05 177.96 177.96 210.10 195.33 195.33 210.15 212.70 212.70 210.20 233.77 233.77 210.25 254.84 254.84 210.30 280.64 280.64 210.35 306.43 306.43 210.40 337.95 337.95 210.45 369.47 369.47 210.50 407.51 407.51 210.55 445.54 445.54 210.60 491.66 491.66 210.65 537.78 537.78 210.70 598.67 598.67 210.75 659.56 659.56 210.80 738.48 738.48 E 3.0m Wide Concrete Weir r T�A T HE AM E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Bluewater Storage Building Dry Pond NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS Orifice Weir Diameter 0.330 m Width 3.0 m Area 0.0855 m2 Coeff 1.705 Coeff 0.60 Sill Elevation 210.55 m Invert 208.75 m STAGE -DISCHARGE TABLE Water Level (m) Orifice Weir Total Discharge (m3/s) Head (m) Disch. (m3/s) Head (m) Disch. (m3/s) 208.75 0.00 0.0000 - - 0.0000 208.85 0.10 0.0114 - - 0.0114 208.95 0.03 0.0425 - - 0.0425 209.05 0.14 0.0835 - - 0.0835 209.15 0.24 0.1102 - - 0.1102 209.25 0.34 0.1316 - - 0.1316 209.35 0.44 0.1499 - - 0.1499 209.45 0.53 0.1663 - - 0.1663 209.55 0.64 0.1811 - - 0.1811 209.65 0.74 0.1949 - - 0.1949 209.75 0.84 0.2077 - - 0.2077 209.85 0.94 0.2198 - - 0.2198 209.95 1.04 0.2313 - - 0.2313 210.05 1.14 0.2422 - - 0.2422 210.15 1.24 0.2526 - - 0.2526 210.25 1.34 0.2626 - - 0.2626 210.35 1.44 0.2723 - - 0.2723 210.45 1.54 0.2816 - - 0.2816 210.55 1.64 0.2907 0.00 0.000 0.2907 210.65 1.74 0.2994 0.10 0.162 0.4612 210.75 1.84 0.3079 0.20 0.457 0.7654 210.80 1.89 0.3121 0.25 0.639 0.9515 Note: Flows for water levels below orifice centroid calculated using the weir equation per NVCA Stormwater Technical Guide (see excerpt below) When calculating orifice discharge, the orifice equation is only to be applied for water levels above the centroid of the orifice. Flows for water levels below the orifice centroid should be calculated using the weir equation. Q„. _ 1.65(E(pi*(D2)I4)(21`cosi[ORD/2)-d)/(D/2)yt(180Ipin/360)-((D/2-d)(Dd- d„r s)Vd)di.s Where: Q„, is weir flow (m3/s) D is orifice diameter (m) d is depth of flow above the invert (rn) SWMF ID#56401 - LORA BAY POND 1 I TAT HAAA r EN G IN E E RI NG PROJECT SUBJECT Lora Bay Development - Phase 5 SWM Pond No. 1 FILE DATE NAME PAGE 120141 2020-12-10 J. Macdonald 1 OF 1 SWM Pond No. 1: Stage -Storage -Discharge Table Elevation (m) Henderson Paddon Outlet Structure Design Discharge (m3/s) Tatham Overflow Weir Design Discharge (m3/s) Total Discharge (m3/s) Storage m3 184.90 0.000 0.000 0.000 0 185.00 0.010 0.000 0.010 1,460 185.10 0.035 0.000 0.035 3,028 185.20 0.076 0.000 0.076 4,704 185.30 0.099 0.000 0.099 6,450 185.40 0.155 0.000 0.155 8,227 185.50 0.328 0.000 0.328 10,032 185.60 0.567 0.000 0.567 11,874 185.70 0.856 0.000 0.856 13,764 185.80 1.187 0.000 1.187 15,970 185.90 1.555 0.000 1.555 21,418 186.00 1.956 0.000 1.956 24,214 186.10 2.389 0.000 2.389 27,229 186.20 2.851 0.000 2.851 30,393 186.30 3.339 0.000 3.339 33,774 186.40 3.852 0.000 3.852 37,325 186.50 4.390 0.000 4.390 40,939 186.60 4.967 1.289 6.256 44,584 186.70 5.545 3.883 9.428 48,260 186.75 5.834 5.570 11.404 50,118 186.80 - 7.505 13.340 51,975 186.90 - 12.110 17.944 55,730 187.00 - 17.694 23.528 59,520 Notes: 1) Henderson Paddon discharge values obtained from Raven Golf at Lora Bay SWM Report (June, 2004). 2) Total discharge is equal to the sum of the Henderson Paddon Outlet Structure Design Discharge and the Tatham Overflow Weir Design Discharge. 3) Storage values are based on survey information of the existing SWM Pond No. 1 I:\2020 Projects\120141 - Lora Bay Development\Design\Phase 5\Stormwater Management\120141 - SWM Pond No.1 SSD TAT HE AM PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Lora Bay Pond 1 NAME J. Macdonald PAGE 1 OF 1 POND DETAILS Pond Bottom 181.90 m Permanent Pool Level 184.90 m PERMANENT POOL CALCULATION Water Level (m) Depth (m) Areal (m`) Average Area (m`) Inc. Volume (m5) Dead Volume (m5) 181.90 0.00 6831 183.00 1.10 9279 8055 8860 8860 184.00 2.10 11988 10634 10634 19494 184.90 3.00 15129 13559 12203 31697 Notes: 1. Bold areas measured from Drawing SWM4 - Stormwater Management Pond No.1 of Stormwater Management Report for Raven Golf at Lora Bay. POND #1 Stage - Discharge Q based on single pipe outlet to control frenu Elevation (m) Cd 8 h (meters) (Pipe No. 1) 0 Pipe 1) Peak Runoff Pipe No.1 (mm) 184.50 0.63 0 0.0000; _ 100 184.75 0.63 0.2 , _ _ 0.0098 100 185.00 0.63 0.45 010147 100 185.25 0.63 0.7 .0.0183 100 185.50 0.63 0.95 0 0214 100 185.75 0.63 1.2 0.0240, 100 186.00 0.63 1.45 ,. (0264 , 100 186.25 0.63 1.7 ,0288 100 186.50 0.63 1.95 010306 100 Equation 0 = Cd'Ao'SQRT(2g'Sh) where: Q = Peak Runoff (m3/s) Cd = Constant (0.6 Square orifice, 0.7 for round orifice) Ao = Cross sectional Area of Orifice g = gravity, 9.8 m/s2 S h = change in elevation between middle of the discharge pipe and the water surface SWMF ID# 57401-57404 KEEPER'S COVE SWMF Q based on single pipe out et plus a weir to coi Weir Type BCW Elevation (m) Head (m) P (m) H (m) H/(H+P) L (m) C Total Q m3Is Pipe 184.50 0.0 0,000 Pipe 184.75 0.25 0:01.0 Pipe + BCW 185.00 0.5 0.01.5 Pipe + BCW 185.25 0.75 0.75 0.00 0.00 1.50 0.85 0.018 Pipe + BCW 185.50 1 0.75 0.25 0.25 1.50 0.87 0;039' Pipe + BCW 185.75 1.25 0.75 0.50 0.40 1.50 0.90 0,1fa5 Pipe + BCW 186.00 1.5 0.75 0.75 0.50 1.50 0.92 0.623 Pipe + BCW 186.25 1.75 0.75 1.00 0.57 1.50 0.95 1.243 Pipe + BCW 186.50 2 0.75 1.25 0.63 1.50 0.95 2.403 Broad Crested Weir where: Q = 0.385CL(SORT(2g)) x (H"312 Q = discharge over weir in m3/s H = height of flow over weir (depth of flow over weir) g = gravity, 9.8 m/s2 L = length of weir crest normal to flow direction C = discharge coefficient P = height from bottom of Pond to top of weir POND #2 c1 based on 30 degree Weir Type BCW V -Notch Elevation (m) Weir Head (m) and a 2.5 m wide Weir Angle theta degrees Broad Crested Weir K SQRT(2gtan(theta/2)) H (m) V -Notch Q m3/s Total Q m3/s Weir Angle theta radians P V -Notch 184.00 0.00 30 0.52 0.3 0.400 1.19 0.00 0.000 0.000 V -Notch 184.05 0.05 30 0.52 0.3 0.408 1.19 0.05 0.000 0.000 V -Notch 184.10 0.10 30 0.52 0.3 0.417 1.19 0.10 0.001 0.001 V -Notch 184.15 0.15 30 0.52 0.3 0.425 1.19 0.15 0.002 0.002 V -Notch 184.20 0.20 30 0.52 0.3 0.433 1.19 0.20 0.005 0.005 V -Notch 184.25 0.25 30 0.52 0.3 0.442 1.19 0.25 0.009 0.009 V -Notch 184.30 0.30 30 0.52 0.3 0.450 1.19 0.30 0.014 0.014 V -Notch + BCW 184.35 0.35 30 0.52 0.3 0.458 1.19 0.35 0.021 0.021 V -Notch + BCW 184.40 0.40 30 0.52 0.3 0.467 1.19 0.40 0.030 0.032 V -Notch + BCW 184.45 0.45 30 0.52 0.3 0.475 1.19 0.45 0.041 0.047 V -Notch + BCW 184.50 0.50 30 0.52 0.3 0.483 1.19 0.50 0.054 0.069 V -Notch + BCW 184.55 0.55 30 0.52 0.3 0.492 1.19 0.55 0.070 0.100 V -Notch + BCW 184.60 0.60 30 0.52 0.3 0.500 1.19 0.60 0.088 0.141 V -Notch + BCW 184.65 0.65 30 0.52 0.3 0.508 1.19 0.65 0.110 0.194 V -Notch + BCW 184.70 0.70 30 0.52 0.3 0.517 1.19 0.70 0.134 0.264 V -Notch + BCW 184.75 0.75 30 0.52 0.3 0.525 1.19 0.75 0.162 0.346 V -Notch + BCW 184.80 0.80 30 0.52 0.3 0.533 1.19 0.80 0.193 0.446 V -Notch + BCW 184.85 0.85 30 0.52 0.3 0.542 1.19 0.85 0.228 0.565 V -Notch + BCW 184.90 0.90 30 0.52 0.3 0.550 1.19 0.90 0.268 0.728 V -Notch + BCW 184.95 0.95 30 0.52 0.3 0.558 1.19 0.95 0.311 0.896 V -Notch + BCW 185.00 1.00 30 0.52 0.3 0.567 1.19 1.00 0.359 1.089 V -Notch Weir where: Q= 8/15 x K x (SQRT(2gtan(theta/2)) x HI512t Q = discharge over weir in m3/s H = height of flow over weir (depth of flow over weir) g = gravity, 9.8 m/s2 theta = internal angle in triangular notch K = 0.40 + 0.05(H/P) P = height from bottom of Pond to top of weir Broad Crested Weir where: Q = 0.385CL(SQRT(2g)) x (H^3/2) Q = discharge over weir in m3/s H = height of flow over weir (depth of flow over weir) g = gravity, 9.8 m/s2 L = length of weir crest normal to flow direction C = discharge coefficient P = height from bottom of Pond to top of weir Type.... Composite Rating Curve Page 14.25 Name.... Outlet 3 File.... D:\2004\304073\KEEPER'S COVE POST DEV DEC 2005.PPW ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .0000 (+/- m) WS Elev, Total Q Notes Converge Elev. Q TW Elev Error m cms m +/-m Contributing Structures 183.000 .0000 183.000 .0000 None contributing 183.500 .3740 183.000 .0000 P3 184.000 .6643 183.000 .0000 P3 S/N: 521201D07000 Henderson Paddon & Associates PondPack Ver. 09.00.077.00 Time: 2:12 PM Date: 12/22/2005 Type.... Composite Rating Curve Page 14.32 Name.... Outlet 4 File.... D:\2004\304073\KEEPER'S COVE POST DEV DEC 2005.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error m cros m +/-m Contributing Structures 183.000 .0000 Free Outfall None contributing 183.250 .0608 Free Outfall C2 183.500 .2147 Free Outfall C2 183.750 .4131 Free Outfall C2 184.000 .5458 Free Outfall C2 S/N: 521201D07000 Henderson Paddon & Associates PondPack Ver. 09.00.077.00 Time: 2:14 PM Date: 12/22/2005 SWMF ID# 61401 SLEEPY HOLLOW/ALPINE HILLS UNDERGROUND STORAGE 1 TATHAM E N G I N E E R I N O PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Seepy Hollow/Alpine Hills SWM Channel NAME J. Macdonald PAGE 1 OF 1 STORAGE DETAILS Bottom of Storage 215.93 m Top of Chambers 217.00 m Bypass Elevation 217.56 m STAGE -STORAGE TABLE Water Level (m) Depth (m) Area (m2) Average Area (m2) Inc. Volume (m3) Volume (m3) 215.93 0.00 100 0 216.00 0.07 100 100 7 7 216.10 0.17 160 130 13 20 216.20 0.27 220 190 19 39 216.30 0.37 160 190 19 58 216.40 0.47 180 170 17 75 216.50 0.57 180 180 18 93 216.60 0.67 140 160 16 109 216.70 0.77 180 160 16 125 216.80 0.87 80 130 13 138 216.90 0.97 120 100 10 148 217.00 1.07 60 90 9 157 217.10 1.17 157 217.20 1.27 157 217.30 1.37 157 217.40 1.47 157 217.50 1.57 157 217.56 1.63 157 Notes: Areas back calculated from storage volumes. r TNA T HE AM E G I N E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Sleepy Hollow/Alpine Hills SWM Channel NAME J. Macdonald PAGE 1 OF 1 OUTLET DETAILS PipeOUT Diameter 0.300 m Area 0.0707 m2 Coeff 0.80 Invert 215.93 m STAGE -DISCHARGE TABLE Water Level (m) PipeOUT Total Discharge (m3/s) Head Disch. (m) (m3/s) 215.93 0.00 0.0000 0.0000 216.00 0.07 0.0055 0.0055 216.10 0.02 0.0354 0.0354 216.20 0.12 0.0868 0.0868 216.30 0.22 0.1175 0.1175 216.40 0.32 0.1417 0.1417 216.50 0.42 0.1623 0.1623 216.60 0.52 0.1806 0.1806 216.70 0.62 0.1972 0.1972 216.80 0.72 0.2125 0.2125 216.90 0.82 0.2268 0.2268 217.00 0.92 0.2403 0.2403 217.10 1.02 0.2530 0.2530 217.20 1.12 0.2651 0.2651 217.30 1.22 0.2767 0.2767 217.40 1.32 0.2878 0.2878 217.50 1.42 0.2985 0.2985 217.56 1.48 0.3047 0.3047 I, T A T H A M E N G I N E E R I N G PROJECT TOBM Drainage Master Plan FILE 121076 DATE 2021-08-25 SUBJECT Sleepy Hollow/Alpine Hills SWM Channel NAME J. Macdonald PAGE 1 OF 1 STORAGE DETAILS Bottom of Storage 215.93 m Top of Chambers 217.00 m Bypass Elevation 217.56 m STAGE -STORAGE -DISCHARGE TABLE Stage (m) Depth (m) Active Storage (m3) Total Pond Discharge (m3/s) 215.93 0 0.0000 216.00 0.07 7 0.0055 216.10 0.17 20 0.0354 216.20 0.27 39 0.0868 216.30 0.37 58 0.1175 216.40 0.47 75 0.1417 216.50 0.57 93 0.1623 216.60 0.67 109 0.1806 216.70 0.77 125 0.1972 216.80 0.87 138 0.2125 216.90 0.97 148 0.2268 217.00 1.07 157 0.2403 217.10 1.17 157 0.2530 217.20 1.27 157 0.2651 217.30 1.37 157 0.2767 217.40 1.47 157 0.2878 217.50 1.57 157 0.2985 217.56 1.63 157 0.3047 Appendix E: Land Use Analysis Sample of PCI Geomatics analysis to assign land use based on 2019 aerial imagery in Blue Mountain Village area LANDUSE CLASSIFICATION CULTIVATED WOODLAND GRAVEL IMPERVIOUS AREA LAWNS MEADOW m ROAD sr WATERBODY PCI Geomatics land use classification analysis and GSCA land use classification (combined) in Thornbury area PCI GEOMATICS LAND USE CLASSIFICATION LANDUSE CLASSIFICATION CULTIVATED WOODLAND GRAVEL IMPERVIOUS AREA LAWNS MEADOW ROAD WATERBODY • Appendix F: Minor System GIS Shapefiles and Digital Models Appendix G: HEC-RAS Model Development Background TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 1 Manning's CoefficientB PreparedEByB CMM August 20, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach 3 0.080 Residential area with heavy brush areas. 0.035 Fairly straight, some weeds and stones Reach 4 0.030 - 0.060 Grassed boulevards, roads, gravel parking lots, residential area with mixed brush. 0.035 Fairly straight, some weeds and stones Reach 2: 1427 2370 0.040 - 0.080 Residential/golf course with some brush areas. 0.035 Fairly straight, some weeds and stones Reach 2: 2370 3240 0.060 - 0.100 Mixture of medium to heavy brush areas 0.035 Fairly straight, some weeds and stones TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 2 Manning's CoefficientB PreparedEByB CMM August 18, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 750 0.040 - 0.060 Clean lawn/pasture to light brush. 0.035 Fairly straight, some weeds and stones 410 - 1080 0.060 - 0.100 Mix of medium to dense brush with some development areas. 0.035 Fairly straight, some weeds and stones TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 6 Manning's CoefficientB PreparedEByB CMM August 18, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach 1 0.060 - 0.080 Residential area with mix of brush areas. 0.035 Generally straight with minor bends. Assumed weedy. Reach 2 0.060 - 0.100 Medium to dense brush 0.035 Generally straight with minor bends. Assumed weedy. Reach 3 0.100 Dense brush 0.035 Generally straight with minor bends. Assumed weedy. Reach 4: 645 - 1326 0.080 - 0.100 Residential area with mix of brush areas. 0.035 Moderate `Minding, some rocks and weeds. Reach 4: 30 - 616 0.080 0.100 Medium to dense brush 0.035 Moderate winding, some rocks and weeds. Reach 5: 2402 - 2760 0.080 Medium to dense brush in residential area. 0.035 Generally straight with minor bends. Assumed weedy. Reach 5: 1308 - 2378 0.050 - 0.080 Residential area with mix of brush areas. 0.035 Moderate winding, some rocks and weeds. Reach 5: 32 - 1284 0.080 0.100 Medium to dense brush 0.035 Moderate winding, some rocks and weeds. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 7 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 275 0.060 Scattered brush and residential area. 0.035 Fairly straight with rocks and weeds 307 - 1479 0.080 - 0.100 Medium to dense brush. 0.035 Fairly straight with rocks and weeds 1489 - 1641 0.060 - 0.080 Mixture of medium brush and developed area. 0.035 Fairly straight with rocks and weeds 1685 - 2088 0.060 - 0.080 Mixture of medium brush and developed area. 0.045 Medium to dense weeds/reeds 2118 - 2147 0.100 Dense brush 0.035 Fairly straight with rocks and weeds TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 9 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 121 0.060 Scattered brush between homes. 0.035 Straight with some weeds and rocks. 121 960 0.060 0.100 Mix of medium to dense brush. 0.035 Mostly straight, with assumed weeds and rocks. 1704 - 1007 0.050 - 0.080 Mix of medium to dense brush and clean residential lawns. 0.055 Heavily overgrown channel. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 10 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 240 0.030 - 0.040 Mostly clean yards or parking areas. 0.035 Fairly straight, some weeds and stones. 240 - 840 0.060 - 0.100 Mixture of light to dense brush through residential area. 0.035 Fairly straight, some weeds and stones. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 14 Manning's CoefficientB PreparedEByB CMM July 26, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 1650 0.060 - 0.080 Scattered to dense brush interspersed with residential areas. 0.035 Fairly straight with weeds and stones TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 15 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 30 206 0.060 0.100 Lawn areas with scattered brush and areas of dense brush 0.035 Generally straight with some weeds and stones Upstream of Georgain Trail (XS 217) 0.100 Dense brush 0.035 Generally straight with some weeds and stones TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 18 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 180 0.030 - 0.100 Mostly lawn or parking areas wth some areas of dense brush. 0.035 Straight with some weeds and stones i TATHAM E N G I N E E R I N G Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 19 Manning's CoefficientB PreparedEByB DAM July 26, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 1860 1590 0.100 - LOB 0.060 - ROB Left overbank medium to dense brush and scattered brush in right overbank. 0 035 Moderate winding, some rocks and weeds. 1500 1380 0.080 Mix of medium to dense brush and some open areas. 0.035 Moderate winding, some rocks and weeds. 1290 480 0.100 Mostly medium to dense brush. 0.035 Moderate winding, some rocks and weeds. 480 9 0.060 0.100 Mostly medium to dense brush interspersed with some lawn areas near houses. 0.035 Moderate winding, some rocks and weeds. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 21 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 179 0.080 Scattered brush within campground area. 0.035 Straight with some weeds and rocks 179 - 222 0.100 Medium to dense brush. 0.035 Straight with some weeds and rocks Upstream branches 0.100 Medium to dense brush. 0.035 Straight with some weeds and rocks TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 22 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 172 0.060 Residential area mixed with brush and obstructions. 0.035 Straight and weedy 189 - 319 0.100 Low lying wetland, heavy brush. 0.035 Straight and weedy TATHAM E N G I N E E R I N Gl ir Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 25 Manning's CoefficientB PreparedEByB CMM August 9, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 372 0.040 - 0.080 Medium to dense brush and maintained yards near lake. 0.035 Straight, with stones and weeds TATHAM E N G I N E E R I N Gl ir Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 26 Manning's CoefficientB PreparedEByB CMM August 9, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 588 0.040 - 0.080 Medium brush areas and maintained yards in residential area. 0.035 Straight, with stones and weeds. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 28 Manning's CoefficientB PreparedEByB CMM July 26, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 1110 0.060 - 0.100 Medium to dense brush, residential with mixed brush. 0.035 Mostly straight with weeds and stones. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 30 Manning's CoefficientB PreparedEByB CMM July 26, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 330 0.060 Medium brush, residential with mixed brush. 0.035 Mostly straight with weeds and stones. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 29 Manning's CoefficientB PreparedEByB CMM July 26, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 1 - 764 0.060 - 0.100 Medium to dense brush, residential with mixed brush. 0.035 Mostly straight with weeds and stones. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 31 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 1350 0.040 - 0.100 Golf course and residential areas with variable buffer zone of brush along creek. 0.035 Fairly straight, assumed weeds/rocks. 1380 - 1800 0.100 Medium to dense brush 0.035 Fairly straight, assumed weeds/rocks. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 32 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach DS: 60 - 990 0.040 - 0.100 Golf course and residential areas with variable buffer zone of brush along creek. 0.035 Fairly straight, assumed weeds/rocks. Reach 3: 0 - 810 0.040 - 0.100 Golf course and residential areas with variable buffer zone of brush along creek. 0.035 Fairly straight, assumed weeds/rocks. Reach 2: 0 810 0.040 - 0.100 Medium to dense brush with some sections through golf course greens. 0.035 Fairly straight, assumed weeds/rocks. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 34 Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 1320 0.060 - 0.100 Mostly dense brush with some residential areas. 0.035 Fairly straight, assumed weeds/rocks. i TATHAM E N G I N E E R I N G Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 40 Manning's CoefficientB PreparedEByB CMM July 19, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 227 - 484 0.080 - 0.100 Medium to dense brush 0.040 Shallow winding creek, stones and weeds TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 42 Manning's CoefficientB PreparedEByB CMM July 19, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 630 0.040 - 0.080 Residential area with mix of brush areas. 0.035 Straight, stones and weeds i TATHAM E N G I N E E R I N G Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Silver Creek Manning's CoefficientB PreparedB3yB CMM August 9, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach 2 0.100 Dense Brush 0.035 Straight and weedy Reach 3 0.100 Dense Brush 0.035 Straight and weedy Reach 1 0.100 Dense Brush 0.035 Straight and weedy US of P.C. 0.040 0.100 Medium to dense brush mixed with residential areas and open fields. 0.035 Straight and weedy Reach 4 0.060 Medium brush and some residential development. 0.035 Straight and weedy Reach 5 0.050 - 0.100 Dense brush, tapering opening up to residential area at downstream limit. 0.035 Generally straight with some bends, weedy Reach 6: 780 - 1530 0.040 0.080 Mixture of field crops, boulevards and light to medium brush. 0.035 Straight and weedy Reach 6: 30 - 750 0.060 0.100 Medium to dense brush and some residential development. 0.035 Generally straight with some bends, weedy TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Indian Brook Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reaches 1 and 2 0.060 0.100 Medium to dense brush with some field and residential areas. 0.035 0.040 Some significant bends, some weeds and stones Reach 3 0.035 Farm field 0.035 Straight, assumed weeds/stones TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 52 Manning's CoefficientB PreparedEByB CMM July 28, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 0 - 761 0.040 - 0.100 Open fields, some light to heavy brush. 0.035 Straight, weeds and rocks 29 - 720 0.040 - 0.080 Dirt parking lots, brush areas. 0.035 Straight, weeds and rocks 750 - 2040 0.040 Field crops 0.035 Straight, weeds and rocks Reach 3: 60 1082 0.040 - 0.060 Open fields with some brush areas. 0.035 Straight, weeds and rocks Reach 3: 1095 - 1230 0.080 Medium brush and fields. 0.035 Straight, weeds and rocks TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Little Beaver River Manning's CoefficientB PreparedB3yB CMM July 28, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach 1 0.080 Medium to dense brush. 0.035 Generally straight with some weeds and rocks. Reach 2 0.060 0.080 Medium to dense brush. 0.035 Windy, generally clean. Reach 3 0.040 - 0.060 Feld crops, some brush areas and yards. 0.035 Generally straight with some weeds and rocks. Reach 4 0.040 - 0.060 Feld crops, some brush areas and yards. 0.035 Generally straight with some weeds and rocks. Reach 5 0.060 0.080 Medium to dense brush with some agricultural and yard areas. 0.035 Moderately windy with some weeds and rocks. Reach 6 0.060 0.080 Medium to dense brush with some agricultural and yard areas. 0.035 Moderately windy with some weeds and rocks. Reach 7: 10 - 615 0.060 - 0.080 Medium to dense brush with some yard areas. 0.035 Generally straight with some weeds and rocks. Reach 7: 630 - 1013 0.040 - 0.060 Feld crops with some brush areas and yards. 0.035 Generally straight with some weeds and rocks. Reach 7: 1044 1407 0.060 - 0.080 Medium to dense brush with some yard areas. 0.035 Moderately windy with some weeds and rocks. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 55 Manning's CoefficientB PreparedEByB CMM August 9, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach 1 0.040 - 0.100 Medium to dense brush and some yard areas. 0.035 Generally staight with weeds and rocks. TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Watercourse 41 Manning's CoefficientB PreparedEByB CMM July 19, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice 278 514 0.100 Medium to dense brush 0.035 Mostly straight with some weeds and stones TATHAM V E N G I NEERING Project®etailsB TOBM Drainage Master Plan 121076 MunicipalityB Town of Blue Mountains WatercourseBDB Beaver River Manning's CoefficientB PreparedEByB CMM July 21, 2021 Cross Section Range Overbank Manning's Jusitification of Choice Channel Manning's Jusitification of Choice Reach 1 0.060 - 0.080 Mixed brush, some development areas. 0.035 Clean and winding with some pools. 2D Model Boundary Condition Lines LOCATION TYPE/DESCRIPTION Downstream of Grand Cypress Lane Hydrograph from VO model for Watercourse 1 Downstream of Grey Road 21 near Monterra Normal Depth Boundary Condition east of Grey Road Road 21 Downstream of Grey Road 21 near Georgian Trail Normal Depth Boundary Condition downstream of 700 mm diameter CSP culvert crossing Grey Road 21 Hydrograph from VO model for Watercourse 1 Near intersection of Grey Road 21 and Highway inflows downstream of spill that cross from 26 east side of Grey Road 21 before Highway 26 crossing Ditch on West Side of Long Point Road -150 m Hydrograph for Watercourse 1 catchment downstream of Highway 26 internal to 2D model East of Timmons Street Hydrograph from VO model for Watercourse 2 catchment internal to 2D model Wastewater Treatment Plant Hydrograph from VO model for Watercourse 2 Base of escarpment north of Tyrolean Lane Hydrograph from VO model for Watercourse 6 East Tributary Base of escarpment between Monterra Road Hydrograph from VO model for Watercourse 6 and Georgian Trail West Tributary Watercourse 6 Georgian Trail Crossing Hydrograph for Watercourse 6 catchments internal to 2D model Watercourse 6 Highway 26 Crossing Hydrograph for Watercourse 6 catchment internal to 2D model Base of escarpment northeast of Helen Street Hydrograph from VO model for Watercourse 7 Watercourse 7 Lakeshore Road Crossing Hydrograph for Watercourse 7 catchment internal to 2D model Watercourse 7 Georgian Trail Crossing Hydrograph for Watercourse 7 catchment internal to 2D model Watercourse 7 Highway 26 Crossing Hydrograph for Watercourse 7 catchment internal to 2D model Base of escarpment northwest of Watercourse Hydrograph from VO model for Outlet 8 7 LOCATION TYPE/DESCRIPTION Base of escarpment northwest of Outlet 8 Hydrograph from VO model for Watercourse 9 Watercourse 9 Georgian Trail Crossing Hydrograph for Watercourse 9 catchment internal to 2D model Base of escarpment northwest of Watercourse Hydrograph from VO model for Watercourse 9 10 Watercourse 10 Georgian Trail Crossing Hydrograph for Watercourse 10 catchment internal to 2D model Outlet 11 Georgian Trail Crossing Hydrograph for Outlet 11 catchment internal to 2D model Outlet 12 at intersection of Grey Road 19 and Hydrograph for drainage along Grey Road 19 Highway 26 that enters system at intersection Outlet 12 Georgian Trail Crossing Hydrograph for Outlet 12 catchment internal to 2D model Georgian Bay (multiple) Downstream boundary condition for 2D model and 1D portion of Watercourse 2 Appendix H: VO Model Development Background 1, E G I N E R I N G TNA T HE AM Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 6102 33.17 5% Average Curve Number (CN), Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Ets Soil Series Eastport Hydrologic Soils Group A Soil Texture Sand Runoff Coefficient Type 1 Area (ha) 33.17 Percentage of Catchment 100% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 3.94 100 0.95 Gravel 3 89 0.09 Woodland 10 10.20 32 0.08 Pasture/Lawns 5 12.61 49 0.10 Meadows 8 38 0.09 Cultivated 7 62 0.22 Waterbody 12 6.42 50 0.05 Average CN 50.02 Average C 0.19 Average IA 7.54 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): Method: Airport Method Time of Concentration (mins): 1199 0.24% 166.55 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 50.0 0.19 7.54 2.78 1.85 22.21 1, , TNA T HE AM Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 26105 75.99 1% Average Curve Number (CN), Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Duc Vc Soil Series Dunedin Vincent Hydrologic Soils Group D D Soil Texture Clay Loam or Clay Clay Loam or Clay Runoff Coefficient Type 3 3 Area (ha) 53.09 22.90 Percentage of Catchment 70% 30% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 0.38 100 0.95 100 0.95 Gravel 3 89 0.54 89 0.54 Woodland 10 21.64 79 0.52 5.00 79 0.52 Pasture/Lawns 5 30.38 84 0.55 2.90 84 0.55 Meadows 8 81 0.54 81 0.54 Cultivated 7 0.69 86 0.70 9.60 86 0.70 Waterbody 12 50 0.05 5.40 50 0.05 Average CN 82.10 75.73 Average C 0.54 0.49 Average IA 7.04 8.58 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): 11.20% Method: Bransby-Williams Formula Time of Concentration (mins): 51.96 2279 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 80.2 0.53 7.51 0.87 0.43 5.20 VTATHAM E N G I N E E R I N G Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 34125 6.91 2% Average Curve Number (CN), Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Brs Pfs Soil Series Brighton Percy Hydrologic Soils Group A B Soil Texture Sand Sand Loam Runoff Coefficient Type 1 2 Area (ha) 5.91 1.01 Percentage of Catchment 86% 15% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 0.10 100 0.95 0.02 100 0.95 Gravel 3 89 0.14 89 0.33 Woodland 10 0.36 32 0.12 0.01 60 0.30 Pasture/Lawns 5 3.96 49 0.15 0.98 69 0.35 Meadows 8 38 0.14 65 0.33 Cultivated 7 62 0.30 74 0.45 Waterbody 12 1.49 50 0.05 50 0.05 Average CN 49.08 69.52 Average C 0.14 0.36 Average IA 7.02 4.99 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): Method: Airport Method Time of Concentration (mins): 400 6.91% 32.06 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 52.1 0.17 6.73 0.53 0.36 4.27 rTAT N HE AM Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 50113 46.31 5% Average Curve Number (CN), Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Duc Mesc Soil Series Dunedin Medonte Hydrologic Soils Group D C Soil Texture Clay Loam or Clay Clay Loam or Clay Runoff Coefficient Type 3 3 Area (ha) 44.39 1.71 Percentage of Catchment 96% 4% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 2.06 100 0.95 100 0.95 Gravel 3 89 0.54 89 0.54 Woodland 10 18.16 79 0.52 73 0.52 Pasture/Lawns 5 24.17 84 0.55 1.71 79 0.55 Meadows 8 81 0.54 76 0.54 Cultivated 7 86 0.70 82 0.70 Waterbody 12 50 0.05 50 0.05 Average CN 82.70 79.00 Average C 0.56 0.55 Average IA 6.91 5.00 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): Method: Bransby-Williams Formula Time of Concentration (mins): 23.37 1061 17.06% Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 82.2 0.55 6.80 0.39 0.19 2.34 VTATHAM NE Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 51113 86.42 0% Average Curve Number (CN) Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Ets WI -b Vsc Soil Series Eastport Wiarton Vincent Hydrologic Soils Group A B C Soil Texture Sand Loam or Silt Loam Silty Clay Loam Runoff Coefficient Type 1 2 3 Area (ha) 19.78 33.51 30.86 Percentage of Catchment 23% 39% 36% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 100 0.95 100 0.95 100 0.95 Gravel 3 89 0.09 89 0.27 89 0.38 Woodland 10 32 0.08 13.50 60 0.25 9.63 73 0.35 Pasture/Lawns 5 49 0.10 69 0.28 79 0.40 Meadows 8 38 0.09 65 0.27 76 0.38 Cultivated 7 19.78 62 0.22 19.01 74 0.35 19.51 82 0.55 Waterbody 12 50 0.05 1.00 50 0.05 1.72 50 0.05 Average CN 62.00 67.64 77.41 Average C 0.22 0.30 0.46 Average IA 7.00 8.36 8.21 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): Method: Airport Method Time of Concentration (mins): 1536 1.48% 86.31 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 68.1 0.33 7.78 1.44 0.96 11.51 1TATHAM I E NG I N E E RI NG Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 51159 67.11 2% Average Curve Number (CN), Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Duc Vc Soil Series Dunedin Vincent Hydrologic Soils Group D D Soil Texture Clay Loam or Clay Clay Loam or Clay Runoff Coefficient Type 3 3 Area (ha) 44.24 22.87 Percentage of Catchment 66% 34% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 0.70 100 0.95 0.53 100 0.95 Gravel 3 89 0.44 89 0.44 Woodland 10 5.79 79 0.42 3.48 79 0.42 Pasture/Lawns 5 0.41 84 0.45 0.41 84 0.45 Meadows 8 81 0.44 81 0.44 Cultivated 7 36.84 86 0.60 18.45 86 0.60 Waterbody 12 0.50 50 0.05 50 0.05 Average CN 84.88 85.22 Average C 0.57 0.58 Average IA 7.35 7.30 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): Method: Bransby-Williams Formula Time of Concentration (mins): 2191 5.91% 57.48 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 85.0 0.58 7.34 0.96 0.64 7.66 1, E G I N E R I N G ,TAT HE AM Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 54147 40.41 5% Average Curve Number (CN), Runoff Coefficient (C) and Initial Abstraction (IA) Soil Symbol Brs Hos Soil Series Brighton Honeywood Hydrologic Soils Group A BC Soil Texture Sand Silt Loam Runoff Coefficient Type 1 2 Area (ha) 35.89 4.52 Percentage of Catchment 89% 11% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 1.61 100 0.95 0.38 100 0.95 Gravel 3 89 0.09 89 0.27 Woodland 10 0.88 32 0.08 67 0.25 Pasture/Lawns 5 0.12 49 0.10 0.47 74 0.28 Meadows 8 0.01 38 0.09 71 0.27 Cultivated 7 31.06 62 0.22 3.04 78 0.35 Waterbody 12 2.21 50 0.05 0.63 50 0.05 Average CN 62.18 75.53 Average C 0.24 0.35 Average IA 7.15 7.07 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): Method: Airport Method Time of Concentration (mins): 1342 1.48% 89.08 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 63.7 0.25 7.14 1.48 0.99 11.88 1, E G I N E R I N G VTAT N HE AM Project Details Visual OTTHYMO Model Parameter Calculations (NasHYD) Prepared By TOBM - Drainage Master Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM Sept. 14, 2021 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: GSCA 55111 48.26 0% Average Curve Number (CN), Runoff Coeffic'ent (C) and Initial Abstraction (IA) Soil Symbol Vsc Duc Soil Series Vincent Dunedin Hydrologic Soils Group C D Soil Texture Silty Clay Loam Clay Loam or Clay Runoff Coefficient Type 3 3 Area (ha) 38.60 9.67 Percentage of Catchment 80% 20% Land Cover Category IA A (ha) CN C A (ha) CN C A (ha) CN C A (ha) CN C Impervious 2 0.17 100 0.95 100 0.95 Gravel 3 89 0.44 89 0.44 Woodland 10 8.63 73 0.42 4.47 79 0.42 Pasture/Lawns 5 79 0.45 84 0.45 Meadows 8 76 0.44 81 0.44 Cultivated 7 29.80 82 0.60 5.20 86 0.60 Waterbody 12 50 0.05 50 0.05 Average CN 80.07 82.76 Average C 0.56 0.52 Average IA 7.65 8.39 Time to Peak Calculations Max. Catchment Elev. (m): Min. Catchment Elev. (m): Catchment Length (m): Catchment Slope (%): 8.50% Method: Bransby-Williams Formula Time of Concentration (mins): 38.73 1536 Summary Catchment CN: Catchment C: Catchment IA (mm): Time of Concentration (hrs): Catchment Time to Peak (hrs): Catchment Time Step (mins): 80.6 0.55 7.80 0.65 0.43 5.16 VTAT N HE A M Project Details Visual OTTHYMO Model Parameter Calculations (StandHYD) Prepared By TOBM - Master Drainage Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM 2021-09-14 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: Pervious Area (ha): GSCA 6109 15.59 30% 10.96 Average Curve Number (CN) and Initial Abstraction (IA) for Pervious Area Soil Symbol Ets Soil Series Eastport Hydrologic Soils Group A Soil Texture Sand Runoff Coefficient Type 1 Area (ha) 10.96 Percentage of Catchment 100% Land Cover Category IA A (ha) CN A (ha) CN A (ha) CN A (ha) CN Impervious 2 100 Gravel 3 89 Woodland 10 0.03 32 Pasture/Lawns 5 10.93 49 Meadows 8 38 Cultivated 7 62 Waterbody 12 50 Average CN 48.95 Average IA 5.01 Notes CN and IA values have been calculated for the pervious area of the catchment only. Summary Catchment CN: Catchment IA (mm): 49.0 5.02 1, E G I N E R I N G rTATHAM NE Project Details Visual OTTHYMO Model Parameter Calculations (StandHYD) Prepared By TOBM - Master Drainage Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM 2021-09-14 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: Pervious Area (ha): GSCA 14103 8.66 23% 6.69 Average Curve Number (CN) and Initial Abstraction (IA) for Pervious Area Soil Symbol Brs Kc-sh Soil Series Brighton Kemble Hydrologic Soils Group A D Soil Texture Sand Clay Loam or Clay Runoff Coefficient Type 1 3 Area (ha) 3.95 2.75 Percentage of Catchment 59% 41% Land Cover Category IA A (ha) CN A (ha) CN A (ha) CN A (ha) CN Impervious 2 100 100 Gravel 3 89 89 Woodland 10 0.23 32 0.02 79 Pasture/Lawns 5 2.72 49 2.25 84 Meadows 8 38 81 Cultivated 7 1.00 62 0.48 86 Waterbody 12 50 50 AVerage CN 51.30 84.31 Average IA 5.80 5.39 Notes CN and IA values have been calculated for the pervious area of the catchment only. Summary Catchment CN: Catchment IA (mm): 65.0 5.64 rTATHAM NE Project Details Visual OTTHYMO Model Parameter Calculations (StandHYD) Prepared By TOBM - Master Drainage Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM 2021-09-14 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: Pervious Area (ha): GSCA 52103 2.55 24% 1.94 Average Curve Number (CN) and Initial Abstraction (IA) for Pervious Area Soil Symbol Ets Soil Series Eastport Hydrologic Soils Group A Soil Texture Sand Runoff Coefficient Type 1 Area (ha) 1.94 Percentage of Catchment 100% Land Cover Category IA A (ha) CN A (ha) CN A (ha) CN A (ha) CN Impervious 2 100 Gravel 3 89 Woodland 10 1.36 32 Pasture/Lawns 5 0.58 49 Meadows 8 38 Cultivated 7 62 Waterbody 12 50 Average CN 37.08 Average IA 8.51 Notes CN and IA values have been calculated for the pervious area of the catchment only. Summary Catchment CN: Catchment IA (mm): 37.1 8.50 VTAT N HE AME GINE RING Project Details Visual OTTHYMO Model Parameter Calculations (StandHYD) Prepared By TOBM - Master Drainage Plan 121076 Data Sources Detailed Soil Survey Reports for Ontario, GSCA Policies for the Administration of the Development, Interference with Wetlands and Alterations to Shorelines and Watercourses Regulation (2010), MTO Drainage Management Manual (1997) CMM 2021-09-14 Pre -Development Condition Watershed: Catchment ID: Catchment Area (ha): Impervious %: Pervious Area (ha): GSCA 55105 0.66 33% 0.44 Average Curve Number (CN) and Initial Abstraction (IA) for Pervious Area Soil Symbol Vsc Soil Series Vincent Hydrologic Soils Group C Soil Texture Silty Clay Loam Runoff Coefficient Type 3 Area (ha) 0.44 Percentage of Catchment 100% Land Cover Category IA A (ha) CN A (ha) CN A (ha) CN A (ha) CN Impervious 2 100 Gravel 3 89 Woodland 10 73 Pasture/Lawns 5 0.44 79 Meadows 8 76 Cultivated 7 82 Waterbody 12 50 Average CN 79.00 Average IA 5.00 Notes CN and IA values have been calculated for the pervious area of the catchment only. Summary Catchment CN: Catchment IA (mm): 79.0 5.00 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS N D# Area (ha) Flow Length (m) Slope (%) Slope Category Runoff Coefficient Tc (hours) LR Tp (hours) 1101 1.96 165 0.83 <5 0.240 0.64 3 0.43 1102 12.31 930 0.12 <5 0.090 3.37 3 2.25 1104 11.05 850 0.27 <5 0.100 2.44 3 1.63 1105 19.91 900 0.55 <5 0.110 1.97 3 1.31 1107 1.43 205 0.42 <5 0.210 0.92 3 0.61 1108 3.40 500 0.74 <5 0.220 1.18 3 0.79 1109 12.56 1035 0.29 <5 0.170 2.45 3 1.63 1110 4.36 405 0.66 <5 0.130 1.22 3 0.81 1111 6.49 445 0.28 <5 0.160 1.64 3 1.09 1112 5.44 670 0.87 <5 0.210 1.31 3 0.87 1113 6.75 780 1.70 <5 0.150 1.21 3 0.81 1114 8.03 540 3.68 <5 0.110 0.81 3 0.54 1117 9.14 755 2.91 <5 0.150 1.00 3 0.66 1118 8.81 875 1.30 <5 0.350 1.11 3 0.74 1119 8.60 715 1.34 <5 0.450 0.52 3 0.34 1121 16.87 1140 1.55 <5 0.470 0.75 3 0.50 1127 40.92 1550 14.76 >10 0.53 0.59 2 0.30 1129 8.58 585 19.08 >10 0.54 0.25 2 0.12 1132 48.63 1150 16.32 >10 0.53 0.42 2 0.21 1133 25.13 685 1.65 <5 0.420 0.43 3 0.28 1134 39.69 1130 3.90 <5 0.370 0.85 3 0.57 2101 0.76 65 0.14 <5 0.190 0.76 3 0.51 2102 3.46 345 0.18 <5 0.250 1.51 3 1.01 2103 5.08 535 0.40 <5 0.180 1.56 3 1.04 2104 6.84 620 0.52 <5 0.220 1.48 3 0.98 2106 7.30 310 0.35 <5 0.160 1.27 3 0.85 2107 8.98 510 0.28 <5 0.210 1.66 3 1.11 6102 33.17 1199 0.24 <5 0.200 2.73 3 1.82 6103 46.26 3041 0.24 <5 0.19 4.37 3 2.91 6104 11.23 694 0.04 <5 0.140 3.98 3 2.65 6105 13.71 1026 2.74 <5 0.260 1.05 3 0.70 6106 25.17 1372 3.20 <5 0.290 1.11 3 0.74 6108 6.21 480 0.90 <5 0.170 1.15 3 0.76 6110 3.93 452 5.10 5 < s < 10 0.25 0.57 3 0.38 6112 12.20 733 3.07 <5 0.300 0.81 3 0.54 6114 3.32 565 1.60 <5 0.450 0.43 3 0.29 6115 2.49 247 2.45 <5 0.340 0.48 3 0.32 6116 4.94 240 0.66 <5 0.400 0.68 3 0.45 6124 19.99 1023 21.00 >10 0.55 0.39 2 0.20 6125 10.13 880 24.40 >10 0.55 0.35 2 0.18 6126 4.85 553 29.00 >10 0.57 0.23 2 0.11 6127 15.86 1210 18.00 >10 0.57 0.49 2 0.24 6129 6.90 900 17.00 >10 0.36 0.47 2 0.24 6131 47.84 1007 2.78 <5 0.200 1.11 3 0.74 6136 8.14 908 1.83 <5 0.440 0.62 3 0.41 6137 3.99 247 2.54 <5 0.380 0.45 3 0.30 6143 2.50 308 14.03 >10 0.59 0.16 2 0.08 6144 50.67 2040 9.90 5 < s < 10 0.39 0.82 3 0.55 6145 80.73 1641 3.04 <5 0.360 1.13 3 0.75 6148 10.56 1026 18.60 >10 0.58 0.43 2 0.21 6149 6.91 734 23.00 >10 0.4 0.37 2 0.18 6150 20.54 995 21.20 >10 0.57 0.38 2 0.19 7103 3.44 539 1.79 <5 0.250 0.88 3 0.59 7104 1.02 45 4.60 <5 0.230 0.19 3 0.13 7105 11.64 691 4.70 <5 0.190 0.78 3 0.52 7107 11.88 846 4.00 <5 0.310 0.79 3 0.53 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS 'N D# 7108 Area (ha) 6.03 Flo v 'ength (m) 544 ope ' `) 3.03 Slope Category Runoff Coefficient 0.440 0.35 LR 3 Tp (hours) 0.23 <5 7111 29.70 822 22.60 >10 0.55 0.30 2 0.15 7112 4.96 726 24.00 >10 0.62 0.31 2 0.16 7113 37.52 2175 11.75 >10 0.55 0.88 2 0.44 7114 40.75 1376 14.38 >10 0.54 0.53 2 0.26 8101 2.51 133 2.50 <5 0.280 0.38 3 0.25 8102 17.09 1135 4.00 <5 0.290 0.94 3 0.63 9103 8.44 494 6.00 5 < s < 10 0.210 0.60 3 0.40 9104 14.51 1124 4.20 <5 0.38 0.82 3 0.54 9107 4.18 248 3.50 <5 0.390 0.40 3 0.27 9108 2.08 253 2.10 <5 0.400 0.47 3 0.32 9109 11.11 591 25.00 >10 0.56 0.23 2 0.12 9110 30.14 1345 15.70 >10 0.41 0.52 2 0.26 9111 88.29 1516 3.10 <5 0.370 1.06 3 0.71 9113 10.17 500 24.00 >10 0.57 0.20 2 0.10 10105 6.71 500 6.20 5 < s < 10 0.21 0.59 3 0.39 10107 1.63 386 3.60 <5 0.3 0.56 3 0.37 10108 1.44 229 2.60 <5 0.440 0.17 3 0.12 10110 35.01 991 20.00 >10 0.56 0.36 2 0.18 14105 1.70 189 3.40 <5 0.390 0.35 3 0.24 14106 1.75 207 3.40 <5 0.370 0.38 3 0.25 14108 3.22 604 24.10 >10 0.56 0.27 2 0.14 14109 4.92 385 17.00 >10 0.52 0.18 2 0.09 14110 54.33 1696 6.90 5 < s < 10 0.59 0.73 3 0.49 15103 2.96 312 3.60 <5 0.180 0.58 3 0.39 15104 5.72 380 6.75 5 < s < 10 0.320 0.44 3 0.29 15105 8.26 405 5.40 5 <s < 10 0.39 0.45 3 0.30 15110 16.10 1200 13.72 >10 0.59 0.51 2 0.26 15111 17.69 1189 17.30 >10 0.54 0.48 2 0.24 18103 17.65 619 5.63 5 < s < 10 0.33 0.59 3 0.39 19102 19.48 1031 4.15 <5 0.250 0.93 3 0.62 19103 1.53 182 2.75 <5 0.280 0.43 3 0.29 19106 3.05 271 12.00 >10 0.35 0.30 2 0.15 19108 12.54 795 20.00 >10 0.55 0.32 2 0.16 19109 9.77 751 17.80 >10 0.53 0.32 2 0.16 19110 64.18 1546 8.23 5 < s < 10 0.44 0.64 3 0.42 19111 17.44 369 10.00 5 < s< 10 0.52 0.17 2 0.08 19112 16.85 839 19.50 >10 0.53 0.33 2 0.17 19113 21.39 1183 10.80 >10 0.35 0.64 2 0.32 19114 22.59 622 7.70 5 < s < 10 0.47 0.29 3 0.19 19115 64.48 1908 4.20 <5 0.420 0.90 3 0.60 19116 9.08 264 5.70 5 < s < 10 0.52 0.14 3 0.09 19117 22.76 1265 4.47 <5 0.5 0.65 3 0.43 19118 27.86 930 7.25 5 < s < 10 0.5 0.43 3 0.28 19119 13.37 818 4.10 <5 0.3 0.78 3 0.52 21102 1.50 203 1.42 <5 0.2 0.60 3 0.40 21103 5.01 338 0.70 <5 0.2 1.00 3 0.67 21104 27.16 1322 15.70 >10 0.4 0.52 2 0.26 21105 20.37 1311 14.86 >10 0.6 0.54 2 0.27 21106 12.59 619 5.90 5 < s < 10 0.3 0.64 3 0.43 21107 4.14 289 5.00 5 < s< 10 0.3 0.46 3 0.31 21110 2.37 390 29.00 >10 0.6 0.17 2 0.09 21111 7.53 392 33.00 >10 0.6 0.15 2 0.08 21112 22.53 1341 13.80 >10 0.5 0.55 2 0.28 22103 10.11 552 0.53 <5 0.2 1.39 3 0.92 22104 42.49 1350 15.80 >10 0.3 0.68 2 0.34 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS N` a 23101 re.`(h.) 15.09 v �'" 1910 ••e ') 12.25 51••eC.t-:•ry Run•ffC•-ffici-nt 0.3 Tc(h• 0.81 L 2 T. (h.urs) 0.41 >10 24101 21.57 1490 16.00 >10 0.3 0.68 2 0.34 25103 29.82 1400 17.00 >10 0.6 0.54 2 0.27 25104 13.54 1075 21.60 >10 0.4 0.43 2 0.21 25106 9.74 838 25.30 >10 0.4 0.39 2 0.19 26104 27.80 1005 23.18 >10 0.6 0.37 2 0.18 26105 75.99 2279 11.20 >10 0.5 0.87 2 0.43 28102 6.30 878 20.93 >10 0.4 0.44 2 0.22 28103 2.64 375 1.33 <5 0.3 0.75 3 0.50 28104 16.73 878 25.90 >10 0.5 0.33 2 0.16 28105 4.12 483 19.00 >10 0.4 0.32 2 0.16 28106 6.15 655 31.40 >10 0.5 0.26 2 0.13 28107 5.76 456 36.50 >10 0.5 0.18 2 0.09 28108 11.06 758 21.50 >10 0.5 0.31 2 0.15 29102 6.91 716 10.86 >10 0.3 0.56 2 0.28 29104 5.52 371 15.60 >10 0.3 0.34 2 0.17 30101 21.12 874 22.40 >10 0.3 0.46 2 0.23 30102 13.71 722 24.26 >10 0.5 0.28 2 0.14 31103 1.06 77 3.00 <5 0.1 0.32 3 0.21 31104 5.80 773 5.00 5 < s < 10 0.3 0.70 3 0.47 31105 4.94 388 8.00 5 <s < 10 0.2 0.47 3 0.32 31106 10.49 660 6.00 5 < s < 10 0.4 0.56 3 0.38 31107 0.72 157 5.00 5 < s< 10 0.4 0.11 3 0.07 31110 4.57 343 9.36 5 < s < 10 0.6 0.18 3 0.12 31111 54.38 1626 10.57 >10 0.5 0.65 2 0.32 31112 4.79 443 6.00 5 < s < 10 0.5 0.25 3 0.17 31113 8.72 516 1.90 <5 0.5 0.35 3 0.23 31114 1.54 84 5.00 5<s<10 0.2 0.27 3 0.18 31115 4.36 398 8.92 5 <s < 10 0.4 0.38 3 0.25 31117 15.10 998 17.70 >10 0.5 0.41 2 0.20 32102 2.43 48 3.80 <5 0.1 0.23 3 0.15 32103 8.87 484 3.60 <5 0.1 0.77 3 0.51 32104 7.63 669 3.60 <5 0.3 0.70 3 0.47 32105 14.82 892 3.29 <5 0.3 0.83 3 0.56 32106 28.57 1735 10.32 >10 0.6 0.74 2 0.37 32107 47.83 2327 8.87 5 < s < 10 0.5 0.97 3 0.65 32108 9.72 416 3.50 <5 0.4 0.54 3 0.36 32110 75.87 3071 6.30 5 < s < 10 0.4 1.31 3 0.87 32111 15.33 605 3.11 <5 0.4 0.35 3 0.23 32112 63.65 1660 5.50 5 < s < 10 0.5 0.74 3 0.49 32113 68.84 2462 5.94 5 < s< 10 0.6 1.07 3 0.72 32116 0.72 128 6.00 5 < s < 10 0.5 0.09 3 0.06 32117 28.18 1302 13.16 >10 0.6 0.53 2 0.26 34101 1.76 149 1.77 <5 0.3 0.47 3 0.31 34106 7.37 772 4.04 <5 0.2 0.83 3 0.55 34107 5.03 480 3.32 <5 0.1 0.78 3 0.52 34109 8.04 225 1.16 <5 0.4 0.57 3 0.38 34110 6.32 243 0.86 <5 0.3 0.69 3 0.46 34111 40.10 1322 3.00 <5 0.3 1.10 3 0.73 34112 7.54 350 1.75 <5 0.3 0.69 3 0.46 34113 37.21 1544 3.18 <5 0.5 0.81 3 0.54 34114 40.50 1197 1.75 <5 0.4 1.11 3 0.74 34115 19.36 436 2.64 <5 0.5 0.25 3 0.17 34116 63.92 1094 1.75 <5 0.5 0.61 3 0.41 34117 56.51 1504 3.20 <5 0.5 0.76 3 0.50 34118 33.45 1141 4.15 <5 0.5 0.57 3 0.38 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS N' e# Area (ha) Flo v 'ength (m) 'lope'' ) Slope Category Runoff Coefficient Tc (hour) LR TITMENTY7 34119 29.70 1604 4.25 <5 0.5 0.81 3 0.54 34120 17.19 600 5.50 5 < s < 10 0.5 0.30 3 0.20 34121 3.55 550 1.57 <5 0.2 1.01 3 0.67 34122 3.26 119 1.18 <5 0.2 0.48 3 0.32 34124 6.30 725 4.23 <5 0.2 0.80 3 0.53 34125 6.91 400 7.52 5 < s < 10 0.1 0.55 3 0.36 34127 5.11 271 1.33 <5 0.4 0.59 3 0.39 34128 31.73 1325 1.40 <5 0.3 1.49 3 0.99 34129 21.10 1026 3.77 <5 0.5 0.55 3 0.37 40101 3.09 155 2.60 <5 0.2 0.43 3 0.29 40102 3.55 478 0.30 <5 0.2 1.56 3 1.04 40104 27.46 707 4.64 <5 0.2 0.83 3 0.55 40105 7.22 733 4.38 <5 0.2 0.80 3 0.53 40106 8.15 650 4.60 <5 0.2 0.77 3 0.51 40107 11.41 583 0.95 <5 0.2 1.23 3 0.82 40108 17.12 330 0.34 <5 0.3 1.10 3 0.73 40109 28.70 1026 1.00 <5 0.3 1.36 3 0.90 40110 52.17 2103 0.67 <5 0.4 1.99 3 1.33 40111 37.14 1237 0.76 <5 0.2 1.82 3 1.21 40112 36.26 1313 3.44 <5 0.4 0.68 3 0.45 41101 1.99 129 1.65 <5 0.2 0.46 3 0.31 41102 3.14 97 2.12 <5 0.2 0.40 3 0.26 41103 2.39 218 2.00 <5 0.1 0.63 3 0.42 42101 1.19 130 0.40 <5 0.3 0.70 3 0.47 42104 4.91 316 0.63 <5 0.2 1.04 3 0.69 42105 25.29 827 1.51 <5 0.2 1.23 3 0.82 50101 4.39 355 2.60 <5 0.2 0.68 3 0.45 50102 16.49 866 1.21 <5 0.3 1.23 3 0.82 50103 5.87 411 1.45 <5 0.2 0.87 3 0.58 50104 5.34 417 6.44 5 < s < 10 0.3 0.49 3 0.32 50106 2.46 184 0.01 <5 0.5 0.40 3 0.27 50108 19.20 962 1.23 <5 0.4 1.18 3 0.79 50109 0.45 168 1.27 <5 0.5 0.16 3 0.11 50110 0.66 168 2.61 <5 0.5 0.14 3 0.09 50113 46.31 1061 17.06 >10 0.6 0.39 2 0.19 50114 101.01 1640 4.75 <5 0.3 1.01 3 0.68 50115 53.78 1673 12.70 >10 0.5 0.64 2 0.32 50116 38.27 1142 5.17 5 < s < 10 0.4 0.54 3 0.36 50117 32.35 1121 0.27 <5 0.3 2.16 3 1.44 50118 53.03 1570 1.01 <5 0.3 1.67 3 1.12 50119 69.20 1386 0.80 <5 0.3 1.65 3 1.10 50120 12.03 677 1.63 <5 0.5 0.45 3 0.30 50121 58.14 2024 7.40 5 < s< 10 0.1 1.21 3 0.81 50122 121.43 2250 8.00 5 < s < 10 0.4 0.93 3 0.62 50123 20.89 694 3.34 <5 0.4 0.71 3 0.47 50124 31.88 1444 2.40 <5 0.4 1.11 3 0.74 50125 27.82 815 5.50 5 < s< 10 0.3 0.68 3 0.45 50126 16.03 610 6.00 5 < s < 10 0.3 0.58 3 0.39 50127 122.41 2171 8.17 5 < s< 10 0.4 0.89 3 0.59 50128 63.02 1600 4.00 <5 0.4 1.00 3 0.67 50129 116.24 1734 10.76 >10 0.5 0.64 2 0.32 50130 34.38 1492 10.78 >10 0.6 0.62 2 0.31 50131 100.97 1703 10.20 >10 0.4 0.75 2 0.38 50132 93.74 2320 7.20 5 < s < 10 0.3 1.09 3 0.73 50133 44.86 934 1.53 <5 0.3 1.11 3 0.74 50134 82.53 1644 6.12 5 < s < 10 0.4 0.88 3 0.59 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS 'NHYD# 50135 Area (ha) 98.20 PloW'l.ength (mom 1915 S opeTV 2.50 Slope Category Runoff Coefficient 0.3 Tc (hours) 1.46 LR 3 Trtfrarnr 0.97 <5 50136 25.21 914 0.47 <5 0.2 1.92 3 1.28 50137 92.15 1184 5.66 5 <s < 10 0.3 0.86 3 0.57 50138 32.92 809 5.45 5 < s < 10 0.3 0.75 3 0.50 50139 55.05 1182 4.66 <5 0.2 0.98 3 0.65 50140 26.38 646 3.16 <5 0.2 0.81 3 0.54 50141 41.88 1124 8.00 5 <s < 10 0.4 0.48 3 0.32 51101 1.49 149 0.01 <5 0.2 2.60 3 1.74 51102 4.26 481 0.88 <5 0.2 1.17 3 0.78 51103 78.45 1870 1.95 <5 0.3 1.56 3 1.04 51104 1.42 185 1.18 <5 0.1 0.70 3 0.47 51105 11.71 709 4.09 <5 0.1 0.88 3 0.59 51106 23.61 1543 2.00 <5 0.3 1.41 3 0.94 51107 1.36 161 2.89 <5 0.3 0.39 3 0.26 51108 23.78 1224 1.72 <5 0.3 1.35 3 0.90 51109 10.11 607 2.54 <5 0.3 0.75 3 0.50 51110 38.26 818 1.39 <5 0.3 1.18 3 0.79 51111 42.66 1494 0.83 <5 0.4 1.56 3 1.04 51112 42.74 1272 0.71 <5 0.2 1.91 3 1.27 51113 86.42 1536 1.48 <5 0.3 1.48 3 0.99 51114 45.49 1799 0.50 <5 0.4 2.17 3 1.45 51115 16.61 554 3.66 <5 0.4 0.31 3 0.20 51116 38.70 1629 1.87 <5 0.5 0.95 3 0.63 51117 30.71 915 1.60 <5 0.2 1.22 3 0.82 51118 19.40 588 0.77 <5 0.3 1.22 3 0.81 51119 34.16 1070 1.18 <5 0.3 1.38 3 0.92 51120 34.04 1310 2.18 <5 0.4 1.06 3 0.71 51121 27.59 1453 2.40 <5 0.5 0.83 3 0.55 51122 18.77 1057 1.25 <5 0.3 1.26 3 0.84 51123 82.43 1885 2.13 <5 0.4 0.99 3 0.66 51124 26.69 997 3.33 <5 0.4 0.54 3 0.36 51125 21.55 1199 1.32 <5 0.4 1.22 3 0.81 51126 46.54 917 2.34 <5 0.5 0.50 3 0.33 51127 18.32 672 2.21 <5 0.4 0.41 3 0.27 51128 64.06 1495 2.35 <5 0.4 0.79 3 0.53 51129 30.52 850 3.90 <5 0.5 0.44 3 0.29 51130 39.07 1021 2.48 <5 0.4 0.56 3 0.37 51131 92.16 2459 4.57 <5 0.5 1.10 3 0.73 51132 28.94 1324 6.07 5 <s < 10 0.5 0.63 3 0.42 51133 33.74 1205 2.61 <5 0.5 0.66 3 0.44 51134 32.84 1139 2.72 <5 0.5 0.62 3 0.42 51135 86.48 2732 4.46 <5 0.5 1.23 3 0.82 51136 41.35 1650 1.77 <5 0.4 0.96 3 0.64 51137 45.18 1496 4.42 <5 0.4 0.72 3 0.48 51138 18.30 555 3.98 <5 0.5 0.30 3 0.20 51139 75.22 2826 4.52 <5 0.5 1.29 3 0.86 51140 90.39 2961 4.36 <5 0.5 1.34 3 0.89 51141 27.84 999 2.73 <5 0.4 0.91 3 0.61 51142 70.43 2114 6.26 5 < s < 10 0.6 0.91 3 0.61 51143 40.27 1452 3.26 <5 0.5 0.75 3 0.50 51144 89.49 1933 5.35 5 < s< 10 0.5 0.84 3 0.56 51145 115.45 2467 5.00 5 < s < 10 0.4 1.06 3 0.70 51146 44.75 1351 4.35 <5 0.5 0.65 3 0.44 51147 9.88 830 7.95 5 < s < 10 0.5 0.41 3 0.28 51148 58.62 1296 3.20 <5 0.4 0.65 3 0.43 51149 46.86 1553 2.47 <5 0.4 0.84 3 0.56 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS IliViYD# 51150 Area (ha) 52.76 length (mom iope ) 1888 4.05 Slope Category Runoff Coefficient 0.4 Tc (hours) 1.07 LR 3 Tp (hours) 0.71 <5 51151 67.63 1881 2.12 <5 0.4 1.34 3 0.89 51152 45.14 2035 3.44 <5 0.4 1.22 3 0.82 51153 30.73 1086 6.18 5 < s < 10 0.4 0.73 3 0.48 51155 96.29 1564 2.18 <5 0.3 1.33 3 0.89 51156 16.82 784 0.40 <5 0.3 1.56 3 1.04 51157 63.79 1154 0.87 <5 0.5 0.74 3 0.50 51158 48.35 1881 0.75 <5 0.4 1.28 3 0.86 51159 67.11 2191 5.91 5<s<10 0.5 0.96 3 0.64 51160 17.68 723 4.46 <5 0.5 0.38 3 0.25 51161 102.52 3306 4.34 <5 0.5 1.47 3 0.98 51162 58.96 1443 7.21 5 < s < 10 0.5 0.61 3 0.41 51163 26.47 1053 6.38 5 <s < 10 0.7 0.50 3 0.33 51164 32.92 1081 5.73 5 < s < 10 0.6 0.51 3 0.34 51165 92.54 2152 4.00 <5 0.5 0.99 3 0.66 51166 55.18 1222 6.47 5 < s < 10 0.6 0.54 3 0.36 51167 47.01 983 4.32 <5 0.5 0.47 3 0.32 51168 75.58 2291 3.26 <5 0.5 1.11 3 0.74 51169 31.02 1102 5.08 5 < s< 10 0.5 0.54 3 0.36 51170 45.15 1069 5.73 5 < s < 10 0.5 0.49 3 0.33 51171 10.96 699 3.09 <5 0.4 0.70 3 0.47 51172 30.51 994 2.81 <5 0.3 1.04 3 0.69 51173 41.61 1479 0.94 <5 0.3 1.71 3 1.14 51174 74.74 1808 0.91 <5 0.4 1.76 3 1.18 51175 67.55 1988 1.25 <5 0.4 1.69 3 1.13 51176 74.96 2041 1.37 <5 0.3 1.73 3 1.15 51177 53.13 1234 0.19 <5 0.3 2.66 3 1.77 51178 16.16 816 1.50 <5 0.3 1.03 3 0.69 51179 95.27 2372 3.59 <5 0.4 1.23 3 0.82 52102 1.08 86 3.30 <5 0.2 0.32 3 0.22 52105 14.05 784 2.58 <5 0.1 1.07 3 0.71 52107 11.31 606 1.12 <5 0.3 1.04 3 0.70 52108 35.97 981 0.93 <5 0.2 1.55 3 1.03 52109 15.00 889 0.98 <5 0.2 1.45 3 0.97 52110 52.35 1115 1.00 <5 0.2 1.61 3 1.08 52111 79.79 2131 0.68 <5 0.2 2.48 3 1.65 52112 5.23 307 2.46 <5 0.1 0.69 3 0.46 52113 1.36 38 0.25 <5 0.1 0.53 3 0.35 52114 5.23 413 0.70 <5 0.1 1.22 3 0.81 52115 2.89 201 1.17 <5 0.1 0.72 3 0.48 52116 51.17 603 4.48 <5 0.2 0.74 3 0.49 52117 16.65 1069 1.09 <5 0.2 1.62 3 1.08 54101 4.72 365 4.24 <5 0.3 0.52 3 0.34 54102 5.04 338 3.27 <5 0.3 0.53 3 0.35 54104 4.81 353 1.15 <5 0.3 0.76 3 0.51 54105 7.01 288 1.99 <5 0.2 0.67 3 0.45 54106 7.99 430 1.23 <5 0.3 0.88 3 0.59 54110 7.80 522 0.81 <5 0.2 1.16 3 0.77 54112 5.14 497 0.69 <5 0.2 1.23 3 0.82 54115 5.24 345 1.68 <5 0.2 0.73 3 0.49 54116 6.58 287 1.85 <5 0.3 0.62 3 0.42 54118 8.30 413 1.51 <5 0.2 0.87 3 0.58 54119 2.52 352 0.85 <5 0.2 0.97 3 0.65 54120 8.48 301 2.75 <5 0.3 0.57 3 0.38 54121 17.50 565 1.55 <5 0.2 0.97 3 0.65 54122 17.65 738 1.95 <5 0.2 1.03 3 0.69 THE TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN TIME TO PEAK CALCULATIONS 54123 Area (ha) 44.85 i=ToIi Length (mom 1705 S ope I%) 2.48 Slope Category Runoff Coefficient 0.4 Tc (hours) 1.25 LR 3 TrtrEEMT 0.83 <5 54124 47.13 1359 1.69 <5 0.3 1.35 3 0.90 54125 67.23 1801 3.21 <5 0.5 0.89 3 0.59 54126 32.38 1553 1.99 <5 0.4 1.23 3 0.82 54127 61.00 2224 3.31 <5 0.5 1.10 3 0.73 54128 44.39 1736 3.09 <5 0.4 0.90 3 0.60 54129 86.56 2132 3.70 <5 0.5 1.00 3 0.67 54130 11.60 407 1.04 <5 0.3 0.90 3 0.60 54131 5.01 439 1.09 <5 0.2 0.96 3 0.64 54132 61.81 1441 0.75 <5 0.2 2.00 3 1.33 54133 53.40 2482 3.93 <5 0.4 1.21 3 0.80 54134 60.31 2306 4.22 <5 0.5 1.09 3 0.73 54135 20.20 1030 0.80 <5 0.2 1.63 3 1.09 54136 41.31 1073 2.94 <5 0.4 0.89 3 0.59 54137 7.23 773 2.34 <5 0.2 1.04 3 0.69 54138 33.58 1097 4.62 <5 0.5 0.54 3 0.36 54139 24.68 921 7.27 5 <s < 10 0.5 0.43 3 0.28 54140 140.56 2064 4.06 <5 0.5 0.90 3 0.60 54141 100.42 1805 4.90 <5 0.3 1.05 3 0.70 54142 61.50 1638 4.83 <5 0.4 0.75 3 0.50 54143 68.12 1227 3.01 <5 0.5 0.61 3 0.41 54144 18.20 718 0.51 <5 0.2 1.58 3 1.05 54146 7.30 216 1.34 <5 0.2 0.64 3 0.43 54147 40.41 1342 1.48 <5 0.3 1.49 3 0.99 54148 2.30 300 0.39 <5 0.3 1.01 3 0.68 54151 7.87 417 0.37 <5 0.3 1.28 3 0.85 54152 2.07 175 1.11 <5 0.2 0.60 3 0.40 54153 4.47 434 0.65 <5 0.2 1.19 3 0.79 54154 4.75 319 1.00 <5 0.2 0.90 3 0.60 54155 44.53 1653 1.33 <5 0.4 1.49 3 0.99 54156 88.01 1726 1.22 <5 0.2 1.86 3 1.24 54158 11.90 905 1.57 <5 0.2 1.23 3 0.82 54163 45.14 1469 1.76 <5 0.2 1.52 3 1.01 55102 13.79 876 4.40 <5 0.3 0.77 3 0.51 55103 18.25 1162 3.82 <5 0.5 0.63 3 0.42 55104 1.22 261 1.73 <5 0.5 0.22 3 0.15 55107 25.89 844 1.36 <5 0.5 0.54 3 0.36 55109 7.20 658 14.82 >10 0.6 0.30 3 0.20 55110 43.33 2035 6.30 5 < s< 10 0.6 0.92 3 0.61 55111 48.26 1536 8.50 5 < s < 10 0.6 0.65 3 0.43 60102 14.21 912 4.25 <5 0.3 0.82 3 0.55 60103 4.31 380 6.60 5 < s < 10 0.1 0.55 3 0.36 61104 7.98 636 5.83 5 < s< 10 0.2 0.70 3 0.46 61105 1.87 310 7.30 5<s<10 0.2 0.46 3 0.31 61107 11.99 718 22.70 >10 0.6 0.28 2 0.14 61108 11.46 1273 17.00 >10 0.6 0.54 2 0.27 61109 5.67 476 27.60 >10 0.5 0.20 2 0.10 61110 7.94 640 2.30 <5 0.5 0.42 3 0.28 61111 1.90 87 6.60 5<s<10 0.3 0.22 3 0.15 61115 0.53 115 15.80 >10 0.3 0.19 3 0.13 TATHAM E N G I N E E R I N G PROJECT SUBJECT Town of The Blue Mountains Drainage Master Plan DivertHyd Rating Curves FILE DATE NAME PAGE 121076 2021-09-21 DAM 1 OF 5 Watercourse 28, 29 Flow Split Rating Curve Source reference: HEC-RAS hydraulic model Total Flow Watercourse 28 Flow Watercourse 29 Flow 0.00 0.00 0.00 0.67 0.36 0.31 1.09 0.54 0.55 1.17 0.57 0.59 1.52 0.75 0.77 1.99 1.05 0.94 2.34 1.27 1.07 2.70 1.46 1.24 I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\VO\DivertHyd Splits\Flow Split Summary TATHAM E N G I N E E R I N G PROJECT SUBJECT Town of The Blue Mountains Drainage Master Plan DivertHyd Rating Curves FILE DATE NAME PAGE 121076 2021-09-21 JM 1 OF 5 Grey Road 19 at Kandahar Lane Flow Split Rating Curve Source reference: PCSWMM hydraulic model Total Flow Kandahar Lane Flow Grey Road 19 Flow 0.000 0.000 0.000 1.100 0.004 1.096 1.642 0.341 1.301 2.245 0.865 1.380 2.748 1.316 1.432 5.262 3.665 1.598 6.270 4.299 1.971 I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\VO\DivertHyd Splits\Flow Split Summary TATHAM E N G I N E E R I N G PROJECT SUBJECT Town of The Blue Mountains Drainage Master Plan DivertHyd Rating Curves FILE DATE NAME PAGE 121076 2021-09-21 JM 1 OF 5 Sleepy Hollow Road Sewer at Kitzbuhl Crescent Flow Split Rating Curve Source reference: PCSWMM hydraulic model Total Flow Kitzbuhl Crescent Flow !Sleepy Hollow Road Flo 0.000 0.000 0.000 0.290 0.213 0.077 0.502 0.420 0.082 1.016 0.925 0.091 2.101 1.998 0.104 3.698 3.581 0.117 4.807 4.683 0.125 6.108 5.976 0.132 7.002 6.856 0.146 I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\VO\DivertHyd Splits\Flow Split Summary TATHAM E N G I N E E R I N G PROJECT SUBJECT Town of The Blue Mountains Drainage Master Plan DivertHyd Rating Curves FILE DATE NAME PAGE 121076 2021-09-21 JM 1 OF 5 Grey Road 19 (Ditch North of Sleepy Hollow Road) Flow Split Rating Curve Source reference: PCSWMM hydraulic model Total Flow NE Ditch Flow N Ditch Flow 0.000 0.000 0.000 0.022 0.015 0.007 0.089 0.059 0.030 0.125 0.082 0.043 0.366 0.225 0.140 0.694 0.409 0.285 0.814 0.465 0.349 I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\VO\DivertHyd Splits\Flow Split Summary TATHAM E N G I N E E R I N G PROJECT SUBJECT Town of The Blue Mountains Drainage Master Plan DivertHyd Rating Curves FILE DATE NAME PAGE 121076 2021-09-21 JM 1 OF 5 George Mcrae Road (Sewer) Flow Split Rating Curve Source reference: PCSWMM hydraulic model Total Flow Sewer Flow Flow to Watercourse 31 0.00 0.00 0.00 0.029 0.027 0.002 0.184 0.171 0.013 0.468 0.286 0.182 0.718 0.352 0.366 I:\2021Projects\121076 - TOBM Drainage Master Plan\Design\VO\DivertHyd Splits\Flow Split Summary Appendix I: Beaver River Hydrology V TNA T H� A, M Project Details TOBM Drainage Master Plan 1121076 Beaver River Flow Data Prepared By Jonathan Paul 'October 29, 2021 Station Name Beaver River Near Clarksburg Station Number 02BF009 Latitute 44.51986 Longitude -80.46778 Drainage Area 587 km2 Beaver River Flow Raw Data Maximum Instantaneous Year Date Time Discharge Maximum Instantaneous Year Date Time Discharge (mm/dd) (m3/s) (mm/dd) (m3/s) 1957 12/20 23:00 51 1989 -'7f/,;il, 3/12 19:20 ify/ ity 79.5 1958 3/29 19:30 19.4 1990 1959 4/5 21:00 47.6 1991 3/28 5:00 44.9 1960 Cif0/71 /->00////fr��00% ///fr��%%0%D//71„ zi/ 1992 3/10 3:45 67.5 1961 3/27 19:00 31.4 1993 1/5 %%�/O�/O%O%1�O�//O%%//D�/��%0000//D„/% 11/11 5:59 19:08) •��%�J%O���O!%��� 52.7 30.9 //%J%O�%l//%/���/d/i/,%/�000//d,' i/ 000%///'''),(?); '/ G �%l f4 ate % 1962 12/7 0:01 45.3 1994 1963 3/26 20:00 54.4 1995 1964 0000,%00�0%/0//d0,%//000/ ///%%/�4////1%OOD//// %i,%O��li%//%,3,%/X00%/////, i•OHO,X/00/di,%/X00%OidD//�%l/2%��O!%��/. %%//O/////////%3�O/////�%/�/���/////////6%0/�//r%v i,%/�O/7 ,,,w'%i,%O��O!%��/di,%000//. 1- 1965 1997 21‘ 4aii 4i / 1966 2/10 18:30 68.5 1998 '/9 P7%//O%DO77OdG%7sO-77OG%%%///%DO7z //y��DO//%�%O //mss 15:31 62.5 -P,77 DAB//r Yi G%��D1 1 1967 7/10 16:30 54.4 1999 1968 1968 2/2 12:40 79 2000 1969 4/18 5:15 45.6 2001 4/8 20:03 46.5 1970 4/9 3:15 47.9 2002 3/10 0:55 44 1971 3/15 20:55 54.4 2003 3/25 18:30 40.7 1972 4/14 20:36 58.6 2004 3/5 18:30 77.3 1973 3/30 12:44 45.6 2005 1/13 20:35 46.1 1974 4/4 1:38 80.4 2006 3/13 12:00 96.7 1975 4/19 3:48 81.8 2007 3/22 14:26 75.8 1976 3/21 2:55 68.8 2008 12/28 2:06 104 1977 3/13 5:21 96.3 2009 2/12 9:36 72.5 1978 4/1 16:16 44.7 2010 ��� „h 'JAI," 1979 4/14 0:03 66.5 2011 1/1 20:02 64.7 1980 3/21 14:14 64.5 2012 10/30 7:01 53.4 1981 2/18 23:11 63.4 2013 1/30 9:20 61.7 1982 3/31 18:30 72.9 2014 4/14 18:30 67.6 1983 11/20 23:39 29.1 2015 4/2 21:35 29.5 1984 12/29 11:30 55.8 2016 4/1 0:15 115 1985 4/5 19:03 63.8 2017 5/6 %00‘;sDO���OOo%�qt,lr-5yy��O�i 4/20 21:35 21:25 82.3 69.2 1986 9/30 0:59 70.7 2018 1987 4/5 8:03 47.8 2019 1988 11/10 11:10 40.9 2020 3/10 11:25 56.1 Bulletin 17B Frequency Analysis 28 Sep 2021 10:36 AM - -- Input Data --- Analysis Name: BR_17B Description: Bulletin 17B analysis of Beaver River annual peak flows Data Set Name: Beaver River Annual Peaks -FLOW -PEAK DSS File Name: I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\Beaver River Flow Analysis\Beaver River Annual Peak Flows Analysis\BR_Annual_Peaks\BR_Annual_ Peaks.dss DSS Pathname: ///FLOW-PEAK/01jan1900/IR-CENTURY// Report File Name: I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\Beaver River Flow Analysis\Beaver River Annual Peak Flows Analysis\BR Annual Peaks\Bulletinl7Results\BR_17B\BR_17B.rpt XML File Name: I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\Beaver River Flow Analysis\Beaver River Annual Peak Flows Analysis\BR Annual Peaks\Bulletinl7Results\BR 17B\BR 17B.xml Start Date: End Date: Skew Option: Use Station Skew Regional Skew: -Infinity Regional Skew MSE: -Infinity Plotting Position Type: Median Upper Confidence Level: 0.05 Lower Confidence Level: 0.95 Display ordinate values using 1 digits in fraction part of value - -- End of Input Data --- - -- Preliminary Results --- « Skew Weighting Based on 54 events, mean -square error of station skew = 0.143 Mean -square error of regional skew = -? « Frequency Curve » Beaver River Annual Peaks -FLOW -PEAK Computed Curve FLOW, m3/s 117.5 111.9 107.1 101.7 93.3 85.7 76.5 59.2 43.5 36.3 30.8 22.1 Percent Chance Exceedance 0.2 0.5 1.0 2.0 5.0 10.0 20.0 50.0 80.0 90.0 95.0 99.0 I I Confidence Limits 0.05 FLOW, m3/s 0.95 I 137.9 130.3 123.9 116.7 105.7 95.9 84.4 64.0 47.3 39.9 34.5 25.6 103.9 99.5 95.7 91.4 84.5 78.2 70.3 54.8 39.5 32.2 26.7 18.1 « Systematic Statistics » Beaver River Annual Peaks -FLOW -PEAK Log Transform: I FLOW, m3/s Number of Events Mean Standard Dev Station Skew Regional Skew Weighted Skew Adopted Skew 1.757 0.148 - 0.646 - 0.646 Historic Events High Outliers Low Outliers Zero Events Missing Events Systematic Events 0 0 0 0 0 54 --- End of Preliminary Results --- • Low Outlier Test » Based on 54 events, 10 percent outlier test deviate K(N) = 2.798 Computed low outlier test value = 22 1 low outlier(s) identified below test value of 22 Statistics and frequency curve adjusted for 1 low outlier(s) « Systematic Statistics » Beaver River Annual Peaks -FLOW -PEAK Log Transform: FLOW, m3/s Mean 1.765 Standard Dev 0.134 Station Skew -0.238 Regional Skew Weighted Skew --- Adopted Skew -0.646 « High Outlier Test » Number of Events Historic Events 0 High Outliers 0 Low Outliers 1 Zero Events 0 Missing Events 0 Systematic Events 54 Based on 53 events, 10 percent outlier test deviate K(N) = 2.79 Computed high outlier test value = 138.03 0 high outlier(s) identified above test value of 138.03 Note: Statistics and frequency curve were modified using conditional probablity adjustment. --- Final Results --- « Plotting Positions » Beaver River Annual Peaks -FLOW -PEAK Events Analyzed FLOW Day Mon Year m3/s 19 Dec 1957 28 Mar 1958 04 Apr 1959 26 Mar 1961 06 Dec 1962 25 Mar 1963 11 Apr 1965 09 Feb 1966 09 Jul 1967 01 Feb 1968 17 Apr 1969 08 Apr 1970 14 Mar 1971 13 Apr 1972 29 Mar 1973 03 Apr 1974 18 Apr 1975 20 Mar 1976 12 Mar 1977 51.0 19.4 47.6 31.4 45.3 54.4 60.0 68.5 54.4 79.0 45.6 47.9 54.4 58.6 45.6 80.4 81.8 68.8 96.3 Ordered Events Water FLOW Median Rank Year m3/s Plot Pos 1 2016 115.0 1.29 2 2009 104.0 3.12 3 2006 96.7 4.96 4 1977 96.3 6.80 5 2017 82.3 8.64 6 1975 81.8 10.48 7 1974 80.4 12.32 8 1990 79.5 14.15 9 1968 79.0 15.99 10 2004 77.3 17.83 11 2007 75.8 19.67 12 1982 72.9 21.51 13 2009 72.5 23.35 14 1986 70.7 25.18 15 2019 69.2 27.02 16 1976 68.8 28.86 17 1966 68.5 30.70 18 2014 67.6 32.54 19 1992 67.5 34.37 31 Mar 1978 44.7 20 1979 66.5 36.21 13 Apr 1979 66.5 21 2011 64.7 38.05 20 Mar 1980 64.5 22 1980 64.5 39.89 17 Feb 1981 63.4 23 1985 63.8 41.73 30 Mar 1982 72.9 24 1981 63.4 43.57 19 Nov 1983 29.1 25 1998 62.5 45.40 28 Dec 1984 55.8 26 2013 61.7 47.24 04 Apr 1985 63.8 27 1965 60.0 49.08 29 Sep 1986 70.7 28 1972 58.6 50.92 04 Apr 1987 47.8 29 2020 56.1 52.76 09 Nov 1988 40.9 30 1985 55.8 54.60 11 Mar 1990 79.5 31 1971 54.4 56.43 27 Mar 1991 44.9 32 1967 54.4 58.27 09 Mar 1992 67.5 33 1963 54.4 60.11 04 Jan 1993 52.7 34 2013 53.4 61.95 10 Nov 1995 30.9 35 1993 52.7 63.79 08 Mar 1998 62.5 36 1958 51.0 65.62 07 Apr 2001 46.5 37 1970 47.9 67.46 09 Mar 2002 44.0 38 1987 47.8 69.30 24 Mar 2003 40.7 39 1959 47.6 71.14 04 Mar 2004 77.3 40 2001 46.5 72.98 12 Jan 2005 46.1 41 2005 46.1 74.82 12 Mar 2006 96.7 42 1973 45.6 76.65 21 Mar 2007 75.8 43 1969 45.6 78.49 27 Dec 2008 104.0 44 1963 45.3 80.33 11 Feb 2009 72.5 45 1991 44.9 82.17 31 Dec 2010 64.7 46 1978 44.7 84.01 29 Oct 2012 53.4 47 2002 44.0 85.85 29 Jan 2013 61.7 48 1989 40.9 87.68 13 Apr 2014 67.6 49 2003 40.7 89.52 01 Apr 2015 29.5 50 1961 31.4 91.36 31 Mar 2016 115.0 51 1996 30.9 93.20 05 May 2017 82.3 52 2015 29.5 95.04 19 Apr 2019 69.2 53 1984 29.1 96.87 09 Mar 2020 56.1 54 1958 19.4* 98.71 * Outlier « Skew Weighting » Based on 54 events, mean -square error of station skew = 0.109 Mean -square error of regional skew = -? « Frequency Curve » Beaver River Annual Peaks -FLOW -PEAK Computed Curve FLOW, m3/s Percent Chance Exceedance Confidence Limits 0.05 0.95 I FLOW, m3/s 130.0 120.5 113.0 105.3 94.3 85.3 75.3 58.5 44.8 38.8 34.3 27.0 1 0.2 0.5 1.0 2.0 5.0 10.0 20.0 50.0 80.0 90.0 95.0 99.0 154.2 141.1 131.0 120.6 106.2 94.7 82.3 62.8 48.3 42.2 37.8 30.5 114.3 106.9 101.0 94.8 85.9 78.4 69.8 54.6 41.1 34.9 30.3 22.9 « Synthetic Statistics Beaver River Annual Peaks -FLOW -PEAK Log Transform: FLOW, m3/s Mean 1.763 Standard Dev 0.134 Station Skew -0.211 Regional Skew --- Weighted Skew Adopted Skew -0.211 Number of Events Historic Events 0 High Outliers 0 Low Outliers 1 Zero Events 0 Missing Events 0 Systematic Events 54 --- End of Analytical Frequency Curve --- V TNA T HE A, M Project Details TOBM Drainage Master Plan 121076 Beaver River Flow Summary Prepared By J. Macdonald 9/22/2021 Beaver River Watershed (Areas delineated with MNR Ontario Flow Assessment Tool) Entire Watershed 620.8 km2 At Slabtown Gauge 587.6 km2 Difference 33.2 km2 Ratio 0.056 Beaver River Flow Summary (Prorated per OFAT Areas) Computed Flow Computed Upper Confidence at Slabtown Flow Prorated Limit at Slabtown Upper Confidence Exceedance Return Gauge for Entire Gauge Limit Prorated for Probability Period (HEC-SSP) Watershed (HEC-SSP) Entire Watershed (%) (yrs) (m3/s) (m3/s) (m3/s) (m3/s) 0.2 500 130.0 137.3 154.2 162.9 0.5 200 120.5 127.3 141.1 149.1 1 100 113.0 119.4 131 138.4 2 50 105.3 111.2 120.6 127.4 5 20 94.3 99.6 106.2 112.2 10 10 85.3 90.1 94.7 100.0 20 5 75.3 79.6 82.3 86.9 50 2 58.5 61.8 62.8 66.3 80 1.250 44.8 47.3 48.3 51.0 90 1.111 38.8 41.0 42.2 44.6 95 1.053 34.3 36.2 37.8 39.9 99 1.010 27.0 28.5 30.5 32.2 Note: Upper Confidence Limit Prorated for Entire Watershed flow rates are used for analysis. 180.0 160.0 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 Beaver River Flows - Prorated from Slabtown Gauge Computed Flow Prorated for Entire Watershed -0- Upper Confidence Limit Prorated for Entire Watershed 0 100 200 300 400 500 600 Appendix J: PCSW M M Results PCSWMM Report 5 Year - MTO (2010) Chicago 3hr Model 121076 - TOBM DMP - Base.inp Tatham Engineering September 1, 2022 Table of Contents Summaries Summary 1: Subcatchment statistics 3 Summary 2: Runoff quantity continuity 3 Summary 3: Flow routing continuity 4 Summary 4: Results statistics 5 Maps Figure 1: Extents 6 Tables Table 1: Junctions 7 Table 2A: Conduits 38 Table 2B: Conduits 70 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 2 of 101 SWMM 5.1.015 Summary 1: Subcatchment statistics Name 121076 TOBM DMP Base Max. width (m) Min. width (m) Max. area ( ha) Min. area ( ha) Total area ( ha) Max. length of overland flow (m) Min. length of overland flow (m) Max. slope (%) Min. slope (%) Max. imperviousness (%) Min. imperviousness (%) Max. imp. roughness Min. imp. roughness Max. perv. roughness Min. perv. roughness Max. imp. depression storage (mm) Min. imp. depression storage (mm) Max. perv. depression storage (mm) Min. perv. depression storage (mm) 5793.875 0.791 140.5571 2.7E-05 11715.4737 943.44 0.0011 232.171 0.001 100 0 0.013 0.01 0.25 0.1 2 2 5 5 Summary 2: Runoff quantity continuity Name 121076 TOBM DMP Base Initial LID storage (mm) Initial snow cover (mm) Total precipitation (mm) Outfall runon (mm) Evaporation loss (mm) Infiltration loss (mm) Surface runoff (mm) LID drainage (mm) Snow removed (mm) n/a n/a 38.695 n/a 0.000 34.493 4.185 n/a n/a 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 3 of 101 SWMM 5.1.015 Summary 2: Runoff quantity continuity (continued...) Name Final snow cover (mm) Final storage (mm) Continuity error (%) 121076 TOBM DMP Base n/a 0.100 -0.215 Summary 3: Flow routing continuity Name Dry weather inflow Wet weather inflow Groundwater inflow RDII inflow External inflow External outflow Flooding loss Evaporation loss Exfiltration loss Initial stored volume Final stored volume (ML) (ML) (ML) (ML) (ML) (ML) (ML) (ML) (ML) (ML) (ML) Continuity error (%) 1121076 TOBM DMP Base 0.000 490.319 0.000 0.000 2000.021 1825.401 0.000 0.000 0.000 8.401 650.024 0.933 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 4 of 101 SWMM 5.1.015 Summary 4: Results statistics Name 121076 TOBM DMP Base Al Max. subcatchment total runoff (ML) Max. subcatchment peak runoff (m3/s) Max. subcatchment runoff coefficient Max. subcatchment total precip (mm) Min. subcatchment total precip (mm) Max. node depth (m) Num. nodes surcharged Max. node surcharge duration (hours) Max. node height above crown (m) Min. node depth below rim (m) Num. nodes flooded Max. node flooding duration (hours) Max. node flood volume (ML) Max. node ponded volume or depth (ha-mm/1000 m3/m) Max. storage volume (1000 m3) Max. storage percent full (%) Max. outfall flow frequency (%) Max. outfall peak flow (m3/s) Max. outfall total volume (ML) Total outfall volume (ML) Max. link peak flow (m3/s) Max. link peak velocity (m/s) Min. link peak velocity (m/s) Num. conduits surcharged Max. conduit surcharge duration (hours) Max. conduit capacity limited duration (hours) 7.9 4.37 0.974 38.7 38.7 4.56 8 5 1.166 0 0 0 0 0 11.162 82 100 1434.522 1912.434 2261.395 1434.522 50 0 737 5 4.21 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 5 of 101 SWMM 5.1.015 +-) C a) +—, x w a) D ar U- 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 6 of 101 SWMM 5.1.015 Table 1: Junctions Name Invert Elev. (m) Rim Max. I Max. Total Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) CBMH14-CS CBMH15-CS CBMH16-CS CBMH1-CS CBMH2-CS CBMH3-CS CBMH4-CS CBMH5-CS CBMH7-CS D279131 D279132 D8J1 DCBMH17-CS DCBMH8-CS J101 J104 J106 J108 J109 J10-wf J110 J111 J113 J117 J119 J11-wf J121 J122 J123 J127 J128 J129 J12-wf J13-wf J14-wf J15-wf J16-wf 188.1 186.55 184.81 188.1 187.767 187.474 186.866 186.535 186.174 195.17 190.4 228.02 184.31 185.893 211.35 209.19 207.87 206.46 205.05 221.93 204.86 204.57 210.65 208.4 207.56 221.39 206.8 206.25 205.86 205.49 205.34 205.17 221.22 220.87 220.69 220.47 220.05 189.78 188.34 186.75 189.61 189.31 189.09 188.71 188.41 188.11 198.78 192.95 229.91 186.3 187.86 213.51 211.36 210.03 208.62 207.26 224.56 206.75 206.59 212.38 210.21 209.42 223.85 208.78 208.36 208 207.68 207.56 207.39 223.79 223.5 223.35 223.2 223.34 188.14 186.62 185.17 188.24 188.02 187.72 187.13 186.84 186.5 195.57 191.11 228.47 184.61 186.28 211.48 209.35 208.04 206.65 205.47 223.19 205.34 205.09 210.74 208.58 207.79 222.63 207.46 206.93 206.49 206.14 206 205.86 222.29 221.92 221.72 221.45 221.2 0.009 0.037 0.355 0.043 0.101 0.128 0.167 0.214 0.241 2.048 2.059 0.6 0.379 0.242 0.12 0.185 0.203 0.253 0.815 0.341 0.839 1.115 0.05 0.123 0.133 0.366 0.363 0.389 0.445 0.529 0.53 0.554 0.404 0.419 0.43 0.531 1.076 0.007 0.032 0.388 0.037 0.091 0.134 0.177 0.226 0.256 4.04 4.08 1.66 0.416 0.256 0.114 0.184 0.201 0.252 0.929 0.396 0.955 2.66 0.048 0.12 0.13 0.445 0.37 0.416 0.499 0.605 0.614 0.651 0.496 0.519 0.533 0.668 1.35 0.842 1.23 7.704 0.316 0.65 3.365 4.116 4.424 5.876 28.04 29.214 16.382 8.347 5.876 0.746 1.209 1.326 1.658 5.736 1.314 5.914 59.397 0.306 0.779 0.916 1.477 1.899 2.209 2.816 3.598 3.649 3.894 1.641 1.72 1.764 2.202 4.363 0.02 0.087 1.035 0.099 0.242 0.358 0.471 0.602 0.683 5.264 5.382 1.082 1.111 0.683 0.23 0.372 0.408 0.51 2.036 1.011 2.091 3.812 0.094 0.24 0.251 1.136 0.856 0.951 1.138 1.379 1.394 1.47 1.262 1.323 1.357 1.694 3.356 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 7 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Elev. HGL Total (m) (m) Inflow (ML) (ha) (m3/s) Total I Contributing I Contributing inflow Area Imp. Area (ha) 317-wf J18-wf J20-wf J21-wf J22-wf J23-wf J24-wf J25-wf 34 35 35-wf J6-wf J7-wf J8-wf 391 J94 396 J9-wf PL1-CD STMMH1-GW STMMH2-GW STMMH6-CS STMMH9-CS STST1007 STST1008 STST1014 STST1017 STST1032 STST1033 STST1034 STST1036 STST1037 STST1039 STST1040 STST1041 STST1042 STST1043 219.57 217.92 226.09 225.86 224.95 224.38 222.35 220.99 187.52 187.44 226.59 225.97 225.7 224.57 215.4 214.21 212.77 222.525 226.577 223.58 223.5 186.335 185.765 220.7 221.66 220.62 222.75 222.38 222.29 222.66 224.99 226.41 227.72 228.36 226.12 226.09 224.7 222.96 223.25 228.81 228.52 227.64 227.08 225.13 223.81 189.94 189.91 228.99 228.59 228.25 227.14 217.57 216.38 214.93 225.13 228.49 225.2 225.25 188.25 188.06 224.96 224.36 222.92 224.7 224.45 224.43 224.79 226.75 228.07 229.24 229.84 227.87 226.09 226.9 220.46 218.46 226.21 226.01 225.13 224.63 223.82 222.01 187.66 187.66 226.64 226.1 225.85 224.84 215.4 214.26 212.84 223.53 226.63 224.45 224.3 186.65 186.02 221.7 221.92 221.63 223.35 223.53 223.51 223.56 225.18 226.61 227.85 228.47 226.33 226.32 225.12 1.16 1.16 0.076 0.121 0.179 0.264 0.479 0.565 0.029 0.029 0.015 0.049 0.11 0.209 0 0.018 0.035 0.366 0.002 0.83 0.828 0.232 0.304 0.259 0.286 2.143 1.666 0.885 0.894 0.328 0.256 0.216 0.121 0.081 0.162 0.521 0.507 1.45 1.45 0.069 0.109 0.164 0.242 0.455 0.679 0.295 0.295 0.013 0.042 0.099 0.2 0 0.015 0.028 0.364 0.002 0.987 0.989 0.247 0.33 0.399 0.316 2.36 1.72 1.73 1.74 0.773 0.694 0.641 0.287 0.15 0.235 1.65 2.18 4.699 4.699 0.222 0.35 0.529 0.781 1.477 2.202 1.399 1.399 0.041 0.165 0.348 0.679 0 0.091 0.169 1.216 0.017 6.22 6.232 5.779 7.414 3.056 1.524 7.554 5.455 12.026 12.042 5.875 5.556 5.321 2.373 1.16 1.548 15.802 20.338 3.614 3.614 0.17 0.269 0.407 0.601 1.136 1.694 1.291 1.291 0.031 0.127 0.267 0.522 0 0.028 0.052 0.935 0 2.083 2.088 0.657 0.881 0.459 0.664 5.811 4.212 1.563 1.578 0.503 0.328 0.238 0.057 0.127 0.3 0 0.376 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 8 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1044 STST1046 STST1047 STST1048 STST1049 STST1050 STST1052 STST1053 STST1054 STST1062 STST1063 STST1064 STST1065 STST1066 STST1067 STST1068 STST1069 STST1070 STST1071 STST1072 STST1075 STST1076 STST1077 STST1078 STST1079 STST1080 STST1081 STST1082 STST1084 STST1085 STST1086 STST1087 STST1088 STST1089 STST1092 STST1093 STST1094 224.95 223.46 222.81 222.14 221.44 221.06 221.24 221.77 221.96 220.13 220.31 220.85 221.65 221.86 222.7 223.55 222.36 222.66 223.17 223.79 222.86 223.51 225.02 222.68 223.17 223.77 224.59 225.3 181.32 181.33 181.47 181.62 181.84 181.74 181.41 191.865 205.305 226.08 224.7 224.15 223.83 223.53 223.51 223.54 224.03 224.14 222 222.64 223.31 222.99 223.49 224.34 225.48 224.98 224.36 224.96 225.05 224.36 225.54 227.05 224.38 225.18 225.64 226.51 226.69 182.24 182.23 182.26 182.25 182.01 182.31 182.44 197.685 209.046 225.2 224.83 224.28 223.96 223.67 223.22 223.31 223.41 223.46 221.8 222.08 223.02 221.97 222.24 222.81 223.7 223.46 222.93 223.81 225.17 223.74 223.98 225.1 223.57 223.58 224.05 224.83 225.52 181.95 182.14 182.29 182.37 182.38 182.38 182.14 192.24 205.53 0.087 0.761 0.79 0.798 0.82 1.344 0.879 0.902 0.95 1.362 1.358 1.344 0.162 0.13 0.065 0.067 0.243 0.232 0.234 0.761 0.154 0.129 0.036 0.543 0.463 0.392 0.343 0.118 0.177 0.293 0.293 0.336 0.828 0.237 0.166 0.569 0.563 0.285 2.49 2.64 2.67 2.77 4.83 2.04 1.83 1.79 4.96 4.93 4.84 0.18 0.145 0.071 0.075 0.256 0.255 0.371 2.42 0.165 0.118 0.033 0.935 0.844 0.727 0.673 0.124 0.148 1.3 1.28 1.29 1.36 1.25 0.138 2.11 2.07 2.803 22.531 23.334 23.507 24.032 37.783 13.671 12.374 12.229 38.362 38.236 37.819 0.79 0.652 0.344 0.454 1.22 1.22 2.907 22.531 0.622 0.44 0.132 6.068 5.714 4.949 4.736 0.518 0.462 11.102 11.031 10.981 2.237 2.251 0.428 26.646 26.425 0.025 0.338 0.629 0.699 0.848 3.105 2.2 1.781 1.709 3.402 3.318 3.134 0.409 0.33 0.156 0.136 0.543 0.543 0.405 0.338 0.381 0.274 0.076 1.008 0.796 0.661 0.552 0.244 0.353 1.088 1.051 1.028 0.518 0.531 0.329 2.742 2.619 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 9 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1095 STST1096 STST1096A STST1097 STST1098 STST1099 STST11 STST1100 STST1102 STST1113 STST1114 STST1116 STST1117 STST1118 STST1119 STST1120 STST1121 STST1122 STST1125 STST1126 STST1130 STST1135 STST1136 STST1137 STST1138 STST1139 STST1140 STST1143 STST1144 STST1145 STST1152 STST1153 STST1154 STST1155 STST1156 STST1157 STST1158 215.083 221.491 218.61 224.523 227.592 231.563 205.71 232.56 233.58 220.676 186.412 188.277 228 225.68 225.828 226.09 226.213 226.52 225.447 225.565 231.35 227.344 233.283 233.069 232.869 232.337 230.185 229.772 229.635 229.303 223.85 224.139 228.498 229.288 231.468 234 233.7 218.644 224.332 221.89 226.593 229.416 234.574 208.15 234.862 235.17 221.977 187.987 189.946 230.61 229.86 230.08 229.71 229.34 228.49 229.7 229.86 233.17 229.53 235.9 235.91 235.49 234.54 233.17 233.22 232.53 231.98 227.297 227.34 230.42 231.16 233.31 235.68 235.28 215.29 221.7 218.83 224.86 227.85 231.81 206.92 232.89 234.87 220.68 186.79 188.44 228.16 226.17 226.36 226.51 226.61 226.63 225.97 226.06 231.46 227.58 234.65 234.35 234.02 233.11 231.39 230.69 230.43 229.59 225.16 225.4 228.73 229.41 231.57 234.07 233.81 0.555 0.549 0.552 0.5 0.487 0.471 1.213 0.466 0.121 0 0.81 0.033 0.134 0.563 0.358 0.329 0.315 0.007 0.568 0.563 0.022 0.41 0.161 0.161 0.206 0.229 0.306 0.277 0.354 0.388 0.877 0.941 0.124 0.111 0.079 0.038 0.103 2.01 1.96 1.99 1.77 1.7 1.63 2.69 1.6 0.316 0 2.4 0.03 0.193 0.697 0.423 0.38 0.367 0.006 0.7 0.697 0.026 0.847 0.39 0.417 0.48 0.542 0.666 0.665 0.771 0.815 1.61 1.6 0.154 0.144 0.115 0.071 0.109 25.829 25.629 25.732 15.825 15.565 15.202 26.149 15.108 2.993 0 31.384 0.08 1.342 3.827 2.13 1.884 1.833 0.044 3.846 3.827 4.931 5.73 3.355 3.462 3.731 4.077 4.794 4.794 5.414 5.569 10.014 10.006 0.943 0.905 0.768 0.54 0.469 2.459 2.337 2.408 0.47 0.319 0.197 6.872 0.135 0.169 0 3.523 0.08 0.176 0.944 0.634 0.58 0.551 0 0.947 0.944 0.755 0.976 0.297 0.355 0.471 0.555 0.716 0.716 0.825 0.924 1.939 1.939 0.168 0.15 0.108 0.05 0.206 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 10 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) II STST1159 STST1160 STST1161 STST1162 STST1163 STST1164 STST1165 STST1167 STST1168 STST1173 STST1174 STST1175 STST1176 STST1177 STST1182 STST1183 STST1184 STST1185 STST1186 STST1187 STST1188 STST1189 STST1190 STST1191 STST1192 STST1193 STST1199 STST12 STST1200 STST1201 STST1208 STST1209 STST1210 STST1211 STST1212 STST1214 STST1217 229.17 226.827 227.795 228.177 229.825 230.95 231.68 221.64 221.73 224.32 224.707 226.013 226.44 227.3 213.3 214.12 222.876 222.746 222.466 222.266 222.146 221.783 223.88 216.24 218.07 220.3 221.61 204.605 221.245 220.954 223.948 223.795 223.375 223.518 223.193 223.013 183.08 231.02 229.3 229.49 229.81 231.38 232.53 233.17 226.34 226.22 226.1 226.46 227.73 228.12 228.91 216 216.1 225.76 225.91 226.21 226.46 226.51 226.22 225.14 217.7 219.54 221.84 223.07 206.69 224.83 225.17 225.69 225.61 225.34 225.39 225.46 225.61 186.68 229.33 227.68 228.05 228.39 230.06 231.07 231.79 222.29 222.38 225 225.33 226.3 226.74 227.55 214.15 214.41 223.54 223.4 223.14 223 222.92 222.42 223.98 216.44 218.22 220.39 221.63 204.96 221.87 221.55 224.5 224.39 224 224.1 223.85 223.68 185.18 0.17 0.241 0.205 0.178 0.13 0.078 0.059 0.792 0.79 0.357 0.36 0.325 0.296 0.263 0.067 0.305 0.545 0.586 0.624 0.639 0.657 0.724 0.023 0.241 0.186 0.062 0.003 1.435 0.803 0.818 0.354 0.405 0.438 0.432 0.461 0.483 1.098 0.174 0.278 0.279 0.254 0.177 0.1 0.084 1.31 1.3 0.531 0.517 0.466 0.435 0.389 0.435 0.353 0.772 0.825 0.93 0.978 1.03 1.21 0.022 0.286 0.231 0.071 0.002 3.06 1.33 1.39 0.531 0.586 0.637 0.627 0.669 0.702 2.12 0.736 0.328 1.416 0.418 1.742 0.275 1.634 0.231 1.131 0.158 0.61 0.106 0.54 0.08 8.1 1.545 8.09 1.539 3.403 0.48 3.325 0.464 3.041 0.398 2.849 0.372 2.574 0.323 3.597 0.809 2.234 0.623 4.525 0.896 4.704 1.026 5.565 1.112 5.879 1.179 6.21 1.226 7.471 1.471 0.093 0.05 1.872 0.51 1.696 0.369 0.447 0.133 0.007 0.005 30.038 7.623 8.376 1.563 8.718 1.629 3.403 0.48 3.732 0.52 3.992 0.604 3.949 0.584 4.139 0.658 4.292 0.718 12.424 6.558 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 11 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1218 STST1219 STST1220 STST1221 STST1222 STST1223 STST1227 STST1231 STST1232 STST1234 STST1236 STST1238 STST1239 STST1242 STST1245 STST1246 STST1247 STST1248 STST1249 STST1250 STST1252 STST1256 STST1258 STST1259 STST1263 STST1266 STST1267 STST1268 STST1269 STST1271 STST1272 STST1276 STST1282 STST1285 STST1286 STST1288 STST1290 182.33 179.2 178.808 178.539 178.403 178.905 187.1 195.29 194.97 192.31 194.533 178.8 178.74 176.97 178.57 178.85 179.18 179.44 183.82 182.91 184.2 188.04 189.09 188.72 187.78 196.43 196.935 197.59 197.98 198.65 199.07 197.98 196.41 197.79 197.72 199.28 199.41 185.83 181.13 180.008 179.369 179.076 179.905 188.42 196.178 196.44 197.9 197.81 180.14 180.31 178.57 180.27 180.16 180.57 181.64 184.66 184.53 185.8 190.881 191.884 191.192 190.911 197.86 198.45 199.65 199.75 200.2 200.65 199.8 198.55 199.16 199.16 200.85 200.9 183.51 180.35 180.05 179.44 179.13 179.43 188.34 195.67 195.67 192.54 195.56 179.29 179.23 177.83 178.98 179.48 179.82 179.86 183.88 182.99 184.27 190.2 191.52 190.99 188.97 197.95 198.35 198.85 199.27 199.77 200.56 198.87 197.93 198.86 198.6 200.83 200.93 1.077 1.078 0.053 0.093 0.09 0.215 0.085 0.03 0.09 0.431 0.52 0.201 0.203 0.598 0.384 0.194 0.177 0.082 0.027 0.062 0.024 0.74 0.706 0.718 0.738 0.435 0.412 0.425 0.411 0.273 0.239 0.021 0.489 0.169 0.174 0.196 0.114 2.17 2.3 0.046 0.099 0.152 0.199 0.108 0.028 0.12 0.526 0.527 0.232 0.233 0.639 0.414 0.226 0.184 0.075 0.023 0.058 0.02 2.1 1.95 2.01 2.12 0.602 0.563 0.52 0.464 0.295 0.241 0.005 1.45 0.147 0.157 0.19 0.102 12.785 6.698 13.397 7.07 1.073 0.122 2.189 0.263 2.792 0.406 3.048 0.526 0.646 0.321 0.191 0.075 1.011 0.371 5.637 1.525 5.637 1.525 1.888 0.632 1.894 0.636 5.133 1.735 3.843 1.127 1.863 0.615 1.459 0.502 0.394 0.198 0.214 0.06 0.308 0.154 0.189 0.053 14.094 6.264 12.786 5.831 13.135 6.012 14.555 6.327 4.442 1.853 4.273 1.735 4.081 1.605 3.719 1.412 2.72 0.847 2.269 0.681 0.025 0.017 16.372 4.289 1.97 0.427 2.015 0.456 2.063 0.541 1.172 0.284 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 12 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1292 STST1294 STST1296 STST1297 STST1298 STST1299 STST13 STST1300 STST1302 STST1303 STST1304 STST1305 STST1308 STST1310 STST1311 STST1312 STST1314 STST1315 STST1316 STST1325 STST1326A STST1329 STST1330 STST1331 STST1332 STST1333 STST1334 STST1335 STST1336 STST1337 STST1338 STST1339 STST1340 STST1341 STST1342 STST1346 STST1347 197.51 197.36 197.21 196.85 195.84 196.12 201.92 196.71 197.65 199.99 198.6 199.64 198 198.5 198.2 198.35 198.45 198.211 197.805 209.17 229.825 207.57 207.1 207.45 207.57 207.87 207.92 208.28 208.59 208.8 208.94 209.08 209.22 209.43 209.64 207.96 208.56 198.58 198.43 198.36 198.425 197.45 197.88 204.982 198.12 199.22 201.84 199.83 201.84 199.2 199.9 199.45 199.49 199.6 199.601 199.242 212.02 232.28 211.67 211.58 211.33 211.14 210.84 210.83 211.25 211.49 211.47 211.52 211.67 211.77 212.02 212.12 211.77 212.12 198.52 198.45 198.44 198.4 197.51 197.71 202.28 198.22 199.29 200.31 199.88 200.27 199.34 199.93 199.53 199.56 199.62 198.47 198.23 209.53 230.24 208.21 207.86 208.21 208.34 208.49 208.54 208.75 209.13 209.36 209.66 209.95 210.22 210.45 210.64 208.51 209.03 0.054 0.091 0.244 0.526 0.558 0.52 1.478 0.469 0.297 0.362 0.156 0.109 0.287 0.121 0.226 0.108 0.046 0.123 0.148 0.402 0.474 0.564 1.516 0.894 0.88 0.836 0.642 0.597 0.568 0.559 0.551 0.537 0.52 0.491 0.462 0.54 0.505 0.047 0.088 0.286 1.34 1.67 1.51 3.11 1.36 0.959 0.431 0.506 0.426 0.371 0.121 0.24 0.099 0.041 0.108 0.134 0.394 1.15 0.583 1.78 1.12 1.09 1.04 0.821 0.761 0.725 0.714 0.704 0.685 0.662 0.624 0.58 0.558 0.497 0.417 0.724 3.184 15.546 18.224 16.737 30.289 15.702 11.752 7.802 8.223 7.832 3.105 0.942 1.929 0.883 0.538 0.502 0.632 2.593 10.526 3.563 11.111 7.172 6.979 6.722 4.724 4.325 3.837 3.781 3.691 3.571 3.432 3.172 2.851 3.462 3.1 0.15 0.267 0.856 3.928 4.986 4.472 7.746 3.987 2.807 1.177 1.439 1.196 1.099 0.374 0.729 0.296 0.128 0.353 0.431 1.28 0.638 1.891 5.136 3.006 2.912 2.766 2.105 1.948 1.841 1.808 1.782 1.721 1.648 1.521 1.383 1.821 1.62 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 13 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Rim Max. I Max. I Total I Contributing I Contributing Elev. Elev. HGL Total inflow Area Imp. (m) (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) II STST1348 STST1350 STST1351 STST1352 STST1360 STST1364 STST1365 STST1368 STST1369 STST1370 STST1373 STST1374 STST1376 STST1377 STST1378 STST1385 STST1386 STST1387 STST1388 STST1392 STST1395 STST1396 STST1397 STST1398 STST1399 STST14 STST1401 STST1408 STST1410 STST1413 STST1414 STST1416 STST1417 STST1419 STST1422 STST1424 STST1425 209.21 210.94 211.54 212.2 208.52 225.68 226.21 221.37 221.32 221.56 224.59 224.25 226.39 226.85 227.59 221.75 221.51 221.36 221.3 222.89 221.99 229.52 228.89 228.32 227.58 197.965 225.82 229.02 225.5 224.12 220.766 224.907 229.476 208.98 221.67 239.345 242.395 212.17 212.62 213.22 213.82 211.25 229.42 228.51 222.3 223.106 223.005 225.46 225.73 227.84 228.59 229.42 223.712 223.226 223.006 223.11 224.47 224.47 231 230.97 230.42 229.84 201.058 227.37 230.32 227.237 226.01 225.1 226.49 231.11 211.72 223.84 241.025 244.575 209.78 211.2 211.74 212.34 208.75 227.09 226.67 223.03 222.95 223.1 226.56 226.14 227.93 228.68 229.51 223.81 223.35 223.09 222.76 224.59 224.35 229.83 229.05 229.01 229 198.47 226.15 229.76 227.33 226.09 221.25 224.98 229.51 209.35 223.37 239.46 242.5 0.376 0.202 0.135 0.063 0.021 0.841 0.602 0.354 0.266 0.084 4.327 5.18 0.695 0.676 0.675 1.234 1.265 1.321 0.268 0.798 1.203 0.035 0.062 0.144 0.98 1.715 0.045 0.196 0.738 1.114 0.82 0.043 0.011 0.423 0.866 0.217 0.171 0.372 0.204 0.141 0.068 0.018 3.13 1.37 0.425 0.425 0.13 9 11.9 1.94 1.9 1.85 3.49 3.59 3.75 0.43 1.08 3.46 0.052 0.07 0.185 2.09 3.4 0.046 0.246 2.02 5.14 1.39 0.067 0.039 0.41 1.86 0.289 0.25 2.472 0.886 0.595 0.262 0.384 23.6 10.56 1.367 1.367 0.405 0.174 0.198 15.207 15.087 14.97 20.714 21.299 21.878 1.378 3.759 20.571 0.314 0.321 1.022 15.727 31.616 0.146 1.187 15.575 16.471 8.728 0.532 0.398 2.678 12.508 1.793 1.609 1.208 0.624 0.406 0.162 0.055 2.637 1.13 1.069 1.069 0.337 0.103 0.114 2.066 1.953 1.836 5.711 5.883 6.29 1.079 2.619 5.628 0.07 0.129 0.313 1.559 8.469 0.112 0.446 2.198 2.752 1.629 0.088 0.008 1.326 1.856 0.392 0.336 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 14 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1426 STST1427 STST1428 STST1431 STST1438 STST1439 STST1440 STST1441 STST1442 STST1443 STST1444 STST1445 STST1446 STST1447 STST1448 STST1449 STST1452 STST1453 STST1454 STST1455 STST1456 STST1457 STST1458 STST1459 STST1462 STST1463 STST1465 STST1467 STST1468 STST1471 STST1473 STST1474 STST1475 STST1478 STST1480 STST1481 STST1482 219.295 219.735 214.42 205.59 194.18 193.99 194.24 194.63 194.88 195.25 192.42 193.29 193.61 193.92 200.42 197.171 202.03 201.53 201.09 200.56 194.92 197.296 197.485 196.585 202.32 202.16 201.94 192.233 190.696 192.383 192.392 192.131 201.28 201.62 198.13 198.023 178.545 222.45 222.55 216 208.83 195.37 196 196.23 196.47 196.67 196.95 194.73 195.93 196.01 196.02 203.51 198.82 202.85 202.88 202.85 202.92 202.2 199.36 199.4 198.95 203.4 202.96 203.1 193.963 191.376 193.993 193.842 193.791 202.57 202.64 199.1 199.083 182.5 219.72 221.56 215.11 206.34 194.5 194.45 194.95 195.05 195.06 195.32 193.14 193.68 194.01 194.31 200.73 197.32 202.09 201.95 201.52 201.31 195.33 197.69 198.08 197.17 202.98 202.97 202.96 192.64 191.16 193.92 194.01 194.01 202.89 202.92 198.76 198.75 179.54 0.363 1.035 0.508 1.511 0.189 0.413 0.216 0.129 0.086 0.013 0.729 0.501 0.467 0.427 0.494 0.059 0.002 0.277 0.445 0.475 0.605 0.369 0.38 0.558 0.013 0.016 0.154 0.941 0.078 0.213 0.071 0.137 0.764 0.101 0.018 0.09 0.312 0.43 3.86 0.753 1.8 0.217 0.48 0.237 0.114 0.077 0.011 0.825 0.578 0.531 0.491 0.528 0.058 0.002 0.292 0.46 0.488 0.653 0.811 0.664 1.02 0.004 0.006 0.136 1.57 0.066 0.183 0.06 0.135 0.035 0.08 0.015 0.081 0.53 2.316 33.791 4.486 11.333 2.081 3.587 1.347 0.618 0.429 0.058 5.492 4.141 3.884 3.627 4.797 0.27 0.092 2.793 4.433 4.594 6.331 14.864 14.099 16.035 0.016 0.016 0.807 52.794 0.35 2.475 0.306 1.115 0.035 0.532 0.124 0.934 3.024 0.928 2.878 1.475 5.213 0.577 1.431 0.79 0.325 0.216 0.03 2.639 1.777 1.587 1.463 1.569 0.212 0.004 0.912 1.375 1.455 1.924 3.168 2.675 3.842 0.01 0.01 0.48 4.554 0.192 0.51 0.165 0.368 0.008 0.247 0.048 0.239 1.075 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 15 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1484 STST1486 STST1487 STST1488 STST1488A STST1489 STST1490 STST1494 STST1497 STST15 STST1500 STST1503 STST1505 STST1506 STST1507 STST1508 STST1511 STST1512 STST1515 STST1516 STST1517 STST1518 STST1519 STST1519A STST1520 STST1521 STST1522 STST1523 STST1525 STST1526 STST1532 STST1533 STST1543 STST1546 STST1548 STST1550 STST1552 179.331 179.833 180.186 180.947 181.073 180.547 178.505 186.53 189.25 194.491 178.46 196.8 198.952 196.297 198.015 200.653 224.493 177.316 182.4 181.71 179 178.45 177.61 177.701 179.522 179.107 181.745 182.029 222.58 222.72 212.75 213.54 213 184.292 185.49 185.86 186.9 182.6 182.2 182.8 182.4 182.25 183.3 181.6 190 192.8 197.058 180.34 198.03 199.912 197.637 198.675 202.353 227.32 178.426 184.4 184.2 180.8 180.4 179.5 179.579 181.5 181.7 184 183.85 224.47 224.32 213.95 214.65 214.9 186.54 187.05 187.3 188.22 180.12 180.64 180.86 181.3 181.37 181.08 179.11 187.56 189.63 196.01 179.86 198.06 199.19 196.45 198.25 200.94 225.61 177.53 183.38 182.12 180.1 179 178.32 178.34 179.67 179.53 182.98 183.63 223.78 223.87 214 214.53 214.14 186.49 186.46 187.36 188.24 0.302 0.249 0.243 0.191 0.136 0.225 0.471 0.44 0.707 1.775 1.098 0.186 0.097 0.144 0.119 0.156 0.58 0.039 1.295 1.392 1.526 1.546 1.867 1.556 0.105 0.234 3.64 3.639 1.302 1.308 0.524 0.51 1.365 0.392 0.463 0.327 0.159 0.482 0.341 0.312 0.229 0.175 0.27 1.09 0.538 1.04 3.44 2.33 0.173 0.089 0.141 0.11 0.133 0.717 0.013 1.4 1.54 1.71 1.76 2.15 1.76 0.083 0.756 7.09 7.07 5.11 5.08 0.844 0.806 5.41 0.852 0.765 0.441 0.184 2.664 1.969 1.791 1.265 0.922 1.529 7.887 5.876 8.053 31.776 13.545 1.524 0.736 0.983 0.835 2.882 4.009 0.922 14.531 15.449 18.955 19.962 25.461 19.962 0.245 5.065 67.566 67.368 37.355 37.275 5.14 4.807 46.782 3.434 9.561 2.878 1.215 0.983 0.666 0.612 0.485 0.412 0.554 1.86 1.55 3.176 8.576 7.143 0.495 0.243 0.387 0.306 0.366 0.947 0.02 3.991 4.344 4.84 4.971 6.093 4.971 0.208 1.27 11.207 11.16 4.863 4.801 1.613 1.566 4.457 2.507 2.218 1.277 0.546 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 16 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1563 STST1564 STST1579 STST1587 STST1587A STST1590 STST16 STST1606 STST1608 STST1609 STST1610 STST1613 STST1614 STST1615 STST1616 STST1619 STST1628 STST1630 STST1631 STST1633 STST1634 STST1635 STST1638 STST1639 STST1640 STST1641 STST1657 STST1680 STST1682 STST1683 STST1685 STST1686 STST1687 STST1688 STST1689 STST1690 STST1693 182.016 182.12 187.96 188.391 187.65 187.524 195.483 205.48 205.39 202.85 205.73 201.09 200.11 199.61 199.75 195.72 187.49 187.63 188.32 188.37 187.31 186.86 187.9 188.23 188.56 188.83 195.12 197.46 197.01 195.68 194.87 194.58 194.56 194.97 195.29 194.05 193.53 182.916 183.12 189.328 189.361 188.504 188.504 197.058 206.88 206.88 207.53 207.06 202.13 201.51 201.75 201.66 198.29 189.53 189.71 189.77 189.76 189.69 189.47 189.7 190.37 190.94 190.7 196.96 199.19 198.42 197.6 198.12 198.12 197.66 197.93 197.97 197.36 197.21 182.34 182.35 188.5 188.5 188.07 188.06 196.2 207 206.48 203.96 205.78 202.13 201.83 199.8 199.88 195.94 188.38 188.51 188.6 188.46 188.17 187.66 188.29 188.55 188.85 189.14 195.12 197.62 197.5 197.34 195.72 195.56 195.29 195.74 197.07 194.87 194.38 0.143 0.003 0.141 0.057 0.064 0.082 1.766 0.204 0.276 0.299 0.024 0.126 0.804 0.257 0.034 0.347 1.475 1.474 0.406 0.021 1.52 1.9 0.303 0.257 0.212 0.188 0 0.043 0.087 0.734 0.911 1.529 1.531 0.602 0.803 1.627 1.651 0.166 0.001 0.145 0.051 0.069 0.111 3.43 0.178 0.256 0.278 0.022 0.116 0.565 0.593 0.031 0.322 2.21 2.2 0.953 0.019 2.27 3.02 0.35 0.302 0.192 0.161 0 0.038 0.078 1.99 2.42 3.56 3.56 1.12 2.17 3.69 3.74 0.973 0.33 0 0 0.695 0.463 0.207 0.146 0.252 0.173 0.445 0.281 31.759 8.56 2.194 0.518 2.577 0.77 2.691 0.832 2.307 0.58 1.02 0.349 1.654 0.587 1.808 0.677 1.16 0.434 2.908 0.954 17.728 6.466 17.665 6.429 7.413 2.872 0.052 0.05 17.945 6.625 24.801 9.209 5.099 1.004 4.893 0.875 4.461 0.514 4.371 0.432 0 0 0.215 0.112 0.457 0.23 20.742 5.954 23.283 7.275 40.11 11.482 40.124 11.488 16.736 4.148 21.598 6.565 41.27 11.87 41.555 11.996 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 17 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1694 STST1696 STST1697 STST1699 STST17 STST1700 STST1702 STST1703 STST1706 STST1706A STST1706B STST1706C STST1708 STST1710 STST1712 STST1714 STST1715 STST1716 STST1717 STST1756 STST1766 STST1767 STST1768 STST1769 STST1789 STST1790 STST1795 STST18 STST1801 STST1810 STST1818 STST1823 STST1824 STST1847 STST1848 STST1851 STST1852 193.02 192.24 195.38 196.013 209.202 196.312 196.933 196.589 201.75 200.64 198.471 197.766 180.5 180.13 179.98 179.88 184.766 184.32 183.7 201.26 204.2 203.327 199.86 199.613 203.77 204.51 203.35 205.58 201.96 184.366 188.67 177.84 177.97 178.59 177.36 177.27 177.15 197.05 195.07 198.03 198.3 210.844 198.6 199.06 198.918 204 203 200 200.5 181.94 181.65 181.41 181.41 187.15 186.75 185.8 202.69 205.811 205.147 201.48 201.513 205.68 205.8 204.9 208.75 203.7 186.44 193 179.88 179.84 180.37 179.37 179.21 179.11 193.93 193.37 196.07 196.72 209.36 197 197.33 197.21 202.36 201.16 199.1 198.34 180.58 180.37 180.32 180.02 185.21 184.84 184.23 202.92 205.21 205.06 201.31 200.96 205.56 205.59 204.97 206 203.77 186.52 188.94 178.38 178.46 178.79 178.16 178.07 177.97 1.669 1.691 0.602 0.6 0.143 0.589 0.444 0.459 0.872 0.865 0.865 0.859 0.017 0.07 0.114 0.115 1.026 1.052 1.232 0.09 0.08 0.273 0.199 0.236 0.121 0.061 0.325 1.355 0.464 0.563 0.44 0.247 0.22 0.112 0.312 0.332 0.509 3.81 3.87 1.12 1.09 0.139 1.05 0.889 0.908 1.13 1.13 1.12 1.16 0.014 0.078 0.142 0.144 1.09 1.11 1.29 0.09 0.082 0.297 0.297 0.35 0.115 0.031 0.42 2.94 0.715 0.898 0.536 0.267 0.233 0.133 0.359 0.395 0.648 41.884 12.22 42.195 12.398 16.736 4.148 16.568 4.068 1.298 0.277 16.234 3.954 15.441 3.435 15.531 3.49 10.243 3.105 10.243 3.105 10.243 3.105 10.243 3.105 0.065 0.041 0.244 0.216 0.429 0.384 0.437 0.385 10.454 3.127 10.545 3.195 12.201 3.692 0.57 0.266 0.45 0.217 1.99 0.819 1.99 0.819 2.346 0.964 0.561 0.322 0.208 0.085 2.781 1.209 28.829 7.354 4.304 2.192 3.434 2.507 5.867 1.55 2.358 0.802 2.004 0.697 1.253 0.373 3.167 1.058 3.287 1.142 5.222 1.806 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 18 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST1853 STST1854 STST1857 STST1858 STST1861 STST1862 STST1864 STST1865 STST1867 STST1869 STST1870 STST1871 STST1873 STST1875 STST1875A STST1876 STST1878 STST1879 STST188 STST1882 STST1884 STST1887 STST189 STST19 STST190 STST1903 STST1904 STST191 STST192 STST1929 STST193 STST1930 STST194 STST195 STST196 STST197 STST198 177.43 177.75 220.28 219.89 219.38 218.33 218.58 218.5 217.79 214.12 215.28 216.3 222.73 218.62 219.85 221.28 227.34 226.85 200.576 222.98 223.23 223.48 200.3 200.323 201.13 230.43 238.585 201.39 199.4 213.26 199.75 184.14 200.91 200.39 198.05 198.74 194.5 179.08 179.47 223.72 223.42 222.73 220.6 220.6 220.56 220.12 216.95 220.6 220.84 228.58 221.2 222.76 224.22 229.15 229.3 201.9 228.25 227.7 227 201.7 204 202.57 232.68 239.395 202.92 200.82 215.27 201.42 188.08 202.42 201.97 199.62 200.22 195.72 178.04 178.09 220.78 220.42 219.84 219.4 219.19 219.12 218.41 215.48 216 217.08 223.53 219.2 220.44 221.86 227.38 227.06 201.04 224 224.37 224.73 200.98 200.32 201.28 230.48 238.65 201.49 199.65 214.15 200.02 186.63 201.08 200.6 198.33 199.02 194.58 0.194 0.092 0.822 0.834 0.84 0.859 0.856 0.857 0.91 2.038 2.04 2.037 1.079 1.128 1.105 1.067 0.006 0.113 0.045 0.969 0.952 0.909 0.17 0 0.073 0.024 0.01 0.032 0.191 0.068 0.151 0.138 0.074 0.112 0.271 0.223 0.012 0.205 0.096 1.39 1.41 1.42 1.46 1.47 1.47 1.62 3.98 3.98 3.97 2.06 2.3 2.26 2.12 0.006 0.12 0.042 1.84 1.81 1.69 0.162 0 0.066 0.046 0.007 0.028 0.183 0.444 0.139 0.13 0.067 0.103 0.269 0.217 0.01 1.776 1.194 8.728 8.833 8.888 9.142 9.166 9.195 11.275 26.064 25.932 25.908 12.372 14.432 14.208 12.819 0.025 0.57 0.191 11.179 11.007 10.388 1.124 0 0.422 0.351 0.024 0.141 1.08 3.67 0.828 0.479 0.353 0.573 1.596 1.307 0.04 0.574 0.266 1.629 1.66 1.679 1.792 1.807 1.825 2.116 5.138 5.135 5.131 2.603 2.921 2.839 2.699 0.009 0.196 0.11 2.313 2.252 2.078 0.473 0 0.199 0.036 0.017 0.076 0.51 0.811 0.386 0.368 0.184 0.287 0.758 0.606 0.028 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 19 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST199 STST20 STST200 STST201 STST2015 STST2016 STST2017 STST2018 STST202 STST205 STST2065 STST2066 STST2067 STST2069 STST2071 STST2073 STST2074 STST2075 STST2077 STST2079 STST2080 STST2081 STST2083 STST2084 STST2085 STST2086 STST2089 STST2091 STST2094 STST2096 STST2097 STST21 STST2100 STST2101 STST2102 STST2104 STST2106 194.25 206.06 195.64 196.45 226.61 225.25 225.08 227.18 197.05 200.27 201.85 201.68 202.05 201.38 200.93 201.21 200.75 200.69 200.55 200.77 200.88 201 200.86 201.02 201.08 201.24 202 202.56 204.4 204.85 205.24 206.34 206.98 208.47 209.21 210.41 210.94 196.52 209.49 197.22 198.02 229.1 229 228.52 230.6 198.72 201.7 203.5 203.67 203.75 203.33 202.44 202.53 202.3 202.24 202.08 202.48 201.78 201.9 202.73 202.94 202.94 202.678 203.85 204.51 206.66 206.61 208.24 210.48 209.52 211.36 211.79 213.05 213.42 194.49 207.7 196.24 196.76 226.94 225.91 225.58 227.61 197.37 200.84 201.9 201.81 202.12 201.52 201.17 201.32 201.09 201.05 200.87 201.07 201.08 201.11 201.1 201.21 201.25 201.26 202.1 202.59 204.68 205.41 205.62 208.31 207.69 209.03 209.46 210.57 211.08 0.441 1.194 0.412 0.371 0.452 0.579 0.625 1.115 0.338 0.208 0.005 0.042 0.01 0.06 0.113 0.03 0.112 0.306 0.322 0.057 0.022 0.019 0.097 0.075 0.071 0.001 0.042 0.004 0.375 0.347 0.315 1.172 0.319 0.286 0.195 0.113 0.096 0.469 2.64 0.418 0.375 0.598 0.787 0.841 5.37 0.342 0.21 0.004 0.036 0.008 0.054 0.1 0.026 0.1 0.295 0.316 0.057 0.02 0.017 0.088 0.068 0.063 0 0.036 0.003 0.398 0.369 0.333 2.57 0.321 0.277 0.199 0.116 0.1 2.678 25.652 2.412 2.17 1.991 2.6 2.755 51.935 1.908 1.46 0.016 0.198 0.044 0.339 1.123 0.544 1.123 2.978 3.487 0.549 0.152 0.139 1.058 0.845 0.831 0.036 0.468 0.098 61.451 1.924 1.717 25.148 1.669 1.46 1.13 0.811 0.767 1.333 6.762 1.194 1.073 1.428 1.88 2.02 2.585 0.979 0.62 0.011 0.097 0.022 0.144 0.269 0.069 0.269 0.828 0.875 0.194 0.082 0.069 0.237 0.182 0.168 0 0.097 0.009 4.722 0.845 0.77 6.607 0.741 0.642 0.461 0.248 0.206 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 20 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Elev. HGL Total (m) (m) Inflow (ML) (ha) (m3/s) Total I Contributing I Contributing inflow Area Imp. Area (ha) STST2107 STST2109 STST2110 STST2111 STST2113 STST2116 STST2117 STST2119 STST2121 STST2124 STST2126 STST2129 STST2131 STST2133 STST2134 STST2138 STST2140 STST2144 STST2146 STST2148 STST2150 STST2152 STST2154 STST2155 STST2158 STST2163 STST2165 STST2168 STST2170 STST2171 STST2175 STST21751 STST21752 STST21753 STST21754 STST21755 STST21756 212.47 212.59 212.2 211.37 208.72 206.23 203.58 202.18 200.36 199.67 199.71 200.44 201.05 201.33 203.93 201.69 202.23 202.89 203.6 199.28 199.49 199.83 199.87 199.96 200.08 200.44 200.69 202.5 203.92 205.32 198.09 198.2 194.91 192.27 191.19 189.84 184.87 214.94 215.24 214.84 213.82 211.22 208.63 206.03 204.69 203.18 202.84 203.5 204.29 204.85 205.19 206.9 205.5 205.73 206.06 206.35 203.07 201.66 201.27 201.33 201.54 201.61 202 203.42 205.18 206.6 207.32 202.12 199.96 198.32 195.5 193.09 191.8 188 212.53 212.68 212.3 211.52 208.92 207.83 206.07 204.71 202.08 201.63 201.62 201.88 202.05 202.15 204.04 202.15 202.59 203.21 203.9 201.3 201.39 201.53 201.52 201.63 201.72 202.07 202.33 203.22 204.09 205.46 199.65 198.64 195.46 192.85 191.68 190.3 186.33 0.022 0.03 0.054 0.131 0.216 0.308 0.342 0.356 0.477 0.488 0.838 0.907 0.879 0.855 0.076 0.631 0.592 0.48 0.429 1.587 0.567 0.497 0.422 0.421 0.445 0.434 0.304 0.209 0.148 0.114 1.572 1.571 1.584 1.598 1.604 1.614 1.672 0.024 0.034 0.054 0.127 0.213 0.305 0.403 0.483 0.666 0.713 1.1 0.979 0.939 0.918 0.079 0.697 0.661 0.528 0.465 2.83 0.914 0.816 0.792 0.766 0.731 0.632 0.364 0.243 0.178 0.147 2.85 2.85 2.87 2.88 2.89 2.9 3.01 0.233 0.556 0.676 1.132 1.543 1.904 2.362 2.676 3.388 3.551 65.028 64.455 64.318 64.248 0.46 63.226 63.059 62.07 61.806 85.009 16.082 15.499 15.421 15.293 15.119 14.706 5.954 5.298 4.118 3.904 85.15 85.15 85.436 85.68 85.735 85.821 86.806 0.041 0.054 0.094 0.263 0.486 0.733 0.975 1.178 1.68 1.803 6.491 6.165 6.062 6.01 0.197 5.445 5.349 5.055 4.887 10.136 1.619 1.371 1.308 1.251 1.149 0.896 0.598 0.297 0.207 0.142 10.208 10.208 10.215 10.215 10.215 10.215 10.343 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 21 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST2176 STST2185 STST2186 STST2188 STST2189 STST2191 STST2192 STST2193 STST2195 STST2196 STST2198 STST22 STST220 STST2200 STST2201 STST2203 STST2205 STST2206 STST2208 STST2209 STST221 STST2210 STST2211 STST2212 STST2213 STST2214 STST2215 STST2216 STST2217 STST2218 STST2219 STST222 STST2220 STST2222 STST2223 STST2224 STST2226 204.84 218.01 217.04 216.37 215.54 214.8 215.53 215.75 215.93 216.17 216.72 206.59 192 217.81 217.4 216.91 218.51 218.64 214.53 214.42 189.5 214.18 214.03 213.98 215.3 213.65 213.57 213.46 213.35 213.08 219.445 188.5 219.705 219.806 220.543 220.838 221.156 206.32 221.69 220.42 219.8 218.8 218.3 217.97 217.68 218.04 218.7 219.38 210.69 197.3 220.45 220.11 219.7 221.73 221.66 218.3 217.75 191.5 217.25 217.71 217.02 217.51 215.95 215.87 215.8 215.82 215.67 222.29 190.2 222.36 222.58 223.05 223.31 223.66 204.84 218.56 217.73 216.98 216.55 215.63 215.93 216.09 216.3 216.49 216.84 208.91 192.2 217.88 217.52 217.2 219.08 219.55 215.53 215.36 189.76 215.28 215.16 215.09 215.89 214.83 214.67 214.51 214.29 214.08 221.15 188.77 221.47 221.91 222.47 222.76 223.06 0 1.135 1.155 1.274 1.29 1.578 0.242 0.195 0.146 0.111 0.065 1.04 0.498 0.026 0.049 0.11 1.104 1.05 1.627 1.64 0.498 1.629 1.868 2.393 0.209 3.356 2.877 2.878 2.889 2.897 1.011 0.499 0.4 0.382 0.348 0.338 0.321 0 1.97 2 2.15 2.18 2.5 0.249 0.2 0.147 0.108 0.066 2.27 0.537 0.026 0.058 0.121 1.92 1.85 2.56 2.58 0.537 2.57 2.91 3.51 0.258 6.7 6.74 6.74 6.77 6.79 1.77 0.537 0.681 0.642 0.58 0.551 0.496 0 7.324 7.45 8.296 8.384 9.494 0.93 0.755 0.561 0.437 0.304 23.674 3.3 0.114 0.445 0.741 7.094 6.738 9.705 9.824 3.365 9.824 11.47 13.902 1.082 36.97 37.033 37.055 37.297 37.525 6.382 3.45 2.592 2.407 2.185 2.1 1.922 0 4.714 4.777 5.156 5.212 5.915 0.594 0.474 0.347 0.249 0.143 5.859 1.533 0.058 0.181 0.315 4.601 4.481 6.064 6.12 1.533 6.12 6.803 8.169 0.566 14.71 14.741 14.751 14.769 14.832 4.303 1.533 1.609 1.525 1.373 1.296 1.162 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 22 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Rim Max. I Max. Total I Contributing I Contributing Elev. Elev. HGL Total inflow Area Imp. (m) (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST2227 STST2229 STST2230 STST2231 STST2233 STST2235 STST2239 STST2240 STST2241 STST2242 STST2243 STST2254 STST2254A STST2255 STST2256 STST2260 STST2261 STST2262 STST2275 STST2277 STST2279 STST2281 STST2283 STST2285 STST2286 STST229 STST2294 STST2295 STST23 STST230 STST2321 STST2322 STST2323 STST2324 STST2327 STST2330 STST2331 221.603 219.752 220.052 220.55 221.007 221.294 223.345 224.023 224.362 222.93 224.29 180.24 180.12 181.581 183.62 183.725 182.625 182.88 187.312 187.035 186.752 186.552 186.256 185.881 185.23 201.03 184 185.136 206.55 201.19 221.16 220.9 221.03 221.04 220.1 219.15 218.17 224.37 222.56 222.66 223.05 223.52 223.99 225.95 226.57 227.04 225.6 226.99 181.15 180.12 183.25 185.6 185.65 184.35 184.9 189.05 189.3 189.2 188.9 188.6 188.3 187.7 202.795 185.75 186.65 210.658 202.735 223.31 223.08 223.2 223.01 221.81 220.92 220.03 223.53 221.71 221.99 222.5 222.78 223.27 224.91 225.33 225.6 224.39 225 180.83 180.44 181.73 183.69 183.86 182.88 183.75 187.48 187.32 187.09 186.88 186.59 186.21 185.59 202.89 184.32 185.26 208.8 202.89 221.22 221.05 221.22 221.13 220.27 219.33 218.7 0.307 0.562 0.551 0.521 0.496 0.481 0.239 0.209 0.188 0.421 0.296 0.252 0.256 0.104 0.037 0.1 0.127 1.274 0.072 0.156 0.239 0.284 0.334 0.402 0.485 0.486 0.142 0.104 1.154 0.591 0.013 0.102 0.066 0.02 0.158 0.19 0.368 0.419 0.979 0.953 0.881 0.778 0.677 0.303 0.26 0.222 0.488 0.319 0.222 0.231 0.094 0.031 0.086 0.11 1.36 0.062 0.136 0.232 0.288 0.347 0.417 0.502 0.901 0.122 0.089 2.52 0.066 0.012 0.115 0.083 0.019 0.175 0.204 0.389 1.63 3.408 3.319 3.093 2.727 2.396 1.17 1.029 0.858 1.745 1.156 3.486 3.523 1.596 1.055 0.68 0.79 12.503 0.826 1.674 3.001 3.93 4.407 5.535 6.407 5.295 1.274 1.104 24.954 0.035 0.04 0.979 0.849 0.075 1.271 1.378 2.416 0.982 2.422 2.361 2.182 1.93 1.672 0.711 0.605 0.523 1.207 0.777 0.601 0.624 0.25 0.084 0.23 0.293 3.859 0.173 0.397 0.675 0.826 1.007 1.202 1.458 2.62 0.338 0.248 6.478 0.008 0.028 0.181 0.11 0.042 0.303 0.37 0.743 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 23 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Rim Max. I Max. Total I Contributing I Contributing Elev. Elev. HGL Total inflow Area Imp. (m) (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) II STST2332 STST2333 STST2334 STST2335 STST2336 STST2337 STST2345 STST2346 STST2347 STST2348 STST2349 STST2350 STST2351 STST2352 STST2353 STST2356 STST2357 STST2358 STST2363 STST2364 STST2365 STST2367 STST2368 STST237 STST2373 STST2373A STST239 STST24 STST2400 STST2402 STST2403 STST2404 STST2406 STST2407 STST2409 STST241 STST2412 218.1 219.59 217 216.75 216.64 217.5 216.21 215.31 215.07 214.58 214.6 214.41 212.15 211.88 221.08 178.372 178.633 177.89 177.66 177.55 177.45 177.29 177.12 197.35 196.03 194.21 186.1 212.07 224.68 224.91 225.11 225.3 225.47 225.77 225.59 185.5 224.74 220.03 221.2 218.84 218.6 218.43 218.75 218.22 217.21 216.9 216.77 216.51 216.43 215.5 214.68 222.61 180.25 180.49 180.06 179.68 179.43 179.37 178.88 178.75 199.14 197.83 197.57 187.82 213.789 227.32 227.57 227.77 227.98 228.18 228.77 228.32 187.42 227.42 218.76 219.75 217.49 217.32 217.23 217.53 216.25 215.52 215.34 215.23 215.04 214.68 213.72 213.66 221.27 178.67 178.88 178.15 178.04 177.88 177.76 177.69 177.61 198.45 196.15 195.22 187.45 212.18 225.14 225.2 225.47 225.51 225.62 225.81 225.84 187.25 225.76 0.12 0.098 0.483 0.511 0.512 0.003 0.008 0.075 0.143 0.2 0.243 0.283 0.29 0.273 0.056 0.168 0.119 0.195 0.248 0.253 0.275 0.289 0.301 0.173 0.073 1.61 0.096 0.086 0.222 0.175 0.134 0.063 0.041 0.005 0.054 0.114 0.151 0.136 0.11 0.564 0.603 0.609 0.002 0.006 0.07 0.152 0.215 0.269 0.332 0.34 0.338 0.077 0.152 0.107 0.181 0.231 0.241 0.27 0.294 0.325 0.16 0.064 3.67 0.084 0.083 0.243 0.193 0.146 0.063 0.041 0.004 0.044 0.133 0.155 0.845 0.269 0.683 0.225 2.974 1.19 3.102 1.294 3.13 1.31 0.007 0.007 0.019 0.016 0.221 0.177 0.529 0.379 0.797 0.522 0.969 0.662 1.398 0.769 1.453 0.777 1.453 0.777 0.805 0.11 2.035 0.404 1.492 0.284 2.332 0.481 4.506 0.615 4.667 0.643 5.21 0.703 5.257 0.744 6.186 0.781 2.043 0.464 0.432 0.186 41.104 11.797 0.309 0.225 0.389 0.215 0.895 0.589 0.724 0.464 0.546 0.351 0.183 0.159 0.123 0.102 0.017 0.008 0.168 0.111 0.457 0.356 0.578 0.374 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 24 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST2413 STST243 STST244 STST245 STST247 STST249 STST25 STST250 STST252 STST254 STST2553 STST2554 STST2555 STST2557 STST2558 STST2559 STST256 STST2560 STST2561 STST2562 STST2563 STST2564 STST2565 STST2566 STST258 STST2585 STST2586 STST2588 STST2589 STST2590 STST2591 STST2592 STST2593 STST2595 STST2596 STST2597 STST2598 225.17 186.85 186.7 186.5 185.8 186.5 209.08 185.1 184.8 184.5 217.17 216.74 215.93 216.75 213.41 211.55 184.1 211.5 211.66 212.35 212.93 213.61 215.05 214.66 184 201.54 209.863 220.05 219.58 219.14 218.24 216.81 216.95 217.89 217.54 216.19 215.8 227.79 188.12 187.97 187.82 187.72 188.02 211.617 186.62 186.22 186.32 219.89 219.46 218.88 219.6 216.75 214.51 186.72 214.68 214.9 216.01 216.66 217.35 217.86 217.83 186.92 207.85 211.293 222.6 222.55 221.91 221.13 220.15 219.86 220.29 220.23 219.03 217.78 225.82 187 186.96 186.68 186.23 187.49 209.55 186.71 186.53 186.53 217.94 217.76 216.9 217.1 214.06 213.49 186.51 213.35 213.4 213.61 213.82 214.19 215.29 215.5 186.53 202.71 210.13 220.13 219.69 219.27 218.4 217.29 217.3 218.05 218.05 217.52 216.68 0.1 0.019 0.081 0.096 0.142 0.063 0.215 0.239 0.501 0.527 0.182 0.179 0.335 0.675 0.961 1.164 0.328 1.036 0.992 0.841 0.782 0.702 0.185 0.41 0.337 1.289 0.722 0.027 0.041 0.085 0.152 0.247 0.018 0.06 0.114 0.182 0.197 0.09 0.016 0.07 0.085 0.127 0.037 0.208 0.318 0.44 0.782 0.18 0.19 0.325 0.894 1.34 1.95 0.873 1.63 1.62 1.37 1.27 1.14 0.28 0.644 0.923 1.64 0.992 0.03 0.042 0.081 0.14 0.229 0.015 0.063 0.11 0.2 0.239 0.343 0.219 0.112 0.048 0.343 0.208 0.398 0.247 0.527 0.359 0.12 0.103 1.113 0.522 1.14 0.95 1.614 1.178 2.919 2.053 0.739 0.398 0.777 0.418 1.166 0.776 3.845 2.109 7.046 3.34 16.217 7.264 3.522 2.584 12.855 5.752 12.811 5.736 11.432 5.205 10.927 5.011 10.18 4.724 1.278 0.669 7.679 3.584 3.758 2.788 12.778 4.472 9.327 2.006 0.194 0.053 0.226 0.085 0.351 0.181 0.582 0.311 0.865 0.533 0.046 0.038 0.212 0.156 0.438 0.247 0.822 0.438 1 0.525 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 25 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST2599 STST26 STST260 STST2600 STST2601 STST2602 STST2603 STST2608 STST2609 STST2610 STST2611 STST2612 STST2613 STST2614 STST2615 STST2616 STST2617 STST2618 STST2619 STST262 STST2620 STST2621 STST2623 STST2624 STST2625 STST2626 STST2627 STST2628 STST2629 STST263 STST2630 STST2631 STST2632 STST2633 STST2634 STST2635 STST2636 215.73 207.43 183.8 215.5 215.33 215.12 215.03 219.02 218.75 217.86 217.77 217.31 215.05 214.54 213.82 212.66 212.42 211.7 211.44 183.6 211.25 210.84 210.71 210.69 211.42 213.81 211.89 212.05 212.64 187.1 213.24 213.12 213.27 213.76 215.56 214.11 214.31 218.48 211.424 187.12 218 217.7 217.42 217.26 222.3 221.98 221.16 220.96 220.36 218.26 217.67 217.21 216.09 215.58 215.08 214.18 187.22 213.76 213.7 213.21 213.14 214.43 214.68 215.29 215.54 216.48 188.22 215.91 216.57 216.73 217.52 217.48 217.73 217.94 216.75 210.23 186.52 216.34 216 215.82 215.64 219.45 219.09 218.63 218.24 217.69 215.75 215.26 214.46 213.83 213.72 213.6 213.42 186.39 213.3 213.23 213.16 213.12 213.32 213.98 213.48 213.51 213.67 188.02 213.85 213.85 213.91 214.29 215.74 214.84 215.07 0.403 0.587 0.41 0.456 0.51 0.516 0.527 0.565 0.582 0.64 0.655 0.664 0.825 0.837 0.941 1.07 1.085 1.271 1.15 1.15 1.267 2.522 2.658 2.729 1.095 0.08 0.898 0.874 0.807 0.071 0.083 0.756 0.751 0.693 0.111 0.49 0.472 0.408 1.09 1.13 0.479 0.563 0.574 0.586 0.781 0.795 0.857 0.87 0.883 1.09 1.13 1.31 1.5 1.54 1.92 2 2.1 2.08 3.85 3.86 3.85 1.66 0.102 1.43 1.42 1.32 0.045 0.08 1.23 1.21 1.12 0.188 0.783 0.751 1.478 11.644 4.764 1.742 2.266 2.315 2.37 3.236 3.303 3.621 3.681 3.781 5.467 5.664 6.871 14.204 14.401 16.036 16.466 12.329 16.899 19.326 19.604 19.625 13.018 0.599 11.759 11.697 11.173 0.247 11.608 10.686 10.605 10.12 0.771 8.506 8.331 0.968 2.8 3.631 1.138 1.281 1.306 1.334 1.875 1.901 2.023 2.046 2.084 2.733 2.809 3.273 6.271 6.347 7.194 7.359 6.491 7.526 8.459 8.566 8.566 5.815 0.23 5.331 5.307 5.106 0.12 5.273 4.918 4.887 4.7 0.474 3.902 3.834 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 26 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Rim Max. I Max. Total I Contributing I Contributing Elev. Elev. HGL Total inflow Area Imp. (m) (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST2637 STST2638 STST2639 STST264 STST2640 STST2641 STST2642 STST2643 STST2644 STST2645 STST2646 STST264? STST2648 STST265 STST266 STST2668 STST267 STST268 STST27 STST271 STST273 STST274 STST275 STST278 STST279 STST28 STST29 STST3 STST30 STST31 STST32 STST33 STST34 STST345 STST35 STST355 STST359 215.11 214.71 214.2 186.7 214.48 214.88 215.29 215.6 215.53 216.02 215.9 216.14 216.6 186.5 186 195.47 185.9 186.4 207.61 185.7 185 184.154 199.754 198.257 197.01 206.86 207.11 211.602 207.17 209.08 207.65 207.85 210.07 182.25 213.43 204.8 189.03 218.01 217.51 216.96 187.82 217.7 218.03 218.43 218.22 218.01 218.5 218.72 218.84 219.26 187.72 187.32 196.954 187.31 187.92 210.544 187.22 185.62 186.004 201.445 200.585 199.29 210.99 211.408 213.244 211.429 211.65 211.174 210.653 212.947 185 215.629 208.7 190.62 215.2 214.85 214.5 187.87 215.25 215.72 216.05 216.23 215.8 216.22 216.23 216.39 216.83 187.83 187.52 195.61 187.42 187.94 209.05 186.89 185.65 185.18 201.55 200.67 198 209.43 209.95 211.73 210.18 211.38 210.29 210.38 210.44 183.98 214.14 205.32 189.09 0.048 0.042 0.113 0.086 0.418 0.375 0.359 0.138 0.073 0.129 0.186 0.152 0.099 0.398 0.97 0.268 0.924 0.189 0.24 0.302 0.483 0.521 0.411 0.399 0.486 1.023 1.008 0.106 1.024 0.745 0.547 0.514 0.098 3.636 0.209 0.571 0.009 0.052 0.044 0.143 0.082 0.668 0.543 0.473 0.176 0.079 0.166 0.229 0.194 0.121 0.368 0.902 0.228 0.925 0.247 0.234 0.452 0.801 0.858 0.923 1.03 1.31 2.2 2.13 0.104 2.11 0.988 1.02 0.827 0.116 7.07 0.207 0.724 0.008 0.269 0.419 1.008 0.398 7.809 7.135 6.74 1.454 0.973 0.973 4.924 4.741 4.354 3.102 6.653 3.646 7.43 1.47 1.233 2.912 9.751 9.96 5.626 6.16 9.896 23.336 22.877 1.078 22.82 11.019 11.349 9.905 0.507 67.309 2.654 5.171 0.023 0.104 0.161 0.388 0.218 3.634 3.375 3.223 0.559 0.374 0.374 2.524 2.454 2.305 1.074 2.699 0.632 2.764 0.732 0.584 1.308 2.314 2.477 2.799 3.072 4.078 5.674 5.476 0.2 5.438 2.54 2.627 2.123 0.316 11.154 0.575 1.905 0.021 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 27 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST36 STST360 STST361 STST362 STST364 STST366 STST36? STST369 STST37 STST370 STST371 STST372 STST373 STST374 STST379 STST379A STST379B STST38 STST380 STST381 STST381A STST383 STST384 STST39 STST397 STST4 STST40 STST403 STST41 STST418 STST42 STST420 STST43 STST44 STST441 STST45 STST454 212.48 188.06 186.29 185.55 191.559 197.881 202.374 207.548 210.42 209.428 211.081 212.755 213.713 225.863 221.54 220.77 220.87 209.2 226.73 227.97 221.54 227.42 227.96 209.39 227.37 214.002 211.63 226.78 211 229.24 210.03 228.93 209.4 208.19 228.4 206.35 189.79 214.753 189.78 187.92 188.25 194.669 200.521 204.159 209.352 211.992 211.358 212.971 214.565 216.623 228.62 224.95 224.38 224.95 211 228.75 227.97 225.11 231.1 232 211 229.7 215.644 213.286 228.8 212.582 230.75 211.6 230.5 211.016 210.026 231.72 209.309 190.98 213.53 188.19 186.71 185.66 191.73 197.98 202.44 207.7 211.18 209.54 211.17 212.82 213.75 226.24 223.97 223.59 223.61 211.02 227.29 228.16 225.36 227.94 228.57 211.09 227.86 214.09 211.75 227.31 211.16 229.61 210.24 229.15 209.64 208.41 228.84 207.47 190.15 0.232 0.098 0.146 0.069 0.125 0.091 0.033 0.115 0.126 0.085 0.06 0.036 0.007 1.106 2.876 2.75 0.746 0.157 0.443 0.392 0.481 0.776 0.635 0.163 0.291 0.049 0.048 0.437 0.099 0.13 0.144 0.17 0.168 0.226 0.69 0.582 0.307 0.234 0.088 0.13 0.087 0.109 0.078 0.028 0.104 0.128 0.077 0.055 0.032 0.005 4.57 6.28 7.39 1.09 0.209 0.588 0.564 0.769 3.74 3.09 0.205 0.385 0.044 0.047 0.578 0.106 0.157 0.15 0.214 0.171 0.228 2.13 0.718 0.33 2.829 0.32 0.479 1.266 0.622 0.473 0.174 0.39 0.535 0.287 0.207 0.125 0.021 34.442 56.292 60.368 3.978 1.13 1.963 3.131 3.994 35.387 30.52 1.115 1.266 0.228 0.195 1.936 0.503 0.532 0.747 0.776 0.859 1.189 20.034 4.592 6.41 0.633 0.252 0.368 0.241 0.317 0.234 0.076 0.247 0.333 0.175 0.124 0.072 0.011 3.963 4.43 6.965 2.47 0.52 1.401 1.116 1.566 1.42 1.052 0.512 0.925 0.102 0.124 1.374 0.288 0.37 0.39 0.486 0.439 0.604 0.713 1.933 0.937 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 28 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) II STST455 STST456 STST46 STST469 STST47 STST470 STST48 STST485 STST486 STST48? STST488 STST489 STST49 STST490 STST491 STST492 STST493 STST494 STST495 STST496 STST497 STST498 STST499 STST5 STST50 STST500 STST501 STST502 STST503 STST504 STST505 STST506 STST507 STST508 STST509 STST51 STST510 188.75 189.39 204.46 189.16 203.12 190.47 211.9 195.95 196.14 192.4 195.31 196.08 211.67 196.28 196.97 196.9 195.92 195.9 195.78 195.57 191.8 195.35 194.73 216.342 210.47 195.43 195.4 195.984 196.08 196.6 196.46 196.2 196.31 196.08 196.02 208.52 196.09 192.4 190.811 206.378 191.84 204.919 191.53 213.984 197.61 197.41 195.98 197.55 197.454 213.8 197.896 198.09 199.54 198.198 197.577 197.833 197.656 196.75 197.564 197.555 217.927 213.029 197.607 197.75 197.645 197.492 197.372 197.43 197.06 197.23 196.915 197.15 210.359 196.84 189.15 189.8 204.85 190.03 203.98 190.82 213.4 196.01 196.19 193.24 195.6 197.44 213.14 197.63 198.07 197.58 197.04 195.93 195.87 195.86 192.12 195.69 195.08 216.34 212.71 195.6 196.26 196.27 196.27 196.62 197.47 197.14 197.28 197.02 196.95 210.43 196.95 0.3 0.306 0.704 1.523 0.735 0.348 0.505 0.02 0.005 0.73 0.681 0.593 0.473 0.612 0.013 0.53 0.627 0.002 0.024 0.151 0.757 0.175 0.307 0 0.714 0.088 0.654 0.016 0.012 0.001 0.093 0.178 0.119 0.164 0.303 0.434 0.017 0.33 0.327 0.885 1.85 0.94 0.313 0.608 0.018 0.004 1.87 1.01 0.873 0.622 0.865 0.003 1.38 1.51 0.002 0.021 0.133 0.75 0.16 0.293 0 0.899 0.077 1.67 0.003 0.001 0.001 0.08 0.185 0.108 0.176 0.404 0.591 0.011 7.156 0.937 6.891 0.937 5.442 2.414 12.492 5.345 5.728 2.576 4.937 0.887 6.369 1.589 0.075 0.048 0.038 0.012 12.488 5.571 7.879 3.09 6.678 2.636 6.437 1.62 6.633 2.614 0.012 0.004 9.896 4.078 10.633 4.475 0.016 0.006 0.101 0.064 1.009 0.422 6.205 2.251 1.242 0.507 1.974 0.884 0 0 10.474 2.33 0.43 0.214 11.481 4.926 0.008 0.002 0.008 0.002 0.008 0.002 0.62 0.248 2.33 0.54 1.605 0.308 2.041 0.492 4.651 1.158 8.824 1.48 0.062 0.027 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 29 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST512 STST513 STST514 STST514A STST515 STST516 STST517 STST518 STST519 STST52 STST520 STST522 STST523 STST524 STST525 STST526 STST527 STST528 STST529 STST53 STST530 STST531 STST532 STST533 STST535 STST536 STST537 STST538 STST539 STST54 STST540 STST541 STST542 STST543 STST544 STST545 STST546 196.43 196.03 194.035 194.75 191.216 191.141 190.723 189.589 195.7 208.55 194.33 193.28 190.67 190.35 188.78 188.59 188.69 195.89 195.59 208.6 195.19 194.39 191.57 189.6 194.65 194.25 190.06 190.6 189.1 209.06 189.68 189.9 188.81 188.03 187.83 187.47 187.07 197.221 196.949 196.455 196.455 192.513 192.607 192.189 191.083 196.579 211 195.866 194.436 191.673 191.385 190.104 189.8 190.035 197.48 197.82 211 197.94 197.05 193.37 192.05 197.24 197.109 193.075 193.155 192.589 212.22 191.355 191.11 190.419 190.06 189.89 189.224 189.224 196.49 196.13 194.38 194.84 191.9 191.59 191.06 190.16 196.09 210.45 195.11 193.32 191.22 190.45 189.9 189.42 189.86 196.81 196.49 210.46 196.05 194.64 192.65 192.03 195.41 195.06 192.09 192.46 191.73 210.51 191.54 191.6 190.48 188.87 188.86 189.31 188.66 0.004 0.018 0.417 0.037 0.567 0.522 0.533 0.541 0.26 0.339 0.495 0.007 0.613 0.082 0.561 0.406 0.377 0.278 0.292 0.264 0.291 0.293 0.335 0.399 0.634 0.691 0.708 0.767 0.712 0.267 0.048 0.501 0.23 0.071 0.146 0.228 0.42 0.003 0.015 0.389 0.034 0.528 0.54 0.552 0.561 0.258 0.512 0.492 0.006 0.676 0.07 0.847 0.938 0.859 0.412 0.446 0.441 0.471 0.494 0.541 1.02 1.73 1.8 1.9 1.9 1.93 0.44 0.023 0.403 0.948 0.016 0.142 0.97 1.26 0.024 0.01 0.084 0.044 2.749 1.155 0.212 0.096 3.959 1.591 4.062 1.637 4.16 1.678 4.264 1.708 2.346 0.684 8.47 1.31 3.495 1.337 0.049 0.015 4.647 1.908 0.45 0.226 6.755 2.589 7.345 2.832 6.771 2.605 4.683 1.182 5.03 1.285 7.987 1.165 5.186 1.359 5.325 1.418 5.554 1.549 9.263 2.542 11.786 5.119 12.17 5.35 12.602 5.659 12.602 5.659 12.654 5.701 7.973 1.163 0.022 0.022 3.176 0.753 9.863 2.728 0.045 0.032 0.706 0.433 10.003 2.786 11.198 3.644 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 30 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST547 STST548 STST549 STST55 STST550 STST551 STST552 STST553 STST554 STST555 STST556 STST557 STST558 STST559 STST56 STST560 STST561 STST562 STST563 STST564 STST565 STST566 STST56? STST568 STST569 STST57 STST570 STST571 STST572 STST573 STST574 STST575 STST576 STST577 STST578 STST579 STST58 186.69 188.22 187.85 212.44 187.18 186.86 186.76 185.66 183.92 188.8 186.04 185.94 188.5 185.18 211.14 184.33 184.87 185.2 183.38 183.74 185.53 186.71 186.51 186.42 181.68 213.9 181.93 178.15 177.835 180.1 180.7 180.48 177.12 177.87 176.81 177.66 213.14 189.38 189.666 189.301 214.032 188.359 188.488 188.412 188.532 188.582 190.36 190.142 189.7 189.73 188.743 213.885 187.253 187.109 187.699 186.448 186.581 187.77 187.85 187.65 187.47 182.941 215.645 182.74 179.88 179.12 181.736 181.64 181.877 178.696 179.733 178.897 179.7 214.728 187.76 188.57 188.45 213.1 187.88 187.53 187.33 186.18 184.13 188.9 186.94 185.96 188.56 185.29 211.45 184.79 185.26 185.5 183.55 184.2 185.57 187.67 187.42 186.86 182.17 213.97 182.8 179.89 178.53 180.4 181.64 181.24 177.98 178.6 177.71 179.61 213.37 0.541 0.123 0.139 0.179 0.156 0.153 0.154 0.765 0.925 0.058 0.744 0.001 0.016 0.054 0.266 0.485 0.372 0.246 0.55 0.539 0.003 0.322 0.084 0.086 0.302 0.021 0.18 0.186 0.208 0.446 0.592 0.442 0.732 0.467 0.745 0.166 0.109 1.5 0.127 0.149 0.181 0.173 0.175 0.177 1.81 1.99 0.069 1.79 0.001 0.013 0.05 0.282 0.572 0.459 0.304 0.643 0.631 0.003 0.465 0.462 0.475 0.753 0.018 0.217 0.153 0.238 1.19 1.17 1.18 1.58 1.22 1.64 0.196 0.094 12.852 4.367 0.641 0.414 0.708 0.475 1.382 0.484 0.799 0.538 0.81 0.544 0.822 0.548 14.063 5.444 14.914 6.014 0.21 0.209 13.94 5.334 0.002 0.002 0.042 0.039 0.157 0.124 7.332 0.751 2.728 1.338 2.358 1.06 1.77 0.686 3.002 1.514 2.913 1.489 0.012 0.005 2.755 1.279 2.768 1.293 2.823 1.319 4.628 1.834 0.325 0.047 1.502 0.393 0.56 0.355 0.888 0.576 6.978 2.728 6.92 2.704 6.946 2.711 8.277 3.618 7.098 2.81 8.419 3.661 1.334 0.351 1.021 0.259 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 31 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST580 STST581 STST582 STST584 STST585 STST586 STST588 STST59 STST590 STST591 STST593 STST594 STST595 STST596 STST597 STST598 STST61 STST610 STST611 STST612 STST613 STST614 STST615 STST62 STST622 STST63 STST630 STST631 STST634 STST635 STST638 STST639 STST64 STST646 STST65 STST656 STST657 177.59 184.04 184.14 218.29 226.63 226.51 214.2 212.9 214.42 212.58 211.53 211.84 212 209.92 210.34 210.83 207.72 215.27 216.31 217.79 219.14 219.56 220 212.29 223.57 212.75 184.682 186.697 194.353 197.622 203.115 204.759 216.18 187.279 214.67 204.45 198 178.53 185.05 184.6 219.77 227.88 227.9 216.4 214.512 215.9 214.84 213.82 214.22 214.19 212.42 212.82 213.17 210.866 216.8 217.75 219.6 220.65 221.15 221.6 214.042 225.34 214.502 186.95 189.1 197.05 202.85 207.2 208.2 217.906 189.85 216.239 207.92 200 177.92 185.35 185.34 219.06 227.67 227.42 214.32 213.21 214.72 212.82 211.99 212.24 212.43 211 211.28 211.49 210.35 215.6 216.79 218.02 219.3 219.75 220.12 212.42 224.16 212.83 185.51 187.39 194.81 198.22 203.67 205.48 216.33 188.35 215.53 205.13 198.17 0.033 0.992 2.593 0.275 0.381 0.39 0.074 0.139 0.683 0.128 0.287 0.252 0.205 0.43 0.402 0.361 0.52 0.587 0.358 0.22 0.132 0.095 0.051 0.07 1.251 0.03 3.606 3.572 3.512 3.494 3.446 3.428 0.126 3.568 0.199 1.29 0.357 0.031 1.18 0.631 0.317 0.63 0.643 0.086 0.127 2.04 0.139 0.307 0.273 0.23 0.535 0.478 0.405 0.983 0.712 0.367 0.228 0.14 0.101 0.056 0.069 4.89 0.032 7.02 6.97 6.88 6.86 6.79 6.76 0.109 6.96 0.175 1.64 0.314 0.184 1.543 1.425 1.24 3.428 3.469 0.544 1.166 12.795 0.79 1.47 1.355 1.157 2.512 2.183 1.842 10.981 4.278 1.596 0.986 0.654 0.483 0.313 0.284 36.147 0.122 67.031 66.492 65.712 65.418 64.813 64.547 2.023 66.472 2.525 12.778 3.036 0.07 0.35 0.299 0.772 1.185 1.218 0.183 0.343 3.631 0.291 0.674 0.589 0.508 1.252 1.066 0.911 2.531 1.39 0.813 0.516 0.307 0.221 0.117 0.183 4.475 0.086 10.999 10.861 10.622 10.554 10.357 10.291 0.3 10.846 0.495 4.472 0.922 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 32 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST658 STST66 STST660 STST662 STST664 STST665 STST66? STST67 STST671 STST672 STST673 STST674 STST678 STST679 STST68 STST680 STST681 STST684 STST685 STST687 STST689 STST69 STST696 STST70 STST701 STST702 STST705 STST706 STST709 STST71 STST710 STST712 STST713 STST714 STST715 STST716 STST717 203.65 214.1 190.718 198.948 201.68 203.557 189.237 215.82 216.8 218.4 218.76 219.89 217.16 217.62 214.87 218.14 218.93 223.46 221.86 224.53 224.11 210.49 223.95 210.68 221.91 222.58 221.25 221.41 222.11 209.84 222.8 230.315 218.74 219.2 220.18 221.07 221.4 205.6 215.696 191.759 200.998 202.98 204.987 192.02 217.55 218.83 219.42 220.38 221.52 219.06 219.33 216.626 219.8 220.58 226.29 223.43 227 226.81 213.692 226.73 213.864 223.4 224.12 223.21 223.37 223.89 213.407 225.17 232.255 220.98 221.79 222.74 223.71 224.14 203.82 214.95 191.53 199.1 201.83 203.63 189.87 215.94 217.25 218.68 219 219.99 217.91 218.88 215.09 219.17 219.27 223.64 222.24 224.73 224.24 211.21 224.14 211.32 222.13 222.73 221.94 221.92 222.38 210.93 223.02 230.64 219.6 219.7 220.53 221.4 221.75 0.307 0.175 0.29 0.25 0.216 0.042 3.528 0.078 0.271 0.193 0.128 0.058 0.245 0.194 0.118 0.195 0.076 0.218 0.377 0.133 0.109 0.174 0.183 0.156 0.123 0.078 0.616 0.608 0.407 0.202 0.33 0.298 1.175 1.074 0.971 0.868 0.842 0.268 0.175 0.248 0.213 0.182 0.036 6.9 0.071 0.467 0.232 0.154 0.078 0.431 0.313 0.105 0.236 0.086 0.254 1.26 0.164 0.14 0.325 0.221 0.298 0.138 0.09 0.759 0.734 0.473 0.362 0.389 1.09 2.14 2.04 1.94 1.82 1.8 2.512 2.525 3.868 3.358 2.975 0.522 65.883 1.164 3.443 1.582 1.258 0.91 3.31 2.169 1.315 1.525 0.518 1.968 13.618 1.337 1.398 7.532 1.57 7.411 0.806 0.578 4.752 4.742 3.25 7.682 2.814 11.89 18.288 17.888 17.435 16.933 16.84 0.789 0.495 0.689 0.59 0.503 0.097 10.682 0.191 0.831 0.463 0.283 0.121 0.745 0.564 0.274 0.452 0.172 0.512 1.595 0.344 0.281 0.862 0.48 0.793 0.268 0.163 1.405 1.395 0.93 0.96 0.763 0.354 3.518 3.278 3.043 2.781 2.721 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 33 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) II STST718 STST72 STST720 STST722 STST724 STST726 STST729 STST73 STST732 STST73? STST74 STST741 STST743 STST745 STST748 STST75 STST755 STST76 STST762 STST767 STST768 STST77 STST775 STST78 STST781 STST79 STST795 STST80 STST81 STST82 STST826 STST828 STST83 STST832 STST835 STST839 STST84 222.58 211.15 222.19 222.97 230.605 231.805 233.125 210.85 234.275 233.465 208.92 228.58 229.17 229.785 230.155 208.71 224.49 207.75 226.1 227.87 219.28 205.59 221.1 205.38 222.73 205.3 217.68 204.65 203.67 202.44 226.57 225.52 213.48 229.649 230.948 231.154 212.82 224.1 212.974 224.92 226.04 233.775 234.785 235.565 212.776 236.745 235.845 210.743 230.81 231.35 231.455 231.905 210.383 227.89 209.966 229 230.28 221.92 208.754 224.5 208.157 226.02 207.742 219.67 206.602 205.624 204.955 229.8 228.6 215.26 231.51 233.258 232.848 214.5 222.68 211.27 222.46 223.2 231.14 232.07 233.34 211.26 234.42 233.64 210.46 229.02 229.62 230.18 230.61 209.52 224.99 208.05 226.59 228.32 219.94 206.28 221.6 206.07 223.25 205.72 218.5 205.33 204.46 202.81 226.99 225.95 214.94 230.39 230.99 232.73 214.53 0.02 0.02 0.348 0.273 0.684 0.415 0.289 0.07 0.125 0.306 0.193 1.112 0.906 0.888 0.706 0.215 1.349 0.243 1.272 1.157 1.525 0.579 1.469 0.6 1.417 0.62 1.596 0.703 0.723 0.736 1.131 1.146 0.208 2.054 0.006 0.219 0.237 0.027 0.017 0.421 0.334 2.47 1.04 0.879 0.071 0.426 1.02 0.27 3.85 3.28 3.26 2.49 0.325 4.24 0.364 4.1 3.91 4.56 0.747 4.45 0.77 4.35 0.792 4.72 0.886 0.912 0.941 5.52 5.63 0.19 6.37 0.004 0.299 0.267 0.236 0.086 2.758 2.196 23.329 9.23 8.237 0.311 4.18 11.457 1.5 36.95 31.854 31.688 23.42 1.902 39.093 2.209 38.331 37.173 40.57 4.728 40.094 4.842 39.644 4.937 41.361 5.442 5.574 5.765 52.387 52.928 2.354 113.475 0.018 1.814 3.016 0.038 0.041 0.868 0.716 0.769 0.412 0.259 0.188 0.096 0.215 0.696 1.432 1.02 0.989 0.809 0.861 2.254 0.975 1.932 1.561 2.944 2.01 2.718 2.071 2.489 2.137 3.294 2.414 2.493 2.579 2.951 3.154 0.5 3.596 0.007 0.561 0.679 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 34 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST840 STST841 STST844 STST847 STST849 STST85 STST850 STST851 STST852 STST853 STST854 STST857 STST858 STST859 STST86 STST860 STST861 STST862 STST863 STST864 STST865 STST865B STST86? STST869 STST87 STST871 STST872 STST873 STST878 STST879 STST88 STST880 STST881 STST882 STST883 STST884 STST89 230.973 230.619 228.47 230.213 229.595 212.33 229.589 229.59 229.266 229.293 229.583 230.02 229.521 229.218 208.34 229.47 229.558 230.118 230.808 230.55 229.75 228.67 229.9 230.7 209.15 222.82 223.22 224.28 228.54 230.888 213.91 232.325 232.266 231.404 230.578 229.84 206.62 232.473 231.749 230.418 231.753 231.25 214.01 230.691 231.233 230.85 230.684 231 231.585 231.109 230.85 210.302 230.691 231.25 231.753 232.408 232.22 231.41 230.71 231.41 232.27 210.824 225.5 225.5 227.4 230.304 232.473 215.601 233.896 233.934 233.056 232.384 231.945 209.295 232.58 231.67 228.53 230.26 230.18 214.07 229.85 229.85 229.67 229.71 229.82 230.08 229.67 229.62 210.41 229.85 230.13 230.26 230.89 230.64 229.91 229.44 229.94 230.8 210.47 223.65 223.61 224.7 228.63 232.49 214.65 232.53 232.36 231.57 231.13 230.66 207.66 0.225 0.264 0.032 0.008 0.16 0.226 0.029 0.02 0.201 0.198 0.186 0.012 0.048 0.292 0.442 0.312 0.259 0.074 0.025 0.035 0.083 0.086 0.006 0.02 0.081 2.039 0.184 1.168 0.023 0.291 0.198 0.051 0.041 0.109 0.139 0.189 0.335 0.303 0.418 0.029 0.006 0.697 0.276 0.072 0.052 0.279 0.277 0.268 0.012 0.042 0.358 0.631 0.911 0.805 0.068 0.025 0.067 0.11 0.113 0.005 0.054 0.032 6.24 0.256 5.78 0.022 0.403 0.196 0.045 0.036 0.094 0.124 0.182 0.461 1.832 2.228 0.098 0.018 7.974 3.047 0.608 0.451 1.651 1.632 1.592 0.046 0.144 1.92 9.034 9.011 8.302 0.206 0.071 0.597 0.732 0.74 0.015 0.56 0.141 56.072 1.833 53.637 0.078 2.186 2.609 0.143 0.096 0.324 0.428 0.64 3.243 0.569 0.819 0.067 0.017 0.04 0.701 0.021 0.016 0.417 0.416 0.406 0.024 0.094 0.593 1.593 0.406 0.303 0.166 0.063 0.065 0.167 0.174 0.013 0.031 0.073 4.345 0.503 3.448 0.05 0.78 0.546 0.108 0.092 0.204 0.27 0.383 1.252 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 35 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) II STST891 STST892 STST895 STST896 STST898 STST899 STST90 STST906 STST909 STST91 STST910 STST910A STST914 STST919 STST92 STST922 STST931 STST934 STST936 STST938 STST943 STST944 STST947 STST949 STST953 STST957 STST959 STST962 STST965 STST968 STST976 STST977 STST979 STST981 STST983 STST984 STST985 230.175 231.395 236.285 237.955 238.445 219.375 203.04 191.306 210.005 207.41 207.935 209.162 215.236 218.29 206.96 219.09 227.105 224.905 221.365 220.285 225.985 229.055 234.765 237.805 230.015 220.655 220.105 219.425 220.065 223.265 214.463 215.655 216.845 218.635 220.175 221.63 222.08 232.465 234.255 238.675 239.735 239.885 222.625 204.5 193.816 212.5 208.8 211.4 212.359 218.68 221.24 208.9 222.1 229.635 227.645 224.035 222.835 229.175 231.685 237.425 239.995 232.345 222.495 222.935 222.435 222.605 225.685 215.233 218.65 219.185 220.785 221.975 223.57 224.09 230.56 231.63 236.42 237.96 238.5 219.96 203.06 191.45 210.29 208.03 208.64 210.2 215.73 218.92 207.89 219.64 227.41 225.2 221.82 220.73 228.51 229.44 234.9 237.95 230.29 220.7 220.33 219.78 221.95 225.72 214.5 215.94 217.01 218.75 220.25 222.75 223.03 0.601 0.502 0.315 0 0.01 1.55 0.001 0.121 0.292 0.333 3.476 3.491 3.193 2.781 0.337 1.564 0.865 1.133 1.227 1.472 1.268 0.955 0.209 0.151 0.724 0.01 0.246 0.348 1.038 1.098 0.009 0.184 0.151 0.072 0.032 1.735 1.661 1.62 1.48 0.541 0 0.007 4 0.001 0.133 0.607 0.453 7.66 7.66 6.91 6.22 0.457 4.01 2.92 3.31 3.45 3.88 3.7 1.67 0.247 0.183 2.72 0.009 0.268 0.41 3.86 3.77 0.008 0.192 0.162 0.068 0.029 1.85 1.75 13.999 0.879 13.031 0.727 4.036 0.509 0 0 0.024 0.017 35.414 3.606 0.038 0.003 2.379 0.358 4.291 1.143 3.198 1.231 63.735 10.027 63.706 10.011 58.742 8.567 54.037 7.284 3.214 1.24 35.475 3.629 27.264 1.647 29.892 2.418 30.978 2.622 34.426 3.435 33.154 2.525 13.206 1.616 1.335 0.443 0.945 0.341 25.922 1.262 0.034 0.019 1.206 0.594 2.238 0.883 33.783 2.874 33.492 2.687 0.044 0.012 1.081 0.363 0.904 0.315 0.286 0.149 0.114 0.066 5.878 4.528 5.597 4.28 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 36 of 101 SWMM 5.1.015 Table 1: Junctions (continued...) Name Invert Elev. (m) Rim Max. I Max. Total I Contributing I Contributing Elev. HGL Total inflow Area Imp. (m) (m) Inflow (ML) (ha) Area (m3/s) (ha) STST988 STSTMH2-IROC STSTMH3-IROC STSTM H4-IROC STSTTE001 STSTTE002 STSTTE003 STSTTE004 STSTTE008 STSTTE009 STSTTE010 STSTTE011 STSTTE012 STSTTE013 STSTTE014 STSTTE015 STSTTE016 STSTTE017 STSTTE018 STSTTE019 STSTTE020 STSTTE021 STSTTE022 STSTTE023 STSTTE024 STSTTE027 STSTTE028 STSTTE029 220.43 222.45 222.35 221.5 198.694 197.853 196.458 196.215 209.15 205.011 200.059 192.348 192.66 192.664 193.348 192.689 193.188 194.593 207.995 197.396 204.307 205.081 197.585 206.567 200.17 205.523 192.374 190.844 222.92 224.12 223.69 223 200.213 199.703 198.408 197.725 209.436 206.111 201.269 193.748 193.58 193.304 194.768 194.339 194.738 196.533 208.695 200.216 206.127 206.931 199.885 207.267 202.14 206.956 193.435 193.619 221.42 223.51 222.67 221.76 198.8 198.19 197.74 196.35 209.23 205.11 200.2 193.75 193.67 192.74 193.4 193.41 193.73 194.88 208.75 197.64 204.56 205.62 198.19 207.13 200.38 206.59 192.6 191.27 2.157 0.309 0.278 0.278 0.03 0.091 0.156 0.019 0.085 0.152 0.224 0.076 0.025 0.01 0.007 0.74 0.599 0.54 0.399 0.508 0.423 0.401 0.082 0.387 0.453 0.394 0.073 0.966 2.36 0.75 0.75 0.75 0.026 0.083 0.142 0.016 0.183 0.242 0.306 0.091 0.013 0.009 0.006 1.37 1.11 1.05 0.482 1.02 0.627 0.587 0.33 0.532 0.664 0.571 0.068 1.62 7.571 4.197 4.197 4.197 0.192 0.544 1.032 0.113 6.66 7.097 7.55 0.463 0.027 0.031 0.015 50.247 48.524 48.315 4.395 48.124 5.483 5.146 41.751 4.664 5.65 4.994 0.226 52.91 5.828 1.674 1.674 1.674 0.075 0.238 0.408 0.049 1.501 1.684 1.891 0.272 0.027 0.025 0.015 3.984 3.225 3.083 1.391 3.015 1.785 1.682 0.972 1.514 1.876 1.636 0.197 4.664 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 37 of 101 SWMM 5.1.015 Table 2A: Conduits Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) C100 34 35 6.008 0.009 CIRCULAR 0.3 0 C101 35 STST1635 11.223 0.013 CIRCULAR 0.375 0 C102 J19 STST1610 9.6 0.009 CIRCULAR 0.525 0 C103 314 STST1616 23.8 0.009 CIRCULAR 0.525 0 C25 391 J94 29.5 0.013 CIRCULAR 0.6 0 C26 394 396 33.8 0.013 CIRCULAR 0.6 0 C27 J96 3101 32.7 0.013 CIRCULAR 0.6 0 C28 J101 J104 50.5 0.013 CIRCULAR 0.6 0 C29 3104 3106 30.4 0.013 CIRCULAR 0.6 0 C30 3106 3108 32.5 0.013 CIRCULAR 0.6 0 C31 J108 3109 32.8 0.013 CIRCULAR 0.6 0 C32 3109 3110 23.4 0.013 HORIZ_ELLIPSE 0.73 1.15 C33 3110 J111 26 0.013 HORIZ_ELLIPSE 0.73 1.15 C34 3111 3112 31.7 0.013 HORIZ_ELLIPSE 0.855 1.345 C35 J113 3117 67.8 0.009 CIRCULAR 0.3 0 C36 J117 3119 30.9 0.009 CIRCULAR 0.3 0 C37 J119 3121 31 0.009 CIRCULAR 0.3 0 C38 3121 3122 31 0.013 CIRCULAR 0.45 0 C39 3122 3123 56.4 0.013 CIRCULAR 0.525 0 C40 J123 3127 66 0.013 CIRCULAR 0.6 0 C41 3127 3128 26.3 0.013 CIRCULAR 0.675 0 C42 3128 3129 35.2 0.013 CIRCULAR 0.675 0 C43 3129 3109 17.9 0.013 CIRCULAR 0.675 0 C50 ST046 301 8.3 0.009 CIRCULAR 0.45 0 C52 301 302 7.8 0.009 CIRCULAR 0.3 0 C53 301 AlpineHillsSWMChannel 11.4 0.009 CIRCULAR 0.525 0 C65 J6-wf 37-wf 30.9 0.009 CIRCULAR 0.3 0 C66 37-wf J8-wf 49.9 0.009 CIRCULAR 0.3 0 C67 J8-wf J9-wf 90.2 0.009 CIRCULAR 0.3 0 C68 39-wf 310-wf 24.6 0.009 CIRCULAR 0.375 0 C69 310-wf 311-wf 34.7 0.009 CIRCULAR 0.375 0 C7 J5-wf J6-wf 74.7 0.009 CIRCULAR 0.3 0 C70 311-wf J12-wf 16.9 0.009 CIRCULAR 0.375 0 C71 J12-wf J13-wf 39.5 0.009 CIRCULAR 0.45 0 C72 313-wf J14-wf 19.6 0.009 CIRCULAR 0.45 0 C73 J14-wf J15-wf 24 0.009 CIRCULAR 0.45 0 C74 J15-wf J16-wf 15.6 0.009 CIRCULAR 0.45 0 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 38 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Alb Roughness Cross -Section ' Geomi (m) Ji Geom2 (m) J16-wf J17-wf C75 44.8 0.013 CIRCULAR 0.675 0 C76 J17-wf J18-wf 29.3 0.013 CIRCULAR 0.675 0 C77 J18-wf 319-wf 12 0.013 CIRCULAR 0.975 0 C78 35-wf J20-wf 21.9 0.009 CIRCULAR 0.3 0 C79 J20-wf J21-wf 10.4 0.009 CIRCULAR 0.375 0 C80 J21-wf J22-wf 39.8 0.009 CIRCULAR 0.375 0 C81 J22-wf J23-wf 24.7 0.009 CIRCULAR 0.375 0 C82 J23-wf J24-wf 88.8 0.009 CIRCULAR 0.375 0 C83 324-wf J25-wf 85.2 0.009 CIRCULAR 0.375 0 C84 325-wf J16-wf 46.4 0.009 CIRCULAR 0.45 0 C95 STSTTE011 STSTTE015 41.536 0.013 CIRCULAR 0.25 0 STM1 STST1341 STST1340 30.049 0.009 CIRCULAR 0.525 0.525 STM1004 STST397 STST403 80.031 0.024 CIRCULAR 0.6 0.6 STM104 STST715 STST714 59.923 0.009 CIRCULAR 0.9 0.9 STM1042 STST1685 STST1686 20.092 0.013 CIRCULAR 0.75 0.75 STM1043 STST1682 STST1683 70.976 0.013 CIRCULAR 0.3 0.3 STM1049 STST403 STST380 12.015 0.013 CIRCULAR 0.825 0.825 STM105 STST717 STST716 22.351 0.009 CIRCULAR 0.9 0.9 STM1050 STST1299 STST1298 84.31 0.013 CIRCULAR 0.675 0.675 STM1052 STST919 STST914 161.191 0.013 CIRCULAR 1.2 1.2 STM1059_1 STST914 STST910A 115.803 0.013 CIRCULAR 1.2 1.2 STM1059_2 STST910A STST910 17.576 0.013 CIRCULAR 1.2 1.2 STM1059_3 STST909 STST910A 7.35 0.009 CIRCULAR 0.45 0 STM106 STST685 STST717 19.144 0.009 CIRCULAR 0.75 0.75 STM1122 STST418 STST420 35.939 0.024 CIRCULAR 0.45 0.45 STM1123 STST420 STST397 30.337 0.024 CIRCULAR 0.45 0.45 STM115 STST47 STST82 7.14 0.009 CIRCULAR 0.6 0.6 STM1155 STST732 STST729 63.21 0.009 CIRCULAR 0.525 0.525 STM1157 STST729 STST726 67.658 0.009 CIRCULAR 0.525 0.525 STM1181 STST977 STO94 19.673 0.009 CIRCULAR 0.375 0.375 STM1184 STST979 STST977 31.582 0.009 CIRCULAR 0.375 0.375 STM1187 STST981 STST979 76.278 0.009 CIRCULAR 0.3 0.3 STM1190 STST983 STST981 60.095 0.009 CIRCULAR 0.3 0.3 STM1194 STST726 STST724 74.813 0.009 CIRCULAR 0.6 0.6 STM1200 STST724 STST748 122.081 0.009 CIRCULAR 0.75 0.75 STM1205 STST748 STST745 79.284 0.009 CIRCULAR 0.75 0.75 STM1214 STST384 STST383 111.541 0.024 CIRCULAR 1.2 1.2 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 39 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) dli Roughness P Cross -Section ! Geomi (m) ! Geom2 (m) STM1220 STST441 STST384 81.391 0.024 CIRCULAR 1.2 1.2 STM123 STST21 STST20 50.685 0.013 CIRCULAR 0.75 0.75 STM124 STST23 STST21 40.86 0.013 CIRCULAR 0.75 0.75 STM1240 STST639 STST638 29.528 0.013 CIRCULAR 1.2 1.2 STM1241 STST910 STST639 82.787 0.013 CIRCULAR 1.2 1.2 STM125 STST28 STST22 57.895 0.013 CIRCULAR 0.75 0.75 STM126 STST29 STST28 61.694 0.013 CIRCULAR 0.75 0.75 STM1264 STST1017 STST985 26.002 0.009 CIRCULAR 0.75 0.75 STM1265 STST985 STST984 17.325 0.009 CIRCULAR 0.75 0.75 STM1279 STST2261 STST1516 19.923 0.009 CIRCULAR 0.3 0.3 STM128 STST20 STST11 63.1 0.013 CIRCULAR 0.75 0.75 STM1281 STST1217 STST1218 60.401 0.013 CIRCULAR 0.6 0.6 STM1284 STST1515 STST1516 34.341 0.009 CIRCULAR 0.75 0.75 STM1286 STST2294 STST1717 17.006 0.009 CIRCULAR 0.375 0.375 STM1287 STST2262 STST1515 51.509 0.009 CIRCULAR 0.75 0.75 STM1288 STST1717 STST2262 60.023 0.009 CIRCULAR 0.75 0.75 STM1290 STST2279 STST2281 60.023 0.009 CIRCULAR 0.525 0.525 STM1291 STST2281 STST2283 60.024 0.009 CIRCULAR 0.525 0.525 STM1296 STST968 STST965 127.188 0.009 CIRCULAR 0.525 0.525 STM131 STST36 STST48 60.414 0.009 CIRCULAR 0.45 0.45 STM132 STST35 STST36 38.135 0.009 CIRCULAR 0.3 0.3 STM1326 STST1326A STST944 20.234 0.009 CIRCULAR 0.45 0.45 STM133 STST66 STST88 6.268 0.009 CIRCULAR 0.3 0.3 STM1334 STST635 STST634 42.769 0.013 CIRCULAR 1.2 1.2 STM1340 STST634 STST667 45.261 0.013 CIRCULAR 1.2 1.2 STM135 STST88 STST35 16.731 0.009 CIRCULAR 0.3 0.3 STM136 STST48 STST49 18.125 0.009 CIRCULAR 0.45 0.45 STM137 STST49 STST50 31.134 0.009 CIRCULAR 0.45 0.45 STM1374 STST667 STST646 48.691 0.013 CIRCULAR 1.2 1.2 STM1377 STST646 STST631 16.308 0.013 CIRCULAR 1.2 1.2 STM138 STST50 STST31 58.679 0.009 CIRCULAR 0.45 0.45 STM1380 STST631 STST630 76.853 0.013 CIRCULAR 1.2 1.2 STM1386 STST1702 STST1703 27.912 0.013 CIRCULAR 0.6 0.6 STM1387 STST1703 STST1459 9.79 0.013 CIRCULAR 0.675 0.675 STM1388 STST1449 STST1459 16.456 0.009 CIRCULAR 0.3 0.3 STM1389 STST1459 STST1700 53.743 0.013 CIRCULAR 0.675 0.675 STM139 STST31 STST30 21.844 0.009 CIRCULAR 0.45 0.45 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 40 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet ■ Node Outlet Node Length (m) Ills Roughness Cross -Section ' Geomi Geom2 (m) (m) STM1399 STST1699 STST1697 60.061 0.013 CIRCULAR 0.675 0.675 STM140 STST30 STST29 16.131 0.013 CIRCULAR 0.75 0.75 STM1401 STST1700 STST1699 60.844 0.013 CIRCULAR 0.675 0.675 STM1404 STST1756 STST229 10.804 0.013 CIRCULAR 0.3 0.3 STM1405 STST230 STST229 3.095 0.009 CIRCULAR 0.3 0.3 STM141 STST26 STST30 26.599 0.009 CIRCULAR 0.6 0.6 STM1410 STST485 STST500 9.885 0.009 CIRCULAR 0.3 0.3 STM1413 STST1478 STST1756 5.691 0.009 CIRCULAR 0.3 0.3 STM1414 STST487 STST538 40.438 0.013 CIRCULAR 0.6 0.6 STM1415 STST555 STST556 13.128 0.013 CIRCULAR 0.3 0.3 STM1417 STST1523 STST1522 43.421 0.024 CIRCULAR 1.5 1.5 STM1417_1 STST1522 D10J1 1 0.013 CIRCULAR 1.65 0 STM1421 STST1259 STST1256 56.963 0.013 CIRCULAR 0.6 0.6 STM1422 STST539 STST1258 13.946 0.013 CIRCULAR 0.6 0.6 STM1425 STST556 STST553 39.145 0.013 CIRCULAR 0.6 0.6 STM1426 STST558 STST556 22.653 0.013 CIRCULAR 0.3 0.3 STM1427 STST557 STST559 55.564 0.013 CIRCULAR 0.6 0.6 STM1428 STST564 STST563 31.225 0.013 CIRCULAR 0.6 0.6 STM1430 STST1304 STST1302 73.868 0.013 CIRCULAR 0.3 0.3 STM1433 STST1296 STST1297 29.627 0.013 CIRCULAR 0.45 0.45 STM1435 STST1292 STST1294 24.734 0.013 CIRCULAR 0.3 0.3 STM1436 STST1308 STST1302 44.706 0.013 CIRCULAR 0.375 0.4 STM1438 STST1458 STST1457 8.799 0.009 CIRCULAR 0.3 0.3 STM1440 STST1316 STST1457 9.204 0.009 CIRCULAR 0.3 0.3 STM1441 STST1315 STST1316 36.57 0.009 CIRCULAR 0.3 0.3 STM1442 STST1457 STST1702 56.565 0.013 CIRCULAR 0.6 0.6 STM1459 STST2283 STST2285 60.023 0.009 CIRCULAR 0.525 0.525 STM1461 STST222 STST1715 91.402 0.009 CIRCULAR 0.525 0.525 STM1462 STST2285 STST2286 60.022 0.009 CIRCULAR 0.525 0.525 STM1465 STST584 ]1650_2_1 20.121 0.009 CIRCULAR 0.375 0.375 STM1466 STST2286 STST1715 36.014 0.009 CIRCULAR 0.525 0.525 STM1467 STST1715 STST1716 24.802 0.009 CIRCULAR 0.75 0.75 STM1471 STST2256 STST2255 52.752 0.009 CIRCULAR 0.3 0.3 STM1472 STST2255 STST2254 53.585 0.009 CIRCULAR 0.3 0.3 STM1474 STST2254 STST2254A 11.803 0.009 CIRCULAR 0.375 0.375 STM1478 STST1065 STST959 16.776 0.009 CIRCULAR 0.45 0.45 STM1479 STST959 STST962 117.772 0.009 CIRCULAR 0.75 0.75 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 41 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM1481 STST199 STST220 60.018 0.009 CIRCULAR 0.525 0.525 STM1484 STST1266 STST490 6.261 0.009 CIRCULAR 0.45 0.45 STM1486 STST264 STST265 4.145 0.013 CIRCULAR 0.3 0.3 STM1487 STST265 STST266 46.929 0.013 CIRCULAR 0.3 0.3 STM1488 STST266 STST267 15.089 0.013 CIRCULAR 0.3 0.3 STM1489 STST267 STST262 12.131 0.013 CIRCULAR 0.45 0.45 STM1490 STST243 STST244 33.85 0.013 CIRCULAR 0.3 0.3 STM1492 STST244 STST245 17.359 0.013 CIRCULAR 0.3 0.3 STM1493 STST245 STST247 23.892 0.013 CIRCULAR 0.3 0.3 STM1494 STST250 STST252 41.036 0.013 CIRCULAR 0.3 0.3 STM1496 STST252 STST254 50.451 0.013 CIRCULAR 0.3 0.3 STM1498 STST254 STST1810 13.718 0.013 CIRCULAR 0.375 0.375 STM1500 STST263 STST264 50.784 0.013 CIRCULAR 0.3 0.3 STM1501 STST1227 STST1552 19.694 0.013 CIRCULAR 0.3 0.3 STM1502 STST1552 STST268 58.673 0.013 CIRCULAR 0.375 0.375 STM1503 STST262 STST1217 40.445 0.013 CIRCULAR 0.6 0.6 STM1505 STST198 STST199 55.105 0.009 CIRCULAR 0.3 0.3 STM1508 STST200 STST199 42.699 0.009 CIRCULAR 0.45 0.45 STM1509 STST201 STST200 50.072 0.009 CIRCULAR 0.45 0.45 STM151 STST1044 STST1043 19.152 0.009 CIRCULAR 0.3 0.3 STM1512 STST202 STST201 50.834 0.009 CIRCULAR 0.45 0.45 STM1514 STST196 STST202 59.531 0.009 CIRCULAR 0.375 0.375 STM1515 STST192 STST197 60.5 0.009 CIRCULAR 0.375 0.375 STM1516 STST193 STST192 59.483 0.009 CIRCULAR 0.375 0.375 STM1519 STST195 STST193 60.032 0.009 CIRCULAR 0.3 0.3 STM152 STST1043 ST032 16.32 0.009 CIRCULAR 0.75 0.75 STM1520 STST194 STST195 59.993 0.009 CIRCULAR 0.3 0.3 STM1523 STST191 STST194 60.131 0.009 CIRCULAR 0.3 0.3 STM1529 STST2275 STST2277 60.023 0.009 CIRCULAR 0.45 0.45 STM153 STST1042 STST1043 11.221 0.009 CIRCULAR 0.6 0.6 STM1530 STST2277 STST2279 98.037 0.009 CIRCULAR 0.525 0.525 STM1533 STST2295 STST2294 25.01 0.009 CIRCULAR 0.375 0.375 STM1535 STST1311 STST1308 61.33 0.013 CIRCULAR 0.375 0.4 STM1537 STST197 STST196 60.124 0.009 CIRCULAR 0.375 0.375 STM155 STST1041 STST1043 25.933 0.009 CIRCULAR 0.3 0.3 STM1561 STST934 STST936 99.518 0.009 CIRCULAR 0.9 0.9 STM1564 STST899 STST922 10.579 0.013 CIRCULAR 1.05 1.05 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 42 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM157 STST1040 STST1041 64.194 0.009 CIRCULAR 0.3 0.3 STM1570 STST275 STST278 106.019 0.013 CIRCULAR 0.35 0.45 STM1576 STST572 STST576 32.762 0.013 CIRCULAR 0.375 0.375 STM1577 STST576 STST578 48.666 0.013 CIRCULAR 0.75 0.75 STM1581 STST931 STST934 95.876 0.009 CIRCULAR 0.9 0.9 STM1588 STST229 STST275 108.923 0.013 CIRCULAR 0.35 0.45 STM160 STST1039 STST1037 31.139 0.009 CIRCULAR 0.3 0.3 STM1607 STST571 STST572 60.649 0.013 CIRCULAR 0.3 0.3 STM1608 STST536 STST487 67.684 0.013 CIRCULAR 0.6 0.6 STM1609 STST535 STST536 29.252 0.013 CIRCULAR 0.6 0.6 STM162 STST1037 STST1036 31.387 0.009 CIRCULAR 0.3 0.3 STM1625 STST957 STST959 91.087 0.009 CIRCULAR 0.75 0.75 STM163 STST1036 STST1034 56.026 0.009 CIRCULAR 0.375 0.375 STM1630 STST188 STST189 57.42 0.009 CIRCULAR 0.3 0.3 STM1631 STST189 STST205 7.68 0.009 CIRCULAR 0.3 0.3 STM1637 STST962 STST1426 30.907 0.009 CIRCULAR 0.75 0.75 STM164 STST1034 STST1032 17.621 0.009 CIRCULAR 0.525 0.525 STM1642 STST1426 ST045 9.973 0.009 CIRCULAR 0.75 0.75 STM1644 STST1427 ST045 7.955 0.009 CIRCULAR 0.525 0.525 STM1647 STST947 STST944 120.26 0.009 CIRCULAR 0.525 0.525 STM167 STST1032 STST1033 9.32 0.009 CIRCULAR 0.75 0.75 STM168 STST1680 STST1682 66.506 0.013 CIRCULAR 0.3 0.3 STM1681 STST492 STST493 106.825 0.013 CIRCULAR 0.6 0.6 STM1683 STST190 STST189 65.085 0.009 CIRCULAR 0.3 0.3 STM1684 STST1446 STST1445 59.823 0.009 CIRCULAR 0.6 0.6 STM1685 STST1716 STST1717 66.878 0.009 CIRCULAR 0.75 0.75 STM169 STST1697 STST1688 10.925 0.013 CIRCULAR 0.675 0.675 STM170 STST1312 STST1311 11.655 0.013 CIRCULAR 0.3 0.3 STM1701 STST1447 STST1446 60.165 0.009 CIRCULAR 0.6 0.6 STM1702 STST1438 STST1439 17.412 0.009 CIRCULAR 0.525 0.525 STM1703 STST1439 STST1447 17.723 0.009 CIRCULAR 0.6 0.6 STM1708 STST949 STST947 54.592 0.009 CIRCULAR 0.3 0.3 STM1709 STST898 31450 37.339 0.009 CIRCULAR 0.375 0.375 STM171 STST1314 STST1312 30.927 0.013 CIRCULAR 0.3 0.3 STM1710 STST1904 STST898 27.463 0.009 CIRCULAR 0.375 0.375 STM172 STST1310 STST1311 25.565 0.013 CIRCULAR 0.3 0.3 STM173 STST1303 STST1305 5.467 0.013 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 43 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet ■ Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) ale Geom2 (m) Ai STM174 STST1305 STST1304 73.011 0.013 CIRCULAR 0.3 0.3 STM1741 STST896 STST895 49.237 0.009 CIRCULAR 0.3 0.3 STM1742 STST1425 STST1424 21.174 0.009 CIRCULAR 0.45 0.45 STM1747 STST895 STST892 85.642 0.009 CIRCULAR 0.9 0.9 STM1748 STST892 STST891 57.322 0.009 CIRCULAR 0.9 0.9 STM1749 STST984 STST1014 39.946 0.009 CIRCULAR 0.75 0.75 STM1750 STST1014 STST988 8.604 0.009 CIRCULAR 0.75 0.75 STM1751 STST988 AlpineFlatlandsSWMF 19.859 0.009 CIRCULAR 0.75 0.75 STM1759 STST953 STST931 150.835 0.009 CIRCULAR 0.9 0.9 STM176 STST34 STST33 23.936 0.009 CIRCULAR 0.3 0.3 STM1766 STST1294 STST1296 23.502 0.013 CIRCULAR 0.375 0.375 STM1768 STST1297 STST1300 38.943 0.013 CIRCULAR 0.6 0.6 STM1769 STST1300 STST1282 76.451 0.013 CIRCULAR 0.6 0.6 STM177 STST62 STST34 40.808 0.009 CIRCULAR 0.3 0.3 STM1770 STST1282 STST1299 54.626 0.013 CIRCULAR 0.6 0.6 STM1771 STST1298 STST1683 32.52 0.013 CIRCULAR 0.675 0.675 STM1772 STST1683 STST1689 75.197 0.013 CIRCULAR 0.75 0.75 STM1773 STST1689 STST1685 83.576 0.024 CIRCULAR 0.75 0.75 STM178 STST86 STST33 58.75 0.009 CIRCULAR 0.6 0.6 STM1790 STST891 STST953 8.569 0.009 CIRCULAR 0.9 0.9 STM1794 STST712 STST953 14.007 0.009 CIRCULAR 0.675 0.675 STM1797 STST737 STST712 71.254 0.009 CIRCULAR 0.45 0.45 STM180 STST54 STST53 8.736 0.009 CIRCULAR 0.375 0.375 STM1808 STST938 STST899 51.817 0.009 CIRCULAR 0.9 0.9 STM181 STST71 STST54 40.014 0.009 CIRCULAR 0.3 0.3 STM1813 STST936 STST938 85.865 0.009 CIRCULAR 0.9 0.9 STM182 STST37 STST39 17.066 0.009 CIRCULAR 0.3 0.3 STM1826 STST713 STST919 19.44 0.013 CIRCULAR 0.9 0.9 STM1829 STST922 STST919 56.013 0.013 CIRCULAR 1.05 1.05 STM184 STST73 STST37 44.227 0.009 CIRCULAR 0.3 0.3 STM1876 STST268 STST1550 71.457 0.013 CIRCULAR 0.375 0.375 STM1878 STST249 STST239 45.792 0.013 CIRCULAR 0.3 0.3 STM1879 STST239 STST241 42.329 0.013 CIRCULAR 0.3 0.3 STM1880 STST241 STST250 46.259 0.013 CIRCULAR 0.3 0.3 STM1882 STST256 STST258 45.048 0.013 CIRCULAR 0.525 0.525 STM1884 STST258 STST260 47.648 0.013 CIRCULAR 0.525 0.525 STM1886 STST260 STST262 37.706 0.013 CIRCULAR 0.525 0.525 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 44 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet ■ Node Outlet Node Length (m) Roughness Cross -Section Geomi Geom2 (m) (m) STM1887 STST1218 STM1888 STST271 STM1890 STST273 STM1891 STST1801 STM1922 STST1503 STM1923 STST1268 STM1925 STST1269 STM1927 STST1276 STM1928 STST1272 STM1933 STST2018 STM1934 STST826 STM1937 STST828 STM1940 STST873 STM1941 STST872 STM1942 STST871 STM1942_1 STST379 STM1942_2 STST379A STM1942_3 STST379B STM1942_5 D7J2 STM1953 STST547 STM1954 STST501 STM1958 STST1190 STM1959 STST1067 STM1960 STST1066 STM1969 STST1445 STM197 STST596 STM198 STST1342 STM1982 STST220 STM1983 STST221 STM1984 STST1516 STM1985 STST1517 STM1986_1 STST1518 STM1986_2 STST1519A STM2 STST1340 STM2004 STST493 STM2072 STST579 STM2079 STST523 STST1219 STST1548 STST274 STST229 STST490 STST1267 STST1268 STST1268 STST1271 STST826 STST828 STST873 STST871 STST871 STST379 STST379A GolfCoursePond3 STST379A STST379B STST556 STST535 STST1068 STST1066 STST1065 STST1444 STST1342 STST1341 STST221 STST222 STST1517 STST1518 STST1519A STST1519 STST1339 STST501 STO5 ST0153 108.941 0.013 43.925 0.013 37.008 0.013 72.37 0.013 96.023 0.013 52.303 0.009 54.722 0.009 8.893 0.009 37.537 0.009 61.023 0.013 99.703 0.013 112.862 0.013 98.891 0.013 21.096 0.009 19.007 0.009 74.053 0.01 63.161 0.013 6.003 0.024 6.003 0.024 108.367 0.013 88.353 0.013 45.086 0.009 33.721 0.009 27.32 0.009 30.384 0.009 29.969 0.009 30.011 0.009 25.115 0.009 27.991 0.009 83.7 0.009 18.309 0.009 68.035 0.013 6.553 0.013 19.766 0.009 112.475 0.013 23.748 0.024 17.734 0.024 CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR HORIZ_ELLIPSE CIRCULAR CIRCULAR CIRCULAR CIRCULAR 0.6 0.45 0.525 0.45 0.375 0.45 0.45 0.3 0.3 1.35 1.35 1.35 1.35 0.9 1.5 1.65 1.65 1 1 0.6 0.6 0.3 0.3 0.3 0.6 0.45 0.525 0.525 0.525 0.75 0.75 1.2 9 0.525 0.6 0.3 0.6 0.6 0.45 0.525 0.45 0.375 0.45 0.45 0.3 0.3 1.35 1.35 1.35 1.35 0.9 1.5 0 0 0 0 0.6 0.6 0.3 0.3 0.3 0.6 0.45 0.525 0.525 0.525 0.75 0.75 0.9 0 0.525 0.6 0.3 0.6 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 45 of 101 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness P Cross -Section ! Geomi (m) ! Geom2 (m) STM2080 STST524 STST525 48.443 0.009 CIRCULAR 0.45 0.45 STM2081 STST525 STST527 12.283 0.009 CIRCULAR 0.6 0.6 STM2082 STST527 STST526 33.815 0.024 CIRCULAR 0.6 0.6 STM2083 STST526 STST1631 28.393 0.024 CIRCULAR 0.6 0.6 STM2085 STST522 STST524 60.649 0.024 CIRCULAR 0.45 0.45 STM2088 STST1564 STST1563 14.384 0.024 CIRCULAR 0.45 0.45 STM2089 STST1563 ST074 10.741 0.024 CIRCULAR 0.45 0.45 STM2090 STST569 ST074 13.392 0.024 CIRCULAR 0.6 0.6 STM2095 STST567 STST568 21.349 0.024 CIRCULAR 0.3 0.3 STM2096 STST566 STST567 9.631 0.024 CIRCULAR 0.3 0.3 STM2100 STST563 STO3 12.725 0.013 CIRCULAR 0.525 0.525 STM2101 STST560 STST564 49.536 0.013 CIRCULAR 0.6 0.6 STM2108 STST546 STST547 122.358 0.013 CIRCULAR 0.525 0.525 STM2109 STST544 STST546 83.693 0.013 CIRCULAR 0.375 0.375 STM2115 STST545 STST546 10.953 0.013 CIRCULAR 0.3 0.3 STM2118 STST562 STST561 58.274 0.013 CIRCULAR 0.6 0.6 STM2121 STST561 STST560 18.729 0.013 CIRCULAR 0.6 0.6 STM2122 STST505 STST506 77.343 0.013 CIRCULAR 0.3 0.3 STM2124 STST542 STST545 46.156 0.013 CIRCULAR 0.3 0.3 STM2134 STST508 STST509 11.805 0.013 CIRCULAR 0.375 0.375 STM2135 STST510 STST509 16.299 0.013 CIRCULAR 0.3 0.3 STM2144 STST1686 STST1687 8.076 0.013 CIRCULAR 0.75 0.75 STM2145 STST1688 STST1686 11.453 0.013 CIRCULAR 0.675 0.675 STM2147 STST489 STST488 81.702 0.013 CIRCULAR 0.525 0.525 STM2150 STST488 STST1497 56.272 0.013 CIRCULAR 0.525 0.525 STM2152 STST1271 STST1269 56.024 0.009 CIRCULAR 0.375 0.375 STM2155 STST1288 STST1272 18.125 0.009 CIRCULAR 0.3 0.3 STM2156 STST1290 STST1288 9.466 0.009 CIRCULAR 0.3 0.3 STM2157 STST491 STST1503 11.61 0.024 CIRCULAR 0.375 0.45 STM2167 STST500 STST499 73.492 0.013 CIRCULAR 0.45 0.45 STM2168 STST497 31202 14.616 0.024 CIRCULAR 0.6 0.6 STM2170 STST499 STST497 96.963 0.013 CIRCULAR 0.6 0.6 STM2171 STST486 STST500 46.658 0.013 CIRCULAR 0.3 0.3 STM2174 STST502 STST501 4.032 0.009 CIRCULAR 0.4 0.4 STM2175 STST503 STST502 7.617 0.009 CIRCULAR 0.375 0.375 STM218 STST622 STST1526 112.489 0.009 CIRCULAR 0.9 0.9 STM2185 STST507 STST508 52.23 0.013 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 46 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inle Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM2186 STST504 STST503 37.52 0.024 CIRCULAR 0.3 0.3 STM2195 STST537 STST539 6.695 0.013 CIRCULAR 0.6 0.6 STM2198 STST1258 STST1259 39.338 0.013 CIRCULAR 0.6 0.6 STM220 STST1526 STST1525 20.145 0.009 CIRCULAR 0.975 0.975 STM2203 STST548 STST1579 9.547 0.009 CIRCULAR 0.3 0.3 STM2205 STST1579 STST549 3.643 0.009 CIRCULAR 0.3 0.3 STM2208 STST552 STST554 14.061 0.024 CIRCULAR 0.3 0.3 STM2209 STST554 STO2 27.962 0.013 CIRCULAR 0.9 0.9 STM221 STST681 STST680 59.661 0.009 CIRCULAR 0.3 0.3 STM2211 STST580 J92_6 11.03 0.009 CIRCULAR 0.3 0.3 STM2212 STST519 STST520 96.102 0.024 CIRCULAR 0.525 0.525 STM2213 STST512 STST513 25.261 0.024 CIRCULAR 0.2 0.3 STM2215 STST514 D1-RL 33.428 0.024 CIRCULAR 0.8 0.8 STM2216 STST515 STST516 14.326 0.024 CIRCULAR 0.8 0.8 STM2217 STST517 STST518 27.538 0.024 CIRCULAR 0.8 0.8 STM2218 STST541 STST533 86.895 0.013 CIRCULAR 0.45 0.45 STM222 STST680 STST679 58.959 0.009 CIRCULAR 0.35 0.35 STM2223 STST359 STST360 76.338 0.009 CIRCULAR 0.2 0.2 STM2224 STST360 STST361 50.282 0.009 CIRCULAR 0.3 0.3 STM2225 ST0192 STST362 42.589 0.009 CIRCULAR 0.3 0.3 STM2226 STST362 STST582 54.5 0.009 CIRCULAR 0.3 0.3 STM2227 STST582 STST581 12.145 0.024 CIRCULAR 0.45 0.45 STM2228 STST581 J274 18.496 0.024 CIRCULAR 0.45 0.45 STM2231 STST361 STST1930 6.523 0.009 CIRCULAR 0.3 0.3 STM224 STST679 STST678 51.157 0.009 CIRCULAR 0.3 0.3 STM226 STST678 STST671 47.329 0.009 CIRCULAR 0.35 0.35 STM2265 STST1070 STST1008 8.008 0.009 CIRCULAR 0.45 0.45 STM2266 STST1008 J1282_1 31.664 0.009 CIRCULAR 0.45 0.45 STM2268 STST1069 STST1070 48.164 0.009 CIRCULAR 0.45 0.45 STM2269 STST630 STST345 76.967 0.013 CIRCULAR 1.2 1.2 STM2270 STST1068 STST1069 87.944 0.009 CIRCULAR 0.45 0.45 STM2274 STST1163 STST1162 59.943 0.009 CIRCULAR 0.3 0.3 STM2275 STST1164 STST1163 38.454 0.009 CIRCULAR 0.3 0.3 STM2276 STST1165 STST1164 22.335 0.009 CIRCULAR 0.3 0.3 STM2277 STST1162 STST1161 21.171 0.009 CIRCULAR 0.375 0.375 STM2278 STST1161 STST1177 37.655 0.009 CIRCULAR 0.375 0.375 STM228 STST671 STST914 11.22 0.009 CIRCULAR 0.375 0.375 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 47 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet ■ Node Outlet Node Length (m) dlu Roughness P Cross -Section ! Geomi ! Geom2 (m) (m) STM2280 STST1177 STST1176 37.926 0.009 CIRCULAR 0.375 0.375 STM2282 STST1175 STST1174 54.851 0.013 CIRCULAR' 0.45 0.45 STM2284 STST1176 STST1175 17.437 0.013 CIRCULAR 0.45 0.45 STM2285 STST1174 STST1173 16.161 0.013 CIRCULAR 0.45 0.45 STM2286 STST1173 STST1208 20.164 0.013 CIRCULAR 0.45 0.45 STM2287 STST1208 STST1209 4.904 0.013 CIRCULAR 0.45 0.45 STM2289 STST1209 STST1211 32.104 0.013 CIRCULAR 0.525 0.525 STM2290 STST1211 STST1210 13.226 0.013 CIRCULAR 0.6 0.6 STM2291 STST1210 STST1212 28.595 0.013 CIRCULAR 0.6 0.6 STM2293 STST1212 STST1214 28.245 0.013 CIRCULAR 0.6 0.6 STM2295 STST1214 STST1184 28.987 0.013 CIRCULAR 0.675 0.675 STM2296 STST1184 STST1185 32.068 0.013 CIRCULAR 0.675 0.675 STM2298 STST1185 STST1186 56.38 0.013 CIRCULAR 0.675 0.675 STM2300 STST1186 STST1187 51.285 0.013 CIRCULAR 0.75 0.75 STM2301 STST1187 STST1188 24.19 0.013 CIRCULAR 0.75 0.75 STM2302 STST1188 STST1189 62.395 0.013 CIRCULAR 0.75 0.75 STM2303 STST1189 STST1168 8.477 0.013 CIRCULAR 0.825 0.825 STM2304 STST1168 STST1167 5.973 0.013 CIRCULAR 0.825 0.825 STM2305 STST1167 STST1200 89.923 0.013 CIRCULAR 0.9 0.9 STM2306 STST1200 STST1201 49.961 0.013 CIRCULAR 0.9 0.9 STM2308 STST1100 STST1099 36.855 0.009 CIRCULAR 0.45 0.45 STM2309 STST1099 STST1098 99.883 0.009 CIRCULAR 0.45 0.45 STM231 STST657 ST088 55.292 0.009 CIRCULAR 0.375 0.375 STM2311 STST1098 STST1097 83.162 0.009 CIRCULAR 0.45 0.45 STM2313 STST1097 STST1096 100.143 0.009 CIRCULAR 0.45 0.45 STM2316 STST1096 STST1096A 29.796 0.009 CIRCULAR 0.45 0.45 STM2316A STST1096A STST1095 39.452 0.009 CIRCULAR 0.45 0.45 STM2318 STST1113 STST1096A 4.835 0.009 CIRCULAR 0.3 0.3 STM2322 STST1095 STST1094 81.682 0.009 CIRCULAR 0.45 0.45 STM2323 STST1094 STST1093 98.645 0.009 CIRCULAR 0.45 0.45 STM2325 STST1116 ST037 8.695 0.009 CIRCULAR 0.3 0.3 STM2326 STST1114 ST036 30.156 0.009 CIRCULAR 0.825 0.825 STM2329 STST1158 STST1159 59.904 0.009 CIRCULAR 0.3 0.3 STM2331 STST1159 STST1160 51.189 0.009 CIRCULAR 0.3 0.3 STM2333 STST1160 STST1121 9.001 0.009 CIRCULAR 0.3 0.3 STM2335 STST1122 STST1121 45.782 0.013 CIRCULAR 0.525 0.525 STM2337 STST1157 STST1156 41.601 0.009 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 48 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet ■ Node Outlet Node Length (m) d Roughness P Cross -Section ! Geomi (m) - ! Geom2 (m) STM2339 STST1156 STST1155 27.101 0.009 CIRCULAR 0.3 0.3 STM234 STST660 ST095 19.694 0.009 CIRCULAR 0.375 0.375 STM2340 STST1155 STST1154 15.509 0.009 CIRCULAR 0.3 0.3 STM2341 STST1154 STST1117 9.545 0.009 CIRCULAR 0.3 0.3 STM2343 STST1121 STST1120 19.307 0.013 CIRCULAR 0.6 0.6 STM2345 STST1120 STST1119 40.474 0.013 CIRCULAR 0.6 0.6 STM2346 STST1119 STST1118 17.569 0.013 CIRCULAR 0.6 0.6 STM2347 STST1126 STST1125 6.024 0.013 CIRCULAR 0.6 0.6 STM2348 STST1118 STST1126 8.512 0.013 CIRCULAR 0.6 0.6 STM2349 STST1117 STST1118 35.817 0.009 CIRCULAR 0.3 0.3 STM2351 STST1416 STST1189 25.365 0.009 CIRCULAR 0.3 0.3 STM2352 STST1201 STST1414 30.61 0.009 CIRCULAR 0.9 0.9 STM2355 STST1088 STST1089 23.014 0.009 CIRCULAR 0.3 0.3 STM2356 STST1089 STST1087 27.129 0.009 CIRCULAR 0.3 0.3 STM2357 STST1087 STST1086 26.115 0.009 CIRCULAR 0.45 0.45 STM2358 STST1086 STST1085 25.479 0.009 CIRCULAR 0.45 0.45 STM2359 STST1085 J538_1 26.136 0.009 CIRCULAR 0.45 0.45 STM2360 STST1084 ST034 5.378 0.009 CIRCULAR 0.3 0.3 STM2361 STST1092 STST1084 11.368 0.009 CIRCULAR 0.3 0.3 STM2370 STST944 STST943 64.402 0.009 CIRCULAR 0.525 0.525 STM2372 STST1424 STST895 19.115 0.009 CIRCULAR 0.45 0.45 STM2376 STST910 ST029 39.539 0.009 CIRCULAR 0.25 0.25 STM2383 STST674 STST673 55.979 0.009 CIRCULAR 0.35 0.35 STM2384 STST673 STST672 50.308 0.009 CIRCULAR 0.35 0.35 STM2385 STST672 ST046 39.185 0.009 CIRCULAR 0.35 0.35 STM2386 STST658 STST657 65.677 0.009 CIRCULAR 0.375 0.375 STM2387 STST2668 STST660 40.446 0.009 CIRCULAR 0.375 0.375 STM2389 STST720 STST717 37.391 0.009 CIRCULAR 0.525 0.525 STM2391 STST722 STST720 59.048 0.009 CIRCULAR 0.525 0.525 STM2400 STST1193 STST1192 59.927 0.009 CIRCULAR 0.45 0.45 STM2403 STST1191 STST1183 39.388 0.009 CIRCULAR 0.45 0.45 STM2404 STST701 STST706 9.26 0.009 CIRCULAR 0.3 0.3 STM2405 STST1199 STST1193 58.192 0.009 CIRCULAR 0.45 0.45 STM2406 STST1192 STST1191 46.013 0.009 CIRCULAR 0.45 0.45 STM2408 STST1183 IstvanLendvayUGPipes 8.263 0.009 CIRCULAR 0.525 0.525 STM2415 STST745 STST743 21.656 0.013 CIRCULAR 0.9 0.9 STM2417 STST743 STST741 33.375 0.013 CIRCULAR 0.9 0.9 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 49 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) ii,I Roughness P Cross -Section ! Geomi (m) ! Geom2 (m) STM2422 STST741 STST767 36.33 0.013 CIRCULAR I 0.9 0.9 STM2424 STST767 STST762 103.147 0.013 CIRCULAR 0.9 0.9 STM2431 STO7 STST745 7.507 0.013 CIRCULAR 0.675 0.675 STM2432 STST762 STST755 95.871 0.013 CIRCULAR 0.9 0,9 STM2445 STST755 STST781 101.093 0.013 CIRCULAR 0.9 0.9 STM2455 STST781 STST775 100.288 0.013 CIRCULAR 0.9 0.9 STM2466 STST775 STST768 99.483 0.013 CIRCULAR 0.9 0.9 STM2477 STST768 STST795 92.703 0.013 CIRCULAR 0.9 0.9 STM2484 STO9 STST795 15.616 0.013 CIRCULAR 0.6 0.6 STM2485 STST795 STO8 18.513 0.013 CIRCULAR 0.975 0.975 STM2488 ST014 STST585 5.592 0.024 CIRCULAR 0.6 0.6 STM2496 STST1410 STST1413 60.359 0.013 CIRCULAR 0.45 0.45 STM2498 STST1373 STST1374 12.705 0.009 CIRCULAR 0.3 0.3 STM2499 STST1374 STST1413 9.388 0.009 CIRCULAR 0.3 0.3 STM25 STST355 STST656 47.089 0.009 CIRCULAR 0.75 0.75 STM2500 STST1413 STST1395 79.052 0.013 CIRCULAR 0.45 0.45 STM2503 STST1395 STST1385 42.069 0.013 CIRCULAR 0.75 0.75 STM2505 STST1392 STST1395 21.291 0.013 CIRCULAR 0.675 0.675 STM2509 STST1385 STST1386 56.109 0.013 CIRCULAR 0.75 0.75 STM2511 STST1386 STST1387 43.022 0.013 CIRCULAR 0.75 0.75 STM2512 STST1370 STST1387 8.143 0.009 CIRCULAR 0.3 0.3 STM2513 STST1387 ST04344 38.15 0.013 CIRCULAR 0.75 0.75 STM2514 STST1368 STST1369 7.407 0.013 CIRCULAR 0.45 0.45 STM2515 STST1369 STST1388 8.606 0.013 CIRCULAR 0.45 0.45 STM2516 STST1388 ST04344 10.636 0.013 CIRCULAR 0.45 0.45 STM2516A ST04344 GolfCoursePond3 106 0.024 CIRCULAR 1 0 STM2519 STST615 STST614 37.208 0.009 CIRCULAR 0.3 0.3 STM2520 STST614 STST613 42.231 0.009 CIRCULAR 0.3 0.3 STM2521 STST612 STST611 49.787 0.009 CIRCULAR 0.3 0.3 STM2522 STST611 STST610 48.213 0.009 CIRCULAR 0.375 0.375 STM2523 STST613 STST612 51.799 0.009 CIRCULAR 0.3 0.3 STM2535 STST867 STST865 9.006 0.009 CIRCULAR 0.3 0.3 STM2537 STST869 STST864 10.952 0.009 CIRCULAR 0.3 0.3 STM2540 STST847 STST862 8.429 0.009 CIRCULAR 0.45 0.45 STM2541 STST862 STST861 44.633 0.009 CIRCULAR 0.525 0.525 STM2542 STST863 STST862 49.318 0.009 CIRCULAR 0.3 0.3 STM2544 STST849 STST861 8.559 0.009 CIRCULAR 0.45 0.45 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 50 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) mmi Geom2 (m) STM2545 STST861 STST860 40.188 0.013 CIRCULAR 0.6 0.6 STM2546 STST860 ST026 14.313 0.013 CIRCULAR 0.75 0.75 STM2547 STST850 STST860 9.952 0.013 CIRCULAR 0.6 0.6 STM2548 STST851 STST850 8.236 0.013 CIRCULAR 0.6 0.6 STM2551 STST859 ST025 8.494 0.013 CIRCULAR 0.675 0.675 STM2552 STST854 STST853 6.773 0.009 CIRCULAR 0.45 0.45 STM2553 STST853 STST852 9.424 0.013 CIRCULAR 0.6 0.6 STM2554 STST852 STST859 9.134 0.013 CIRCULAR 0.675 0.675 STM2555 STST858 STST859 45.25 0.009 CIRCULAR 0.3 0.3 STM2557 STST857 STST858 32.246 0.009 CIRCULAR 0.3 0.3 STM2559 STST864 STST865 42.891 0.009 CIRCULAR 0.3 0.3 STM2559_1 STST865 STST865B 47 0.013 CIRCULAR 0.3 0 STM2559_4 STST865B 3382_1 11.7 0.013 CIRCULAR 0.75 0 STM2561 STST884 3400 8.518 0.009 CIRCULAR 0.3 0.3 STM2562 STST832 3400 21.079 0.024 CIRCULAR 1.8 1.8 STM2564 STST883 STST884 44.76 0.009 CIRCULAR 0.3 0.3 STM2566 STST882 STST883 45.086 0.009 CIRCULAR 0.3 0.3 STM2568 STST881 STST882 49.49 0.009 CIRCULAR 0.3 0.3 STM2570 STST835 STST832 74.907 0.024 CIRCULAR 1 1 STM2572 STST880 STST879 68.441 0.009 CIRCULAR 0.3 0.3 STM2573 STST839 STST840 4.934 0.009 CIRCULAR 0.3 0.3 STM2574 STST840 STST879 8.75 0.009 CIRCULAR 0.3 0.3 STM2575 STST879 STST841 23.516 0.009 CIRCULAR 0.3 0.3 STM2576 STST878 STST844 7.55 0.009 CIRCULAR 0.3 0.3 STM2578 STST844 STST2018 16.735 0.009 CIRCULAR 0.3 0.3 STM2580 STST1223 D1 -BS 14.031 0.024 CIRCULAR 0.3 0.3 STM2584 STST1245 STST1242 52.868 0.009 CIRCULAR 0.375 0.375 STM2585 STST1242 ST042 37.888 0.013 CIRCULAR 0.675 0.675 STM2589 STST1239 STST1245 18.727 0.009 CIRCULAR 0.375 0.375 STM2590 STST1238 STST1239 6.248 0.009 CIRCULAR 0.375 0.375 STM2591 STST1246 STST1238 10.575 0.009 CIRCULAR 0.375 0.375 STM2592 STST1247 STST1246 68.222 0.009 CIRCULAR 0.375 0.375 STM2593 STST1248 STST1247 32.126 0.009 CIRCULAR 0.375 0.375 STM2596 STST1250 STST1248 41.302 0.009 CIRCULAR 0.375 0.375 STM2598 STST1249 STST1250 7.853 0.009 CIRCULAR 0.3 0.3 STM260 STST1072 STST1046 23.6 0.009 CIRCULAR 0.3 0.3 STM2600 STST1252 STST1249 8.488 0.009 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 51 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) dlu Roughness P Cross -Section ! Geomi (m) ! Geom2 (m) STM261 STST1046 STST1047 60.931 0.009 CIRCULAR 0.3 0.3 STM2610 STST1236 STST1234 64.37 0.013 CIRCULAR 0.525 0.525 STM2611 STST1232 STST1236 107.294 0.013 CIRCULAR 0.525 0.525 STM2612 STST1231 STST1232 60.083 0.013 CIRCULAR 0.45 0.45 STM2615 STST1302 STST1297 75.482 0.013 CIRCULAR 0.375 0.375 STM2623 STST15 ST072 17.325 0.009 CIRCULAR 0.75 0.75 STM2624 STST1609 ST0171 18.1 0.009 CIRCULAR 0.525 0.525 STM2625 STST1606 STST1608 12.595 0.009 CIRCULAR 0.3 0.3 STM2627 STST1608 STST1609 6.157 0.009 CIRCULAR 0.3 0.3 STM2629 STST1616 STST1615 7.322 0.009 CIRCULAR 0.2 0.2 STM263 STST1079 STST1078 45.484 0.009 CIRCULAR 0.6 0.6 STM2630 STST1614 STST1615 5.987 0.009 CIRCULAR 0.1 0.1 STM2631 STST1613 STST1614 26.955 0.009 CIRCULAR 0.3 0.3 STM2632 STST1615 STST1619 68.784 0.009 CIRCULAR 0.45 0.45 STM2633 STST1520 STST1521 16.909 0.009 CIRCULAR 0.45 0.45 STM2634 STST1521 STST1490 62.996 0.013 CIRCULAR 0.45 0.45 STM2635 STST1490 ST060 20.334 0.013 CIRCULAR 0.525 0.525 STM2640 STST1482 ST0114 49.936 0.013 CIRCULAR 0.45 0.45 STM2641 STST1484 STST1482 52.04 0.013 CIRCULAR 0.45 0.45 STM2643 STST1486 STST1484 99.427 0.013 CIRCULAR 0.45 0.45 STM2644 STST1487 STST1486 42.298 0.013 CIRCULAR 0.45 0.45 STM2647 STST1489 STST1487 68.096 0.013 CIRCULAR 0.45 0.45 STM2648 STST1488 STST1489 81.338 0.013 CIRCULAR 0.45 0.45 STM2649 STST1488A STST1488 16.032 0.013 CIRCULAR 0.45 0.45 STM2662 STST664 STST662 41.189 0.009 CIRCULAR 0.375 0.375 STM2664 STST1182 STST1929 11.554 0.009 CIRCULAR 0.525 0.525 STM2666 STST1519 ST0113 68.095 0.013 CIRCULAR 1.2 1.2 STM2668 STST1543 D2-ILS 4.056 0.024 CIRCULAR 0.9 0.9 STM2669 STST1930 J330_4 37.877 0.009 CIRCULAR 0.3 0.3 STM2740 STST557 STST558 9.224 0.013 CIRCULAR 0.6 0.6 STM2741 STST1587 STST1587A 61.093 0.009 CIRCULAR 0.45 0.45 STM2746 STST1630 STST1628 24.43 0.013 CIRCULAR 1.2 1.2 STM2747 STST1641 STST1640 37.214 0.013 CIRCULAR 0.6 0.6 STM2750 STST1444 J571 31.789 0.009 CIRCULAR 0.75 0.75 STM2753 STST1442 STST1441 38.665 0.009 CIRCULAR 0.375 0.375 STM2754 STST1443 STST1442 55.096 0.009 CIRCULAR 0.3 0.3 STM2758 STST506 STST509 48.294 0.013 CIRCULAR 0.375 0.375 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 52 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet allode Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM2762 STST495 STST496 42.522 0.009 CIRCULAR 0.375 0.375 STM2763 STST496 STST498 46.44 0.009 CIRCULAR 0.375 0.375 STM2764 STST498 STST499 16.572 0.009 CIRCULAR 0.375 0.375 STM2766 STST1453 STST1454 65.455 0.013 CIRCULAR 0.6 0.6 STM2768 STST1767 STST1768 79.337 0.013 CIRCULAR 0.3 0.3 STM2769 STST1768 STST1769 7.137 0.013 CIRCULAR 0.3 0.3 STM2773 STST1795 STST1801 114.245 0.013 CIRCULAR 0.375 0.375 STM2774 STST1508 STO81 28.528 0.024 CIRCULAR 0.5 0.5 STM2775 D1-HF STST1508 2.794 0.024 CIRCULAR 0.3 0.3 STM2779 STST1810 STST1546 11.446 0.013 CIRCULAR 0.375 0.375 STM2781 STST1548 STST273 29.514 0.013 CIRCULAR 0.45 0.45 STM2786 STST1854 STST1853 79.633 0.009 CIRCULAR 0.45 0.45 STM2791 STST1869 ST0164 14.21 0.013 CIRCULAR 1.05 1.05 STM2791B D279131 D279132 94.5 0.013 CIRCULAR 1.2 0 STM2791C D279132 GeorgianBayClubSWMF#1 47 0.013 CIRCULAR 1.2 0 STM2793 STST1882 STST1873 33.813 0.013 CIRCULAR 0.75 0.75 STM2794 STST1887 STST1884 50.022 0.013 CIRCULAR 0.75 0.75 STM28 STST2585 STO19 19.547 0.013 CIRCULAR 0.9 0.9 STM280 STST1071 STST1007 8.345 0.009 CIRCULAR 0.3 0.3 STM2800 STST1143 STST1144 26.245 0.013 CIRCULAR 0.45 0.45 STM2802 STST1512 ST084 61.181 0.024 CIRCULAR 0.45 0.45 STM2807 STST1714 3372_1 8.641 0.009 CIRCULAR 0.375 0.375 STM281 STST1007 31282_1 10.288 0.009 CIRCULAR 0.3 0.3 STM2817 D1-ILS STST1543 9.111 0.024 CIRCULAR 0.9 0.9 STM2820 STST570 STST569 33.103 0.009 CIRCULAR 0.3 0.3 STM2826 STST565 STST562 134.779 0.013 CIRCULAR 0.6 0.6 STM2827 STST549 STST550 23.87 0.013 CIRCULAR 0.3 0.3 STM2828 STST550 STST551 6.628 0.013 CIRCULAR 0.3 0.3 STM2829 STST551 STST552 6.803 0.013 CIRCULAR 0.3 0.3 STM283 STST1077 STST1076 49.052 0.009 CIRCULAR 0.3 0.3 STM2834 STST1587A STST1590 6.868 0.009 CIRCULAR 0.45 0.45 STM2834A D1-KSV STST1587A 13.714 0.009 CIRCULAR 0.45 0.45 STM2835 STST1590 D1 -KS 3.682 0.009 CIRCULAR 0.45 0.45 STM2845 STST1633 STST1634 31.852 0.009 CIRCULAR 0.3 0.3 STM2846 STST1634 STST1635 42.858 0.013 CIRCULAR 1.2 1.2 STM285 STST1076 STST1075 40.008 0.009 CIRCULAR 0.3 0.3 STM2850 STST1635 STO1 51.707 0.013 CIRCULAR 1.5 1.5 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 53 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length Roughness Cross -Section ! Geomi ! Geom2 (m) (m) (m) STM2851 STST1638 STST1635 STM2852 STST1639 STST1638 STM2853 STST1640 STST1639 STM286 STST1075 ST0166 STM2860 STST518 ST0155 STM2861 STST516 STST517 STM2862 STST514A STST514 STM2869 STST1440 STST1439 STM2870 STST1441 STST1440 STM2874 STST531 STST532 STM2875 STST530 STST531 STM2876 STST529 STST530 STM2877 STST528 STST529 STM2878 STST509 STST528 STM288 STST1080 STST1079 STM2882 STST1690 STST1693 STM2884 STST1693 STST1694 STM2886 STST1694 STST1696 STM2887 STST1696 J67_2 STM2888 STST2260 STST2261 STM2895 STST1263 ST0158 STM2901 STST1462 STST1463 STM2902 STST1463 STST1465 STM2905 STST1465 STST1453 STM2907 STST1448 STST1456 STM2909 STST1454 STST1455 STM291 STST1081 STST1080 STM2911 STST1456 31825 STM2912 STST1766 STST1767 STM2913 STST1473 STST1474 STM2915 STST1474 STSTTE015 STM2916 STST1468 ST056 STM2919 STST1790 STST1789 STM2920 STST1789 STST1795 STM2924 STST1481 ST057 STM2925 STST1480 STST1481 STM2927 STST1506 ST080 41.377 67.726 46.44 58.122 44.34 25.014 16.499 44.907 47.66 53.598 49.402 51.754 44.429 18.608 17.726 104.42 101.9 94.637 15.896 35.334 25.788 5.779 20.263 66.027 95.799 48.891 26.2 20.088 46.207 6.67 22.732 12.547 43.822 104.698 36.021 6.33 21.535 0.013 0.013 0.013 0.009 0.024 0.024 0.024 0.009 0.009 0.013 0.013 0.013 0.013 0.013 0.009 0.013 0.013 0.013 0.013 0.009 0.024 0.009 0.013 0.013 0.013 0.013 0.009 0.024 0.013 0.024 0.024 0.009 0.013 0.013 0.024 0.024 0.009 CIRCULAR CIRCULAR CIRCULAR CIRCULAR HORIZ_ELLIPSE CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR CIRCULAR 0.675 0.675 0.6 0.3 0.82 0.8 0.8 0.375 0.375 0.375 0.375 0.45 0.45 0.45 0.45 1 1 1 1 0.3 0.6 0.3 0.3 0.3 0.6 0.6 0.45 0.6 0.3 0.25 0.25 0.3 0.3 0.3 0.3 0.3 0.6 0.675 0.675 0.6 0.3 1.15 0.8 0.8 0.45 0.375 0.375 0.375 0.45 0.45 0.45 0.45 1 1 1 1 0.3 0.6 0.3 0.3 0.375 0.6 0.6 0.45 0.6 0.3 0.25 0.25 0.3 0.3 0.3 0.3 0.3 0.6 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 54 of 101 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness P Cross -Section ! Geomi (m) ! Geom2 (m) STM2928 STST1507 STST1506 59.362 0.024 CIRCULAR 0.4 0.4 STM2929 D1 -CLARK STST1505 33.685 0.024 CIRCULAR 0.3 0.3 STM293 STST1082 STST1081 55.005 0.009 CIRCULAR 0.3 0.3 STM2930 STST1505 STST1507 35.046 0.024 CIRCULAR 0.4 0.4 STM2935 STST1546 STST256 20.128 0.013 CIRCULAR 0.375 0.375 STM2941 STST1221 STST1222 78.563 0.024 CIRCULAR 0.25 0.25 STM2942 STST1222 D2 -BS 13.137 0.024 CIRCULAR 0.25 0.25 STM2954 STST1234 STST1818 10.916 0.013 CIRCULAR 0.525 0.525 STM2955 STST1818 STST1494 5.002 0.013 CIRCULAR 0.525 0.525 STM2956 STST1494 31482 4.513 0.013 CIRCULAR 0.6 0.6 STM2959 STST1847 STST1824 112.45 0.009 CIRCULAR 0.375 0.375 STM2964 STST1848 STST1851 21.982 0.013 CIRCULAR 0.6 0.6 STM2965 STST1851 STST1852 16.523 0.013 CIRCULAR 0.6 0.6 STM2966 STST1852 STO163 83.259 0.013 CIRCULAR 0.675 0.675 STM2967 STST1853 STST1852 17.478 0.009 CIRCULAR 0.45 0.45 STM2968 STST1867 STST1871 43.674 0.013 CIRCULAR 0.9 0.9 STM2971 STST1864 STST1865 11.578 0.013 CIRCULAR 0.9 0.9 STM2972 STST1862 STST1864 11.417 0.013 CIRCULAR 0.9 0.9 STM2973 STST1857 STST1858 27.419 0.013 CIRCULAR 0.9 0.9 STM2974 STST1858 STST1861 17.073 0.013 CIRCULAR 0.9 0.9 STM2975 STST1861 STST1862 61.923 0.013 CIRCULAR 0.9 0.9 STM2977 STST1875A STST1875 54.69 0.013 CIRCULAR 0.75 0.75 STM2978 STST1876 STST1875A 67.082 0.013 CIRCULAR 0.75 0.75 STM2979 STST1873 STST1876 106.411 0.013 CIRCULAR 0.75 0.75 STM2981 STST1878 STST1879 60.127 0.009 CIRCULAR 0.375 0.375 STM2989 STST1138 STST1139 49.881 0.009 CIRCULAR 0.3 0.3 STM2991 STST1139 STST1140 56.81 0.009 CIRCULAR 0.3 0.3 STM2992 STST1140 STST1130 8.881 0.013 CIRCULAR 0.45 0.45 STM2993 STST1130 31271 23.059 0.013 CIRCULAR 0.45 0.45 STM2994 STST1140 STST1143 72.108 0.013 CIRCULAR 0.45 0.45 STM2996 STST1903 STST1144 8.579 0.009 CIRCULAR 0.3 0.3 STM2999 STST1153 STST1152 7.974 0.013 CIRCULAR 0.75 0.75 STM3000 STST1417 STST1117 17.214 0.009 CIRCULAR 0.3 0.3 STM3001 STST1125 STST1511 51.991 0.013 CIRCULAR 0.6 0.6 STM3002 STST1511 STST1153 97.34 0.013 CIRCULAR 0.75 0.75 STM3004 PL1-CD STST1122 5.188 0.013 CIRCULAR 0.525 0.525 STM3006 D1 -TD STST1512 12.173 0.024 CIRCULAR 0.45 0.45 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 55 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inle Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM3020 STST1708 STST1710 57.552 0.009 CIRCULAR 0.3 0.3 STM3022 STST1710 STST1712 51.5 0.009 CIRCULAR 0.375 0.375 STM3024 STST1712 STST1714 11.932 0.009 CIRCULAR 0.375 0.375 STM3046 STST1929 STST1543 44.91 0.009 CIRCULAR 0.525 0.525 STM305 STST718 STST720 59.001 0.009 CIRCULAR 0.3 0.3 STM3053 STST559 STST560 58.222 0.013 CIRCULAR 0.6 0.6 STM3055 STST553 STST554 7.043 0.013 CIRCULAR 0.6 0.6 STM3056 STST543 STST544 61.453 0.013 CIRCULAR 0.375 0.375 STM3058 STST533 STST542 51.784 0.013 CIRCULAR 0.3 0.3 STM3059 STST532 STST533 15.706 0.013 CIRCULAR 0.375 0.375 STM3063 STST1628 STST1634 37.52 0.013 CIRCULAR 1.2 1.2 STM3072 STST1657 STST1442 6.003 0.009 CIRCULAR 0.3 0.3 STM3076 STST513 STST514A 42.264 0.024 CIRCULAR 0.3 0.3 STM3079 STST1687 STST2373A 28.451 0.013 CIRCULAR 1 1 STM3079A STST2373A STST1690 65.565 0.013 CIRCULAR 1 1 STM308 STST716 STST715 58.86 0.009 CIRCULAR 0.9 0.9 STM3082 STST205 STO157 5.783 0.009 CIRCULAR 0.375 0.375 STM3086 STST494 STST495 29.093 0.009 CIRCULAR 0.375 0.375 STM309 STST689 STST684 58.979 0.009 CIRCULAR 0.75 0.75 STM3091 STST1497 31482 49.761 0.013 CIRCULAR 0.525 0.525 STM3093 STST1452 STST1453 10.743 0.013 CIRCULAR 0.3 0.3 STM3094 STST1455 STST1448 47.189 0.013 CIRCULAR 0.6 0.6 STM3101 STST1471 STST1467 6.78 0.024 CIRCULAR 0.3 0.3 STM3109 STST247 STO247 6.093 0.013 CIRCULAR 0.3 0.3 STM3114 STST1219 STST1500 26.087 0.013 CIRCULAR 0.675 0.675 STM3115 STST1500 ST078 19.91 0.013 CIRCULAR 0.675 0.675 STM3116 STST1220 STST1221 66.319 0.024 CIRCULAR 0.25 0.25 STM3118 STST1550 STST271 21.382 0.013 CIRCULAR 0.375 0.375 STM3119 STST274 STO143 35.768 0.009 CIRCULAR 0.525 0.525 STM3122 STST1824 STST1823 12.604 0.009 CIRCULAR 0.45 0.45 STM3125 STST1823 STST1848 68.03 0.009 CIRCULAR 0.45 0.45 STM3126 STST1093 STO135 24.154 0.009 CIRCULAR 0.45 0.45 STM3127 STST1414 STST1857 61.79 0.009 CIRCULAR 0.9 0.9 STM3129 STST1865 STST1867 75.509 0.013 CIRCULAR 0.9 0.9 STM3130 STST1871 STST1870 12.129 0.013 CIRCULAR 1.05 1.05 STM3131 STST1870 STST1869 59.842 0.013 CIRCULAR 1.05 1.05 STM3133 STST1875 STST1871 20.333 0.013 CIRCULAR 0.75 0.75 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 56 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness P Cross -Section ! Geomi ! Geom2 (m) (m) STM3134 STST1879 STST1873 59.856 0.009 CIRCULAR 0.375 0.375 STM3137 STST1884 STST1882 47.106 0.013 CIRCULAR 0.75 0.75 STM3139 STST1152 STST1887 68.393 0.013 CIRCULAR 0.75 0.75 STM3147 STST1102 STST1136 47.647 0.009 CIRCULAR 0.3 0.3 STM3148 STST1136 STST1137 30.911 0.009 CIRCULAR 0.3 0.3 STM3149 STST1137 STST1138 27.322 0.009 CIRCULAR 0.3 0.3 STM3151 STST1144 STST1145 28.889 0.013 CIRCULAR 0.45 0.45 STM3153 STST1145 STST1135 54.604 0.013 CIRCULAR 0.45 0.45 STM3154 STST1135 STST1153 38.361 0.013 CIRCULAR 0.45 0.45 STM3157 STST965 STST1427 7.552 0.009 CIRCULAR 0.525 0.525 STM3158 D1-CR STST726 10.966 0.009 CIRCULAR 0.525 0.525 STM3199 STST2015 STST2016 23.264 0.024 CIRCULAR 0.9 0.9 STM3200 STST2016 STST2017 38.818 0.024 CIRCULAR 0.9 0.9 STM3203 STST610 STST1428 30.848 0.009 CIRCULAR 0.45 0.45 STM3204 STST1428 STST1533 55.578 0.009 CIRCULAR 0.525 0.525 STM3205 STST1533 STST1532 45.385 0.009 CIRCULAR 0.525 0.525 STM3206 STST1532 FairwayCourtSWMF 40.748 0.009 CIRCULAR 0.525 0.525 STM3216 STST2065 STST2066 28.261 0.009 CIRCULAR 0.3 0.3 STM3218 STST2067 STST2066 18.719 0.009 CIRCULAR 0.3 0.3 STM3219 STST2066 STST2069 41.318 0.009 CIRCULAR 0.3 0.3 STM3221 STST2069 STST2071 44.957 0.009 CIRCULAR 0.3 0.3 STM3222 STST2073 STST2071 36.198 0.009 CIRCULAR 0.3 0.3 STM3224 STST2071 STST2074 22.702 0.009 CIRCULAR 0.375 0.375 STM3226 STST2074 STST2075 8.366 0.009 CIRCULAR 0.45 0.45 STM3227 STST2079 STST2075 20.162 0.009 CIRCULAR 0.375 0.375 STM3228 STST2075 STST2077 27.591 0.009 CIRCULAR 0.6 0.6 STM3229 STST2077 ThornburyMeadowsSWMF 20.721 0.009 CIRCULAR 0.6 0.6 STM3231 STST2081 STST2080 31.562 0.009 CIRCULAR 0.3 0.3 STM3232 STST2080 STST2079 26.428 0.009 CIRCULAR 0.3 0.3 STM3234 STST2091 STST2089 57.597 0.009 CIRCULAR 0.3 0.3 STM3237 STST2089 STST2085 55.021 0.009 CIRCULAR 0.3 0.3 STM3238 STST2086 STST2085 33.513 0.009 CIRCULAR 0.3 0.3 STM3240 STST2085 STST2084 9.005 0.009 CIRCULAR 0.45 0.45 STM3241 STST2084 STST2083 42.667 0.009 CIRCULAR 0.45 0.45 STM3243 STST2083 STST2075 62.024 0.009 CIRCULAR 0.45 0.45 STM3246 STST2171 STST2170 36.84 0.009 CIRCULAR 0.3 0.3 STM3248 STST2170 STST2168 45.569 0.009 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 57 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) J Geom2 (m) STM3250 STST2168 STST2165 59.946 0.009 CIRCULAR 0.3 0.3 STM3252 STST2165 STST2163 57.929 0.009 CIRCULAR 0.45 0.45 STM3255 STST2163 STST2158 59.283 0.013 CIRCULAR 0.525 0.525 STM3260 STST2158 STST2155 25.003 0.013 CIRCULAR 0.525 0.525 STM3262 STST2155 STST2154 26.278 0.013 CIRCULAR 0.525 0.525 STM3264 STST2154 STST2152 13.194 0.013 CIRCULAR 0.525 0.525 STM3266 STST2152 STST2150 44.349 0.013 CIRCULAR 0.525 0.525 STM3269 STST2150 STST2148 56.28 0.013 CIRCULAR 0.6 0.6 STM3270 STST2126 STST2148 27.489 0.013 CIRCULAR 0.75 0.75 STM3273 STST2148 STST2175 57.297 0.013 CIRCULAR 0.75 0.75 STM3274 STST2176 STST2094 27.355 0.013 CIRCULAR 0.75 0.75 STM3275 STST2094 STST2146 51.14 0.013 CIRCULAR 0.75 0.75 STM3278 STST2146 STST2144 51.889 0.013 CIRCULAR 0.75 0.75 STM3282 STST2144 STST2140 43.878 0.013 CIRCULAR 0.75 0.75 STM3286 STST2140 STST2138 35.565 0.013 CIRCULAR 0.75 0.75 STM3288 STST2138 STST2133 24.989 0.013 CIRCULAR 0.75 0.75 STM3289 STST2133 STST2131 19.311 0.013 CIRCULAR 0.75 0.75 STM3291 STST2134 STST2133 36.256 0.009 CIRCULAR 0.3 0.3 STM3295 STST2131 STST2129 36.888 0.013 CIRCULAR 0.75 0.75 STM3298 STST2129 STST2126 53.327 0.013 CIRCULAR 0.75 0.75 STM3302 STST2096 STST2094 8.784 0.009 CIRCULAR 0.45 0.45 STM3303 STST2097 STST2096 37.366 0.009 CIRCULAR 0.45 0.45 STM3305 STST2100 STST2097 23.467 0.009 CIRCULAR 0.3 0.3 STM3307 STST2101 STST2100 35.324 0.009 CIRCULAR 0.3 0.3 STM3308 STST2102 STST2101 24.228 0.009 CIRCULAR 0.3 0.3 STM3310 STST2104 STST2102 47.426 0.009 CIRCULAR 0.3 0.3 STM3311 STST2106 STST2104 15.768 0.009 CIRCULAR 0.3 0.3 STM3313 STST2107 STST2106 60.295 0.009 CIRCULAR 0.3 0.3 STM3315 STST2109 STST2110 17.053 0.009 CIRCULAR 0.3 0.3 STM3316 STST2110 STST2111 31.352 0.009 CIRCULAR 0.3 0.3 STM3318 STST2111 STST2113 61.9 0.009 CIRCULAR 0.3 0.3 STM3320 STST2113 STST2116 57.624 0.009 CIRCULAR 0.3 0.3 STM3322 STST2116 STST2117 60.21 0.009 CIRCULAR 0.3 0.3 STM3324 STST2117 STST2119 25.427 0.009 CIRCULAR 0.3 0.3 STM3326 STST2119 STST2121 45.395 0.009 CIRCULAR 0.3 0.3 STM3329 STST2121 STST2124 31.884 0.009 CIRCULAR 0.45 0.45 STM3331 STST2124 STST2148 9.185 0.009 CIRCULAR 0.45 0.45 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 58 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM3335 STST2185 STST2186 43.202 0.013 CIRCULAR 0.675 0.675 STM3337 STST2186 STST2188 19.549 0.013 CIRCULAR 0.675 0.675 STM3338 STST2188 STST2189 31.199 0.013 CIRCULAR 0.75 0.75 STM3340 STST2189 STST2191 34.886 0.013 CIRCULAR 0.75 0.75 STM3341 STST2192 STST2191 40.256 0.009 CIRCULAR 0.45 0.45 STM3342 STST2193 STST2192 24.664 0.009 CIRCULAR 0.375 0.375 STM3344 STST2195 STST2193 30.871 0.009 CIRCULAR 0.375 0.375 STM3345 STST2196 STST2195 32.019 0.009 CIRCULAR 0.3 0.3 STM3347 STST2198 STST2196 23.247 0.009 CIRCULAR 0.3 0.3 STM3349 STST2200 STST2198 37.274 0.009 CIRCULAR 0.3 0.3 STM3350 STST2200 STST2201 42.553 0.009 CIRCULAR 0.3 0.3 STM3352 STST2201 STST2203 39.241 0.009 CIRCULAR 0.3 0.3 STM3353 STST2203 STST2188 18.318 0.009 CIRCULAR 0.375 0.375 STM3355 STST2205 STST2185 24.28 0.013 CIRCULAR 0.675 0.675 STM3356 STST2206 STST2205 9.608 0.013 CIRCULAR 0.6 0.6 STM3358 STST2191 STST2208 8.541 0.013 CIRCULAR 0.975 0.975 STM3359 STST2208 STST2209 42.113 0.013 CIRCULAR 1.2 1.2 STM3360 STST2209 STST2210 33.795 0.013 CIRCULAR 1.2 1.2 STM3361 STST2210 STST2211 53.881 0.013 CIRCULAR 1.35 1.35 STM3363 STST2211 STST2212 8.24 0.013 CIRCULAR 1.35 1.35 STM3364 STST2213 STST2211 12.501 0.009 CIRCULAR 0.3 0.3 STM3365 STST2212 STST2214 69.412 0.013 CIRCULAR 1.35 1.35 STM3366 STST2214 STST2215 15.7 0.013 CIRCULAR 1.5 1.5 STM3367 STST2215 STST2216 8.22 0.013 CIRCULAR 1.5 1.5 STM3368 STST2216 STST2217 17.993 0.013 CIRCULAR 1.5 1.5 STM3369 STST2217 STST2218 49.131 0.013 CIRCULAR 1.5 1.5 STM3370 STST2218 WindfallSWMF 65.436 0.013 CIRCULAR 1.5 1.5 STM3371 STST2219 STST2206 55.899 0.013 CIRCULAR 0.6 0.6 STM3372 STST2229 STST2219 32.845 0.009 CIRCULAR 0.525 0.525 STM3373 STST2230 STST2229 16.788 0.009 CIRCULAR 0.525 0.525 STM3374 STST2231 STST2230 39.753 0.009 CIRCULAR 0.525 0.525 STM3375 STST2233 STST2231 46.444 0.009 CIRCULAR 0.525 0.525 STM3376 STST2235 STST2233 46.357 0.009 CIRCULAR 0.45 0.45 STM3377 STST2220 STST2219 20.623 0.013 CIRCULAR 0.525 0.525 STM3378 STST2222 STST2220 23.093 0.013 CIRCULAR 0.45 0.45 STM3379 STST2223 STST2222 36.492 0.013 CIRCULAR 0.45 0.45 STM338 STST55 STST56 19.022 0.009 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 59 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi Geom2 (m) (m) STM3380 STST2224 STST2223 19.965 0.013 CIRCULAR 0.45 0.45 STM3381 STST2226 STST2224 25.957 0.013 CIRCULAR 0.45 0.45 STM3382 STST2227 STST2226 43.92 0.009 CIRCULAR 0.375 0.375 STM339 STST91 STST92 8.427 0.009 CIRCULAR 0.45 0.45 STM3390 STST2242 STST2235 75.946 0.009 CIRCULAR 0.375 0.375 STM3392 STST2243 STST2242 81.735 0.009 CIRCULAR 0.375 0.375 STM3394 STST2239 STST2227 74.565 0.009 CIRCULAR 0.3 0.3 STM3396 STST2240 STST2239 29.332 0.009 CIRCULAR 0.3 0.3 STM3397 STST2241 STST2240 26.202 0.009 CIRCULAR 0.3 0.3 STM340 STST1525 ST0126 15.183 0.024 CIRCULAR 0.975 0.975 STM3408 STST1610 STST1609 5.271 0.009 CIRCULAR 0.3 0.3 STM3420 STST1619 ST0190 60.215 0.009 CIRCULAR 0.525 0.525 STM343 STST92 STST89 11.345 0.009 CIRCULAR 0.45 0.45 STM3447 STST2321 STST2322 20.57 0.009 CIRCULAR 0.3 0.3 STM3448 STST2324 STST2322 8.355 0.009 CIRCULAR 0.3 0.3 STM3450 STST2323 STST2322 11.876 0.009 CIRCULAR 0.3 0.3 STM3451 STST2353 STST2323 8.009 0.009 CIRCULAR 0.3 0.3 STM3452 STST2322 STST2327 53.333 0.009 CIRCULAR 0.375 0.375 STM3453 STST2327 STST2330 31.155 0.009 CIRCULAR 0.375 0.375 STM3454 STST2330 STST2331 33.038 0.009 CIRCULAR 0.375 0.375 STM3455 STST2331 STST2334 55.194 0.013 CIRCULAR 0.45 0.45 STM3456 STST2337 STST2334 44.595 0.009 CIRCULAR 0.3 0.3 STM3457 STST2334 STST2335 49.484 0.013 CIRCULAR 0.825 0.825 STM3458 STST2335 STST2336 9.843 0.013 CIRCULAR 0.825 0.825 STM3459 STST2336 SecondNatureWestPond 16.109 0.013 CIRCULAR 0.825 0.825 STM3461 STST2332 STST2331 8.468 0.009 CIRCULAR 0.375 0.375 STM3464 STST2345 STST2346 44.417 0.009 CIRCULAR 0.3 0.3 STM3465 STST2346 STST2347 46.082 0.009 CIRCULAR 0.3 0.3 STM3466 STST2347 STST2348 37.679 0.009 CIRCULAR 0.375 0.375 STM3467 STST2348 STST2349 42.018 0.013 CIRCULAR 0.45 0.45 STM3468 STST2349 STST2350 32.623 0.013 CIRCULAR 0.45 0.45 STM3469 STST2350 STST2351 29.704 0.013 CIRCULAR 0.6 0.6 STM3470 STST2351 STST2352 74.346 0.013 CIRCULAR 0.6 0.6 STM3471 STST2352 STST2618 54.923 0.013 CIRCULAR 0.6 0.6 STM3480 STST2333 STST2332 55.342 0.013 CIRCULAR 0.375 0.375 STM3486 STST2357 STST2356 46.617 0.009 CIRCULAR 0.375 0.375 STM3487 STST2356 STST2358 38.415 0.009 CIRCULAR 0.375 0.375 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 60 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM3490 STST2358 STST2363 71.497 0.009 CIRCULAR 0.675 0.675 STM3491 STST2363 STST2364 19.936 0.009 CIRCULAR 0.675 0.675 STM3494 STST2364 STST2365 37.242 0.009 CIRCULAR 0.675 0.675 STM3496 STST2365 STST2367 19.754 0.009 CIRCULAR 0.675 0.675 STM3497 STST2367 STST2368 15.305 0.009 CIRCULAR 0.675 0.675 STM3498 STST2368 ST0169 58.045 0.009 CIRCULAR 0.675 0.675 STM3504 STST2373 STST2373A 67.286 0.009 CIRCULAR 0.3 0.3 STM3538 STST2412 STST2241 33.701 0.009 CIRCULAR 0.3 0.3 STM3539 STST2413 STST2412 32.624 0.009 CIRCULAR 0.3 0.3 STM3540 STST2409 STST2413 46.209 0.009 CIRCULAR 0.3 0.3 STM3541 STST2407 STST2409 45.523 0.009 CIRCULAR 0.3 0.3 STM3545 STST2407 STST2406 49.414 0.009 CIRCULAR 0.3 0.3 STM3546 STST2406 STST2404 27.469 0.009 CIRCULAR 0.3 0.3 STM3547 STST2404 STST2403 28 0.009 CIRCULAR 0.3 0.3 STM3548 STST2403 STST2402 27.827 0.009 CIRCULAR 0.3 0.3 STM3549 STST2402 STST2400 28.178 0.009 CIRCULAR 0.375 0.375 STM3550 STST2400 STST2243 27.849 0.009 CIRCULAR 0.375 0.375 STM3555 STMMH227 CW-2 8.304 0.009 CIRCULAR 0.9 0.9 STM364 STST1364 STST374 96.253 0.009 CIRCULAR 0.9 0.9 STM366 STST1063 STST1062 29.131 0.009 CIRCULAR 0.75 0.75 STM367 STST1062 ST033 5.466 0.009 CIRCULAR 0.75 0.75 STM368 STST1064 STST1063 77.659 0.009 CIRCULAR 0.75 0.75 STM3706 STST2586 D1 -AR 37.628 0.024 CIRCULAR 1 0 STM3709 STST656 STST2585 12.938 0.013 CIRCULAR 0.9 0.9 STM3710 STST2589 STST2590 35.234 0.009 CIRCULAR 0.3 0.3 STM3711 STST2590 STST2591 28.393 0.009 CIRCULAR 0.3 0.3 STM3712 STST2591 STST2592 39.794 0.009 CIRCULAR 0.3 0.3 STM3713 STST2592 STST2555 49.737 0.009 CIRCULAR 0.375 0.375 STM3714 STST2555 STST2599 23.248 0.009 CIRCULAR 0.45 0.45 STM3715 STST2599 STST2600 42.123 0.009 CIRCULAR 0.45 0.45 STM3716 STST2600 STST2601 36.636 0.009 CIRCULAR 0.525 0.525 STM3717 STST2601 STST2602 20.526 0.009 CIRCULAR 0.525 0.525 STM3718 STST2602 STST2603 19.967 0.009 CIRCULAR 0.525 0.525 STM3719 STST2603 STST2212 26.213 0.009 CIRCULAR 0.6 0.6 STM372 STST943 STST968 99.214 0.009 CIRCULAR 0.525 0.525 STM3720 STST2588 STST2589 10.017 0.009 CIRCULAR 0.3 0.3 STM3723 STST2593 STST2592 10.833 0.009 CIRCULAR 0.375 0.375 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 61 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet a Node Outlet Node Length (m) dii Roughness Cross -Section ' Geomi (m) Geom2 (m) STM3724 STST2595 STST2596 17.656 0.009 CIRCULAR 0.3 0.3 STM3725 STST2596 STST2553 17.621 0.009 CIRCULAR 0.3 0.3 STM3726 STST2553 STST2554 13.273 0.009 CIRCULAR 0.3 0.3 STM3727 STST2554 STST2597 15.954 0.009 CIRCULAR 0.3 0.3 STM3728 STST2597 STST2598 57.495 0.009 CIRCULAR 0.3 0.3 STM3729 STST2598 STST2213 32.837 0.009 CIRCULAR 0.3 0.3 STM3730 D1 -BS D2 -BS 19.632 0.024 CIRCULAR 0.5 0.5 STM3731 D2586US STST2586 25.187 0.024 CIRCULAR 0.6 0.6 STM3732 STST976 STST2586 33.612 0.024 CIRCULAR 0.375 0.375 STM3739 STST2621 STST2623 51.396 0.013 CIRCULAR 1.5 1.5 STM3740 STST2623 STST2624 10.458 0.013 CIRCULAR 1.5 1.5 STM3741 STST2624 SecondNatureEastPond 21.716 0.013 CIRCULAR 1.5 1.5 STM3742 STST2620 STST2621 17.922 0.013 CIRCULAR 1.05 1.05 STM3743 STST2616 STST2617 32.31 0.013 CIRCULAR 0.825 0.825 STM3744 STST2617 STST2618 32.85 0.013 CIRCULAR 0.825 0.825 STM3745 STST2618 STST2559 39.015 0.013 CIRCULAR 1.05 1.05 STM3746 STST2559 STST2619 38.556 0.013 CIRCULAR 1.05 1.05 STM3747 STST2619 STST2620 73.261 0.013 CIRCULAR 1.05 1.05 STM3748 STST2629 STST2562 42.445 0.013 CIRCULAR 0.9 0.9 STM3749 STST2562 STST2628 43.513 0.013 CIRCULAR 0.9 0.9 STM3750 STST2628 STST2627 19.448 0.013 CIRCULAR 0.9 0.9 STM3751 STST2627 STST2561 35.173 0.013 CIRCULAR 0.9 0.9 STM3752 STST2561 STST2560 19.453 0.013 CIRCULAR 1.05 1.05 STM3753 STST2560 STST2625 31.378 0.013 CIRCULAR 1.05 1.05 STM3754 STST2625 STST2621 64.671 0.013 CIRCULAR 1.05 1.05 STM3755 STST2629 STST2630 86.034 0.009 CIRCULAR 0.3 0.3 STM3756 STST2630 STST2616 15.712 0.009 CIRCULAR 0.3 0.3 STM3757 STST2634 STST2565 47.664 0.013 CIRCULAR 0.6 0.6 STM3758 STST2565 STST2633 48.316 0.013 CIRCULAR 0.6 0.6 STM3759 STST2633 STST2564 19.352 0.013 CIRCULAR 0.825 0.825 STM3760 STST2564 STST2632 69.084 0.013 CIRCULAR 0.825 0.825 STM3761 STST2632 STST2631 21.161 0.013 CIRCULAR 0.825 0.825 STM3762 STST2631 STST2563 28.333 0.013 CIRCULAR 0.825 0.825 STM3763 STST2563 STST2629 37.088 0.013 CIRCULAR 0.825 0.825 STM3764 STST2637 STST2636 41.16 0.009 CIRCULAR 0.3 0.3 STM3765 STST2636 STST2635 34.681 0.013 CIRCULAR 0.6 0.6 STM3766 STST2635 STST2633 37.135 0.013 CIRCULAR 0.6 0.6 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 62 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node i Length (m) Jall Roughness Cross -Section ' Geomi (m) Geom2 (m) Jli STM3767 STST2637 STST2638 61.995 0.009 CIRCULAR 0.3 0.3 STM3768 STST2638 STST2639 69.16 0.009 CIRCULAR 0.3 0.3 STM3769 STST2639 STST2615 19.864 0.013 CIRCULAR 0.45 0.45 STM377 STST366 STST364 62.589 0.009 CIRCULAR 0.3 0.3 STM3770 STST2615 STST2558 45.529 0.013 CIRCULAR 0.75 0.75 STM3771 STST2558 STST2616 54.977 0.013 CIRCULAR 0.75 0.75 STM3772 STST2608 STST2609 24.446 0.013 CIRCULAR 0.675 0.675 STM3773 STST2609 STST2610 46.213 0.013 CIRCULAR 0.675 0.675 STM3774 STST2610 STST2611 10.835 0.013 CIRCULAR 0.675 0.675 STM3775 STST2611 STST2612 36.68 0.013 CIRCULAR 0.675 0.675 STM3776 STST2612 STST2557 25.104 0.013 CIRCULAR 0.675 0.675 STM3777 STST2557 STST2613 47.859 0.013 CIRCULAR 0.675 0.675 STM3778 STST2611 STST2648 78.82 0.009 CIRCULAR 0.3 0.3 STM3779 STST2648 STST2647 47.334 0.009 CIRCULAR 0.3 0.3 STM378 STST278 STST279 109.024 0.013 CIRCULAR 0.35 0.6 STM3780 STST2647 STST2646 26.961 0.009 CIRCULAR 0.375 0.375 STM3781 STST2646 STST2642 48.537 0.009 CIRCULAR 0.375 0.375 STM3782 STST2642 STST2641 67.739 0.013 CIRCULAR 0.525 0.525 STM3783 STST2641 STST2566 33.437 0.013 CIRCULAR 0.525 0.525 STM3784 STST2566 STST2640 25.588 0.013 CIRCULAR 0.525 0.525 STM3785 STST2640 STST2636 18.601 0.013 CIRCULAR 0.6 0.6 STM3786 STST2645 STST2643 51.459 0.009 CIRCULAR 0.3 0.3 STM3787 STST2643 STST2642 20.911 0.009 CIRCULAR 0.3 0.3 STM3788 STST2645 STST2644 82.035 0.009 CIRCULAR 0.3 0.3 STM3789 STST2644 STST2613 18.419 0.009 CIRCULAR 0.375 0.375 STM3790 STST2613 STST2614 54.95 0.013 CIRCULAR 0.675 0.675 STM3791 STST2614 STST2615 45.214 0.013 CIRCULAR 0.675 0.675 STM3792 STST2626 STST2561 57.586 0.013 CIRCULAR 0.45 0.45 STM3793 STST662 STST2668 40.446 0.009 CIRCULAR 0.375 0.375 STM3824 STST578 STO4 13.546 0.013 CIRCULAR 0.75 0.75 STM3826 STST841 ST0208 38.257 0.024 CIRCULAR 0.45 0.45 STM3826_1 D8J1 STST2018 20.403 0.024 CIRCULAR 1 0 STM3850 CUL1-GW STMMH1-GW 13.668 0.013 CIRCULAR 0.75 0.75 STM3851 STMMH1-GW STMMH2-GW 3.902 0.013 CIRCULAR 0.75 0.75 STM3852 STMMH2-GW GeorgianWoodlandsPond 22.047 0.013 CIRCULAR 0.75 0.75 STM3883 CW-1 STMMH227 18.006 0.024 CIRCULAR 0.9 0.9 STM3885 STST2175 STST21751 4.805 0.013 CIRCULAR 0.75 0.75 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 63 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet I Node Outlet Node Length (m) Roughness P Cross -Section ! Geomi ! Geom2 (m) (m) STM3886 STST21751 STST21752 52.42 0.013 CIRCULAR 0.75 0.75 STM3887 STST21752 STST21753 25.71 0.013 CIRCULAR 0.75 0.75 STM3888 STST21753 STST21754 20.608 0.013 CIRCULAR 0.75 0.75 STM3889 STST21754 STST21755 22.809 0.013 CIRCULAR 0.75 0.75 STM3890 STST21755 STST21756 68.526 0.013 CIRCULAR 0.75 0.75 STM3891 STST21756 LoraBayPondl 27.358 0.013 CIRCULAR 0.75 0.75 STM3892 CBMH1-CS CBMH2-CS 59.526 0.009 CIRCULAR 0.3 0.3 STM3893 CBMH2-CS CBMH3-CS 59.828 0.009 CIRCULAR 0.3 0.3 STM3894 CBMH3-CS CBMH4-CS 59.407 0.013 CIRCULAR 0.525 0.525 STM3895 CBMH4-CS CBMHS-CS 60.084 0.013 CIRCULAR 0.6 0.6 STM3896 CBMH5-CS STMMH6-CS 31.184 0.013 CIRCULAR 0.6 0.6 STM3897 STMMH6-CS CBMH7-CS 26.56 0.013 CIRCULAR 0.6 0.6 STM3898 CBMH7-CS DCBMH8-CS 48.765 0.013 CIRCULAR 0.6 0.6 STM3899 DCBMH8-CS STMMH9-CS 6.776 0.013 CIRCULAR 0.6 0.6 STM3900 CBMH15-CS STMMH9-CS 9.637 0.009 CIRCULAR 0.375 0.375 STM3901 CBMH14-CS CBMH15-CS 59.967 0.009 CIRCULAR 0.375 0.375 STM3902 STMMH9-CS CBMH16-CS 50.254 0.013 CIRCULAR 0.6 0.6 STM3903 CBMH16-CS DCBMH17-CS 29.773 0.013 CIRCULAR 0.6 0.6 STM3904 DCBMH17-CS ClarksburySWMF 14.048 0.013 CIRCULAR 0.6 0.6 STM393 STST1396 STST1408 39.053 0.009 CIRCULAR 0.3 0.3 STM4 STST1339 STST1338 19.819 0.009 CIRCULAR 0.525 0.525 STM405 STST1267 STST1266 37.025 0.009 CIRCULAR 0.45 0.45 STM406 STST490 STST489 16.806 0.009 CIRCULAR 0.525 0.525 STM418 STST237 STST279 7.504 0.013 CIRCULAR 0.3 0.3 STM420 STST574 STST575 10.392 0.024 CIRCULAR 0.6 0.6 STM421 STST575 STST573 11.845 0.013 CIRCULAR 0.45 0.45 STM424 STST573 STST577 26.991 0.013 CIRCULAR 0.45 0.45 STM425 STST577 STST576 35.538 0.013 CIRCULAR 0.525 0.525 STM45 STST714 STST713 57.757 0.009 CIRCULAR 0.9 0.9 STM456 STST279 STST492 104.258 0.013 CIRCULAR 0.6 0.6 STM458 STST1285 STST1286 6.143 0.009 CIRCULAR 0.3 0.3 STM459 STST1286 STST237 7.529 0.009 CIRCULAR 0.3 0.3 STM47 STST706 STST705 8.711 0.009 CIRCULAR 0.75 0.75 STM487 STST383 STST2018 24.826 0.024 CIRCULAR 1.35 1.35 STM488 STST1475 STST230 10.005 0.009 CIRCULAR 0.3 0.3 STM489 STST1256 STST1263 24.577 0.024 CIRCULAR 0.6 0.6 STM490 STST538 STST537 8.032 0.013 CIRCULAR 0.6 0.6 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 64 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness P Cross -Section ! Geomi (m) ! Geom2 (m) STM491 STST540 STST539 32.406 0.024 CIRCULAR 0.3 0.3 STM5 STST1338 STST1337 19.739 0.009 CIRCULAR 0.525 0.525 STM505 STST687 STST696 39.407 0.013 CIRCULAR 0.45 0.45 STM506 STST696 STST722 60.578 0.009 CIRCULAR 0.45 0.45 STM510 STST345 STST1523 27.967 0.024 CIRCULAR 1.5 1.5 STM512 STST665 STST664 42.76 0.009 CIRCULAR 0.375 0.375 STM517 STST705 CraigleithMeadowsDryPond 16.584 0.009 CIRCULAR 0.75 0.75 STM53 STST684 STST710 59.701 0.009 CIRCULAR 0.75 0.75 STM539 STST70 STST69 16.185 0.009 CIRCULAR 0.3 0.3 STM540 STST56 STST70 25.13 0.009 CIRCULAR 0.3 0.3 STM541 STST46 STST81 36.706 0.009 CIRCULAR 0.6 0.6 STM542 STST39 STST38 6.518 0.009 CIRCULAR 0.3 0.3 STM543 STST53 STST52 9.34 0.009 CIRCULAR 0.6 0.6 STM544 STST52 STST51 5.855 0.009 CIRCULAR 0.6 0.6 STM547 STST63 STST62 30.101 0.009 CIRCULAR 0.3 0.3 STM548 STST11 STST18 20.022 0.013 CIRCULAR 0.75 0.75 STM551 STST18 STST12 38.238 0.009 CIRCULAR 0.75 0.75 STM552 STST12 STST13 43.976 0.009 CIRCULAR 0.75 0.75 STM554 STST13 STST14 50.229 0.009 CIRCULAR 0.75 0.75 STM555 STST19 STST14 5.634 0.009 CIRCULAR 0.3 0.45 STM557 STST14 STST16 50.529 0.009 CIRCULAR 0.75 0.75 STM558 STST16 STST15 7.695 0.009 CIRCULAR 0.75 0.75 STM560 STST17 STST18 68.278 0.009 CIRCULAR 0.3 0.3 STM562 STST3 STST17 59.95 0.009 CIRCULAR 0.3 0.3 STM564 STST4 STST3 59.45 0.009 CIRCULAR 0.3 0.3 STM566 STST5 STST4 64.969 0.009 CIRCULAR 0.3 0.3 STM567 STO17 STST590 16.89 0.024 CIRCULAR 1 1 STM572 STST1078 STST1032 10.572 0.009 CIRCULAR 0.6 0.6 STM574 STST1033 STST1054 57.622 0.009 CIRCULAR 0.75 0.75 STM575 STST1054 STST1053 25.134 0.009 CIRCULAR 0.75 0.75 STM577 STST1053 STST1422 32.575 0.009 CIRCULAR 0.75 0.75 STM579 STST1422 STST1052 59.384 0.009 CIRCULAR 0.75 0.75 STM584 STST44 STST45 55.033 0.009 CIRCULAR 0.45 0.45 STM586 STST45 STST77 60.062 0.009 CIRCULAR 0.45 0.45 STM587 STST77 STST78 42.341 0.009 CIRCULAR 0.6 0.6 STM589 STST79 STST80 59.486 0.009 CIRCULAR 0.6 0.6 STM590 STST78 STST79 23.674 0.009 CIRCULAR 0.6 0.6 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 65 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet ■ Node Outlet Node Length (m) it Roughness Cross -Section ' Geomi (m) Geom2 (m) = STM594 STST81 STST47 31.765 0.009 CIRCULAR 0.6 0.6 STM595 STST80 STST46 12.255 0.009 CIRCULAR 0.6 0.6 STM596 STST90 STST82 34.18 0.009 CIRCULAR 0.3 0.3 STM597 STST74 STST75 59.94 0.009 CIRCULAR 0.3 0.3 STM601 STST84 STST85 17.472 0.009 CIRCULAR 0.3 0.3 STM602 STST83 STST84 22.629 0.009 CIRCULAR 0.3 0.3 STM603 STST65 STST66 18.728 0.009 CIRCULAR 0.3 0.3 STM604 STST64 STST65 42.86 0.009 CIRCULAR 0.3 0.3 STM605 STST61 STST32 59.992 0.009 CIRCULAR 0.6 0.6 STM606 STST22 STST23 8.236 0.013 CIRCULAR 0.75 0.75 STM607 STST85 STST48 19.628 0.009 CIRCULAR 0.3 0.3 STM608 STST69 STST71 37.337 0.009 CIRCULAR 0.3 0.3 STM611 STST1352 STST1351 59.026 0.009 CIRCULAR 0.3 0.3 STM613 STST595 STST594 16.596 0.009 CIRCULAR 0.375 0.375 STM614 STST594 STST593 30.971 0.009 CIRCULAR 0.375 0.375 STM616 STST593 STST598 50.151 0.009 CIRCULAR 0.375 0.375 STM618 STST598 STST597 30.015 0.009 CIRCULAR 0.45 0.45 STM619 STST597 STST596 29.998 0.009 CIRCULAR 0.45 0.45 STM620 STST1360 STST1335 8.301 0.009 CIRCULAR 0.6 0.6 STM621 STST1337 STST1336 19.756 0.009 CIRCULAR 0.525 0.525 STM622 STST1336 STST1335 29.872 0.009 CIRCULAR 0.6 0.6 STM624 STST1335 STST1334 59.536 0.013 CIRCULAR 0.825 0.825 STM625 STST1330 STST1431 69.582 0.013 CIRCULAR 0.825 0.825 STM626 STST1431 STO202 57.893 0.013 CIRCULAR 0.825 0.825 STM648 STST1052 STST1050 17.543 0.009 CIRCULAR 0.75 0.75 STM649 STST1050 STST1064 18.958 0.009 CIRCULAR 0.75 0.75 STM651 STST1049 STST1050 8.896 0.009 CIRCULAR 0.45 0.45 STM652 STST1048 STST1049 29.002 0.009 CIRCULAR 0.3 0.3 STM654 STST1047 STST1048 29.606 0.009 CIRCULAR 0.3 0.3 STM658 STST1365 STST374 8.757 0.009 CIRCULAR 0.35 0.35 STM662 STST374 STST622 110.766 0.009 CIRCULAR 0.9 0.9 STM664 STST89 STST45 15.041 0.009 CIRCULAR 0.45 0.9 STM666 STST25 STST27 23.209 0.009 CIRCULAR 0.3 0.3 STM667 STST27 STST23 8.541 0.009 CIRCULAR 0.3 0.3 STM671 STST42 STST43 30.178 0.009 CIRCULAR 0.3 0.3 STM672 STST41 STST42 54.896 0.009 CIRCULAR 0.3 0.3 STM673 STST43 STST44 55.486 0.009 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 66 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM674 STST40 STST41 45.275 0.009 CIRCULAR 0.3 0.3 STM675 STST59 STST55 58.522 0.009 CIRCULAR 0.375 0.375 STM676 STST76 STST91 10.327 0.009 CIRCULAR 0.45 0.45 STM685 STST58 STST59 26.388 0.009 CIRCULAR 0.3 0.3 STM686 STST57 STST58 59.464 0.009 CIRCULAR 0.3 0.3 STM689 STST72 STST73 30.986 0.009 CIRCULAR 0.3 0.3 STM690 STST68 STST83 42.271 0.009 CIRCULAR 0.3 0.3 STM691 STST67 STST68 27.88 0.009 CIRCULAR 0.3 0.3 STM692 STST24 STST25 56.619 0.009 CIRCULAR 0.3 0.3 STM693 STST32 STST26 50.21 0.009 CIRCULAR 0.6 0.6 STM694 STST33 STST61 26.99 0.009 CIRCULAR 0.6 0.6 STM695 STST51 STST86 37.281 0.009 CIRCULAR 0.6 0.6 STM696 STST87 STST51 52.932 0.009 CIRCULAR 0.3 0.3 STM697 STST38 STST74 59.445 0.009 CIRCULAR 0.3 0.3 STM698 STST75 STST76 51.068 0.009 CIRCULAR 0.3 0.3 STM704 STST82 STST1706 54.378 0.009 CIRCULAR 0.75 0.75 STM704_1 STST1706 STST1706A 72 0.013 CIRCULAR 0.675 0 STM704_2 STST1706A STST1706B 167.5 0.013 CIRCULAR 0.675 0 STM704_3 STST1706B STST1706C 117.5 0.013 CIRCULAR 0.75 0 STM704_4 STST1706C LoraBayPond2 19 0.013 CIRCULAR 0.75 0 STM730 STST367 STST366 48.344 0.009 CIRCULAR 0.3 0.3 STM74 STST586 J2065 38.265 0.024 CIRCULAR 0.6 0.6 STM745 STST1399 STST1364 68.013 0.009 CIRCULAR 0.45 0.45 STM747 STST1398 STST1399 97.921 0.009 CIRCULAR 0.375 0.375 STM777 STST585 STST586 18.76 0.024 CIRCULAR 0.6 0.6 STM788 STST1348 STST1325 8.004 0.009 CIRCULAR 0.525 0.525 STM799 STST1334 STST1333 10.807 0.013 CIRCULAR 0.825 0.825 STM802 STST1333 STST1332 50.131 0.013 CIRCULAR 0.825 0.825 STM803 STST1332 STST1331 33.813 0.013 CIRCULAR 0.825 0.825 STM804 STST1331 STST1330 50.206 0.013 CIRCULAR 0.825 0.825 STM807 STST1346 STST1329 21.178 0.009 CIRCULAR 0.6 0.6 STM808 STST1329 STST1330 26.231 0.009 CIRCULAR 0.6 0.6 STM810 STST1347 STST1346 59.245 0.009 CIRCULAR 0.525 0.525 STM812 STST1419 STST1347 68.427 0.009 CIRCULAR 0.6 0.6 STM814 STST1325 STST1419 31.186 0.009 CIRCULAR 0.6 0.6 STM816 STST1350 STST1348 34.047 0.009 CIRCULAR 0.375 0.375 STM818 STST1351 STST1350 60.566 0.009 CIRCULAR 0.375 0.375 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 67 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name Inlet Node Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STM820 STST469 SnowbridgeSWMF 42.1 0.013 CIRCULAR 0.825 0.825 STM821 STST470 STST454 80.695 0.013 CIRCULAR 0.525 0.525 STM822 STST454 STST456 63.04 0.013 CIRCULAR 0.6 0.6 STM823 STST456 STST455 56.994 0.013 CIRCULAR 0.6 0.6 STM825 STST455 SnowbridgeSWMF 26.211 0.013 CIRCULAR 0.6 0.6 STM828 STST1397 STST1398 78.86 0.009 CIRCULAR 0.3 0.3 STM831 STST588 STST591 60.002 0.009 CIRCULAR 0.3 0.3 STM834 STST591 STST595 50.138 0.009 CIRCULAR 0.3 0.3 STM867 ST089 STST658 27.449 0.024 CIRCULAR 0.5 0.5 STM876 STST1408 STST1378 45.371 0.009 CIRCULAR 0.375 0.375 STM884 STST380 STST2015 24.009 0.024 CIRCULAR 0.825 0.9 STM885 STST2017 STO201 39.995 0.024 CIRCULAR 0.9 0.9 STM886 BlueMountainMillPond STST381 33.649 0.013 CIRCULAR 0.25 0.25 STM887 STST381 STST381A 179.856 0.013 CIRCULAR 0.3 0 STM887_1 STST381A D1331 43.753 0.013 CIRCULAR 0.3 0 STM895 STST638 STST635 61.203 0.013 CIRCULAR 1.2 1.2 STM906 STST1378 STST1377 38.98 0.009 CIRCULAR 0.375 0.375 STM908 STST1377 STST1376 41.269 0.009 CIRCULAR 0.45 0.45 STM909 STST1376 STST1410 19.307 0.013 CIRCULAR 0.45 0.45 STM96 STST710 STST709 56.92 0.009 CIRCULAR 0.75 0.75 STM97 STST702 STST701 55.004 0.009 CIRCULAR 0.3 0.3 STM98 STST709 STST706 58.39 0.009 CIRCULAR 0.75 0.75 STM980 STST590 ST016 61.245 0.024 ARCH 0.82 1.15 STMCUL440 TW_J3354 STST1630 21.451 0.013 RECT_CLOSED 0.9 1.8 STMIROC1 D1-IROC STSTMH2-IROC 32.379 0.024 CIRCULAR 0.45 0.45 STMIROC2 STSTMH2-IROC STSTMH3-IROC 21.062 0.024 CIRCULAR 0.45 0.45 STMIROC3 STSTMH3-IROC STSTMH4-IROC 15.047 0.024 CIRCULAR 0.45 0.45 STMIROC4 STSTMH4-IROC IROC Pond 16.847 0.013 CIRCULAR 0.45 0.45 STMTE001 STST373 STST372 68.655 0.009 CIRCULAR 0.375 0.375 STMTE002 STST372 STST371 36.051 0.009 CIRCULAR 0.375 0.375 STMTE003 STST371 STST370 46.232 0.009 CIRCULAR 0.375 0.375 STMTE004 STST370 STST369 56.462 0.009 CIRCULAR 0.375 0.375 STMTE005 STST369 J719 44.725 0.009 CIRCULAR 0.375 0.375 STMTE006 STST364 D6J1 26.623 0.009 CIRCULAR 0.375 0.375 STMTE007 STST1769 D2732 16.722 0.013 CIRCULAR 0.3 0.3 STMTE008 STSTTE001 STSTTE002 69.463 0.013 CIRCULAR 0.3 0.3 STMTE009 STSTTE002 STSTTE003 65.933 0.013 CIRCULAR 0.3 0.3 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering Page 68 of 101 PCSWMM 7.4.3240 SWMM 5.1.015 Table 2A: Conduits (continued...) Name I Node Inlet Outlet Node Length (m) Roughness Cross -Section ' Geomi (m) Geom2 (m) STMTE010 STSTTE003 32795 22.732 0.024 CIRCULAR 0.3 0.3 STMTE011 STSTTE004 J2836 10.263 0.024 CIRCULAR 0.3 0.3 STMTE014 STSTTE008 STSTTE009 62.802 0.009 CIRCULAR 0.6 0.6 STMTE015 STSTTE009 STSTTE010 61.888 0.009 CIRCULAR 0.6 0.6 STMTE016 STSTTE010 STOTE007 18.936 0.009 CIRCULAR 0.6 0.6 STMTE017 STSTTE012 STSTTE011 48.782 0.024 CIRCULAR 0.25 0.25 STMTE018 STSTTE013 STSTTE028 14.149 0.024 CIRCULAR 0.3 0.3 STMTE019 STSTTE028 D1 -GEORGE 123.142 0.024 CIRCULAR 0.3 0.3 STMTE020 STSTTE014 32836 11.027 0.024 CIRCULAR 0.3 0.3 STMTE021 D2 -MARSH STSTTE018 116.296 0.024 CIRCULAR 0.5 0.5 STMTE022 STSTTE023 STSTTE027 54.131 0.013 CIRCULAR 0.5 0.5 STMTE023 STSTTE021 STSTTE020 77.643 0.013 CIRCULAR 0.5 0.5 STMTE024 STSTTE020 STSTTE024 69.953 0.013 CIRCULAR 0.5 0.5 STMTE025 STSTTE024 STSTTE019 22.329 0.013 CIRCULAR 0.6 0.6 STMTE026 STSTTE019 STSTTE017 45.904 0.013 CIRCULAR 0.6 0.6 STMTE027 STSTTE017 STSTTE016 34.866 0.013 CIRCULAR 0.6 0.6 STMTE028 STSTTE015 STST1467 24.842 0.013 CIRCULAR 0.6 0.6 STMTE029 STST1467 STSTTE029 34.088 0.013 CIRCULAR 0.6 0.6 STMTE030 STSTTE022 STSTTE019 24.922 0.013 CIRCULAR 0.6 0.35 STMTE031 STSTTE018 STSTTE023 71.996 0.024 CIRCULAR 0.5 0.5 STMTE032 STSTTE027 STSTTE021 22.914 0.024 CIRCULAR 0.5 0.5 STMTE034 STSTTE016 STSTTE015 19.723 0.013 CIRCULAR 0.6 0.6 STMTE035 STSTTE029 D1 -GEORGE 142.163 0.024 ARCH 1 1.8 TW_C2581 TW_J2614 STST523 71.581 0.024 CIRCULAR 0.6 0 TW_C2582 STST520 TW_J2614 63.954 0.024 CIRCULAR 0.6 0 TW_C4253 STST568 D30J1 20.22 0.024 CIRCULAR 0.3 0 TW_C5091 STST1631 STST1630 4 0.013 CIRCULAR 0.6 0 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 69 of 101 SWMM 5.1.015 Table 2B: Conduits Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth C100 C101 C102 C103 C25 C26 C27 C28 C29 C30 C31 C32 C33 C34 C35 C36 C37 C38 C39 C40 C41 C42 C43 C50 C52 C53 C65 C66 C67 C68 C69 C7 C70 C71 C72 C73 C74 0.00499 0.00535 0.01667 0.0269 0.03867 0.04116 0.04193 0.04182 0.04181 0.04188 0.03905 0.00684 0.00692 0.01862 0.03247 0.0259 0.01968 0.01549 0.0055 0.00455 0.00456 0.00398 0.00335 0.00602 0.00513 0.08806 0.00777 0.02205 0.02207 0.02419 0.01355 0.00803 0.00828 0.0081 0.00765 0.00792 0.00769 0.029 0.029 0 0 0 0.018 0.034 0.118 0.186 0.203 0.253 0.816 0.841 1.119 0.049 0.124 0.128 0.344 0.373 0.435 0.521 0.523 0.553 0.276 0 0.276 0.047 0.109 0.2 0.31 0.323 0.004 0.359 0.399 0.42 0.434 0.531 1.17 0.93 0 0 0 1.56 1.8 2.78 3.14 3.23 2.85 1.94 1.9 3.23 2.3 2.99 2.56 2.2 1.73 1.58 1.56 1.47 1.71 2.16 0 6.12 1.63 2.43 3.17 3.1 2.93 0.33 3.25 2.53 2.64 2.73 3.34 0.29 0.51 0.22 0.66 0 0.05 0 0 0 0 0.01 0.08 0.03 0.12 0.09 0.21 0.15 0.26 0.16 0.27 0.21 0.39 0.52 0.59 0.53 0.61 0.28 0.41 0.19 0.36 0.55 0.6 0.65 0.89 0.97 1 1.17 1 1.05 0.98 0.92 0.95 0.99 0.98 1.14 0.85 0.86 0.75 0 0 0.15 0.29 0.38 0.43 0.53 0.65 0.96 0.95 0.79 1 1.1 1 0.03 0.23 1.56 1 1.08 1 1.17 1 1.18 1 1.47 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 70 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth C75 0.01005 C76 0.0099 C77 0.00833 C78 0.0201 C79 0.01923 C80 0.02212 C81 0.02187 C82 0.02196 C83 0.01503 C84 0.01379 C95 -0.00821 STM1 0.00699 STM1004 0.00737 STM104 0.01502 STM 1042 0.01444 STM 1043 0.01184 STM 1049 0.00416 STM105 0.01477 STM1050 0.00332 STM1052 0.0184 STM 1059_1 0.05252 STM1059_2 0.05253 STM1059_3 0.11546 STM106 0.00836 STM1122 0.00668 STM1123 0.05149 STM115 0.02241 STM1155 0.01614 STM1157 0.01818 STM1181 0.01423 STM1184 0.03453 STM1187 0.02321 STM1190 0.02513 STM1194 0.01417 STM1200 0.0027 STM1205 0.00467 STM1214 0.00457 1.076 1.16 1.16 0.01 0.076 0.122 0.179 0.252 0.37 0.546 0.056 0.488 0.284 0.984 0.913 0.074 0.434 0.843 0.507 2.776 3.191 3.472 0.286 0.378 0.124 0.17 0.735 0.125 0.291 0.184 0.152 0.07 0.031 0.415 0.689 0.71 0.634 3.01 3.27 3.06 1.39 2.54 2.96 3.13 2.99 3.43 3.48 1.14 2.25 1.11 3.88 2.07 1.47 1.16 3.84 1.42 4.68 4.27 4.49 2.15 2.09 1.06 1.34 3.16 2.64 3.47 2.23 3.2 2.42 2 2.91 2.1 2.78 1.27 1.28 1 1.39 0.97 0.57 0.58 0.05 0.18 0.22 0.32 0.32 0.4 0.48 0.52 0.67 0.83 1.19 1 1.13 1 1.04 1 0.94 1 1 0.85 0.31 0.43 0.68 1 0.7 1 0.47 0.66 0.27 0.38 1.05 1 0.52 0.52 0.36 0.64 0.39 0.65 0.2 0.82 0.26 0.43 0.98 0.69 0.48 0.75 0.55 0.77 0.16 0.27 0.35 0.41 0.61 0.7 0.32 0.46 0.33 0.43 0.14 0.27 0.39 0.55 0.82 0.7 0.65 0.56 0.44 0.45 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 71 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl (Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM1220 STM123 STM 124 STM1240 STM1241 STM125 STM 126 STM1264 STM1265 STM1279 STM 128 STM1281 STM1284 STM1286 STM1287 STM1288 STM1290 STM1291 STM1296 STM131 STM 132 STM1326 STM 133 STM1334 STM1340 STM135 STM 136 STM 137 STM1374 STM1377 STM 138 STM1380 STM1386 STM1387 STM1388 STM1389 STM139 0.00504 0.00552 0.00538 0.03877 0.03737 0.00449 0.00405 0.02578 0.02598 0.01732 0.00555 0.01242 0.00792 0.00882 0.0087 0.013 0.00283 0.00453 0.0247 0.0096 0.02125 0.0366 0.02553 0.06147 0.10239 0.01853 0.01324 0.03374 0.03786 0.02883 0.02335 0.02392 0.01233 0.00041 0.01446 0.00448 0.02564 0.43 1.168 1.15 3.431 3.367 1.015 0.986 1.624 1.623 0.125 1.192 1.036 1.287 0.142 1.254 1.218 0.235 0.284 0.999 0.205 0.205 0.475 0.174 3.497 3.514 0.197 0.459 0.457 3.533 3.569 0.654 3.578 0.441 0.458 0.059 0.554 0.709 0.95 2.64 2.6 5.57 6.34 2.3 2.23 4.88 4.29 2.3 2.7 3.66 3.15 1.62 2.84 3.58 1.64 2.05 4.61 1.61 3.16 3.57 2.47 6.98 9.16 2.82 3.59 4.43 4.48 4.17 4.11 5.42 1.75 1.39 1.73 1.75 4.45 0.29 0.42 1.41 1 1.41 1 0.45 0.54 0.45 0.48 1.36 1 1.39 1 0.63 0.9 0.63 1 0.68 0.73 1.44 1 1.51 1 0.9 0.87 0.6 0.86 0.84 1 0.66 0.85 0.71 0.63 0.68 0.62 1.02 1 0.51 1 1 1 0.6 0.78 0.78 1 0.36 0.46 0.28 0.37 1.04 1 0.97 1 0.6 1 0.47 0.66 0.54 0.71 1.04 1 0.59 0.57 0.65 0.83 2.7 0.89 0.35 0.59 0.98 0.91 1.07 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 72 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM1399 STM140 STM1401 STM1404 STM1405 STM141 STM1410 STM1413 STM1414 STM1415 STM1417 STM1417_1 STM1421 STM1422 STM1425 STM1426 STM1427 STM1428 STM1430 STM1433 STM1435 STM1436 STM1438 STM1440 STM1441 STM1442 STM1459 STM1461 STM1462 STM1465 STM1466 STM1467 STM1471 STM1472 STM1474 STM1478 STM1479 0.0049 0.0031 0.00465 0.01296 0.02262 0.00301 0.04253 0.00703 0.03464 0.08409 0.00626 0 0.01159 0.00072 0.00639 0.04242 0.01296 0.00993 0.01178 0.00709 0.00404 0.00224 0.01296 0.02271 0.0111 0.00642 0.00606 0.03624 0.00918 0.00646 0.01114 0.01395 0.03764 0.02251 0.01017 0.00536 0.00577 0.58 0.999 0.562 0.08 0.296 0.603 0.02 0.071 0.74 0.058 3.632 3.625 0.702 0.67 0.739 0.016 0.001 0.539 0.121 0.216 0.046 0.145 0.261 0.146 0.119 0.369 0.336 0.498 0.405 0.272 0.487 1.028 0.036 0.103 0.246 0.162 0.24 1.77 2.26 1.7 1.13 7.08 2.13 1.94 1.4 3.71 2.98 2.18 2.79 2.48 2.37 2.66 1.62 0.35 2.39 1.73 1.36 0.79 1.32 3.7 2.38 1.74 1.94 2.37 4.82 2.89 2.48 3 4.02 2.32 2.23 2.33 1.58 1.53 0.99 0.86 1.61 1 0.98 1 0.72 1 1.41 1 1.24 1 0.07 0.21 0.61 1 0.65 1 0.21 0.32 1.2 0.91 2.28 0.61 1.06 1 4.08 1 1.51 0.95 0.08 0.19 0 0.07 0.88 0.75 1.16 1 0.9 1 0.74 1 1.75 1 1.64 1 0.69 0.81 0.81 0.93 0.75 0.67 0.69 0.63 0.42 0.48 0.68 0.62 1.34 0.97 0.74 0.71 0.54 0.57 0.13 0.28 0.49 0.75 0.96 0.93 0.54 0.62 0.2 0.39 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 73 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM1481 STM1484 STM1486 STM1487 STM1488 STM1489 STM1490 STM1492 STM1493 STM1494 STM1496 STM1498 STM1500 STM1501 STM1502 STM1503 STM1505 STM1508 STM1509 STM151 STM1512 STM1514 STM1515 STM1516 STM1519 STM 152 STM1520 STM1523 STM1529 STM153 STM1530 STM1533 STM1535 STM1537 STM 155 STM1561 STM1564 0.029 0.01278 0.04831 0.01065 0.01326 0.1931 0.00148 0.00576 0.02512 0.00487 0.00595 0.00977 0.00788 0.00508 0.00511 0.01286 0.00345 0.01382 0.01498 0.0047 0.01082 0.01512 0.01008 0.00504 0.00983 0.02329 0.00817 0.00748 0.00353 0.10212 0.00218 0.03701 0.00326 0.01081 0.04516 0.03429 0.01276 0.441 0.425 0.06 0.082 0.212 0.745 0.018 0.079 0.096 0.091 0.151 0.549 0.05 0.076 0.125 1.075 0.012 0.399 0.368 0.066 0.339 0.272 0.191 0.149 0.113 0.507 0.073 0.031 0.072 0.4 0.153 0.103 0.109 0.223 0.16 1.135 1.551 4.57 2.67 0.85 1.15 3 4.68 0.55 1.31 2.01 1.28 2.14 4.97 0.77 1.18 1.29 3.8 0.5 2.8 2.82 1.26 2.92 3.12 2.5 1.81 2.09 2.92 1.75 1.19 1.16 5.07 1.35 3.44 0.98 2.64 3.54 5.8 3.35 0.42 0.46 0.91 1 0.28 1 0.82 1 1.9 1 0.59 1 0.48 0.51 1.07 0.8 0.62 0.8 1.34 1 2.03 1 3.17 1 0.59 1 1.1 1 1 1 1.54 1 0.14 0.43 0.82 0.85 0.73 0.85 0.69 0.85 0.79 0.69 0.87 0.74 0.75 0.66 0.83 0.71 0.82 0.71 0.21 0.42 0.58 0.58 0.26 0.4 0.29 0.43 0.14 0.33 0.53 0.52 0.21 0.32 1.09 1 0.85 0.72 0.54 0.61 0.23 0.35 0.5 0.53 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 74 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM 157 STM1570 STM1576 STM1577 STM1581 STM1588 STM 160 STM1607 STM1608 STM1609 STM 162 STM1625 STM 163 STM1630 STM1631 STM1637 STM 164 STM1642 STM1644 STM1647 STM 167 STM 168 STM1681 STM1683 STM1684 STM1685 STM 169 STM 170 STM1701 STM1702 STM1703 STM1708 STM1709 STM 171 STM1710 STM 172 STM 173 0.03445 0.0134 0.01786 0.00493 0.02118 0.01172 0.03985 0.00396 0.00827 0.00684 0.04273 0.00582 0.03822 0.00394 0.00391 0.00421 0.00624 0.00501 0.03522 0.04737 0.00322 0.00647 0.00768 0.01199 0.00535 0.00778 0.00641 0.00429 0.00515 0.00747 0.00395 0.0497 0.01018 0.00323 0.0051 0.00782 0.06415 0.08 0.183 0.199 0.732 0.87 0.195 0.109 0.148 0.674 0.637 0.216 0.009 0.256 0.04 0.162 0.346 0.322 0.362 1.035 0.207 0.888 0.042 0.492 0.069 0.471 1.064 0.602 0.061 0.43 0.188 0.414 0.15 0.009 0.044 0.01 0.106 0.109 2.65 1.94 1.8 1.66 4.77 2.02 3.63 2.09 2.44 2.27 4.36 0.27 4.3 0.62 2.29 1.49 1.92 1.68 5.19 2.34 2.32 1.03 2.02 1.23 2.4 3.42 1.83 0.99 2.23 1.25 1.98 4.32 1.06 0.62 0.94 1.5 2.24 0.31 0.49 1.08 1 0.85 1 0.94 1 0.23 0.33 1.23 1 0.39 0.44 2.43 1 1.21 0.94 1.25 1 0.75 0.66 0.01 0.17 0.52 0.75 0.46 1 1.85 1 0.33 0.52 0.66 1 0.32 0.49 0.89 0.87 0.15 0.46 0.97 1 0.54 0.74 0.91 1 0.45 0.75 0.73 0.66 0.75 0.67 0.9 0.87 0.96 1 0.68 0.65 0.35 0.68 0.74 0.7 0.48 0.49 0.04 0.13 0.8 1 0.05 0.15 1.24 1 0.45 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 75 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM 174 STM1741 STM1742 STM1747 STM1748 STM1749 STM1750 STM1751 STM1759 STM 176 STM1766 STM1768 STM1769 STM177 STM1770 STM1771 STM1772 STM1773 STM 178 STM1790 STM1794 STM1797 STM 180 STM1808 STM 181 STM1813 STM 182 STM1826 STM1829 STM 184 STM1876 STM1878 STM1879 STM1880 STM1882 STM1884 STM1886 0.01397 0.02031 0.13778 0.05649 0.01972 0.02529 0.02209 0.01259 0.01896 0.03888 0.00298 0.0036 0.00392 0.02525 0.00403 0.00431 0.00492 0.00503 0.00306 0.01401 0.01571 0.04369 0.03092 0.01583 0.0175 0.0099 0.01758 0.0072 0.01303 0.00972 0.00756 0.00655 0.01063 0.00865 0.00222 0.0042 0.00398 0.113 0 0.17 0.313 0.507 1.723 2.151 2.165 0.724 0.105 0.083 0.447 0.454 0.069 0.484 0.55 0.665 0.761 0.411 0.601 0.298 0.28 0.261 1.474 0.187 1.235 0.101 1.161 1.568 0.066 0.157 0.04 0.065 0.104 0.332 0.357 0.43 1.65 0 6.2 4.33 3.29 3.9 4.87 4.9 4.38 3.11 0.85 1.58 1.6 2.74 1.71 1.54 1.5 1.72 1.71 2.87 2.3 3.42 3.46 4.41 3.01 3.94 2.5 2.13 3.39 1.52 1.42 0.93 1.26 1.47 1.55 1.65 2.02 0.99 1 0 0 0.11 0.23 0.05 0.17 0.14 0.29 0.67 1 0.9 1 1.2 1 0.2 0.31 0.38 1 0.86 1 1.21 1 1.18 1 0.31 0.39 1.24 1 1 1 0.85 1 1.78 1 0.84 1 0.19 0.36 0.2 0.39 0.33 0.51 0.59 1 0.45 0.52 1.01 1 0.47 0.5 0.54 1 0.76 0.8 0.5 0.53 0.48 1 1.03 1 0.51 1 0.65 1 1.15 1 1.64 1 1.28 1 1.59 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 76 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM1887 STM1888 STM1890 STM1891 STM1922 STM1923 STM1925 STM1927 STM1928 STM1933 STM1934 STM1937 STM1940 STM1941 STM1942 STM1942_1 STM1942_2 STM1942_3 STM1942_5 STM1953 STM1954 STM1958 STM1959 STM1960 STM1969 STM197 STM 198 STM1982 STM1983 STM1984 STM1985 STM1986_1 STM1986_2 STM2 STM2004 STM2072 STM2079 0.02139 0.00478 0.02287 0.01238 0.00489 0.01252 0.0064 0.009 0.00986 0.01 0.01053 0.01099 0.01325 0.01043 0.03106 0.00905 0.01789 0.01 0.01 0.00554 0.00838 0.00399 0.02432 0.00512 0.00691 0.00801 0.007 0.07989 0.03217 0.02952 0.02568 0.00969 0.01084 0.00708 0.00409 0.03118 0.02764 0.988 0.287 0.471 0.314 0.131 0.384 0.357 0.016 0.212 1.115 1.131 1.146 1.168 0.264 2.859 2.068 2.574 0.748 0.734 0.521 0.593 0.022 0.064 0.126 0.503 0.42 0.453 0.498 0.499 1.395 1.515 1.556 1.556 0.518 0.527 0.156 0.611 3.67 1.8 2.19 1.98 1.18 2.66 2.26 0.74 2.99 2.87 2.9 2.94 3.18 1.98 4.53 2.81 3.38 0.95 1.57 1.84 2.1 1.04 1.29 1.82 2.7 2.64 2.11 6.7 4.79 4.71 3.95 3.15 1.91 2.39 1.87 2.21 2.53 1.1 1 1.46 1 0.72 1 0.99 1 1.07 1 0.83 1 1.08 1 0.12 1 1.53 1 0.21 0.32 0.21 0.32 0.2 0.32 0.19 0.38 0.1 0.46 0.16 0.72 0.18 1 0.26 0.54 0.58 1 0.57 0.71 1.14 1 1.06 1 0.25 0.35 0.29 0.69 1.26 0.95 0.68 0.63 1.14 1 0.87 1 0.28 0.38 0.45 0.49 0.5 0.77 0.59 0.82 0.41 0.46 0.37 0.69 0.99 1 1.34 1 1.69 1 1.1 0.8 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 77 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl (Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2080 0.02995 STM2081 0.00651 STM2082 0.00207 STM2083 0.00211 STM2085 0.04837 STM2088 0.00375 STM2089 0.0162 STM2090 0.01045 STM2095 0.00281 STM2096 0.02077 STM2100 0.57223 STM2101 0.0109 STM2108 0.00294 STM2109 0.00908 STM2115 0.02923 STM2118 0.00566 STM2121 0.01602 STM2122 0.00297 STM2124 0.01842 STM2134 0.00254 STM2135 0.00245 STM2144 -0.00371 STM2145 0.00576 STM2147 0.00942 STM2150 0.07843 STM2152 0.01071 STM2155 0.00717 STM2156 0.00528 STM2157 0.01464 STM2167 0.00953 STM2168 0.17504 STM2170 0.0067 STM2171 0.00536 STM2174 0.01091 STM2175 0.00867 STM218 0.00702 STM2185 0.00383 0.08 0.376 0.377 0.4 0.006 0.003 0.138 0.281 0.084 0.083 0.55 0.484 0.371 0.097 0.216 0.234 0.369 0.065 0.184 0.138 0.021 1.529 0.602 0.571 0.681 0.238 0.181 0.103 0.012 0.085 0.758 0.293 0.005 0.016 0.011 1.223 0.086 1.68 1.33 1.33 1.57 0.38 0.14 1.26 1.28 1.18 1.18 4.22 2.22 1.72 1.05 3.05 1.38 2.23 0.91 2.6 1.25 0.29 3.49 1.69 3.22 5.65 2.29 2.56 1.45 0.15 0.94 5.01 1.78 0.57 0.45 0.45 2.2 1.21 0.11 0.61 0.52 1 2.49 1 2.61 0.85 0.02 0.16 0.03 0.56 0.7 0.65 0.83 0.72 3.01 1 1.1 1 0.17 0.58 0.75 0.72 1.59 1 0.58 1 1.31 1 0.51 0.58 0.47 0.57 1.22 1 1.4 1 1.56 1 0.43 1 2.25 0.97 0.94 0.98 1.37 0.78 0.57 0.54 0.91 1 1.53 1 1.01 1 0.1 1 0.31 0.57 0.54 0.53 0.58 0.57 0.06 0.17 0.05 0.76 0.05 0.58 0.56 0.83 1.43 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 78 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2186 STM2195 STM2198 STM220 STM2203 STM2205 STM2208 STM2209 STM221 STM2211 STM2212 STM2213 STM2215 STM2216 STM2217 STM2218 STM222 STM2223 STM2224 STM2225 STM2226 STM2227 STM2228 STM2231 STM224 STM226 STM2265 STM2266 STM2268 STM2269 STM2270 STM2274 STM2275 STM2276 STM2277 STM2278 STM228 0.01306 0.02391 0.00941 0.00397 0.02724 0.02471 0.07632 0.19115 0.01274 0.01541 0.01384 0.01584 0.03697 0.00524 0.04012 0.00322 0.00746 0.01192 0.03303 0.01432 0.02515 0.00823 0.0027 0.0092 0.00841 0.00549 0.00999 0.03413 0.00747 0.02248 0.00387 0.00958 0.02862 0.02867 0.0154 0.01222 0.03299 0.001 0.708 0.684 1.288 0.12 0.134 0.152 0.925 0.072 0.033 0.248 0.004 0.412 0.51 0.532 0.223 0.139 0.009 0.097 0.062 0.068 0.36 0.258 0.138 0.18 0.243 0.232 0.286 0.232 3.605 0.065 0.128 0.078 0.059 0.178 0.206 0.27 0.3 2.69 2.42 1.73 2.37 2.4 2.23 4.68 1.32 1.23 1.24 0.34 2.62 1.33 1.89 1.4 1.78 1.13 2.84 2.04 1.31 3.81 2.08 1.95 2.55 2.53 2.49 3.61 2.06 4.41 1.06 2.18 2 2.73 2.83 2.71 2.94 0.01 0.29 0.75 1 1.15 1 0.63 1 0.52 1 0.61 1 1.05 0.97 0.12 0.35 0.45 1 0.19 1 0.91 0.87 0.18 0.4 0.3 0.35 0.98 0.71 0.37 0.55 1.38 1 0.76 1 0.17 0.31 0.38 0.71 0.37 0.45 0.31 0.69 2.57 1 3.21 1 1.03 1 1.41 1 1.56 1 0.56 0.57 0.38 0.5 0.65 0.67 0.62 0.77 0.25 0.45 0.94 0.78 0.33 0.55 0.25 0.35 0.57 0.56 0.74 0.65 0.59 0.78 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 79 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2280 STM2282 STM2284 STM2285 STM2286 STM2287 STM2289 STM2290 STM2291 STM2293 STM2295 STM2296 STM2298 STM2300 STM2301 STM2302 STM2303 STM2304 STM2305 STM2306 STM2308 STM2309 STM231 STM2311 STM2313 STM2316 STM2316A STM2318 STM2322 STM2323 STM2325 STM2326 STM2329 STM2331 STM2333 STM2335 STM2337 0.02057 0.02283 0.02054 0.01807 0.01518 0.01101 0.0066 0.00227 0.00322 0.00354 0.00283 0.00218 0.00355 0.00289 0.00207 0.00285 0.00602 0.01423 0.00395 0.0023 0.01927 0.03958 0.13004 0.03644 0.01946 0.09715 0.08461 0.47262 0.09721 0.09521 0.00391 0.01161 0.07533 0.04523 0.03491 0.00015 0.06025 0.264 0.325 0.297 0.344 0.354 0.353 0.403 0.43 0.437 0.46 0.482 0.543 0.579 0.612 0.633 0.648 0.724 0.79 0.792 0.801 0.466 0.471 0.358 0.487 0.5 0.549 0.552 0 0.555 0.563 0.033 0.642 0.103 0.169 0.229 0.007 0.038 3.49 2.6 2.72 2.37 2.22 2.22 1.88 1.75 1.64 1.63 1.38 1.6 1.75 1.56 1.62 1.65 1.61 1.8 1.71 1.87 3.86 5.26 5.83 4.78 4 7.16 7.17 0 7.67 7.31 1.09 2.22 3.95 2.89 3.53 0.33 3.16 0.73 0.65 0.75 0.82 0.73 0.65 0.9 1 1.01 1 1.18 1 1.15 0.99 1.47 0.91 1.26 0.97 1.26 0.99 1.08 0.95 1.38 0.93 1.16 0.92 1.02 0.91 1.25 0.96 1.09 0.83 0.65 0.78 0.46 0.79 0.7 0.68 0.92 0.64 0.82 0.71 0.57 0.55 0.39 0.55 0.62 0.61 0.87 0.73 0.43 0.49 0.46 0.49 0 0.37 0.43 0.46 0.44 0.49 0.38 0.45 0.29 0.61 0.27 0.4 0.57 0.77 0.88 0.86 0.13 0.19 0.11 0.22 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 80 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2339 STM234 STM2340 STM2341 STM2343 STM2345 STM2346 STM2347 STM2348 STM2349 STM2351 STM2352 STM2355 STM2356 STM2357 STM2358 STM2359 STM2360 STM2361 STM2370 STM2372 STM2376 STM2383 STM2384 STM2385 STM2386 STM2387 STM2389 STM2391 STM2400 STM2403 STM2404 STM2405 STM2406 STM2408 STM2415 STM2417 0.07847 0.00828 0.04906 0.04594 0.00482 0.00499 0.00501 0.00963 0.00999 0.0548 0.08774 0.00503 0.00435 0.00442 0.00574 0.00549 0.00421 0.01302 0.00528 0.0471 0.14106 0.00733 0.01965 0.00576 0.01659 0.08481 0.1168 0.01311 0.01321 0.0364 0.03048 0.01296 0.02131 0.03915 0.01816 0.0291 0.01558 0.079 0.279 0.111 0.124 0.315 0.327 0.359 0.563 0.563 0.134 0.043 0.819 0.15 0.127 0.27 0.29 0.293 0.176 0.164 0.913 0.218 0.115 0.057 0.124 0.193 0.304 0.268 0.348 0.276 0.061 0.24 0.122 0.002 0.185 0.305 0.889 0.907 4.14 2.83 2.97 2.73 1.61 1.46 1.49 2.33 2.32 3.91 3.55 2.15 4.13 1.79 1.7 1.83 1.84 2.5 2.32 5.12 6.67 2.44 1.39 1.82 2.56 6.28 3.51 3.18 2.71 2.69 3.8 2.35 0.92 3.75 3.57 3.43 3.08 0.2 0.31 1.21 0.84 0.36 0.55 0.41 0.61 0.74 0.66 0.75 0.75 0.83 0.81 0.93 0.8 0.92 0.8 0.41 0.49 0.1 0.23 0.44 0.58 1.63 1 1.36 1 0.86 1 0.95 1 1.1 1 1.11 1 1.62 1 0.68 0.86 0.14 0.26 1.56 0.92 0.19 0.45 0.77 0.67 0.71 0.75 0.41 0.45 0.31 0.69 0.49 0.51 0.39 0.48 0.08 0.2 0.33 0.42 0.77 0.69 0 0.05 0.23 0.35 0.36 0.61 0.29 0.43 0.4 0.47 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 81 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2422 STM2424 STM2431 STM2432 STM2445 STM2455 STM2466 STM2477 STM2484 STM2485 STM2488 STM2496 STM2498 STM2499 STM25 STM2500 STM2503 STM2505 STM2509 STM2511 STM2512 STM2513 STM2514 STM2515 STM2516 STM2516A STM2519 STM2520 STM2521 STM2522 STM2523 STM2535 STM2537 STM2540 STM2541 STM2542 STM2544 0.01872 0.01697 0.03466 0.01648 0.01712 0.01596 0.0183 0.01402 0.02498 0.01729 0.08073 0.02187 0.01259 0.01385 0.00488 0.01177 0.00571 0.00376 0.00428 0.00349 0.00982 0.00472 0.00675 0.00232 0.01599 0.0201 0.01183 0.00995 0.02974 0.02158 0.02607 0.01444 0.00822 0.00854 0.00538 0.01334 0.00175 1.113 1.161 0.186 1.268 1.353 1.414 1.468 1.514 0.028 1.597 0.377 0.524 0.213 0.334 0.574 0.488 1.201 0.65 0.991 0.948 0.069 1.135 0.266 0.266 0.268 1.166 0.05 0.094 0.216 0.346 0.131 0.006 0.02 0.008 0.075 0.025 0.16 3.68 3.56 1.6 3.68 3.76 3.73 3.43 3.33 1.34 3.09 2.37 3.29 3.01 7.28 1.75 4.04 2.72 1.82 2.24 2.15 0.97 2.57 1.67 1.67 1.69 2.51 1.39 2.19 3.25 3.57 2.66 0.41 1.14 0.41 1.27 1.28 1.01 0.45 0.48 0.49 0.51 0.12 0.37 0.55 0.53 0.57 0.55 0.62 0.58 0.6 0.64 0.71 0.67 0.03 0.38 0.54 0.65 0.4 0.88 1.24 1 1.36 1 2.03 1 0.51 0.71 1.58 1 1.43 1 1.26 1 1.36 1 1.44 1 0.5 1 1.48 1 1.14 1 1.93 1 0.74 1 0.87 0.6 0.33 0.51 0.68 0.59 0.9 0.89 0.93 0.91 0.58 0.66 0.04 0.3 0.16 0.29 0.02 0.18 0.17 0.37 0.15 0.32 0.93 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 82 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2545 0.00219 STM2546 0.00727 STM2547 0.0009 STM2548 0.00012 STM2551 0.0106 STM2552 0.03901 STM2553 0.01645 STM2554 0 STM2555 0.00504 STM2557 0.01011 STM2559 0.01866 STM2559_1 0.02277 STM2559_4 0.00769 STM2561 0.03077 STM2562 0.00337 STM2564 0.01649 STM2566 0.01715 STM2568 0.0158 STM2570 0.01721 STM2572 0.02056 STM2573 0.03671 STM2574 0.00629 STM2575 0.00587 STM2576 0.00927 STM2578 0.07611 STM2580 0.04552 STM2584 0.02933 STM2585 0.00317 STM2589 0.00801 STM2590 0.008 STM2591 0.00378 STM2592 0.00469 STM2593 0.00623 STM2596 0.0782 STM2598 0.11277 STM260 0.01187 STM2600 0.04363 0.249 0.312 0.03 0.02 0.292 0.186 0.198 0.2 0.047 0.012 0.035 0.083 0.085 0.189 1.471 0.124 0.108 0.04 0.005 0.05 0.218 0.183 0.249 0.023 0.032 0.082 0.382 0.6 0.207 0.202 0.195 0.157 0.074 0.062 0.027 0.206 0.024 1.28 1.84 0.44 0.29 2.05 1.56 1.28 0.98 0.83 1.21 1.26 1.76 0.6 3.33 2.27 1.77 2.43 2 0.46 0.99 3.08 2.59 3.53 1.74 1.22 1.16 3.59 1.68 2.02 1.83 1.77 1.42 1.16 3.91 3.14 2.91 2.13 0.87 0.65 0.33 0.43 0.16 0.44 0.29 0.43 0.34 0.42 0.23 0.7 0.25 0.54 4.11 0.56 0.47 0.75 0.09 0.2 0.18 0.42 0.57 0.67 0.09 1 0.77 0.76 0.41 0.3 0.69 1 0.59 0.78 0.23 0.33 0 0.37 0.25 0.85 0.81 1 1.65 1 2.33 1 0.17 0.25 0.08 0.58 0.74 1 0.88 1 1.27 0.98 0.91 1 0.89 1 1.25 1 0.9 1 0.37 1 0.09 0.31 0.06 0.18 1.35 1 0.08 0.21 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 83 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM261 STM2610 STM2611 STM2612 STM2615 STM2623 STM2624 STM2625 STM2627 STM2629 STM263 STM2630 STM2631 STM2632 STM2633 STM2634 STM2635 STM2640 STM2641 STM2643 STM2644 STM2647 STM2648 STM2649 STM2662 STM2664 STM2666 STM2668 STM2669 STM2740 STM2741 STM2746 STM2747 STM2750 STM2753 STM2754 STM2758 0.01018 0.00346 0.00839 0.00533 0.00768 0.05266 0.02155 0.00715 0.01787 0.01229 0.01055 0.01169 0.03304 0.04322 0.02011 0.00494 0.00256 0.0033 0.0044 0.00472 0.0053 0.0053 0.00481 0.00487 0.0655 0.0026 0.01072 0.01233 0.0095 -0.00325 0.01213 0.00368 0.00511 0.00346 0.00621 0.00635 0.00311 0.196 0.431 0.087 0.029 0.246 1.796 0.299 0.191 0.276 0.034 0.463 0.034 0.126 0.256 0.107 0.222 0.305 0.306 0.281 0.209 0.221 0.209 0.186 0.136 0.215 0.067 1.866 1.365 0.13 0 0.056 1.464 0.183 0.728 0.09 0.013 0.122 2.78 2.07 0.65 0.19 2.26 6.13 2.44 2.71 3.9 1.61 1.96 4.35 1.78 4.42 1.37 1.56 1.55 1.99 1.79 1.31 1.5 1.38 1.36 1.23 5.19 1.07 2.9 2.17 1.96 0 0.63 1.72 1.37 1.9 1.39 0.54 1.1 1.39 1 1.7 0.92 0.22 0.66 0.14 0.93 1.6 1 0.49 0.67 0.33 0.57 1.62 1 1.48 1 0.66 0.65 0.51 0.84 4.24 1 0.5 1 0.3 0.39 0.18 0.52 1.11 0.84 1.4 0.86 1.87 0.93 1.49 0.99 1.06 1 1.06 1 1 1 0.94 0.86 0.68 0.66 0.33 0.4 0.21 1 0.46 0.55 1.25 0.99 0.96 0.89 0 0 0.12 0.56 0.62 0.72 0.42 0.48 0.77 0.81 0.45 0.73 0.11 0.38 1.25 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 84 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) [Flow! (Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2762 0.00447 0.023 0.46 0.14 0.48 STM2763 0.00474 0.147 1.49 0.84 0.84 STM2764 0.01026 0.174 1.93 0.68 0.76 STM2766 0.00275 0.271 1.45 0.84 0.63 STM2768 0.04374 0.199 2.81 0.98 1 STM2769 0.03744 0.205 2.9 1.1 1 STM2773 0.01151 0.196 1.83 1.04 1 STM2774 0.02205 0.154 1.75 0.51 0.46 STM2775 0.06384 0 0 0 0 STM2779 0.00647 0.392 3.55 2.78 1 STM2781 0.01491 0.457 2.87 1.31 1 STM2786 0.00314 0.084 0.9 0.36 0.87 STM2791 0.00704 2.037 3.35 0.89 0.66 STM2791B 0.04842 2.05 5.36 0.24 0.38 STM2791C 0.01766 2.057 3.51 0.4 0.51 STM2793 0.00532 0.966 2.23 1.19 0.98 STM2794 0.0046 0.903 2.04 1.2 1 STM28 0.00921 1.291 2.75 0.74 0.69 STM280 0.05039 0.23 3.72 0.73 0.82 STM2800 0.00408 0.283 1.78 1.55 1 STM2802 0.0057 0.039 0.4 0.33 0.74 STM2807 0.02084 0.115 2.93 0.31 0.38 STM281 0.04866 0.257 4.01 0.83 0.85 STM2817 0.00988 1.343 2.24 1.38 0.9 STM2820 0.00514 0.16 2.27 1.6 1 STM2826 0.00148 0.002 0.19 0.01 0.17 STM2827 0.02556 0.13 2.15 0.84 1 STM2828 0.04834 0.151 2.13 0.71 1 STM2829 0.0147 0.152 2.15 1.3 1 STM283 0.02978 0.035 1.69 0.15 0.63 STM2834 0.01689 0.046 0.3 0.09 0.96 STM2834A 0.01634 0.029 0.29 0.06 0.68 STM2835 -0.05549 0.081 0.59 0.08 0.84 STM2845 0.00502 0.02 1.09 0.21 0.31 STM2846 0.0035 1.519 1.99 0.66 0.64 STM285 0.015 0.105 1.75 0.62 1 STM2850 0.00503 1.899 2.36 0.38 0.5 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 85 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2851 STM2852 STM2853 STM286 STM2860 STM2861 STM2862 STM2869 STM2870 STM2874 STM2875 STM2876 STM2877 STM2878 STM288 STM2882 STM2884 STM2886 STM2887 STM2888 STM2895 STM2901 STM2902 STM2905 STM2907 STM2909 STM291 STM2911 STM2912 STM2913 STM2915 STM2916 STM2919 STM2920 STM2924 STM2925 STM2927 0.00532 0.00487 0.0056 0.00482 0.00149 0.01671 0.0373 0.00423 0.00567 0.04707 0.01478 0.0058 0.00608 0.00484 0.02596 0.00498 0.005 0.00497 0.0044 0.03001 0.03686 0.0277 0.00247 0.00227 0.02527 0.00859 0.02826 0.07588 0.0189 0.03916 -0.01751 -0.00733 0.01529 0.00401 0.01652 0.01375 0.02197 0.294 0.259 0.211 0.143 0.536 0.522 0.037 0.214 0.113 0.292 0.276 0.266 0.253 0.268 0.393 1.621 1.632 1.659 1.689 0.099 0.738 0.011 0.013 0.115 0.494 0.447 0.343 0.605 0.07 0.03 0.063 0.078 0.034 0.072 0.079 0.015 0.144 1.53 1.38 1.58 2.23 0.9 2.12 0.71 1.94 1.37 3.59 2.52 1.67 1.61 1.69 4.09 2.35 2.32 2.3 2.32 2.46 2.66 0.58 0.3 1.67 3.43 1.85 4.17 3.15 1.21 0.6 1.28 1.33 0.85 1.02 1.41 0.31 1.63 0.48 0.53 0.44 0.52 0.46 0.48 1.48 0.89 0.98 0.66 0.56 0.49 0.03 0.21 1.3 1 0.59 1 0.77 0.83 1.29 0.97 1.23 1 1.14 1 1.35 1 0.59 0.58 0.96 0.83 0.96 0.88 0.98 0.87 1.06 0.87 0.41 0.58 1.15 0.95 0.05 1 0.28 1 2.48 0.93 0.51 0.51 0.78 0.86 0.5 0.51 0.66 0.64 0.52 1 0.46 1 1.47 1 0.65 0.78 0.29 1 1.18 1 1.18 0.76 0.25 1 0.11 0.35 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 86 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM2928 STM2929 STM293 STM2930 STM2935 STM2941 STM2942 STM2954 STM2955 STM2956 STM2959 STM2964 STM2965 STM2966 STM2967 STM2968 STM2971 STM2972 STM2973 STM2974 STM2975 STM2977 STM2978 STM2979 STM2981 STM2989 STM2991 STM2992 STM2993 STM2994 STM2996 STM2999 STM3000 STM3001 STM3002 STM3004 STM3006 0.02457 0.04112 0.00964 0.02789 0.00457 0.00173 0.0516 0.08366 0.06411 0.00665 0.00551 0.00227 0.00182 0.0018 0.00286 0.00664 0.00518 -0.03067 0.01386 0.0082 0.00985 0.01189 0.01133 0.00761 0.00632 0.01006 0.03526 0.00901 0.00434 0.0049 0.0754 0.00539 0.08254 0.01547 0.00302 0.0052 0.00937 0.114 0.011 0.116 0.096 0.326 0.031 0.083 0.432 0.44 0.44 0.108 0.305 0.333 0.508 0.164 0.912 0.855 0.854 0.823 0.834 0.843 1.106 1.067 1.047 0.006 0.185 0.214 0 0.022 0.277 0.024 0.876 0.011 0.572 0.508 0.002 0.008 1.48 0.3 2.15 1.37 2.95 0.63 1.69 4.97 4.32 1.56 1.18 1.08 1.18 1.54 1.03 2.18 1.96 1.6 2.5 2.33 2.1 3.05 2.98 2.53 0.64 2.62 3.46 0 0.76 1.74 1.92 2.1 2.38 2.47 1.15 0.4 0.2 0.65 0.59 0.1 0.51 0.84 0.72 0.51 0.55 2.75 1 2.3 1 1.14 1 0.35 0.42 0.4 0.48 0.88 1 0.57 0.77 1.04 1 1.27 1 1.42 0.87 0.74 1 0.62 0.63 0.66 0.67 0.27 0.78 0.39 0.51 0.51 0.55 0.47 0.61 0.91 0.77 0.9 0.76 1.08 0.92 0.03 0.19 1.32 1 0.82 1 0 0.06 0.12 0.23 1.39 1 0.06 0.58 1.07 1 0.03 0.22 0.75 0.94 0.83 1 0.01 0.13 0.05 0.35 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 87 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3020 STM3022 STM3024 STM3046 STM305 STM3053 STM3055 STM3056 STM3058 STM3059 STM3063 STM3072 STM3076 STM3079 STM3079A STM308 STM3082 STM3086 STM309 STM3091 STM3093 STM3094 STM3101 STM3109 STM3114 STM3115 STM3116 STM3118 STM3119 STM3122 STM3125 STM3126 STM3127 STM3129 STM3130 STM3131 STM3133 0.00591 0.00194 0.00168 0.00579 0.00407 0.01409 0.01704 0.00293 0.01429 0.03887 0.00346 0.03 0.01609 0.0123 0.00244 0.01512 0.00519 0.00344 0.01102 0.05192 0 0.00254 0.00442 0.03284 0.02838 0.00301 0.00406 0.00514 0.00839 0.00952 0.005 0.04646 0.00787 0.00344 0.00824 0.0107 0.01377 0.016 0.066 0.113 0.072 0.02 0.051 0.765 0.059 0.17 0.327 1.472 0 0.016 1.53 1.609 0.873 0.209 0.002 0.107 0.707 0.002 0.458 0.208 0.141 1.074 1.097 0.031 0.29 0.514 0.207 0.225 0.569 0.822 0.863 2.037 2.037 1.129 0.52 0.78 1.21 0.52 0.91 0.46 3.06 0.56 2.41 3.11 1.73 0 0.79 2.15 2.14 3.99 2.35 0.29 1.63 3.57 0.26 1.75 2.94 2.22 3 3.1 0.63 2.62 2.37 1.88 1.57 5.17 2.32 1.99 3.06 3.36 3.2 0.15 0.48 0.59 0.71 1.09 0.79 0.15 1 0.22 0.37 0.07 0.45 0.95 0.83 0.62 1 1.47 1 0.95 1 0.64 0.71 0 0.2 0.25 0.33 0.58 0.86 1.36 0.91 0.27 0.38 1.14 0.79 0.02 0.14 0.06 0.21 0.72 0.86 0.32 0.15 1.48 0.87 5.97 1 0.8 0.84 0.76 1 2.38 0.96 1.51 1 2.3 1 0.9 1 0.52 0.97 0.77 1 0.64 0.65 0.35 0.55 0.81 0.65 0.82 0.72 0.72 0.74 0.86 0.75 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 88 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) [Flow! (Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3134 0.00735 0.107 1.82 0.49 0.53 STM3137 0.00488 0.948 2.15 1.22 1 STM3139 0.00483 0.858 1.94 1.11 1 STM3147 0.00497 0.102 1.5 1.04 1 STM3148 0.00498 0.138 1.95 1.4 1 STM3149 0.00512 0.146 2.07 1.46 1 STM3151 0.00942 0.353 2.26 1.28 0.95 STM3153 0.03535 0.388 3.63 0.72 0.64 STM3154 0.07434 0.41 4.31 0.53 0.76 STM3157 0.03843 1.035 4.78 0.85 1 STM3158 0.16213 0.002 0.95 0 0.17 STM3199 0.02623 0.452 2.13 0.28 0.37 STM3200 0.00438 0.579 1.35 0.89 0.64 STM3203 0.02756 0.47 3.62 0.69 0.86 STM3204 0.01584 0.478 2.68 0.61 1 STM3205 0.01741 0.507 2.34 0.62 1 STM3206 0.01399 0.53 3.73 0.75 0.7 STM3216 0.00425 0.005 0.49 0.05 0.22 STM3218 0.00534 0.01 0.84 0.09 0.22 STM3219 0.00557 0.041 1.37 0.39 0.44 STM3221 0.00868 0.06 1.55 0.46 0.55 STM3222 0.00608 0.03 0.97 0.27 0.48 STM3224 0.00485 0.112 1.42 0.64 0.69 STM3226 0.00359 0.111 0.87 0.45 0.75 STM3227 0.00248 0.057 0.59 0.45 0.85 STM3228 0.00399 0.305 1.86 0.55 0.57 STM3229 0.00434 0.323 2.12 0.55 0.53 STM3231 0.00285 0.02 0.76 0.26 0.45 STM3232 0.00303 0.021 0.62 0.27 0.79 STM3234 0.0092 0.004 0.54 0.03 0.17 STM3237 0.01654 0.041 1.38 0.23 0.44 STM3238 0.00298 0.001 0.09 0.01 0.22 STM3240 0.00333 0.069 1.26 0.29 0.38 STM3241 0.00305 0.076 1.15 0.33 0.43 STM3243 0.00226 0.093 0.9 0.48 0.63 STM3246 0.03803 0.114 3.13 0.42 0.51 STM3248 0.02986 0.151 3.4 0.62 0.78 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 89 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3250 STM3252 STM3255 STM3260 STM3262 STM3264 STM3266 STM3269 STM3270 STM3273 STM3274 STM3275 STM3278 STM3282 STM3286 STM3288 STM3289 STM3291 STM3295 STM3298 STM3302 STM3303 STM3305 STM3307 STM3308 STM3310 STM3311 STM3313 STM3315 STM3316 STM3318 STM3320 STM3322 STM3324 STM3326 STM3329 STM3331 0.0282 0.00363 0.00574 0.0028 0.00342 0.00303 0.00767 0.00231 0.01492 0.02077 0.01353 0.01467 0.01349 0.01436 0.0149 0.01361 0.01398 0.05248 0.01654 0.01519 0.02391 0.01044 0.05077 0.04279 0.03056 0.02278 0.03109 0.02538 0.01877 0.02361 0.04155 0.04273 0.04339 0.04764 0.03571 0.02102 0.01198 0.179 0.266 0.331 0.321 0.368 0.482 0.546 0.582 0.823 1.553 0 0.375 0.43 0.479 0.595 0.635 0.856 0.075 0.868 0.748 0.346 0.315 0.302 0.27 0.193 0.113 0.095 0.022 0.03 0.054 0.131 0.216 0.246 0.268 0.33 0.454 0.484 2.89 1.67 1.53 1.48 1.7 2.23 2.52 2.11 1.86 3.52 0 2.58 2.54 2.66 2.7 2.42 2.95 3.45 2.68 2.31 2.66 2.06 4.54 3.89 3.15 3 3.15 1.06 1.87 2.49 3.91 3.97 3.63 3.8 4.66 2.85 3.05 0.76 1 1.07 1 1.02 1 1.41 1 1.46 1 2.04 1 1.45 1 1.97 1 0.61 1 0.97 1 0 0.14 0.28 0.36 0.33 0.41 0.36 0.43 0.44 0.53 0.49 0.81 0.65 1 0.23 0.35 0.61 1 0.54 1 0.54 0.76 0.75 0.92 0.96 0.89 0.94 1 0.79 0.92 0.54 0.53 0.39 0.44 0.1 0.33 0.16 0.28 0.25 0.34 0.46 0.48 0.75 0.84 0.84 1 0.88 1 1.25 1 0.76 1 1.07 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 90 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3335 STM3337 STM3338 STM3340 STM3341 STM3342 STM3344 STM3345 STM3347 STM3349 STM3350 STM3352 STM3353 STM3355 STM3356 STM3358 STM3359 STM3360 STM3361 STM3363 STM3364 STM3365 STM3366 STM3367 STM3368 STM3369 STM3370 STM3371 STM3372 STM3373 STM3374 STM3375 STM3376 STM3377 STM3378 STM3379 STM338 0.0213 0.01842 0.01923 0.01462 0.00497 0.00568 0.00421 0.00468 0.02108 0.02738 0.00964 0.0107 0.00437 0.01895 0.00833 0.00585 0.00166 0.00207 0.00186 0.00364 0.02881 0.00245 0.00318 0.00852 0.00333 0.00387 0.00565 0.01351 0.00615 0.01311 0.01104 0.00876 0.00567 0.00752 0.00753 0.00751 0.01157 1.135 1.167 1.268 1.285 0.241 0.194 0.145 0.107 0.065 0.025 0 0.048 0.107 1.104 1.05 1.573 1.621 1.629 1.617 1.866 0.208 2.393 2.872 2.876 2.877 2.889 2.897 1.009 0.561 0.548 0.511 0.458 0.414 0.396 0.375 0.341 0.171 3.64 3.49 3.65 3.08 1.8 1.91 1.47 1.56 1.74 2.13 0 1.33 1.35 3.54 3.71 2.49 1.79 1.94 1.32 1.49 3.21 2.18 2.03 2.17 2.38 2.52 2.64 3.57 2.59 2.53 2.36 2.4 2.6 1.83 2.36 2.14 2.42 0.92 0.88 1.02 0.97 0.82 0.91 0.95 0.9 0.83 0.8 1.02 0.89 0.88 0.89 1.12 0.97 0.32 0.63 0.11 0.22 0 0 0.33 0.57 0.64 0.68 0.95 0.82 1.87 1 0.92 0.82 1.02 0.79 0.92 0.78 0.7 0.8 0.58 0.82 0.88 0.86 0.91 0.76 0.72 0.75 0.44 0.7 0.7 0.65 0.66 0.62 0.54 0.6 1.41 1 1.15 1 0.77 1 0.78 1 0.79 1 1.33 1 1.06 1 1.52 1 1.38 1 1.14 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 91 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3380 STM3381 STM3382 STM339 STM3390 STM3392 STM3394 STM3396 STM3397 STM340 STM3408 STM3420 STM343 STM3447 STM3448 STM3450 STM3451 STM3452 STM3453 STM3454 STM3455 STM3456 STM3457 STM3458 STM3459 STM3461 STM3464 STM3465 STM3466 STM3467 STM3468 STM3469 STM3470 STM3471 STM3480 STM3486 STM3487 0.00726 0.01033 0.00847 0.00712 0.01936 0.01578 0.02153 0.02141 0.01103 0.00527 0.10878 0.04289 0.02998 0.01021 0.01077 0.00505 0.00375 0.01425 0.02729 0.02665 0.01468 0.00516 0.00445 0.00711 0.0031 -0.0189 0.01914 0.00456 0.00531 0.00476 0.0049 0.01448 0.00282 0.0031 0.02024 0.00431 0.005 0.326 0.295 0.252 0.333 0.329 0.279 0.209 0.197 0.17 1.299 0.024 0.35 0.329 0.013 0.02 0.066 0.056 0.101 0.158 0.19 0.328 0.003 0.476 0.504 0.512 0.118 0.008 0.074 0.143 0.198 0.237 0.284 0.273 0.229 0.096 0.119 0.165 2.05 1.85 2.28 2.22 3.26 3 3.13 3.12 2.41 1.78 3.31 4.55 2.48 0.91 1.07 1.47 1.26 2.44 3.45 2.78 2.32 0.44 1.38 1.32 1.49 1.08 0.74 1.3 1.43 1.38 1.62 2.39 1.16 0.81 1.98 1.6 1.82 1.34 1 1.02 1 1.08 1 0.96 1 0.93 1 0.88 1 1.02 1 0.96 1 1.16 1 1.47 1 0.05 0.16 0.27 0.39 0.46 1 0.09 0.27 0.14 0.32 0.67 0.61 0.65 0.61 0.33 0.4 0.38 0.43 0.46 0.74 0.95 0.89 0.03 0.42 0.5 0.62 0.42 0.67 0.64 0.61 0.34 1 0.04 0.33 0.78 0.75 0.77 0.85 1 0.86 1.19 0.87 0.38 0.44 0.84 1 0.67 1 0.38 0.59 0.71 0.64 0.92 0.78 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 92 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3490 STM3491 STM3494 STM3496 STM3497 STM3498 STM3504 STM3538 STM3539 STM3540 STM3541 STM3545 STM3546 STM3547 STM3548 STM3549 STM3550 STM3555 STM364 STM366 STM367 STM368 STM3706 STM3709 STM3710 STM3711 STM3712 STM3713 STM3714 STM3715 STM3716 STM3717 STM3718 STM3719 STM372 STM3720 STM3723 0.00308 0.00201 0.00215 0.00607 0.00686 0.00207 0.02706 0.00973 0.01134 0.00757 0.00659 0.00506 0.00328 0.005 0.00611 0.00639 0.01221 0.00482 0.00686 0.00549 0.01647 0.00579 0.1278 0.00696 0.00965 0.02889 0.0347 0.01367 0.00602 0.00356 0.00464 0.01267 0.00351 0.00534 0.02652 0.04096 0.00369 0.197 0.244 0.255 0.276 0.289 0.303 0.072 0.124 0.087 0.054 0 0.005 0.039 0.063 0.129 0.176 0.221 0.653 0.842 1.357 1.362 1.343 0.721 1.289 0.041 0.085 0.151 0.224 0.313 0.389 0.442 0.504 0.515 0.525 1.037 0.027 0.018 1.21 1.32 1.52 1.64 1.28 1.09 1.37 1.99 1.85 1.57 0 0.46 1.11 1.22 1.86 2.01 2.68 2.29 2.82 3.07 4.21 3.04 4.12 2.58 1.67 3.03 3.09 2.69 1.97 2.44 2.04 2.46 2.38 2.12 5.03 2.18 0.65 0.29 0.46 0.45 0.51 0.45 0.48 0.29 0.49 0.29 0.6 0.55 0.73 0.31 0.69 0.9 1 0.58 1 0.44 0.92 0 0.33 0.05 0.24 0.49 0.5 0.64 0.86 1.18 0.95 0.87 0.88 0.79 1 0.36 0.47 0.39 0.48 1.14 1 0.66 0.69 1.1 1 0.16 0.28 0.85 0.73 0.3 0.38 0.36 0.42 0.58 0.77 0.76 1 0.98 1 1.58 1 1.04 1 0.72 1 1.4 1 0.81 0.84 1.03 1 0.09 0.23 0.11 0.97 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 93 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3724 STM3725 STM3726 STM3727 STM3728 STM3729 STM3730 STM3731 STM3732 STM3739 STM3740 STM3741 STM3742 STM3743 STM3744 STM3745 STM3746 STM3747 STM3748 STM3749 STM3750 STM3751 STM3752 STM3753 STM3754 STM3755 STM3756 STM3757 STM3758 STM3759 STM3760 STM3761 STM3762 STM3763 STM3764 STM3765 STM3766 0.01416 0.01532 0.02487 0.02947 0.00557 0.01279 -0.02374 0.09444 0.13816 0.00156 -0.00096 0.00276 0.00167 0.00588 0.00609 0.00179 0.00233 0.00218 0.00565 0.00529 0.00463 0.00483 0.0036 0.00127 0.00294 0.00418 0.00382 0.01028 0.01076 0.00568 0.00434 0.00614 0.00565 0.00458 0.00972 0.0049 0.00485 0.061 0.106 0.166 0.17 0.165 0.193 0.085 0.104 0.008 2.649 2.729 2.784 1.34 1.056 1.055 1.146 1.132 1.239 0.809 0.841 0.894 0.937 1.034 1.086 1.172 0.02 0.064 0.111 0.181 0.693 0.702 0.744 0.754 0.784 0.029 0.469 0.488 1.96 2.26 3.18 2.96 2.34 2.72 0.6 1.4 0.25 1.5 1.57 2.89 1.72 2.33 2.34 1.57 1.45 1.45 1.96 1.9 1.86 1.5 1.42 1.37 1.53 0.41 1.12 1.37 1.83 1.9 1.78 1.82 1.7 1.79 1.43 1.66 1.85 0.37 0.77 0.61 1 0.75 1 0.71 1 1.59 1 1.22 1 0.27 0.68 0.1 0.33 0.02 0.4 0.95 1 1.25 1 0.75 0.58 1.2 1 0.96 1 0.94 1 0.99 1 0.86 1 0.97 1 0.59 1 0.64 1 0.73 1 0.74 1 0.63 1 1.11 1 0.79 1 0.22 0.66 0.75 1 0.18 0.33 0.28 0.38 0.64 0.65 0.74 0.7 0.66 0.82 0.7 0.95 0.81 1 0.21 0.65 1.09 1 1.14 0.88 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 94 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) [Flow! (Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3767 0.00613 0.018 1 0.17 0.31 STM3768 0.00506 0.041 1.29 0.41 0.46 STM3769 0.00453 0.11 1.12 0.57 0.72 STM377 0.07953 0.09 4.42 0.23 0.33 STM3770 0.00725 0.939 2.42 0.99 0.82 STM3771 0.00837 0.961 2.57 0.94 0.93 STM3772 0.00982 0.569 2.44 0.68 0.62 STM3773 0.01861 0.581 2.01 0.51 0.75 STM3774 0.00461 0.636 1.92 1.11 0.88 STM3775 0.01009 0.658 2.56 0.78 0.68 STM3776 0.02032 0.666 3.33 0.56 0.55 STM3777 0.0255 0.677 3.7 0.5 0.51 STM3778 0.02018 0 0 0 0.3 STM3779 0.00782 0.093 1.76 0.75 0.7 STM378 0.01126 0.242 2.52 1.56 1 STM3780 0.00742 0.153 2.07 0.7 0.7 STM3781 0.00824 0.183 2.14 0.8 0.94 STM3782 0.00531 0.32 1.58 1.02 1 STM3783 0.00508 0.339 1.57 1.11 1 STM3784 0.00547 0.401 1.85 1.26 1 STM3785 0.00484 0.417 1.51 0.98 1 STM3786 0.00738 0.064 1.14 0.54 0.83 STM3787 0.00909 0.122 1.73 0.92 1 STM3788 0.00488 0.073 1.51 0.75 0.65 STM3789 0.0038 0.075 1.2 0.48 0.73 STM3790 0.00819 0.811 2.34 1.07 0.99 STM3791 0.0073 0.816 2.37 1.14 0.92 STM3792 0.00973 0.077 1.45 0.27 0.37 STM3793 0.08456 0.25 5.93 0.34 0.41 STM3824 0.00295 0.745 2.12 1.23 0.99 STM3826 0.01618 0.26 1.85 1.32 0.85 STM3826_1 0.00441 0.338 1.2 0.39 0.39 STM3850 0.01829 0.817 1.87 0.54 0.96 STM3851 0.01025 0.825 1.87 0.73 1 STM3852 0.00726 0.826 2.04 0.87 0.86 STM3883 0.00444 0.654 1.64 1 0.6 STM3885 0.0229 1.571 4.17 0.93 0.79 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 95 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM3886 STM3887 STM3888 STM3889 STM3890 STM3891 STM3892 STM3893 STM3894 STM3895 STM3896 STM3897 STM3898 STM3899 STM3900 STM3901 STM3902 STM3903 STM3904 STM393 STM4 STM405 STM406 STM418 STM420 STM421 STM424 STM425 STM45 STM456 STM458 STM459 STM47 STM487 STM488 STM489 STM490 0.05272 0.04946 0.04956 0.0452 0.04909 0.05308 0.00494 0.0049 0.00963 0.00488 0.00497 0.00516 0.00519 0.00635 0.04831 0.02302 0.01801 0.01377 0.01495 0.01076 0.00706 0.01202 0.00774 0.00666 0.00674 0.02449 0.07057 0.01745 0.00796 0.00106 0.00488 0.02657 0.01837 0.00886 0.008 0.00854 0.03488 1.572 1.584 1.598 1.605 1.614 1.671 0.041 0.097 0.127 0.168 0.213 0.232 0.242 0.24 0.037 0.008 0.304 0.355 0.38 0.046 0.537 0.409 0.585 0.17 0.439 0.442 0.445 0.469 1.087 0.472 0.162 0.17 0.612 0.776 0.31 0.73 0.708 5.94 5.16 5.03 5.47 5.84 3.78 1 1.54 1.69 1.39 1.5 1.55 1.45 1.44 2.79 1.41 2.35 2.25 2.66 1.38 2.48 2.57 2.7 2.41 1.55 2.92 4.31 2.17 2.13 1.74 2.29 2.65 1.62 1.66 4.39 2.58 2.84 0.61 0.58 0.64 0.66 0.64 0.68 0.68 0.63 0.65 0.6 0.65 1 0.42 0.58 0.99 0.83 0.3 0.38 0.39 0.44 0.49 0.5 0.53 0.52 0.55 0.57 0.49 0.57 0.07 0.18 0.02 0.1 0.37 0.47 0.49 0.55 0.51 0.5 0.32 1 1.03 1 0.91 1 1.07 1 2.15 1 1.61 1 0.99 0.91 0.59 0.74 0.82 1 0.47 0.75 2.37 1 1.66 1 0.74 1 0.28 0.8 0.29 0.36 2.49 1 2.37 1 0.62 1 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 96 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM491 0.00771 STM5 0.00709 STM505 0.01472 STM506 0.01486 STM510 0.0059 STM512 0.04277 STM517 0.0362 STM53 0.01106 STM539 0.01174 STM540 0.01831 STM541 0.02153 STM542 0.02916 STM543 0.00535 STM544 0.00854 STM547 0.01528 STM548 0.00574 STM551 0.02509 STM552 0.051 STM554 0.04973 STM555 0.08282 STM557 0.04894 STM558 0.05101 STM560 0.03718 STM562 0.04007 STM564 0.0404 STM566 0.03604 STM567 0.01125 STM572 0.01324 STM574 0.00521 STM575 0.00477 STM577 0.00246 STM579 0.00657 STM584 0.01872 STM586 0.01032 STM587 0.00496 STM589 0.01076 STM590 0.00253 0.061 0.551 0.132 0.181 3.638 0.041 0.618 0.218 0.156 0.144 0.7 0.153 0.254 0.328 0.03 1.213 1.355 1.436 1.478 0 1.723 1.77 0.142 0.105 0.048 0 0.68 0.539 0.905 0.871 0.834 0.77 0.231 0.555 0.58 0.621 0.6 0.86 2.55 2.02 2.87 2.06 2.23 2.96 2.26 2.48 2.5 3.19 2.16 1.09 1.38 1.34 2.81 5.54 7.4 7.42 0 5.55 6.6 3.82 3.19 2.16 0 1.65 2.03 2.22 2.13 2.15 1.88 3.15 3.49 2.05 2.43 2.21 1.33 1 1.05 1 0.38 0.43 0.36 0.42 1.24 1 0.08 0.23 0.2 0.62 0.13 0.27 1.03 1 0.76 1 0.54 0.82 0.64 1 0.39 1 0.4 1 0.17 0.35 1.44 0.94 0.53 0.54 0.4 0.45 0.41 0.46 0 0 0.48 0.77 0.49 0.98 0.53 0.52 0.37 0.47 0.17 0.35 0 0.14 0.49 0.52 0.53 1 0.78 1 0.78 1 1.05 1 0.59 1 0.41 0.55 1.33 1 0.93 1 0.67 0.85 1.34 0.92 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 97 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. ! Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM594 0.01669 STM595 0.01551 STM596 0.00878 STM597 0.0035 STM601 0.02347 STM602 0.02741 STM603 0.03045 STM604 0.03432 STM605 0.00133 STM606 0.00486 STM607 0.01478 STM608 0.01661 STM611 0.01 STM613 0.00964 STM614 0.01001 STM616 0.01396 STM618 0.01399 STM619 0.014 STM620 0.00482 STM621 0.00709 STM622 0.00368 STM624 0.00521 STM625 0.01006 STM626 0.01019 STM648 0.00513 STM649 0.00791 STM651 0.01124 STM652 0.02035 STM654 0.02095 STM658 0.02056 STM662 0.01953 STM664 0.01729 STM666 0.04486 STM667 0.03984 STM671 0.02055 STM672 0.01731 STM673 0.01947 0.716 0.704 0.001 0.171 0.217 0.16 0.175 0.123 0.539 1.046 0.215 0.169 0.062 0.205 0.253 0.274 0.331 0.377 0.021 0.559 0.568 0.598 1.493 1.513 0.84 1.343 0.658 0.333 0.251 0.27 1.109 0.332 0.208 0.223 0.145 0.098 0.167 2.53 2.87 0.54 2.41 3.06 2.78 2.47 2.7 1.91 2.37 3.04 2.8 1.9 1.9 2.48 2.78 3 2.42 0.75 2.63 2.2 1.83 3.05 4.49 1.94 3.04 4.13 4.71 3.55 3.04 4.4 2.28 3.88 3.16 2.64 2.33 2.96 0.63 1 0.64 0.82 0.01 0.14 2.06 1 1.01 1 0.69 1 0.72 1 0.48 0.75 1.66 1 1.35 1 1.26 1 0.94 1 0.44 0.47 0.82 1 1 1 0.91 1 0.68 1 0.77 1 0.03 0.42 1.07 0.96 1.06 0.86 0.58 0.63 1.04 0.9 1.04 0.61 0.73 1 0.94 1 1.51 1 1.67 1 1.24 1 0.89 0.87 0.3 0.46 0.61 1 0.7 1 0.8 1 0.72 0.72 0.53 0.58 0.85 0.75 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 98 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM674 STM675 STM676 STM685 STM686 STM689 STM690 STM691 STM692 STM693 STM694 STM695 STM696 STM697 STM698 STM704 STM704_1 STM704_2 STM704_3 STM704_4 STM730 STM74 STM745 STM747 STM777 STM788 STM799 STM802 STM803 STM804 STM807 STM808 STM810 STM812 STM814 STM816 STM818 0.01325 0.00752 0.03003 0.00796 0.01278 0.00904 0.03243 0.03194 0.04526 0.00299 0.00482 0.00456 0.0119 0.00673 0.0188 0.0114 0.0126 0.0125 0.006 0.06678 0.06952 0.00549 0.00485 0.00664 0.00533 0.005 0.00278 0.00539 0.00355 0.00498 0.00756 0.00572 0.00608 0.00614 0.00609 0.01028 0.00991 0.048 0.124 0.245 0.105 0.021 0.021 0.112 0.078 0.085 0.572 0.487 0.403 0.053 0.136 0.21 0.739 0.865 0.865 0.859 0.851 0.033 0.388 0.513 0.14 0.376 0.377 0.647 0.829 0.864 0.887 0.54 0.563 0.486 0.426 0.406 0.201 0.136 1.8 1.35 2.29 1.91 0.58 0.89 2.39 3.07 3.53 2.02 1.72 1.78 0.75 1.92 3.16 2.9 2.75 2.92 2.4 2.06 3.21 1.52 3.23 1.56 1.33 1.94 1.72 1.87 1.75 1.93 2.3 2.19 2.53 2.05 2.28 2.51 1.92 0.3 0.4 0.57 0.91 0.34 0.84 0.84 0.8 0.13 0.51 0.15 0.7 0.45 0.87 0.31 0.44 0.29 0.37 1.18 1 0.79 1 0.67 1 0.35 1 1.18 1 1.1 1 0.43 0.6 0.92 0.83 0.92 0.79 1 0.8 0.3 0.89 0.09 0.2 1.57 0.85 1.79 1 0.68 1 1.55 1 0.86 0.85 0.86 0.74 0.79 0.82 1.01 0.93 0.88 0.86 0.7 0.8 0.84 0.87 1 0.89 0.61 0.69 0.59 0.61 0.78 0.68 0.54 0.61 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 99 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STM820 STM821 STM822 STM823 STM825 STM828 STM831 STM834 STM867 STM876 STM884 STM885 STM886 STM887 STM887_1 STM895 STM906 STM908 STM909 STM96 STM97 STM98 STM980 STMCUL440 STMIROC1 STMIROC2 STMIROC3 STMIROC4 STMTE001 STMTE002 STMTE003 STMTE004 STMTE005 STMTE006 STMTE007 STMTE008 STMTE009 0.01497 0.00843 0.00619 0.00544 0.00725 0.00659 0.02701 0.00997 0.10328 0.01808 0.00292 0.01826 -0.08711 0.03577 0.00229 0.06229 0.01591 0.00969 0.04563 0.01212 0.01218 0.01199 0.02581 0.00979 0.01699 0.00475 0.05658 0.05946 0.01396 0.04565 0.03556 0.03332 0.03741 0.02581 0.03135 0.01211 0.01282 1.409 0.291 0.306 0.3 0.3 0.062 0.073 0.123 0.014 0.186 0.443 0.627 0.046 0.098 0.102 3.449 0.415 0.474 0.428 0.333 0.077 0.404 0.683 1.078 0.248 0.278 0.278 0.278 0.007 0.035 0.06 0.084 0.114 0.126 0.236 0.029 0.088 3.01 1.88 1.67 1.57 1.68 1.52 1.73 1.93 0.87 2.84 1.38 2.33 1.04 1.59 1.44 7.24 3.76 2.98 3.1 2.64 1.7 1.75 1.96 1.39 1.56 1.92 2.56 3.4 0.72 2.74 2.78 2.54 1.46 2.87 3.34 0.57 1.58 0.8 0.84 0.74 0.67 0.63 0.63 0.66 0.64 0.57 0.61 0.54 0.71 0.32 0.59 0.88 0.9 0.02 0.19 0.55 1 1.05 0.58 0.47 0.44 0.26 0.87 0.53 0.81 2.2 1 0.35 0.44 1.3 1 1.17 1 0.7 1 0.19 0.33 0.5 0.61 0.23 0.52 0.35 0.42 0.17 0.57 1.23 1 2.61 0.85 0.76 0.64 0.4 0.51 0.02 0.14 0.06 0.17 0.13 0.25 0.18 0.34 0.23 0.66 0.31 0.42 1.38 1 0.27 0.68 0.8 0.84 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 100 of 101 SWMM 5.1.015 Table 2B: Conduits (continued...) Name Slope Max. Max. (m/m) IFlowl !Velocity! (m3/s) (m/s) Max/Full Flow Max/Full Depth STMTE010 STMTE011 STMTE014 STMTE015 STMTE016 STMTE017 STMTE018 STMTE019 STMTE020 STMTE021 STMTE022 STMTE023 STMTE024 STMTE025 STMTE026 STMTE027 STMTE028 STMTE029 STMTE030 STMTE031 STMTE032 STMTE034 STMTE035 TW_C2581 TW_C2582 TW_C4253 TW_C5091 0.01795 0.01023 0.06605 0.08027 0.06711 0.0064 0.0205 0.0186 0.03693 0.00832 0.01929 0.00945 0.05393 0.09238 0.05811 0.03602 0.01353 0.04078 0.02685 0.01914 0.00838 0.02277 0.00699 0.03976 0.01276 0.02078 0.02501 0.125 0.019 0.084 0.15 0.225 0.02 0.01 0.063 0.006 0.275 0.37 0.391 0.423 0.454 0.508 0.54 0.735 0.94 0.069 0.329 0.389 0.593 0.975 0.547 0.437 0.086 0.407 1.81 0.71 3.21 3.79 3.25 0.42 0.31 1.16 0.79 1.4 1.94 2.14 4.38 5.31 4.68 3.89 2.65 4.57 1.83 1.73 2.05 2.31 1.41 2.26 1.71 1.61 4.32 1.78 0.95 0.35 0.4 0.04 0.15 0.06 0.2 0.1 0.29 0.79 1 0.13 0.48 0.88 0.8 0.06 0.17 1.47 1 0.71 1 1.07 0.92 0.48 0.49 0.24 0.34 0.34 0.41 0.46 0.56 1.03 0.95 0.76 0.69 0.07 0.27 1.16 1 2.07 0.92 0.64 0.95 0.44 0.49 0.82 0.8 1.16 0.85 1.13 0.72 0.25 0.63 121076 - TOBM DMP - Base September 1, 2022 Tatham Engineering PCSWMM 7.4.3240 Page 101 of 101 SWMM 5.1.015 Appendix K: VO Hydrologic Results OntarioO IDF CURVE LOOKUP Active coordinate 44° 33' 45" N, 80° 27' 14" W (44.562500,-80.454167) Retrieved: Fri, 29 Oct 2021 11:50:18 GMT Lion s Heao 0 Sauble Beach Owen Sound 0 Port Elgin 0 °Tiverton Kincardine0 Hanover 0 Meafollp 0 400 Midland 0 Wasaga Beach Collingwood° Shelburne Gravenhurst 0 Orillia 0 G La Barrie �`� o �@ Minden 0 Kawartha Lakes 0 B� Pet( 35 17,71 Map data ©2021 Google Location summary These are the locations in the selection. IDF Curve: 44° 33' 45" N, 80° 27' 14" W (44.562500,-80.454167) Results An IDF curve was found. Intensity (mm /hr) 500 100 50 10 5 0 Coordinate: 44.562500, -80.454167 IDF curve year: 2010 • • i • • i • i • I • • i • • I • 5 10 50 100 Duration (mins) 500 1,000 5,000 • 100-yr • 50-yr • 25-yr 10-yr • 5-yr • 2-yr Coefficient summary IDF Curve: 44° 33' 45" N, 80° 27' 14" W (44.562500,-80.454167) Retrieved: Fri, 29 Oct 2021 11:50:18 GMT Data year: 2010 IDF curve year: 2010 Return period 2-yr 5-yr 10-yr A 20.9 27.8 32.3 B Statistics Rainfall intensity (mm hr 1) Duration 5 -min 25-yr 50-yr 100-yr 38.0 42.2 46.4 -0.699 -0.699 -0.699 -0.699 -0.699 -0.699 10 -min 15 -min 30 -min 1 -hr 2 -hr 6 -hr 12 -hr 24 -hr 2-yr 118.7 73.1 55.1 33.9 20.9 12.9 6.0 3.7 2.3 5-yr 157.9 97.3 73.3 45.1 27.8 17.1 7.9 4.9 3.0 10-yr 183.5 113.0 85.1 52.4 32.3 19.9 9.2 5.7 3.5 25-yr 215.8 133.0 100.1 61.7 38.0 23.4 10.9 6.7 4.1 50-yr 239.7 147.7 111.2 68.5 42.2 26.0 12.1 7.4 4.6 100-yr 263.6 162.3 122.3 75.3 46.4 28.6 13.3 8.2 5.0 Rainfall depth (mm) Duration 5 -min 10 -min 15 -min 30 -min 1 -hr 2 -hr 6 -hr 12 -hr 24 -hr 9.9 12.2 13.8 17.0 20.9 25.7 13.2 16.2 18.3 22.6 27.8 34.2 15.3 18.8 21.3 26.2 32.3 39.8 18.0 22.2 25.0 30.8 38.0 46.8 50-yr 20.0 24.6 27.8 34.3 42.2 52.0 72.4 22.0 27.1 30.6 37.7 46.4 57.2 79.6 2-yr 5-yr 10-yr 25-yr 35.8 44.2 54.4 47.7 58.7 72.4 55.4 68.2 84.1 65.2 80.3 98.9 100-yr Terms of Use You agree to the Terms of Use of this site by reviewing, using, or interpreting these data. 89.2 109.8 98.0 120.8 Ontario Ministry of Transportation I Terms and Conditions I About Last Modified: September 2016 OntarioO IDF CURVE LOOKUP Active coordinate 44° 33' 45" N, 80° 27' 14" W (44.562500,-80.454167) Retrieved: Fri, 29 Oct 2021 11:52:25 GMT Lion s Heao 0 Sauble Beach Owen Sound 0 Port Elgin 0 °Tiverton Kincardine Hanover 0 Meafollp 0 400 Midland 0 Gravenhurst 0 Orillia ° Minden 0 Kawartha Wasaga Beach Lakes Collingwood° D $ 12 Shelburne G La Barrie �`� o �@ B� Pet( 35 17,71 Map data ©2021 Google Location summary These are the locations in the selection. IDF Curve: 44° 33' 45" N, 80° 27' 14" W (44.562500,-80.454167) Results An IDF curve was found. Intensity (mm /hr) 500 100 50 10 5 0 Coordinate: 44.562500, -80.454167 IDF curve year: 2060 I • • • • • • • i • • i • • i • • i • • 5 10 50 100 Duration (mins) 500 1,000 5,000 • 100-yr • 50-yr • 25-yr 10-yr • 5-yr • 2-yr Coefficient summary IDF Curve: 44° 33' 45" N, 80° 27' 14" W (44.562500,-80.454167) Retrieved: Fri, 29 Oct 2021 11:52:25 GMT Data year: 2010 IDF curve year: 2060 Statistics Rainfall intensity (mm hr"1) Duration 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Rainfall depth (mm) 5 -min 123.5 162.7 188.2 220.6 244.5 268.3 Duration 5 -min 2-yr 10.3 5-yr 13.6 16.8 19.0 23.6 29.2 36.2 51.0 10-yr 15.7 19.4 22.0 27.2 33.7 41.8 58.8 25-yr 18.4 22.7 25.7 31.9 39.4 48.8 68.4 85.2 105.6 50-yr 20.4 25.2 28.5 35.3 43.6 54.0 75.6 93.6 117.6 100-yr 22.4 27.6 31.3 38.6 47.8 59.2 82.8 103.2 127.2 Terms of Use You agree to the Terms of Use of this site by reviewing, using, or interpreting these data. 10 -min 76.5 100.6 116.4 136.3 151.0 165.7 10 -min 12.8 15 -min 30 -min 1 -hr 2 -hr 57.8 35.9 22.3 13.9 76.0 47.1 29.2 18.1 87.9 54.4 33.7 20.9 102.9 63.7 114.0 70.5 125.0 77.3 15 -min 14.4 30 -min 17.9 6 -hr 6.5 8.5 9.8 12 -hr 4.1 5.3 6.1 24 -hr 2.6 3.3 3.8 39.4 24.4 11.4 7.1 4.4 43.6 27.0 12.6 7.8 4.9 47.8 29.6 13.8 8.6 5.3 1 -hr 2 -hr 6 -hr 22.3 27.8 39.0 12 -hr 24 -hr 49.2 62.4 63.6 79.2 73.2 91.2 Ontario Ministry of Transportation I Terms and Conditions I About Last Modified: September 2016 ✓ V I SSSSS U U A L ✓ V I SS U U AA L ✓ V I SS U U AAAAA L ✓ V I SS U U A A L W I SSSSS UUUUU A A LLLLL (v 6.2.2008) 000 TTTTT TTTTT H H Y Y M M 000 TM O 0 T T H H Y Y MM MM 0 0 O 0 T T H H Y M M O O 000 T T H H Y M M 000 Developed and Distributed by Smart City Water Inc Copyright 2007 - 2021 smart city water Inc All rights reserved. DETAILED O U T P U T r.." Input filename: C:\Program Files (x86)\visual OTTHYMO 6.2\v02\voin.dat output filename: C:\Users\jmacdonald\AppData\Local\Civics\VHS\db9a2f92- ba63-4ad9-8bdd-0915266138eb\2f3a0a33-f173-473e-af7f-d1e93a194cfb\s Summary filename: C:\Users\jmacdonald\A pData\Local\Civica\VH5\db9a2f92- ba63-4ad9-8bdd-0915266138eb\2f3a0a33-f173-473e-af7f-d1e93a194cfb\s DATE: 09-01-2022 TIME: 09:35:51 USER: COMMENTS: n******r.******a,++++awacs+++++*+++++++*+++++++++ ** SIMULATION : 8.6 MTO 24hr SCS 100yr ** ************************************************ READ STORM I Filename: C:\Users\jmacdonald\AppD ata\Local\Temp\ 6a12cOlb-d301-41ec-a9e3-3ad27f68014b\e3a5b389 ['total -120.77 mm 1 Comments: 100yr 24hr 5min SCS TIME hrs 0.00 0.08 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0.92 RAIN mm/hr 0.00 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 TIME RAIN hrs mm/hr 6.08 2.17 6.17 2.17 6.25 2.17 6.33 2.17 6.42 2.17 6.50 2.17 6.58 2.17 6.67 2.17 6.75 2.17 6.83 2.17 6.92 2.17 7.00 2.17 ' TIME RAIN I TIME RAIN ' hrs mm/hr I hrs mm/hr 12.17 17.39 1 18.2.5 2.17 12.25 17.39 1 18.33 2.17 12.33 17.39 18.42 2.17 12.42 17.39 18.50 2.17 12.50 17.39 18.58 2.17 12.58 8.94 18.67 2.17 12.67 8.94 1 18.75 2.17 12.75 8.94 1 18.83 2.17 12.83 8.94 1 18.92 2.17 12.92 8.94 19.00 2.17 13.00 8.94 19.08 2.17 13.08 6.52 19.17 2.17 CALIB I NASHYD ( 6131)1 Area (ha)= 47.84 Curve Number (CN)= 52.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.73 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= 2.476 PEAK FLOW (cms)= 1.714 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 36.770 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.304 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 6126) Area (ha)= 4.85 Curve Number (CN)= 84.0 ID= 1 DT= 5.0 min I Ia (mm)= 5.35 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.11 Unit Hyd Qpeak (cms)= 1.104 PEAK FLOW (cms)= 1.145 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 77.805 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.644 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 6125) Area (ha)= 10.13 curve Number (cN)= 83.0 ID= 1 DT= 5.0 min Ia (mm)= 6.21 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.17 Unit Hyd Qpeak (cms)= 1.502 PEAK FLOW (cms)= 1.737 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 77.308 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.640 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 6124) Area (ha)= 19.99 curve Number (cN)= 82.0 ID= 1 DT= 5.0 min I Ia (mm)= 6.96 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.20 Unit Hyd Qpeak (cms)= 2.648 PEAK FLOW (cms)= 3.115 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)- 75.249 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.623 1.00 1.33 7.08 2.66 13.17 6.52 19.25 2.17 1.08 1.33 7.17 2.66 13.25 6.52 19.33 2.17 1.17 1.33 7.25 2.66 13.33 6.52 19.42 2.17 1.25 1.33 7.33 2.66 13.42 6.52 19.50 2.17 1.33 1.33 7.42 2.66 13.50 6.52 19.58 2.17 1.42 1.33 7.50 2.66 13.58 5.07 19.67 2.17 1.50 1.33 7.58 2.66 13.67 5.07 19.75 2.17 1.58 1.33 7.67 2.66 13.75 5.07 19.83 2.17 1.67 1.33 7.75 2.66 13.83 5.07 19.92 2.17 1.75 1.33 7.83 2.66 13.92 5.07 20.00 2.17 1.83 1.33 7.92 2.66 14.00 5.07 20.08 1.45 1.92 1.33 8.00 2.66 14.08 3.62 20.17 1.45 2.00 1.33 8.08 3.14 14.17 3.62 20.25 1.45 2.08 1.57 8.17 3.14 14.25 3.62 20.33 1.45 2.17 1.57 8.25 3.14 14.33 3.62 20.42 1.45 2.25 1.57 8.33 3.14 14.42 3.62 20.50 1.45 2.33 1.57 8.42 3.14 14.50 3.62 20.58 1.45 2.42 1.57 8.50 3.14 14.58 3.62 20.67 1.45 2.50 1.57 8.58 3.38 14.67 3.62 20.75 1.45 2.58 1.57 8.67 3.38 14.75 3.62 20.83 1.45 2.67 1.57 8.75 3.38 14.83 3.62 20.92 1.45 2.75 1.57 8.83 3.38 14.92 3.62 21.00 1.45 2.83 1.57 8.92 3.38 15.00 3.62 21.08 1.45 2.92 1.57 9.00 3.38 15.08 3.62 21.17 1.45 3.00 1.57 9.08 3.86 15.17 3.62 21.25 1.45 3.08 1.57 9.17 3.86 15.25 3.62 21.33 1.45 3.17 1.57 9.25 3.86 15.33 3.62 21.42 1.45 3.25 1.57 9.33 3.86 15.42 3.62 21.50 1.45 3.33 1.57 9.42 3.86 15.50 3.62 21.58 1.45 3.42 1.57 9.50 3.86 15.58 3.62 21.67 1.45 3.50 1.57 9.58 4.35 15.67 3.62 21.75 1.45 3.58 1.57 9.67 4.35 15.75 3.62 21.83 1.45 3.67 1.57 9.75 4.35 15.83 3.62 21.92 1.45 3.75 1.57 9.83 4.35 15.92 3.62 22.00 1.45 3.83 1.57 9.92 4.35 16.00 3.62 22.08 1.45 3.92 1.57 10.00 4.35 16.08 2.17 22.17 1.45 4.00 1.57 10.08 5.56 16.17 2.17 22.25 1.45 4.08 1.93 10.17 5.56 16.25 2.17 22.33 1.45 4.17 1.93 10.25 5.56 16.33 2.17 22.42 1.45 4.25 1.93 10.33 5.56 16.42 2.17 22.50 1.45 4.33 1.93 10.42 5.56 16.50 2.17 22.58 1.45 4.42 1.93 10.50 5.56 16.58 2.17 22.67 1.45 4.50 1.93 10.58 7.49 16.67 2.17 22.75 1.45 4.58 1.93 10.67 7.49 16.75 2.17 22.83 1.45 4.67 1.93 10.75 7.49 16.83 2.17 22.92 1.45 4.75 1.93 10.83 7.49 16.92 2.17 23.00 1.45 4.83 1.93 10.92 7.49 17.00 2.17 23.08 1.45 4.92 1.93 11.00 7.49 17.08 2.17 23.17 1.45 5.00 1.93 11.08 11.59 17.17 2.17 23.25 1.45 5.08 1.93 11.17 11.59 17.25 2.17 23.33 1.45 5.17 1.93 11.25 11.59 17.33 2.17 23.42 1.45 5.25 1.93 11.33 11.59 17.42 2.17 23.50 1.45 5.33 1.93 11.42 11.59 17.50 2.17 23.58 1.45 5.42 1.93 11.50 11.59 17.58 2.17 23.67 1.45 5.50 1.93 11.58 35.75 17.67 2.17 23.75 1.45 5.58 1.93 11.67 35.75 17.75 2.17 23.83 1.45 5.67 1.93 11.75 35.75 17.83 2.17 23.92 1.45 5.75 1.93 11.83 147.82 17.92 2.17 24.00 1.45 5.83 1.93 11.92 147.82 18.00 2.17 5.92 1.93 12.00 147.82 18.08 2.17 6.00 1.93 12.08 17.39 1 18.17 2.17 I (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTEPIPE( 6604)1 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)=1200.00 Length (m)= 105.25 Slope (m/m)= 0.005 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1580.99 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 3.12 (cros) TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cros) (m/s) min 0.08 .417E+01 0.0 0.42 4.16 0.17 .116E+02 0.1 0.66 2.67 0.25 .209E+02 0.2 0.85 2.07 0.33 .317E+02 0.3 1.01 1.74 0.42 .434E+02 0.5 1.15 1.53 0.50 .560E+02 0.7 1.27 1.38 0.58 .691E+02 0.9 1.37 1.28 0.67 .826E+02 1.2 1.47 1.19 0.75 .964E+02 1.4 1.55 1.13 0.83 .110E+03 1.7 1.62 1.08 0.92 .124E+03 2.0 1.68 1.04 1.00 .138E+03 2.3 1.73 1.01 1.08 .151E+03 2.5 1.77 0.99 1.16 .163E+03 2.8 1.80 0.98 1.25 .175E+03 3.0 1.81 0.97 1.33 .186E+03 3.2 1.81 0.97 1.41 .195E+03 3.3 1.79 0.98 1.50 .202E+03 3.4 1.74 1.01 1.58 .207E+03 3.1 1.59 1.10 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cros) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6124) 19.99 3.12 12.17 75.25 1.30 1.81 OUTFLOW: ID= 1 ( 6604) 19.99 3.15 12.17 75.25 1.31 1.81 1 ADD HYD ( 6915)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cros) (hrs) (mm) ID1= 1 ( 6125): 10.13 1.737 12.08 77.31 + ID2= 2 ( 6126): 4.85 1.145 12.08 77.80 ID = 3 ( 6915): 14.97 2.881 12.08 77.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6915)1 1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cros) (hrs) (mm) ID1= 3 ( 6915): 14.97 2.881 12.08 77.47 + ID2= 2 ( 6604): 19.99 3.153 12.17 75.25 ID = 1 ( 6915): 34.97 5.832 12.17 76.20 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 6914) D + 2 = 3 1 ROUTEPIPE( 6603)1 PIPE Number = 1.00 IN= 2---> OUT= 1 II Diameter (mm)=1200.00 DT= 5.0 min Length (m)= 112.50 Slope (m/m)= 0.006 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1932.89 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 5.83 (cms) DEPTH (m) 0.10 .666E+01 0.20 .185E+02 0.31 .334E+02 0.41 .506E+02 0.51 .694E+02 0.61 .894E+02 0.71 .110E+03 0.81 .132E+03 0.92 .154E+03 1.02 .176E+03 1.12 .198E+03 1.22 .220E+03 1.32 .241E+03 1.42 .261E+03 1.53 .280E+03 1.63 .297E+03 1.73 .312E+03 1.83 .323E+03 1.93 .330E+03 TRAVEL TIME TABLE VOLUME FLOW RATE VELOCITY TRAV.TIME (cros) 0.53 3.55 (m/s) min 0.0 0.1 0.82 2.28 0.3 1.06 1.77 0.6 1.26 1.49 0.9 1.43 1.31 1.3 1.59 1.18 1.7 1.72 1.09 2.2 1.84 1.02 2.7 1.94 0.97 3.2 2.03 0.92 3.7 2.11 0.89 4.2 2.17 0.86 4.7 2.22 0.85 5.2 2.25 0.83 5.6 2.27 0.83 6.0 2.26 0.83 6.2 2.24 0.84 6.3 2.18 0.86 5.8 1.99 0.94 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6915) 34.97 5.83 12.17 76.20 1.59 2.26 OUTFLOW: ID= 1 ( 6603) 34.97 5.92 12.17 76.20 1.61 2.26 CALIB NASHYD ( 6127) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 1.681 15.86 curve Number (CN)= 83.0 6.78 # of Linear Res.(N)= 2.00 0.25 PEAK FLOW (cms)= 2.162 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 77.515 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.642 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. Length Mannings n (m)= Max.Eff.Inten.(mm/hr)= over (min) storage coeff. (min) - Unit Hyd. Tpeak (min) - unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 190.78 40.00 0.013 0.250 147.82 145.51 5.00 10.00 3.01 (ii) 9.09 (ii) 5.00 10.00 0.28 0.12 0.77 0.93 12.08 12.08 118.77 85.85 120.77 120.77 0.98 0.71 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.701 (iii) 12.08 97.28 120.77 0.81 1 ADD HYD ( 6913)1 1 + 2 = 3 I ID1= 1 ( 6120): + ID2= 2 ( 6602): AREA (ha) 5.46 50.83 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.701 12.08 97.28 8.096 12.17 76.61 ID = 3 ( 6913): 56.29 9.191 12.17 78.62 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 6601)1 IN= 2---> OUT= 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)=1650.00 Length (m)= 63.16 Slope (m/m)= 0.018 Manning n = 0.013 < TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.09 .272E+01 0.1 1.52 0.69 0.17 .758E+01 0.3 2.36 0.45 0.26 .137E+02 0.7 3.04 0.35 0.35 .207E+02 1.2 3.62 0.29 0.43 .284E+02 1.8 4.12 0.26 0.52 .366E+02 2.6 4.55 0.23 0.61 .452E+02 3.5 4.94 0.21 0.69 .540E+02 4.5 5.28 0.20 0.78 .630E+02 5.6 5.57 0.19 0.87 .721E+02 6.6 5.83 0.18 0.96 .810E+02 7.8 6.04 0.17 1.04 .899E+02 8.9 6.22 0.17 1.13 .985E+02 9.9 6.36 0.17 1.22 .107E+03 10.9 6.45 0.16 1.30 .114E+03 11.8 6.50 0.16 1.39 .121E+03 12.5 6.50 0.16 1.48 .127E+03 13.0 6.43 0.16 1.56 .132E+03 13.1 6.26 0.17 ID1= 1 ( 6127): + ID2= 2 ( 6603): AREA (ha) 15.86 34.97 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.162 12.17 77.51 5.916 12.17 76.20 ID = 3 ( 6914): 50.83 8.078 12.17 76.61 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 6602)1 PIPE Number = 1.00 IN= 2---> OUT= 1 DT= 5.0 min II Diameter (mm)=1500.00 Length (m)= 465.54 Slope (m/m)= 0.012 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1523.92 THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 8.08 (cms) DEPTH (m) 0.08 0.16 0.24 0.32 0.40 0.48 0.56 0.64 0.72 0.80 0.88 0.96 1.04 1.12 1.20 1.28 1.36 1.44 1.52 INFLOW : OUTFLOW: TRAVEL TIME TABLE VOLUME FLOW RATE VELOCITY (cu.m.) (cms) (m/s) .171E+02 0.0 1.18 .476E+02 0.2 1.84 .860E+02 0.4 2.36 .130E+03 0.8 2.81 .178E+03 1.2 3.20 .230E+03 1.7 3.54 .284E+03 2.3 3.84 .340E+03 3.0 4.10 .396E+03 3.7 4.33 .453E+03 4.4 4.53 .510E+03 5.1 4.69 .565E+03 5.9 4.83 .619E+03 6.6 4.94 .671E+03 7.2 5.01 .719E+03 7.8 5.05 .763E+03 8.3 5.05 .801E+03 8.6 4.99 1.55 .832E+03 8.7 4.86 1.60 .849E+03 8.1 4.43 1.75 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 6914) 50.83 8.08 12.17 76.61 1.25 5.05 ID= 1 ( 6602) 50.83 8.10 12.17 76.61 1.26 5.05 (mm)FOR FREE FLOW. TRAV. TIME min 6.59 4.23 3.28 2.76 2.43 2.19 2.02 1.89 1.79 1.71 1.65 1.61 1.57 1.55 1.54 1.54 CALIB STANDHYD ( 6120) Area IID= 1 DT= 5.0 min Total Surface Area (ha)= Dep. Storage (mm) - Average slope (9)= (ha)= 5.46 Imp(%)= 44.19 Dir. Conn.(%)= 34.74 IMPERVIOUS 2.41 2.00 1.25 PERVIOUS (i) 3.05 5.15 2.00 1.65 .135E+03 INFLOW ID= 2 ( OUTFLOW: ID= 1 ( 12.2 5.71 0.18 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 6913) 56.29 9.19 12.17 78.62 1.07 6.26 6601) 56.29 9.26 12.17 78.62 1.08 6.27 CALIB NASHYD ( 6116) 11D= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.419 PEAK FLOW (cms)= 0.588 TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 79.935 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.662 (i) PEAK FLOW DOES NOT INCLUDE 4.94 curve Number (cN)= 83.0 4.93 # of Linear Res.(N)= 3.00 0.45 (i) BASEFLOW IF ANY. CALIB NASHYD ( 6129) 1ID- 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 1.510 PEAK FLOW (cms)= 1.934 TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 77.753 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.644 (i) PEAK FLOW DOES NOT INCLUDE 13.79 curve Number (cN)= 83.0 6.46 # of Linear Res.(N)= 2.00 0.24 (i) BASEFLOW IF ANY. 1 CALIB 1 1 STANDHYD ( 6130) Area (ha)= 1.19 11D= 1 DT= 5.0 min Total Imp(%)= 37.62 surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (90= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min). Unit Hyd. peak (cms)= PEAK FLOW TIME TO PEAK (cms)= (hrs)= IMPERVIOUS 0.45 2.00 2.00 88.88 0.013 147.82 5.00 1.65 5.00 0.32 Dir. Conn.(%)= 24.78 PERVIOUS 0.74 5.00 2.00 40.00 0.250 (i) 151.20 10.00 (ii) 7.64 (ii) 10.00 0.13 0.12 0.25 12.08 12.08 *TOTALS* 0.369 (iii) 12.08 RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 118.77 120.77 0.98 86.77 120.77 0.72 94.70 120.77 0.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (1) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 6608)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 375.00 DT= 5.0 min 1 Length (m)= 45.37 Slope (m/m)= 0.018 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 386.63 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.37 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.02 .107E+00 0.0 0.84 0.90 0.04 .299E+00 0.0 1.30 0.58 0.06 .540E+00 0.0 1.68 0.45 0.08 .816E+00 0.0 2.00 0.38 0.10 .112E+01 0.1 2.27 0.33 0.12 .144E+01 0.1 2.51 0.30 0.14 .178E+01 0.1 2.73 0.28 0.16 .213E+01 0.1 2.91 0.26 0.18 .248E+01 0.2 3.08 0.25 0.20 .284E+01 0.2 3.22 0.24 0.22 .320E+01 0.2 3.34 0.23 0.24 .355E+01 0.3 3.43 0.22 0.26 .388E+01 0.3 3.51 0.22 0.28 .421E+01 0.3 3.56 0.21 0.31 .451E+01 0.4 3.59 0.21 0.33 .479E+01 0.4 3.58 0.21 0.35 .503E+01 0.4 3.55 0.21 0.37 .522E+01 0.4 3.45 0.22 0.39 .533E+01 0.4 3.15 0.24 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6130) 1.19 0.37 12.08 94.70 0.32 3.59 OUTFLOW: ID= 1 ( 6608) 1.19 0.36 12.08 94.70 0.31 3.59 1 ADD HYD ( 6918)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6129): 13.79 1.934 12.17 77.75 + ID2- 2 ( 6608): 1.19 0.363 12.08 94.70 ID = 3 ( 6918): 14.98 2.196 12.17 79.09 TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 12.08 118.77 120.77 0.98 12.08 96.95 120.77 0.80 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 12.08 103.91 120.77 0.86 CALIB STANDHYD ( 6128) Area (ha)= 8.37 ID= 1 DT= 5.0 min 1 Total Imp(%)= 66.73 Dir. Conn.(%)= 52.12 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 5.59 2.79 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 236.27 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 184.71 5.00 10.00 3.66 (ii) 9.18 (ii) 5.00 10.00 0.25 0.12 1.77 12.08 118.77 120.77 0.98 1.08 12.08 89.65 120.77 0.74 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (1) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 83.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.847 (iii) 12.08 104.83 120.77 0.87 CALIB STANDHYD ( 6123) Area (hr 3.13 ID= 1 DT= 5.0 min Total Imp( 35.63 Dir. Conn.(%)= 19.92 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.11 2.01 Dep. Storage (mm)= 2.00 6.38 Average Slope (%)= 1.00 2.00 Length (m)= 144.37 40.00 Mannings n = 0.013 0.250 ROUTEPIPE( 6607)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 750.00 DT= 5.0 min 1 Length (m)= 418.31 Slope (m/m)= 0.012 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 935.01 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.20 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.05 .579E+01 0.0 0.85 8.20 0.10 .161E+02 0.1 1.33 5.26 0.15 .291E+02 0.1 1.71 4.09 0.20 .440E+02 0.2 2.03 3.44 0.25 .604E+02 0.3 2.31 3.02 0.30 .778E+02 0.5 2.55 2.73 0.34 .961E+02 0.6 2.77 2.52 0.39 .115E+03 0.8 2.96 2.36 0.44 .134E+03 1.0 3.13 2.23 0.49 .153E+03 1.2 3.27 2.13 0.54 .172E+03 1.4 3.39 2.06 0.59 .191E+03 1.6 3.49 2.00 0.64 .209E+03 1.8 3.56 1.96 0.69 .227E+03 2.0 3.62 1.93 0.74 .243E+03 2.1 3.64 1.91 0.79 .258E+03 2.2 3.64 1.91 0.84 .271E+03 2.3 3.60 1.93 0.89 .281E+03 2.4 3.51 1.99 0.94 .287E+03 2.2 3.20 2.18 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cros) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6918) 14.98 2.20 12.17 79..09 0.77 3.64 OUTFLOW: ID= 1 ( 6607) 14.98 2.22 12.17 79.09 0.78 3.64 CALIB 1 STANDHYD ( 6121) Area (ha)= 4.08 1ID= 1 DT= 5.0 min Total Imp(%)= 62.18 Dir. Conn,(%!= 31.90 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.54 1.54 Dep. Storage (mm)= 2.00 5.89 Average Slope (%)= 1.50 2.00 Length (m)= 164.90 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= 147.82 245.11 5.00 10.00 2.61 (ii) 7.54 (ii) 5.00 10.00 0.29 0.13 0.53 0.86 *TOTALS* 1.391 (iii) PEAK FLOW (cms)= 0.25 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.62 12.08 80.22 120.77 0.66 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (1) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.873 (iii) 12.08 87.90 120.77 0.73 ROUTEPIPE( 6606) IN= 2---> OUT= 1 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)= 300.00 Length (m)= 213.50 Slope (m/m)= 0.016 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 626.85 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.87 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.03 .133E+01 0.0 0.75 4.73 0.07 .370E+01 0.0 1.17 3.03 0.10 .668E+01 0.0 1.51 2.36 0.13 .101E+02 0.1 1.79 1.98 0.16 .138E+02 0.1 2.04 1.74 0.20 .178E+02 0.2 2.26 1.58 0.23 .220E+02 0.3 2.45 1.45 0.26 .264E+02 0.3 2.62 1.36 0.30 .307E+02 0.4 2.76 1.29 0.33 .352E+02 0.5 2.89 1.23 0.36 .395E+02 0.6 3.00 1.19 0.40 .439E+02 0.6 3.09 1.15 0.43 .480E+02 0.7 3.15 1.13 0.46 .520E+02 0.8 3.20 1.11 0.49 .558E+02 0.8 3.22 1.10 0.53 .592E+02 0.9 3.22 1.10 0.56 .622E+02 0.9 3.19 1.12 0.59 .646E+02 0.9 3.11 1.15 0.63 .659E+02 0.9 2.83 1.26 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 6123) 3.13 0.87 12.08 87.90 0.51 3.22 OUTFLOW: ID= 1 ( 6606) 3.13 0.85 12.08 87.90 0.50 3.22 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= 147.82 146.36 5.00 10.00 2.72 (ii) 8.78 (ii) 5.00 10.00 0.29 0.12 1 CALIB 1 STANDHYD ( 6122) Area (ha)= 0.86 1ID= 1 DT= 5.0 min Total Imp(%)= 52.19 Dir. Conn.(%)= 52.08 Surface Area (ha)- Dep. Storage (mm) - Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = IMPERVIOUS 0.45 2.00 1.00 75,73 0.013 147.82 5.00 1.85 5.00 0.32 0.18 12.08 118.77 120.77 0.98 PERVIOUS (i) 0.41 6.69 2.00 40.00 0.250 123.70 10.00 (ii) 8.33 (ii) 10.00 0.13 0.11 12.08 83.79 120.77 0.69 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 86.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY, *TOTALS* 0.293 (iii) 12.08 102.01 120.77 0.84 ADD 2 HYD ( 6917)= 3 1 ID1= 1 ( 6122): + ID2= 2 ( 6606): AREA (ha) 0.86 3.13 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.293 12.08 102.01 0.850 12.08 87.90 ID = 3 ( 6917): 3.99 1.144 12.08 90.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 6605)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 450.00 DT= 5.0 min I Length (m)= 164.54 Slope (m/m)= 0.026 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 797.07 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.14 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.04 .166E+01 0.0 0.61 4.50 0.08 .461E+01 0.0 0.95 2.89 0.13 .832E+01 0.1 1.22 2.24 0.17 .126E+02 0.1 1.45 1.89 0.21 .173E+02 0.2 1.65 1.66 0.25 .222E+02 0.2 1.83 1.50 0.29 .275E+02 0.3 1.99 1.38 0.34 .328E+02 0.4 2.12 1.29 0.38 .383E+02 0.5 2.24 1.22 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 6402)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0255 0.1150 0.0104 0.0170 0.1290 0.1370 0.0147 0.0350 0.3062 0.1600 0.0180 0.0540 0.5471 0.1840 0.0208 0.0730 0.8385 0.2100 0.0233 0.0940 0.0000 0.0000 INFLOW : ID= 2 ( 6916) OUTFLOW: ID= 1 ( 6402) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.241 1.476 12.08 89.94 5.241 0.630 12.33 89.87 PEAK FLOW REDUCTION [Qout/Qin](%)= 42.67 TIME SHIFT OF PEAK FLOW (min)= 15.00 MAXIMUM STORAGE USED (ha.m.)= 0.1932 CALIB STANDHYD ( 6119) ID= 1 DT= 5.0 min 1 Area (ha)= 0.91 Total Imp(%)= 50.09 Dir. Conn.(%)= 46.51 Surface Area (ha)- Dep. Storage (mm) - Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.46 2.00 1.00 78.05 0.013 147.82 5.00 1.88 5.00 0.32 0.17 12.08 118.77 120.77 0.98 PERVIOUS (i) 0.46 5.01 2.00 40.00 0.250 125.70 10.00 (ii) 8.32 (ii) 10.00 0.13 0.12 12.08 80.17 120.77 0.66 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.297 (iii) 12.08 98.12 120.77 0.81 0.42 .438E+02 0.6 0.46 .493E+02 0.7 0.50 .546E+02 0.8 0.55 .599E+02 0.9 0.59 .649E+02 1.0 0.63 .695E+02 1.1 0.67 .738E+02 1.2 0.71 .775E+02 1.2 0.76 .804E+02 1.2 0.80 .821E+02 1.1 INFLOW : ID= 2 ( 6917) OUTFLOW: ID= 1 ( 6605) AREA (ha) 3.99 3.99 2.34 2.43 2.50 2.56 2.59 2.61 2.61 2.58 2.52 2.29 <---- hydrograph QPEAK TPEAK (cms) (hrs) 1.14 12.08 1.13 12.08 1.17 1.13 1.10 1.07 1.06 1.05 1.05 1.06 1.09 1.20 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 90.94 0.65 2.61 90.94 0.64 2.61 CALIB STANDHYD ( 6118) Area ID= 1 DT= 5.0 min Total Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max. Eff. Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = (ha)= 1.25 Imp(%)= 25.71 Dir. Conn.(%) = IMPERVIOUS PERVIOUS (i) 0.32 0.93 2.00 5.26 1.00 2.00 91.44 40.00 0.013 0.250 147.82 152.32 5.00 10.00 2.07 (ii) 8.04 (ii) 5.00 10.00 0.31 0.13 0.04 0.31 12.08 12.08 118.77 84.21 120.77 120.77 0.98 0.70 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 7.43 *TOTALS* 0.348 (iii) 12.08 86.78 120.77 0.72 1 ADD HYD ( 6916)1 1 + 2 = 3 ID1= 1 ( 6118): + 102= 2 ( 6605): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1.25 0.348 12.08 86.78 3.99 1.128 12.08 90.94 ID = 3 ( 6916): 5.24 1.476 12.08 89.94 ID = 3 ( 6912): 5.86 0.650 12.33 82.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6912)1 3 + 2 = 1 ID1= 3 ( 6912): + ID2= 2 ( 6121): ID = 1 ( 6912): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.86 0.650 12.33 82.77 4.08 1.391 12.08 103.91 9.93 2.034 12.08 91.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6912)1 ID1= 1 ( 6912): + ID2= 2 ( 6128): AREA (ha) 9.93 8.37 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.034 12.08 91.45 2.847 12.08 104.83 ID = 3 ( 6912): 18,31 4.881 12.08 97.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6912)1 1 3 + 2 = 1 1 AREA (mm) ID1= 3 ( 6912): 18.31 97.57 + ID2= 2 ( 6402): 5.24 89.87 ID = 1 ( 6912): 23.55 5.090 12.08 95.86 QPEAK TPEAK (cms) (hrs) 4.881 12.08 0.630 12.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6912)1 1 1+ 2= 3 I ID1= 1 ( 6912): + 102= 2 ( 6601): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 23.55 5.090 12.08 95.86 56.29 9.256 12.17 78.62 ID = 3 ( 6912): 79.84 13.777 12.08 83.70 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 AD YD ( 6912)1 D + 2 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1 ADD 2 HYD ( 6912)= 3 1 ID1= 1 ( 6116): + ID2= 2 ( 6119): AREA (ha) 4.94 0.91 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.588 12.42 79.94 0.297 12.08 98.12 ID1= 3 ( 6912): 79.84 13.777 12.08 83.70 + ID2= 2 ( 6607): 14.98 2.221 12.17 79.09 ID = 1 ( 6912): 94.81 15.755 12.08 82.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. OVERFLOW IS OFF 2.0700 3.1900 4.1200 0.5596 0.6779 0.7983 4.5000 4.5500 0.0000 1.4437 1.5812 0.0000 RESERVOIR( 6401)1 IN= 2---> OUT= 1 DT= 5.0 min 1 INFLOW : ID= OUTFLOW: ID= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 4.1800 1.5317 0.3700 0.1926 4.2000 1.6422 0.5200 0.3887 4.3000 1.8669 0.6400 0.5884 4.4000 2.0951 1.1800 0.7917 4.4500 2.3266 2.0700 0.9985 4.5000 2.5611 3.1900 1.2089 4.5500 2.7976 4.1200 1.4229 0.0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2 ( 6912) 94.814 15.755 12.08 82.97 1 ( 6401) 94.814 4.544 12.83 82.97 PEAK FLOW REDUCTION [Qout/Qin](%)= 28.84 TIME SHIFT OF PEAK FLOW (min)= 45.00 MAXIMUM STORAGE USED (ha.m.)= 2.7727 CALIB 1 NASHYD ( 6115)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.295 PEAK FLOW (cms)- 0.371 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 78.130 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.647 2.49 Curve Number (CN)= 82.0 4.98 # of Linear Res.(N)= 3.00 0.32 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 6911)1 1 + 2 = 3 I ID1= 1 ( 6115): + ID2= 2 ( 6401): AREA (ha) 2.49 94.81 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.371 12.25 78.13 4.544 12.83 82.97 ID = 3 ( 6911): 97.30 4.786 12.42 82.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR(. 6406) IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW (cms) 0.0000 0.3700 0.5200 0.6400 1.1800 STORAGE (ha.m.) 0.0000 0.1077 0.2175 0.3294 0.4434 OUTFLOW (cms) 4.1800 4.2000 4.3000 4.4000 4.4500 STORAGE (ha.m.) 0.8596 0.9219 1.0487 1.1777 1.3092 I ADD HYD ( 6910)1 I 1+ 2= 3 I ID1 1 ( 6114): + ID2= 2 ( 6117): AREA (ha) 3.32 9.40 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.557 12.25 82.12 2.315 12.08 90.36 ID = 3 ( 6910): 12.72 2.761 12.08 88.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 6910)1 3 + = 1 101= 3 ( 6910): + ID2= 2 ( 6406): AREA (ha) 12.72 97.30 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.761 12.08 88.21 4.228 14.25 82.85 ID = 1 ( 6910): 110.02 4.616 12.83 83.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6512)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 DATA Distance 67.18 71.98 78.16 82.97 90.14 95.75 101.26 107.89 108.96 110.38 111.76 112.89 113.96 123.60 129.58 131.50 140.86 158.68 FOR SECTION Elevation 210.71 211.29 211.49 211.58 211.43 210.09 206.95 203.15 202.74 202.65 202.87 203.00 203.32 208.29 211.06 211.36 210.76 210.49 ( 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 Main Channel Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.35 203.00 .561E+03 1.8 1.89 5.33 0.80 203.45 .215E+04 13.2 3.71 2.72 1.25 203.90 .425E+04 34.3 4.88 2.07 1.70 204.35 .681E+04 64.6 5.74 1.76 2.15 204.81 .982E+04 104.2 6.42 1.57 2.60 205.26 .133E+05 153.5 6.99 1.44 3.05 205.71 .172E+05 212.9 7.49 1.35 3.51 206.16 .216E+05 282.9 7.94 1.27 3.96 206.61 .264E+05 363.9 8.34 1.21 4.41 207.06 .317E+05 456.4 8.72 1.16 4.86 207.52 .374E+05 560.8 9.07 1.11 5.31 207.97 .436E+05 677.5 9.40 1.07 INFLOW : ID= 2 OUTFLOW: ID= 1 AREA (ha) 6911) 97.305 6406) 97.305 QPEAK TPEAK (cms) (hrs) 4.786 12.42 4.228 14.25 R.V. (mm) 82.85 82.85 PEAK FLOW REDUCTION [Qout/Qin](%!= 88.35 TIME SHIFT OF PEAK FLOW (min)=110.00 MAXIMUM STORAGE USED (ha.m.)= 0.9575 1 CALIB 1 NASHYD ( 6114) 1ID= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.438 PEAK FLOW (cms)= 0.557 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 82.124 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.680 3.32 Curve Number (CN)= 84.0 4.44 # of Linear Res.(N)= 3.00 0.29 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 6117) Area (ha)= 9.40 11D= 1 DT= 5.0 min Total Imp(%)= 28.80 Dir. Conn.(%!= 21.97 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (90= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS 2.71 2.00 1.00 250.35 0.013 147.82 5.00 3.79 5.00 0.25 0.84 12.08 118.77 120.77 0.98 6.69 5.17 2.00 40.00 0.250 (1) 131.72 15.00 (ii) 10.11 (ii) 15.00 0.10 1.65 12.17 82.36 120.77 0,68 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 83.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.315 (iii) 12.08 90.36 120.77 0.75 5.76 6.22 6.67 7.12 7.57 8.02 8.47 INFLOW : OUTFLOW: 208.42 208.87 209.32 209.77 210.23 210.68 211.13 .503E+05 .574E+05 .650E+05 .731E+05 .817E+05 .917E+05 .108E+06 806.8 9.71 1.04 948.9 10.00 1.01 1105.0 10.29 0.98 1275.6 10.56 0.96 1457.1 10.79 0.93 1519.9 10.03 1.01 1677.5 9.43 1.07 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 6910) 110.02 4.62 12.83 83.47 0.46 2.16 ID= 1 ( 6512) 110.02 4.60 12.83 83.47 0.46 2.15 CALIB NASHYD ( 6112) 11D= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 0.860 12.20 Curve Number (CN)= 63.0 5.32 # of Linear Res.(N)= 3.00 0.54 0.766 (i) 12.500 50.366 120.770 0.417 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 6110) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.393 PEAK FLOW (cms)= 0.263 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 42.144 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.349 3.93 Curve Number (CN)= 56.0 5.59 # of Linear Res.(N)= 3.00 0.38 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 STANDHYD ( 6111) Area (ha)= 19.76 IID= 1 DT= 5.0 min Total Imp(%)= 31.78 Dir. Conn.(%)= 21.34 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm) - (90= (m)= IMPERVIOUS 6.28 2.00 1.00 362.91 0.013 Max.Eff.Inten.(mm/hr)= 147.82 PERVIOUS (l) 13.48 5.84 2.00 40.00 0.250 80.33 over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 5.00 15.00 4.74 (ii) 12.44 (ii) 5.00 15.00 0.22 0.08 1.68 1.79 12.08 12.17 118.77 47.49 120.77 120.77 0.98 0.39 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 57.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 3.193 (iii) 12.08 62.71 120.77 0.52 ADD HYD ( 6909)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6110): 3.93 0.263 12.33 42.14 + ID2= 2 ( 6111): 19.76 3.193 12,08 62.71 ID = 3 ( 6909): 23.69 3.356 12.08 59.29 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 6403)1 IN= 2---> OUT= 1 I DT= 5.0 min 1 OVERFLOW IS OFF OUTFLOW STORAGE (cms) (ha.m.) 0.0000 0.0000 0.0046 0.0700 0.0065 0.1400 0.0474 0.2100 0.1179 0.2800 0.2035 0.3600 OUTFLOW STORAGE (cms) (ha.m.) 0.2995 0.4400 0.4020 0.5100 0.5084 0.6000 0.9325 0.6800 1.7597 0.7700 2.9342 0.8600 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 6909) 23.687 3.356 12.08 59.29 OUTFLOW: ID= 1 ( 6403) 23.687 0.863 12.67 58.99 PEAK FLOW REDUCTION [Qout/Qin](%)= 25.73 TIME SHIFT OF PEAK FLOW (min)= 35.00 MAXIMUM STORAGE USED (ha.m.)= 0.6676 CALIB I STANDHYD ( 6113)1 Area (ha)= 0.41 ID= 1 DT= 5.0 min I Total Imp(%)= 67.79 Dir. Conn.(%)= 47.18 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.28 0.13 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 52.48 40.00 0.40 0.40 .522E+03 3.6 0.50 0.50 .713E+03 5.5 0.60 0.60 .929E+03 8.0 0.70 0.70 .117E+04 10.9 0.80 0.80 .143E+04 14.4 0.90 0.90 .172E+04 18.5 1.00 1.00 .204E+04 23.2 1.11 1.11 .243E+04 30.5 1.22 1.22 .288E+04 38.7 1.33 1.33 .340E+04 47.7 1.44 1.44 .397E+04 57.8 1.56 1.56 .460E+04 68.7 1.67 1.67 .530E+04 80.7 1.78 1.78 .605E+04 93.6 1.89 1.89 .687E+04 107.6 2.00 2.00 .774E+04 122.6 2.81 3.17 3.50 3.81 4.10 4.37 4.64 5.11 5.47 5.73 5.93 6.08 6.20 6.30 6.38 6.45 2.42 2.14 1.94 1.78 1.66 1.55 1.46 1.33 1.24 1.19 1.15 1.12 1.09 1.08 1.06 1.05 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6409) 0.41 0.01 13.25 81.81 0.00 1.28 OUTFLOW: ID= 1 ( 6531) 0.41 0.01 13.42 81.79 0.00 1.28 IADD HYD ( 6908)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6112): 12.20 0.766 12.50 50.37 + ID2= 2 ( 6403): 23.69 0.863 12.67 58.99 ID = 3 ( 6908): 35.89 1.604 12.67 56.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6908)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 6908): 35.89 1.604) 12.67cms rs) 56.06) + ID2= 2 ( 6512): 110.02 4.604 12.83 83.47 ID = 1 ( 6908): 145.91 6.127 12.75 76.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6908)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6908): 145.91 6.127 12.75 76.73 + ID2= 2 ( 6531): 0.41 0.006 13.42 81.79 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- 147.82 118.62 5.00 10.00 1.48 (ii) 8.08 (ii) 5.00 10.00 0.33 0.13 PEAK FLOW (cms)= 0.08 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.03 12.08 49.69 120.77 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.113 (iii) 12.08 82.27 120.77 0.68 RESERVOIR( 6409)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min I OUTFLOW STORAGE I OUTFLOW STORAGE (cms) (ha.m.) I (cms) (ha.m.) 0.0000 0.0000 I 0.0060 0.0153 0.0021 0.0016 0.0065 0.0193 0.0033 0.0035 I 0.0475 0.0236 0.0041 0.0059 I 0.2566 0.0283 0.0048 0.0087 1 0.6265 0.0334 0.0054 0.0118 0.0000 0.0000 INFLOW : ID= 2 ( 6113) OUTFLOW: ID= 1 ( 6409) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.413 0.113 12.08 82.27 0.413 0.006 13.25 81.81 PEAK FLOW REDUCTION [Qout/Qin](%)= 5.57 TIME SHIFT OF PEAK FLOW (min)= 70.00 MAXIMUM STORAGE USED (ha.m.)= 0.0176 I ROUTE CHN( 6531)1 I IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .937E+02 0.3 1.28 5.29 0.20 0.20 .212E+03 1.0 1.91 3.55 0.30 0.30 .354E+03 2.1 2.40 2.83 I IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 185.58 0.1000 10.00 185.38 0.1000 14.72 185.40 0.1000 24.21 185.37 0.1000 49.34 185.03 0.1000 53.60 185.25 0.1000 59.76 185.05 0.1000 65.95 184.90 0.1000 68.00 184.88 0.1000 /0.0350 Main Channel 75.63 184.96 0.0350 /0.1000 Main Channel 85.30 184.95 0.1000 91.31 185.12 0.1000 100.90 185.14 0.1000 106.73 184.99 0.1000 112.04 185.81 0.1000 120.29 184.79 0.1000 124.73 185.05 0.1000 126.82 185.55 0.1000 131.12 186.44 0.1000 134.66 188.14 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (oils) (m/s) (min) 0.03 184.82 .233E+0.) 1 0.0 0.08 43.46 0.06 184.85 .931E+01 0.0 0.12 27.38 0.09 184.88 .209E+02 0.0 0.16 20.89 0.13 184.92 .798E+02 0.1 0.21 16.09 0.18 184.97 .234E+03 0.3 0.26 12.91 0.22 185.01 .496E+03 0.9 0.37 9.13 0.27 185.06 .816E+03 1.8 0.44 7.68 0.31 185.10 .122E+04 3.0 0.49 6.87 0.35 185.14 .173E+04 4.3 0.50 6.68 0.40 185.19 .236E+04 6.5 0.55 6.10 0.44 185.23 .305E+04 9.0 0.60 5.63 0.49 185.27 .380E+04 12.1 0.64 5.23 0.53 185.32 .459E+04 15.7 0.69 4.88 0.57 185.36 .541E+04 19.6 0.73 4.59 0.62 185.41 .632E+04 23.4 0.75 4.50 0.66 185.45 .732E+04 28.6 0.79 4.27 0.70 185.49 .834E+04 34.2 0.83 4.06 0.75 185.54 .939E+04 40.3 0.87 3.88 0.79 185.58 .105E+05 46.9 0.90 3,72 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 6908) 146.33 6.13 12.75 76.74 0.39 0.54 OUTFLOW: ID= 1 ( 6511) 146.33 6.10 12.83 76.74 0.39 0.54 ID = 3 ( 6908): 146.33 6.133 12.75 76.74 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 6511)1 CALIB ST HYD ( 6109) Area (ha)= 15.59 IID= 1 DT= 5.0 min Total Imp(%)= 29.72 Dir. Conn.(%)= 19.20 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 4.63 10.96 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 322.39 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 67.14 5.00 15.00 4.41 (ii) 12.69 (ii) 5.00 15.00 0.23 0.08 1.20 12.08 118.77 120.77 0.98 1.20 12.17 40.17 120.77 0.33 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 50.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY, *TOTALS* 2.207 (iii) 12.08 55.27 120.77 0.46 RESERVOIR( 6405)1 OVERFLOW IS OFF IN= 2---> OUT= 1 I DT= 5.0 min I OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.1372 0.2629 0.0029 0.0218 0.1584 0.3915 0.0226 0.0686 0.4383 0.5349 0.0792 0.1190 1.0795 0.6848 0.1120 0.1739 2.1022 0.8348 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 6109) 15.590 2.207 12.08 55.27 OUTFLOW: ID= 1 ( 6405) 15.590 0.270 13.08 55.15 PEAK FLOW REDUCTION [Qout/Qin](%)= 12.23 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= 0.4487 1 ROUTE CHN( 6510)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME 124.73 126.82 131.12 134.66 185.05 0.1000 185.55 0.1000 186.44 0.1000 188.14 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 184.82 .219E+01 0.0 0.01 258.92 0.06 184.85 .877E+01 0.0 0.02 163.11 0.09 184.88 .197E+02 0.0 0.03 124.47 0.13 184.92 .752E+02 0.0 0.03 95.85 0.18 184.97 .221E+03 0.0 0.04 76.92 0.22 185.01 .467E+03 0.1 0.06 54.38 0.27 185.06 .769E+03 0.3 0.07 45.73 0.31 185.10 .115E+04 0.5 0.08 40.91 0.35 185.14 .163E+04 0.7 0.08 39.82 0.40 185.19 .222E+04 1.0 0.09 36.34 0.44 185.23 .288E+04 1.4 0.09 33.54 0.49 185.27 .358E+04 1.9 0.10 31.14 0.53 185.32 .432E+04 2.5 0.11 29.07 0.57 185.36 .509E+04 3.1 0.12 27.34 0.62 185.41 .595E+04 3.7 0.12 26.83 0.66 185.45 .689E+04 4.5 0.12 25.44 0.70 185.49 .786E+04 5.4 0.13 24.21 0.75 185.54 .885E+04 6.4 0.14 23.12 0.79 185.58 .986E+04 7.4 0.14 22.15 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6907) 161.91 6.36 12.83 74.66 0.75 0.14 OUTFLOW: ID= 1 ( 6509) 161.91 5.48 13.08 74.66 0.71 0.13 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. CALIB NASHYD ( 6143) Area (ha)= 2.50 Curve Number (CN)= 83.0 ID= 1 DT= 5.0 min Ia (mm)= 7.76 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.08 Unit Hyd Qpeak (cms)= 0.822 PEAK FLOW (cms)= 0.647 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 70.596 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.585 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 6144) Area (ha)= 50.67 Curve Number (CN)= 80.0 ID= 1 DT= 5.0 min I Ia (mm)= 6.29 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.55 Unit Hyd Qpeak (cms)= 3.551 PEAK FLOW (cms)= 4.837 (i) (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .330E+02 0.1 0.40 6.02 0.20 0.20 .747E+02 0.3 0.59 4.03 0.30 0.30 .125E+03 0.6 0.74 3.22 0.40 0.40 .184E+03 1.1 0.87 2.75 0.50 0.50 .251E+03 1.7 0.98 2.44 0.60 0.60 .327E+03 2.5 1.08 2.21 0.70 0.70 .412E+03 3.4 1.18 2.03 0.80 0.80 .505E+03 4.5 1.27 1.88 0.90 0.90 .607E+03 5.7 1.36 1.76 1.00 1.00 .718E+03 7.2 1.44 1.66 1.11 1.11 .856E+03 9.5 1.59 1.51 1.22 1.22 .102E+04 12.0 1.69 1.41 1.33 1.33 .120E+04 14.8 1.78 1.35 1.44 1.44 .140E+04 17.9 1.84 1.30 1.56 1.56 .162E+04 21.3 1.89 1.27 1.67 1.67 .187E+04 25.0 1.92 1.24 1.78 1.78 .213E+04 29.0 1.95 1.22 1.89 1,89 .242E+04 33.4 1.98 1.21 2.00 2,00 .273E+04 38.0 2.00 1.20 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 6405) 15.59 0.27 13.08 55.15 0.18 0.55 6510) 15.59 0.27 13,08 55.14 0.18 0.55 ADD HYD ( 6907)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6510): 15.59 0.270 13.08 55.14 + ID2= 2 ( 6511): 146.33 6.097 12.83 76.74 ID = 3 ( 6907): 161.91 6.359 12.83 74.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6509)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 185.58 0.1000 10.00 185.38 0.1000 14.72 185.40 0.1000 24.21 185.37 0.1000 49.34 185.03 0.1000 53.60 185.25 0.1000 59.76 185.05 0.1000 65.95 184.90 0.1000 68.00 184.88 0.1000 /0.0350 Main Channel 75.63 184.96 0.0350 /0.1000 Main Channel 85.30 184.95 0.1000 91.31 185.12 0.1000 100.90 185.14 0.1000 106.73 184.99 0.1000 112.04 185.81 0.1000 120.29 184.79 0.1000 TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 73.631 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.610 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I NASHYD ( 6145) Area (ha)= 80.73 Curve Number (CN)= 75.0 !ID= 1 DT= 5.0 min Ia (mm)= 8.32 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.75 Unit Hyd Qpeak (cms)= 4.101 PEAK FLOW (cms)= 5.265 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 64.145 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.531 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 6530)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .166E+03 0.5 2.20 5.47 0.20 0.20 .375E+03 1.7 3.28 3.67 0.30 0.30 .628E+03 3.6 4.11 2.93 0.40 0.40 .923E+03 6.2 4.80 2.50 0.50 0.50 .126E+04 9.5 5.42 2.22 0.60 0,60 .164E+04 13.7 5.99 2.01 0.70 0.70 .207E+04 18.7 6.52 1.84 0.80 0.80 .254E+04 24.7 7.02 1.71 0.90 0.90 .305E+04 31.7 7.49 1.61 1.00 1.00 .361E+04 39.7 7.94 1.51 1.11 1.11 .430E+04 52.2 8.76 1.37 1.22 1.22 .510E+04 66.2 9.36 1.28 1.33 1.33 .601E+04 81.8 9.81 1.23 1.44 1.44 .703E+04 98.9 10.15 1.18 1.56 1.56 .815E+04 117.7 10.42 1.15 1.67 1.67 .938E+04 138.1 10.63 1.13 1.78 1.78 .107E+05 160.3 10.79 1.11 1.89 1.89 .122E+05 184.2 10.93 1.10 2.00 2.00 .137E+05 209.9 11.05 1.09 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6145) 80.73 5.27 12.75 64.15 OUTFLOW: ID= 1 ( 6530) 80.73 5.26 12.75 64.15 0.37 4.54 0.37 4.54 - 1.21 244.59 .000E+00 0.0 NaN NaN - 1.29 244.52 .000E+00 0.0 NaN NaN - 1.36 244.44 .000E+00 0.0 NaN NaN ADD HYD ( 6931)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6144): 50.67 4.837 12.50 73.63 + ID2= 2 ( 6530): 80.73 5.258 12.75 64.15 ID = 3 ( 6931): 131.40 9.795 12.67 67.80 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 6529)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) - 0.07 245.73 .127E+04 12.4 3.14 1.71 - 0.14 245.66 .110E+04 10.3 3.00 1.79 - 0.21 245.59 .954E+03 8.5 2.86 1.88 - 0.29 245.52 .815E+03 6.9 2.71 1.98 - 0.36 245.44 .686E+03 5.5 2.56 2.09 - 0.43 245.37 .569E+03 4.3 2.41 2.23 - 0.50 245.30 .463E+03 3.2 2.25 2.39 - 0.57 245.23 .367E+03 2.4 2.08 2.58 - 0.64 245.16 .283E+03 1.7 1.91 2.81 - 0.71 245.09 .209E+03 1.1 1.72 3.11 - 0.79 245.02 .147E+03 0.7 1.53 3.50 - 0.86 244.94 .957E+02 0.4 1.33 4.04 - 0.93 244.87 .553E+02 0.2 1.11 4.85 - 1.00 244.80 .259E+02 0.1 0.86 6.24 - 1.07 244.73 .756E+01 0.0 0.57 9.41 - 1.14 244.66 .163E+00 0.0 0.16 33.80 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 253.60 0.0800 4.49 252.33 0.0800 6.67 252.41 0.0800 9.66 252.20 0.0800 15.86 250.86 0.0800 18.97 249.32 0.0800 27.24 248.44 0.0800 66.53 248.53 0.0800 73.05 246.30 0.0800 /0.0350 Main Channel 73.77 245.80 0.0350 Main Channel 75.27 245.88 0.0350 Main Channel 75.40 245.93 0.0350 Main Channel 76.09 246.02 0.0350 Main Channel 77.82 246.30 0.0350 /0.0800 Main Channel 83.07 247.12 0.0800 87.55 248.04 0.0800 90.82 248.24 0.0800 99.83 247.65 0.0800 112.02 246.51 0.0800 124.49 244.65 0.0800 TRAVEL TIME TABLE > 0.17 232.04 .469E+03 0.9 0.19 232.06 .556E+03 1.2 0.20 232.08 .650E+03 1.4 0.22 232.10 .750E+03 1.7 0.24 232.11 .857E+03 2.1 0.26 232.13 .972E+03 2.4 0.27 232.15 .110E+04 2.8 0.29 232.16 .124E+04 3.2 0.31 232.18 .139E+04 3.7 0.32 232.20 .155E+04 4.2 0.65 0.69 0.73 0.77 0.81 0.83 0.84 0.86 0.88 0.91 8.47 7.96 7.52 7.15 6.82 6.67 6.54 6.40 6.25 6.09 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6930) 133.90 9.87 12.67 67.86 0.32 0.90 OUTFLOW: ID= 1 ( 6528) 133.90 9.67 12.75 67.85 0.32 0.91 CALIB 1 STANDHYD ( 6142) Area (ha)= 5.21 ID= 1 DT= 5.0 min Total Imp(%)= 33.99 Dir. Conn. (%)= 25.10 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.77 3.44 Dep. Storage (mm)= 2.00 5.51 Average Slope (%)= 2.30 2.00 Length (m)= 186.37 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 137.54 5.00 10.00 2.47 (ii) 8.69 (ii) 5.00 10.00 0.29 0.12 0.54 12.08 118.77 120.77 0.98 1.00 12.08 83.06 120.77 0.69 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 83.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.537 (iii) 12.08 92.02 120.77 0.76 ADD HYD ( 6929)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6142): 5.21 1.537 12.08 92.02 + ID2= 2 ( 6528): 133.90 9.669 12.75 67.85 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6931) 131.40 9.80 12.67 67.80 0.00 0.00 OUTFLOW: ID= 1 ( 6529) 131.40 9.79 12.67 67.80 0.00 0.00 I ADD HYD ( 6930) 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6143): 2.50 0.647 12.08 70.60 + ID2= 2 ( 6529): 131.40 9.792 12.67 67.80 ID = 3 ( 6930): 133.90 9.868 12.67 67.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6528)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 232.20 0.0600 9.48 232.12 0.0600 23.49 231.87 0.0600 27.29 231.94 0.0600 29.82 232.16 0.0600 33.62 232.50 0.0600 42.72 232.72 0.0600 47.21 232.77 0.0600 55.50 233.57 0.0600 60.62 233.65 0.0600 63.11 233.62 0.0600 69.24 233.75 0.0600 76.19 233.51 0.0600 78.34 233.35 0.0600 /0.0350 Main Channel 80.44 232.87 0.0350 Main Channel 81.15 232.86 0.0350 Main Channel 82.68 233.20 0.0350 /0.0600 Main Channel 88.43 234.08 0.0600 90.49 234.27 0.0600 92.70 234.37 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.02 231.89 .548E+01 0.0 0.13 42.46 0.03 231.91 .219E+02 0.0 0.21 26.75 0.05 231.93 .493E+02 0.0 0.27 20.41 0.07 231.94 .877E+02 0.1 0.33 16.78 0.09 231.96 .135E+03 0.2 0.40 13.87 0.10 231.98 .188E+03 0.3 0.46 12.05 0.12 231.99 .248E+03 0.4 0.51 10.78 0.14 232.01 .315E+03 0.5 0.56 9.83 0.15 232.03 .389E+03 0.7 0.61 9.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 6527)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 65.06 225.99 0.0600 70.84 225.83 0.0600 74.40 224.52 0.0600 /0.0350 Main Channel 75.91 224.04 0.0350 Main Channel 76.74 224.02 0.0350 Main Channel 78.05 224.52 0.0350 /0.0600 Main Channel 79.20 224.85 0.0600 87.42 225.41 0.0600 95.62 225.52 0.0600 96.65 225.36 0.0600 109.48 225.61 0.0600 117.81 225.47 0.0600 126.04 225.71 0.0600 127.68 226.01 0.0600 128.92 226.07 0.0600 130.72 225.99 0.0600 132.61 225.37 0.0600 134.85 225.64 0.0600 144.19 225.64 0.0600 150.00 226.30 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 224.12 .323E+02 0.1 0.65 8.85 0.20 224.22 .878E+02 0.3 0.98 5.82 0.30 224.32 .163E+03 0.6 1.24 4.61 0.40 224.42 .259E+03 1.1 1.46 3.91 0.50 224.52 .374E+03 1.8 1.66 3.44 0.61 224.62 .518E+03 3.0 1.99 2.87 0.71 224.73 .685E+03 4.5 2.24 2.55 0.82 224.84 .876E+03 6.2 2.44 2.34 0.92 224.94 .110E+04 8.3 2.56 2.23 1.03 225.05 .140E+04 10.7 2.62 2.19 1.13 225.15 .176E+04 13.6 2.64 2.17 1.24 225.26 .219E+04 16.9 2.65 2.16 1.34 225.36 .268E+04 20.9 2.67 2.14 1.45 225.47 .341E+04 24.4 2.46 2.33 1.55 225.57 .480E+04 30.0 2.14 2.67 1.66 225.68 .686E+04 38.5 1.92 2.97 1.77 225.78 .934E+04 51.8 1.90 3.00 1.87 225.89 .119E+05 67.0 1.93 2.96 1.98 225.99 .147E+05 85.2 1.99 2.87 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6929) 139.11 9.84 12.75 68.76 0.99 2.60 OUTFLOW: ID= 1 ( 6527) 139.11 9.82 12.83 68.76 0.99 2.60 ID = 3 ( 6929): 139.11 9.838 12.75 68.76 1 CALIB 1 STANDHYD ( 6141) Area (ha)= 6.60 1ID= 1 DT= 5.0 min 1 Total Imp(%)= 45.10 Dir. Conn.(%)= 30.70 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.98 3.62 Dep. Storage (mm)= 2.00 5.07 Average Slope (%)= 1.00 2.00 Length (m)= 209.76 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr = 147.82 154.92 over (min) 5.00 10.00 Storage Coeff. (min)= 3.41 (ii) 9.33 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.26 0.12 PEAK FLOW (cms)= 0.82 1.16 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 84.71 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.70 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.983 (iii) 12.08 95.16 120.77 0.79 ADD HYD ( 6928)1 1 + 2 = 3 ID1= 1 ( 6141): + ID2= 2 ( 6527): AREA (ha) 6.60 139.11 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.983 12.08 95.16 9.822 12.83 68.76 ID = 3 ( 6928): 145.71 10.012 12.83 69.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6526)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 23.10 220.42 27.27 219.90 31.93 219.78 34.39 219.83 49.64 219.69 53.72 219.76 58.55 219.28 65.83 219.24 69.83 219.54 71.44 219.45 76.22 218.28 78.34 218.03 80.30 218.32 83.52 219.35 84.59 219.47 85.63 219.46 1.1) > Manning 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 /0.0350 0.0350 0.0350 /0.0500 0.0500 0.0500 0.0500 Main Channel Main Channel Main Channel RUNOFF VOLUME (mm)= 79.591 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.659 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 6519)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .173E+02 0.2 0.87 0.20 0.20 .390E+02 0.7 1.29 0.30 0.30 .653E+02 1.4 1.62 0.40 0.40 .961E+02 2.4 1.89 0.50 0.50 .131E+03 3.7 2.14 0.60 0.60 .171E+03 5.4 2.36 0.70 0.70 .216E+03 7.4 2.57 0.80 0.80 .264E+03 9.7 2.77 0.90 0.90 .318E+03 12.5 2.95 1.00 1.00 .375E+03 15.7 3.13 1.11 1.11 .448E+03 20.6 3.45 1.22 1.22 .531E+03 26.1 3.69 1.33 1.33 .626E+03 32.2 3.87 1.44 1.44 .731E+03 39.0 4.00 1.56 1.56 .848E+03 46.4 4.11 1.67 1.67 .976E+03 54.5 4.19 1.78 1.78 .112E+04 63.2 4.25 1.89 1.89 .127E+04 72.6 4.31 2.00 2.00 .143E+04 82.7 4.35 INFLOW : ID= OUTFLOW: ID= TRAV.TIME (min) 1.44 0.97 0.77 0.66 0.59 0.53 0.49 0.45 0.42 0.40 0.36 0.34 0.32 0.31 0.30 0.30 0.29 0.29 0.29 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL 2 ( 6150) 13.66 (cms)22 (hrs)21 79.59 0.39 (1/85 1 ( 6519) 13.66 2.34 12.17 79.59 0.39 1.87 ROUTEPIPE( 6611)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 900.00 DT= 5.0 min 1 Length (m)= 100.03 Slope (m/m)= 0.005 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 983.67 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.34 (cms) < TRAVEL TIME TABLE 87.72 89.97 99.18 104.71 219.29 219.28 218.60 219.98 0.0500 0.0500 0.0500 0.0500 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.08 218.11 .524E+01 0.0 0.56 0.17 218.20 .209E+02 0.2 0.89 0.25 218.28 .471E+02 0.6 1.16 0.36 218.39 .926E+02 1.6 1.67 0.46 218.49 .146E+03 3.1 2.08 0.57 218.60 .208E+03 5.0 2.40 0.67 218.70 .288E+03 7.5 2.58 0.78 218.81 .395E+03 10.7 2.68 0.89 218.92 .530E+03 14.7 2.75 0.99 219.02 .692E+03 19.7 2.81 1.10 219.13 .883E+03 25.7 2.88 1.21 219.24 .110E+04 32.9 2.96 1.31 219.34 .142E+04 39.5 2.75 1.42 219.45 .183E+04 51.0 2.76 1.52 219.55 .230E+04 65.3 2.81 1.63 219.66 .281E+04 83.7 2.95 1.74 219.77 .338E+04 100.1 2.93 1.84 219.87 .413E+04 122.9 2.95 1.95 219.98 .494E+04 153.8 3.08 INFLOW : OUTFLOW: AREA (ha) ID= 2 ( 6928) 145.71 ID= 1 ( 6526) 145.71 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 10.01 12.83 69.96 10.02 12.83 69.96 TRAV.TIME (min) 2.95 1.86 1.42 0.99 0.80 0.69 0.64 0.62 0.60 0.59 0,57 0,56 0.60 0.60 0.59 0.56 0.56 0.56 0.54 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.76 2.66 0.76 2.66 CALIB NASHYD ( 6149) 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.980 PEAK FLOW (cms)= 1.217 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 82.027 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.679 6.91 Curve Number (CN)= 85.0 5.00 # of Linear Res.(N)= 2.00 0.18 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 6150) Area (ha)= IID- 1 DT= 5.0 min Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.866 PEAK FLOW (cms). 2.291 (i) TIME TO PEAK (hrs)= 12.167 13.66 Curve Number (CN)= 84.0 5.85 # of Linear Res.(N)= 2.00 0.19 DEPTH VOLUME (m) (cu.m.) 0.05 .153E+01 0.10 .427E+01 0.16 .770E+01 0.21 .116E+02 0.26 .160E+02 0.31 .206E+02 0.36 .254E+02 0.41 .304E+02 0.47 .355E+02 0.52 .406E+02 0.57 .456E+02 0.62 .506E+02 0.67 .554E+02 0.72 .600E+02 0.78 .644E+02 0.83 .683E+02 0.88 .718E+02 0.93 .745E+02 0.98 .760E+02 INFLOW : ID= 2 OUTFLOW: ID= 1 ( FLOW RATE (cms) 0.0 0.1 0.1 0.2 0.4 0.5 0.7 0.9 1.1 1.3 1.5 1.7 1.9 2.1 2.3 2.4 2.5 2.5 2.3 AREA (ha) 6519) 13.66 6611) 13.66 VELOCITY (m/s) 0.82 1.28 1.65 1.96 2.23 2.46 2.67 2.85 3.01 3.15 3.27 3.36 3.44 3.49 3.52 3.51 3.48 3.39 3.09 <---- hydrograph QPEAK TPEAK (cms) (hrs) 2.34 12.17 2.35 12.17 TRAV. TIME min 2.03 1.30 1.01 0.85 0.75 0.68 0.62 0.58 0.55 0.53 0.51 0.50 0.48 0.48 0.47 0.47 0.48 0.49 0.54 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 79.59 0.81 3.51 79.59 0.81 3.51 HY ADD D2 ( 6923)1 + = 3 ID1= 1 ( 6149): + ID2= 2 ( 6611): AREA (ha) 6.91 13.66 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.217 12.17 82.03 2.350 12.17 79.59 ID = 3 ( 6923): 20.57 3.567 12.17 80.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 6610) IN= 2---> OUT= 1 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)= 900.00 Length (m)= 64.24 slope (m/m)= 0.007 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1085.42 THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 3.57 (mm)FOR FREE FLOW. (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.06 .120E+01 0.0 1.02 1.05 0.11 .334E+01 0.1 1.60 0.67 0.17 .602E+01 0.2 2.06 0.52 0.23 .911E+01 0.3 2.45 0.44 0.29 .125E+02 0.5 2.78 0.38 0.34 .161E+02 0.8 3.08 0.35 0.40 .199E+02 1.0 3.34 0.32 0.46 .238E+02 1.3 3.57 0.30 0.51 .277E+02 1.6 3.77 0.28 0.57 .317E+02 1.9 3.94 0.27 0.63 .357E+02 2.3 4.09 0.26 0.69 .396E+02 2.6 4.20 0.25 0.74 .433E+02 2.9 4.30 0.25 0.80 .469E+02 3.2 4.36 0.25 0.86 .503E+02 3.4 4.39 0.24 0.91 .534E+02 3.7 4.39 0.24 0.97 .561E+02 3.8 4.34 0.25 1.03 .582E+02 3.8 4.23 0.25 1.09 .594E+02 3.6 3.86 0.28 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6923) 20.57 3.57 12.17 80.41 0.89 4.39 OUTFLOW: ID= 1 ( 6610) 20.57 3.58 12.17 80.41 0.90 4.39 CALIB NASHYD ( 6148) Area (ha)= 10.56 curve Number (CN)= 83.0 ID= 1 DT= 5.0 min Ia (mm)= 6.00 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.22 Unit Hyd Qpeak (cms)= 1.275 PEAK FLOW (cms)= 1.597 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 77.993 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.646 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 6922)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6148): 10.56 1.597 12.17 77.99 + ID2= 2 ( 6610): 20.57 3.583 12.17 80.41 ID = 3 ( 6922): 31.13 5.180 12.17 79.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 6609)1 IN= 2---> OUT= 1 1 DT= 5.0 min i PIPE Number = 1.00 Diameter (mm)= 975.00 Length (m)= 258.58 Slope (m/m)= 0.012 Manning n = 0.009 ***'* WARNING: MINIMUM PIPE SIZE REQUIRED = 1123.88 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 5.18 (cms) < TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.06 .517E+01 0.0 1.39 3.11 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.04 1.12 Dep. Storage (mm)= 2.00 5.59 Average Slope (%)= 2.50 2.00 Length (m)= 145.30 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 * 5.00 *10.00 2.08 (ii) 6.98 (ii) 5.00 10.00 0.31 0.14 0.77 12.08 118.77 120.77 0.98 0.35 12.08 83.12 120.77 0.69 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 83.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY, *TOTALS* 1.128 (iii) 12.08 104.36 120.77 0.86 IROUTE CHN( 6518) IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 225.93 0.0200 1.00 225.88 0.0200 2.00 225.81 0.0200 /0.0400 Main Channel 3.00 225.70 0.0400 Main Channel 4.00 225.34 0.0400 Main Channel 5.00 225.22 0.0400 Main Channel 6.00 225.40 0.0400 Main Channel 7.00 225.56 0.0400 Main Channel 8.00 225.65 0.0400 Main Channel 9.00 225.76 0.0400 Main Channel 10.00 225.86 0.0400 Main Channel 11.00 225.93 0.0400 /0.0400 Main Channel 12.20 225.96 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 225.26 .144E+01 0.0 0.27 9.36 0.07 225.29 .574E+01 0.0 0.43 5.89 0.11 225.33 .129E+02 0.0 0.57 4.50 0.15 225.37 .227E+02 0.1 0.71 3.58 0.19 225.40 .344E+02 0.2 0.85 3.02 0.22 225.44 .478E+02 0.3 0.96 2.66 0.26 225.48 .632E+02 0.4 1.06 2.40 0.30 225.52 .805E+02 0.6 1.16 2.20 0.33 225.55 .996E+02 0.8 1.25 2.04 0.37 225.59 .121E+03 1.0 1.31 1.96 0.41 225.63 .145E+03 1.3 1.36 1.88 0.45 225.66 .173E+03 1.6 1.42 1.79 0.12 .144E+02 0.1 2.17 1.99 0.18 .260E+02 0.3 2.79 1.55 0.24 .393E+02 0.5 3.31 1.30 0.30 .539E+02 0.8 3.77 1.14 0.35 .695E+02 1.1 4.17 1.03 0.41 .858E+02 1.5 4.52 0.95 0.47 .103E+03 1.9 4.83 0.89 0.53 .120E+03 2.4 5.10 0.84 0.59 .137E+03 2.8 5.34 0.81 0.65 .154E+03 3.3 5.53 0.78 0.71 .171E+03 3.8 5.70 0.76 0.77 .187E+03 4.2 5.82 0.74 0.83 .203E+03 4.6 5.91 0.73 0.89 .217E+03 5.0 5.95 0.72 0.95 .231E+03 5.3 5.95 0.72 1.01 .242E+03 5.5 5.89 0.73 1.06 .251E+03 5.6 5.73 0.75 1.12 .257E+03 5.2 5.23 0.82 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6922) 31.13 5.18 12.17 79.59 0.92 5.95 OUTFLOW: ID= 1 ( 6609) 31.13 5.21 12.17 79.59 0.93 5.95 CALIB STANDHYD ( 6146) Area (ha)= 7.69 IID= 1 DT= 5.0 min Total Imp(%)= 40.51 Dir. Conn.(%)= 34.93 (i) IMPERVIOUS PERVIOUS Surface Area (ha)= 3.12 4.58 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 2.00 2.00 Length (m)= 226.47 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 133.90 5.00 10.00 2.90 (ii) 9.18 (ii) 5.00 10.00 0.28 0.12 PEAK FLOW (cms)= 1.10 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 1.27 12.08 84.16 120.77 0.70 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.371 (iii) 12.08 96.25 120.77 0.80 I CALIB I STANDHYD ( 6147) Area (ha)= 3.17 IID= 1 DT= 5.0 min Total Imp(%)= 64.54 Dir. Conn.(%!= 59.59 0.48 0.52 0.56 0.59 0.63 0.67 0.71 225.70 225.74 225.78 225.81 225.85 225.89 225.93 .203E+03 .236E+03 .273E+03 .314E+03 .360E+03 .413E+03 .472E+03 2.0 1.50 2.4 1.54 2.8 1.58 3.3 1.63 4.0 1.72 4.8 1.78 5.7 1.84 1.70 1.66 1.61 1.57 1.49 1.43 1.39 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6147) 3.17 1.13 12.08 104.36 0.39 1.32 OUTFLOW: ID= 1 ( 6518) 3.17 1.11 12.08 104.35 0.38 1.32 IADD HYD ( 6921)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 6146): 7.69 2.371) 12.08cms rs) 96.25) + ID2= 2 ( 6518): 3.17 1.113 12.08 104.35 ID = 3 ( 6921): 10,86 3.484 12.08 98.61 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6921)1 I 3 + 2 = 1 I AREA QPEAK TPEAK R.V. a) (cms rsID1= 3 ( 6921): 10.86 3.484) 12.08) 98.61) + ID2= 2 ( 6609): 31.13 5.212 12.17 79.59 ID = 1 ( 6921): 41.99 8.172 12.08 84.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 6517) I IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 222.57 0.0400 1.00 222.25 0.0400 2.00 222.04 0.0400 3.00 221.93 0.0400 4.00 221.94 0.0400 5.00 222.00 0.0400 6.00 222.08 0.0400 7.00 222.02 0.0400 8.00 221.94 0.0400 /0.0400 Main Channel 9.00 221.31 0.0400 Main Channel 10.00 221.09 0.0400 Main Channel 11.00 221.73 0.0400 Main Channel 12.00 222.44 0.0400 /0.0250 Main Channel 13.00 222.80 0.0250 14.00 222.91 0.0250 15.00 222.92 0.0250 16.00 222.92 0.0250 17.00 18.00 19.00 222.93 222.99 223.01 0.0250 0.0250 0.0250 TRAVEL TIME TABLE > (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 221.17 .419E+01 0.0 0.28 13.70 0.16 221.24 .168E+02 0.0 0.45 8.63 0.23 221.32 .377E+02 0.1 0.59 6.53 0.31 221.40 .646E+02 0.2 0.75 5.14 0.39 221.48 .960E+02 0.4 0.89 4.37 0.47 221.55 .132E+03 0.6 1.00 3.86 0.54 221.63 .172E+03 0.8 1.11 3.50 0.62 221.71 .216E+03 1.1 1.20 3.22 0.70 221.79 .265E+03 1.5 1.30 2.99 0.78 221.86 .318E+03 1.9 1.38 2.80 0.85 221.94 .378E+03 2.4 1.46 2.65 0.93 222.02 .485E+03 3.0 1.46 2.65 1.01 222.10 .644E+03 4.0 1.44 2.70 1.09 222.17 .826E+03 5.3 1.48 2.62 1.17 222.25 .102E+04 6.8 1.55 2.50 1.24 222.33 .122E+04 8.6 1.64 2.36 1.32 222.41 .142E+04 10.6 1.74 2.23 1.40 222.49 .163E+04 13.0 1.85 2.10 1.48 222.57 .185E+04 15.6 1.96 1.98 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6921) 41.99 8.17 12.08 84.51 1.23 1.62 OUTFLOW: ID= 1 ( 6517) 41.99 7.90 12.17 84.51 1.21 1.60 CALIB STANDHYD ( 6140)1 Area (ha)= 0.82 ID= 1 DT= 5.0 min 1 Total Imp(%)= 38.41 Dir. Conn.(%)= 32.99 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.32 0.51 Dep. Storage (mm)= 2.00 3.87 Average Slope (%)= 1.00 2.00 Length (m)= 73.94 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 126.39 5.00 10.00 1.82 (ii) 8.25 (ii) 5.00 10.00 0.32 0.13 0.11 12.08 118.77 120.77 0.98 0.14 12.08 79.89 120.77 0.66 `**** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.0 Ia = Dep. Storage (Above) *TOTALS* 0.248 (iii) 12.08 92.71 120.77 0.77 TOTAL RAINFALL (mm). 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 120.77 0.77 ADD HYD ( 6933)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6152): 0.32 0.100 12.08 93.51 + ID2= 2 ( 6801: 13.32 5.520 12.17 84.67 ID = 3 ( 6933): 13.65 5.578 12.17 84.88 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6525)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 222.72 0.0350 1.00 222.28 0.0350 2.00 221.41 0.0350 3.00 220.60 0.0350 4.00 220.23 0.0350 5.00 220.13 0.0350 6.00 220.08 0.0350 7.00 220.01 0.0350 8.00 219.90 0.0350 /0.0400 Main Channel 9.00 219.80 0.0400 Main Channel 10.00 219.71 0.0400 Main Channel 11.00 219.81 0.0400 Main Channel 12.00 220.06 0.0400 Main Channel 13.00 220.26 0.0400 Main Channel 14.00 220.34 0.0400 /0.0200 Main Channel 15.00 220.34 0.0200 16.00 220.35 0.0200 17.00 220.38 0.0200 18.60 220.37 0.0200 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 219.74 .161E+01 0.0 0.23 11.13 0.06 219.77 .646E+01 0.0 0.36 7.01 0.09 219.80 .145E+02 0.0 0.48 5.33 0.12 219.83 .252E+02 0.1 0.60 4.20 0.15 219.87 .379E+02 0.2 0.71 3.56 0.18 219.90 .526E+02 0.3 0.81 3.14 0.22 219.93 .726E+02 0.5 0.96 2.65 0.26 219.97 .953E+02 0.7 1.08 2.34 0.29 220.01 .121E+03 0.9 1.19 2.13 0.33 220.04 .149E+03 1.3 1.29 1.97 0.37 220.08 .181E+03 1.6 1.37 1.85 HY ADD D2 ( 6932)1 + = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 6140): (ha) (cms) 12.08) 92.71) + ID2= 2 ( 6517): 41.99 7.904 12.17 84.51 ID = 3 ( 6932): 42.81 8.051 12.17 84.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. DIVERTHYD( 6801)1 IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) (cms) (cms) 0.00 0.00 0.00 0.00 0.00 0.00 1.10 0.00 0.00 0.00 0.00 1.10 1.30 0.34 0.00 0.00 0.00 1.64 1.38 0.87 0.00 0.00 0.00 2.24 1.43 1.32 0.00 0.00 0.00 2.75 1.60 3.66 0.00 0.00 0.00 5.26 1.97 4.30 0.00 0.00 0.00 6.27 AREA QPEAK TPEAK R.V. TOTAL HYD.(ID= 1): 42.81 (8 05 12.17 84.67 ID= 4 ( 2) ID= 6 ( 2) 29.48 13.32 0.00 0.00 0.00 2.53 5.52 0.00 0.00 0.00 12.17 12.17 0.00 0.00 0.00 84.67 84.67 0.00 0.00 0.00 CALIB ST HYD ( 6152) Area (ha)= 0.32 1D= 1 DT= 5.0 min Total Imp(%)= 37.73 Dir. Conn.(%)= 33.75 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.12 0.20 Dep. Storage (mm)= 2.00 4.16 Average Slope (%)= 1.00 2.00 Length (m)= 46.53 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)- (hrs). (mm)= 147.82 124.94 5.00 10.00 1.38 (ii) 7.84 (ii) 5.00 10.00 0.33 0.13 0.04 0.06 12.08 12.08 118.77 80.68 *TOTALS* 0.100 (iii) 12.08 93.51 0.40 220.12 .217E+03 2.0 0.44 220.15 .258E+03 2.6 0.48 220.19 .302E+03 3.1 0.51 220.23 .350E+03 3.8 0.55 220.26 .400E+03 4.6 0.59 220.30 .452E+03 5.3 0.62 220.34 .508E+03 6.2 0.66 220.37 .575E+03 7.3 1.44 1.77 1.51 1.68 1.58 1.60 1.66 1.53 1.75 1.45 1.79 1.42 1.85 1.37 1.94 1.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6933) 13.65 5.58 12.17 84.88 0.60 1.81 OUTFLOW: ID= 1 ( 6525) 13.65 5.64 12.17 84.88 0.60 1.81 CALIB STANDHYD ( 6151) Area (ha)= 1.37 ID= 1 DT= 5.0 min Total Imp(%)= 60.29 Dir. Conn.(%)= 33.11 IMPERVIOUS PERVIOUS Surface Area (ha)= 0.83 0.54 Dep. Storage (mm)= 2.00 3.20 Average Slope (%)= 1.00 2.00 Length (m)= 95.60 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- (i) 147.82 220.70 5.00 10.00 2.13 (ii) 7.27 (ii) 5.00 10.00 0.31 0.14 PEAK FLOW (cms)= 0.19 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.27 12.08 92.98 120.77 0.77 ***** WARNING: STORAGE COEFF. IS. SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* - 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.460 (iii) 12.08 101.51 120.77 0.84 I ADD HYD ( 6927)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6151): 1.37 0.460 12.08 101.51 + ID2= 2 ( 6525): 13.65 5.645 12.17 84.88 ID = 3 ( 6927): 15.02 5.929 12.17 86.40 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6927)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. (ha) (ems) (hrs) (mm) ID1= 3 ( 6927): 15.02 5.929 12.17 86.40 + ID2= 2 ( 6526): 145.71 10.022 12.83 69.96 INFLOW : ID= 2 ( 6927) 160.73 12.30 12.17 71.49 1.12 3.35 OUTFLOW: ID= 1 ( 6524) 160.73 12.49 12.17 71.49 1.13 3.36 ID = 1 ( 6927): 160.73 12.297 12.17 71.49 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6524)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 58.77 212.67 0.0600 59.06 212.66 0.0600 64.06 211.52 0.0600 64.60 210.65 0.0600 /0.0350 Main Channel 66.55 210.00 0.0350 Main Channel 66.85 210.00 0.0350 Main Channel 68.80 210.65 0.0350 /0.0600 Main Channel 69.12 211.04 0.0600 70.66 211.26 0.0600 72.17 211.65 0.0600 73.64 212.07 0.0600 74.60 212,13 0.0600 76.13 212.12 0.0600 77.77 212.16 0.0600 79.44 212,30 0.0600 81.37 212.42 0.0600 83.13 212.46 0.0600 85.02 212.57 0.0600 86.21 212.59 0.0600 87.09 212.62 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.13 210.13 .274E+02 0.1 0.77 6.63 0.26 210.26 .859E+02 0.3 1.14 4.47 0.39 210.39 .175E+03 0.8 1.45 3.52 0.52 210.52 .296E+03 1.7 1.73 2.95 0.65 210.65 .447E+03 2.9 1.98 2.57 0.79 210.79 .632E+03 5.1 2.47 2.06 0.93 210.93 .826E+03 7.8 2.89 1.76 1.07 211.07 .103E+04 11.0 3.26 1.57 1.21 211.21 ,127E+04 14.6 3.52 1.45 1.35 211.35 ,155E+04 18.9 3.72 1.37 1.49 211.49 .186E+04 23.7 3.89 1.31 1.64 211.64 .220E+04 29.0 4.03 1.27 1.78 211.78 .260E+04 35.1 4.13 1.23 1.92 211.92 .304E+04 41.9 4.22 1.21 2.06 212.06 .353E+04 49.4 4.29 1.19 2.20 212.20 .415E+04 56.3 4.15 1.23 2.34 212.34 .494E+04 66.1 4.09 1.25 2.48 212.48 .586E+04 76.6 4.00 1.27 2.62 212.62 .695E+04 88.9 3.91 1.30 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 1 ROUTE CHN( 6522)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 213.54 0.0200 1.00 213.55 0.0200 2.00 213.53 0.0200 3.00 213.48 0.0200 /0.0400 Main Channel 4.00 213.44 0.0400 Main Channel 5.00 213.30 0.0400 Main Channel 6.00 212.96 0.0400 Main Channel 7.00 212.82 0.0400 Main Channel 8.00 213.35 0.0400 Main Channel 9.00 213.58 0.0400 /0.0400 Main Channel 10.00 213.60 0.0400 11.00 213.60 0.0400 12.80 213.60 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (ems) (m/s) (min) 0.04 212.86 .137E+01 0.0 0.24 15.24 0.07 212.89 .550E+01 0.0 0.38 9.60 0.11 212.93 .124E+02 0.0 0.50 7.33 0.15 212.97 .219E+02 0.1 0.62 5.92 0.18 213.00 .332E+02 0.1 0.75 4.90 0.22 213.04 .460E+02 0.2 0.86 4.27 0.26 213.08 .601E+02 0.3 0.96 3.82 0.29 213.12 .757E+02 0.4 1.05 3.49 0.33 213.15 .927E+02 0.5 1.14 3.23 0.37 213.19 .111E+03 0.6 1.22 3.02 0.40 213.23 .131E+03 0.8 1.29 2.84 0.44 213.26 .152E+03 0.9 1.36 2.69 0.48 213.30 .175E+03 1.1 1.43 2.56 0.51 213.34 .200E+03 1.3 1.46 2.51 0.55 213.37 .227E+03 1.5 1.48 2.47 0.59 213.41 .258E+03 1.8 1.50 2.44 0.63 213.45 .292E+03 2.0 1.52 2.42 0.66 213.48 .333E+03 2.2 1.44 2.54 0.72 213.54 .412E+03 3.0 1.58 2.33 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6802) 12.21 3.01 12.08 87.64 0.68 1.49 OUTFLOW: ID= 1 ( 6522) 12.21 2.75 12.08 87.63 0.69 1.51 1 ADD HYD (. 6925)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) (cms rsID1= 1 ( 6522): 12.21 2.747) 12.08) 87.63) + ID2= 2 ( 6524): 160.73 12.491 12.17 71.49 CALIB STANDHYD ( 6133) Area (ha)= 12.76 ID= 1 DT= 5.0 min Total Imp(%)= 28.20 Dir. Conn.(%i= 21.00 IMPERVIOUS PERVIOUS (l) Surface Area (ha)= 3.60 9.16 Dep. Storage (mm)= 2.00 6.91 Average Slope (%)= 3.75 2.00 Length (m)= 291.66 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 129.03 5.00 10.00 2.79 (ii) 9.17 (ii) 5.00 10.00 0.28 0.12 PEAK FLOW (cms)= 1.10 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 2.44 12.08 79.36 120.77 0.66 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 3.532 (iii) 12.08 87.64 120.77 0.73 1 DIVERTHYD( 6802)1 I IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (ems) (cms) (ems) (ems) (cms) (ems) 0.00 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.16 1,60 0.01 0,00 0.00 0.00 1.61 1,75 0.07 0,00 0.00 0.00 1.82 1.98 0.20 0.00 0.00 0.00 2.18 2.09 0.36 0.00 0.00 0.00 2.45 AREA QPEAK TPEAK R.V. (ha) (ems) (hrs) (mm) TOTAL HYD.(ID= 1): 12.76 3.53 12.08 87.64 ID= 2 ( 2) ID= 3 ( 2) ID= 4 ( 2) ID= 5 ( 2) ID= 6 ( 2) 12.21 0.55 0.00 0.00 0.00 3.01 0.52 0.00 0.00 0.00 12.08 12.08 0.00 0.00 0.00 87.64 87.64 0.00 0.00 0.00 1 ROUTE CHN( 6521)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 211.26 0.1000 10.25 211.20 0.1000 29.17 204.77 0.1000 39.75 203.05 0.1000 54.02 202.26 0.1000 60.14 199.16 0.1000 /0.0350 Main Channel 60.85 198.69 0.0350 Main Channel 61.54 198.75 0.0350 Main Channel 62.21 198.82 0.0350 Main Channel 62.86 198.95 0.0350 Main Channel 63.43 199.25 0.0350 /0.1000 Main Channel 65.40 199.59 0.1000 70.90 201.28 0.1000 93.47 202.10 0.1000 97.58 202.88 0.1000 117.16 209,80 0.1000 129.92 209.50 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (ems) (m/s) (min) 0.47 199.16 .125E+03 2.4 2.49 0.88 1.02 199.70 .475E+03 14.0 3.89 0.57 1.56 200.25 .106E+04 35.5 4.42 0.50 2.10 200.79 .185E+04 67.1 4.80 0.46 2.65 201.34 .285E+04 107.9 5.01 0.44 3.19 201.88 .462E+04 159.8 4.57 0.48 3.74 202.42 .742E+04 244.0 4.34 0.51 4.28 202.97 .110E+05 362.7 4.34 0.51 4.83 203.51 .153E+05 529.0 4.55 0.48 5.37 204.06 .200E+05 731.2 4.83 0.46 5.91 204.60 .250E+05 968.1 5.11 0.43 6.46 205.15 .304E+05 1245.1 5.42 0.41 7.00 205.69 .359E+05 1558.9 5.73 0.38 7.55 206.23 .417E+05 1906.9 6.04 0.36 8.09 206.78 .478E+05 2289.0 6.33 0.35 8.63 207.32 .540E+05 2705.3 6.62 0.33 9.18 207.87 .605E+05 3156.0 6.89 0.32 9.72 208.41 .672E+05 3641.3 7.16 0.31 10.27 208.95 .741E+05 4161.6 7.42 0.30 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 6925) 172.94 15.10 12.17 72.63 1.04 3.91 OUTFLOW: ID= 1 ( 6521) 172.94 15.32 12.17 72.63 1.05 3.92 1 CALIB STANDHYD ( 6132) Area (ha)= 6.17 !ID= 1 DT= 5.0 min 1 Total Imp(%)= 32.06 Dir. Conn.(%)= 26.14 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.98 4.19 ID = 3 ( 6925): 172.94 15.096 12.17 72.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. Dep. Storage (mm)- 2.00 5.88 Average Slope (%)= 1.25 2.00 Length (m)= 202.74 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 108.41 5.00 10.00 3.12 (ii) 9.96 (ii) 5.00 10.00 0.27 0.11 0.66 12.08 118.77 120.77 0.98 0.89 12.08 67.40 120.77 0.56 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 74.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.545 (iii) 12.08 80.83 120.77 0.67 ADD HYD ( 6924)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6132): 6.17 1.545 12.08 80.83 + ID2= 2 ( 6521): 172.94 15.318 12.17 72.63 ID = 3 ( 6924): 179.11 16.379 12.17 72.91 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. ROUTE CHN( 6520)1 IN= 2---> OUT= 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 29.27 190.01 0.1000 31.55 191.35 0.1000 33.65 191.42 0.1000 36.80 190.84 0.1000 45.16 185.43 0.1000 47.73 184.75 0.1000 /0.0350 Main Channel 49.93 184.25 0.0350 Main Channel 51.43 184.75 0.0350 /0.1000 Main Channel 55.72 185.45 0.1000 77.83 186.10 0.1000 82.05 185.68 0.1000 84.78 186.01 0.1000 94.68 185.81 0.1000 98.90 187.04 0.1000 103.11 186.26 0.1000 123.11 186.55 0.1000 128.32 187.48 0.1000 134.66 186.90 0.1000 138.82 187.01 0.1000 CALIB 1 STANDHYD ( 6138)1 Area (ha)= 5.29 ID= 1 DT= 5.0 min 1 Total Imp(%)= 30.52 Dir. Conn.(%)= 22.36 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.61 3.67 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.95 2.00 Length (m)= 187.76 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 132.69 5.00 10.00 2.61 (ii) 8.91 (ii) 5.00 10.00 0.29 0.12 0.48 12.08 118.77 120.77 0.98 1.02 12.08 81.38 120.77 0.67 ***' * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.503 (iii) 12.08 89.74 120.77 0.74 CALIB STANDHYD ( 6139) Area (ha)= 9.12 ID= 1 DT= 5.0 min Total Imp(%)= 35.65 Dir. Conn.(%)= 28.77 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 3.25 5.87 Dep. Storage (mm)= 2.00 5.77 Average Slope (%)= 1.00 2.00 Length (m)= 246.51 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 120.91 5.00 15.00 3.75 (ii) 10.30 (ii) 5.00 15.00 0.25 0.09 1.06 12.08 118.77 120.77 0.98 1.31 12.17 74.07 120.77 0.61 *TOTALS* 2.217 (iii) 12.08 86.93 120.77 0.72 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.25 184.50 .175E+03 0.2 0.99 12.81 0.50 184.75 .701E+03 1.4 1.57 8.07 0.89 185.14 .238E+04 7.3 2.34 5.41 1.28 185.54 .529E+04 17.5 2.51 5.03 1.68 185.93 .122E+05 33.8 2.10 6.00 2.07 186.32 .271E+05 67.1 1.88 6.72 2.46 186.71 .481E+05 119.0 1.88 6.73 2.85 187.11 .728E+05 193.7 2.02 6.26 3.25 187.50 .101E+06 295.1 2.22 5.68 3.64 187.89 .130E+06 426.4 2.49 5.06 4.03 188.28 .159E+06 578.3 2.76 4.57 4.42 188.68 .188E+06 749.6 3.02 4.18 4.82 189.07 .217E+06 939.2 3.28 3.86 5.21 189.46 .247E+06 1146.5 3.52 3.59 5.60 189.85 .277E+06 1370.8 3.75 3.36 5.99 190.25 .307E+06 1609.7 3.98 3.18 6.39 190.64 .337E+06 1864.0 4.19 3.01 6.78 191.03 .368E+06 2131.7 4.39 2.88 7.17 191.42 .399E+06 2407.1 4.57 2.77 INFLOW : ID= 2 OUTFLOW: ID= 1 ( ( <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 6924) 179.11 16.38 12.17 72.91 1.24 2.49 6520) 179.11 15.10 12.25 72.91 1.19 2.47 CALIB 1 NASHYD ( 6137) Area (ha)= 3.99 Curve Number (CN)= 82.0 IID= 1 DT= 5.0 min Ia (mm)= 4.80 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.30 Unit Hyd Qpeak (cms)- 0.506 PEAK FLOW (cms)- 0.623 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 78.287 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.648 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 6136) Area (ha)= 8.14 Curve Number (CN)= 81.0 1ID= 1 DT= 5.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.41 Unit Hyd Qpeak (cms)- 0.753 PEAK FLOW (cms)= 0.985 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 76.421 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 6920)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 6136): 8.14 0.985) 12.33) 76.42) + ID2= 2 ( 6137): 3.99 0.623 12.25 78.29 ID = 3 ( 6920): 12.13 1.572 12.33 77.03 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6920)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V.. (ha) (cms) (hrs) (mm) ID1= 3 ( 6920): 12.13 1.572 12.33 77.03 + ID2= 2 ( 6138): 5.29 1.503 12.08 89.74 ID = 1 ( 6920): 17.42 2.599 12.08 80.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6920)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) ID1= 1 ( 6920): 17.42 2.599) 12.08cms rs) 80.89) + ID2= 2 ( 6139): 9.12 2.217 12.08 86.93 ---------------------------------------------------- ID = 3 ( 6920): 26.53 4.816 12.08 82.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 6408)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min 1 OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.3847 0.1908 0.0060 0.0111 0.4783 0.2248 0.0170 0.0222 0.5784 0.2604 0.0312 0.0336 0.6520 0.2975 0.0481 0.0450 0.7312 0.3363 0.0672 0.0566 0.8811 0.3766 0.0883 0.0683 1.0832 0.4185 0.1489 0.0978 1.3323 0.4621 0.2193 0.1276 1.6259 0.5072 0.2981 0.1584 1.9629 0.5539 AREA QPEAK TPEAK R.V. (ha) 6920) 26.533 c4.816 ms) (.12.08 rs) (82.97 6408) 26.533 2.402 12.50 82.95 PEAK FLOW REDUCTION [gout/Qin](%)= 49.88 TIME SHIFT OF PEAK FLOW (min)= 25.00 MAXIMUM STORAGE USED (ha.m.)= 0.6166 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL INFLOW : ID= 2 OUTFLOW: ID= 1 ROUTE CHN( 6514)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 214.23 0.0400 2.00 214.04 0.0400 3.00 214.06 0.0400 5.00 214.22 0.0400 6.00 214.13 0.0400 7.00 213.80 0.0400 /0.0400 Main Channel 10.00 212.22 0.0400 Main Channel 11.00 212.02 0.0400 Main Channel 12.00 211.93 0.0400 Main Channel 13.00 211.92 0.0400 Main Channel 14.00 212.06 0.0400 Main Channel 17.00 213.67 0.0400 /0.0200 Main Channel 19.00 213.74 0.0200 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 212.01 .231E+02 0.0 0.04 64.44 0.18 212.10 .672E+02 0.0 0.07 39.55 0.28 212.20 .121E+03 0.1 0.09 29.98 0.37 212.29 .184E+03 0.1 0.11 24.40 0.46 212.38 .251E+03 0.2 0.12 20.91 0.55 212.47 .323E+03 0.3 0.14 18.57 0.65 212.56 .401E+03 0.4 0.15 16.86 0.74 212.66 .483E+03 0.5 0.17 15.55 0.83 212.75 .570E+03 0.7 0.18 14.50 0.92 212.84 .662E+03 0.8 0.19 13.63 1.01 212.93 .759E+03 1.0 0.20 12.91 1.11 213.03 .860E+03 1.2 0.21 12.28 1.20 213.12 .967E+03 1.4 0.22 11.74 1.29 213.21 .108E+04 1.6 0.23 11.26 1.38 213.30 .120E+04 1.8 0.24 10.83 1.48 213.39 .132E+04 2.1 0.25 10.45 1.57 213.49 .144E+04 2.4 0.25 10.10 1.66 213.58 .158E+04 2.7 0.26 9.78 1.75 213.67 .171E+04 3.0 0.27 9.49 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6408) 26.53 2.40 12.50 82.95 1.57 0.26 OUTFLOW: ID= 1 ( 6514) 26.53 2.41 12.58 82.94 1.75 0.27 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. ROUTE CHN( 6516)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 212.90 0.0500 2.00 212.88 0.0500 4.00 212.84 0.0500 PEAK FLOW (cms)= 0.30 0.28 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 55.51 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.46 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 64.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.577 (iii) 12.08 74.28 120.77 0.62 CALIB STANDHYD ( 6134) Area (ha)= 3.16 ID= 1 DT= 5.0 min Total Imp(%!= 43.60 Dir. Conn.(%)= 27.17 IMPERVIOUS PERVIOUS (7) Surface Area (ha)= 1.38 1.78 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.60 2.00 Length (m)= 145.07 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 144.02 5.00 10.00 2.37 (ii) 8.47 (ii) 5.00 10.00 0.30 0.12 0.35 12.08 118.77 120.77 0.98 0.54 12.08 76.33 120.77 0.63 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 76.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.894 (iii) 12.08 87.86 120.77 0.73 1 HY ADD D2 ( 6919) + = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6134): 3.16 0.894 12.08 87.86 + ID2= 2 ( 6135): 2.47 0.577 12.08 74.28 ID = 3 ( 6919): 5.63 1.471 12.08 81.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 6919)1 5.00 212.82 0.0500 /0.0400 Main Channel 7.00 212.55 0.0400 Main Channel 8.00 212.44 0.0400 Main Channel 10.00 212.11 0.0400 Main Channel 11.00 211.92 0.0400 Main Channel 13.00 211.64 0.0400 Main Channel 14.00 211.89 0.0400 Main Channel 15.00 212.35 0.0400 Main Channel 16.00 212.80 0.0400 Main Channel 17.00 213.18 0.0400 /0.0400 Main Channel 18.00 213.26 0.0400 19.00 213.20 0.0400 20.00 213.11 0.0400 23.00 213.09 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.08 211.73 .197E+0.) 2 0.0 0.42 19.71 0.17 211.81 .789E+02 0.1 0.67 12.42 0.25 211.90 .177E+03 0.3 0.88 9.47 0.34 211.98 .310E+03 0.7 1.10 7.54 0.42 212.06 .470E+03 1.2 1.30 6.40 0.50 212.15 .656E+03 1.9 1.47 5.66 0.59 212.23 .871E+03 2.8 1.62 5.13 0.67 212.31 .111E+04 3.9 1.76 4.71 0.75 212.40 .139E+04 5.3 1.90 4.38 0.84 212.48 .169E+04 6.8 2.01 4.14 0.92 212.57 .203E+04 8.6 2.10 3.95 1.01 212.65 .241E+04 10.7 2.22 3.74 1.09 212.73 .282E+04 13.2 2.33 3.56 1.17 212.82 .326E+04 16.0 2.45 3.40 1.26 212.91 .386E+04 20.0 2.59 3.21 1.35 213.00 .459E+04 24.8 2.69 3.09 1.44 213.09 .533E+04 30.2 2.82 2.95 1.53 213.17 .621E+04 36.3 2.91 2.85 1.62 213.26 .718E+04 43.6 3.03 2.74 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 6801) 29.48 2.53 12.17 84.67 0.56 1.57 6516) 29.48 2.33 12.25 84.66 0.54 1.53 CALIB ND STA HYD ( 6135) Area (ha)= 2.47 ID= 1 DT= 5.0 min Total Imp(%)= 37.30 Dir. Conn.(%)= 29.67 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.92 1.55 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.30 2.00 Length (m)= 128.32 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= 147.82 91.49 5.00 10.00 2.35 (ii) 9.66 (ii) 5.00 10.00 0.30 0.11 I 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 6919): 5.63 1.471 12.08 81.90 + ID2= 2 ( 6514): 26.53 2.413 12.58 82.94 ID = 1 ( 6919): 32.16 2.672 12.58 82.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6919)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6919): 32.16 2.672 12.58 82.76 + ID2= 2 ( 6516): 29.48 2.332 12.25 84.66 ID = 3 ( 6919): 61.64 4.198 12.58 83.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 6513)1 1 IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 210.69 0.1000 2.00 210.34 0.1000 6.00 209.53 0.1000 8.00 209.46 0.1000 11.00 209.09 0.1000 12.00 208.80 0.1000 16.00 208.76 0.1000 19.00 208.76 0.1000 /0.0500 Main Channel 20.00 208.66 0.0500 Main Channel 21.00 208.37 0.0500 Main Channel 22.00 208.51 0.0500 Main Channel 23.00 208.64 0.0500 Main Channel 24.00 208.83 0.0500 /0.1000 Main Channel 26.00 208.80 0.1000 28.00 208.87 0.1000 30.00 208.86 0.1000 34.00 209.13 0.1000 36.00 209.38 0.1000 37.00 209.55 0.1000 40.00 209.86 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 208.44 .199E+02 0.0 0.46 22.08 0.16 208.52 .795E+02 0.1 0.72 13.94 0.24 208.60 .180E+03 0.3 0.95 10.67 0.32 208.68 .321E+03 0.6 1.13 8.90 0.39 208.76 .515E+03 1.1 1.27 7.93 0.47 208.84 .107E+04 2.1 1.18 8.57 0.55 208.92 .191E+04 3.8 1.20 8.44 0.63 209.00 .286E+04 6.1 1.29 7.82 0.71 209.07 .388E+04 9.0 1.40 7.21 0.79 209.15 .498E+04 12.4 1.50 6.71 0.87 209.23 .614E+04 16.3 1.61 6.27 0.95 209.31 .737E+04 20.8 1.71 5.90 1.03 209.39 .866E+04 25.8 1.81 5.58 1.10 1.18 1.26 1.34 1.42 1.50 209.47 209.55 209.63 209.71 209.79 209.86 INFLOW : ID= 2 OUTFLOW: ID= 1 .100E+05 .114E+05 .130E+05 .145E+05 .161E+05 .178E+05 AREA (ha) 6919) 61.64 6513) 61.64 31.3 1.90 5.32 37.1 1.96 5.14 43.9 2.05 4.92 51.2 2.14 4.72 59.2 2.22 4.55 67.6 2.30 4.39 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 4.20 12.58 83.67 0.57 1.21 3.94 12.75 83.67 0.56 1.20 ADD HYD ( 6906)1 1 + 2 = 3 ID1= 1 ( 6131): + ID2= 2 ( 6509): AREA (ha) 47.84 161.91 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.714 12.75 36.77 5.480 13.08 74.66 ID = 3 ( 6906): 209.76 7.102 13.00 66.01 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 � HYD ( 906) 1 3 + 2 = 1 AREA (ha) ID1= 3 ( 6906): 209.76 + ID2= 2 ( 6513): 61.64 QPEAK TPEAK R.V. (cms) (hrs) (mm) 7.102 13.00 66.01 3.942 12.75 83.67 ID = 1 ( 6906): 271.40 10.897 12.92 70.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 6906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6906): 271.40 10.897 12.92 70.02 + ID2= 2 ( 6520): 179.11 15.096 12.25 72.91 ID = 3 ( 6906): 450.51 23.059 12.75 71.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 6508)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 DATA Distance 0.00 11.19 16.12 20.15 24.06 26.55 FOR SECTION ( 1.1) Elevation 184.67 183.78 184.08 183.67 183.65 183.23 Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 1 ADD HYD ( 6905)1 1 + 2 = 3 ID1= 1 ( 6108): + ID2= 2 ( 6508): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6.21 0.197 12.83 33.58 450.51 22.870 12.83 71.17 ID = 3 ( 6905): 456.72 23.066 12.83 70.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 21105) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 20.37 Curve Number (CN)= 81.0 8.65 # of Linear Res.(N)= 2.00 0.27 Unit Hyd Qpeak (cms)= 1.966 PEAK FLOW (cms)= 2.423 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 72.635 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.601 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 21504)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 6.33 11.49 18.29 29.84 44.46 52.22 67.02 73.24 74.65 77.13 81.79 83.19 90.35 100.26 109.79 119.12 127.68 137.01 144.78 150.00 FOR SECTION ( 1.1) > Elevation Manning 219.62 0.1000 219.75 0.1000 219.66 0.1000 219.96 0.1000 219.57 0.1000 217.02 0.1000 210.41 0.1000 206.05 0.1000 /0.0350 205.43 0.0350 205.94 0.0350 /0.1000 207.14 0.1000 207.63 0.1000 210.67 0.1000 213.84 0.1000 218.39 0.1000 219.47 0.1000 219.35 0.1000 219.45 0.1000 219.42 0.1000 219.27 0.1000 Main Channel Main Channel Main Channel 48.18 183.03 0.1000 68.88 182.27 0.1000 75.29 181.84 0.1000 75.31 181.84 0.1000 /0.0350 Main Channel 82.67 181.77 0.0350 /0.1000 Main channel 85.03 182.27 0.1000 120.53 181.72 0.1000 122.90 181.96 0.1000 133.55 181.38 0.1000 157.22 181.84 0.1000 158.40 182.16 0.1000 183.73 182.13 0.1000 193.73 182.33 0.1000 220.00 183.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m (cms) (m/s) 0.08 181.46 .427E+0.) 2 0.0 0.15 0.16 181.54 .171E+03 0.2 0.23 0.23 181.62 .384E+03 0.6 0.30 0.31 181.70 .683E+03 1.3 0.37 0.39 181.77 .109E+04 2.2 0.39 0.48 181.86 .183E+04 4.1 0.44 0.56 181.95 .281E+04 7.6 0.53 0.65 182.04 .394E+04 12.6 0.63 0.74 182.12 .521E+04 19.0 0.72 0.83 182.21 .696E+04 24.3 0.69 0.91 182.30 .903E+04 35.2 0.77 1.00 182.39 .112E+05 48.7 0.86 1.09 182.47 .135E+05 64.3 0.94 1.18 182.56 .160E+05 81.8 1.02 1.26 182.65 .185E+05 101.2 1.09 1.35 182.74 .211E+05 122.6 1.15 1.44 182.82 .238E+05 146.0 1.22 1.53 182.91 .266E+05 171.3 1.28 1.61 183.00 .295E+05 198.6 1.33 TRAV.TIME (min) 22.74 14.33 10.93 9.03 8.41 7.51 6.18 5.21 4.57 4.77 4.28 3.85 3.51 3.25 3.04 2.86 2.72 2.59 2.48 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6906) 450.51 23.06 12.75 71.17 0.81 0.70 OUTFLOW: ID= 1 ( 6508) 450.51 22.87 12.83 71.17 0.80 0.70 CALIB NASHYD ( 6108) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.310 PEAK FLOW (cms)= 0.197 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 33.578 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.278 6.21 Curve Number (CN)= 49.0 8.28 # of Linear Res.(N)= 3.00 0.76 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 4.20 209.63 .354E+05 292.2 6.26 2.02 4.94 210.37 .473E+05 411.4 6.60 1.91 5.67 211.11 .609E+05 550.3 6.86 1.84 6.41 211.84 .766E+05 714.3 7.07 1.79 7.15 212.58 .947E+05 906.6 7.26 1.74 7.89 213.32 .115E+06 1129.1 7.45 1.70 8.62 214.06 .137E+06 1386.1 7.66 1.65 9.36 214.80 .162E+06 1681.4 7.89 1.60 10.10 215.53 .188E+06 2009.8 8.12 1.56 10.84 216.27 .216E+06 2372.4 8.34 1.51 11.57 217.01 .245E+06 2770.5 8.56 1.48 12.31 217.75 .277E+06 3198.1 8.76 1.44 13.05 218.48 .311E+06 3649.2 8.91 1.42 13.79 219.22 .348E+06 4052.9 8.82 1.43 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 21105) 20.37 2.42 12.25 72.64 0.53 2.17 ID= 1 ( 21504) 20.37 2.32 12.33 72.64 0.52 2.16 CALIB NASHYD ( 21104) Area (ha)= 1ID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 3.833 PEAK FLOW (cms)= 3.660 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 64.408 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.533 26.09 Curve Number (CN)= 75.0 7.95 # of Linear Res.(N)= 3.00 0.26 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 21904)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. ha mm ID1= 1 ( 21104): 26 09 3.660) 12.17cms rs) 64.41) + ID2= 2 ( 21504): 20.37 2.317 12.33 72.64 ----------------------- ID = 3 ( 21904): 46.46 5.860 12.25 68.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 21503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 + TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.51 205.94 .704E+03 2.0 2.15 5.89 1.25 206.68 .389E+04 21.1 4.11 3.08 1.98 207.42 .925E+04 59.2 4.85 2.61 2.72 208.16 .164E+05 116.9 5.40 2.34 3.46 208.89 .251E+05 194.3 5.86 2.16 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 41.45 185.27 0.1000 43.97 185.01 0.1000 46.22 184.91 0.1000 52.93 184.71 0.1000 53.99 184.72 0.1000 58.50 184.90 0.1000 59.99 185.07 0.1000 62.23 185.11 0.1000 62.91 184.98 0.1000 73.40 185.42 0.1000 75.31 185.16 0.1000 76.34 185.14 0.1000 77.05 184.99 0.1000 /0.0350 78.46 184.79 0.0350 79.88 184.97 0.0350 /0.1000 81.31 185.22 0.1000 86.32 185.43 0.1000 89.89 185.71 0.1000 97.05 185.09 0.1000 107.78 185.61 0.1000 Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 184.76 .376E+02 0.0 0.09 60.58 0.11 184.81 .129E+03 0.1 0.14 39.59 0.16 184.86 .282E+03 0.2 0.18 29.86 0.21 184.92 .499E+03 0.4 0.23 23.60 0.26 184.97 .766E+03 0.7 0.28 19.11 0.32 185.02 .108E+04 1.1 0.33 16.41 0.37 185.08 .146E+04 1.7 0.37 14.61 0.42 185.13 .192E+04 2.4 0.40 13.53 0.48 185.18 .247E+04 3.3 0.43 12.54 0.53 185.24 .309E+04 4.4 0.46 11.67 0.58 185.29 .380E+04 5.8 0.49 10.98 0.64 185.34 .460E+04 7.4 0.52 10.40 0.69 185.40 .547E+04 9.2 0.54 9.91 0.74 185.45 .642E+04 11.4 0.57 9.40 0.80 185.50 .741E+04 13.9 0.61 8.86 0.85 185.55 .845E+04 16.7 0.64 8.41 0.90 185.61 .952E+04 19.8 0.67 8.01 0.95 185.66 .106E+05 23.2 0.70 7.64 1.01 185.71 .118E+05 26.8 0.74 7.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21904) 46.46 5.86 12.25 68.02 0.59 0.49 OUTFLOW: ID= 1 ( 21503) 46.46 5.03 12.42 68.01 0.55 0.47 CALIB NASHYD ( 21111) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 2.571 PEAK FLOW (cms)= 1.873 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 66.941 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.554 7.53 Curve Number (CN)= 81.0 7.84 # of Linear Res.(N)= 2.00 0.08 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. Slope (m/m)= 0.035 Manning n = 0.009 < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu (cms) (m/s) min 0.03 .595E.m+0.) 0 0.0 1.43 1.59 0.06 .165E+01 0.0 2.23 1.02 0.08 .299E+01 0.1 2.86 0.79 0.11 .452E+01 0.1 3.41 0.67 0.14 .619E+01 0.2 3.88 0.59 0.17 .799E+01 0.3 4.29 0.53 0.19 .986E+01 0.3 4.65 0.49 0.22 .118E+02 0.4 4.97 0.46 0.25 .138E+02 0.5 5.25 0.43 0.28 .157E+02 0.6 5.49 0.41 0.30 .177E+02 0.7 5.69 0.40 0.33 .196E+02 0.8 5.86 0.39 0.36 .215E+02 0.9 5.98 0.38 0.39 .233E+02 1.0 6.07 0.37 0.41 .250E+02 1.1 6.12 0.37 0.44 .265E+02 1.2 6.12 0.37 0.47 .278E+02 1.2 6.05 0.38 0.50 .289E+02 1.3 5.89 0.39 0.53 .295E+02 1.2 5.37 0.42 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21110) 2.37 0.57 12.08 68.25 0.26 5.34 OUTFLOW: ID= 1 ( 21605) 2.37 0.56 12.08 68.25 0.26 5.31 ADD HYD ( 21909)1 1 + 2 = 3 I ID1= 1 ( 21604): + ID2= 2 ( 21605): AREA (ha) 7.53 2.37 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.829 12.08 66.94 0.559 12.08 68.25 ID = 3 ( 21909): 9.90 2.388 12.08 67.26 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 21603)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 750.00 DT= 5.0 min I Length (m)= 201.58 Slope (m/m)= 0.005 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 990.55 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.39 (cms) TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.05 .313E+01 0.0 0.82 4.08 0.10 .872E+01 0.1 1.28 2.62 0.16 .157E+02 0.1 1.65 2.03 0.21 .238E+02 0.2 1.97 1.71 ROUTEPIPE( 21604)1 IN= 2---> OUT= 1 DT= 5.0 min I PIPE Number = 1.00 Diameter (mm)= 600.00 Length (m)= 99.98 Slope (m/m)= 0.018 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 711.31 THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.87 TRAVEL TIME TABLE (mm)FOR FREE FLOW. (cms) DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.04 .801E+00 0.0 1.25 0.07 .223E+01 0.0 1.95 0.11 .403E+01 0.1 2.52 0.15 .609E+01 0.2 2.99 0.19 .835E+01 0.3 3.40 0.22 .108E+02 0.4 3.77 0.26 .133E+02 0.5 4.08 0.30 .159E+02 0.7 4.36 0.34 .185E+02 0.9 4.61 0.37 .212E+02 1.0 4.82 0.41 .238E+02 1.2 5.00 0.45 .264E+02 1.4 5.14 0.49 .290E+02 1.5 5.26 0.52 .314E+02 1.7 5.33 0.56 .336E+02 1.8 5.37 0.60 .357E+02 1.9 5.37 0.64 .375E+02 2.0 5.31 0.67 .389E+02 2.0 5.18 0.71 .397E+02 1.9 4.72 INFLOW : ID= 2 ( 21111) OUTFLOW: ID= 1 ( 21604) <---- hydrograph AREA QPEAK TPEAK (ha) (cms) (hrs) 7.53 1.87 12.08 7.53 1.83 12.08 TRAV.TIME min 1.33 0.85 0.66 0.56 0.49 0.44 0.41 0.38 0.36 0.35 0.33 0.32 0.32 0.31 0.31 0.31 0.31 0.32 0.35 - ---> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 66.94 0.58 5.37 66.94 0.57 5.37 1 CALIB INASHYD ( 21110) 1D= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.707 PEAK FLOW (cms)= 0.572 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 68.253 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.565 2.37 8.17 0.09 Curve Number (CN)= 81.0 # of Linear Res.(N)= 2.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTEPIPE( 21605)1 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)= 525.00 Length (m)= 136.17 0.26 .326E+02 0.4 0.31 .421E+02 0.5 0.36 .520E+02 0.7 0.42 .621E+02 0.9 0.47 .725E+02 1.1 0.52 .829E+02 1.3 0.57 .932E+02 1.5 0.63 .103E+03 1.7 0.68 .113E+03 1.9 0.73 .123E+03 2.1 0.78 .132E+03 2.3 0.83 .140E+03 2.4 0.89 .147E+03 2.5 0.94 .152E+03 2.6 0.99 .155E+03 2.4 INFLOW : ID= 2 ( 21909) OUTFLOW: ID= 1 ( 21603) AREA (ha) 9.90 9.90 2.24 2.47 2.68 2.87 3.03 3.17 3.28 3.38 3.45 3.51 3.53 3.53 3.49 3.40 3.10 <---- hydrograph QPEAK TPEAK (cms) (hrs) 2.39 12.08 2.36 12.08 1.50 1.36 1.25 1.17 1.11 1.06 1.02 0.99 0.97 0.96 0.95 0.95 0.96 0.99 1.08 - ---> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 67.26 0.81 3.53 67.26 0.81 3.53 CALIB NASHYD ( 21112) Area (ha)= 1ID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 2.119 PEAK FLOW (cms)= 2.664 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 73.786 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.611 (i) PEAK FLOW DOES NOT INCLUDE 22.53 7.36 0.28 Curve Number (CN)= 81.0 # of Linear Res.(N)= 2.00 BASEFLOW IF ANY. 1 ROUTEPIPE( 21602)1 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)= 450.00 Length (m)= 128.43 Slope (m/m)= 0.015 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 839.92 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.66 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.04 .144E+01 0.0 1.28 0.09 .399E+01 0.1 1.99 0.13 .721E+01 0.1 2.57 0.18 .109E+02 0.3 3.05 0.22 .150E+02 0.4 3.47 0.27 .193E+02 0.6 3.84 0.31 .238E+02 0.8 4.16 0.35 .285E+02 1.0 4.45 0.40 .332E+02 1.2 4.70 > TRAV.TIME min 1.68 1.07 0.83 0.70 0.62 0.56 0.51 0.48 0.46 0.44 .380E+02 1.5 4.91 0.44 0.49 .427E+02 1.7 5.10 0.42 0.53 .474E+02 1.9 5.24 0.41 0.57 .519E+02 2.2 5.36 0.40 0.62 .562E+02 2.4 5.44 0.39 0.66 .603E+02 2.6 5.48 0.39 0.71 .640E+02 2.7 5.48 0.39 0.75 .672E+02 2.8 5.42 0.40 0.80 .697E+02 2.9 5.28 0.41 0.84 .712E+02 2.7 4.81 0.44 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21112) 22.53 2.66 12.25 73.79 0.69 5.48 OUTFLOW: ID= 1 ( 21602) 22.53 2.65 12.25 73.79 0.68 5.48 ADD HYD ( 21908)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 21602): 22.53 2.652 12.25 73.79 + ID2= 2 ( 21603): 9.90 2.360 12.08 67.26 ID = 3 ( 21908): 32.43 4.642 12.08 71.79 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 21601)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 750.00 DT= 5.0 min I Length (m)= 131.21 Slope (m/m)= 0.006 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1228.31 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 4.64 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.06 .314E+01 0.0 1.04 2.10 0.13 .872E+01 0.1 1.62 1.35 0.19 .158E+02 0.3 2.09 1.05 0.26 .238E+02 0.5 2.49 0.88 0.32 .327E+02 0.7 2.83 0.77 0.39 .421E+02 1.0 3.13 0.70 0.45 .520E+02 1.3 3.39 0.64 0.52 .622E+02 1.7 3.63 0.60 0.58 .725E+02 2.1 3.83 0.57 0.65 .830E+02 2.5 4.00 0.55 0.71 .933E+02 3.0 4.15 0.53 0.78 .103E+03 3.4 4.27 0.51 0.84 .113E+03 3.8 4.37 0.50 0.91 .123E+03 4.1 4.43 0.49 0.97 .132E+03 4.5 4.47 0.49 1.03 .140E+03 4.8 4.46 0.49 1.10 .147E+03 4.9 4.42 0.50 1.16 .152E+03 5.0 4.30 0.51 1.23 .155E+03 4.6 3.92 0.56 8.00 10.00 12.00 16.00 20.00 22.00 24.00 25.00 27.00 29.00 31.00 33.00 35.00 38.00 41.00 43.00 220.80 220.17 219.45 217.91 216.45 215.66 215.29 215.36 215.74 216.74 217.97 218.96 219.88 220.67 221.35 221.46 0.0500 0.0500 0.0500 0.0500 /0.0500 Main Channel 0.0500 Main Channel 0.0500 Main Channel 0.0500 Main Channel 0.0500 Main Channel 0.0500 Main Channel 0.0500 Main Channel 0.0500 /0.0500 Main Channel 0.0500 0.0500 0.0500 0.0500 0.0500 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.29 215.58 .143E+03 0.9 1.40 2.73 0.58 215.87 .474E+03 4.8 2.32 1.65 0.87 216.16 .906E+03 12.2 3.09 1.24 1.16 216.45 .143E+04 23.0 3.70 1.03 1.45 216.74 .203E+04 37.5 4.23 0.90 1.74 217.03 .273E+04 56.3 4.73 0.81 2.03 217.33 .351E+04 79.4 5.19 0.74 2.32 217.62 .438E+04 107.2 5.62 0.68 2.61 217.91 .533E+04 139.9 6.03 0.64 2.97 218.26 .661E+04 196.7 6.83 0.56 3.32 218.62 .803E+04 263.6 7.54 0.51 3.68 218.97 .958E+04 340.4 8.17 0.47 4.04 219.33 .113E+05 427.8 8.73 0.44 4.39 219.68 .131E+05 526.3 9.24 0.41 4.75 220.04 .151E+05 636.0 9.70 0.39 5.10 220.39 .172E+05 758.0 10.11 0.38 5.46 220.75 .196E+05 893.8 10.49 0.37 5.81 221.10 .222E+05 1042.3 10.80 0.35 6.17 221.46 .251E+05 1199.5 10.99 0.35 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21907) 39.02 6.47 12.08 74.92 0.65 2.46 OUTFLOW: ID= 1 ( 21507) 39.02 6.39 12.08 74.92 0.64 2.45 CALIB I NASHYD ( 21107)1 Area (ha)= 4.14. Curve Number (CN)= 68.0 ID= 1 DT= 5.0 min Ia (mm)= 10.07 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.31 Unit Hyd Qpeak (cms)- 0.513 PEAK FLOW (cms)= 0.424 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 53.208 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.441 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21908) 32.43 4.64 12.08 71.79 1.01 4.46 OUTFLOW: ID= 1 ( 21601) 32.43 4.60 12.17 71.79 1.01 4.46 I CALIB STANDHYD ( 21109) Area (ha)= 6.59 ID= 1 DT= 5.0 min Total Imp(%)= 41.60 Dir. Conn.(%)= 32.40 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.74 3.85 Dep. Storage (mm)= 2.00 6.24 Average Slope (%)= 1.00 2.00 Length (m)= 209.62 40.00 Manor ngs n = 0.013 0.250 Max.Eff.inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 130.71 5.00 10.00 3.41 (ii) 9.75 (ii) 5.00 10.00 0.26 0.11 PEAK FLOW (cms)= 0.87 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 1.01 12.08 76.64 120.77 0.63 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.876 (iii) 12.08 90.29 120.77 0.75 I ADD HYD ( 21907)1 I 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. 1D1= 1 ( 21109): 6.59 1.876) 12.08cms rs) 90.29) + ID2= 2 ( 21601): 32.43 4.605 12.17 71.79 ID = 3 ( 21907): 39.02 6.475 12.08 74.92 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 21507)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 221.80 0.0500 2.00 221.69 0.0500 4.00 221.49 0.0500 6.00 221.20 0.0500 I CALIB 1 STANDHYD ( 21108) Area (ha)= 2.68 1D= 1 DT= 5.0 min Total Imp(%)= 34.01 Dir. Conn.(%!= 25.46 IMPERVIOUS PERVIOUS Surface Area (ha)= 0.91 1.77 Dep. Storage (mm)= 2.00 5.30 Average Slope (0= 3.60 2.00 Length (m)= 133.72 40.00 Manor ngs n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= (i) 147.82 134.39 5.00 10.00 1.77 (ii) 8.04 (ii) 5.00 10.00 0.32 0.13 PEAK FLOW (cms)- 0.28 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.52 12.08 81.45 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.797 (iii) 12.08 90.95 120.77 0.75 ROUTE CHN( 21510)1 IN= 2---> OUT= 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 222.36 0.1000 8.98 222.45 0.1000 11.92 222.57 0.1000 15.50 221.93 0.1000 20.23 220.12 0.1000 21.41 219.46 0.1000 /0.0350 Main Channel 23.62 219.14 0.0350 Main Channel 24.95 219.46 0.0350 /0.1000 Main Channel 30.12 220.47 0.1000 39.94 221.61 0.1000 43.12 221.82 0.1000 47.59 222.09 0.1000 49.32 222.18 0.1000 53.91 222.20 0.1000 57.95 222.20 0.1000 61.70 222.29 0.1000 72.75 222.49 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.16 219.30 .403E+02 0.1 1.01 4.81 0.31 219.46 .161E+03 0.9 1.60 3.03 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.50 219.64 .383E+03 3.3 2.48 1.95 0.68 219.82 .673E+03 6.9 2.98 1.62 0.86 220.01 .103E+04 11.8 3.32 1.46 1.05 220.19 .145E+04 17.8 3.57 1.36 1.23 220.37 .195E+04 25.2 3.75 1.29 1.41 220.56 .253E+04 33.8 3.88 1.25 1.60 220.74 .321E+04 43.7 3.95 1.23 1.78 220.92 .401E+04 55.2 4.01 1.21 1.96 221.11 .491E+04 68.5 4.05 1.20 2.15 221.29 .592E+04 83.5 4.10 1.18 2.33 221.47 .705E+04 100.4 4.14 1.17 2.51 221.66 .828E+04 119.0 4.18 1.16 2.70 221.84 .967E+04 139.0 4.18 1.16 2.88 222.02 .112E+05 160.8 4.16 1.16 3.06 222.21 .131E+05 176.1 3.92 1.24 3.25 222.39 .157E+05 199.5 3.70 1.31 3.43 222.57 .193E+05 232.9 3.50 1.38 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21108) 2.68 0.80 12.08 90.95 0.29 1.49 OUTFLOW: ID= 1 ( 21510) 2.68 0.74 12.08 90.94 0.28 1.44 IADD HYD ( 21906)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1D1= 1 ( 21107): 4.14 0.424 12.25 53.21 + 1D2= 2 ( 21507): 39.02 6.388 12.08 74.92 ID = 3 ( 21906): 43.16 6.697 12.08 72.83 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 21906)1I 3+ 2= 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 21906): 43.16 697) 12.08cms rs) 72.83) + ID2= 2 ( 21510): 2.68 0.742 12.08 90.94 ID = 1 ( 21906): 45.84 7.439 12.08 73.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 21506)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 216.90 0.1000 32.00 215.95 0.1000 36.31 215.41 0.1000 40.67 214.37 0.1000 49.79 210.31 0.1000 55.86 207.04 0.1000 62.59 202.19 0.1000 IADD HYD ( 21905)1 1 + 2 = 3 AREA QPEAK (ha) (cms) ID1= 1 ( 21106): 12.59 0.822 12.42 44.23 + 1D2= 2 ( 21506): 45.84 8.253 12.17 73.89 TPEAK R.V. (hrs) (mm) ID = 3 ( 21905): 58.43 8.888 12.17 67.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 21505)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 58.15 185.80 0.1000 59.47 185.76 0.1000 60.48 185.59 0.1000 61.33 185.16 0.1000 /0.0350 Main channel 62.51 184.88 0.0350 Main Channel 63.33 184.83 0.0350 Main Channel 64.54 184.94 0.0350 Main Channel 64.93 185.13 0.0350 /0.1000 Main Channel 65.54 185.42 0.1000 65.98 185.49 0.1000 66.54 185.73 0.1000 67.02 185.85 0.1000 67.54 185.91 0.1000 71.86 185.54 0.1000 77.47 185.80 0.1000 107.77 184.99 0.1000 129.97 186.29 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 184.88 .625E+01 0.0 0.27 10.96 0.10 184.93 .222E+02 0.1 0.47 6.33 0.15 184.98 .438E+02 0.2 0.66 4.53 0.20 185.03 .773E+02 0.3 0.73 4.08 0.26 185.08 .139E+03 0.5 0.70 4.26 0.31 185.14 .228E+03 0.9 0.67 4.41 0.36 185.19 .347E+03 1.3 0.68 4.35 0.41 185.24 .493E+03 1.9 0.70 4.23 0.46 185.29 .667E+03 2.7 0.72 4.13 0.51 185.34 .869E+03 3.6 0.74 4.03 0.56 185.39 .110E+04 4.7 0.75 3.93 0.61 185.44 .135E+04 5.9 0.77 3.84 0.67 185.50 .164E+04 7.3 0.79 3.76 0.72 185.55 .196E+04 8.9 0.81 3.68 0.77 185.60 .231E+04 10.6 0.81 3.65 0.82 185.65 .271E+04 12.5 0.82 3.61 0.87 185.70 .315E+04 14.7 0.83 3.58 0.92 185.75 .363E+04 17.1 0.84 3.54 0.98 185.80 .417E+04 19.9 0.85 3.50 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21905) 58.43 8.89 12.17 67.50 0.72 0.81 OUTFLOW: ID= 1 ( 21505) 58.43 8.02 12.25 67.50 0.69 0.80 66.98 198.40 0.1000 71.43 196.31 0.1000 /0.0350 Main channel 73.09 195.82 0.0350 Main Channel 74.43 196.01 0.0350 /0.1000 Main Channel 79.71 198.26 0.1000 87.61 204.64 0.1000 92.72 208.55 0.1000 101.92 210.66 0.1000 110.90 209.22 0.1000 138.43 207.88 0.1000 143.47 207.81 0.1000 151.10 208.39 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.19 196.01 .111E+03 0.2 1.06 9.18 0.84 196.66 .153E+04 8.1 3.08 3.15 1.49 197.31 .408E+04 27.5 3.92 2.48 2.15 197.96 .774E+04 58.3 4.38 2.21 2.80 198.62 .124E+05 101.9 4.76 2.04 3.45 199.27 .178E+05 158.1 5.16 1.88 4.10 199.92 .238E+05 225.9 5.52 1.76 4.75 200.57 .304E+05 305.4 5.85 1.66 5.40 201.22 .375E+05 396.9 6.16 1.58 6.05 201.87 .453E+05 500.5 6.43 1.51 6.71 202.52 .536E+05 616.2 6.69 1.45 7.36 203.18 .626E+05 744.7 6.92 1.40 8.01 203.83 .723E+05 886.7 7.14 1.36 8.66 204.48 .826E+05 1042.6 7.35 1.32 9.31 205.13 .935E+05 1212.5 7.55 1.29 9.96 205.78 .105E+06 1397.2 7.74 1.25 10.61 206.43 .117E+06 1597.2 7.92 1.22 11.27 207.08 .130E+06 1812.6 8.10 1.20 11.92 207.74 .144E+06 2040.9 8.25 1.18 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 21906) 45.84 7.44 12.08 73.89 0.79 2.66 OUTFLOW: ID= 1 ( 21506) 45.84 8.25 12.17 73.89 0.85 3.09 I CALIB I NASHYD ( 21106) Area (ha)= 12.59 Curve Number (CN)= 60.0 11D= 1 DT= 5.0 min Ia (mm)= 9.33 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.43 Unit Hyd Qpeak (cms)- 1.126 PEAK FLOW (cms)= 0.822 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 44.228 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.366 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB INASHYD ( 21103) Area (ha)= 5.01 Curve Number (CN)= 61.0 ID= 1 DT= 5.0 min Ia (mm)= 7.20 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.67 Unit Hyd Qpeak (cms)= 0.287 PEAK FLOW (cms)- 0.251 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 46.736 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.387 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 21903)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 21103): 5.01 0.251 12.67 46.74 + 1D2= 2 ( 21503): 46.46 5.030 12.42 68.01 ID = 3 ( 21903): 51.48 5.253 12.42 65.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 21903)I I 3+ 2= 1 1 AREA QPEAK TPEAK R.V. cms rs mm 1D1= 3 ( 21903): 51.48 5.253) 12.42) 65.94) + ID2= 2 ( 21505): 58.43 8.024 12.25 67.50 ID = 1 ( 21903): 109.91 12.614 12.25 66.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 21502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 36.14 180.65 67.00 180.62 70.17 180.88 71.75 180.86 72.52 180.77 73.60 180.32 73.70 180.28 74.66 179.82 74.92 179.78 75.71 179.81 76.50 180.20 76.62 180.28 77.27 180.56 77.85 180.59 80.01 180.87 Manning 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel 82.64 87.24 107.01 133.99 180.89 181.01 180.56 180.64 0.0800 0.0800 0.0800 0.0800 TRAVEL TIME TABLE NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 21501) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.06 179.84 .161E+01 0.0 0.69 0.13 179.90 .418E+01 0.1 1.13 0.19 179.96 .726E+01 0.3 1.45 0.25 180.03 .109E+02 0.6 1.72 0.31 180.09 .149E+02 0.9 1.95 0.38 180.15 .196E+02 1.3 2.15 0.44 180.21 .247E+02 1.8 2.35 0.50 180.28 .302E+02 2.4 2.55 0.57 180.34 .367E+02 3.3 2.86 0.63 180.41 .439E+02 4.3 3.12 0.70 180.48 .517E+02 5.4 3.33 0.77 180.54 .601E+02 6.7 3.51 0.83 180.61 .852E+02 8.1 3.01 0.90 180.68 .196E+03 10.8 1.75 0.97 180.74 .348E+03 15.9 1.45 1.03 180.81 .509E+03 22.8 1.42 1.10 180.88 .680E+03 31.0 1.45 1.17 180.94 .870E+03 40.9 1.50 1.23 181.01 .107E+04 52.9 1.57 INFLOW : ID= 2 ( 21903) OUTFLOW: ID= 1 ( 21502) TRAV.TIME (min) 0.77 0.47 0.36 0.31 0.27 0.25 0.23 0.21 0.19 0.17 0.16 0.15 0.18 0.30 0.36 0.37 0.37 0.35 0.34 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 109.91 12.61 12.25 66.77 0.92 1.63 109.91 12.37 12.25 66.77 0.92 1.64 CALIB I NASHYD ( 21102)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.143 PEAK FLOW (cms)- 0.112 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 48.055 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.398 1.50 Curve Number (CN)= 62.0 6.96 # of Linear Res.(N)= 3.00 0.40 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 21902)1 1 + 2 = 3 AREA QPEAK (ha) (cms) ID1= 1 ( 21102): 1.50 0.112 + ID2= 2 ( 21502): 109.91 12.369 TPEAK R.V. (hrs) (mm) 12.33 48.06 12.25 66.77 ID = 3 ( 21902): 111.41 12.475 12.25 66.52 SID= 1 DT= 5.0 min 1 Total Imp(%)= 21.57 Surface Area (ha)- Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.17 2.00 1.00 71.47 0.013 147.82 5.00 1.79 5.00 0.32 0.06 12.08 118.77 120.77 0.98 Dir. Conn.(%)= PERVIOUS (i) 0.60 8.41 2.00 40.00 0.250 53.80 15.00 (ii) 10.83 (ii) 15.00 0.09 0.06 12.17 35.96 120.77 0.30 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 51.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 20.10 *TOTALS* 0.110 (iii) 12.08 52.59 120.77 0.44 1 ADD HYD ( 21901)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 21101): 0.77 0.110 12.08 52.59 + ID2= 2 ( 21501): 111.41 12.075 12.33 66.52 ID = 3 ( 21901): 112.18 12.120 12.33 66.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB 1 NASHYD ( 22103)1 ID= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= 10.11 Curve Number (CN)= 59.0 7.72 # of Linear Res.(N)= 3.00 0.92 Unit Hyd Qpeak (cms)- 0.418 PEAK FLOW (cms)= 0.373 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 44.140 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.365 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 22104)1 ID= 1 DT= 5.0 min I Area (ha)= 43.55 Curve Number (CN)= 64.0 Ia (mm)= 8.73 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.34 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 25.00 180.70 0.0800 67.00 180.62 70.17 180.88 71.75 180.86 72.52 180.77 73.60 180.32 73.70 180.28 74.66 179.82 74.92 179.78 75.71 179.81 76.50 180.20 76.62 180.28 77.27 180.56 77.85 180.59 80.01 180.87 82.64 180.89 87.24 181.01 107.01 180.56 133.99 180.64 140.00 180.80 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 > main channel main channel Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 179.84 .877E+01 0.0 0.69 4.20 0.13 179.90 .227E+02 0.1 1.12 2.57 0.19 179.96 .395E+02 0.3 1.44 2.00 0.25 180.03 .590E+02 0.6 1.70 1.69 0.31 180.09 .812E+02 0.9 1.93 1.49 0.38 180.15 .106E+03 1.3 2.14 1.35 0.44 180.21 .134E+03 1.8 2.33 1.23 0.50 180.28 .164E+03 2.4 2.52 1.14 0.57 180.34 .200E+03 3.3 2.83 1.02 0.63 180.41 .238E+03 4.3 3.09 0.93 0.70 180.48 .281E+03 5.4 3.30 0.87 0.77 180.54 .327E+03 6.6 3.48 0.83 0.83 180.61 .463E+03 8.0 2.98 0.96 0.90 180.68 .101E+04 10.5 1.81 1.59 0.97 180.74 .197E+04 15.6 1.37 2.10 1.03 180.81 .303E+04 23.0 1.31 2.19 1.10 180.88 .416E+04 32.4 1.35 2.14 1.17 180.94 .538E+04 43.9 1.41 2.04 1.23 181.01 .668E+04 57.6 1.49 1.93 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 21902) 111.41 12.48 12.25 66.52 0.93 1.61 ID= 1 ( 21501) 111.41 12.08 12.33 66.52 0.92 1.64 1 CALIB STANDHYD ( 21101) Area (ha)= 0.77 Unit Hyd Qpeak (cms)= 3.315 PEAK FLOW (cms)= 2.783 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 48.997 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.406 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 22502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 Distance 21.78 29.52 33.17 34.85 37.72 42.28 54.13 62.68 69.03 71.65 72.04 72.86 74.28 74.99 75.65 78.05 81.05 89.94 94.18 98.43 DATA FOR SECTION ( 1.1) > Elevation Manning 181.10 0.0600 180.31 0.0600 180.22 0.0600 180.27 0.0600 180.19 0.0600 179.95 0.0600 179.89 0.0600 179.96 0.0600 179.92 0.0600 179.21 0.0600 /0.0350 178.88 0.0350 178.71 0.0350 178.78 0.0350 178.85 0.0350 179.17 0.0350 /0.0600 179.66 0.0600 179.75 0.0600 179.89 0.0600 180.07 0.0600 180.52 0.0600 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.09 178.81 .206E+02 0.0 0.41 0.18 178.90 .674E+02 0.3 0.71 0.27 178.99 .123E+03 0.6 0.98 0.36 179.08 .183E+03 1.2 1.20 0.45 179.17 .248E+03 1.8 1.39 0.55 179.27 .326E+03 2.8 1.61 0.65 179.36 .418E+03 4.0 1.78 0.74 179.46 .526E+03 5.3 1.91 0.84 179.56 .649E+03 6.9 2.02 0.94 179.65 .787E+03 8.8 2.10 1.03 179.75 .962E+03 10.7 2.10 1.13 179.85 .123E+04 13.1 2.01 1.23 179.94 .169E+04 15.8 1.77 1.32 180.04 .260E+04 21.0 1.52 1.42 180.14 .360E+04 28.1 1.47 1.52 180.23 .465E+04 36.5 1.48 1.61 180.33 .582E+04 46.3 1.50 1.71 180.43 .707E+04 58.5 1.56 1.81 180.52 .834E+04 72.3 1.63 TRAV.TIME (min) 7.68 4.43 3.19 2.61 2.26 1.95 1.76 1.64 1.56 1.50 1.49 1.56 1.78 2.06 2.13 2.12 2.10 2.01 1.92 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) INFLOW : ID= 2 ( 22104) 43.55 OUTFLOW: ID= 1 ( 22502) 43.55 (cms) (hrs) (mm) 2.78 12.33 49.00 2.79 12.33 49.00 0.55 (1.61 0.55 1.61 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 22501)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 CALIB STANDHYD ( 22102) Area (ha)= 6.74 ID= 1 DT= 5.0 min Total Imp(%)= 20.80 Dir. Conn.(%)= 15.27 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm). TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS (i) 1.40 5.34 2.00 5.08 1.00 2.00 212.00 40.00 0.013 0.250 147,82 5.00 3.43 5.00 0.26 0.42 12.08 118.77 120.77 0.98 59.22 15.00 (ii) 12.13 (ii) 15.00 0.09 0.52 12.17 38.09 120.77 0.32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! **** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 50.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.860 (iii) 12.08 50.40 120.77 0.42 IADD HYD ( 22902)1 1 + 2 = 3 I ID1= 1 ( 22102): + ID2= 2 ( 22103): AREA (ha) 6.74 10.11 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.860 12.08 50.40 0.373 13.00 44.14 ID = 3 ( 22902): 16.85 0.961 12.08 46.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 22902)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 22902): 16.85 0.961 12.08 46.65 + ID2= 2 ( 22502): 43.55 2.792 12.33 49.00 ID = 1 ( 22902): 60.40 3.485 12.25 48.34 IID= 1 DT= 5.0 min I Total Imp(%)= 36.77 Surface Area (ha)- Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.15 2.00 5.00 52.20 0.013 147.82 5.00 0.91 5.00 0.34 0.05 12.08 118.77 120.77 0.98 Dir. Conn.(%)= PERVIOUS (i) 0.26 6.43 2.00 40.00 0.250 69.63 10.00 (ii) 9.07 (ii) 10.00 0.12 0.04 12.08 41.50 120.77 0.34 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 27.47 *TOTALS* 0.081 (iii) 12.08 62.72 120.77 0.52 1 ADD HYD ( 22901)1 1 + 2 = 3 ID1= 1 ( 22101): + ID2= 2 ( 22501): AREA (ha) 0.41 60.40 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.081 12.08 62.72 3.477 12.33 48.34 ID = 3 ( 22901): 60.81 3.499 12.33 48.44 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB I NASHYD ( 31107)1 ID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.372 PEAK FLOW (cms)= 0.212 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 71.389 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.591 0.72 Curve Number (CN)= 83.0 8.13 # of Linear Res.(N)= 3.00 0.07 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. < DATA FOR SECTION ( 1.1) Distance Elevation Manning 21.78 181.10 0.0600 29.52 180.31 33.17 180.22 34.85 180.27 37.72 180.19 42.28 179.95 54.13 179.89 62.68 179.96 69.03 179.92 71.65 179.21 72.04 178.88 72.86 178.71 74.28 178.78 74.99 178.85 75.65 179.17 78.05 179.66 81.05 179.75 89.94 179.89 94.18 180.07 98.43 180.52 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.09 178.81 .883E+01 0.1 0.62 0.18 178.90 .289E+02 0.4 1.07 0.27 178.99 .526E+02 1.0 1.48 0.36 179.08 .784E+02 1.8 1.82 0.45 179.17 .106E+03 2.8 2.10 0.55 179.27 .140E+03 4.2 2.43 0.65 179.36 .180E+03 6.0 2.69 0.74 179.46 .226E+03 8.0 2.88 0.84 179.56 .278E+03 10.5 3.04 0.94 179.65 .338E+03 13.2 3.17 1.03 179.75 .413E+03 16.2 3.17 1.13 179.85 .527E+03 19.8 3.04 1.23 179.94 .724E+03 23.9 2.67 1.32 180.04 .112E+04 31.7 2.30 1.42 180,14 .154E+04 42.4 2.22 1,52 180.23 .199E+04 55.1 2.24 1,61 180.33 .250E+04 69.7 2.26 1.71 180.43 .303E+04 88.2 2.35 1.81 180.52 .358E+04 108.9 2.46 > Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel INFLOW ID= 2 (.22902) OUTFLOW: ID= 1 ( 22501) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 60.40 3.49 12.25 48.34 60.40 3.48 12.33 48.34 TRAV.TIME (min) 2.19 1.26 0.91 0.74 0.64 0.55 0.50 0.47 0.44 0.43 0.42 0.44 0.51 0.59 0,61 0.60 0.60 0.57 0.55 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.50 2.25 0.50 2.25 I CALIB I STANDHYD ( 22101) Area (ha)= 0.41 Unit Hyd Qpeak (cms)= 1.090 PEAK FLOW (cms)= 1.192 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 85.345 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.707 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I DIVERTHYD( 31801)1 I IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 (ems) 0.00 0.03 0.17 0.29 0.35 + Flow 2 + (cms) 0.00 0.00 0.01 0.18 0.37 Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.18 0.00 0.00 0.00 0.47 0.00 0.00 0.00 0.72 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) TOTAL HYD.(ID= 1): 4.79 1.19 12.08 85.35 ID= 2 ( 2) ID= 3 ( 2) ID= 5 ( 2) ID= 6 ( 2) 3.57 1.22 0.00 0.00 0.00 0.58 0.61 0.00 0.00 0.00 12.08 12.08 0.00 0.00 0.00 85.35 85.35 0.00 0.00 0.00 I CALIB I NASHYD ( 31110)1 IID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.467 PEAK FLOW (cms)- 1.290 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 78.047 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.646 4.57 Curve Number (CN)= 84.0 7.75 # of Linear Res.(N)= 3.00 0.12 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 31111) Area (ha)= IID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= 54.38 Curve Number (CN)= 78.0 9.48 # of Linear Res.(N)= 2.00 0.32 CALIB NASHYD ( 31112)1 ID= 1 DT= 5.0 min I Area (ha)= 4.79 Curve Number (CN)= 87.0 Ia (mm)= 6.62 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.17 Unit Hyd Qpeak (cms)= PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)- (hrs). (mm)= 4.370 5.178 (i) 12.250 67.329 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.557 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 31509)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 251.86 0.1000 14.94 250.63 0.1000 26.46 249.95 0.1000 34.36 249.55 0.1000 38.27 248.90 0.1000 46.08 247.54 0.1000 49.05 247.01 0.1000 51.94 246.47 0.1000 56.48 246.25 0.1000 60.94 245.41 0.1000 /0.0350 Main Channel 62.43 245.15 0.0350 Main Channel 64.88 245.34 0.0350 /0.1000 Main Channel 70.41 246.15 0.1000 80.77 245.88 0.1000 96.90 245.73 0.1000 100.12 245.92 0.1000 106.77 246.16 0.1000 113.57 246.43 0.1000 126.60 246.28 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 245.20 .681E+01 0.0 0.70 7.89 0.09 245.25 .272E+02 0.1 1.11 4.97 0.14 245.29 .612E+02 0.3 1.46 3.79 0.19 245.34 .109E+03 0.6 1.77 3.13 0.25 245.40 .190E+03 1.3 2.32 2.39 0.31 245.46 .287E+03 2.4 2.81 1.97 0.37 245.53 .401E+03 3.8 3.18 1.74 0.44 245.59 .529E+03 5.5 3.47 1.60 0.50 245.65 .674E+03 7.5 3.70 1.50 0.56 245.71 .835E+03 9.8 3.89 1.42 0.62 245.78 .105E+04 12.1 3.82 1.45 0.69 245.84 .144E+04 15.1 3.49 1.59 0.75 245.90 .200E+04 19.0 3.16 1.75 0.81 245.96 .268E+04 23.9 2.96 1.87 0.87 246.03 .346E+04 29.6 2.85 1.95 0.93 246.09 .434E+04 36.3 2.78 1.99 1.00 246.15 .532E+04 44.0 2.75 2.02 1.06 246.21 .637E+04 53.3 2.78 1.99 1.12 246.28 .746E+04 63.5 2.83 1.96 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 31111) 54.38 5.18 12.25 67.33 0.42 3.41 OUTFLOW: ID= 1 ( 31509) 54.38 5.19 12.33 67.33 0.42 3.41 1.18 229.41 .218E+04 55.8 3.28 0.65 1.29 229.52 .255E+04 69.5 3.49 0.61 1.39 229.62 .293E+04 84.7 3.70 0.58 1.50 229.73 .334E+04 101.4 3.89 0.55 1.60 229.83 .376E+04 119.8 4.08 0.52 1.70 229.94 .420E+04 139.8 4.26 0.50 1.81 230.04 .466E+04 161.3 4.43 0.48 1.91 230.15 .514E+04 184.3 4.59 0.47 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 31913) 60.17 6.39 12.17 68.51 0.59 1.73 OUTFLOW: ID= 1 ( 31508) 60.17 6.39 12.17 68.51 0.59 1.73 1 ADD HYD ( 31912)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 31107): 0.72 0.212) 12.08) 71.39) + ID2= 2 ( 31508): 60.17 6.391 12.17 68.51 ID = 3 ( 31912): 60.89 6.484 12.17 68.54 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 31507)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 211.23 0.0600 4.55 210.87 0.0600 9.09 210.19 0.0600 15.20 209.23 0.0600 30.70 207.74 0.0600 40.35 208.61 0.0600 55.40 204.94 0.0600 56.10 204.76 0.0600 /0.0350 Main Channel 56.52 204.66 0.0350 Main Channel 59.30 204.49 0.0350 Main Channel 61.10 204.80 0.0350 /0.0800 Main Channel 62.44 205.17 0.0800 70.44 208.93 0.0800 74.44 211.87 0.0800 75.75 212.83 0.0800 79.26 215.59 0.0800 83.41 218.23 0.0800 103.58 217.81 0.0800 113.89 218.06 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.26 204.76 .541E+03 1.3 1.82 6.94 0.97 205.46 .453E+04 27.3 4.56 2.77 1.68 206.17 .110E+05 85.0 5.85 2.16 2.39 206.88 .198E+05 176.9 6.75 1.87 3.10 207.59 .310E+05 307.0 7.49 1.68 1 ADD HYD ( 31913)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 31110): 4.57 1.290) 12.08cms rs) 78.05) + ID2= 2 ( 31509): 54.38 5.193 12.33 67.33 ID = 3 ( 31913): 58.95 5.809 12.17 68.16 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 31913)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. a cms rs mm ID1= 3 ( 31913): 58.95 5.809) 12.17) 68.16) + ID2= 2 ( 31801): 1.22 0.607 12.08 85.35 ID = 1 ( 31913): 60.17 6.392 12.17 68.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 31508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 230.91 0.0600 4.55 230.66 0.0600 6.21 230.50 0.0600 10.45 230.48 0.0600 11.16 230.40 0.0600 16.11 230.40 0.0600 28.84 230.16 0.0600 30.26 230.22 0.0600 30.97 230.21 0.0600 32.38 229.96 0.0600 34.93 228.73 0.0600 /0.0350 Main Channel 35.92 228.23 0.0350 Main Channel 37.33 228.58 0.0350 /0.0600 Main Channel 47.25 228.66 0.0600 47.94 228.73 0.0600 50.09 228.76 0.0600 52.22 228.69 0.0600 64.28 229.78 0.0600 68.01 230.15 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 228.32 .287E+01 0.0 0.79 2.71 0.17 228.41 .115E+02 0.1 1.25 1.71 0.26 228.49 .258E+02 0.3 1.64 1.30 0.34 228.58 .459E+02 0.7 1.99 1.07 0.45 228.68 .154E+03 1.9 1.57 1.36 0.55 228.79 .363E+03 4.6 1.62 1.31 0.66 228.89 .619E+03 9.4 1.94 1.10 0.76 229.00 .894E+03 15.7 2.25 0.95 0.87 229.10 .119E+04 23.6 2.54 0.84 0.97 229.21 .150E+04 32.9 2.80 0.76 1.08 229.31 .183E+04 43.6 3.05 0.70 3.81 208.30 .471E+05 455.3 4.52 209.01 .727E+05 716.2 5.23 209.72 .103E+06 1094.3 5.94 210.43 .136E+06 1566.1 6.65 211.14 .173E+06 2108.8 7.35 211.85 .213E+06 2828.6 8.06 212.56 .253E+06 3661.8 8.77 213.27 .293E+06 4589.0 9.48 213.98 .335E+06 5606.1 10.19 214.68 .376E+06 6709.8 10.90 215.39 .418E+06 7897.8 11.61 216.10 .461E+06 9164.4 12.32 216.81 .504E+06 10511.4 13.03 217.52 .548E+06 11938.7 7.31 7.45 8.03 8.69 9.22 10.07 10.96 11.83 12.67 13.49 14.28 15.03 15.76 16.47 1.72 1.69 1.57 1.45 1.37 1.25 1.15 1.07 0.99 0.93 0.88 0.84 0.80 0.77 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 31912) 60.89 6.48 12.17 68.54 0.40 2.06 OUTFLOW: ID= 1 ( 31507) 60.89 6.04 12.33 68.54 0.39 2.04 CALIB NASITYD ( 31113) Area (ha)= 8.72 Curve Number (CN)= 86.0 1IO= 1 DT= 5.0 min Ia (mm)= 5.14 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.23 Unit Hyd Qpeak (cros)= 1.441 PEAK FLOW (cros)= 1.791 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)- 85.076 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.704 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTEPIPE( 31603)1 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)= 900.00 Length (m)= 340.99 Slope (m/m)= 0.006 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 986.45 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.79 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.05 .526E+01 0.0 0.62 9.13 0.10 .146E+02 0.0 0.97 5.85 0.16 .264E+02 0.1 1.25 4.54 0.21 .399E+02 0.2 1.49 3.82 0.26 .548E+02 0.3 1.69 3.36 0.31 .706E+02 0.4 1.87 3.04 0.36 .872E+02 0.5 2.03 2.80 0.42 .104E+03 0.7 2.17 2.62 0.47 .122E+03 0.8 2.29 2.48 0.52 .139E+03 1.0 0.57 .156E+03 1.1 0.62 .173E+03 1.3 0.67 .190E+03 1.5 0.73 .206E+03 1.6 0.78 .221E+03 1.7 0.83 .234E+03 1.8 0.88 .246E+03 1.9 0.93 .255E+03 1.9 0.99 .261E+03 1.8 INFLOW : ID= 2 ( 31113) OUTFLOW: ID= 1 ( 31603) AREA (ha) 8.72 8.72 2.40 2.48 2.56 2.61 2.65 2.67 2.67 2.64 2.57 2.37 2.29 2.22 2.18 2.14 2.13 2.13 2.15 2.21 2.35 2.42 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 1.79 12.17 85.08 0.81 2.67 1.75 12.17 85.08 0.79 2.67 ROUTEPIPE( 31606)1 IN= 2---> OUT= 1 DT= 5.0 min **** WARNING: PIPE Number = 1.00 Diameter (mm)= 450.00 Length (m)= 220.21 Slope (m/m)= 0.025 Manning n = 0.013 MINIMUM PIPE SIZE REQUIRED = 495.94 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.58 (cms) DEPTH (m) (cu.m.) 0.03 .858E+00 0.05 .239E+01 0.08 .431E+01 0.10 .652E+01 0.13 .894E+01 0.16 .115E+02 0.18 .142E+02 0.21 .170E+02 0.23 .198E+02 0.26 .227E+02 0.29 .255E+02 0.31 .283E+02 0.34 .310E+02 0.37 .336E+02 0.39 .360E+02 0.42 .382E+02 0.44 .402E+02 0.47 .417E+02 0.50 .425E+02 INFLOW : ID= 2 ( 31801) OUTFLOW: ID= 1 ( 31606) TRAVEL TIME TABLE > VOLUME FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) min 0.0 0.80 4.57 0.0 1.25 2.93 0.0 1.61 2.27 0.1 1.92 1.91 0.1 2.18 1.68 0.1 2.42 1.52 0.2 2.62 1.40 0.2 2.80 1.31 0.3 2.96 1.24 0.3 3.09 1.19 0.4 3.21 1.14 0.4 3.30 1.11 0.5 3.37 1.09 0.5 3.42 1.07 0.6 3.45 1.06 0.6 3.45 1.07 0.6 3.41 1.08 0.6 3.32 1.11 0.6 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V, MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 3.57 0.58 12.08 85.35 0.41 3.45 3.57 0.58 12.17 85.35 0.41 3.45 CALIB STANDHYD ( 31109) Area (ha)= 4.01 INFLOW : ID= 2 ( 31109) OUTFLOW: ID= 1 ( 31605) AREA (ha) 4.01 4.01 QPEAK (cms) 1.19 1.14 TPEAK R.V. (hrs) (mm) 12.08 91.66 12.08 91.65 MAX DEPTH MAX VEL 0.99 (1.18 0.95 1.18 CALIB STANDHYD ( 31108) Area (ha)= 1.20 ID= 1 DT= 5.0 min 1 Total Imp(%)= 22.94 Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.28 2.00 2.00 89.47 0.013 147.82 5.00 1.66 5.00 0.32 0,10 12.08 118.77 120.77 0.98 Dir. Conn.(%)= 20.26 PERVIOUS (i) 0.93 7.28 2.00 40.00 0.250 126.06 10.00 (ii) 8.09 (ii) 10.00 0.13 0.25 12.08 82.36 120.77 0.68 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.353 (iii) 12.08 89.73 120.77 0.74 1 ADD HYD ( 31910)1 1 1+ 2= 3 1 ID1= 1 ( 31108): 1.20 0.353 + ID2= 2 ( 31605): 4.01 1.144 --------------- ID = 3 ( 31910): 5.21 1.497 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 12.08 89.73 12.08 91.65 12.08 91.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD 2 HYD ( 31910)1 = 1 AREA QPEAK TPEAK (ha) (cms) (hrs) ID1= 3 ( 31910): 5.21 1.497 12.08 + ID2= 2 ( 31606): 3.57 0.584 12.17 ID = 1 ( 31910): 8.78 2.051 12.08 88.83 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. R.V. (mm) 91.21 85.35 1ID= 1 DT= 5.0 min 1 Total Imp(%)= 23.63 Dir. Conn.(%)= 20.99 Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.95 2.00 3.16 163.45 0.013 147.82 5.00 2.08 5.00 0.31 0.35 12.08 118.77 120.77 0.98 PERVIOUS (i) 3.06 6.95 2.00 40.00 0.250 128.62 10.00 (ii) 8.46 (ii) 10.00 0.12 0.84 12.08 84.45 120.77 0.70 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 86.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.188 (iii) 12.08 91.66 120.77 0.76 ROUTEPIPE( 31605)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 750.00 DT= 5.0 min I Length (m)= 97.34 Slope (m/m)= 0.003 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1210.60 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.19 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.06 .226E+01 0.0 0.27 0.13 .629E+01 0.0 0.43 0.19 .114E+02 0.1 0.55 0.25 .172E+02 0.1 0.65 0.32 .235E+02 0.2 0.75 0.38 .304E+02 0.3 0.82 0.45 .375E+02 0.3 0.89 0.51 .448E+02 0.4 0.96 0.57 .523E+02 0.5 1.01 0.64 .598E+02 0.6 1.06 0.70 .672E+02 0.8 1.09 0.76 .746E+02 0.9 1.13 0.83 .817E+02 1.0 1.15 0.89 .885E+02 1.1 1.17 0.96 .949E+02 1.1 1.18 1.02 .101E+03 1.2 1.18 1.08 .106E+03 1.3 1.16 1.15 .110E+03 1.3 1.13 1.21 .112E+03 1.2 1.03 <---- hydrograph > TRAV.TIME min 5.91 3.79 2.95 2.48 2.18 1.97 1.81 1.70 1.61 1.54 1.48 1.44 1.41 1.39 1.38 1.38 1.39 1.43 1.57 ----> <-pipe / channel-> ROUTEPIPE( 31604)1 IN= 2---> OUT= 1 DT= 5.0 min I PIPE Number = 1.00 Diameter (mm)= 750.00 Length (m)= 455.82 Slope (m/m)= 0.008 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 983.43 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.05 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.05 .698E+01 0.0 0.72 0.10 .194E+02 0.0 1.12 0.16 .351E+02 0.1 1.44 0.21 .530E+02 0.2 1.71 0.26 .728E+02 0.3 1.95 0.31 .938E+02 0.4 2.16 0.36 .116E+03 0.6 2.34 0.41 .138E+03 0.8 2.50 0.47 .162E+03 0.9 2.64 0.52 .185E+03 1.1 2.76 0.57 .208E+03 1.3 2.86 0.62 .230E+03 1.5 2.95 0.67 .252E+03 1.7 3.01 0.72 .273E+03 1.8 3.05 0.78 .293E+03 2.0 3.08 0.83 .311E+03 2.1 3.08 0.88 .327E+03 2.2 3.04 0.93 .339E+03 2.2 2.96 0.98 .346E+03 2.1 2.70 INFLOW : ID= 2 ( 31910) OUTFLOW: ID= 1 ( 31604) <---- hydrograph AREA QPEAK TPEAK (ha) (cms) (hrs) 8.78 2.05 12.08 8.78 1.93 12.17 TRAV.TIME min 10.59 6.79 5.27 4.43 3.90 3.52 3.25 3.04 2.88 2.75 2.65 2.58 2.52 2.49 2.47 2.47 2.50 2.56 2.81 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 88.83 0.81 3.08 88.82 0.76 3.07 1 ADD HYD ( 31909)1 1 1+ 2= 3 1 AREA QPEAK TPEAK R.V.. (ha) (cms) (hrs) (mm) 101= 1 ( 31603): 8.72 1.746 12.17 85.08 + ID2= 2 ( 31604): 8.78 1.929 12.17 88.82 ID = 3 ( 31909): 17.49 3.675 12.17 86.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 31602)1 IN= 2---> OUT= 1 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)=1200.00 Length (m)= 340.78 Slope (m/m)= 0.063 Manning n = 0.013 < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) 0.06 .777E+01 0.13 .216E+02 0.19 .390E+02 0.25 .590E+02 0.32 .810E+02 0.38 .104E+03 0.44 .129E+03 0.51 .154E+03 0.57 .180E+03 0.63 .206E+03 0.69 .231E+03 0.76 .257E+03 0.82 .281E+03 0.88 .304E+03 0.95 .326E+03 1.01 .346E+03 1.07 .364E+03 1.14 .378E+03 1.20 .385E+03 INFLOW : ID= OUTFLOW: ID- (cms) 0.1 0.2 0.5 1.0 1.5 2.1 2.8 3.6 4.5 5.3 6.2 7.1 8.0 8.7 9.4 10.0 10.4 10.5 9.8 (m/s) 2.30 3.59 4.62 5.49 6.25 6.91 7.50 8.01 8.46 8.84 9.17 9.44 9.65 9.79 9.86 9.86 9.75 9.50 8.66 min 2.47 1.58 1.23 1.03 0.91 0.82 0.76 0.71 0.67 0.64 0.62 0.60 0.59 0.58 0.58 0.58 0.58 0.60 0.66 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 2 ( 31909) 17.49 3.68 12.17 86.96 0.51 8.04 1 ( 31602) 17.49 3.70 12.17 86.95 0.51 8.05 CALIB NASHYD ( 31106) ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= 10.49 Curve Number (CN)= 80.0 5.95 # of Linear Res.(N)= 3.00 0.38 Unit Hyd Qpeak (cms)= 1.065 PEAK FLOW (cms)- 1.317 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 73.921 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.612 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 31105)1 ID= 1 DT= 5.0 min Area (ha)- Ia U.K. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.597 PEAK FLOW (cms)- 0.301 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 33.931 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.281 4.94 Curve Number (CN)= 49.0 7.56 # of Linear Res.(N)= 3.00 0.32 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. + ID2= 2 ( 31401): 32.92 5.121 12.17 74.85 ID = 3 ( 31907): 38.72 5.497 12.17 72.84 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 31907)1 3 + 2 = 1 ID1= 3 ( 31907): + ID2= 2 ( 31507): AREA (ha) 38.72 60.89 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.497 12.17 72.84 6.036 12.33 68.54 ID = 1 ( 31907): 99.62 11.219 12.25 70.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 31506)1I IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) Distance Elevation Manning 27.84 187.19 0.0600 32.85 186.92 0.0600 40.39 186.49 0.0600 43.99 186.46 0.0600 49.01 186.49 0.0600 50.91 186.24 0.0600 51.68 186.05 0.0600 51.75 186.01 0.0600 /0.0350 53.19 185.52 0.0350 54.21 185.70 0.0350 54.85 186.01 0.0350 /0.0800 56.22 186.36 0.0800 61.03 186.14 0.0800 67.49 186.27 0.0800 70.34 187.40 0.0800 73.54 187.66 0.0800 75.30 187.58 0.0800 78.99 188.12 0.0800 84.29 188.59 0.0800 89.93 190.03 0.0800 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 185.60 .245E+01 0.0 0.49 2.83 0.16 185.69 .980E+01 0.1 0.79 1.78 0.25 185.77 .213E+02 0.3 1.09 1.29 0.33 185.85 .357E+02 0.6 1.34 1.04 0.41 185.93 .528E+02 1.0 1.56 0.90 0.49 186.01 .728E+02 1.5 1.75 0.80 0.58 186.10 .985E+02 2.4 2.07 0.68 0.67 186.19 .140E+03 3.5 2.13 0.66 0.76 186.28 .230E+03 5.1 1.85 0.76 0.85 186.37 .356E+03 7.3 1.71 0.82 0.94 186.47 .496E+03 10.0 1.70 0.82 1.03 186.56 .701E+03 13.8 1.65 0.85 1.12 186.65 .927E+03 18.7 1.69 0.83 1.21 186.74 .117E+04 24.5 1.76 0.79 1.31 186.83 .142E+04 31.2 1.84 0.76 1.40 186.92 .169E+04 38.8 1.93 0.72 1 ADD HYD ( 31908)1 1 1+ 2= 3 I ID1= 1 ( 31105): + ID2= 2 ( 31106): AREA (ha) 4.94 10.49 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.301 12.25 33.93 1.317 12.33 73.92 ID = 3 ( 31908): 15.43 1.612 12.33 61.11 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 31908) ID1= 3 ( 31908): + 102= 2 ( 31602): AREA (ha) 15.43 17.49 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.612 12.33 61.11 3.704 12.17 86.95 ID = 1 ( 31908): 32.92 5.121 12.17 74.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 31401)1 IN= 2---> OUT= 1 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW (cms) 0.0000 INFLOW : ID= 2 ( 31908) OUTFLOW: ID= 1 ( 31401) STORAGE (ha.m.) 0.0000 AREA (ha) 32.922 32.922 OUTFLOW (cms) 10.0000 QPEAK TPEAK (cms) (hrs) 5.121 12.17 5.121 12.17 STORAGE (ha.m.) 0.0000 R.V. (mm) 74.85 74.85 PEAK FLOW REDUCTION [Qout/Qin](%)=100.00 TIME SHIFT OF PEAK FLOW (min)= 0.00 MAXIMUM STORAGE USED (ha.m.)= 0.0000 MAXIMUM STORAGE USED (cu.m.)= 0.000259 CALIB NASHYD ( 31104) 1IC= 1 DT= 5.0 min Area (ha)= 5.80 Curve Number (CN)= 72.0 Ia (mm)= 6.32 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.47 Unit Hyd Qpeak (cms)- 0.473 PEAK FLOW (cms)= 0.507 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 61.430 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.509 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 31907)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (ems) (hrs) (mm) ID1= 1 ( 31104): 5.80 0.507 12.42 61.43 1.49 187.01 1.58 187.10 1.67 187.19 INFLOW : ID= 2 OUTFLOW: ID= 1 .197E+04 .227E+04 .258E+04 31907) 31506) AREA (ha) 99.62 99.62 47.3 56.8 67.2 2.02 2.11 2.19 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 11.22 12.25 70.21 11.21 12.25 70.21 0.69 0.66 0.64 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.97 1.68 0.97 1.68 CALIB NASHYD ( 31114) 1IC= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.326 PEAK FLOW (cms)= 0.194 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 47.387 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.392 1.54 Curve Number (CN)= 61.0 6.01 # of Linear Res.(N)= 3.00 0.18 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 31115) Area (ha) - ID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.659 PEAK FLOW (cms)- 0.442 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 47.309 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.392 4.36 Curve Number (CN)= 61.0 6.27 # of Linear Res.(N)= 3.00 0.25 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 31117) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 15.10 Curve Number (CN)= 79.0 9.85 # of Linear Res.(N)= 2.00 0.20 Unit Hyd Qpeak (cms)= 1.931 PEAK FLOW (cms)- 2.083 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 67.993 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.563 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. RUNOFF COEFFICIENT = 0.98 0.54 0.69 ROUTEPIPE( 31601)1 PIPE Number = 1.00 IN= 2---> OUT= 1 1 Diameter (mm)= 450.00 DT= 5.0 min 1 Length (m)= 593.77 Slope (m/m)= 0.058 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 594.40 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.08 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.03 .332E+01 0.0 2.00 0.06 .925E+01 0.0 3.11 0.09 .167E+02 0.1 4.01 0.13 .252E+02 0.2 4.76 0.16 .346E+02 0.3 5.42 0.19 .446E+02 0.5 6.00 0.22 .551E+02 0.6 6.50 0.25 .659E+02 0.8 6.95 0.28 .769E+02 0.9 7.34 0.31 .879E+02 1.1 7.67 0.34 .989E+02 1.3 7.96 0.38 .110E+03 1.5 8.19 0.41 .120E+03 1.7 8.37 0.44 .130E+03 1.9 8.49 0.47 .140E+03 2.0 8.56 0.50 .148E+03 2.1 8.55 0.53 .156E+03 2.2 8.46 0.56 .161E+03 2.2 8.24 0.59 .165E+03 2.1 INFLOW : ID= 2 ( 31117) OUTFLOW: ID= 1 ( 31601) TRAV.TIME min 4.96 3.18 2.47 2.08 1.83 1.65 1.52 1.42 1.35 1.29 1.24 1.21 1.18 1.17 1.16 1.16 1.17 1.20 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 15.10 2.08 12.17 67.99 0.49 8.55 15.10 2.11 12.17 67.99 0.50 8.55 CALIB STANDHYD ( 31116) Area (ha)= 2.88 ID= 1 DT= 5.0 min 1 Total Imp(%)= 34.29 Dir. Conn.(%)= 33.14 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= IMPERVIOUS PERVIOUS (i) 0.99 1.89 2.00 5.99 6.80 2.00 138.49 40.00 0.013 0.250 147.82 5.00 1.49 5.00 0.33 0.39 12.08 118.77 120.77 98.34 10.00 (ii) 8.60 (ii) 10.00 0.12 0.38 12.08 65.14 120.77 *TOTALS* 0.776 (iii) 12.08 82.91 120.77 IADD HYD ( 31905)1 1 + 2 = 3 I ID1= 1 ( 31115): + ID2= 2 ( 31505): AREA (ha) 4.36 17.98 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.442 12.17 47.31 2.613 12.17 70.38 ID = 3 ( 31905): 22.34 3.055 12.17 65.88 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 31504)1 IN= 2---> OUT= 1 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 10.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .346E+01 0.0 0.93 0.20 0.20 .138E+02 0.2 1.48 0.30 0.30 .312E+02 0.7 1.94 0.40 0.40 .554E+02 1.5 2.35 0.50 0.50 .865E+02 2.7 2.72 0.60 0.60 .125E+03 4.4 3.07 0.70 0.70 .170E+03 6.7 3.41 0.80 0.80 .222E+03 9.5 3.72 0.90 0.90 .280E+03 13.1 4.03 1.00 1.00 .346E+03 17.3 4.32 1.11 1.11 .430E+03 24.2 4.87 1.22 1.22 .526E+03 32.1 5.28 1.33 1.33 .635E+03 41.0 5.59 1.44 1.44 .756E+03 50.9 5.83 1.56 1.56 .891E+03 62.0 6.02 1.67 1.67 .104E+04 74.1 6.17 1.78 1.78 .120E+04 87.3 6.30 1.89 1.89 .137E+04 101.6 6.41 2.00 2.00 .156E+04 117.0 6.50 INFLOW : ID= 2 ( 31905) OUTFLOW: ID= 1 ( 31504) TRAV.TIME (min) 1.55 0.98 0.74 0.61 0.53 0.47 0.42 0.39 0.36 0.33 0.30 0.27 0.26 0.25 0.24 0.23 0.23 0.23 0.22 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 22.34 3.05 12.17 65.88 0.52 2.78 22.34 3.07 12.17 65.88 0.52 2.79 ADD HYD ( 31904)1 1 + 2 = 3 AREA QPEAK (ha) (cms) TPEAK R.V. (hrs) (mm) ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 74.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADDD HYD ( 31906) ID1= 1 ( 31116): + ID2= 2 ( 31601): AREA (ha) 2.88 15.10 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.776 12.08 82.91 2.113 12.17 67.99 ID = 3 ( 31906): 17.98 2.650 12.08 70.38 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 31505)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 6.00 10.00 14.00 20.00 1.00 0.1000 /0.0350 0.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 0.10 .340E+01 0.0 0.20 0.20 .136E+02 0.0 0.30 0.30 .306E+02 0.1 0.40 0.40 .545E+02 0.3 0.50 0.50 .851E+02 0.6 0.60 0.60 .123E+03 0.9 0.70 0.70 .167E+03 1.4 0.80 0.80 .218E+03 1.9 0.90 0,90 .276E+03 2.7 1.00 1.00 .340E+03 3.5 1.11 1.11 .422E+03 4.9 1.22 1.22 .517E+03 6.5 1.33 1.33 .624E+03 8.4 1.44 1.44 .744E+03 10.4 1.56 1.56 .876E+03 12.6 1.67 1.67 .102E+04 15.1 1.78 1.78 .118E+04 17.8 1.89 1.89 .135E+04 20.7 2.00 2.00 .153E+04 23.9 INFLOW : ID= 2 OUTFLOW: ID= 1 Main Channel Main Channel Main Channel VELOCITY (m/s) 0.19 0.30 0.40 0.48 0.56 0.63 0.70 0.76 0.82 0.88 0.99 1.08 1.14 1.19 1.23 1.26 1.29 1.31 1.33 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ( 31906) 17.98 2.65 12.08 70.38 ( 31505) 17.98 2.61 12.17 70.38 TRAV.TIME (min) 7.47 4.70 3.59 2.96 2.55 2.26 2.04 1.87 1,73 1.61 1.43 1.32 1.24 1.19 1.16 1.13 1.10 1.08 1.07 <-pipe / channel-> MAX DEPTH MAX VEL 0.90 (0 82 0.89 0.82 ID1= 1 ( 31114): + ID2= 2 ( 31504): 1.54 0.194 22.34 3.072 12.17 12.17 47.39 65.88 ID = 3 ( 31904): 23.89 3.267 12.17 64.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 31503)1I IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 10.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .392E+01 0.0 0.48 0.20 0.20 .157E+02 0.1 0.76 0.30 0.30 .352E+02 0.4 1.00 0.40 0.40 .627E+02 0.8 1.21 0.50 0.50 .979E+02 1.4 1.40 0.60 0.60 .141E+03 2.3 1.58 0.70 0.70 .192E+03 3.4 1.75 0.80 0.80 .251E+03 4.9 1.92 0.90 0.90 .317E+03 6.7 2.07 1.00 1.00 .392E+03 8.9 2.22 1.11 1.11 .486E+03 12.4 2.51 1.22 1.22 .595E+03 16.5 2.72 1.33 1.33 .718E+03 21.1 2.88 1.44 1.44 .856E+03 26.2 3.00 1.56 1.56 .101E+04 31.9 3.10 1.67 1.67 .117E+04 38.1 3.18 1.78 1.78 .136E+04 44.9 3.24 1.89 1.89 .155E+04 52.3 3.30 2.00 2.00 .176E+04 60.2 3.35 Main Channel Main Channel Main Channel AREA (ha) INFLOW : ID= 2 (. 31904) 23.89 OUTFLOW: ID= 1 ( 31503) 23.89 TRAV.TIME (min) 3.41 2.15 1.64 1.35 1.16 1.03 0.93 0.85 0.79 0.73 0.65 0.60 0.57 0.54 0.53 0.51 0.50 0.49 0.49 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 3.27 12.17 64.68 0.69 1.73 3.29 12.17 64.68 0.69 1.73 1 CALIB 1 NASHYD ( 31103) Area (ha)= 1.06 curve Number (CN) 63.0 110= 1 DT= 5.0 min Ia (mm)= 4.68 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.22 Unit Hyd Qpeak (cms)= 0.188 PEAK FLOW (cms)- 0.131 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 50.729 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.420 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD 2 HYD ( 31903)= 3 1 ID1= 1 ( 31103): + ID2= 2 ( 31503): AREA (ha) 1.06 23.89 QPEAK TPEAK (cms) (hrs) 0.131 12.17 3.290 12.17 R.V. (mm) 50.73 64.68 ID = 3 ( 31903): 24.95 3.421 12.17 64.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 31903)1 3 + 2 = 1 AREA QPEAK TPEAK cms rs ID1= 3 ( 31903): 24.95 3.421) 12.17) + 1D2= 2 ( 31506): 99.62 11.214 12.25 R.V. (mm) 64.09 70.21 ID = 1 ( 31903): 124.56 14.359 12.25 68.99 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 31502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA Distance 0.00 11.96 20.69 37.44 45.06 54.04 59.59 59.76 61.14 62.99 64.09 65.22 68.57 83.60 89.90 98.21 104.26 114.26 FOR SECTION Elevation 182.94 182.77 182.74 182.68 182.69 182.33 180.67 180.56 180.06 180.18 180.56 181.02 181.97 181.98 181.89 181.90 181.78 181.98 1.1) Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 180.16 .213E+01 0.0 0.31 1.22 0.20 180.26 .741E+01 0.2 0.56 0.67 0.30 180.36 .140E+02 0.5 0.75 0.50 0.40 180.46 .218E+02 0.9 0.90 0.42 0.50 180.56 .309E+02 1.4 1.04 0.36 0.60 180.66 .413E+02 2.3 1.23 0.30 0.70 180.76 .528E+02 3.3 1.39 0.27 0.80 180.87 .657E+02 4.4 1.52 0.25 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 31501)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA Distance 0.00 11.96 20.69 37.44 45.06 54.04 59.59 59.76 61.14 62.99 64.09 65.22 68.57 83.60 89.90 98.21 104.26 114.26 FOR SECTION Elevation 182.94 182.77 182.74 182.68 182.69 182.33 180.67 180.56 180.06 180.18 180.56 181.02 181.97 181.98 181.89 181.90 181.78 181.98 ( 1.1) Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 TRAVEL TIME TABLE Main Main Main Main Channel Channel Channel Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 180.16 .222E+02 0.1 0.62 0.20 180.26 .774E+02 0.4 1.13 0.30 180.36 .146E+03 0.9 1.51 0.40 180.46 .228E+03 1.8 1.82 0.50 180.56 .323E+03 2.9 2.09 0.60 180.66 .431E+03 4.6 2.49 0.70 180.76 .552E+03 6.6 2.80 0.80 180.87 .686E+03 8.9 3.06 0.90 180.97 .835E+03 11.5 3.26 1.01 181.07 .998E+03 14.5 3.42 1.11 181.17 .118E+04 17.8 3.56 1.21 181.27 .137E+04 21.4 3.67 1.31 181.37 .159E+04 25.3 3.76 1.41 181.47 .181E+04 29.6 3.84 1.51 181.58 .206E+04 34.2 3.91 1.61 181.68 .232E+04 39.1 3.97 1.72 181.78 .260E+04 44.4 4.03 1.82 181.88 .302E+04 49.0 3.83 1.92 181.98 .393E+04 55.0 3.30 INFLOW : ID= 2 ( 31902) OUTFLOW: ID= 1 ( 31501) TRAV.TIME (min) 6.35 3.47 2.60 2.16 1.88 1.58 1.40 1.29 1.21 1.15 1.10 1.07 1.04 1.02 1.00 0.99 0.98 1.03 1.19 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 126.61 14.59 12.25 68.97 1.01 3.43 126.61 14.65 12.25 68.97 1.01 3.43 0.90 180.97 .799E+02 5.7 1.62 0.23 1.01 181.07 .955E+02 7.2 1.70 0.22 1.11 181.17 .113E+03 8.8 1.77 0.21 1.21 181.27 .131E+03 10.6 1.82 0.21 1.31 181.37 .152E+03 12.5 1.87 0.20 1.41 181.47 .174E+03 14.7 1.91 0.20 1.51 181.58 .197E+03 17.0 1.94 0.19 1.61 181.68 .222E+03 19.4 1.97 0.19 1.72 181.78 .249E+03 22.1 2.00 0.19 1.82 181.88 .289E+03 24.3 1.90 0.20 1.92 181.98 .376E+03 27.3 1.64 0.23 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 31903) 124.56 14.36 12.25 68.99 1.40 1.90 OUTFLOW: ID= 1 ( 31502) 124.56 14.37 12.25 68.99 1.40 1.90 CALIB 1 STANDHYD ( 31102) Area SID= 1 DT= 5.0 min Total Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%)= (m)= Max.Eff.inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 2.05 Imp(%)= 24.96 Dir. Conn.(%) = 24.96 IMPERVIOUS PERVIOUS (i) 0.51 1.54 2.00 6.40 1.00 2.00 116.96 40.00 0.013 0.250 147.82 5.00 2.40 5.00 0.30 0.21 12.08 118.77 120.77 0.98 75.21 15.00 (ii) 10.31 (ii) 15.00 0.09 0.21 12.17 50.85 120.77 0.42 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 64.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.388 (iii) 12.08 67.80 120.77 0.56 1 ADD HYD ( 31902)1 1 + 2 = 3 ID1= 1 ( 31102): + 1D2= 2 ( 31502): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2.05 0.388 12.08 67.80 124.56 14.372 12.25 68.99 ID = 3 ( 31902): 126.61 14.592 12.25 68.97 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (90= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.74 2.00 2.80 138.53 0.013 147.82 5.00 1.95 5.00 0.31 0.27 12.08 118.77 120.77 0.98 PERVIOUS 2.14 10.12 2.00 40.00 0.250 (i) 56.59 15.00 (ii) 10.81 (ii) 15.00 0.09 0.21 12.17 36.72 120.77 0.30 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.0 is = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.440 (iii) 12.08 55.12 120.77 0.46 1 ADD +HYD 2 (= 3 31901) 1 AREA QPEAK TPEAK R.V. a) cms rs mm ID1= 1 ( 31101): 2.88 0.440) 12.08) 55.12) + ID2= 2 ( 31501): 126.61 14.646 12.25 68.97 ---------------------------------------------------- ID = 3 ( 31901): 129.49 14.876 12.25 68.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB 1 NASHYD ( 6105) Area (ha)= 13.71 Curve Number (CN)= 60.0 I1D= 1 DT= 5.0 min Ia (mm)= 7.24 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.70 Unit Hyd Qpeak (cms)= 0.749 PEAK FLOW (cms)- 0.644 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 45.566 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.377 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 31101)1 Area (ha)= 2.88 ID= 1 DT= 5.0 min Total Imp(%)= 25.62 Dir. Conn.(%)= 22.43 CALIB NASITYD ( 6106) Area (ha)= 23.18 Curve Number (CN)= 65.0 !ID= 1 DT= 5.0 min is (mm)= 7.23 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= 1.196 PEAK FLOW (cms)= 1.196 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 51.501 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.426 6.00 1.00 9.00 0.00 11.00 0.00 14.00 1.00 20.00 2.00 0.1000 /0.0350 Main Channel 0.0350 Main Channel 0.0350 Main Channel 0.0350 /0.1000 Main Channel 0.1000 < TRAVEL TIME TABLE > (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 6107) Area (ha)= 10.56 ID= 1 DT= 5.0 min Total Imp(%)= 21.80 Dir. Conn.(%)= 19.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.30 8.26 Dep. Storage (mm)= 2.00 6.69 Average Slope (%)= 1.00 2.00 Length (m)= 265.33 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (m) - TOTAL RAINFALL (m) - RUNOFF COEFFICIENT = 147.82 5.00 3.92 5.00 0.24 0.81 12.08 118.77 120.77 0.98 114.44 15.00 (ii) 10.61 (ii) 15.00 0.09 1.72 12.17 74.41 120.77 0.62 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN. PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.328 (iii) 12.08 82.84 120.77 0.69 ADD HYD ( 6935)1 1 + 2 = 3 ID1= 1 ( 6107): + ID2= 2 ( 6802): AREA (ha) 10.56 0.55 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.328 12.08 82.84 0.523 12.08 87.64 ID = 3 ( 6935): 11.11 2.851 12.08 83.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6532)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation 0.00 2.00 Manning 0.1000 55.72 185.45 0.0350 77.83 186.10 0.1000 82.05 185.68 0.1000 84.78 186.01 0.1000 94.68 185.81 0.1000 98.90 187.04 0.1000 103.11 186.26 0.1000 123.11 186.55 0.1000 128.32 187.48 0.1000 134.66 186.90 0.1000 138.82 187.01 0.1000 TRAVEL TIME TABLE Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.25 184.50 .299E+02 0.2 1.08 2.00 0.50 184.75 .120E+03 1.6 1.71 1.26 0.89 185.14 .406E+03 7.6 2.42 0.89 1.28 185.54 .903E+03 17.7 2.54 0.85 1.68 185.93 .208E+04 39.5 2.46 0.88 2.07 186.32 .462E+04 102.8 2.88 0.75 2.46 186.71 .820E+04 208.7 3.29 0.66 2.85 187.11 .124E+05 351.6 3.66 0.59 3.25 187.50 .172E+05 533.8 4.02 0.54 3.64 187.89 .221E+05 757.1 4.43 0.49 4.03 188.28 .271E+05 1012.9 4.84 0.45 4.42 188.68 .321E+05 1299.4 5.24 0.41 4.82 189.07 .371E+05 1615.1 5.63 0.38 5.21 189.46 .422E+05 1958.7 6.01 0.36 5.60 189.85 .472E+05 2329.4 6.38 0.34 5.99 190.25 .524E+05 2724.0 6.73 0.32 6.39 190.64 .575E+05 3143.3 7.07 0.31 6.78 191.03 .628E+05 3585.0 7.38 0.29 7.17 191.42 .682E+05 4042.4 7.67 0.28 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 6934) 34.29 2.34 12.17 61.72 0.55 1.78 ID= 1 ( 6505) 34.29 2.34 12.25 61.72 0.55 1.78 1 ADD HYD ( 6904)1 1 + 2 = 3 I ID1= 1 ( 6105): + ID2= 2 ( 6505): AREA (ha) 13.71 34.29 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.644 12.75 45.57 2.337 12.25 61.72 ID = 3 ( 6904): 48.00 2.752 12.25 57.10 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .118E+03 0.0 0.11 0.20 0.20 .268E+03 0.1 0.17 0.30 0.30 .448E+03 0.2 0.21 0.40 0.40 .659E+03 0.3 0.24 0.50 0.50 .901E+03 0.5 0.27 0.60 0.60 .117E+04 0.7 0.30 0.70 0.70 .148E+04 0.9 0.33 0.80 0.80 .181E+04 1.2 0.35 0.90 0.90 .218E+04 1.6 0.38 1.00 1,00 .257E+04 2.0 0.40 1.11 1.11 .307E+04 2.6 0.44 1.22 1.22 .364E+04 3.3 0.47 1.33 1.33 .429E+04 4.1 0.50 1.44 1.44 .502E+04 5.0 0.51 1.56 1.56 .582E+04 6.0 0.53 1.67 1.67 .669E+04 7.0 0.54 1.78 1.78 .765E+04 8.1 0.55 1.89 1.89 .868E+04 9.3 0.55 2.00 2.00 .978E+04 10.6 0.56 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6935) 11.11 2.85 12.08 83.07 6532) 11.11 1.77 12.17 83.03 TRAV.TIME (min) 77.25 51.77 41.34 35.32 31.29 28.33 26.04 24.19 22.66 21.37 19.38 18.14 17.30 16.72 16.29 15.97 15.73 15.53 15.37 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.14 0.45 0.94 0.39 1 ADD +YD2 ( 6934)1 ID1= 1 ( 6106): + ID2= 2 ( 6532): AREA (ha) 23.18 11.11 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.196 12.75 51.50 1.766 12.17 83.03 ID = 3 ( 6934): 34.29 2.343 12.17 61.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 6505)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 29.27 190.01 0.1000 31.55 191.35 0.1000 33.65 191.42 0.1000 36.80 190.84 0.1000 45.16 185.43 0.1000 47.73 184.75 0.1000 /0.0350 49.93 184.25 0.0350 51.43 184.75 0.0350 Main Channel Main Channel Main Channel PEAK FLOW (cms)- 0.225 (i) TIME TO PEAK (hrs)= 13.833 RUNOFF VOLUME (mm)= 37.733 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.312 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 1109) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 12.56 Curve Number (CN)= 61.0 8.86 # of Linear Res.(N)= 3.00 1.63 Unit Hyd Qpeak (cms)= 0.294 PEAK FLOW (cms)- 0.313 (i) TIME TO PEAK (hrs)= 13.833 RUNOFF VOLUME (mm)= 45.654 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.378 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 1127) IID- 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 3.588 40.92 Curve Number (CN)= 81.0 8.12 # of Linear Res.(N)= 2.00 0.30 PEAK FLOW (cms)- 4.572 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 73.192 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.606 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DUHYD ( 50802)1 Inlet Cap.= 1.460 1 #of Inlets= 1 1 Total(cros)= 1.5 AREA QPEAK TPEAK R.V, TOTAL HYD.(ID= 1): 40.92 (4.57 12.25 73.19 MAJOR SYS.(ID= 2): 11.08 3.11 12.25 73.19 MINOR SYS.(ID= 3): 29.84 1.46 11.92 73.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB 1 NASHYD ( 1104)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.260 11.05 Curve Number (CN)= 54.0 9.60 # of Linear Res.(N)= 3.00 1.63 CALIB ND STA HYD ( 1126) Area (ha)= 0.39 !ID= 1 DT= 5.0 min Total Imp(%)= 60.90 Dir. Conn.(%)= 60.90 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.24 0.15 TRAVEL TIME TABLE Dep. Storage Average Slope Length Mannings n (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. 2.00 1.80 51.21 0.013 147.82 5.00 1.23 5.00 0.33 0.10 12.08 118.77 120.77 0.98 5.00 2.00 40.00 0.250 119.46 10.00 (ii) 7.80 (ii) 10.00 0.13 0.04 12.08 81.65 120.77 0.68 IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.139 (iii) 12.08 104.24 120.77 0.86 ADD HYD ( 1919)1 1 + 2 = 3 AREA QPEAK (ha) (cms) 1D1= 1 ( 1126): 0.39 0.139 + ID2= 2 ( 50802): 11.08 3.112 TPEAK R.V. (hrs) (mm) 12.08 104.24 12.25 73.19 ID = 3 ( 1919): 11.47 3.146 12.25 74.26 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. ROUTE CHN( 1521)1 IN= 2---> OUT= 1 Routing time step (min)'- 5.00 < DATA FOR SECTION Distance Elevation 71.04 229.37 71.35 229.35 71.95 229.30 72.17 229.29 72.40 229.23 72.84 229.25 73.00 229.19 73.29 229.09 73.58 228.93 73.95 228.69 74.85 228.39 75.15 228.39 76.05 228.69 76.24 228.83 76.34 228.84 76.56 228.87 76.65 228.90 76.86 229.02 77.73 229.46 78.10 229.69 ( 1.1) Manning 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 /0.0350 0.0350 0.0350 0.0350 /0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 Main Main Main Main Channel Channel Channel Channel Storage Coeff. (min)= 1.53 (ii) 5.30 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)- 0.33 0.16 PEAK FLOW (cms)= 0.14 0.03 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 81.65 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.68 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.174 (iii) 12.08 109.99 120.77 0.91 1 ADD HYD ( 1920)1 1 + 2 = 3 ID1= 1 ( 1128): + ID2= 2 ( 1129): AREA (ha) 0.45 8.58 QPEAK (cms) 0.174 1.878 TPEAK R.V. 12.08) 109.99) 12.08 75.64 ID = 3 ( 1920): 9.03 2.051 12.08 77.36 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1522)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA Distance 71.32 71.70 72.76 73.17 73.83 74.21 74.43 74.89 75.08 78.09 78.95 79.28 79.88 80.22 80.66 80.96 81.29 81.85 82.35 82.65 FOR SECTION Elevation 228.58 228.57 228.47 228.33 228.11 228.10 228.04 228.04 228.05 228.29 228.36 228.37 228.37 228.38 228.35 228.42 228.41 228.46 228.51 228.52 ( 1.1) Manning 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.05 228.44 .468E+01 0.0 0.22 0.10 228.49 .125E+02 0.0 0.33 0.15 228.54 .234E+02 0.0 0.41 0.20 228.59 .374E+02 0.1 0.48 0.25 228.64 .546E+02 0.1 0.55 0.30 228.69 .749E+02 0.2 0.61 0.35 228.75 .983E+02 0.3 0.72 0.40 228.80 .123E+03 0.5 0.82 0.45 228.85 .150E+03 0.7 0.91 0.51 228.90 .181E+03 0.9 0.98 0.56 228.95 .215E+03 1.1 1.05 0.61 229.00 .250E+03 1.3 1.12 0.66 229.06 .287E+03 1.6 1.19 0.71 229.11 .327E+03 2.0 1.25 0.76 229.16 .369E+03 2.3 1.31 0.82 229.21 .414E+03 2.7 1.36 0.87 229.26 .463E+03 3.1 1.39 0.92 229.31 .520E+03 3.6 1.43 0.97 229.36 .584E+03 4.1 1.45 INFLOW : OUTFLOW: AREA (ha) ID= 2 ( 1919) 11.47 ID= 1 ( 1521) 11.47 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.15 12.25 74.26 3.11 12.25 74.26 TRAV.TIME (min) 15.43 10.58 8.45 7.18 6.31 5.67 4.79 4.22 3.82 3.54 3.30 3.09 2.92 2.78 2.66 2.55 2.49 2.43 2.39 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.87 1.39 0.87 1.39 1 CALIB 1 NASHYD ( 1129) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.796 PEAK FLOW (cms)- 1.878 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 75.638 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.626 8.58 Curve Number (CN)= 83.0 6.49 # of Linear Res.(N)= 2.00 0.12 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 STANDHYD ( 1128) Area (ha)= 0.45 IID= 1 DT= 5.0 min Total Imp(%)= 76.36 Dir. Conn.(%)= 76.36 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.35 0.11 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 55.01 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.82 ******** over (min) 5.00 10.00 0.10 0.13 0.15 0.18 0.20 0.23 0.25 0.28 0.30 0.33 0.35 0.38 0.41 0.43 0.46 0.48 228.14 228.16 228.19 228.21 228.24 228.26 228.29 228.32 228.34 228.37 228.39 228.42 228.44 228.47 228.50 228.52 .310E+02 .458E+02 .627E+02 .819E+02 .103E+03 .127E+03 .153E+03 .181E+03 .212E+03 .247E+03 .291E+03 .337E+03 .388E+03 .440E+03 .494E+03 .552E+03 INFLOW : ID= 2 ( 1920) OUTFLOW: ID= 1 ( 1522) 0.1 0.1 0.2 0.2 0.3 0.4 0.6 0.7 0.9 1.1 1.4 1.7 2.0 2.3 2.6 3.0 0.44 0.52 0.59 0.65 0.71 0.76 0.81 0.89 0.97 1.03 1.07 1.10 1.13 1.16 1.19 1.22 r--- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 9.03 2.05 12.08 77.36 9.03 1.87 12.17 77.36 8.42 7.19 6.36 5.76 5.29 4.91 4.59 4.18 3.87 3.63 3.51 3.40 3.30 3.21 3.13 3.06 <-pipe / channel-> MAX DEPTH MAX VEL 0.41 (1.14 0.40 1.12 1 CALIB 1 STANDHYD ( 1130) Area (ha)= 1.93 ID= 1 DT= 5.0 min Total Imp(%)= 31.26 Dir. Conn.(%)= 21.74 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (96)- (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = IMPERVIOUS 0.60 2.00 5.00 113.46 0.013 147.82 5.00 1.45 5.00 0.33 0.17 12.08 118.77 120.77 0.98 PERVIOUS (i) 1.33 6.79 2.00 40.00 0.250 134.99 10.00 (ii) 7.71 (ii) 10.00 0.13 0.39 12.08 80.48 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.566 (iii) 12.08 88.80 120.77 0.74 DEPTH (m) 0.03 0.05 0.08 ELEV (m) 228.06 228.09 228.11 TRAVEL TIME TABLE VOLUME FLOW RATE (cu.m.) (cms) .362E+01 0.0 .966E+01 0.0 .185E+02 0.0 VELOCITY (m/s) 0.21 0.31 0.36 > TRAV.TIME (min) 17.76 11.98 10.49 ROUTE CHN( 1523)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 DATA FOR SECTION ( 1.1) Distance Elevation Manning 71.32 228.58 0.0800 71.70 228.57 0.0800 72.76 228.47 0.0800 73.17 228.33 0.0800 /0.0350 Main Channel 73.83 228.11 0.0350 Main Channel 74.21 228.10 0.0350 Main Channel 74.43 228.04 0.0350 Main Channel 74.89 228.04 0.0350 Main Channel 75.08 228.05 0.0350 Main Channel 78.09 228.29 0.0350 /0.0800 Main Channel 78.95 228.36 0.0800 79.28 228.37 0.0800 79.88 228.37 0.0800 80.22 228.38 0.0800 80.66 228.35 0.0800 80.96 228.42 0.0800 81.29 228.41 0.0800 81.85 228,46 0.0800 82.35 228,51 0.0800 82.65 228.52 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 228.06 .393E+01 0.0 0.17 23.58 0.05 228.09 .105E+02 0.0 0.26 15.90 0.08 228.11 .201E+02 0.0 0.29 13.93 0.10 228.14 .337E+02 0.1 0.36 11.17 0.13 228.16 .497E+02 0.1 0.43 9.54 0.15 228.19 .682E+02 0.1 0.48 8.45 0.18 228.21 .891E+02 0.2 0.53 7.64 0.20 228.24 .112E+03 0.3 0.58 7.02 0.23 228.26 .138E+03 0.4 0.62 6.51 0.25 228.29 .166E+03 0.5 0.67 6.10 0.28 228.32 .197E+03 0.6 0.73 5.55 0.30 228.34 .231E+03 0.7 0.79 5.13 0.33 228.37 .268E+03 0.9 0.84 4.81 0.35 228.39 .316E+03 1.1 0.87 4.65 0.38 228.42 .367E+03 1.4 0.90 4.51 0.41 228.44 .421E+03 1.6 0.93 4.38 0.43 228.47 .478E+03 1.9 0.95 4.26 0.46 228.50 .537E+03 2.2 0.98 4.15 0.48 228.52 .600E+03 2.5 1.00 4.07 INFLOW : ID= 2 ( 1130) OUTFLOW: ID= 1 ( 1523) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 1.93 0.57 12.08 88.80 0.27 0.72 1.93 0.47 12.17 88.74 0.26 0.67 1 ADD HYD ( 1924)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1521): 11.47 3.114 12.25 74.26 + ID2= 2 ( 1522): 9.03 1.871 12.17 77.36 ID = 3 ( 1924): 20.50 4.810 12.17 75.62 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1924) 22.43 5.28 12.17 76.75 0.78 2.87 OUTFLOW: ID= 1 ( 1526) 22.43 5.31 12.17 76.75 0.78 2.87 <-pipe / channel-> MAX DEPTH MAX VEL CALIB STANDHYD ( 1125)1 Area (ha)= 5.67 ID= 1 DT= 5.0 min 1 Total Imp(%)= 70.32 Dir. Conn.(%)= 68.31 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 3.99 1.68 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 194.37 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 "** 5.00 10.00* 3.26 (ii) 7.58 (ii) 5.00 10.00 0,27 0.13 1.58 12.08 118.77 120.77 0.98 0.49 12.08 83.50 120.77 0.69 `**** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.063 (iii) 12.08 107.59 120.77 0.89 1 ADD HYD ( 1918)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a cms rs mm ID1= 1 ( 1125): 5.67 2.063) 12.08) 107.59) + ID2= 2 ( 1526): 22.43 5.311 12.17 76.75 ID = 3 ( 1918): 28.10 6.315 12.08 82.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 1520)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 71.04 229.37 0.0300 71.35 229.35 0.0300 71.95 229.30 0.0300 72.17 229.29 0.0300 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 1924)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. a) cms rs mm 101= 3 ( 1924): 20.50 4.810) 12.17) 75.62) + ID2= 2 ( 1523): 1.93 0.473 12.17 88.74 ID = 1 ( 1924): 22.43 5.283 12.17 76.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1526)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 71.04 229.37 0.0300 71.35 229.35 0.0300 71.95 229.30 0.0300 72.17 229.29 0.0300 72.40 229.23 0.0300 72.84 229.25 0.0300 73.00 229.19 0.0300 73.29 229.09 0.0300 73.58 228.93 0.0300 73.95 228.69 0.0300 /0.0350 Main Channel 74.85 228.39 0.0350 Main Channel 75.15 228.39 0.0350 Main Channel 76.05 228.69 0.0350 /0.0300 Main Channel 76.24 228.83 0.0300 76.34 228.84 0.0300 76.56 228.87 0.0300 76.65 228.90 0.0300 76.86 229.02 0.0300 77.73 229.46 0.0300 78.10 229.69 0.0300 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.05 228.44 .109E+0.) 1 0.0 0.49 1.66 0.10 228.49 .291E+01 0.0 0.71 1.14 0.15 228.54 .546E+01 0.1 0.89 0.91 0.20 228.59 .873E+01 0.2 1.05 0.77 0.25 228.64 .127E+02 0.3 1.19 0.68 0.30 228.69 .175E+02 0.5 1.33 0.61 0.35 228.75 .229E+02 0.7 1.57 0.51 0.40 228.80 .287E+02 1.1 1.78 0.45 0.45 228.85 .350E+02 1.4 1.97 0.41 0.51 228.90 .423E+02 1.9 2.13 0.38 0.56 228.95 .501E+02 2.4 2.28 0.35 0.61 229.00 .583E+02 2.9 2.43 0.33 0.66 229.06 .670E+02 3.6 2.57 0.31 0.71 229.11 .762E+02 4.3 2.71 0.30 0.76 229.16 .860E+02 5.0 2.83 0.29 0.82 229.21 .964E+02 5.9 2.95 0.27 0.87 229.26 .108E+03 6.7 3.02 0.27 0.92 229.31 .121E+03 7.7 3.10 0.26 0.97 229.36 .136E+03 8.8 3.15 0.26 72.40 229.23 0.0300 72.84 229.25 0.0300 73.00 229.19 0.0300 73.29 229.09 0.0300 73.58 228.93 0.0300 73.95 228.69 0.0300 /0.0350 Main Channel 74.85 228.39 0.0350 Main Channel 75.15 228.39 0.0350 Main Channel 76.05 228.69 0.0350 /0.0300 Main Channel 76.24 228.83 0.0300 76.34 228.84 0.0300 76.56 228.87 0.0300 76.65 228.90 0.0300 76.86 229.02 0.0300 77.73 229.46 0.0300 78.10 229.69 0.0300 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 228.44 .275E+01 0.0 0.30 6.88 0.10 228.49 .735E+01 0.0 0.43 4.71 0.15 228.54 .138E+02 0.1 0.54 3.77 0.20 228.59 .220E+02 0.1 0.64 3.20 0.25 228.64 .321E+02 0.2 0.73 2.81 0.30 228.69 .441E+02 0.3 0.81 2.53 0.35 228.75 .578E+02 0.5 0.96 2.13 0.40 228.80 .726E+02 0.6 1.09 1.88 0.45 228.85 .885E+02 0.9 1.20 1.70 0.51 228.90 .107E+03 1.1 1.30 1.57 0.56 228.95 .126E+03 1.4 1.39 1.47 0.61 229.00 .147E+03 1.8 1.48 1.38 0.66 229.06 .169E+03 2.2 1.57 1.30 0.71 229.11 .192E+03 2.6 1.65 1.24 0.76 229.16 .217E+03 3.1 1.72 1.18 0.82 229.21 .243E+03 3.6 1.80 1.13 0.87 229.26 .273E+03 4.1 1.84 1.11 0.92 229.31 .306E+03 4.7 1.89 1.08 0.97 229.36 .344E+03 5.4 1.92 1.06 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA PEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1918) 28.10 6.32 12.08 82.97 0.93 1.89 OUTFLOW: ID= 1 ( 1520) 28.10 6.49 12.17 82.97 0.96 1.91 1 CALIB 1 NASHYD ( 1132) Area (ha)= 48.63 Curve Number (CN)= 81.0 1ID= 1 DT= 5.0 min Ia (mm)= 7.66 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.21 Unit Hyd Qpeak (cms)= 5.954 PEAK FLOW (cms)= 6.985 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 73.140 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.606 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 1133)1 Area (ha)= 25.13 curve Number (CN)= 80.0 ID= 1 DT= 5.0 min I Ia (mm)= 7.35 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.28 Unit Hyd Qpeak (cms)- 3.380 PEAK FLOW (cms)= 3.805 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 72.676 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.602 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 1525)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 C ------DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .121E+02 0.3 1.28 0.69 0.20 0.20 .274E+02 1.0 1.90 0.46 0.30 0.30 .458E+02 2.1 2.38 0.37 0.40 0.40 .673E+02 3.6 2.79 0.31 0.50 0.50 .921E+02 5.5 3.15 0.28 0.60 0.60 .120E+03 7.9 3.48 0.25 0.70 0.70 .151E+03 10.9 3.78 0.23 0.80 0.80 .185E+03 14.3 4.07 0.22 0.90 0.90 .223E+03 18.4 4.35 0.20 1.00 1.00 .263E+03 23.1 4.61 0.19 1.11 1.11 .314E+03 30.3 5.08 0.17 1.22 1.22 .372E+03 38.4 5.43 0.16 1.33 1.33 .438E+03 47.5 5.70 0.15 1.44 1.44 .512E+03 57.4 5.89 0.15 1.56 1.56 .594E+03 68.3 6.05 0.14 1.67 1.67 .684E+03 80.2 6.17 0.14 1.78 1.78 .781E+03 93.1 6.27 0.14 1.89 1.89 .887E+03 106.9 6.35 0.14 2.00 2.00 .100E+04 121.8 6.41 0.14 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1133) 25.13 3.80 12.25 72.68 0.41 2.83 OUTFLOW: ID= 1 ( 1525) 25.13 3.81 12.25 72.68 0.41 2.83 1 ADD HYD ( 1925)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1524): 39.69 3.368 12.58 67.65 + ID2= 2 ( 1525): 25.13 3.811 12.25 72.68 ID = 3 ( 1925): 64.83 6.537 12.33 69.60 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 1527)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .265E+03 0.5 2.32 8.28 0.20 0.20 .599E+03 1.8 3.46 5.55 0.30 0.30 .100E+04 3.8 4.34 4.43 0.40 0.40 .147E+04 6.5 5.07 3.79 0.50 0.50 .202E+04 10.0 5.73 3.35 0.60 0.60 .263E+04 14.4 6.33 3.04 0.70 0.70 .331E+04 19.8 6.88 2.79 0.80 0.80 .406E+04 26.1 7.41 2.59 0.90 0.90 .487E+04 33.4 7.91 2.43 1.00 1.00 .576E+04 41.9 8.39 2.29 1.11 1.11 .687E+04 55.1 9.24 2.08 1.22 1.22 .815E+04 69.9 9.88 1.94 1.33 1.33 .960E+04 86.3 10.36 1.85 1.44 1.44 .112E+05 104.4 10.72 1.79 1.56 1.56 .130E+05 124.3 11.00 1.75 1.67 1.67 .150E+05 145.8 11.22 1.71 1.78 1.78 .171E+05 169.2 11.40 1.69 1.89 1.89 .194E+05 194.5 11.54 1.66 2.00 2.00 .219E+05 221.6 11.66 1.65 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1925) 64.83 6.54 12.33 69.60 0.40 5.08 OUTFLOW: ID= 1 ( 1527) 64.83 6.53 12.33 69.60 0.40 5.07 I CALIB 1 NASHYD ( 1134) Area (ha)= 39.69 Curve Number (CN)= 77.0 IID= 1 DT= 5.0 min Ia (mm)= 7.71 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.57 Unit Hyd Qpeak (cms)= 2.674 PEAK FLOW (cms)- 3.362 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 67.653 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.560 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 1524)1 I IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .384E+02 0.6 2.39 1.16 0.20 0.20 .867E+02 1.9 3.57 0.78 0.30 0.30 .145E+03 3.9 4.47 0.62 0.40 0.40 .213E+03 6.7 5.23 0.53 0.50 0.50 .292E+03 10.3 5.91 0.47 0.60 0.60 .380E+03 14.9 6.53 0.43 0.70 0.70 .479E+03 20.4 7.10 0.39 0.80 0.80 .587E+03 26.9 7.64 0.36 0.90 0.90 .705E+03 34.5 8.16 0.34 1.00 1.00 .834E+03 43.3 8.65 0.32 1.11 1.11 .994E+03 56.9 9.54 0.29 1.22 1.22 .118E+04 72.1 10.20 0.27 1.33 1,33 .139E+04 89.1 10.69 0,26 1.44 1.44 .162E+04 107.8 11.06 0.25 1.56 1.56 .188E+04 128.2 11.35 0.24 1.67 1.67 .217E+04 150.5 11.58 0.24 1.78 1.78 .248E+04 174.6 11.76 0.24 1.89 1.89 .281E+04 200.7 11.91 0.23 2.00 2.00 .317E+04 228.7 12.03 0.23 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1134) 39.69 3.36 12.58 67.65 0.27 4.20 OUTFLOW: ID= 1 ( 1524) 39.69 3.37 12.58 67.65 0.27 4.19 ID = 3 ( 1923): 113.46 12.726 12.25 71.12 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTEPIPE( 1602)1 PIPE Number = 1.00 1 IN= 2---> OUT= 1 1 Diameter (mm)=1000.00 I DT= 5.0 min I Length (m)= 99.13 Slope (m/m)= 0.017 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 2130.43 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 12.73 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.11 .713E+01 0.1 0.95 1.74 0.22 .198E+02 0.3 1.48 1.12 0.34 .358E+02 0.7 1.91 0.87 0.45 .541E+02 1.2 2.26 0.73 0.56 .743E+02 1.9 2.58 0.64 0.67 .957E+02 2.8 2.85 0.58 0.78 .118E+03 3.7 3.09 0.53 0.90 .141E+03 4.7 3.30 0.50 1.01 .165E+03 5.8 3.49 0.47 1.12 .189E+03 6.9 3.65 0.45 1.23 .212E+03 8.1 3.78 0.44 1.35 .235E+03 9.2 3.89 0.42 1.46 .258E+03 10.3 3.98 0.42 1.57 .279E+03 11.4 4.04 0.41 1.68 .299E+03 12.3 4.07 0.41 1.79 .318E+03 13.0 4.07 0.41 1.91 .334E+03 13.5 4.02 0.41 2.02 .346E+03 13.7 3.92 0.42 2.13 .353E+03 12.7 3.57 0.46 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1923) 113.46 12.73 12.25 71.12 1.75 4.07 OUTFLOW: ID= 1 ( 1602) 113.46 12.65 12.25 71.12 1.74 4.07 I CALIB ND STA HYD ( 1131) Area (ha)= 0.66 ID= 1 DT= 5.0 min Total Imp(%)= 59.21 Dir. Conn.(%)= 59.21 IMPERVIOUS PERVIOUS Surface Area (ha)= 0.39 0.27 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 66.12 40.00 Mannings n = 0.013 0.250 (i) 1 ADD HYD ( 1923)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 1132): 48.63 6.985) 12.17cms rs) 73.14) + ID2= 2 ( 1527): 64.83 6.533 12.33 69.60 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- 147.82 5.00 1.70 (ii) 5.00 0.32 119.46 10.00 8.28 (ii) 10.00 0.13 *TOTALS* PEAK FLOW (cms)- 0.16 0.07 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 81.65 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.68 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.228 (iii) 12.08 103.62 120.77 0.86 1 ADD HYD ( 1922)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 1131): 0.66 0.228) 12.08) 103.62) + ID2= 2 ( 1602): 113.46 12.651 12.25 71.12 ID = 3 ( 1922): 114.12 12.710 12.25 71.30 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1519)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA Distance 71.32 71.70 72.76 73.17 73.83 74.21 74.43 74.89 75.08 78.09 78.95 79.28 79.88 80.22 80.66 80.96 81.29 81.85 82.35 82.65 FOR SECTION Elevation 228.58 228.57 228.47 228.33 228.11 228.10 228.04 228.04 228.05 228.29 228.36 228.37 228.37 228.38 228.35 228.42 228.41 228.46 228.51 228.52 ( 1.1) > Manning 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.03 228.06 .562E+01 0.0 0.05 228.09 .150E+02 0.0 0.08 228.11 .288E+02 0.0 0.10 228.14 .482E+02 0.1 0.13 228.16 .711E+02 0.1 0.15 228.19 .975E+02 0.2 0.18 228.21 .127E+03 0.2 Main Main Main Main Main Main Main Channel Channel Channel Channel Channel Channel Channel VELOCITY (m/s) 0.22 0.32 0.37 0.46 0.54 0.61 0.67 TRAV.TIME (min) 26.55 17.91 15.68 12.58 10.74 9.51 8.60 + ID2= 2 ( 1519): 114.12 12.286 12.33 71.30 ID = 3 ( 1917): 119.71 12.857 12.33 72.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 1917)1 3+ 2= 1 AREA (ha) ID1= 3 ( 1917): 119.71 + ID2= 2 ( 1520): 28.10 QPEAK TPEAK R.V. (cms) (hrs) (mm) 12.857 12.33 72.13 6.495 12.17 82.97 ID = 1 ( 1917): 147.81 18.026 12.33 74.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 1518)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) Distance Elevation Manning 71.04 229.37 0.0300 71.35 229.35 0.0300 71.95 229.30 0.0300 72.17 229.29 0.0300 72.40 229.23 0.0300 72.84 229.25 0.0300 73.00 229.19 0.0300 73.29 229.09 0.0300 73.58 228.93 0.0300 73.95 228.69 0.0300 /0.0350 74.85 228.39 0.0350 75.15 228.39 0.0350 76.05 228.69 0.0350 /0.0300 76.24 228.83 0.0300 76.34 228.84 0.0300 76.56 228.87 0.0300 76.65 228.90 0.0300 76.86 229.02 0.0300 77.73 229.46 0.0300 78.10 229.69 0.0300 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 228.44 .724E+00 0.0 0.15 3.56 0.10 228.49 .193E+01 0.0 0.22 2.44 0.15 228.54 .362E+01 0.0 0.28 1.95 0.20 228.59 .579E+01 0.1 0.32 1.65 0.25 228.64 .845E+01 0.1 0.37 1.45 0.30 228.69 .116E+02 0.1 0.41 1.31 0.35 228.75 .152E+02 0.2 0.49 1.10 0.40 228.80 .191E+02 0.3 0.55 0.97 0.45 228.85 .233E+02 0.4 0.61 0.88 0.51 228.90 .281E+02 0.6 0.66 0.81 0.56 228.95 .332E+02 0.7 0.71 0.76 0.61 229.00 .387E+02 0.9 0.75 0.71 0.66 229.06 .445E+02 1.1 0.80 0.67 0.71 229.11 .506E+02 1.3 0.84 0.64 0.76 229.16 .571E+02 1.6 0.88 0.61 0.82 229.21 .640E+02 1.8 0.91 0.59 0.20 0.23 0.25 0.28 0.30 0.33 0.35 0.38 0.41 0.43 0.46 0.48 228.24 228.26 228.29 228.32 228.34 228.37 228.39 228.42 228.44 228.47 228.50 228.52 .161E+03 .197E+03 .238E+03 .281E+03 .330E+03 .384E+03 .452E+03 .524E+03 .602E+03 .683E+03 .768E+03 .858E+03 0.3 0.4 0.6 0.8 1.0 1.2 1.4 1.7 2.0 2.4 2.7 3.1 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph AREA QPEAK TPEAK (ha) (cms) (hrs) INFLOW : ID= 2 (. 1922) 114.12 12.71 12.25 OUTFLOW: ID= 1 ( 1519) 114.12 12.29 12.33 1 CALIB STANDHYD ( 1124) Area ID= 1 DT= 5.0 min Total 0.73 0.79 0.85 0.93 1.00 1.07 1.11 1.14 1.18 1.21 1.24 1.27 R.V. (mm) 71.30 71.30 7.90 7.34 6.87 6.25 5.78 5.42 5.24 5.08 4.93 4.80 4.68 4.58 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.48 1.26 0.48 1.27 (ha)= 5.60 Imp(%)= 21.28 Dir. Conn.(%)= 14.58 IMPERVIOUS Surface Area (ha)= 1.19 Dep. Storage (mm)= 2.00 Average Slope (%)= 1.00 Length (m)= 193.20 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- 0.33 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mml)= 120.77 RUNOFF COEFFICIENT = 0.98 147.82 5.00 3.24 (ii) 5.00 0.27 PERVIOUS (i) 4.41 5.00 2.00 40.00 0.250 132.57 10.00 9.55 (ii) 10.00 0.12 1.19 12.08 83.94 120.77 0.70 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.526 (iii) 12.08 89.02 120.77 0.74 1 ADD HYD ( 1917)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 101= 1 ( 1124): 5.60 1.526 12.08 89.02 0.87 0.92 0.97 229.26 229.31 229.36 .716E+02 .804E+02 .903E+02 2.1 2.4 2.7 *** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph AREA QPEAK TPEAK INFLOW : ID= 2 ( 1917) 147.81 (cms)80 12.33 OUTFLOW: ID= 1 ( 1518) 147.81 18.04 12.25 0.93 0.96 0.98 R.V. (mm) 74.19 74.19 0.57 0.56 0.55 <-pipe / channel-> MAX DEPTH MAX VEL 0.96 (0 97 0.96 0.97 1 CALIB 1 STANDHYD ( 1123) Area (ha)= 5.22 1ID- 1 DT= 5.0 min Total Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = Imp(%)= 29.37 Dir. Conn.(%)= 19.39 IMPERVIOUS PERVIOUS (i) 1.53 3.69 2.00 5.00 1.00 2.00 186.52 40.00 0.013 0.250 147.82 5.00 3.18 (ii) 5.00 0.27 0.41 12.08 118.77 120.77 0.98 141.23 10.00 9.32 (ii) 10.00 0.12 1.08 12.08 85.31 120.77 0.71 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.489 (iii) 12.08 91.80 120.77 0.76 1 ADD HYD ( 1916) 1 1 + 2 ID1= 1 ( 1123): + ID2= 2 ( 1518): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.22 1.489 12.08 91.80 147.81 18.041 12.25 74.19 ID = 3 ( 1916): 153.03 18.776 12.25 74.79 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 1517)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA Distance 7.81 25.69 31.55 33.53 35.77 41.37 45.23 47.05 49.02 51.61 55.92 58.16 60.73 63.47 67.41 70.69 73.00 74.48 79.57 84.71 FOR SECTION Elevation 226.55 226.41 226.07 226.03 226.12 226.18 225.98 226.04 226.03 225.92 226.17 226.16 226.07 226.01 226.06 225.35 225.06 225.34 226.78 226.95 ( 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 /0.0300 0.0300 0.0300 TRAVEL TIME TABLE Main Main Main Channel Channel Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.07 225.13 .170E+01 0.0 0.54 0.14 225.20 .681E+01 0.1 0.86 0.21 225.27 .153E+02 0.3 1.13 0.28 225.34 .273E+02 0.7 1.36 0.36 225.42 .447E+02 1.5 1.80 0.44 225.50 .650E+02 2.6 2.15 0.52 225.58 .880E+02 4.1 2.44 0.60 225.66 .114E+03 5.8 2.69 0.69 225.74 .143E+03 7.9 2.91 0.77 225.82 .174E+03 10.3 3.11 0.85 225.91 .209E+03 13.1 3.30 0.93 225.99 .250E+03 15.8 3.34 1.01 226.07 .335E+03 19.2 3.03 1.09 226.15 .484E+03 24.6 2.69 1.17 226.23 .684E+03 32.3 2.49 1.25 226.31 .897E+03 42.3 2.49 1.33 226.39 .112E+04 54.1 2.55 1.42 226.47 .136E+04 65.4 2.55 1.50 226.56 .164E+04 78.6 2.53 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> AREA QPEAK TPEAK R.V. 1916) 153h 3 18.78 (hrs)22 74.79 1517) 153.03 18.77 12.25 74.79 TRAY. TIME (min) 1.62 1.02 0.78 0.64 0.49 0.41 0.36 0.33 0.30 0.28 0.27 0.26 0.29 0.33 0.35 0.35 0.34 0.35 0.35 <-pipe / channel-> MAX DEPTH MAX VEL 1.00 (3 07 1.00 3.07 CALIB I STANDHYD ( 1122)1 ID= 1 DT= 5.0 min Area (ha)= 0.24 Total Imp(%)= 51.85 Surface Area (ha)- Dep. Storage (mm)= Dir. Conn.(%)= 50.32 IMPERVIOUS PERVIOUS (i) 0.13 0.12 2.00 5.00 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.08 218.65 .265E+02 0.0 0.15 218.72 .106E+03 0.2 0.72 0.23 218.80 .260E+03 0.5 0.87 0.34 218.91 .824E+03 1.9 0.98 0.45 219.02 .148E+04 4.0 1.17 0.56 219.13 .222E+04 6.8 1.34 0.67 219.25 .307E+04 10.4 1.47 0.78 219.36 .403E+04 14.7 1.58 0.90 219.47 .510E+04 19.7 1.68 1.01 219.58 .628E+04 25.5 1.76 1.12 219.69 .760E+04 31.8 1.82 1.23 219.80 .906E+04 39.5 1.90 1.34 219.91 .106E+05 48.1 1.97 1.45 220.02 .122E+05 56.4 2.01 1.56 220.14 .144E+05 62.0 1.87 1.67 220.25 .171E+05 73.5 1.87 1.79 220.36 .200E+05 86.8 1.89 1.90 220.47 .231E+05 101.9 1.92 2.01 220.58 .266E+05 114.5 1.87 INFLOW : ID= 2 ( 1915) OUTFLOW: ID= 1 ( 1516) VELOCITY TRAV.TIME (m/s) (min) 0.45 16.02 10.09 8.32 7.42 6.17 5.41 4.92 4.57 4.31 4.10 3.98 3.82 3.67 3.60 3.86 3.88 3.84 3.78 3.86 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 153.27 18.79 12.25 74.83 0.88 1.66 153.27 18.61 12.33 74.83 0.87 1.66 I LIB 1 STANDHYD ( 1120)1 Area 1D= 1 DT= 5.0 min I Total Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd, peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 4.07 Imp(%)= 40.22 Dir. Conn.(%)= 33.56 IMPERVIOUS PERVIOUS (i) 1.64 2.44 2.00 6.18 2.00 2.00 164.80 40.00 0.013 0.250 147.82 5.00 2.40 5.00 0.30 0.56 12.08 118.77 120.77 0.98 131.14 10.00 (ii) 8.73 (ii) 10.00 0.12 0.67 12.08 80.26 120.77 0.66 """"* WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. >TOTALS" 1.232 (iii) 12.08 93.18 120.77 0.77 Average Slope Length Mannings n (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 1.00 40.23 0.013 147.82 5.00 1.27 5.00 0.33 0.05 12.08 118.77 120.77 0.98 2.00 40.00 0.250 119.60 10.00 (ii) 7.84 (ii) 10.00 0.13 0.03 12.08 79.07 120.77 0.65 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN" = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.081 (iii) 12.08 99.02 120.77 0.82 IADDD +YD2 ( 1915)1 AREA QPEAK (ha) (cms) ID1= 1 ( 1122): 0.24 0.081 + ID2= 2 ( 1517): 153.03 18.767 ID = 3 ( 1915): 153.27 18.790 TPEAK R.V. (hrs) (mm) 12.08 99.02 12.25 74.79 12.25 74.83 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 1516)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 221.02 0.1000 6.69 220.58 0.1000 9.08 220.08 0.1000 19.33 220.11 0.1000 23.03 219.97 0.1000 25.70 220.07 0.1000 29.72 219.64 0.1000 31.23 219.67 0.1000 42.29 219.03 0.1000 44.28 218.80 0.1000 /0.0350 47.07 218.57 0.0350 49.28 218.82 0.0350 /0.1000 54.64 218.77 0.1000 56.07 218.88 0.1000 59.84 220.02 0.1000 76.94 220.59 0.1000 85.94 220.51 0.1000 90.70 220.66 0.1000 93.51 220.58 0.1000 96.40 220.58 0.1000 Main Channel Main Channel Main Channel RESERVOIR( 1402)1 IN= 2---> OUT= 1 DT= 5.0 min I OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0680 0.1474 0.0030 0.0098 0.1870 0.1673 0.0050 0.0207 0.2110 0.1881 0.0060 0.0328 0.2210 0.2096 0.0070 0.0461 0.2640 0.2320 0.0080 0.0606 0.4530 0.2552 0.0090 0.0761 0.7810 0.2793 0.0100 0.0927 1.2530 0.3043 0.0110 0.1101 1.8780 0.3301 0.0110 0.1284 2.2530 0.3434 INFLOW : ID= 2 ( 1120) OUTFLOW: ID= 1 ( 1402) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 4.074 1.232 12.08 93.18 4,074 0.216 12.58 92.98 PEAK FLOW REDUCTION [Qout/Qin](%)= 17.50 TIME SHIFT OF PEAK FLOW (min)= 30.00 MAXIMUM STORAGE USED (ha.m.)- 0.1981 I ADD HYD ( 1914)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1402): 4.07 0.216 12.58 92.98 + ID2= 2 ( 1516): 153.27 18.605 12.33 74.83 ID = 3 ( 1914): 157.35 18.819 12.33 75.30 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1515)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 60.27 207.60 0.0400 63.05 206.84 0.0400 68.76 202.97 70.01 202.07 71.32 201.39 72.62 200.83 73.93 200.52 75.23 200.30 76.47 200.24 77.56 200.13 78.48 199.88 79.53 199.69 80.82 199.80 82.05 200.10 83.85 200.51 88.71 201.62 91.14 202.59 98.85 206.42 100.26 206.92 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 Main Channel Main Channel Main Channel Main Channel Main Channel < 102.43 207.50 0.0400 TRAVEL TIME TABLE (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.41 200.10 .377E+03 1.5 1.46 0.80 200.49 .138E+04 8.9 2.31 1.19 200.88 .296E+04 24.4 2.95 1.58 201.27 .495E+04 49.0 3.54 1.97 201.66 .730E+04 83.0 4.07 2.36 202.05 .993E+04 127.3 4.59 2.75 202.44 .128E+05 181.7 5.09 3.14 202.83 .158E+05 245.8 5.55 3.52 203.22 .191E+05 319.6 5.99 3.91 203.61 .225E+05 402.8 6.40 4.30 203.99 .262E+05 495.8 6.78 4.69 204.38 .300E+05 598.6 7.15 5.08 204.77 .340E+05 711.6 7.49 5.47 205.16 .382E+05 834.9 7.83 5.86 205.55 .426E+05 968.8 8.14 6.25 205.94 .472E+05 1113.4 8.45 6.64 206.33 .519E+05 1269.1 8.75 7.03 206.72 .569E+05 1432.3 9.01 7.42 207.11 .622E+05 1593.1 9.18 TRAV.TIME (min) 4.10 2.58 2.02 1.69 1.47 1.30 1.17 1.07 1.00 0.93 0.88 0.84 0.80 0.76 0.73 0.71 0.68 0.66 0.65 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1914) 157.35 18.82 12.33 75.30 1.05 2.68 OUTFLOW: ID= 1 ( 1515) 157.35 18.85 12.33 75.30 1.05 2.68 CALIB NASITYD ( 1118) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.456 PEAK FLOW (cms)- 0.638 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 69.847 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.578 8.81 Curve Number (CN)= 78.0 6.96 # of Linear Res.(N)= 3.00 0.74 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 1119)1 ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.800 PEAK FLOW (cms)- 1.069 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 82.135 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.680 7.20 Curve Number (CN)= 84.0 4.45 # of Linear Res.(N)= 3.00 0.34 CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 1927)1 1 + 2 = 3 I ID1= 1 ( 1121): + ID2= 2 ( 1135): AREA (ha) 18.35 1.40 QPEAK (cms) 4.683 0.428 TPEAK R.V. (hrs) (mm) 12.08 94.45 12.08 94.22 ID = 3 ( 1927): 19.75 5.111 12.08 94.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR(. 1403) IN= 2---> OUT= 1 DT= 5.0 min INFLOW : ID= OUTFLOW: ID= OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0650 0.9426 0.0050 0.0540 0.1320 1.0225 0.0080 0.1101 0.1390 1.1043 0.0110 0.1684 0.5180 1.2739 0.0150 0.2914 I 0.9150 1.3616 0.0180 0.4232 1 1.7130 1.4513 0.0200 0.5639 2.9420 1.5429 0.0210 0.6371 I 4.0130 1.6365 0.0230 0.7873 I 5.5110 1.7320 0.0240 0.8643 I 6.8370 1.8001 AREA QPEAK TPEAK R.V. a) 2 ( 1927) 19.746 (c 5.111 ms (.12rs.08 (9m4.43 1 ( 1403) 19.746 0.396 13.33 90.26 PEAK FLOW REDUCTION [Qout/Qin](%)= 7.75 TIME SHIFT OF PEAK FLOW (min)= 75.00 MAXIMUM STORAGE USED (ha.m.)- 1.2195 ROUTEPIPE( 1601)1 IN= 2---> OUT= 1 1 DT= 5.0 min PIPE Number - 1.00 Diameter (mm)= 900.00 Length (m)= 151.40 Slope (m/m)= 0.002 Manning n = 0.013 TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.05 .194E+01 0.0 0.34 0.09 .540E+01 0.0 0.53 0.14 .976E+01 0.0 0.68 0.19 .148E+02 0.1 0.81 0.24 .202E+02 0.1 0.92 0.28 .261E+02 0.2 1.02 0.33 .322E+02 0.2 1.10 0.38 .385E+02 0.3 1.18 0.43 .449E+02 0.4 1.24 0.47 .514E+02 0.4 1.30 > TRAV.TIME min 7.46 4.78 3.72 3.13 2.75 2.48 2.29 2.14 2.03 1.94 I CALIB I STANDHYD ( 1135) Area (ha)= 1.40 IID= 1 DT= 5.0 min Total Imp(%)= 43.34 Dir. Conn.(%&= 24.88 Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (m) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.61 1.00 1.00 96.54 0.013 147.82 5.00 2.14 5.00 0.31 0.14 12.08 119.77 120.77 0.99 PERVIOUS (i) 0.79 4.99 2.00 40.00 0.250 164.24 10.00 (ii) 7.93 (ii) 10.00 0.13 0.29 12.08 85.76 120.77 0.71 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.8 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.428 (iii) 12.08 94.22 120.77 0.78 I CALIB I STANDHYD ( 1121) Area (ha)= 18.35 110= 1 DT= 5.0 min Total Imp(%)= 43.34 Dir. Conn.(%)= 24.88 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%) _ (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (m) - RUNOFF COEFFICIENT = IMPERVIOUS 7.95 1.00 1.00 349.74 0.013 147.82 5.00 4.63 5.00 0.22 1.82 12.08 119.77 120.77 0.99 PERVIOUS 10.40 5.00 2.00 40.00 0.250 (i) 164.74 15.00 (ii) 10.41 (ii) 15.00 0.09 3.20 12.17 86.06 120.77 0.71 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: *TOTALS* 4.683 (iii) 12.08 94.45 120.77 0.78 0.52 .578E+02 0.5 1.35 0.57 .641E+02 0.6 1.39 0.62 .702E+02 0.7 1.42 0.66 .761E+02 0.7 1.44 0.71 .816E+02 0.8 1.45 0.76 .866E+02 0.8 1.45 0.81 .909E+02 0.9 1.43 0.85 .944E+02 0.9 1.40 0.90 .963E+02 0.8 1.27 <---- hydrograph AREA QPEAK TPEAK hs INFLOW : ID= 2 ( 1403) 19.75 (0.40 13.33 OUTFLOW: ID= 1 ( 1601) 19.75 0.40 13.33 1.87 1.82 1.78 1.75 1.74 1.74 1.76 1.81 1.98 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 90.26 0.44 1.26 90.24 0.44 1.26 1 ADD HYD ( 1913)1 1 + 2 = 3 ID1= 1 ( 1118): + ID2= 2 ( 1119): AREA (ha) 8.81 7.20 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.638 12.75 69.85 1.069 12.25 82.13 ID = 3 ( 1913): 16.01 1.543 12.33 75.37 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 1913)1 3 + 2 = 1 ID1= 3 ( 1913): + ID2= 2 ( 1515): AREA (ha) 16.01 157.35 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.543 12.33 75.37 18.852 12.33 75.30 ID = 1 ( 1913): 173.36 20.394 12.33 75.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 1913)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. 101= 1 ( 1913): 173.36 20.394) 12.33) 75.31) + ID2= 2 ( 1601): 19.75 0.396 13.33 90.24 ID = 3 ( 1913): 193.10 20.478 12.33 76.84 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1514)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation 60.27 207.60 63.05 206.84 68.76 202.97 70.01 202.07 Manning 0.0400 0.0400 0.0400 0.0400 71.32 201.39 0.0400 72.62 200.83 0.0400 73.93 200.52 0.0400 75.23 200.30 0.0400 76.47 200.24 0.0400 77.56 200.13 0.0400 /0.0350 Main Channel 78.48 199.88 0.0350 Main Channel 79.53 199.69 0.0350 Main Channel 80.82 199.80 0.0350 Main Channel 82.05 200.10 0.0350 /0.0400 Main Channel 83.85 200.51 0.0400 88.71 201.62 0.0400 91.14 202.59 0.0400 98.85 206.42 0.0400 100.26 206.92 0.0400 102.43 207.50 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.41 200.10 .793E+03 2.0 1.86 6.76 0.80 200.49 .290E+04 11.3 2.95 4.26 1.19 200.88 .623E+04 31.1 3.76 3.33 1.58 201.27 .104E+05 62.5 4.52 2.78 1.97 201.66 .153E+05 105.9 5.20 2.42 2.36 202.05 .209E+05 162.5 5.86 2.14 2.75 202.44 .269E+05 231.9 6.50 1.93. 3.14 202.83 .333E+05 313.8 7.09 1.77 3.52 203.22 .402E+05 407.9 7.65 1.64 3.91 203.61 .474E+05 514.2 8.17 1.54 4.30 203.99 .551E+05 632.8 8.66 1.45 4.69 204.38 .631E+05 764.1 9.12 1.38 5.08 204.77 .715E+05 908.3 9.56 1.31 5.47 205.16 .804E+05 1065.7 9.99 1.26 5.86 205.55 .896E+05 1236.6 10.40 1.21 6.25 205.94 .992E+05 1421.2 10.79 1.16 6.64 206.33 .109E+06 1619.9 11.17 1.12 7.03 206.72 .120E+06 1828.2 11.50 1.09 7.42 207.11 .131E+06 2033.5 11.72 1.07 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1913) 193.10 20.48 12.33 76.84 0.98 3.28 OUTFLOW: ID= 1 ( 1514) 193.10 20.38 12.42 76.83 0.98 3.27 CALIB I NASHYD ( 1117)1 Area (ha)= 9.14. Curve Number (CN)= 53.0 ID= 1 DT= 5.0 min Ia (mm)= 6.36 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.67 Unit Hyd Qpeak (cms)= 0.525 PEAK FLOW (cms)= 0.371 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 38.539 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.319 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 1912) 202.25 20.71 12.42 75.10 OUTFLOW: ID= 1 ( 1510) 202.25 20.58 12.42 75.10 1.07 (1.32 1.09 1.33 CALIB NASHYD ( 1114) Area (ha)= 8.03 Curve Number (CN)= 45.0 ID= 1 DT= 5.0 min Ia (mm)= 7.91 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.54 Unit Hyd Qpeak (cms)= 0.566 PEAK FLOW (cms)= 0.289 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 30.090 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.249 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 1113) ID= 1 DT= 5.0 min 1 Area (ha)= 6.75 Curve Number (CN)= 50.0 Ia (mm)= 7.07 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.81 Unit Hyd Qpeak (cms)= 0.319 PEAK FLOW (cms)= 0.215 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 35.158 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.291 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 STANDHYD ( 1115)1 Area (ha)= 3.25 !ID= 1 DT= 5.0 min I Total Imp(%)= 29.39 Dir. Conn.(% = 17.30 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.95 2.29 Dep. Storage (mm)= 2.00 5.94 Average Slope (%)= 2.50 2.00 Length (m)= 147.16 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms). TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 61.49 5.00 15.00 2.09 (ii) 10.67 (ii) 5.00 15.00 0.31 0.09 0.23 12.08 118.77 120.77 0.98 0.25 12.17 36.15 120.77 0.30 *TOTALS* 0.439 (iii) 12.08 50.44 120.77 0.42 ADD HYD ( 1912)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1117): 9.14 0.371 12.67 38.54 + ID2= 2 ( 1514): 193.10 20.385 12.42 76.83 ID = 3 ( 1912): 202.25 20.713 12.42 75.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 1510)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 11.63 189.16 0.0600 12.58 189.09 0.0600 14.24 188.77 0.0600 14.96 188.71 0.0600 14.97 188.71 0.0600 17.56 188.16 0.0600 /0.0350 Main Channel 18.21 188.14 0.0350 Main Channel 20.89 188.05 0.0350 Main Channel 21.48 188.05 0.0350 Main Channel 22.56 188.14 0.0350 /0.0600 Main Channel 24.26 188.37 0.0600 25.10 188.57 0.0600 27.27 189.00 0.0600 30.89 189.35 0.0600 34.51 189.45 0.0600 39.11 189.56 0.0600 40.30 189.61 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 188.09 .615E+01 0.0 0.18 8.72 0.09 188.14 .206E+02 0.1 0.27 5.74 0.15 188.20 .495E+02 0.2 0.42 3.74 0.21 188.26 .833E+02 0.5 0.55 2.86 0.27 188.32 .121E+03 0.8 0.65 2.41 0.33 188.38 .163E+03 1.3 0.73 2.12 0.39 188.44 .209E+03 1.8 0.81 1.92 0.45 188.50 .257E+03 2.4 0.88 1.77 0.51 188.56 .308E+03 3.1 0.95 1.65 0.57 188.62 .363E+03 3.9 1.00 1.55 0.63 188.68 .421E+03 4.8 1.06 1.47 0.69 188.74 .482E+03 5.7 1.10 1.41 0.75 188.80 .548E+03 6.7 1.14 1.36 0.81 188.86 .619E+03 7.8 1.19 1.32 0.87 188.92 .692E+03 9.1 1.23 1.27 0.93 188.98 .770E+03 10.4 1.26 1.24 0.99 189.04 .851E+03 11.8 1.29 1.21 1.05 189.10 .937E+03 13.2 1.32 1.18 1.11 189.16 .103E+04 14.7 1.34 1.17 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20%. YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 46.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 1512)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 191.45 0.1000 3.00 191.48 0.1000 4.00 191.50 0.1000 6.00 191.40 0.1000 7.00 191.43 0.1000 8.00 191.43 0.1000 10.00 191.51 0.1000 11.00 191.44 0.1000 12.00 191.48 0.1000 13.00 191.45 0.1000 /0.0500 Main Channel 15.00 190.92 0.0500 Main Channel 16.00 190.94 0.0500 Main Channel 18.00 191.50 0.0500 /0.1000 Main Channel 19.00 191.53 0.1000 20.00 191.50 0.1000 21.00 191.43 0.1000 22.00 191.42 0.1000 23.00 191.44 0.1000 24.00 191.40 0.1000 25.00 191.28 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 190.96 .491E+01 0.0 0.21 15.49 0.06 190.99 .127E+02 0.0 0.35 9.31 0.09 191.02 .218E+02 0.1 0.45 7.19 0.12 191.05 .323E+02 0.1 0.53 6.05 0.16 191.08 .442E+02 0.1 0.61 5.31 0.19 191.11 .575E+02 0.2 0.67 4.78 0.22 191.14 .722E+02 0.3 0.74 4.38 0.25 191.17 .883E+02 0.4 0.79 4.06 0.28 191.20 .106E+03 0.5 0.85 3.80 0.31 191.24 .125E+03 0.6 0.90 3.58 0.34 191.27 .145E+03 0.7 0.95 3.39 0.37 191.30 .167E+03 0.9 1.00 3.23 0.41 191.33 .191E+03 1.0 1.04 3.11 0.44 191.36 .219E+03 1.2 1.07 3.01 0.47 191.39 .249E+03 1.4 1.10 2.93 0.50 191.42 .285E+03 1.6 1.11 2.90 0.53 191.45 .354E+03 1.9 1.04 3.09 0.57 191.49 .480E+03 2.3 0.94 3.41 0.60 191.53 .643E+03 2.9 0.88 3.67 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL INFLOW : ID= 2 ( 1115) OUTFLOW: ID= 1 ( 1512) (ha) (cms) (hrs) (mm) (m) (m/s) 3.25 0.44 12.08 50.44 0.27 0.83 3.25 0.39 12.08 50.42 0.26 0.81 37.00 38.00 191.91 0.1000 191.91 0.1000 CALIB STANDHYD ( 1116) Area (ha)= 2.82 ID= 1 DT= 5.0 min Total Imp( - 30.27 Dir. Conn.(%)= 20.79 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.85 1.96 Dep. Storage (mm)= 2.00 5.77 Average Slope (%)= 1.80 2.00 Length (m)= 137.04 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 58.34 5.00 15.00 2.21 (ii) 10.97 (ii) 5.00 15.00 0.30 0.09 0.24 12.08 118.77 120.77 0.98 0.20 12.17 35.39 120.77 0.29 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 46.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.407 (iii) 12.08 52.72 120.77 0.44 1 ROUTE CHN( 1513)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 8.00 191.96 0.1000 10.00 191.80 0.1000 11.00 191.83 0.1000 13.00 191.82 0.1000 16.00 191.86 0.1000 /0.1000 Main Channel 19.00 191.81 0.1000 Main Channel 21.00 191.82 0.1000 Main Channel 22.00 191.80 0.1000 Main Channel 24.00 191.83 0.1000 Main Channel 25.00 191.78 0.1000 Main Channel 27.00 191.86 0.1000 Main Channel 28.00 191.91 0.1000 Main Channel 29.00 191.90 0.1000 Main Channel 30.00 191.82 0.1000 Main Channel 32.00 191.80 0.1000 Main Channel 33.00 191.82 0.1000 /0.1000 Main Channel 35.00 191.91 0.1000 36.00 191.90 0.1000 ID1= 1 ( 1911): 18.02 0.644 12.17 35.65 + ID2= 2 ( 1513): 2.82 0.226 12.17 52.53 ID = 3 ( 1911): 20.84 0.870 12.17 37.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1511)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 189.14 0.1000 1.00 189.15 0.1000 2.00 189.12 0.1000 3.00 189.14 0.1000 4.00 189.14 0.1000 5.00 189.16 0.1000 6.00 189.21 0.1000 7.00 189.23 0.1000 8.00 189.18 0.1000 /0.0500 Main Channel 11.00 188.74 0.0500 Main Channel 12.00 188.74 0.0500 Main Channel 16.00 189.09 0.0500 Main Channel 17.00 189.08 0.0500 Main Channel 19.00 189.18 0.0500 /0.1000 Main Channel 20.00 189.21 0.1000 21.00 189.26 0.1000 22.00 189.28 0.1000 23.00 189.22 0.1000 24.00 189.21 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 188.77 .106E+02 0.0 0.11 48.93 0.05 188.79 .262E+02 0.0 0.17 32.54 0.08 188.82 .463E+02 0.0 0.21 25.88 0.11 188.85 .709E+02 0.1 0.25 22.02 0.14 188.88 .100E+03 0.1 0.28 19.41 0.16 188.90 .134E+03 0.1 0.31 17.50 0.19 188.93 .172E+03 0.2 0.34 16.02 0.22 188.96 .215E+03 0.2 0.37 14.83 0.25 188.99 .262E+03 0.3 0.40 13.85 0.27 189.01 .314E+03 0.4 0.42 13.02 0.30 189.04 .370E+03 0.5 0.45 12.30 0.33 189.07 .431E+03 0.6 0.47 11.68 0.36 189.10 .501E+03 0.7 0.45 12.17 0.38 189.12 .582E+03 0.8 0.47 11.62 0.41 189.15 .685E+03 1.0 0.48 11.35 0.44 189.18 .823E+03 1.2 0.48 11.36 0.47 189.21 .102E+04 1.6 0.50 10.85 0.51 189.25 .126E+04 2.0 0.52 10.53 0.54 189.28 .152E+04 2.5 0.54 10.20 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1911) 20.84 0.87 12.17 37.93 0.39 0.47 OUTFLOW: ID= 1 ( 1511) 20.84 0.78 12.50 37.93 0.37 0.46 + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.01 191.79 .316E+00 0.0 0.04 124.43 0.01 191.79 .126E+01 0.0 0.07 78.39 0.02 191.80 .284E+01 0.0 0.09 61.86 0.03 191.81 .658E+01 0.0 0.08 71.21 0.03 191.81 .156E+02 0.0 0.08 69.81 0.04 191.82 .338E+02 0.0 0.09 60.31 0.05 191.83 .603E+02 0.0 0.11 47.81 0.05 191.83 .986E+02 0.0 0.14 38.14 0.06 191.84 .141E+03 0.1 0.17 31.99 0.07 191.85 .187E+03 0.1 0.19 28.00 0.08 191.86 .237E+03 0.2 0.22 25.16 0.08 191.86 .290E+03 0.2 0.24 22.95 0.09 191.87 .345E+03 0.3 0.26 20.77 0.10 191.88 .402E+03 0.4 0.29 19.06 0.11 191.89 .459E+03 0.4 0.31 17.68 0.11 191.89 .518E+03 0.5 0.33 16.54 0.12 191.90 .579E+03 0.6 0.35 15.74 0.13 191.91 .645E+03 0.7 0.36 15.14 0.14 191.92 .715E+03 0.8 0.37 14.56 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1116) 2.82 0.41 12.08 52.72 0.10 0.30 OUTFLOW: ID= 1 ( 1513) 2.82 0.23 12.17 52.53 0.08 0.24 1 ADD HYD ( 1911)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. cms rs mm ID1= 1 ( 1113): 6.75 0.215) 12.83) 35.16) + ID2= 2 ( 1114): 8.03 0.289 12.58 30.09 ID = 3 ( 1911): 14.78 0.490 12.67 32.40 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 1911)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 1911): 14.78 0.490 12.67 32.40 + ID2= 2 ( 1512): 3.25 0.390 12.08 50.42 ID = 1 ( 1911): 18.02 0.644 12.17 35.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 1911)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1 CALIB 1 NASHYD ( 1112) Area (ha)= 5.44 Curve Number (CN)- 55.0 1ID= 1 DT= 5.0 min Ia (mm)= 4.89 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.87 Unit Hyd Qpeak (cms)= 0.238 PEAK FLOW (cms)= 0.195 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 41.484 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.343 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 1926)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1112): 5.44 0.195 12.92 41.48 + ID2= 2 ( 1510): 202.25 20.582 12.42 75.10 ID = 3 ( 1926): 207.69 20.725 12.42 74.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD2 ( 1926)1 3 + = 1 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 1926): 207.69 20.725) 12.42cms rs) 74.22) + ID2= 2 ( 1511): 20.84 0.777 12.50 37.93 ID = 1 ( 1926): 228.53 21.496 12.42 70.91 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 1528)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 11.63 189.16 0.0600 12.58 189.09 0.0600 14.24 188.77 0.0600 14.96 188.71 0.0600 14.97 188.71 0.0600 17.56 188.16 0.0600 /0.0350 main channel 18.21 188.14 0.0350 Main Channel 20.89 188.05 0.0350 Main Channel 21.48 188.05 0.0350 Main Channel 22.56 188.14 0.0350 /0.0600 Main Channel 24.26 188.37 0.0600 25.10 188.57 0.0600 27.27 189.00 0.0600 30.89 189.35 0.0600 34.51 189.45 0.0600 39.11 189.56 0.0600 < 40.30 189.61 0.0600 TRAVEL TIME TABLE > 1 ROUTE CHN( 1509)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 188.09 .389E+01 0.0 0.14 6.85 0.09 188.14 .130E+02 0.0 0.22 4.51 0.15 188.20 .313E+02 0.2 0.34 2.94 0.21 188.26 .527E+02 0.4 0.44 2.25 0.27 188.32 .767E+02 0.7 0.52 1.89 0.33 188.38 .103E+03 1.0 0.59 1.67 0.39 188.44 .132E+03 1.5 0.65 1.51 0.45 188.50 .163E+03 1.9 0.71 1.39 0.51 188.56 .195E+03 2.5 0.76 1.30 0.57 188.62 .229E+03 3.1 0.81 1.22 0.63 188.68 .266E+03 3.8 0.85 1.16 0.69 188.74 .305E+03 4.6 0.89 1.11 0.75 188.80 .347E+03 5.4 0.92 1.07 0.81 188.86 .391E+03 6.3 0.95 1.03 0.87 188.92 .438E+03 7.3 0.99 1.00 0.93 188.98 .487E+03 8.3 1.02 0.97 0.99 189.04 .538E+03 9.5 1.04 0.95 1.05 189.10 .592E+03 10.6 1.06 0.93 1.11 189.16 .651E+03 11.8 1.07 0.92 ""** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1926) 228.53 21.50 12.42 70.91 1.11 1.07 OUTFLOW: ID= 1 ( 1528) 228.53 21.48 12.50 70.91 1.11 1.07 CALIB NASHYD ( 1111) Area (ha)= 6.49 Curve Number (CN)= 49.0 ID= 1 DT= 5.0 min Ia (mm)= 6.30 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.09 Unit Hyd Qpeak (cms)= 0.227 PEAK FLOW (cms)= 0.162 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 34.586 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.286 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD (. 1910)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 1111): 6.49 0.162) 13.17cms rs) 34.59) + ID2= 2 ( 1528): 228.53 21.476 12.50 70.91 ID = 3 ( 1910): 235.02 21.586 12.50 69.91 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. U.H. Tp(hrs)= 0.81 Unit Hyd Qpeak (cms)= 0.205 PEAK FLOW (cms)= 0.149 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 37.495 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.310 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 1909)1I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1110): 4.36 0.149 12.83 37.50 + ID2= 2 ( 1509): 235.02 21.099 12.58 69.90 ID = 3 ( 1909): 239.37 21.235 12.58 69.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. DUHYD ( 1592)1 Inlet Cap.= 1.5301 #of Inlets= 1 Total(cros)= 1.51 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) TOTAL HYD.(ID= 1): 239.37 21.24 12.58 69.31 MAJOR SYS.(ID= 2): 126.51 19.71 12.58 69.31 MINOR SYS.(ID= 3): 112.86 1.53 11.67 69.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 188.32 0.0500 4.74 188.19 0.0500 33.55 186.46 0.0500 43.94 186.52 0.0500 58.34 186.48 0.0500 61.94 186.01 0.0500 /0.0450 Main Channel 63.68 185.99 0.0450 /0.1000 Main Channel 65.61 186.04 0.1000 66.54 186.26 0.1000 78.23 186.42 0.1000 88.57 186.56 0.1000 116.83 187.00 0.1000 219.83 186.80 0.1000 229.83 186.90 0.1000 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 26.23 192.85 0.0600 26.63 192.83 0.0600 27.10 192.78 0.0600 27.71 192.72 0.0600 28.00 192.66 0.0600 /0.0350 Main Channel 28.74 192.53 0.0350 Main Channel 29.21 192.50 0.0350 Main Channel 29.29 192.48 0.0350 Main Channel 29.98 192.44 0.0350 Main Channel 30.91 192.40 0.0350 Main Channel 31.53 192.42 0.0350 Main Channel 31.87 192.45 0.0350 Main Channel 32.83 192.62 0.0350 /0.0600 Main Channel 33.34 192.76 0.0600 33.37 192.81 0.0600 33.90 192.94 0.0600 34.15 192.95 0.0600 35.03 192.91 0.0600 35.71 193.01 0.0600 36.03 193.03 0.0600 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.02 192.42 .242E+01 0.0 0.09 43.91 0.04 192.44 .926E+01 0.0 0.14 26.52 0.07 192.46 .195E+02 0.0 0.19 19.52 0.09 192.48 .322E+02 0.0 0.24 15.82 0.11 192.51 .469E+02 0.1 0.28 13.33 0.13 192.53 .637E+02 0.1 0.32 11.91 0.15 192.55 .823E+02 0.1 0.36 10.50 0.18 192.57 .102E+03 0.2 0.40 9.49 0.20 192.59 .123E+03 0.2 0.43 8.71 0.22 192.62 .145E+03 0.3 0.47 8.09 0.24 192.64 .169E+03 0.4 0.50 7.47 0.27 192.66 .197E+03 0.5 0.55 6.88 0.29 192.69 .227E+03 0.6 0.60 6.33 0.32 192.71 .258E+03 0.7 0.64 5.90 0.34 192.74 .290E+03 0.9 0.68 5.56 0.37 192.77 .324E+03 1.0 0.71 5.29 0.40 192.79 .360E+03 1.2 0.75 5.05 0.42 192.82 .398E+03 1.4 0.78 4.86 0.45 192.84 .438E+03 1.6 0.80 4.70 "*** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 1910) 235.02 21.59 12.50 69.91 0.44 0.80 OUTFLOW:. ID= 1 (. 1509) 235.02 21.10 12.58 69.90 0.45 0.80 1 CALIB 1 NASHYD ( 1110) Area (ha)= 4.36 Curve Number (CN)= 53.0 1ID= 1 DT= 5.0 min Ia (mm)= 8.23 # of Linear Res.(N)= 3.00 0.10 186.09 .844E+02 0.1 0.25 17.96 0.14 186.13 .146E+03 0.2 0.33 13.74 0.19 186.18 .214E+03 0.3 0.39 11.46 0.24 186.23 .290E+03 0.5 0.45 10.00 0.29 186.28 .377E+03 0.7 0.48 9.50 0.34 186.33 .504E+03 0.9 0.47 9.56 0.38 186.37 .682E+03 1.2 0.47 9.54 0.43 186.42 .910E+03 1.6 0.48 9.50 0.48 186.47 .119E+04 2.0 0.45 9.94 0.53 186.52 .166E+04 2.4 0.40 11.38 0.57 186.56 .238E+04 3.7 0.42 10.72 0.62 186.61 .314E+04 5.4 0.46 9.77 0.67 186.66 .396E+04 7.4 0.51 8.93 0.72 186.71 .482E+04 9.8 0.55 8.23 0.77 186.76 .574E+04 12.5 0.59 7.66 0.81 186.80 .671E+04 15.4 0.62 7.28 0.86 186.85 .795E+04 17.5 0.60 7.57 0.91 186.90 .962E+04 20.9 0.59 7.66 INFLOW : ID= 2 OUTFLOW: ID= 1 ( <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 1592) 112.86 1.53 11.67 69.31 0.42 0.47 1508) 112.86 1.53 13.67 69.30 0.42 0.47 1 ADD HYD ( 1908)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. a) cms rs mm ID1= 1 ( 1109): 12.56 0.313) 13.83) 45.65) + ID2= 2 ( 1508): 112.86 1.530 13.67 69.30 ---------------------------------------------------- ID = 3 ( 1908): 125.42 1.843 13.83 66.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1507)1I IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 185.89 0.0500 3.38 185.82 0.0500 8.37 185.62 0.0500 16.93 184.91 0.0500 17.65 183.99 0.0500 /0.0450 Main Channel 19.50 184.00 0.0450 /0.1000 Main Channel 20.43 184.51 0.1000 24.03 185.12 0.1000 49.19 186.00 0.1000 70.05 186.50 0.1000 132.87 186.50 0.1000 160.82 186.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.05 186.04 .306E+02 0.0 0.15 29.31 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.13 184.12 .168E+02 0.2 0.89 1.22 0.26 184.25 .371E+02 0.8 1.36 0.80 0.40 184.39 .604E+02 1.6 1.70 0.64 0.53 184.52 .867E+02 2.6 1.98 0.55 0.66 184.65 .119E+03 3.9 2.15 0.51 0.79 184.78 .158E+03 5.5 2.27 0.48 0.92 184.91 .205E+03 7.4 2.35 0.46 1.06 185.05 .267E+03 9.5 2.34 0.47 1.19 185.18 .352E+03 12.2 2.27 0.48 1.32 185.31 .479E+03 15.8 2.15 0.51 1.45 185.44 .652E+03 20.7 2.08 0.53 1.59 185.58 .872E+03 27.2 2.04 0.53 1.72 185.71 .114E+04 35.0 2.01 0.54 1.85 185.84 .147E+04 44.7 1.99 0.55 1.98 185.97 .187E+04 58.1 2.03 0.54 2.11 186.10 .233E+04 73.2 2.06 0.53 2.25 186.24 .290E+04 92.1 2.08 0.52 2.38 186.37 .358E+04 115.4 2.11 0.52 2.51 186.50 .437E+04 126.9 1.90 0.57 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1908) 125.42 1.84 13.83 66.93 0.43 1.77 OUTFLOW: ID= 1 ( 1507) 125.42 1.84 13.83 66.93 0.43 1.77 CALIB NASITYD ( 1108) Area (ha)= 3.40 curve Number (CN)= 63.0 ID= 1 DT= 5.0 min I Ia (mm)= 4.57 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.79 Unit Hyd Qpeak (cms)= 0.165 PEAK FLOW (cms)= 0.164 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 50.880 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.421 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 1907)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 1108): 3.40 0.164) 12.83cms rs) 50.88) + ID2= 2 ( 1507): 125.42 1.843 13.83 66.93 ID = 3 ( 1907): 128.82 1.955 13.33 66.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1506)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.25 0.0500 3.53 183.17 0.0500 ADD HYD (. 1906)1 1+ 2= 3 AREA QPEAK (ha) (cms) ID1= 1 ( 1107): 1.43 0.072 12.58 44.32 + ID2= 2 ( 1506): 128.82 1.948 13.67 66.50 TPEAK R.V. (hrs) (mm) ID = 3 ( 1906): 130.25 1.980 13.58 66.26 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.25 0.0500 3.53 183.17 0.0500 4.86 183.08 0.0500 6.79 182.04 0.0500 8.07 181.49 0.0500 /0.0450 Main Channel 10.13 181.37 0.0450 /0.1000 Main Channel 11.64 182.64 0.1000 15.40 182.76 0.1000 17.38 182.73 0.1000 75.66 182.80 0.1000 117.59 182.00 0.1000 136.51 182.00 0.1000 196.24 182.20 0.1000 356.69 183.10 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 181.46 .452E+01 0.0 0.20 4.96 0.18 181.55 .164E+02 0.1 0.38 2.62 0.27 181.64 .303E+02 0.3 0.53 1.87 0.36 181.73 .460E+02 0.5 0.65 1.53 0.46 181.83 .634E+02 0.8 0.75 1.32 0.55 181.92 .826E+02 1.2 0.84 1.18 0.64 182.01 .112E+03 1.5 0.81 1.21 0.73 182.10 .337E+03 2.5 0.44 2.27 0.82 182.19 .737E+03 4.3 0.35 2.83 0.91 182.28 .129E+04 7.6 0.35 2.84 1.00 182.37 .195E+04 12.1 0.37 2.69 1.09 182.46 .273E+04 18.1 0.39 2.52 1.18 182.55 .363E+04 25.6 0.42 2.36 1.27 182.64 .464E+04 34.9 0.45 2.22 1.37 182.74 .578E+04 45.1 0.46 2.13 1.46 182.83 .726E+04 54.3 0.44 2.23 1.55 182.92 .894E+04 72.8 0.48 2.05 1.64 183.01 .107E+05 93.9 0.52 1.90 1.73 183.10 .126E+05 117.6 0.56 1.78 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1906) 130.25 1.98 13.58 66.26 0.68 0.58 OUTFLOW: ID= 1 ( 1505) 130.25 1.98 13.67 66.26 0.68 0.58 4.86 183.08 0.0500 6.79 182.04 0.0500 8.07 181.49 0.0500 /0.0450 Main Channel 10.13 181.37 0.0450 /0.1000 Main Channel 11.64 182.64 0.1000 15.40 182.76 0.1000 17.38 182.73 0.1000 75.66 182.80 0.1000 117.59 182.00 0.1000 136.51 182.00 0.1000 196.24 182.20 0.1000 356.69 183.10 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 181.46 .157E+02 0.0 0.18 19.33 0.18 181.55 .570E+02 0.1 0.34 10.22 0.27 181.64 .106E+03 0.2 0.47 7.31 0.36 181.73 .160E+03 0.4 0.58 5.96 0.46 181.83 .221E+03 0.7 0.67 5.16 0.55 181.92 .287E+03 1.0 0.75 4.62 0.64 182.01 .391E+03 1.4 0.73 4.74 0.73 182.10 .117E+04 2.2 0.39 8.84 0.82 182.19 .256E+04 3.9 0.31 11.02 0.91 182.28 .448E+04 6.7 0.31 11.08 1.00 182.37 .680E+04 10.8 0.33 10.50 1.09 182.46 .951E+04 16.1 0.35 9.84 1.18 182.55 .126E+05 22.9 0.37 9.21 1.27 182.64 .162E+05 31.1 0.40 8.66 1.37 182.74 .201E+05 40.3 0.41 8.32 1.46 182.83 .253E+05 48.5 0.40 8.68 1.55 182.92 .311E+05 65.0 0.43 7.98 1.64 183.01 .373E+05 83.8 0.46 7.41 1.73 183.10 .437E+05 104.9 0.50 6.95 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1907) 128.82 1.95 13.33 66.51 0.70 0.45 OUTFLOW: ID= 1 ( 1506) 128.82 1.95 13.67 66.50 0.70 0.46 I CALIB I (CN)= 60.0 11D=SHYD ( 1 DT= 5.01 min) Ia a (mm)= 1.43 = 9.18 #Uofe NumbLinearrRes.(N) 3.00 U.H. Tp(hrs)= 0.62 Unit Hyd Qpeak (cms)= 0.089 PEAK FLOW (cms)= 0.072 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 44.324 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.367 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB I STANDHYD ( 1106) Area (ha)= 0.23 !ID= 1 DT= 5.0 min Total Imp(%)= 32.69 Dir. Conn.(%)= 32.18 IMPERVIOUS PERVIOUS Surface Area (ha)= 0.07 0.15 Dep. Storage (mm)= 2.00 11.16 Average Slope (%)= 1.00 2.00 Length (m)= 38.96 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= (i) 147.82 50.97 5.00 15.00 1.24 (ii) 10.48 (ii) 5.00 15.00 0.33 0.09 PEAK FLOW (cms)= 0.03 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.01 12.17 34.20 120.77 0.28 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 51.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.041 (iii) 12.08 61.38 120.77 0.51 I ADD HYD ( 1905)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 1106): 0.23 0.041) 12.08) 61.38) + ID2= 2 ( 1505): 130.25 1.980 13.67 66.26 ID = 3 ( 1905): 130.48 1.982 13.67 66.25 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 1504)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------ Distance Elevation Manning 0.00 183.25 0.0500 3.53 183.17 0.0500 4.86 183.08 0.0500 6.79 182.04 0.0500 8.07 181.49 0.0500 /0.0450 Main Channel 10.13 181.37 0.0450 /0.1000 Main Channel 11.64 182.64 0.1000 15.40 182.76 0.1000 17.38 182.73 0.1000 75.66 182.80 0.1000 117.59 182.00 0.1000 136.51 182.00 0.1000 196.24 182.20 0.1000 356.69 183.10 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 181.46 .220E+02 0.0 0.15 32.14 0.18 181.55 .798E+02 0.1 0.28 17.00 0.27 181.64 .148E+03 0.2 0.40 12.15 0.36 181.73 .224E+03 0.4 0.49 9.91 0.46 181.83 .309E+03 0.6 0.56 8.58 0.55 181.92 .402E+03 0.9 0.63 7.68 0.64 182.01 .547E+03 1.2 0.61 7.87 0.73 182.10 .164E+04 1.9 0.33 14.70 0.82 182.19 .359E+04 3.3 0.26 18.32 0.91 182.28 .627E+04 5.7 0.26 18.42 1.00 182.37 .952E+04 9.1 0.28 17.46 1.09 182.46 .133E+05 13.6 0.29 16.35 1.18 182.55 .177E+05 19.2 0.31 15.31 1.27 182.64 .226E+05 26.2 0.34 14.39 1.37 182.74 .281E+05 33.9 0.35 13.84 1.46 182.83 .354E+05 40.8 0.33 14.44 1.55 182.92 .435E+05 54.7 0.36 13.27 1.64 183.01 .522E+05 70.6 0.39 12.32 1.73 183.10 .612E+05 88.4 0.42 11.55 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1905) 130.48 1.98 13.67 66.25 0.74 0.32 OUTFLOW: ID= 1 ( 1504) 130.48 1.96 14.00 66.24 0.73 0.32 CALIB NASHYD ( 1105) Area (ha)= 19.91 Curve Number (CN)= 53.0 ID= 1 DT= 5.0 min Ia (mm)= 10.89 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.31 Unit Hyd Qpeak (cms)= 0.581 PEAK FLOW (cms)= 0.454 (i) TIME TO PEAK (hrs)= 13.500 RUNOFF VOLUME (mm)= 36.025 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.298 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 1904)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1104): 11.05 0.225 13.83 37.73 + ID2= 2 ( 1105): 19.91 0.454 13.50 36.02 ID = 3 ( 1904): 30.97 0.673 13.58 36.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. STANDHYD ( 1103)1 Area (ha)= 0.81 ID= 1 DT= 5.0 min 1 Total Imp( %)= 27.53 Dir. Conn.(5)= 27.51 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.22 0.59 Dep. Storage (mm)= 2.00 7.36 Average Slope (50= 5.00 2.00 Length (m)= 73.46 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 63.86 5.00 10.00 1.12 (ii) 9.56 (ii) 5.00 10.00 0.34 0.11 0.09 12.08 118.77 120.77 0.98 0.07 12.08 43.26 120.77 0.36 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 58.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.163 (iii) 12.08 64.03 120.77 0.53 1 ADD HYD ( 1903)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 1103): 0.81 0.163 12.08 64.03 + ID2= 2 ( 1503): 161.45 2.585 14.00 60.56 ID = 3 ( 1903): 162.26 2.593 14.00 60.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 1502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 182.18 0.0500 4.19 181.70 0.0500 8.26 181.59 0.0500 13.22 181.20 0.0500 15.56 180.45 0.0500 /0.0350 Main Channel 19.92 180.44 0.0350 /0.0500 Main Channel 20.65 181.01 0.0500 23.57 181.21 0.0500 28.00 182.45 0.0500 30.48 182.47 0.0500 38.15 182.69 0.0500 I ADD HYD ( 1904)1I I 3+ 2= 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 1904): 30.97 0.673 13.58 36.63 + ID2= 2 ( 1504): 130.48 1.962 14.00 66.24 ID = 1 ( 1904): 161.45 2.620 13.75 60.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 1503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.25 0.0500 3.53 183.17 0.0500 4.86 183.08 0.0500 6.79 182.04 0.0500 8.07 181.49 0.0500 /0.0450 Main Channel 10.13 181.37 0.0450 /0.1000 Main Channel 11.64 182.64 0.1000 15.40 182.76 0.1000 17.38 182.73 0.1000 75.66 182.80 0.1000 117.59 182.00 0.1000 136.51 182.00 0.1000 196.24 182.20 0.1000 356.69 183.10 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 181.46 .841E+01 0.0 0.09 21.25 0.18 181.55 .305E+02 0.0 0.16 11.24 0.27 181.64 .565E+02 0.1 0.23 8.03 0.36 181.73 .857E+02 0.2 0.28 6.55 0.46 181.83 .118E+03 0.3 0.33 5.67 0.55 181.92 .154E+03 0.5 0.36 5.08 0.64 182.01 .209E+03 0.7 0.35 5.20 0.73 182.10 .628E+03 1.1 0.19 9.72 0.82 182.19 .137E+04 1.9 0.15 12.11 0.91 182.28 .240E+04 3.3 0.15 12.18 1.00 182.37 .364E+04 5.3 0.16 11.54 1.09 182.46 .509E+04 7.9 0.17 10.81 1.18 182.55 .676E+04 11.1 0.18 10.12 1.27 182.64 .865E+04 15.1 0.19 9.51 1.37 182.74 .108E+05 19.6 0.20 9.15 1.46 182.83 .135E+05 23.6 0.19 9.54 1.55 182.92 .166E+05 31.6 0.21 8.77 1.64 183.01 .199E+05 40.8 0.23 8.14 1.73 183.10 .234E+05 51.1 0.24 7.63 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1904) 161.45 2.62 13.75 60.56 0.87 0.15 OUTFLOW: ID= 1 ( 1503) 161.45 2.59 14.00 60.56 0.86 0.15 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 180.53 .220E+02 0.1 0.33 2.85 0.18 180.62 .473E+02 0.4 0.52 1.81 0.27 180.71 .746E+02 0.9 0.67 1.40 0.37 180.81 .104E+03 1.5 0.79 1.18 0.46 180.90 .136E+03 2.2 0.90 1.04 0.55 180.99 .169E+03 3.0 1.00 0.93 0.64 181.08 .207E+03 3.9 1.07 0.87 0.73 181.17 .252E+03 5.1 1.12 0.83 0.82 181.26 .306E+03 6.3 1.15 0.81 0.92 181.36 .368E+03 7.8 1.18 0.79 1.01 181.45 .438E+03 9.5 1.21 0.77 1.10 181.54 .515E+03 11.4 1.24 0.75 1.19 181.63 .601E+03 13.5 1.26 0.74 1.28 181.72 .704E+03 15.9 1.27 0.74 1.37 181.81 .817E+03 18.9 1.30 0.72 1.47 181.91 .935E+03 22.2 1.33 0.70 1.56 182.00 .106E+04 25.8 1.36 0.68 1.65 182.09 .119E+04 29.7 1.40 0.67 1.74 182.18 .132E+04 33.9 1.43 0.65 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1903) 162.26 2.59 14,00 60.57 0.50 0.95 OUTFLOW: ID= 1 ( 1502) 162.26 2.59 14,00 60.57 0.50 0.95 CALIB NASHYD ( 1102) 1ID= 1 DT= 5.0 min Area (ha)= 12.31 Curve Number (CN)= 51.0 Ia (mm)= 10.93 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 2.25 Unit Hyd Qpeak (cms)= 0.209 PEAK FLOW (cms)= 0.175 (l) TIME TO PEAK (hrs)= 14.583 RUNOFF VOLUME (mm)= 34.093 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.282 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 1902)1 I 1 + 2 = 3 I AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 1102): 12.31 0.175) 14.58cms rs) 34.09) + ID2= 2 ( 1502): 162.26 2.593 14.00 60.57 ID = 3 ( 1902): 174.56 2.760 14.08 58.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 1501)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 TRAVEL TIME TABLE > < < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 181.10 0.1000 15.00 181.00 0.1000 51.74 181.38 0.1000 53.94 180.82 0.1000 54.44 180.39 0.1000 /0.0350 55.34 180.45 0.0350 55.74 180.92 0.0350 /0.0500 57.24 181.25 0.0500 58.64 181.48 0.0500 61.84 181.53 0.0500 TRAVEL TIME TABLE Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 180.42 .189E+01 0.0 0.17 16.35 0.08 180.46 .730E+01 0.0 0.30 9.28 0.11 180.50 .138E+02 0.0 0.43 6.44 0.15 180.54 .207E+02 0.1 0.53 5.21 0.19 180.57 .281E+02 0.1 0.62 4.50 0.23 180.61 .360E+02 0.1 0.69 4.03 0.26 180.65 .444E+02 0.2 0.75 3.69 0.30 180.69 .532E+02 0.3 0.81 3.44 0.34 180.72 .625E+02 0.3 0.86 3.24 0.38 180.76 .723E+02 0.4 0.90 3.08 0.41 180.80 .825E+02 0.5 0.94 2.94 0.45 180.84 .933E+02 0.5 0.98 2.84 0.49 180.87 .105E+03 0.6 1.00 2.76 0.53 180.91 .118E+03 0.7 1.03 2.70 0.56 180.95 .133E+03 0.8 1.06 2.61 0.60 180.99 .149E+03 1.0 1.09 2.55 0.64 181.02 .180E+03 1.1 0.99 2.81 0.68 181.06 .268E+03 1.3 0.78 3.56 0.71 181.10 .416E+03 1.5 0.61 4.54 "*** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 1902) 174.56 2.76 14.08 58.71 0.71 0.62 OUTFLOW: ID= 1 ( 1501) 174.56 2.76 14.08 58.70 0.71 0.63 CALIB I NASHYD ( 1101)1 ID= 1 DT= 5.0 min II Ia mm= Area (ha)= U.K. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.175 PEAK FLOW (cms)= 0.109 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 38.386 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.318 1.96 Curve Number (CN)= 53.0 6.62 # of Linear Res.(N)= 3.00 0.43 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) Cm) (cu.m.) (cms) (m/s) 0.10 0.10 .238E+03 0.4 1.91 0.20 0.20 .538E+03 1.5 2.85 0.30 0.30 .900E+03 3.1 3.57 0.40 0.40 .132E+04 5.3 4.17 0.50 0.50 .181E+04 8.2 4.71 0.60 0.60 .236E+04 11.9 5.20 0.70 0.70 .297E+04 16.2 5.66 0.80 0.80 .364E+04 21.4 6.09 0.90 0.90 .438E+04 27.5 6.50 1.00 1.00 .517E+04 34.5 6.90 1.11 1.11 .617E+04 45.3 7.60 1.22 1.22 .732E+04 57.5 8.13 1.33 1.33 .862E+04 71.0 8.52 1.44 1.44 .101E+05 85.9 8.82 1.56 1.56 .117E+05 102.2 9.05 1.67 1.67 .135E+05 120.0 9.23 1.78 1.78 .154E+05 139.2 9.37 1.89 1.89 .174E+05 160.0 9.49 2.00 2.00 .197E+05 182.3 9.59 INFLOW : ID= 2 ( 50116) OUTFLOW: ID= 1 ( 50512) TRAV.TIME (min) 9.04 6.06 4.84 4.13 3.66 3.31 3.05 2.83 2.65 2.50 2.27 2.12 2.02 1.96 1.91 1.87 1.84 1.82 1.80 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 19.65 2.31 12.33 67.40 0.25 3.17 19.65 2.25 12.42 67.40 0.25 3.14 1 ADD HYD ( 50911)1 1 1+ 2= 3 1 ID1= 1 ( 50115): + ID2= 2 ( 50512): AREA (ha) 53.78 19.65 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.288 12.25 68.93 2.253 12.42 67.40 ID = 3 ( 50911): 73.43 7.507 12.33 68.52 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50511)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 I ADD HYD ( 1901)1 1 1+ 2= 3 ID1= 1 ( 1101): + ID2= 2 ( 1501): AREA (ha) 1.96 174.56 QPEAK (cms) 0.109 2.757 TPEAK R.V. (hrs) (mm) 12.42 38.39 14.08 58.70 ID = 3 ( 1901): 176.52 2.774 14.08 58.48 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 50120) Area 1ID= 1 DT= 5.0 min Ia U.H. Unit Hyd Qpeak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) PEAK FLOW DOES NOT (ha)= 12.03 Curve Number (CN)= 83.0 (mm)= 5.70 # of Linear Res.(N)= 3.00 Tp(hrs)= 0.30 1.516 1.903 (i) 12.250 79.210 120.770 0.656 INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 50115) 1ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 4.349 PEAK FLOW (cms)= 5.288 TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 68.929 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.571 (i) PEAK FLOW DOES NOT INCLUDE 53.78 Curve Number (CN)= 79.0 9.42 # of Linear Res.(N)= 2.00 0.32 (i) BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 50116) 110= 1 DT= 5.0 min Area (ha)= Ia (m)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 2.073 PEAK FLOW (cms)= 2.307 TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 67.400 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.558 (i) PEAK FLOW DOES NOT INCLUDE 19.65 Curve Number (CN)= 77.0 8.00 # of Linear Res.(N)= 0.36 (i) BASEFLOW IF ANY. 3.00 1 ROUTE CHN( 50512)1 43.48 221.64 0.1000 52.85 221.50 0.1000 55.62 221.62 0.1000 71.59 221.29 0.1000 73.29 220.90 0.1000 73.31 220.89 0.1000 /0.0350 75.92 220.62 0.0350 76.64 220.61 0.0350 77.36 220.64 0.0350 78.08 220.80 0.0350 78.31 220.81 0.0350 /0.1000 86.01 221.45 0.1000 88.89 221.49 0.1000 91.74 221.41 0.1000 104.98 221.49 0.1000 113.37 221.10 0.1000 128.12 221.22 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.03 220.64 .622E+02 0.0 0.36 0.06 220.67 .174E+03 0.0 0.62 0.08 220.70 .312E+03 0.1 0.80 0.11 220.73 .474E+03 0.2 0.96 0.14 220.75 .661E+03 0.3 1.09 0.17 220.78 .873E+03 0.5 1.21 0.20 220.81 .111E+04 0.7 1.29 0.23 220.84 .139E+04 0.9 1.42 0.26 220.87 .178E+04 1.3 1.54 0.29 220.91 .222E+04 1.7 1.68 0.33 220.94 .271E+04 2.3 1.82 0.36 220.98 .324E+04 2.9 1.94 0.40 221.01 .381E+04 3.6 2.04 0.43 221.04 .442E+04 4.3 2.13 0.47 221.08 .508E+04 5.1 2.21 0.50 221.11 .580E+04 6.0 2.25 0.53 221.15 .686E+04 6.9 2.19 0.57 221.18 .832E+04 8.0 2.09 0.60 221.21 .102E+05 9.2 1.97 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel <---- hydrograph ----> AREA QPEAK TPEAK R.V. INFLOW : ID= 2 ( 50911) 73.43 7.51 (hrs)23 68.52 OUTFLOW: ID= 1 ( 50511) 73.43 6.40 12.58 68.51 TRAV. TIME (min) 101.09 59.10 45.38 38.06 33.34 29.97 28.17 25.61 23.56 21.69 19.99 18.76 17.82 17.08 16.48 16.20 16.60 17.42 18.48 <-pipe / channel-> MAX DEPTH MAX VEL 0.55 (2.13 0.52 2.22 1 CALIB 1 NASHYD ( 50144) 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 4.135 40.06 Curve Number (CN)= 78.0 8.47 # of Linear Res.(N)= 3.00 0.37 < DATA FOR SECTION ( 1.1) Distance Elevation 18.29 221.96 23.30 221.87 27.63 221.63 Manning 0.1000 0.1000 0.1000 PEAK FLOW (cms)= 4.734 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 68.546 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.568 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 50121)1 Area (ha)= 78.83 Curve Number (CN)= 58.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 11.15 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.81 Unit Hyd Qpeak (cms)= 3.726 PEAK FLOW (cms)= 2.974 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 40.935 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.339 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50934)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50121): 78.83 2.974 12.83 40.93 + ID2= 2 ( 50144): 40.06 4.734 12,33 68.55 ID = 3 ( 50934): 118.89 6.823 12.42 50.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50934)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 50934): 118.89 823) 12.42cms rs) 50.24) + 102= 2 ( 50511): 73.43 6.400 12.58 68.51 ID = 1 ( 50934): 192.32 12.962 12.50 57.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50516)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 28.45 219.77 0.1000 53.29 219.66 0.1000 60.19 219.67 0.1000 62.52 219.78 0.1000 66.64 219.83 0.1000 68.02 219.87 0.1000 68.51 219.83 0.1000 71.23 219.79 0.1000 73.64 219.83 0.1000 78.11 219.58 0.1000 /0.0350 Main Channel 79.26 219.32 0.0350 Main Channel 82.29 219.60 0.0350 /0.1000 Main Channel 83.43 219.64 0.1000 89.56 219.97 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .297E+03 0.3 1.34 16.03 0.20 0.20 .672E+03 1.0 2.00 10.74 0.30 0.30 .112E+04 2.2 2.51 8.58 0.40 0.40 .165E+04 3.8 2.94 7.33 0.50 0.50 .226E+04 5.8 3.32 6.49 0.60 0.60 .295E+04 8.4 3.66 5.88 0.70 0.70 .371E+04 11.4 3.99 5.40 0.80 0.80 .455E+04 15.1 4.29 5.02 0.90 0.90 .546E+04 19.4 4.58 4.70 1.00 1.00 .646E+04 24.3 4.86 4.43 1.11 1.11 .770E+04 31.9 5.35 4.02 1.22 1.22 .914E+04 40.5 5.72 3.76 1.33 1.33 .108E+05 50.0 6.00 3.59 1.44 1.44 .126E+05 60.5 6.21 3.47 1.56 1.56 .146E+05 71.9 6.37 3.38 1.67 1.67 .168E+05 84.5 6.50 3.31 1.78 1.78 .192E+05 98.0 6.60 3.26 1.89 1.89 .218E+05 112.6 6.68 3.22 2.00 2.00 .245E+05 128.3 6.75 3.19 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50127) 122.41 9.91 12.58 66.21 0.65 3.82 OUTFLOW: ID= 1 ( 50522) 122.41 9.82 12.67 66.21 0.64 3.80 CALIB NASHYD ( 50141) Area (ha)= 41.88 Curve Number (CN)= 73.0 ID= 1 DT= 5.0 min Ia (mm)= 9.97 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.32 Unit Hyd Qpeak (cms)= 4.953 PEAK FLOW (cms)= 4.727 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 59.943 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.496 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50919)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50141): 41.88 4.727 12.25 59.94 + ID2= 2 ( 50522): 122.41 9.820 12.67 66.21 93.60 94.48 95.79 96.33 100.60 105.27 219.94 219.87 219.87 219.94 219.94 220.29 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu,m,) (cms) (m/s) (min) 0.02 219.34 .458E+00 0.0 0.19 9.72 0.05 219.37 .183E+01 0.0 0.29 6.13 0.07 219.39 .412E+01 0.0 0.39 4.67 0.09 219.41 .732E+01 0.0 0.47 3.86 0.12 219.44 .114E+02 0.1 0.54 3.33 0.14 219.46 .165E+02 0.1 0.61 2.94 0.16 219.48 .224E+02 0.1 0.68 2.66 0.19 219.51 .293E+02 0.2 0.74 2.43 0.21 219.53 .371E+02 0.3 0.80 2.25 0.24 219.56 .458E+02 0.4 0.86 2.09 0.26 219.58 .554E+02 0.5 0.92 1.97 0.28 219.60 .665E+02 0.6 0.99 1.83 0.31 219.63 .799E+02 0.8 1.06 1.71 0.33 219.65 .962E+02 1.0 1.10 1.64 0.35 219.67 .126E+03 1.2 1.04 1.74 0.38 219.70 .182E+03 1.5 0.89 2.03 0.40 219.72 .255E+03 1.8 0.78 2.31 0.43 219.75 .345E+03 2.3 0.71 2.53 0.45 219.77 .453E+03 2.8 0.67 2.71 WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel -> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50934) 192.32 12.96 12.50 57.22 0.45 0.67 OUTFLOW: ID= 1 ( 50516) 192.32 12.92 12.58 57.22 0.45 0.67 1 CALIB NASHYD ( 50127) Area (ha)= 122.41 Curve Number (CN)= 77.0 ID= 1 DT= 5.0 min Ia (mm)= 9.44 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.59 Unit Hyd Qpeak (cms)= 7.911 PEAK FLOW (cms)= 9.911 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 66.210 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.548 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 50522)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50521)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------> Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0,10 .755E+02 0.2 1.01 5.44 0.20 0.20 .171E+03 0.8 1.50 3.64 0.30 0.30 .286E+03 1.6 1.88 2.91 0.40 0.40 .420E+03 2.8 2.20 2.49 0.50 0.50 .575E+03 4.3 2.49 2.20 0.60 0.60 .749E+03 6.3 2.74 1.99 0.70 0.70 .942E+03 8.6 2.99 1,83 0.80 0.80 .116E+04 11.3 3.21 1,70 0.90 0.90 .139E+04 14.5 3.43 1.60 1.00 1.00 .164E+04 18.2 3.64 1.50 1.11 1.11 .196E+04 23.9 4.01 1.36 1.22 1.22 .232E+04 30.3 4.29 1.28 1.33 1.33 .274E+04 37.5 4.49 1.22 1.44 1.44 .320E+04 45.3 4.65 1.18 1.56 1.56 .371E+04 53.9 4.77 1.15 1.67 1.67 .427E+04 63.3 4.87 1.12 1.78 1.78 .488E+04 73.4 4.94 1.11 1.89 1.89 .553E+04 84.4 5.01 1.09 2.00 2.00 .624E+04 96.1 5.06 1.08 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50919) 164.29 13.13 12.50 64.61 0.86 3.33 OUTFLOW: ID= 1 ( 50521) 164.29 13.12 12.50 64.61 0.86 3.33 CALIB NASHYD ( 50133) Area (ha)= 44.86 Curve Number (CN)= 72.0 !IC= 1 DT= 5.0 min Ia (mm)= 8.03 # of Linear Res.(N)= 3.00 U.H, Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= 2.312 PEAK FLOW (cms)= 2.748 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 60.094 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.498 ID = 3 ( 50919): 164.29 13.132 12.50 64.61 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 50528)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .534E+03 0.3 1.50 25.80 0.20 0.20 .121E+04 1.2 2.24 17.29 0.30 0.30 .202E+04 2.4 2.80 13.80 0.40 0.40 .297E+04 4.2 3.28 11.80 0.50 0.50 .406E+04 6.5 3.70 10.45 0.60 0.60 .529E+04 9.3 4.09 9.46 0.70 0.70 .666E+04 12.8 4.45 8.70 0.80 0.80 .817E+04 16.9 4.79 8.08 0.90 0.90 .982E+04 21.6 5.11 7.57 1.00 1.00 .116E+05 27.1 5.42 7.14 1.11 1.11 .138E+05 35.6 5.97 6.47 1.22 1.22 .164E+05 45.2 6.39 6.06 1.33 1.33 .193E+05 55.8 6.69 5.78 1.44 1.44 .226E+05 67.5 6.93 5.58 1.56 1.56 .262E+05 80.3 7.11 5.44 1.67 1.67 .302E+05 94.3 7.25 5.33 1.78 1.78 .345E+05 109.4 7.36 5.25 1.89 1.89 .391E+05 125.7 7.46 5.19 2.00 2.00 .441E+05 143.2 7.54 5.13 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50133) 44.86 2.75 12.75 60.09 0.32 2.88 OUTFLOW: ID= 1 ( 50528) 44.86 2.63 12.92 60.09 0.31 2.85 CALIB II NASHYD ( 50132)1 Area (ha)= 93.74 Curve Number (CN)= 71.0 ID= 1 DT= 5.0 min I Ia (mm)= 9.58 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.73 Unit Hyd Qpeak (cms)- 4.918 PEAK FLOW (cms)- 5.562 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 57.518 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.476 (1) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 50140)1 Area (ha)= 26.38 Curve Number (CN)= 62.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 9.55 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.54 Unit Hyd Qpeak (cms)- 1.859 PEAK FLOW (cms)= 1.523 (1) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 46.346 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.384 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 50535)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .165E+03 0.3 1.30 9.17 0.20 0.20 .372E+03 1.0 1.94 6.14 0.30 0.30 .623E+03 2.1 2.43 4.90 0.40 0.40 .917E+03 3.6 2.85 4.19 0.50 0.50 .125E+04 5.6 3.22 3.71 0.60 0.60 .163E+04 8.1 3.55 3.36 0.70 0.70 .206E+04 11.1 3.86 3.09 0.80 0.80 .252E+04 14.6 4.16 2.87 0.90 0.90 .303E+04 18.8 4.44 2.69 1.00 1.00 .358E+04 23.5 4.71 2.54 1.11 1.11 .427E+04 31.0 5.19 2.30 1.22 1.22 .507E+04 39.3 5.55 2.15 1.33 1.33 .597E+04 48.5 5.82 2.05 1.44 1.44 .698E+04 58.6 6.02 1.98 1.56 1.56 .809E+04 69.8 6.18 1.93 1.67 1.67 .931E+04 81.9 6.30 1.90 1.78 1.78 .106E+05 95.0 6.40 1.87 1.89 1.89 .121E+05 109.2 6.48 1.84 2.00 2.00 .136E+05 124.4 6.55 1.82 INFLOW : ID= 2 ( 50140) OUTFLOW: ID= 1 ( 50535) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 26.38 1.52 12.50 46.35 0.25 2.14 26.38 1.51 12.58 46.35 0.25 2.14 I CALIB I NASHYD ( 50137) Area (ha)= 92.15 Curve Number (CN)= 61.0 IID= 1 DT= 5.0 min Ia (mm)= 9.89 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.57 Unit Hyd Qpeak (cms)= 6.175 PEAK FLOW (cms)= 4.977 (1) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 44.988 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.373 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 50136) Area (ha)= 25.21 Curve Number (CN)= 63.0 ID= 1 DT= 5.0 min Ia (mm)= 10.53 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.28 Unit Hyd Qpeak (cms)= 0.754 PEAK FLOW (cms)- 0.779 (i) TIME TO PEAK (hrs)= 13.417 RUNOFF VOLUME (mm)= 46.847 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.388 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 50138) Area (ha)= 32.92 Curve Number (CN)= 60.0 1 ID= 1 DT= 5.0 min Ia (mm)= 10.45 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.50 Unit Hyd Qpeak (cms)= 2.515 PEAK FLOW (cms)- 1.885 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 43.517 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.360 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 50139) Area (ha)= 55.05 Curve Number (CN)= 60.0 1ID= 1 DT= 5.0 min Ia (mm)= 10.05 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.65 Unit Hyd Qpeak (cms)= 3.225 PEAK FLOW (cms)- 2.619 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 43.772 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.362 1 CALIB 1 NASHYD ( 50135) Area (ha)= 98.20 Curve Number (CN)= 64.0 1ID= 1 DT= 5.0 min Ia (mm)= 9.18 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.97 Unit Hyd Qpeak (cms)= 3.859 PEAK FLOW (cms)= 3.913 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 48.935 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.405 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50927)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 50135): 98.20 (cms)913 13.00 48.93) + 102= 2 ( 50139): 55.05 2.619 12.67 43.77 ID = 3 ( 50927): 153.25 6.325 12.83 47.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD2 ( 50927)1 3 + = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 50927): 153.25 6.325) 12.83cms rs) 47.08) + ID2= 2 ( 50535): 26.38 1.512 12.58 46.35 ID = 1 ( 50927): 179.62 7.724 12.75 46.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50926)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. 1D1= 1 ( 50136): 25.21 0.779) 13.42) 46.85) + ID2= 2 ( 50137): 92.15 4.977 12.58 44.99 -------------------------------------------- ID = 3 ( 50926): 117.36 5.490 12.58 45.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD2 ( 50926)1 3 + = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 50926): 117.36 5.490 12.58 45.39 + ID2= 2 ( 50138): 32.92 1.885 12.50 43.52 ID = 1 ( 50926): 150.28 7.338 12.58 44.98 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 50926)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50926): 150.28 7.338 12.58 44.98 + ID2= 2 ( 50927): 179.62 7.724 12.75 46.97 ID = 3 ( 50926): 329.91 14.846 12.67 46.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 50403)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min 1 OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha,m.) INFLOW : ID= 2 ( 50926) OUTFLOW: ID= 1 ( 50403) 0.0000 0.0000 1.3200 16.3733 0.0752 2.7048 1.3200 19.1359 0.2922 5.4192 1.3200 21.9083 0.9150 8.1433 1.3200 24.6904 1.2000 10.8769 1.3200 27.4821 1.3200 13.6203 6.0000 28.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 329.909 14.846 12.67 46.06 329.909 1.183 20.58 42.17 PEAK FLOW REDUCTION [QOUt/Qin](%)= 7.97 TIME SHIFT OF PEAK FLOW (min)=475.00 MAXIMUM STORAGE USED (ha.m.)= 10.7157 1 ROUTE CHN( 50532)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .304E+03 0.4 1.58 13.91 0.20 0.20 .687E+03 1.2 2.36 9.32 0.30 0.30 .115E+04 2.6 2.96 7.44 0.40 0.40 .169E+04 4.4 3.46 6.36 0.50 0.50 .231E+04 6.8 3.91 5.63 0.60 0.60 .301E+04 9.8 4.32 5.10 0.70 0.70 .379E+04 13.5 4.70 4.69 0.80 0.80 .465E+04 17.8 5.06 4.35 0.90 0.90 .559E+04 22.8 5.40 4.08 1.00 1.00 .661E+04 28.6 5.72 3.85 1.11 1.11 .788E+04 37.6 6.31 3.49 1.22 1.22 .935E+04 47.7 6.74 3.26 1.56 1.56 .763E+04 73.9 1.67 1.67 .878E+04 86.7 1.78 1.78 .100E+05 100.6 1.89 1.89 .114E+05 115.6 2.00 2.00 .128E+05 131.8 6.54 6.67 6.78 6.86 6.93 1.72 1.69 1.66 1.64 1.62 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50134) 82.53 6.61 12.58 65.74 0.52 3.49 OUTFLOW: ID= 1 ( 50530) 82.53 6.59 12.58 65.74 0.52 3.48 1 ADD HYD ( 50923)1 1 + 2 = 3 AREA PEAK TPEAK R.V. mm ID1= 1 ( 50530): 82.53 6.588) 12.58cms rs) 65.74) + ID2= 2 ( 50532): 329.91 1.183 20.67 42.17 ID = 3 ( 50923): 412.44 6.644 12.58 46.88 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50529)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .107E+03 0.3 1.18 6.61 0.20 0.20 .243E+03 0.9 1.76 4.43 0.30 0.30 .406E+03 1.9 2.20 3.54 0.40 0.40 .598E+03 3.3 2.58 3.02 0.50 0.50 .817E+03 5.1 2.91 2.68 0.60 0.60 .106E+04 7.3 3.21 2.42 0.70 0.70 .134E+04 10.0 3.49 2.23 0.80 0.80 .164E+04 13.2 3.76 2.07 0.90 0.90 .198E+04 17.0 4.01 1.94 1.00 1.00 .234E+04 21.3 4.26 1.83 1.11 1.11 .279E+04 28.0 4.69 1.66 1.22 1.22 .330E+04 35.5 5.02 1.55 1.33 1.33 .389E+04 43.8 5.26 1.48 1.44 1.44 .455E+04 53.0 5.44 1.43 1.56 1.56 .528E+04 63.1 5.58 1.39 1.67 1.67 .607E+04 74.0 5.69 1.37 1.78 1.78 .694E+04 85.9 5.78 1.35 1.89 1.89 .787E+04 98.7 5.86 1.33 2.00 2.00 .887E+04 112.5 5.92 1.32 1.33 1.33 .110E+05 58.9 7.07 3.11 1.44 1.44 .129E+05 71.3 7.32 3.01 1.56 1.56 .149E+05 84.8 7.51 2.93 1.67 1.67 .172E+05 99.5 7.66 2.88 1.78 1.78 .196E+05 115.5 7.78 2.83 1.89 1.89 .223E+05 132.7 7.88 2.80 2.00 2.00 .251E+05 151.2 7.96 2.77 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50403) 329.91 1.18 20.58 42.17 0.19 2.30 OUTFLOW: ID= 1 ( 50532) 329.91 1.18 20.67 42.17 0.19 2.30 CALIB NASHYD ( 50134) Area (ha)= 82.53 Curve Number (CN)= 76.0 11D= 1 DT= 5.0 min is (mm)= 8.18 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.59 Unit Hyd Qpeak (cms)= 5.343 PEAK FLOW (cms)= 6.608 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 65.745 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.544 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 50530)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .155E+03 0.3 1.38 8.17 0.20 0.20 .351E+03 1.1 2.06 5.47 0.30 0.30 .588E+03 2.2 2.58 4.37 0.40 0.40 .865E+03 3.9 3.02 3.73 0.50 0.50 .118E+04 6.0 3.41 3.31 0.60 0.60 .154E+04 8.6 3.76 2.99 0.70 0.70 .194E+04 11.7 4.09 2.75 0.80 0.80 .238E+04 15.5 4.40 2.56 0.90 0.90 .286E+04 19.9 4.70 2.40 1.00 1.00 .338E+04 24.9 4.99 2.26 1.11 1.11 .403E+04 32.8 5.50 2.05 1.22 1.22 .478E+04 41.6 5.88 1.92 1.33 1.33 .563E+04 51.3 6.16 1.83 1.44 1.44 .658E+04 62.1 6.37 1.77 AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50923) 412.44 6.64 12.58 46.88 0.57 3.11 OUTFLOW: ID= 1 ( 50529) 412.44 6.66 12.67 46.88 0.57 3.11 I CALIB I 1 NASHYD ( 50131)1 Area (ha)= 100.97 Curve Number (CN)= 77.0 1ID= 1 DT= 5.0 min I Ia (mm)= 7.95 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.38 Unit Hyd Qpeak (cms)= 6.989 PEAK FLOW (cms)= 8.540 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 67.180 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.556 (7) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 50922)1 1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 50131): 100.97 540) 12.33cms rs) 67.18) + 102= 2 ( 50132): 93.74 5.562 12.75 57.52 ID = 3 ( 50922): 194.71 13.355 12.50 62.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50922)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 50922): 194.71 13.355 12.50 62.53 + ID2= 2 ( 50528): 44.86 2.635 12.92 60.09 ID = 1 ( 50922): 239.57 15.461 12.58 62.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50922)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 50922): 239.57 15.461) 12.58cms rs) 62.07) + ID2= 2 ( 50529): 412.44 6.656 12.67 46.88 ID = 3 ( 50922): 652.01 22.072 12.58 52.46 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. <---- hydrograph ----> <-pipe / channel-> I ROUTE CHN( 50527)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .149E+03 0.3 1.30 0.20 0.20 .336E+03 1.0 1.93 0.30 0.30 .562E+03 2.1 2.42 0.40 0.40 .827E+03 3.6 2.83 0.50 0.50 .113E+04 5.6 3.20 0.60 0.60 .147E+04 8.1 3.53 0.70 0.70 .185E+04 11.0 3.84 0.80 0.80 .227E+04 14.6 4.14 0.90 0.90 .273E+04 18.7 4.42 1.00 1.00 .323E+04 23.4 4.68 1.11 1.11 .385E+04 30.8 5.16 1.22 1.22 .457E+04 39.0 5.52 1.33 1.33 .538E+04 48.2 5.78 1.44 1.44 .629E+04 58.3 5.99 1.56 1.56 .730E+04 69.4 6.14 1.67 1.67 .840E+04 81.4 6.26 1.78 1.78 .960E+04 94.5 6.36 1.89 1.89 .109E+05 108.6 6.44 2.00 2.00 .123E+05 123.7 6.51 INFLOW : ID= OUTFLOW: ID= TRAV.TIME (min) 8.31 5.57 4.45 3.80 3.37 3.05 2.80 2.60 2.44 2.30 2.09 1.95 1.86 1.80 1.75 1.72 1.69 1.67 1.65 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL 2 ( 50922) 652.01 22.07 (hrs)25 52.46 0.97 (4.60 1 ( 50527) 652.01 22.08 12.67 52.46 0.97 4.60 CALIB NASHYD ( 50130) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)- U.H. Tp(hrs)= 34.38 Curve Number (CN)= 82.0 8.17 # of Linear Res.(N)= 2.00 0.31 Unit Hyd Qpeak (cms)= 2.888 PEAK FLOW (cms)= 3.810 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 74.853 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.620 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 50526)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) DEPTH ELEV (m) (m) (cu.m.) (cms) 0.10 0.10 .297E+03 0.2 0.20 0.20 .672E+03 0.8 0.30 0.30 .112E+04 1.6 0.40 0.40 .166E+04 2.8 0.50 0.50 .226E+04 4.3 0.60 0.60 .295E+04 6.2 0.70 0.70 .371E+04 8.4 0.80 0.80 .455E+04 11.1 0.90 0.90 .547E+04 14.3 1.00 1.00 .646E+04 17.9 1.11 1.11 .771E+04 23.5 1.22 1.22 .915E+04 29.9 1.33 1.33 .108E+05 36.9 1.44 1.44 .126E+05 44.6 1.56 1.56 .146E+05 53.1 1.67 1.67 .168E+05 62.3 1.78 1.78 .192E+05 72.3 1.89 1.89 .218E+05 83.0 2.00 2.00 .246E+05 94.6 INFLOW : ID= 2 ( 50921) OUTFLOW: ID= 1 ( 50525) TRAVEL TIME TABLE VOLUME FLOW RATE AREA (ha) 686.39 686.39 VELOCITY TRAV.TIME (m/s) (min) 0.99 21.76 1.48 14.58 1.85 11.64 2.17 9.95 2.45 8.81 2.70 7.98 2.94 7.33 3.16 6.81 3.38 6.38 3.58 6.02 3.95 5.46 4.22 5.11 4.42 4.87 4.58 4.71 4.70 4.59 4.79 4.50 4.87 4.43 4.93 4.37 4.98 4.33 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 25.14 12.58 53.58 25.02 12.67 53.57 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.14 4.01 1.13 4.00 CALIB NASHYD ( 50129) ID= 1 DT= 5.0 min Area (ha)= 116.24 Ia (mm)= 9.52 U.H. Tp(hrs)= 0.32 Unit Hyd Qpeak (cms)= 9.488 PEAK FLOW (cms)= 11.507 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 68.841 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.570 Curve Number (CN)= 79.0 # of Linear Res.(N)= 2.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 50524)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .372E+02 0.3 1.14 0.20 0.20 .842E+02 0.9 1.70 0.30 0.30 .141E+03 1.9 2.13 0.40 0.40 .207E+03 3.2 2.49 0.50 0.50 .283E+03 4.9 2.81 0.60 0.60 .369E+03 7.1 3.11 0.70 0.70 .465E+03 9.7 3.38 0.80 0.80 .570E+03 12.8 3.64 0.90 0,90 .685E+03 16.4 3.88 1.00 1.00 .809E+03 20.6 4.12 1.11 1.11 .965E+03 27.1 4.54 1.22 1.22 .115E+04 34.3 4.85 1.33 1.33 .135E+04 42.4 5.09 1.44 1.44 .158E+04 51.3 5.26 1.56 1.56 .183E+04 61.0 5.40 1.67 1.67 .210E+04 71.6 5.51 1.78 1.78 .240E+04 83.1 5.60 1.89 1.89 .273E+04 95.5 5.67 2.00 2.00 .308E+04 108.8 5.73 Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 OUTFLOW: ID= 1 ( TRAV.TIME (min) 2.37 1.59 1.27 1.08 0.96 0.87 0.80 0,74 0,69 0.66 0.59 0.56 0.53 0.51 0.50 0.49 0.48 0.48 0.47 <---- hydrograph ----> <-pipe / channel -> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 50130) 34.38 3.81 12.25 74.85 0.44 2.60 50526) 34.38 3.80 12.25 74.85 0.43 2.60 ADD HYD ( 50921)1 1+ 2= 3 ID1= 1 ( 50526): + ID2= 2 ( 50527): AREA (ha) 34.38 652.01 QPEAK TPEAK (cms) (hrs) 3.798 12.25 22.083 12.67 R.V. (mm) 74.85 52.46 ID = 3 ( 50921): 686.39 25.142 12.58 53.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50525)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .225E+03 0.3 1.11 14.67 0.20 0.20 .508E+03 0.9 1.66 9.83 0.30 0.30 .851E+03 1.8 2.08 7.85 0.40 0.40 .125E+04 3.1 2.43 6.71 0.50 0.50 .171E+04 4.8 2.74 5.94 0.60 0.60 .223E+04 6.9 3.03 5.38 0.70 0.70 .281E+04 9.5 3.30 4.94 0.80 0.80 .344E+04 12.5 3.55 4.59 0.90 0.90 .414E+04 16.0 3.79 4.30 1.00 1.00 .489E+04 20.1 4.02 4.06 1.11 1.11 .583E+04 26.4 4.43 3.68 1.22 1.22 .692E+04 33.5 4.73 3.44 1.33 1.33 .815E+04 41.3 4.96 3.28 1.44 1.44 .953E+04 50.0 5.13 3.17 1.56 1.56 .110E+05 59.5 5.27 3.09 1.67 1.67 .127E+05 69.9 5.37 3.03 1.78 1,78 .145E+05 81.1 5.46 2.99 1.89 1,89 .165E+05 93.1 5.53 2.95 2.00 2.00 .186E+05 106.1 5.59 2.92 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 50129) 116.24 11.51 12,25 68.84 0.77 3.46 50524) 116.24 11.42 12,33 68.84 0.76 3.45 1 CALIB NASHYD ( 50128) 1ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= 63.02 Curve Number (CN)= 78.0 9.26 # of Linear Res.(N)= 3.00 0.67 Unit Hyd Qpeak (cms)= 3.598 PEAK FLOW (cms)= 4.792 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 67.887 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.562 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50920)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50128): 63.02 4.792 12.67 67.89 + 102= 2 ( 50524): 116.24 11.424 12.33 68.84 ID = 3 ( 50920): 179.26 15.589 12.42 68.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. < TRAVEL TIME TABLE 1 ADD HYD ( 50920)1 1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 50920): 179.26 15.589 12.42 68.51 + ID2= 2 ( 50525): 686.39 25.020 12.67 53.57 Y ID = 1 ( 50920) : 865.65 39.783 12.58 56.67 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.514 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 50523)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1,00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .133E+03 0.2 0.87 11.03 0.20 0.20 .300E+03 0.7 1.30 7.39 0.30 0.30 .502E+03 1.4 1.63 5.90 0.40 0.40 .738E+03 2.4 1.91 5.04 0.50 0.50 .101E+04 3.8 2.15 4.47 0.60 0.60 .131E+04 5.4 2.38 4.04 0.70 0.70 .166E+04 7.4 2.59 3.72 0.80 0.80 .203E+04 9.8 2.78 3.45 0.90 0.90 .244E+04 12.6 2.97 3.23 1.00 1.00 .288E+04 15.8 3.15 3.05 1.11 1.11 .344E+04 20.7 3.47 2.77 1.22 1.22 .408E+04 26.3 3.71 2.59 1.33 1.33 .481E+04 32.4 3.89 2.47 1.44 1.44 .562E+04 39.2 4.03 2.39 1.56 1.56 .651E+04 46.7 4.13 2.33 1.67 1.67 .750E+04 54.8 4.22 2.28 1.78 1.78 .856E+04 63.6 4.28 2.24 1.89 1.89 .972E+04 73.1 4.34 2.22 2.00 2.00 .110E+05 83.3 4.38 2.19 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL ID= 2 ( 50920) 865.65 39.78 (hrs)25 56.67 1.45 (4 04 ID= 1 ( 50523) 865.65 39.71 12.58 56.66 1.45 4.03 CALIB NASHYD (. 50125) ID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 2.341 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)- (hrs)- (mm)= 27.82 Curve Number (CN)= 9.02 # of Linear Res.(N)= 0.45 2.540 (i) 12.417 62.126 74.0 3.00 2.00 2.00 .139E+05 65.8 3.46 AREA (ha) INFLOW : ID= 2 ( 50918) 1057.77 OUTFLOW: ID= 1 ( 50520) 1057.77 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 55.15 12.58 58.04 54.78 12.67 58.04 3.52 <-pipe / channel-> MAX DEPTH MAX VEL 1.85 (3.41 1.84 3.41 CALIB NASHYD ( 50124) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.641 31.88 Curve Number (CN)= 78.0 8.17 # of Linear Res.(N)= 3.00 0.74 PEAK FLOW (cms)= 2.270 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 68.814 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.570 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50917)1 1 + 2 = 3 ID1= 1 ( 50124): 31.88 2.270 + ID2= 2 ( 50520): 1057.77 54.782 AREA QPEAK TPEAK (ha) (cms) (hrs) 12.75 12.67 R.V. (mm) 68.81 58.04 ID = 3 ( 50917): 1089.64 57.036 12.67 58.35 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 50538)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 225.59 0.0400 59.55 225.52 0.0400 66.70 225.90 0.0400 67.72 226.00 0.0400 74.65 224.40 0.0400 /0.0350 76.92 223.90 0.0350 79.08 224.40 0.0350 /0.0400 79.08 224.40 0.0400 85.07 225.74 0.0400 86.78 225.73 0.0400 88.99 225.63 0.0400 90.29 225.57 0.0400 92.68 225.49 0.0400 94.72 225.48 0.0400 96.77 225.55 0.0400 98.59 225.57 0.0400 100.66 225.54 0.0400 103.26 225.62 0.0400 Main Main Main Channel Channel Channel 1 ADD HYD ( 50918)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) cms rs mm ID1= 1 ( 50125): 27.82 2.540) 12.42) 62.13) + ID2= 2 ( 50521): 164.29 13.120 12.50 64.61 ID = 3 ( 50918): 192.12 15.607 12.50 64.25 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 50918)1 1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 50918): 192.12 15.607 12.50 64.25 + ID2= 2 ( 50523): 865.65 39.713 12.58 56.66 ---------------------------------------------------- ID = 1 ( 50918): 1057,77 55.151 12.58 58.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 50520) I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.10 0,10 .168E+0.) 3 0.2 0.69 17,68 0.20 0.20 .380E+03 0.5 1.03 11.85 0.30 0.30 .636E+03 1.1 1.29 9.46 0.40 0.40 .936E+03 1.9 1.51 8.09 0.50 0.50 .128E+04 3.0 1.70 7.16 0.60 0.60 .167E+04 4.3 1.88 6.48 0.70 0.70 .210E+04 5.9 2.04 5.96 0.80 0.80 .257E+04 7.7 2.20 5.54 0.90 0.90 .309E+04 9.9 2.35 5.19 1.00 1.00 .366E+04 12.5 2.49 4.89 1.11 1.11 .436E+04 16.4 2.75 4.44 1.22 1.22 .517E+04 20.8 2.94 4.15 1.33 1.33 .609E+04 25.6 3.08 3.96 1.44 1.44 .712E+04 31.0 3.18 3.83 1.56 1.56 .826E+04 36.9 3.27 3.73 1.67 1.67 .950E+04 43.3 3.33 3.66 1.78 1.78 .109E+05 50.3 3.38 3.60 1.89 1.89 .123E+05 57.8 3.43 3.55 105.33 225.57 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) 0.10 224.00 .651E+01 0.0 0.20 0.20 224.10 .260E+02 0.1 0.32 0.30 224.20 .586E+02 0.2 0.42 0.40 224.30 .104E+03 0.4 0.50 0.50 224.40 .163E+03 0.6 0.59 0.61 224.52 .246E+03 1.2 0.73 0.73 224.63 .345E+03 2.0 0.84 0.84 224.75 .462E+03 2.9 0.94 0.96 224.86 .595E+03 4.1 1.02 1.07 224.98 .746E+03 5.5 1.09 1.19 225.09 .913E+03 7.2 1.15 1.30 225.20 .110E+04 9.1 1.21 1.41 225.32 .130E+04 11.2 1.27 1.53 225.43 .152E+04 13.7 1.33 1.64 225.55 .184E+04 14.0 1.12 1.76 225.66 .323E+04 19.3 0.88 1.87 225.78 .488E+04 28.9 0.87 1.99 225.89 .660E+04 41.8 0.93 2.10 226.00 .836E+04 57.5 1.01 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 50917) 1089.64 57.04 12.67 58.35 50538) 1089.64 56.98 12.67 58.35 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. (min) 12.23 7.70 5.88 4.85 4.18 3.34 2.90 2.62 2.41 2.25 2.13 2.02 1.93 1,84 2.18 2.80 2.81 2.63 2.42 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 2.10 1.01 2.10 1.01 CALIB NASHYD ( 50123) Area (ha)= SID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 1.684 PEAK FLOW (cms)= 2.003 (l) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 66.837 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.553 20.89 Curve Number (CN)= 77.0 8.68 # of Linear Res.(N)= 3.00 0.47 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50916)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a cms rs mm ID1= 1 ( 50123): 20.89 2.003) 12.42) 66.84) + ID2= 2 ( 50538): 1089.64 56.978 12.67 58.35 ID = 3 ( 50916): 1110.54 58.764 12.67 58.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50537)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 225.59 0.0400 59.55 225.52 0.0400 66.70 225.90 0.0400 67.72 226.00 0.0400 74.65 224.40 0.0400 /0.0350 Main Channel 76.92 223.90 0.0350 Main Channel 79.08 224.40 0.0350 /0.0400 Main Channel 79.08 224.40 0.0400 85.07 225.74 0.0400 86.78 225.73 0.0400 88.99 225.63 0.0400 90.29 225.57 0.0400 92.68 225.49 0.0400 94.72 225.48 0.0400 98.59 225.57 0.0400 100.66 225.54 0.0400 103.26 225.62 0.0400 105.33 225.57 0.0400 108.60 225.21 0.0400 112.93 225.98 0.0400 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 224.00 .239E+02 0.0 0.32 28.14 0.20 224.10 .954E+02 0.1 0.51 17.72 0.30 224.20 .215E+03 0.3 0.66 13.53 0.40 224.30 .382E+03 0.6 0.80 11.17 0.50 224.40 .596E+03 1.0 0.93 9.62 0.61 224.52 .900E+03 2.0 1.17 7.68 0.73 224.63 .127E+04 3.2 1.35 6.67 0.84 224.75 .169E+04 4.7 1.49 6.02 0.96 224.86 .218E+04 6.5 1.62 5.55 1.07 224.98 .273E+04 8.8 1.73 5.19 1.19 225.09 .335E+04 11.4 1.84 4.89 1.30 225.20 .402E+04 14.4 1.93 4.64 1.41 225.32 .481E+04 17.6 1.97 4.55 1.53 225.43 .576E+04 21.5 2.01 4.46 1.64 225.55 .720E+04 22.8 1.70 5.27 1.76 225.66 .127E+05 32.0 1.36 6.60 1.87 225.78 .191E+05 48.3 1.36 6.58 1.99 225.89 .258E+05 70.1 1.46 6.13 2.10 226.00 .327E+05 96.6 1.59 5.64 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50916) 1110.54 58.76 12.67 58.51 1.93 1.41 OUTFLOW: ID= 1 ( 50537) 1110.54 57.42 12.75 58.51 1.92 1.40 CALIB 1 NASITYD ( 50126)1 Area (ha)= 16.03 Curve Number (CN)= 73.0 ID= 1 DT= 5.0 min Ia (mm)= 9.16 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.39 ID = 3 ( 50928): 1126.57 58.648 12.75 58.54 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50518)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 219.82 0.0600 4.87 219.55 0.0600 6.40 219.38 0.0600 22.40 219.13 0.0600 25.45 219.18 0.0600 35.59 218.99 0.0600 39.92 218.68 0.0600 42.97 218.10 0.0600 /0.0350 Main Channel 45.10 217.84 0.0350 Main Channel 47.22 218.11 0.0350 /0.0600 Main Channel 50.50 218.51 0.0600 56.40 218.49 0.0600 61.70 218.86 0.0600 77.74 219.30 0.0600 81.97 219.30 0.0600 85.28 219.12 0.0600 89.50 219.22 0.0600 93.21 219.05 0.0600 99.52 219.07 0.0600 101.88 219.13 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.07 217.91 .383E+01 0.0 0.24 7.53 0.13 217.97 .153E+02 0.1 0.39 4.74 0.20 218.04 .345E+02 0.2 0.51 3.62 0.26 218.10 .613E+02 0.3 0.62 2.99 0.33 218.17 .965E+02 0.7 0.79 2.33 0.40 218.24 .139E+03 1.1 0.91 2.01 0.47 218.31 .188E+03 1.7 1.01 1.82 0.54 218.38 .244E+03 2.4 1.09 1.69 0.61 218.45 .307E+03 3.2 1.16 1.59 0.67 218.51 .385E+03 4.0 1.16 1.59 0.74 218.58 .511E+03 5.3 1.14 1.61 0.81 218.65 .647E+03 6.7 1.15 1.60 0.88 218.72 .793E+03 8.4 1.17 1.57 0.95 218.79 .954E+03 10.3 1.19 1.54 1.02 218.86 .113E+04 12.5 1.22 1.51 1.08 218.92 .132E+04 14.7 1.23 1.50 1.15 218.99 .154E+04 17.3 1.23 1.49 1.22 219.06 .181E+04 19.1 1.17 1.58 1.29 219.13 .217E+04 22.0 1.12 1.65 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50928) 1126.57 58.65 12.75 58.54 1.28 1.13 OUTFLOW: ID= 1 ( 50518) 1126.57 58.54 12.83 58.54 1.27 1.13 Unit Hyd Qpeak (cms)= 1.586 PEAK FLOW (cms)= 1.606 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 60.595 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.502 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 50519)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .267E+03 0.2 0.91 21.34 0.20 0.20 .604E+03 0.7 1.35 14.30 0.30 0.30 .101E+04 1.5 1.70 11.42 0.40 0.40 .149E+04 2.5 1.98 9.76 0.50 0.50 .203E+04 3.9 2.24 8.64 0.60 0.60 .265E+04 5.6 2.47 7.82 0.70 0.70 .333E+04 7.7 2.69 7.19 0.80 0.80 .409E+04 10.2 2.90 6.68 0.90 0.90 .491E+04 13.1 3.09 6.26 1.00 1.00 .581E+04 16.4 3.28 5.90 1.11 1.11 .693E+04 21.6 3.62 5.35 1.22 1.22 .822E+04 27.3 3.86 5.01 1.33 1.33 .968E+04 33.8 4.05 4.78 1.44 1.44 .113E+05 40.8 4.19 4.62 1.56 1.56 .131E+05 48.6 4.30 4.50 1.67 1.67 .151E+05 57.0 4.39 4.41 1.78 1.78 .173E+05 66.2 4.46 4.34 1.89 1.89 .196E+05 76.1 4.51 4.29 2.00 2.00 .221E+05 86.7 4.56 4.24 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 50126) 16.03 1.61 12.33 60.60 0.31 1.73 OUTFLOW: ID= 1 ( 50519) 16.03 1.46 12.50 60.59 0.30 1.69 1 ADD HYD ( 50928)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 50519): 16.03 (cms)465 12.50 60.59 ) + ID2= 2 ( 50537): 1110.54 57.425 12.75 58.51 1 CALIB 1 NASHYD ( 50122) Area (ha)= 81.36 Curve Number (CN)= 78.0 IID= 1 DT= 5.0 min Ia (mm)= 8.47 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.62 Unit Hyd Qpeak (cms)= 4.988 PEAK FLOW (cms)= 6.563 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 68.556 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.568 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 50915)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50122): 81.36 6.563 12.58 68.56 + ID2= 2 ( 50518): 1126.57 58.542 12.83 58.54 ID = 3 ( 50915): 1207.93 64.733 12.75 59.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 50517)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 219.82 0.0600 4.87 219.55 0.0600 6.40 219.38 0.0600 22.40 219.13 0.0600 25.45 219.18 0.0600 35.59 218.99 0.0600 39.92 218.68 0.0600 42.97 218.10 0.0600 /0.0350 Main Channel 45.10 217.84 0.0350 Main Channel 47.22 218.11 0.0350 /0.0600 Main Channel 50.50 218.51 0.0600 56.40 218.49 0.0600 61.70 218.86 0.0600 77.74 219.30 0.0600 81.97 219.30 0.0600 85.28 219.12 0.0600 89.50 219.22 0.0600 93.21 219.05 0.0600 99.52 219.07 0.0600 101.88 219.13 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.07 217.91 .184E+02 0.0 0.32 27.96 0.13 217.97 .736E+02 0.1 0.50 17.61 0.20 218.04 .166E+03 0.2 0.66 13.44 0.26 218.10 .294E+03 0.4 0.80 11.09 0.33 218.17 .464E+03 0.9 0.40 218.24 .666E+03 1.5 0.47 218.31 .902E+03 2.2 0.54 218.38 .117E+04 3.1 0.61 218.45 .147E+04 4.2 0.67 218.51 .185E+04 5.2 0.74 218.58 .245E+04 6.8 0.81 218.65 .311E+04 8.7 0.88 218.72 .381E+04 10.9 0.95 218.79 .458E+04 13.3 1.02 218.86 .542E+04 16.1 1.08 218.92 .636E+04 19.0 1.15 218.99 .742E+04 22.3 1.22 219.06 .867E+04 24.7 1.29 219.13 .104E+05 28.4 1.02 1.18 1.31 1.41 1.50 1.49 1.47 1.49 1.52 1.54 1.58 1.59 1.60 1.51 1.44 8.67 7.48 6.75 6.26 5.89 5.92 6.00 5.93 5.83 5.73 5.60 5.57 5.54 5.86 6.13 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50915) 1207.93 64.73 12.75 59.21 1.27 1.46 OUTFLOW: ID= 1 ( 50517) 1207.93 63.67 12.92 59.21 1.29 1.44 ADD HYD ( 50914)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50120): 12.03 1.903 12.25 79.21 + ID2= 2 ( 50516): 192.32 12.925 12.58 57.22 ID = 3 ( 50914): 204.35 14.210 12.50 58.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. 1 ADD HYD ( 50914)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. ID1= 3 ( 50914): 204.35 14.210) 12.50 58.51) + ID2= 2 ( 50517): 1207.93 63.675 12.92 59.21 ID = 1 ( 50914): 1412.28 75.580 12.83 59.11 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 2107) Area (ha)= 8.98 Curve Number (CN)= 55.0 ID= 1 DT= 5.0 min I Ia mm)= 7.89 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.11 Unit Hyd Qpeak (cms)= 0.309 PEAK FLOW (cms)= 0.258 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 39.730 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.329 1 NASHYD ( 2106)1 ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.329 PEAK FLOW (cms)= 0.206 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 32.422 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.268 7.30 Curve Number (CN)= 48.0 8.72 # of Linear Res.(N)= 3.00 0.85 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 2905)1 1 + 2 = 3 AREA !WEAK TPEAK R.V. a) cms rs mm ID1= 1 ( 2106): 7.30 0.206) 12.92) 32.42) + ID2= 2 ( 2506): 8.98 0.256 13.33 39.73 ID = 3 ( 2905): 16.28 0.449 13.17 36.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 2505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 32.73 181.54 0.0600 52.25 179.10 0.0600 52.27 179.10 0.0600 53.03 178.94 0.0600 53.31 178.87 0.0600 53.49 178.80 0.0600 /0.0350 Main Channel 53.80 178.68 0.0350 Main Channel 53.94 178.59 0.0350 Main Channel 54.38 178.41 0.0350 Main Channel 54.58 178.38 0.0350 Main Channel 55.11 178.32 0.0350 Main Channel 55.36 178.30 0.0350 Main Channel 55.44 178.31 0.0350 Main Channel 55.45 178.31 0.0350 Main Channel 55.66 178.37 0.0350 Main Channel 56.13 178.41 0.0350 Main Channel 56.52 178.54 0.0350 Main Channel 57.03 178.80 0.0350 /0.0800 Main Channel 57.38 178.99 0.0800 59.05 179.27 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 178.35 .161E+01 0.0 0.29 3.92 0.10 178.40 .575E+01 0.0 0.42 2.68 0.15 178.46 .120E+02 0.1 0.60 1.87 0.20 178.51 .192E+02 0.2 0.76 1.49 0.25 178.56 .273E+02 0.4 0.89 1.27 0.30 178.61 .362E+02 0.5 1.01 1.12 0.35 178.66 .458E+02 0.8 1.13 1.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 2506)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 71.85 180.24 0.1000 72.71 180.03 0.1000 73.16 179.92 0.1000 73.57 179.88 0.1000 73.63 179.86 0.1000 /0.0350 Main Channel 74.40 179.62 0.0350 Main Channel 74.43 179.55 0.0350 Main Channel 74.93 179.40 0.0350 Main Channel 75.63 179.37 0.0350 Main Channel 75.94 179.36 0.0350 Main Channel 76.16 179.38 0.0350 Main Channel 77.02 179.42 0.0350 Main Channel 77.35 179.50 0.0350 Main Channel 77.88 179.64 0.0350 Main Channel 78.11 179.72 0.0350 Main Channel 78.43 179.86 0.0350 /0.1000 Main Channel 78.74 180.01 0.1000 78.99 180.08 0.1000 79.60 180.15 0.1000 80.01 180.19 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 179.40 .112E+02 0.0 0.15 34.58 0.08 179.45 .389E+02 0.0 0.29 18.24 0.13 179.49 .713E+02 0.1 0.39 13.26 0.17 179.53 .108E+03 0.2 0.48 10.85 0.21 179.57 .148E+03 0.3 0.56 9.31 0.25 179.61 .190E+03 0.4 0.64 8.20 0.29 179.65 .236E+03 0.5 0.70 7.48 0.33 179.70 .284E+03 0.7 0.75 6.92 0.38 179.74 .337E+03 0.9 0.81 6.45 0.42 179.78 .392E+03 1.1 0.86 6.05 0.46 179.82 .450E+03 1.3 0.91 5.71 0.50 179.86 .511E+03 1.6 0.96 5.42 0.55 179.91 .585E+03 2.0 1.04 4.99 0.59 179.96 .666E+03 2.4 1.11 4.69 0.64 180.00 .751E+03 2.8 1.17 4.44 0.69 180.05 .841E+03 3.3 1.23 4.25 0.74 180.10 .936E+03 3.8 1.28 4.09 0.78 180.14 .104E+04 4.4 1.31 3.97 0.83 180.19 .115E+04 5.0 1.35 3.88 INFLOW : ID= 2 ( 2107) OUTFLOW: ID= 1 ( 2506) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 8.98 0.26 13.17 39.73 0.21 0.55 8.98 0.26 13.33 39.73 0.20 0.55 I CALIB I 0.40 178.71 .559E+02 1.0 1.23 0.92 0.45 178.76 .668E+02 1.3 1.32 0.86 0.50 178.81 .784E+02 1.6 1.40 0.81 0.55 178.86 .912E+02 2.1 1.54 0.73 0.60 178.91 .105E+03 2.6 1.66 0.68 0.65 178.96 .120E+03 3.1 1.76 0.64 0.71 179.01 .135E+03 3.7 1.85 0.61 0.76 179.06 .153E+03 4.3 1.92 0.59 0.81 179.11 .173E+03 5.0 1.98 0.57 0.86 179.17 .195E+03 5.8 2.01 0.56 0.91 179.22 .220E+03 6.6 2.04 0.55 0.96 179.27 .247E+03 7.5 2.06 0.55 <---- hydrograph ----> <-pipe / channel-> AREA PEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 2905) 16.28 0.45 13.17 36.45 0.28 0.95 OUTFLOW: ID= 1 ( 2505) 16.28 0.45 13.17 36.45 0.28 0.95 I CALIB I STANDHYD ( 2105) Area (ha)= 0.37 IID= 1 DT= 5.0 min Total Imp(%)= 20.55 Dir. Conn.(%)= 20.55 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.08 0.29 Dep. Storage (mm)= 2.00 8.92 Average Slope (%)= 1.00 2.00 Length (m)= 49.39 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 29.11 5.00 15.00 1.43 (ii) 12.99 (ii) 5.00 15.00 0.33 0.08 PEAK FLOW (cms)= 0.03 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.01 12.17 22.20 120.77 0.18 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 36.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.043 (iii) 12.08 42.02 120.77 0.35 I ADD HYD ( 2904)1 I 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 2105): 0.37 0.043) 12.08cms rs) 42.02) + ID2= 2 ( 2505): 16.28 0.450 13.17 36.45 ID = 3 ( 2904): 16.64 0.453 13.17 36.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 2504)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 32.73 181.54 0.0600 52.25 179.10 0.0600 52.27 179.10 0.0600 53.03 178.94 0.0600 53.31 178.87 0.0600 53.49 178.80 0.0600 /0.0350 Main channel 53.80 178.68 0.0350 Main channel 53.94 178.59 0.0350 Main Channel 54.38 178.41 0.0350 Main Channel 54.58 178.38 0.0350 Main Channel 55.11 178.32 0.0350 Main channel 55.36 178.30 0.0350 Main Channel 55.44 178.31 0.0350 Main Channel 55.45 178.31 0.0350 Main channel 55.66 178.37 0.0350 Main Channel 56.13 178.41 0.0350 Main Channel 56.52 178.54 0.0350 Main channel 57.03 178.80 0.0350 /0.0800 Main channel 57.38 178.99 0.0800 59.05 179.27 0.0800 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 178.35 .354E+01 0.0 0.14 17.47 0.10 178.40 .126E+02 0.0 0.21 11.93 0.15 178.46 .264E+02 0.1 0.30 8.32 0.20 178.51 .422E+02 0.1 0.37 6.65 0.25 178.56 .600E+02 0.2 0.44 5.67 0.30 178.61 .796E+02 0.3 0.50 4.98 0.35 178.66 .101E+03 0.4 0.56 4.46 0.40 178.71 .123E+03 0.5 0.61 4.09 0.45 178.76 .147E+03 0.6 0.65 3.82 0.50 178.81 .172E+03 0.8 0.69 3.59 0.55 178.86 .200E+03 1.0 0.76 3.27 0.60 178.91 .230E+03 1.3 0.82 3.03 0.65 178.96 .263E+03 1.5 0.87 2.85 0.71 179.01 .298E+03 1.8 0.91 2.72 0.76 179.06 .337E+03 2.1 0.95 2.62 0.81 179.11 .380E+03 2.5 0.98 2.55 0.86 179.17 .428E+03 2.9 0.99 2.50 0.91 179.22 .482E+03 3.3 1.01 2.47 0.96 179.27 .542E+03 3.7 1.02 2.44 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 2904) 16.64 0.45 13.17 36.57 0.38 0.59 OUTFLOW: ID= 1 ( 2504) 16.64 0.45 13.17 36.57 0.38 0.59 I CALIB 1 0.68 177.34 .258E+03 0.6 0.45 6.64 0.74 177.40 .311E+03 0.8 0.48 6.21 0.81 177.46 .368E+03 1.0 0.51 5.84 0.87 177.52 .428E+03 1.3 0.53 5.54 0.93 177.58 .492E+03 1.6 0.56 5.28 0.99 177.65 .561E+03 1.8 0.58 5.06 1.05 177.71 .637E+03 2.1 0.58 5.06 1.11 177.77 .756E+03 2.4 0.56 5.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 2903) 23.48 0.63 13.17 35.86 0.68 0.44 OUTFLOW: ID= 1 ( 2503) 23.48 0.63 13.25 35.86 0.67 0.44 CALIB I NASHYD ( 2103)1 Area (ha)= 5.08 Curve Number (CN)= 50.0 ID= 1 DT= 5.0 min Ia (mm)= 6.95 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.04 Unit Hyd Qpeak (cms)- 0.186 PEAK FLOW (cms)= 0.134 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 35.222 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.292 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 2902)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 2103): 5.08 0.134 13.17 35.22 + 1D2= 2 ( 2503): 23.48 0.626 13.25 35.86 -------------------------------- ID = 3 ( 2902): 28.56 0.759 13.25 35.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 2502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 61.75 178.85 0.0400 66.79 178.03 0.0400 70.35 178.06 0.0400 71.21 177.91 0.0400 72.01 177.73 0.0400 72.39 177.64 0.0400 72.93 177.49 0.0400 73.50 177.16 0.0400 /0.0350 Main channel 75.00 176.66 0.0350 Main Channel 76.50 177.20 0.0350 Main Channel 76.50 177.16 0.0350 /0.0400 Main channel I NASHYD ( 2104)1 Area (ha)= 6.84 Curve Number (CN)= 49.0 11D= 1 DT= 5.0 min 1 Ia (mm)= 7.19 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.99 unit Hyd Qpeak (cms)= 0.265 PEAK FLOW (cms)- 0.182 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 34.134 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.283 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 2903)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) (cms rs mm ID1= 1 ( 2104): 6.84 0.182) 13.08) 34.13) + ID2= 2 ( 2504): 16.64 0.453 13.17 36.57 ID = 3 ( 2903): 23.48 0.634 13.17 35.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 2503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 71.21 177.91 0.0400 72.01 177.73 0.0400 72.39 177.64 0.0400 72.93 177.49 0.0400 73.50 177.16 0.0400 /0.0350 Main Channel 75.00 176.66 0.0350 Main Channel 76.50 177.20 0.0350 Main channel 76.50 177.16 0.0350 /0.0400 Main Channel 76.90 177.19 0.0400 77.09 177.19 0.0400 77.23 177.19 0.0400 78.14 177.40 0.0400 78.57 177.53 0.0400 78.95 177.65 0.0400 79.13 177.69 0.0400 85.59 177.77 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 176.71 .157E+01 0.0 0.08 37.04 0.11 176.77 .629E+01 0.0 0.13 23.33 0.17 176.82 .142E+02 0.0 0.17 17.81 0.22 176.88 .252E+02 0.0 0.20 14.70 0.28 176.93 .393E+02 0.1 0.23 12.67 0.33 176.99 .567E+02 0.1 0.26 11.22 0.39 177.05 .771E+02 0.1 0.29 10.12 0.44 177.10 .101E+03 0.2 0.32 9.26 0.50 177.16 .127E+03 0.2 0.35 8.56 0.56 177.22 .165E+03 0.3 0.38 7.86 0.62 177.28 .210E+03 0.5 0.41 7.18 76.90 177.19 0.0400 77.09 177.19 0.0400 77.23 177.19 0.0400 78.14 177.40 0.0400 78.57 177.53 0.0400 78.95 177.65 0.0400 79.13 177.69 0.0400 85.59 177.77 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 176.71 .306E+01 0.0 0.06 101.78 0.11 176.77 .122E+02 0.0 0.09 64.12 0.17 176.82 .275E+02 0.0 0.12 48.93 0.22 176.88 .489E+02 0.0 0.14 40.39 0.28 176.93 .765E+02 0.0 0.16 34.81 0.33 176.99 .110E+03 0.1 0.19 30.83 0.39 177.05 .150E+03 0.1 0.21 27.81 0.44 177.10 .196E+03 0.1 0.23 25.45 0.50 177.16 .248E+03 0.2 0.24 23.52 0.56 177.22 .320E+03 0.2 0.27 21.60 0.62 177.28 .407E+03 0.3 0.29 19.72 0.68 177.34 .502E+03 0.5 0.31 18.25 0.74 177.40 .605E+03 0.6 0.34 17.06 0.81 177.46 .715E+03 0.7 0.36 16.05 0.87 177.52 .831E+03 0.9 0.38 15.21 0.93 177.58 .957E+03 1.1 0.40 14.51 0.99 177.65 .109E+04 1.3 0.41 13.91 1.05 177.71 .124E+04 1.5 0.41 13.92 1.11 177.77 .147E+04 1.7 0.39 14.59 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 2902) 28.56 0.76 13.25 35.75 0.81 0.36 OUTFLOW: ID= 1 ( 2502) 28.56 0.71 13.42 35.72 0.79 0.35 I CALIB 1 NASHYD ( 2102) !ID= 1 DT= 5.0 min 1 Area (ha)= 3.46 curve Number (cN)= 62.0 is (mm)= 6.84 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.01 Unit Hyd Qpeak (cms)- 0.131 PEAK FLOW (cms)= 0.131 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 48.146 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.399 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 2901)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 2102): 3.46 0.131 13.08 48.15 + ID2= 2 ( 2502): 28.56 0.708 13.42 35.72 ID = 3 ( 2901): 32.02 0.831 13.42 37.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 2501)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 71.21 177.91 0.0400 72.01 177.73 0.0400 72.39 177.64 0.0400 72.93 177.49 0.0400 73.50 177.16 0.0400 /0.0350 Main Channel 75.00 176.66 0.0350 Main Channel 76.50 177.20 0.0350 Main Channel 76.50 177.16 0.0350 /0.0400 Main Channel 76.90 177.19 0.0400 77.09 177.19 0.0400 77.23 177.19 0.0400 78.14 177.40 0.0400 78.57 177.53 0.0400 78.95 177.65 0.0400 79.13 177.69 0.0400 85.59 177.77 0.0400 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 176.71 .488E+00 0.0 0.13 6.89 0.11 176.77 .195E+01 0.0 0.21 4.34 0.17 176.82 .439E+01 0.0 0.28 3.31 0.22 176.88 .781E+01 0.0 0.34 2.73 0.28 176.93 .122E+02 0.1 0.39 2.36 0.33 176.99 .176E+02 0.1 0.44 2.09 0.39 177.05 .239E+02 0.2 0.49 1.88 0.44 177.10 .312E+02 0.3 0.53 1.72 0.50 177.16 .395E+02 0.4 0.58 1.59 0.56 177.22 .511E+02 0.6 0.63 1.46 0.62 177.28 .650E+02 0.8 0.69 1.33 0.68 177.34 .801E+02 1.1 0.74 1.23 0.74 177.40 .965E+02 1.4 0.79 1.15 0.81 177.46 .114E+03 1.7 0.84 1.09 0.87 177.52 .133E+03 2.1 0.89 1.03 0.93 177.58 .153E+03 2.6 0.93 0.98 0.99 177.65 .174E+03 3.1 0.97 0.94 1.05 177.71 .197E+03 3.5 0.97 0.94 1.11 177.77 .234E+03 4.0 0.93 0.99 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL INFLOW : ID= 2 ( 2901) 32.02 (cms)08 (hrs)34 37.06 0.63 (0.69 OUTFLOW: ID= 1 ( 2501) 32.02 0.83 13.42 37.06 0.63 0.69 1 CALIB 1 NASHYD ( 2101) Area (ha)= 0.76 Curve Number (CN)= 58.0 < < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .125E+02 0.2 0.73 1.25 0.20 0.20 .283E+02 0.6 1.08 0.84 0.30 0.30 .474E+02 1.2 1.36 0.67 0.40 0.40 .697E+02 2.0 1.59 0.57 0.50 0.50 .953E+02 3.1 1.80 0.51 0.60 0.60 .124E+03 4.5 1.98 0.46 0.70 0.70 .156E+03 6.2 2.16 0.42 0.80 0.80 .192E+03 8.2 2.32 0.39 0.90 0.90 .230E+03 10.5 2.48 0.37 1.00 1.00 .272E+03 13.1 2.63 0.35 1.11 1.11 .325E+03 17.3 2.90 0.31 1.22 1.22 .385E+03 21.9 3.10 0.29 1.33 1.33 .454E+03 27.1 3.25 0.28 1.44 1.44 .530E+03 32.7 3.36 0.27 1.56 1.56 .615E+03 38.9 3.45 0.26 1.67 1.67 .708E+03 45.7 3.52 0.26 1.78 1.78 .809E+03 53.0 3.57 0.25 1.89 1.89 .917E+03 61.0 3.62 0.25 2.00 2.00 .103E+04 69.5 3.66 0.25 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 55110) 43.33 3.84 12.58 73.80 0.55 1.89 OUTFLOW: ID= 1 ( 55510) 43.33 3.84 12.58 73.80 0.55 1.89 1 CALIB 1 NASHYD ( 55111)1 Area (ha)= 48.26 Curve Number (CN)= 81.0 IID= 1 DT= 5.0 min 1 Ia (mm)= 7.79 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.43 Unit Hyd Qpeak (cms)= 4.287 PEAK FLOW (cms)= 5.519 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 73.965 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.612 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 55509)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 IID= 1 DT= 5.0 min 1 is (mm)= 9.41 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.51 Unit Hyd Qpeak (cms)= 0.057 PEAK FLOW (cms)= 0.041 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 41.995 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.348 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 2900)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 2101): (ha)7 (cms)041 12.50 41.99) + 102= 2 ( 2501): 32.02 0.831 13.42 37.06 ID = 3 ( 2900): 32.78 0.848 13.42 37.18 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB 1 NASHYD ( 55109) Area (ha)= 7.20 Curve Number (CN)= 78.0 ID= 1 DT= 5.0 min Ia (mm)= 8.54 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.20 Unit Hyd Qpeak (cms)= 1.375 PEAK FLOW (cms)= 1.302 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 68.373 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.566 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB INASHYD ( 55110) Area (ha)= 43.33 Curve Number (CN)= 81.0 ID= 1 DT= 5.0 min Ia (mm)= 7.99 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.61 Unit Hyd Qpeak (cms)= 2.704 PEAK FLOW (cms)= 3.840 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 73.796 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.611 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 55510)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 0.00 245.01 0.1000 22.99 241.54 0.1000 26.14 240.58 0.1000 39.12 238.45 0.1000 51.21 238.90 0.1000 53.00 239.11 0.1000 66.06 239.05 0.1000 70.74 238.26 0.1000 73.53 238.45 0.1000 74.42 238.36 0.1000 /0.0350 Main channel 76.07 238.01 0.0350 Main channel 76.90 238.03 0.0350 Main Channel 79.40 238.48 0.0350 /0.1000 Main Channel 83.49 238.85 0.1000 86.33 238.49 0.1000 91.28 238.02 0.1000 106.07 238.56 0.1000 109.60 238.18 0.1000 115.59 238.42 0.1000 120.59 238.62 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 238.05 .444E+01 0.0 0.47 4.08 0.06 238.08 .150E+02 0.1 0.65 3.00 0.09 238.11 .311E+02 0.2 0.76 2.54 0.13 238.14 .529E+02 0.4 0.86 2.25 0.16 238.17 .802E+02 0.7 0.95 2.03 0.19 238.20 .114E+03 1.0 1.01 1.92 0.22 238.24 .158E+03 1.4 1.06 1.84 0.25 238.27 .211E+03 2.0 1.10 1.75 0.28 238.30 .276E+03 2.7 1.15 1.68 0.32 238.33 .352E+03 3.6 1.19 1.62 0.35 238.36 .441E+03 4.7 1.23 1.57 0.38 238.40 .544E+03 6.0 1.29 1.50 0.41 238.43 .660E+03 7.6 1.34 1.45 0.44 238.46 .790E+03 9.4 1.39 1.40 0.48 238.49 .934E+03 11.5 1.44 1.35 0.51 238.52 .109E+04 14.0 1.49 1.30 0.54 238.56 .126E+04 16.7 1.54 1.26 0.57 238.59 .145E+04 19.9 1.60 1.21 0.61 238.62 .164E+04 23.4 1.66 1.17 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 55111) 48.26 5.52 12.42 73.96 0.37 1.27 OUTFLOW: ID= 1 ( 55509) 48.26 5.54 12.42 73.96 0.37 1.27 1 ADD HYD ( 55908)1 1 + 2 = 3 AREA PEAK TPEAK R.V. ID1= 1 ( 55109): 7.20 1� 02) 12.17cms rs) 68.37) + ID2= 2 ( 55509): 48.26 5.543 12.42 73.96 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning ID = 3 ( 55908): 55.46 6.334 12.33 73.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 55908)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 55908): 55.46 6.334) 12.33cms rs) 73.24) + ID2= 2 ( 55510): 43.33 3.841 12.58 73.80 AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 55908) 98.79 9.81 12.42 73.48 0.92 1.49 OUTFLOW: ID= 1 ( 55508) 98.79 9.80 12.42 73.48 0.92 1.49 ID = 1 ( 55908): 98.79 9.811 12.42 73.48 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 55508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 231.40 0.0400 16.03 230.97 0.0400 44.23 230.41 0.0400 59.70 230.23 0.0400 67.26 230.30 0.0400 70.41 230.38 0.0400 72.11 230.54 0.0400 72.42 230.60 0.0400 73.01 230.34 0.0400 /0.0350 Main Channel 74.39 229.80 0.0350 Main Channel 75.37 229.54 0.0350 Main Channel 76.27 229.85 0.0350 Main Channel 76.68 230.04 0.0350 Main Channel 77.15 230.34 0.0350 /0.0400 Main Channel 77.46 230.48 0.0400 78.46 230.68 0.0400 79.87 230.75 0.0400 84.67 230.68 0.0400 85.27 230.61 0.0400 86.06 230.55 0.0400 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 229.59 .834E+00 0.0 0.32 5.09 0.10 229.64 .334E+01 0.0 0.51 3.21 0.15 229.69 .751E+01 0.1 0.67 2.45 0.20 229.74 .133E+02 0.1 0.81 2.02 0.25 229.79 .209E+02 0.2 0.94 1.74 0.30 229.84 .299E+02 0.3 1.08 1.52 0.35 229.89 .402E+02 0.5 1.22 1.35 0.40 229.94 .516E+02 0.7 1.34 1.22 0.45 229.99 .642E+02 1.0 1.46 1.12 0.50 230.04 .780E+02 1.2 1.57 1.05 0.55 230.09 .928E+02 1.6 1.68 0.98 0.60 230.14 .109E+03 2.0 1.78 0.92 0.65 230.19 .125E+03 2.4 1.88 0.87 0.70 230.24 .145E+03 2.9 1.95 0.84 0.75 230.29 .201E+03 3.5 1.73 0.95 0.80 230.34 .299E+03 4.6 1.52 1.08 0.87 230.41 .486E+03 7.2 1.45 1.13 0.94 230.48 .712E+03 10.9 1.51 1.09 1.01 230.55 .969E+03 15.8 1.60 1.02 <---- hydrograph ----> <-pipe / channel-> 27.85 222.62 0.0400 38.97 221.80 0.0400 47.99 221.79 0.0400 51.09 221.63 0.0400 59.72 221.40 0.0400 65.26 221.37 0.0400 66.52 221.49 0.0400 68.99 222.01 0.0400 71.72 221.60 0.0400 73.10 220.87 0.0400 /0.0350 Main Channel 74.85 219.82 0.0350 Main channel 75.15 219.82 0.0350 Main Channel 78.94 221.71 0.0400 79.69 221.76 0.0400 85.19 221.79 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 219.92 .171E+02 0.0 0.67 9.47 0.19 220.01 .467E+02 0.1 0.97 6.54 0.28 220.11 .889E+02 0.3 1.21 5.23 0.38 220.20 .144E+03 0.5 1.42 4.45 0.47 220.30 .211E+03 0.9 1.62 3.91 0.57 220.39 .291E+03 1.4 1.80 3.51 0.66 220.49 .383E+03 2.0 1.98 3.20 0.76 220.58 .488E+03 2.8 2.14 2.96 0.85 220.68 .606E+03 3.7 2.30 2.75 0.95 220.77 .736E+03 4.8 2.45 2.58 1.04 220.87 .879E+03 6.0 2.60 2.43 1.16 220.98 .107E+04 8.0 2.84 2.23 1.27 221.10 .128E+04 10.3 3.06 2.07 1.39 221.21 .151E+04 12.9 3.25 1.95 1.50 221.33 .177E+04 15.9 3.42 1.85 1.62 221.44 .218E+04 19.2 3.35 1.89 1.73 221.56 .293E+04 24.2 3.13 2.02 1.85 221.68 .392E+04 31.0 3.00 2.11 1.97 221.79 .514E+04 39.9 2.95 2.15 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 55907) 99.24 9.82 12.42 73.62 1.25 3.01 OUTFLOW: ID= 1 ( 55507) 99.24 9.81 12.42 73.62 1.25 3.01 CALIB NASHYD ( 55107) Area (ha)= 25.89 Curve Number (CN)= 85.0 ID= 1 DT= 5.0 min Ia (mm)= 6.63 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.36 Unit Hyd Qpeak (cms)= 2.724 PEAK FLOW (cms)=. 3.727 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 81.940 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.678 1 CALIB 1 STANDHYD ( 55108)1 Area (ha)= 0.45 1ID= 1 DT= 5.0 min Total Imp(%)= 65.22 Dir. Conn. (%)- 65.22 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.29 0.16 Dep. Storage (mm)= 2.00 5.83 Average Slope (%)= 3.00 2.00 Length (m)= 54.53 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 ******** 5.00 10.00 1.09 (ii) 5.79 (ii) 5.00 10.00 0.34 0.15 PEAK FLOW (cms)- 0.12 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0,04 12.08 77.40 120.77 0.64 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.162 (iii) 12.08 104.37 120.77 0.86 1 ADD HYD ( 55907)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 55108): 0.45 0.162) 12.08cms rs) 104.37) + ID2= 2 ( 55508): 98.79 9.802 12.42 73.48 ID = 3 ( 55907): 99.24 9.824 12.42 73.62 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 55507)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 222.63 0.0400 4.39 222.45 0.0400 14.69 222.07 0.0400 17.16 222.00 0.0400 20.45 222.16 0.0400 1 ADD HYD ( 55906)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 55107): 25.89 727) 12.33cms rs) 81.94) + ID2= 2 ( 55507): 99.24 9.806 12.42 73.62 ---------------------------------------------------- ID = 3 ( 55906): 125.13 13.337 12.42 75.34 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 55506)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 222.63 0.0400 4.39 222.45 0.0400 14.69 222.07 0.0400 17.16 222.00 0.0400 20.45 222.16 0.0400 27.85 222.62 0.0400 38.97 221.80 0.0400 47.99 221.79 0.0400 51.09 221.63 0.0400 59.72 221.40 0.0400 65.26 221.37 0.0400 66.52 221.49 0.0400 68.99 222.01 0.0400 71.72 221.60 0.0400 73.10 220.87 0.0400 /0.0350 Main Channel 74.85 219.82 0.0350 Main Channel 75.15 219.82 0.0350 Main Channel 78.94 221.71 0.0400 79.69 221.76 0.0400 85.19 221.79 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 219.92 .419E+01 0.0 0.72 2.17 0.19 220.01 .115E+02 0.1 1.04 1.50 0.28 220.11 .218E+02 0.3 1.30 1.20 0.38 220,20 .352E+02 0.6 1.53 1,02 0.47 220.30 .517E+02 1.0 1.74 0.89 0.57 220.39 .713E+02 1.5 1.93 0.80 0.66 220.49 .940E+02 2.1 2.12 0.73 0.76 220.58 .120E+03 3.0 2.30 0.68 0.85 220.68 .149E+03 3.9 2.47 0.63 0.95 220.77 .181E+03 5.1 2.63 0.59 1.04 220.87 .216E+03 6.5 2.79 0.56 1.16 220.98 .263E+03 8.6 3.05 0.51 1.27 221.10 .315E+03 11.1 3.28 0.47 1.39 221.21 .371E+03 13.9 3.48 0.45 1.50 221.33 .433E+03 17.1 3.67 0.42 1.62 221.44 .534E+03 20.6 3.59 0.43 1.73 221.56 .719E+03 25.9 3.36 0.46 1.85 221.68 .961E+03 33.2 3.22 0.48 1.97 221.79 .126E+04 42.8 3.16 0.49 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. <---- hydrograph ----> <-pipe / channel-> INFLOW : ID= 2 ( 55906) OUTFLOW: ID= 1 ( 55506) AREA (ha) 125.13 125.13 QPEAK (cms) 13.34 13.36 TPEAK R.V. (hrs) (mm) 12.42 75.34 12.42 75.34 MAX DEPTH MAX VEL 1.37 (3.44 1.37 3.44 STLIB 1 ANDHYD ( 55106)1 Area ID= 1 DT= 5.0 min 1 Total Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= C= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 0.61 Imp(%)= 30.97 IMPERVIOUS 0.19 2.00 3.00 63.60 0.013 147.82 5.00 1.20 5.00 0.33 0.07 12.08 118.77 120.77 0.98 Dir. Conn.(%) = 28.23 PERVIOUS (i) 0.42 5.00 2.00 40.00 0.250 120.80 10.00 (ii) 7.74 (ii) 10.00 0.13 0.11 12.08 79.29 120.77 0.66 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.181 (iii) 12.08 90.43 120.77 0.75 ADD HYD ( 55905)1 1 + 2 = 3 ID1= 1 ( 55106): + ID2= 2 ( 55506): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.61 0.181 12.08 90.43 125.13 13.358 12.42 75.34 ID = 3 ( 55905): 125.73 13.396 12.42 75.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 55505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 DATA Distance 0.00 4.39 14.69 17.16 20.45 FOR SECTION Elevation 222.63 222.45 222.07 222.00 222.16 ( 1.1) > Manning 0.0400 0.0400 0.0400 0.0400 0.0400 Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = `**** WARNING: STORAGE COEFF. 0.32 0.13 0.09 0.11 12.08 12.08 118.77 78.65 120.77 120.77 0.98 0.65 IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.196 (iii) 12.08 91.36 120.77 0.76 ADD HYD (. 55904)1 1 + 2 = 3 I ID1= 1 ( 55105): + ID2= 2 ( 55505): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.66 0.196 12.08 91.36 125.73 13.397 12.42 75.42 ID = 3 ( 55904): 126.39 13.439 12.42 75.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 55504)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 4.39 14.69 17.16 20.45 27.85 38.97 47.99 51.09 59.72 65.26 66.52 68.99 71.72 73.10 74.85 75.15 78.94 79.69 85.19 FOR SECTION Elevation 222.63 222.45 222.07 222.00 222.16 222.62 221.80 221.79 221.63 221.40 221.37 221.49 222.01 221.60 220.87 219.82 219.82 221.71 221.76 221.79 1.1) Manning 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 0.0350 0.0350 0.0400 0.0400 0.0400 Main Channel Main Channel Main Channel 27.85 222.62 38.97 221.80 47.99 221.79 51.09 221.63 59.72 221.40 65.26 221.37 66.52 221.49 68.99 222.01 71.72 221.60 73.10 220.87 74.85 219.82 75.15 219.82 78.94 221.71 79.69 221.76 85.19 221.79 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 0.0350 0.0350 0.0400 0.0400 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.09 219.92 .323E+01 0.0 0.19 220.01 .884E+01 0.1 0.28 220.11 .168E+02 0.2 0.38 220.20 .272E+02 0.3 0.47 220.30 .399E+02 0.5 0.57 220.39 .551E+02 0.8 0.66 220.49 .726E+02 1.2 0.76 220.58 .925E+02 1.7 0.85 220.68 .115E+03 2.2 0.95 220.77 .139E+03 2.9 1.04 220.87 .166E+03 3.7 1.16 220.98 .203E+03 4.9 1.27 221.10 .243E+03 6.3 1.39 221.21 .287E+03 7.8 1.50 221.33 .334E+03 9.6 1.62 221.44 .412E+03 11.6 1.73 221.56 .555E+03 14.7 1.85 221.68 .742E+03 18.8 1.97 221.79 .973E+03 24.2 INFLOW : ID= 2 OUTFLOW: ID= 1 C Main channel Main channel Main Channel VELOCITY TRAV.TIME (m/s) (min) 0.41 2.96 0.59 2.04 0.73 1.63 0.86 1.39 0.98 1.22 1.09 1.10 1.20 1.00 1.30 0.92 1.40 0.86 1.49 0.81 1.58 0.76 1.73 0.69 1.85 0.65 1.97 0.61 2.08 0.58 2.03 0.59 1.90 0.63 1.82 0.66 1.79 0.67 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 55905) 125.73 13.40 12.42 75.42 1.69 1.95 55505) 125.73 13.40 12.42 75.42 1.69 1.95 CALIB STANDHYD ( 55105) Area (ha)= 0.66 !ID= 1 DT= 5.0 min Total Imp(%)= 32.88 Dir. Conn.(%)= 31.70 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= IMPERVIOUS 0.22 2.00 1.00 66.18 0.013 147.82 5.00 1.71 (ii) 5.00 PERVIOUS 0.44 5.00 2.00 40.00 0.250 (i) 117.41 10.00 8.32 (ii) 10.00 0.57 220.39 .514E+02 0.6 0.72 1.55 0.66 220.49 .677E+02 0.8 0.79 1.41 0.76 220.58 .863E+02 1.1 0.86 1.30 0.85 220.68 .107E+03 1.5 0.92 1.21 0.95 220.77 .130E+03 1.9 0.98 1.14 1.04 220.87 .155E+03 2.4 1.04 1.07 1.16 220.98 .189E+03 3.2 1.14 0.98 1.27 221.10 .227E+03 4.1 1.22 0.91 1.39 221.21 .268E+03 5.2 1.30 0.86 1.50 221.33 .312E+03 6.4 1.37 0.82 1.62 221.44 .385E+03 7.7 1.34 0.83 1.73 221.56 .518E+03 9.7 1.25 0.89 1.85 221.68 .693E+03 12.4 1.20 0.93 1.97 221.79 .908E+03 16.0 1.18 0.95 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 55904) 126.39 13.44 12.42 75.50 1.88 1.20 ID= 1 ( 55504) 126.39 13.35 12.42 75.50 1.88 1.20 CALIB NASITYD ( 55104) Area (ha)= 1ID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.322 PEAK FLOW (cms)= 0.318 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 81.230 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.673 1.22 Curve Number (CN) 84.0 4.87 # of Linear Res.(N)= 3.00 0.14 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 55903)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 55104): 1.22 0.318) 12.08cms rs) 81.23) + ID2= 2 ( 55504): 126.39 13.351 12.42 75.50 ID = 3 ( 55903): 127.61 13.437 12.42 75.55 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 55503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.09 219.92 .302E+01 0.0 0.19 220.01 .825E+01 0.0 0.28 220.11 .157E+02 0.1 0.38 220.20 .254E+02 0.2 0.47 220.30 .373E+02 0.4 VELOCITY TRAV.TIME (m/s) (min) 0.27 4.18 0.39 2.89 0.48 2.31 0.57 1.96 0.65 1.73 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 59.66 190.25 0.1000 61.83 190.07 0.1000 62.85 189.76 0.1000 66.61 189.64 0.1000 67.39 189.53 0.1000 /0.0350 Main Channel < 70.09 188.84 0.0350 Main Channel 72.11 188.73 0.0350 Main channel 73.98 189.17 0.0350 Main Channel 75.17 189.37 0.0350 Main Channel 76.20 189.43 0.0350 Main channel 78.14 189.20 0.0350 Main channel 78.97 189.16 0.0350 Main Channel 82.40 189.22 0.0350 Main channel 85.58 189.29 0.0350 Main channel 86.93 189.40 0.0350 Main Channel 87.77 189.64 0.0350 /0.1000 Main Channel 90.79 190.49 0.1000 91.64 190.58 0.1000 92.43 190.71 0.1000 94.19 190.70 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 188.83 .102E+03 0.1 0.86 16.38 0.20 188.93 .342E+03 0.6 1.57 8.94 0.30 189.03 .651E+03 1.6 2.07 6.78 0.40 189.13 .103E+04 3.0 2.48 5.65 0.50 189.23 .165E+04 3.9 1.98 7.07 0.60 189.33 .281E+04 7.4 2.22 6.30 0.70 189.43 .429E+04 13.2 2.59 5.40 0.80 189.53 .594E+04 22.2 3.14 4.46 0.90 189.63 .767E+04 33.4 3.65 3.83 1.01 189.74 .972E+04 47.7 4.13 3.39 1.11 189.85 .120E+05 64.4 4.51 3.11 1.22 189.95 .144E+05 83.2 4.87 2.87 1.33 190.06 .168E+05 104.1 5.22 2.69 1.43 190.17 .193E+05 126.7 5.52 2.54 1.54 190.27 .219E+05 151.4 5.80 2.42 1.65 190.38 .247E+05 178.4 6.07 2.31 1.75 190.49 .275E+05 207.2 6.35 2.21 1.86 190.59 .303E+05 237.8 6.60 2.12 1.96 190.70 .332E+05 270.3 6.85 2.05 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 55903) 127.61 13.44 12.42 75.55 0.70 2.60 OUTFLOW: ID= 1 ( 55503) 127.61 13.32 12.50 75.55 0.70 2.59 CALIB NASHYD ( 55102) Area (ha)= 13.79 curve Number (cN)= 67.0 ID= 1 DT= 5.0 min Ia (mm)= 8.68 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.51 Unit Hyd Qpeak (cms)- 1.027 PEAK FLOW (cms)= 0.961 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 52.967 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.439 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 55902)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 55102): 13.79 0.961 12.50 52.97 + ID2= 2 ( 55502): 18.25 1.907 12.42 68.10 ID = 3 ( 55902): 32.04 2.856 12.42 61.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 55902)1 3+ 2= 1 AREA QPEAK TPEAK R.V. ha mm ID1= 3 ( 55902): 32 04 856) 12.42cms rs) 61.59) + ID2= 2 ( 55503): 127.61 13.317 12.50 75.55 ID = 1 ( 55902): 159.65 16.128 12.50 72.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 55501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 20.41 178.87 0.0600 31.91 177.94 0.0600 35.51 178.95 0.0600 47.01 179.20 0.0600 53.34 178.15 0.0600 71.24 177.80 0.0600 72.75 177.30 0.0600 /0.0350 Main channel 74.85 176.60 0.0350 Main channel 75.15 176.60 0.0350 Main Channel 77.25 177.30 0.0350 /0.0600 Main Channel 80.02 177.82 0.0600 87.97 177.80 0.0600 95.84 178.09 0.0600 97.12 178.04 0.0600 100.77 178.20 0.0600 109.53 178.10 0.0600 118.16 178.37 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.12 176.72 .621E+01 0.0 0.65 2.10 0.23 176.83 .191E+02 0.2 0.96 1.42 0.35 176.95 .387E+02 0.6 1.22 1.12 0.47 177.07 .650E+02 1.2 1.45 0.94 0.58 177.18 .980E+02 2.0 1.67 0.82 0.70 177.30 .138E+03 3.1 1.87 0.73 0.85 177.45 .199E+03 5.5 2.26 0.60 0.99 177.59 .274E+03 8.4 2.52 0.54 1.14 177.74 .364E+03 12.1 2.71 0.50 1.28 177.88 .534E+03 16.2 2.49 0.55 1.43 178.03 .886E+03 23.3 2.15 0.63 1.58 178.18 .145E+04 33.0 1.86 0.73 1.72 178.32 .224E+04 49.7 1.81 0.75 1.87 178.47 .312E+04 72.4 1.90 0.72 I CALIB I NASHYD ( 55103) Area (ha)= 18.25 Curve Number (CN)- 77.0 11D= 1 DT= 5.0 min Ia (mm)= 7.17 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.42 unit Hyd Qpeak (cros)= 1.655 PEAK FLOW (cros)= 1.929 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 68.103 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.564 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 55502)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .176E+02 0.0 0.18 7.19 0.20 0.20 .399E+02 0.1 0.27 4.82 0.30 0.30 .667E+02 0.3 0.33 3.85 0.40 0.40 .982E+02 0.5 0.39 3.29 0.50 0.50 .134E+03 0.8 0.44 2.91 0.60 0.60 .175E+03 1.1 0.49 2.64 0.70 0.70 .220E+03 1.5 0.53 2.42 0.80 0.80 .270E+03 2.0 0.57 2.25 0.90 0.90 .324E+03 2.6 0.61 2.11 1.00 1.00 .384E+03 3.2 0.64 1.99 1.11 1.11 .457E+03 4.2 0.71 1.80 1.22 1.22 .543E+03 5.4 0.76 1.69 1.33 1,33 .639E+03 6.6 0.79 1,61 1.44 1.44 .747E+03 8.0 0.82 1.55 1.56 1.56 .867E+03 9.5 0.84 1.52 1.67 1.67 .997E+03 11.2 0.86 1.49 1.78 1.78 .114E+04 13.0 0.87 1.46 1.89 1.89 .129E+04 14.9 0.89 1.44 2.00 2.00 .146E+04 17.0 0.89 1.43 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 55103) 18.25 1.93 12.33 68.10 0.79 0.56 OUTFLOW: ID= 1 ( 55502) 18.25 1.91 12.42 68.10 0.78 0.56 2.01 2.16 2.30 2.45 2.60 178.61 178.76 178.90 179.05 179.20 INFLOW : ID= 2 OUTFLOW: ID= 1 ( .404E+04 .499E+04 .599E+04 .702E+04 .814E+04 100.6 133.5 171.6 211.6 255.7 2.04 0.67 2.19 0.62 2.35 0.58 2.47 0.55 2.57 0.53 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 55902) 159.65 16.13 12.50 72.75 1.28 2.49 55501) 159.65 16.11 12.50 72.75 1.28 2.49 I CALIB STANDHYD ( 55101) Area (ha)= 0.62 ID= 1 DT= 5.0 min Total Imp(%)= 26.71 Dir. Conn.(%)= 19.84 IMPERVIOUS PERVIOUS (i) surface Area (ha)= 0.17 0.45 Dep. Storage (mm)= 2.00 5.17 Average Slope (%)= 1.00 2.00 Length (m)= 64.21 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- 147.82 59.79 5.00 15.00 1.67 (ii) 10.34 (ii) 5.00 15.00 0.32 0.09 PEAK FLOW (cros)= 0.05 0.05 TIME TO PEAK (hrs)= 12.08 12.17 RUNOFF VOLUME (mm)= 118.77 37.64 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.31 ** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. "TOTALS* 0.091 (iii) 12.08 53.73 120.77 0.44 1 ADD HYD ( 55901)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 55101): 0.62 0.091) 12.08cms rs) 53.73) + 1D2= 2 ( 55501): 159.65 16.113 12.50 72.75 ID = 3 ( 55901): 160.27 16.137 12.50 72.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I CALIB 1 U.H. Tp(hrs)= 0.99 1 NASHYD ( 54156)1 ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= 88.01 Curve Number (CN)= 60.0 8.15 # of Linear Res.(N)= 3.00 1.24 Unit Hyd Qpeak (cms)= 2.711 PEAK FLOW (cms)= 2.657 (i) TIME TO PEAK (hrs)= 13.333 RUNOFF VOLUME (mm)= 44.985 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.372 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 54553)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Main Main Main Channel Channel Channel Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .261E+02 0.1 0.34 5.53 0.20 0.20 .589E+02 0.3 0.51 3.70 0.30 0.30 .986E+02 0.6 0.64 2.96 0.40 0.40 .145E+03 1.0 0.75 2.53 0.50 0.50 .198E+03 1.5 0.84 2.24 0.60 0.60 .258E+03 2.1 0.93 2.03 0.70 0.70 .325E+03 2.9 1.01 1.86 0.80 0.80 .399E+03 3.8 1.09 1.73 0.90 0.90 .479E+03 4.9 1.17 1.62 1.00 1.00 .567E+03 6.2 1.24 1.53 1.11 1.11 .676E+03 8.1 1.36 1.39 1.22 1.22 .801E+03 10.3 1.46 1.30 1.33 1.33 .944E+03 12.7 1.53 1.24 1.44 1.44 .110E+04 15.4 1.58 1.20 1.56 1.56 .128E+04 18.3 1.62 1.17 1.67 1.67 .147E+04 21.5 1.65 1.14 1.78 1.78 .168E+04 24.9 1.68 1.12 1.89 1.89 .191E+04 28.7 1.70 1.11 2.00 2.00 .215E+04 32.6 1.72 1.10 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 54156) 88.01 2.66 13.33 44.98 0.67 0.99 ID= 1 ( 54553) 88.01 2.66 13.33 44.98 0.67 0.98 CALIB NASHYD ( 54155)1 Area ID= 1 DT= 5.0 min I Ia (ha)= 44.53 Curve Number (CN)= 75.0 (mm)= 7.18 # of Linear Res.(N)= 3.00 INFLOW : ID= 2 ( 54942) 132.54 OUTFLOW: ID= 1 ( 54552) 132.54 4.96 13.17 51.74 4.94 13.25 51.74 0.80 0.80 1.40 1.40 CALIB NASHYD ( 54154) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.301 PEAK FLOW (cms)= 0.221 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 40.878 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.338 4.75 Curve Number (CN)= 55.0 5.92 # of Linear Res.(N)= 3.00 0.60 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54153)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.216 PEAK FLOW (cms)= 0.167 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 40.231 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.333 4.47 Curve Number (CN)= 54.0 5.21 # of Linear Res.(N)= 3.00 0.79 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54141) ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= 51.10 Curve Number (CN)= 73.0 8.51 # of Linear Res.(N)= 3.00 0.70 Unit Hyd Qpeak (cms)= 2.785 PEAK FLOW (cms)= 3.322 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 61.112 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.506 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. Unit Hyd Qpeak (cms)= 1.714 PEAK FLOW (cms)= 2.385 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 65.083 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.539 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 54942)1 I 1 + 2 = 3 ID1= 1 ( 54155): + ID2= 2 ( 54553): AREA (ha) 44.53 88.01 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.385 13.00 65.08 2.656 13.33 44.98 ID = 3 ( 54942): 132.54 4.962 13.17 51.74 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54552)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .123E+03 0.1 0.44 0.20 0.20 .279E+03 0.3 0.66 0.30 0.30 .467E+03 0.7 0.82 0.40 0.40 .687E+03 1.2 0.96 0.50 0.50 .939E+03 1.9 1.08 0.60 0,60 .122E+04 2.7 1.20 0,70 0.70 .154E+04 3.7 1.30 0,80 0.80 .189E+04 4.9 1.40 0.90 0.90 .227E+04 6.3 1.50 1.00 1.00 .268E+04 7.9 1.59 1.11 1.11 .320E+04 10.4 1.75 1.22 1.22 .380E+04 13.2 1.87 1.33 1.33 .447E+04 16.4 1.96 1.44 1.44 .523E+04 19.8 2.03 1.56 1.56 .606E+04 23.5 2.08 1.67 1.67 .698E+04 27.6 2.13 1.78 1.78 .797E+04 32.1 2.16 1.89 1.89 .904E+04 36.8 2.19 2.00 2.00 .102E+05 42.0 2.21 Main Channel Main Channel Main Channel Main Channel AREA (ha) <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) TRAV.TIME (min) 20.36 13.64 10.89 9.31 8.24 7,47 6.86 6.37 5.97 5.63 5.11 4.78 4.56 4.40 4.29 4.21 4.14 4.09 4.05 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.00 100.70 0.0500 1.50 100.55 0.0500 /0.0300 2.00 99.50 0.0300 3.50 99.60 0.0300 4.50 100.65 0.0300 /0.0500 6.00 101.45 0.0500 DEPTH ELEV (m) (m) 0.10 99.60 0.19 99.69 0.29 99.79 0.38 99.88 0.48 99.98 0.57 100.07 0.67 100.17 0.76 100.26 0.86 100.36 0.95 100.45 1.05 100.55 1.16 100.66 1.28 100.78 1.39 100.89 1.50 101.00 1.61 101.11 1.72 101.22 1.84 101.34 1.95 101.45 Main Channel Main Channel Main Channel Main Channel TRAVEL TIME TABLE VOLUME FLOW RATE VELOCITY TRAV.TIME (cu.m.) (cms) (m/s) (min) .102E+03 0.0 0.07 352.23 .325E+03 0.0 0.13 183.50 .566E+03 0.1 0.18 137.32 .827E+03 0.1 0.21 114.69 .111E+04 0.2 0.24 100.82 .140E+04 0.3 0.26 91.24 .172E+04 0.3 0.29 84.12 .206E+04 0.4 0.31 78.55 .241E+04 0.5 0.33 74.03 .279E+04 0.7 0.34 70.26 .318E+04 0.8 0.36 67.04 .369E+04 1.0 0.38 62.88 .429E+04 1.2 0.41 58.94 .494E+04 1.5 0.43 55.97 .565E+04 1.8 0.45 53.62 .642E+04 2.1 0.47 51.71 .724E+04 2.4 0.48 50.10 .812E+04 2.8 0.50 48.73 .906E+04 3.2 0.51 47.53 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph AREA QPEAK TPEAK INFLOW : ID= 2 ( 54141) 51.10 (3.32 12.67 OUTFLOW: ID= 1 ( 54561) 51.10 2.36 12.83 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 61.11 1.94 0.51 61.07 1.71 0.48 I CALIB I NASHYD ( 54165) I1D= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 23.59 Curve Number (CN)= 73.0 8.51 # of Linear Res.(N)= 3.00 0.70 Unit Hyd Qpeak (cms)= 1.285 PEAK FLOW (cms)= 1.533 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 61.112 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.506 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 54561)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation 0.00 101.50 Manning 0.0500 ROUTE CHN( 54560)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 101.50 0.0500 1.00 1.50 2.00 3.50 4.50 6.00 100.70 100.55 99.50 99.60 100.65 101.45 0.0500 0.0500 /0.0300 0.0300 0.0300 0.0300 /0.0500 0.0500 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 99.60 .103E+03 0.0 0.06 412.37 0.19 99.69 .327E+03 0.0 0.11 214.82 0.29 99.79 .571E+03 0.1 0.15 160.77 0.38 99.88 .834E+03 0.1 0.18 134.27 0.48 99.98 .112E+04 0.2 0.21 118.03 0.57 100.07 .142E+04 0.2 0.23 106.82 0.67 100.17 .174E+04 0.3 0.25 98.48 0.76 100.26 .207E+04 0.4 0.26 91.96 0.86 100.36 .243E+04 0.5 0.28 86.67 0.95 100.45 .281E+04 0.6 0.30 82.25 1.05 100.55 .320E+04 0.7 0.31 78.49 1.16 100.66 .372E+04 0.8 0.33 73.62 1.28 100.78 .432E+04 1.0 0.35 69.01 1.39 100.89 .498E+04 1.3 0.37 65.52 1.50 101.00 .570E+04 1.5 0.39 62.77 1.61 101.11 .647E+04 1.8 0.40 60.53 1.72 101.22 .730E+04 2.1 0.42 58.66 1.84 101.34 .819E+04 2.4 0.43 57.05 1.95 101.45 .914E+04 2.7 0.44 55.65 Main channel Main Channel Main Channel Main Channel INFLOW : ID= 2 ( 54165) OUTFLOW: ID= 1 ( 54560) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 23.59 1.53 12.67 61.11 1.51 0.39 23.59 0.97 13.08 61.00 1.23 0.34 1 ADD HYD ( 54949)1 1 + 2 = 3 I ID1= 1 ( 54560): + ID2= 2 ( 54561): AREA (ha) 23.59 51.10 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.966 13.08 61.00 2.360 12.83 61.07 ID = 3 ( 54949): 74.69 3.288 12.92 61.05 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54549)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 28.85 29.63 52.99 59.48 59.75 68.97 FOR SECTION (. 1.1) > Elevation Manning 196.69 0.0400 196.60 0.0400 196.59 0.0400 195.79 0.0400 195.71 0.0400 195.73 0.0400 195.57 0.0400 + ID2= 2 ( 54549): 74.69 3.238 13.08 61.05 ID = 1 ( 54939): 83.91 3.578 12.92 58.80 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54939)1 1 + 2 = 3 ID1= 1 ( 54939): + ID2= 2 ( 54552): AREA (ha) 83.91 132.54 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.578 12.92 58.80 4.944 13.25 51.74 ID = 3 ( 54939): 216.45 8.454 13.17 54.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 54548)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 196.69 0.0400 28.85 196.60 0.0400 29.63 196.59 0.0400 52.99 195.79 0.0400 59.48 195.71 0.0400 59.75 195.73 0.0400 68.97 195.57 0.0400 74.14 195.70 0.0400 74.58 195.58 0.0400 /0.0350 75.00 195.31 0.0350 75.34 195.21 0.0350 76.35 195.18 0.0350 77.37 195.59 0.0350 /0.0400 80.42 195.80 0.0400 81.04 195.83 0.0400 86.94 195.89 0.0400 96.83 196.35 0.0400 105.81 196.57 0.0400 131.90 196.02 0.0400 150.00 196.43 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.06 195.23 .252E+01 0.11 195.29 .705E+01 0.17 195.35 .126E+02 0.23 195.41 .189E+02 0.29 195.46 .260E+02 0.34 195.52 .338E+02 0.40 195.58 .427E+02 0.47 195.65 .732E+02 0.54 195.72 .136E+03 0.61 195.79 .233E+03 0.68 195.86 .351E+03 0.76 195.93 .498E+03 0.83 196.00 .662E+03 0.90 196.07 .849E+03 0.97 196.14 .108E+04 1.04 196.22 .134E+04 FLOW RATE (cms) 0.0 0.1 0.2 0.3 0.4 0.6 0.9 1.4 2.3 4.0 6.5 9.9 14.3 19.3 25.6 33.4 Main channel Main channel Main Channel Main channel Main channel VELOCITY TRAV.TIME (m/s) (min) 0.32 2.95 0.54 1.76 0.71 1.34 0.85 1.11 0.97 0.97 1.08 0.87 1.18 0.80 1.09 0.87 0.98 0.97 0.97 0.97 1.04 0.90 1.13 0.84 1.23 0.77 1.29 0.73 1.35 0.70 1.41 0.67 74.14 195.70 0.0400 74.58 195.58 0.0400 /0.0350 75.00 195.31 0.0350 75.34 195.21 0.0350 76.35 195.18 0.0350 77.37 195.59 0.0350 /0.0400 80.42 195.80 0.0400 81.04 195.83 0.0400 86.94 195.89 0.0400 96.83 196.35 0.0400 105.81 196.57 0.0400 131.90 196.02 0.0400 150.00 196.43 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m (cms) (m/s) 0.06 195.23 .421E+0.) 1 0.0 0.10 0.11 195.29 .118E+02 0.0 0.17 0.17 195.35 .211E+02 0.1 0.23 0.23 195.41 .316E+02 0.1 0.27 0.29 195.46 .434E+02 0.1 0.31 0.34 195.52 .565E+02 0.2 0.35 0.40 195.58 .714E+02 0.3 0.38 0.47 195.65 .122E+03 0.5 0.35 0.54 195.72 .227E+03 0.8 0.31 0.61 195.79 .389E+03 1.3 0.31 0.68 195.86 .586E+03 2.1 0.34 0.76 195.93 .832E+03 3.2 0.36 0.83 196.00 .111E+04 4.6 0.40 0.90 196.07 .142E+04 6.2 0.42 0.97 196.14 .180E+04 8.3 0.43 1.04 196.22 .224E+04 10.7 0.45 1.11 196.29 .276E+04 13.8 0.47 1.18 196.36 .334E+04 17.3 0.49 1.25 196.43 .400E+04 21.4 0.51 Main Channel Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 ( 54949) OUTFLOW: ID= 1 ( 54549) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 74.69 3.29 12.92 61.05 74.69 3.24 13.08 61.05 TRAV.TIME (min) 15.29 9.13 6.93 5.76 5.02 4.51 4.16 4.51 5.01 5.05 4.69 4.35 3.99 3.79 3.63 3.48 3.34 3.22 3.11 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.76 0.36 0.76 0.36 1 ADD HYD ( 54939)1 1 + 2 = 3 ID1= 1 ( 54153): + ID2= 2 ( 54154): AREA (ha) 4.47 4.75 QPEAK (cms) 0.167 0.221 TPEAK (hrs) 12.83 12.58 R.V. (mm) 40.23 40.88 ID = 3 ( 54939): 9.22 0.382 12.67 40.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54939)1 I 3 + 2 = 1 AREA QPEAK TPEAK R.V. a) ID1= 3 ( 54939): 9.22 0.382) 12.67ems rs) 40� mm6) 1.11 196.29 1.18 196.36 1.25 196.43 INFLOW : ID= 2 OUTFLOW: ID= 1 .165E+04 .200E+04 .239E+04 54939) 54548) AREA (ha) 216.45 216.45 42.7 53.8 66.6 1.46 1.52 1.58 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 8.45 13.17 54.47 8.45 13.17 54.47 0.64 0.62 0.60 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.73 1.09 0.72 1.09 CALIB NASHYD ( 54152) !ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.197 PEAK FLOW (cms)= 0.118 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 37.615 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.311 2.07 curve Number (cN)= 52.0 6.18 # of Linear Res.(N)= 3.00 0.40 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 54938)1 + = 3 ID1= 1 ( 54152): + ID2= 2 ( 54548): AREA (ha) 2.07 216.45 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.118 12.33 37.61 8.455 13.17 54.47 ID = 3 ( 54938): 218.53 8.499 13.17 54.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54547)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 196.69 0.0400 28.85 29.63 52.99 59.48 59.75 68.97 74.14 74.58 75.00 75.34 76.35 77.37 80.42 81.04 86.94 196.60 196.59 195.79 195.71 195.73 195.57 195.70 195.58 195.31 195.21 195.18 195.59 195.80 195.83 195.89 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 Main Channel Main Channel Main Channel Main Channel Main Channel < 96.83 105.81 131.90 150.00 196.35 196.57 196.02 196.43 0.0400 0.0400 0.0400 0.0400 TRAVEL TIME TABLE RUNOFF VOLUME (mm)= 51.406 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.426 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.06 195.23 .156E+01 0.0 0.14 0.11 195.29 .437E+01 0.0 0.24 0.17 195.35 .781E+01 0.1 0.32 0.23 195.41 .117E+02 0.1 0.38 0.29 195.46 .161E+02 0.2 0.44 0.34 195.52 .209E+02 0.3 0.49 0.40 195.58 .265E+02 0.4 0.53 0.47 195.65 .453E+02 0.6 0.49 0.54 195.72 .840E+02 1.0 0.44 0.61 195.79 .144E+03 1.8 0.43 0.68 195.86 .217E+03 2.9 0.47 0.76 195.93 .308E+03 4.4 0.50 0.83 196.00 .410E+03 6.4 0.55 0.90 196.07 .526E+03 8.7 0.58 0.97 196.14 .666E+03 11.5 0.60 1.04 196.22 .832E+03 15.0 0.63 1.11 196.29 .102E+04 19.1 0.66 1.18 196.36 .124E+04 24.1 0.68 1.25 196.43 .148E+04 29.8 0.71 INFLOW : ID= 2 ( 54938) OUTFLOW: ID= 1 ( 54547) TRAV.TIME (min) 4.07 2.43 1.85 1.53 1.34 1.20 1.11 1.20 1.33 1.34 1.25 1.16 1.06 1.01 0.97 0.93 0.89 0.86 0.83 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 218.53 8.50 13.17 54.31 0.89 0.58 218.53 8.52 13.17 54.31 0.89 0.58 CALIB NASHYD ( 54151)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.352 PEAK FLOW (cms)- 0.367 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 51.968 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.430 7.87 Curve Number (CN)= 65.0. 6.56 # of Linear Res.(N)= 3.00 0.85 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 54158)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.556 PEAK FLOW TIME TO PEAK 11.90 Curve Number (CN)= 64.0 5.59 # of Linear Res.(N)= 3.00 0.82 (cms)- 0.567 (i) (hrs)= 12.833 0.80 0.80 .938E+03 4.7 1.82 3.35 0.90 0.90 .119E+04 6.4 1.97 3.09 1.00 1.00 .147E+04 8.5 2.12 2.88 1.11 1.11 .182E+04 11.8 2.39 2.56 1.22 1.22 .223E+04 15.7 2.59 2.36 1.33 1.33 .269E+04 20.1 2.74 2.23 1.44 1.44 .320E+04 25.0 2.86 2.14 1.56 1.56 .377E+04 30.4 2.95 2.07 1.67 1.67 .440E+04 36.3 3.02 2.02 1.78 1.78 .507E+04 42.7 3.09 1.98 1.89 1.89 .581E+04 49.8 3.14 1.95 2.00 2.00 .659E+04 57.3 3.19 1.92 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 54164) 10.24 2.16 12.08 79.11 0.60 1.50 ID= 1 ( 54557) 10.24 1.98 12.17 79.11 0.58 1.46 ADD HYD ( 54944)1 1 + 2 = 3 1 ID1= 1 ( 54158): + ID2= 2 ( 54557): AREA (ha) 11.90 10.24 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.567 12.83 51.41 1.983 12.17 79.11 ID = 3 ( 54944): 22.14 2.233 12.17 64.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 54402)1 IN= 2---> OUT= 1 II DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0163 0.3102 0.0049 0.0483 0.0177 0.3666 0.0085 0.0980 0.1250 0.4244 0.0110 0.1490 0.3212 0.4835 0.0130 0.2013 0.5744 0.5440 0.0147 0.2551 1 0.0000 0.0000 INFLOW : ID= 2 ( 54944) OUTFLOW: ID= 1 ( 54402) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 22.136 2,233 12.17 64.22 22.136 0.742 13.17 63.99 PEAK FLOW REDUCTION [Qout/Qin](%)= 33.23 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= 0.5842 ROUTE CHN( 54556)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 CALIB STANDHYD ( 54164) IID= 1 DT= 5.0 min Surface Area Dep. Storage Average Slope Length Mannings n Area (ha)= 10.24 Total Imp(%)= 30.32 Dir. Conn.(%)= 19.76 IMPERVIOUS PERVIOUS (l) (ha)= 3.10 7.14 (mm)= 2.00 5.76 (%)= 1.00 2.00 (m)= 261.29 40.00 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 3.89 5.00 0.25 0.82 12.08 118.77 120.77 0.98 117.83 15.00 (ii) 10.50 (ii) 15.00 0.09 1,53 12,17 69.34 120.77 0.57 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 74.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.160 (iii) 12.08 79.11 120.77 0.66 1 ROUTE CHN( 54557)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 10.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .147E+02 0.0 0.46 13.39 0.20 0.20 .586E+02 0.1 0.72 8.43 0.30 0.30 .132E+03 0.3 0.95 6.44 0.40 0.40 .234E+03 0.7 1.15 5.31 0.50 0.50 .366E+03 1.3 1.33 4.58 0.60 0.60 .528E+03 2.2 1.51 4.06 0.70 0.70 .718E+03 3.3 1.67 3.66 Main Channel Main Channel Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 DEPTH ELEV VOLUME (m). (m) (cu.m.) 0.03 0.03 .314E+00 0.07 0.07 .126E+01 0.10 0.10 .283E+01 0.13 0.13 .503E+01 0.17 0.17 .786E+01 0.20 0.20 .113E+02 0.23 0.23 .154E+02 0.27 0.27 .201E+02 0.30 0.30 .255E+02 0.33 0.33 .314E+02 0.37 0.37 .390E+02 0.41 0.41 .478E+02 0.44 0.44 .577E+02 0.48 0.48 .688E+02 0.52 0.52 .810E+02 0.56 0.56 .945E+02 0.59 0.59 .109E+03 0.63 0.63 .125E+03 0.67 0.67 .142E+03 INFLOW : ID= 2 ( 54402) OUTFLOW: ID= 1 ( 54556) AREA (ha) 22.14 22.14 TRAVEL TIME TABLE > FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) (min) 0.0 0.14 8.34 0.0 0.22 5.26 0.0 0.29 4.01 0.0 0.36 3.31 0.0 0.41 2.85 0.1 0.47 2.53 0.1 0.52 2.28 0.2 0.57 2.09 0.2 0.61 1.93 0.3 0.66 1.80 0.4 0.74 1.59 0.5 0.80 1,47 0.7 0.85 1,39 0.9 0.89 1.33 1.0 0.92 1.29 1.3 0.94 1.26 1.5 0.96 1.23 1.7 0.97 1.21 2.0 0.99 1.19 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.74 13.17 63.99 0.74 13.25 63.99 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.46 0.86 0.45 0.86 1 CALIB 1 STANDHYD ( 54157)1 Area (ha)= 1.66 1ID= 1 DT= 5.0 min Total Imp(%)= 24.74 Dir. Conn.(%)= 22.99 IMPERVIOUS Surface Area (ha)= 0.41 Dep. Storage (mm)= 2.00 Average Slope (%)= 1.00 Length (m)= 105.17 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= 147.82 over (min) 5.00 Storage Coeff. (min)= 2.25 Unit Hyd. Tpeak (min)= 5.00 Unit Hyd. peak (cms)- 0.30 PEAK FLOW (cms)- 0.16 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 PERVIOUS 1.25 6.54 2.00 40.00 0.250 (i) 70.53 15.00 (ii) 10.37 (ii) 15.00 0.09 0.16 12,17 46.75 120.77 0.39 *TOTALS* 0.291 (iii) 12.08 63.30 120.77 0.52 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 60.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 54160) Area (ha)= 2.65 ID= 1 DT= 5.0 min Total Imp(%)= 40.39 Dir. Conn.(%)= 40.39 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.07 1.58 Dep. Storage (mm)= 2.00 5.87 Average Slope %)= 1.00 2.00 Length m)= 132.88 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.82 100.36 over (min) 5.00 10.00 Storage Coeff. (min)= 2.59 (ii) 9.64 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.29 0.11 PEAK FLOW (cms)= 0.44 0.31 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 67.66 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.56 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 76.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.752 (iii) 12.08 88.30 120.77 0.73 ROUTE CHN( 54555)1I IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .720E+02 0.1 0.52 10.06 0.20 0.20 .163E+03 0.4 0.77 6.74 0.30 0.30 .272E+03 0.8 0.97 5.38 0.40 0.40 .401E+03 1.5 1.13 4.60 0.50 0.50 .548E+03 2.2 1.28 4.07 0.60 0.60 .714E+03 3.2 1.41 3.69 0.70 0.70 .899E+03 4.4 1.54 3.39 0.80 0.80 .110E+04 5.8 1.66 3.15 0.90 0.90 .132E+04 7.5 1.77 2.95 1.00 1.00 .157E+04 9.4 1.88 2.78 0.23 0.27 0.30 0.33 0.37 0.41 0.44 0.48 0.52 0.56 0.59 0.63 0.67 0.23 0.27 0.30 0.33 0.37 0.41 0.44 0.48 0.52 0.56 0.59 0.63 0.67 .111E+03 .145E+03 .183E+03 .226E+03 .281E+03 .344E+03 .415E+03 .495E+03 .583E+03 .680E+03 .785E+03 .898E+03 .102E+04 0.1 0.2 0.2 0.3 0.4 0.6 0.7 0.9 1.1 1.3 1.5 1.8 2.0 0.53 0.58 0.63 0.68 0.76 0.83 0.88 0.91 0.94 0.97 0.99 1.00 1.02 15.91 14.56 13.46 12.54 11.12 10.26 9.69 9.29 9.00 8.77 8.60 8.45 8.33 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54943) 26.44 0.96 12.08 66.38 0.50 0.92 OUTFLOW: ID= 1 ( 54554) 26.44 0.83 13.17 66.37 0.47 0,90 ADD HYD ( 54937)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54151): 7.87 0.367 12.92 51.97 + ID2= 2 ( 54547): 218.53 8.517 13.17 54.31 ID = 3 ( 54937): 226.40 8.863 13.17 54.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54937)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 54937): 226.40 8.863 13.17 54.23 + ID2= 2 ( 54554): 26.44 0.827 13.17 66.37 ID = 1 ( 54937): 252.84 9.690 13.17 55.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54546)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 32.97 196.70 0.0600 38.68 196.26 0.0600 58.12 195.22 0.0600 67.42 195.02 0.0600 74.45 194.94 0.0600 /0.0350 Main Channel 76.55 194.24 0.0350 Main Channel 76.85 194.24 0.0350 Main Channel 78.95 194.94 0.0350 /0.0600 Main Channel 80.59 194.78 0.0600 82.01 194.82 0.0600 82.30 194.94 0.0600 1.11 1.11 .187E+04 12.3 2.07 2.52 1.22 1.22 .221E+04 15.6 2.21 2.36 1.33 1.33 .261E+04 19.3 2.32 2.25 1.44 1.44 .305E+04 23.4 2.40 2.18 1.56 1.56 .354E+04 27.8 2.46 2.12 1.67 1.67 .407E+04 32.6 2.51 2.08 1.78 1.78 .465E+04 37.8 2.55 2.05 1.89 1.89 .528E+04 43.5 2.58 2.02 2.00 2.00 .595E+04 49.5 2.61 2.00 INFLOW : ID= 2 ( 54160) OUTFLOW: ID= 1 ( 54555) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 2.65 0.75 12.08 88.30 0.28 0.92 2.65 0.65 12.08 88.29 0.26 0.87 ADD HYD ( 54943)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54157): 1.66 0.291 12.08 63.30 + ID2= 2 (54555): 2.65 0.654 12.08 88.29 ID = 3 ( 54943): 4.31 0.945 12.08 78.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54943)1 1 3 + 2 = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 54943): 4.31 0.945) 12.08cms rs) 78.66) + ID2= 2 ( 54556): 22.14 0.742 13.25 63.99 ID = 1 ( 54943): 26.44 0.958 12.08 66.38 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54554)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------ Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.03 0.03 .226E+01 0.0 0.15 0.07 0.07 .905E+01 0.0 0.10 0.10 .204E+02 0.0 0.13 0.13 .362E+02 0.0 0.17 0.17 .565E+02 0.0 0.20 0.20 .814E+02 0.1 0.23 0.30 0.37 0.43 0.48 > TRAV.TIME (min) 58.22 36.68 27.99 23.11 19.91 17.63 86.57 88.28 89.56 100.00 103.67 104.53 109.66 115.27 194.86 0.0600 195.04 0.0600 194.96 0.0600 195.38 0.0600 194.70 0.0600 194.78 0.0600 196.32 0.0600 196.54 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.12 194.35 .227E+02 0.0 0.32 15.66 0.23 194.47 .697E+02 0.1 0.47 10.59 0.35 194.59 .141E+03 0.3 0.60 8.34 0.47 194.70 .237E+03 0.6 0.71 7.01 0.58 194.82 .401E+03 1.0 0.74 6.72 0.70 194.94 .769E+03 1.7 0.67 7.48 0.82 195.06 .163E+04 3.4 0.62 8,06 0.95 195.18 .292E+04 6.1 0.63 7,93 1.07 195.31 .455E+04 10.2 0.67 7.42 1.19 195.43 .640E+04 15.8 0.74 6.77 1.32 195.55 .838E+04 22.9 0.82 6.10 1.44 195.68 .105E+05 31.3 0.89 5.58 1.56 195.80 .126E+05 40.9 0.97 5.15 1.68 195.92 .149E+05 51.7 1.04 4.81 1.81 196.04 .173E+05 63.8 1.10 4.52 1.93 196.17 .198E+05 77.2 1.17 4.27 2.05 196.29 .224E+05 91.9 1.23 4.06 2.18 196.41 .251E+05 106.1 1.27 3.94 2.30 196.54 .279E+05 121.4 1.30 3.84 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54937) 252.84 9.69 13.17 55.50 1.05 0.67 OUTFLOW: ID= 1 ( 54546) 252.84 9.56 13.25 55.50 1.05 0.66 1 CALIB 1 NASHYD ( 54148) Area (ha)= 2.30 Curve Number (CN)= 67.0 !ID= 1 DT= 5.0 min 1 Ia (mm)= 6.37 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.68 Unit Hyd Qpeak (cms)= 0.130 PEAK FLOW (cms)= 0.135 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 54.642 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.452 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALSTAIB 1 NDHYD ( 54150) Area (ha)= 6.22 11D= 1 DT= 5.0 min Total Imp(%)= 26.42 Dir. Conn.(%)= 14.29 IMPERVIOUS PERVIOUS (l) Surface Area (ha)= 1.64 4.58 Dep. Storage (mm)= 2.00 7.00 Average Slope (%)= 1.00 2.00 Length (m)= 203.72 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 91.32 5.00 15.00 3.35 (ii) 10.67 (ii) 5.00 15.00 0.26 0.09 0.36 0.74 12.08 12.17 118.77 53.02 120.77 120.77 0.98 0.44 " * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 62.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY, *TOTALS* 1.000 (iii) 12.08 62.41 120.77 0.52 STLIB 1 ANDHYD ( 54149)1 Area (ha)= 1.08 ID= 1 DT= 5.0 min I Total Imp(%)= 35.75 Dir. Conn.(%) = 28.62 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.39 0.69 Dep. Storage (mm)= 2.00 7.00 Average Slope (90= 1.00 2.00 Length (m)= 84.83 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 84.58 5.00 10.00 1.98 (ii) 9.53 (ii) 5.00 10.00 0.31 0.12 0.13 12.08 118.77 120.77 0.98 0.11 12.08 51.47 120.77 0.43 *'*** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 62.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.241 (iii) 12.08 70.72 120.77 0.59 1 ADD HYD ( 54936)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 54936): 255.14 9.661) 13.25cms rs) 55.49) + ID2= 2 ( 54606): 7.30 1.195 12.08 63.64 ID = 1 ( 54936): 262.45 9.776 13.25 55.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54545)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 32.97 196.70 0.0600 38.68 196.26 0.0600 58.12 195.22 0.0600 67.42 195.02 0.0600 74.45 194.94 0.0600 /0.0350 Main Channel 76.55 194.24 0.0350 Main Channel 76.85 194.24 0.0350 Main Channel 78.95 194.94 0.0350 /0.0600 Main Channel 80.59 194.78 0.0600 82.01 194.82 0.0600 82.30 194.94 0.0600 86.57 194.86 0.0600 88.28 195.04 0.0600 89.56 194.96 0.0600 100.00 195.38 0.0600 103.67 194.70 0.0600 104.53 194.78 0.0600 109.66 196.32 0.0600 115.27 196.54 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.12 194.35 .101E+02 0.0 0.31 7.11 0.23 194.47 .310E+02 0.1 0.46 4.81 0.35 194.59 .628E+02 0.3 0.59 3.79 0.47 194.70 .106E+03 0.6 0.70 3.18 0.58 194.82 .178E+03 1.0 0.73 3.05 0.70 194.94 .342E+03 1.7 0.65 3.40 0.82 195.06 .725E+03 3.3 0.61 3.66 0.95 195.18 .130E+04 6.0 0.62 3.60 1.07 195.31 .202E+04 10.0 0.66 3.37 1.19 195.43 .285E+04 15.5 0.72 3.07 1.32 195.55 .373E+04 22.4 0.80 2.77 1.44 195.68 .466E+04 30.6 0.88 2.53 1.56 195.80 .563E+04 40.1 0.95 2.34 1.68 195.92 .664E+04 50.7 1.02 2.18 1.81 196.04 .770E+04 62.6 1.08 2.05 1.93 196.17 .881E+04 75.6 1.14 1.94 2.05 196.29 .996E+04 90.0 1.20 1.84 2.18 196.41 .112E+05 104.0 1.24 1.79 2.30 196.54 .124E+05 119.0 1.27 1.74 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL I ADD HYD ( 54945)1 I 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54149): 1.08 0.241 12.08 70.72 + 102= 2 ( 54150): 6.22 1.000 12.08 62.41 ID = 3 ( 54945): 7.30 1.240 12.08 63.64 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 54606)1 IN= 2---> OUT= 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)= 600.00 Length (m)= 35.69 Slope (m/m)= 0.003 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1259.04 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.24 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.07 .896E+00 0.0 0.26 2.25 0.13 .249E+01 0.0 0.41 1.44 0.20 .450E+01 0.1 0.53 1.12 0.27 .681E+01 0.1 0.63 0.94 0.33 .934E+01 0.2 0.72 0.83 0.40 .120E+02 0.3 0.80 0.75 0.46 .149E+02 0.4 0.86 0.69 0.53 .178E+02 0.5 0.92 0.65 0.60 .207E+02 0.6 0.97 0.61 0.66 .237E+02 0.7 1.02 0.58 0.73 .267E+02 0.8 1.06 0.56 0.80 .296E+02 0.9 1.09 0.55 0.86 .324E+02 1.0 1.11 0.54 0.93 .351E+02 1.1 1.13 0.53 0.99 .376E+02 1.2 1.14 0.52 1.06 .399E+02 1.3 1.14 0.52 1.13 .419E+02 1.3 1.12 0.53 1.19 .435E+02 1.3 1.09 0.54 1.26 .444E+02 1.2 1.00 0.60 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54945) 7.30 1.24 12.08 63.64 1.03 1.14 OUTFLOW: ID= 1 ( 54606) 7.30 1.20 12.08 63.64 1.03 1.14 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. I ADD HYD ( 54936)1 I 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 54148): 2.30 0.135) 12.67) 54.64) + 102= 2 ( 54546): 252.84 9.561 13.25 55.50 ID = 3 ( 54936): 255.14 9.661 13.25 55.49 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. (ha) INFLOW : ID= 2 ( 54936) 262.45 OUTFLOW: ID= 1 ( 54545) 262.45 (cms) (hrs) (mm) (m) (m/s) 9.78 13.25 55.72 1.06 0.66 9.75 13.33 55.72 1.06 0.65 CALIB NASHYD ( 54146) Area (ha)= 7.30 Curve Number (CN)- 59.0 IID= 1 DT= 5.0 min Ia (mm)= 6.10 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.43 Unit Hyd Qpeak (cms)- 0.656 PEAK FLOW (cms)= 0.486 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 45.156 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.374 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54147) Area (ha)= 40.41 Curve Number (CN) 64.0 IID= 1 DT= 5.0 min Ia (mm)= 7.13 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.99 Unit Hyd Qpeak (cms)- 1.557 PEAK FLOW (cms)= 1.631 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 50.344 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.417 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 54544)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 20.11 196.55 0.0400 23.27 196.43 0.0400 28.74 195.65 0.0400 39.37 195.50 0.0400 49.90 195.93 0.0400 57.15 195.92 0.0400 63.59 195.63 0.0400 64.46 195.51 0.0400 70.96 195.49 0.0400 74.75 194.96 0.0400 /0.0350 Main Channel 75.54 194.65 0.0350 Main Channel 75.99 194.63 0.0350 Main Channel 77.89 194.88 0.0350 /0.0600 Main Channel 81.29 195.52 0.0600 85.16 195.08 0.0600 87.65 195.01 0.0600 91.08 195.21 0.0600 94.72 106.16 154.82 195.17 195.66 196.07 0.0600 0.0600 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 194.69 .801E+01 0.0 0.28 11.15 0.12 194.76 .241E+02 0.1 0.43 7.36 0.19 194.82 .476E+02 0.1 0.55 5.79 0.25 194.88 .786E+02 0.3 0.65 4.88 0.33 194.96 .128E+03 0.6 0.83 3.83 0.41 195.04 .192E+03 1.0 0.96 3.31 0.49 195.12 .317E+03 1.6 0.94 3.39 0.56 195.20 .500E+03 2.4 0.90 3.53 0.64 195.28 .791E+03 3.6 0.87 3.65 0.72 195.36 .114E+04 5.3 0.89 3.57 0.80 195.43 .154E+04 7.4 0.92 3.44 0.88 195.51 .201E+04 9.6 0.91 3.48 0.96 195.59 .267E+04 13.1 0.93 3.40 1.04 195.67 .350E+04 17.5 0.95 3.33 1.12 195.75 .451E+04 22.5 0.95 3.35 1.20 195.83 .573E+04 29.1 0.97 3.28 1.28 195.91 .715E+04 37.5 1.00 3.18 1.36 195.99 .885E+04 47.5 1.02 3.11 1.44 196.07 .107E+05 61.0 1.08 2.93 INFLOW : ID= 2 ( 54147) OUTFLOW: ID= 1 ( 54544) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 40.41 1.63 13.08 50.34 0.49 0.93 40.41 1.63 13.08 50.34 0.49 0.93 ADD HYD ( 54935)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54146): 7.30 0.486 12.42 45.16 + ID2= 2 ( 54544): 40.41 1.627 13.08 50.34 ID = 3 ( 54935): 47.71 1.872 12.92 49.55 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54543)1 IN= 2---> OUT= 1 1 Routing time step (min).= 5.00 <------DATA FOR SECTION ( 1.1) > Distance Elevation Manning 20.11 196.55 0.0400 23.27 196.43 0.0400 28.74 195.65 0.0400 39.37 195.50 0.0400 49.90 195.93 0.0400 57.15 195.92 0.0400 63.59 195.63 0.0400 64.46 195.51 0.0400 70.96 195.49 0.0400 74.75 194.96 0.0400 /0.0350 Main Channel TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! `**** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 51.0 Ia = Dep. storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 120.77 0.43 I ADD HYD ( 54933)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 54145): 2.58 0.352) 12.08cms rs) 51.91) + ID2= 2 ( 54543): 47.71 1.861 13.00 49.55 ID = 3 ( 54933): 50.29 1.904 13.00 49.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54541)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 20.11 196.55 0.0400 23.27 196.43 0.0400 28.74 195.65 0.0400 39.37 195.50 0.0400 49.90 195.93 0.0400 57.15 195.92 0.0400 63.59 195.63 0.0400 64.46 195.51 0.0400 70.96 195.49 0.0400 74.75 194.96 0.0400 /0.0350 Main Channel 75.54 194.65 0.0350 Main channel 75.99 194.63 0.0350 Main channel 77.89 194.88 0.0350 /0.0600 Main Channel 81.29 195.52 0.0600 85.16 195.08 0.0600 87.65 195.01 0.0600 91.08 195.21 0.0600 94.72 195.17 0.0600 106.16 195.66 0.0600 154.82 196.07 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 194.69 .126E+02 0.0 0.25 19.75 0.12 194.76 .379E+02 0.0 0.38 13.04 0.19 194.82 .750E+02 0.1 0.49 10.26 0.25 194.88 .124E+03 0.2 0.58 8.64 0.33 194.96 .201E+03 0.5 0.74 6.78 0.41 195.04 .302E+03 0.9 0.85 5.87 0.49 195.12 .499E+03 1.4 0.83 6.00 0.56 195.20 .788E+03 2.1 0.80 6.25 75.54 194.65 0.0350 Main Channel 75.99 194.63 0.0350 Main channel 77.89 194.88 0.0350 /0.0600 Main Channel 81.29 195.52 0.0600 85.16 195.08 0.0600 87.65 195.01 0.0600 91.08 195.21 0.0600 94.72 195.17 0.0600 106.16 195.66 0.0600 154.82 196.07 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.06 194.69 .107E+0.) 2 0.0 0.27 15.72 0.12 194.76 .321E+02 0.1 0.41 10.38 0.19 194.82 .636E+02 0.1 0.52 8.17 0.25 194.88 .105E+03 0.3 0.62 6.87 0.33 194.96 .171E+03 0.5 0.78 5.40 0.41 195.04 .256E+03 0.9 0.91 4.67 0.49 195.12 .423E+03 1.5 0.89 4.77 0.56 195.20 .667E+03 2.2 0.85 4.97 0.64 195.28 .106E+04 3.4 0.82 5.15 0.72 195.36 .152E+04 5.0 0.84 5.04 0.80 195.43 .205E+04 7.0 0.87 4.86 0.88 195.51 .268E+04 9.1 0.86 4.90 0.96 195.59 .357E+04 12.4 0.88 4.79 1.04 195.67 .467E+04 16.6 0.90 4.70 1.12 195.75 .603E+04 21.3 0.90 4.72 1.20 195.83 .765E+04 27.6 0.92 4.62 1.28 195.91 .955E+04 35.6 0.95 4.48 1.36 195.99 .118E+05 45.0 0.97 4.38 1.44 196.07 .143E+05 57.8 1.03 4.13 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54935) 47.71 1.87 12.92 49.55 0.53 0.87 OUTFLOW: ID= 1 ( 54543) 47.71 1.86 13.00 49.55 0.52 0.87 I CALIB STANDHYD ( 54145) Area (ha)= 2.58 ID= 1 DT= 5.0 min Total Imp(%)= 20.75 Dir. Conn.(%)= 16.93 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.54 2.05 Dep. storage (mm)= 2.00 5.53 Average Slope (%)= 1.00 2.00 Length (m)= 131.24 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) storage coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)- (hrs). (mm)= 147.82 58.46 5.00 15.00 2.57 (ii) 11.32 (ii) 5.00 15.00 0.29 0.09 0.18 0.20 12.08 12.17 118.77 38.29 *TOTALS* 0.352 (iii) 12.08 51.91 0.64 195.28 .125E+04 3.2 0.77 6.46 0.72 195.36 .179E+04 4.7 0.79 6.33 0.80 195.43 .242E+04 6.6 0.82 6.10 0.88 195.51 .316E+04 8.6 0.81 6.16 0.96 195.59 .422E+04 11.7 0.83 6.02 1.04 195.67 .552E+04 15.6 0.85 5.90 1.12 195.75 .711E+04 20.0 0.84 5.93 1.20 195.83 .903E+04 25.9 0.86 5.81 1.28 195.91 .113E+05 33.4 0.89 5.63 1.36 195.99 .140E+05 42.2 0.91 5.51 1.44 196.07 .169E+05 54.3 0.96 5.19 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54933) 50.29 1.90 13.00 49.67 0.54 0.81 OUTFLOW: ID= 1 ( 54541) 50.29 1.89 13.17 49.67 0.54 0.81 I CALIB I NASHYD ( 54144) Area (ha)= 18.20 Curve Number (CN)- 53.0 1iD= 1 DT= 5.0 min Ia (mm)= 6.21 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.05 Unit Hyd Qpeak (cms)- 0.659 PEAK FLOW (cms)= 0.525 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 38.624 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.320 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 54932)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) mm 1D1= 1 ( 54144): 18.20 0.525) 13.17cms rs) 38.62) + 102= 2 ( 54541): 50.29 1.888 13.17 49.67 ID = 3 ( 54932): 68.49 2.414 13.17 46.74 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 54540)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 20.11 196.55 0.0400 23.27 196.43 0.0400 28.74 195.65 0.0400 39.37 195.50 0.0400 49.90 195.93 0.0400 57.15 195.92 0.0400 63.59 195.63 0.0400 64.46 195.51 0.0400 < 70.96 195.49 0.0400 74.75 194.96 0.0400 /0.0350 Main Channel 75.54 194.65 0.0350 Main Channel 75.99 194.63 0.0350 Main Channel 77.89 194.88 0.0350 /0.0600 Main Channel 81.29 195.52 0.0600 85.16 195.08 0.0600 87.65 195.01 0.0600 91.08 195.21 0.0600 94.72 195.17 0.0600 106.16 195.66 0.0600 154.82 196.07 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 194.69 .183E+01 0.0 0.32 2.24 0.12 194.76 .551E+01 0.1 0.49 1.48 0.19 194.82 .109E+02 0.2 0.62 1.16 0.25 194.88 .180E+02 0.3 0.74 0.98 0.33 194.96 .293E+02 0.6 0.94 0.77 0.41 195.04 .440E+02 1.1 1.09 0.67 0.49 195.12 .725E+02 1.8 1.07 0.68 0.56 195.20 .115E+03 2.7 1.03 0.71 0.64 195.28 .181E+03 4.1 0.99 0.73 0.72 195.36 .261E+03 6.0 1.01 0.72 0.80 195.43 .352E+03 8.5 1.05 0.69 0.88 195.51 .459E+03 11.0 1.04 0.70 0.96 195.59 .613E+03 15.0 1.06 0.68 1.04 195.67 .802E+03 20.0 1.09 0.67 1.12 195.75 .103E+04 25.6 1.08 0.67 1.20 195.83 .131E+04 33.2 1.10 0.66 1.28 195.91 .164E+04 42.8 1.14 0.64 1.36 195.99 .203E+04 54.2 1.16 0.62 1.44 196.07 .246E+04 69.6 1.23 0.59 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54932) 68.49 2.41 13.17 46.74 0.54 1.04 OUTFLOW: ID= 1 ( 54540) 68.49 2.41 13.17 46.74 0.54 1.04 ADD HYD ( 54931).1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 54540): 68.49 2.414) 13.17) 46.74) + ID2= 2 ( 54545): 262.45 9.753 13.33 55.72 ID = 3 ( 54931): 330.94 12.123 13.33 53.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54539)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 196.00 0.0600 RUNOFF COEFFICIENT = 0.363 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54130) Area (ha)= 11.60 Curve Number (CN)= 63.0 ID= 1 DT= 5.0 min Ia (mm)= 5.94 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.60 Unit Hyd Qpeak (cms)= 0.740 PEAK FLOW (cms)- 0.673 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 49.945 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.414 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54137) Area (ha)= 7.23 Curve Number (CN)= 59.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 8.50 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.69 Unit Hyd Qpeak (cms)= 0.399 PEAK FLOW (cms)- 0.327 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 43.644 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.361 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54136) ID= 1 DT= 5.0 min 1 Area (ha)= 41.31 Curve Number (CN)= 76.0 Ia (mm)= 6.80 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.59 Unit Hyd Qpeak (cms)- 2.674 PEAK FLOW (cms)- 3.354 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 66.892 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.554 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 54140)1 Area (ha)= 140.56 Curve Number (CN)= 80.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.43 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.60 Unit Hyd Qpeak (cms)- 8.918 15.43 195.77 0.0600 18.22 195.51 0.0600 18.89 195.37 0.0600 19.52 195.15 0.0600 23.49 193.10 0.0600 24.56 192.57 0.0600 34.64 192.45 0.0600 38.64 191.80 0.0600 41.64 191.88 0.0600 41.73 191.85 0.0600 /0.0350 Main Channel 43.62 191.55 0.0350 Main Channel 45.31 191.80 0.0350 /0.0600 Main Channel 45.61 191.85 0.0600 47.55 191.84 0.0600 59.89 193.40 0.0600 60.40 193.40 0.0600 66.12 193.78 0.0600 67.66 193.99 0.0600 71.89 194.17 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu. (cms) (m/s) (min) 0.12 191.68 .297E+02 2 0.1 0.78 6.44 0.25 191.80 .119E+03 0.5 1.23 4.06 0.38 191.94 .451E+03 2.1 1.40 3.57 0.52 192.08 .933E+03 5.4 1.72 2.90 0.66 192.22 .150E+04 10.1 2.02 2.47 0.80 192.36 .214E+04 16.3 2.28 2.19 0.94 192.50 .289E+04 22.8 2.36 2.12 1.08 192.64 .402E+04 32.3 2.40 2.08 1.22 192.78 .528E+04 46.1 2.61 1.91 1.36 192.92 .660E+04 62.4 2.83 1.76 1.50 193.06 .798E+04 81.1 3.05 1.64 1.64 193.20 .941E+04 102.2 3.26 1.53 1.78 193.33 .109E+05 125.7 3.46 1.45 1.92 193.47 .125E+05 150.3 3.61 1.38 2.06 193.61 .141E+05 177.5 3.76 1.33 2.20 193.75 .159E+05 207.5 3.91 1.28 2.34 193.89 .178E+05 242.0 4.08 1.22 2.48 194.03 .197E+05 278.0 4.24 1.18 2.62 194.17 .217E+05 313.7 4.33 1.15 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 54931) 330.94 12.12 13.33 53.86 0.71 2.10 OUTFLOW: ID= 1 ( 54539) 330.94 12.13 13.33 53.86 0.71 2.10 I CALIB I NASHYD ( 54106) Area (ha)= 7.99 Curve Number (CN)= 58.0 1IC 1 DT= 5.0 min Ia (mm)= 6.34 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.59 Unit Hyd Qpeak (cms)- 0.518 PEAK FLOW (cms)= 0.408 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 43.888 TOTAL RAINFALL (mm)= 120.770 PEAK FLOW (cms)- 12.359 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 72.637 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.601 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 54535)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .219E+03 0.3 1.23 12.92 0.20 0.20 .495E+03 1.0 1.83 8.66 0.30 0.30 .829E+03 2.0 2.30 6.92 0.40 0.40 .122E+04 3.4 2.69 5.91 0.50 0.50 .167E+04 5.3 3.03 5.23 0.60 0.60 .217E+04 7.6 3.35 4.74 0.70 0.70 .273E+04 10.5 3.65 4.36 0.80 0.80 .335E+04 13.8 3.92 4.05 0.90 0.90 .403E+04 17.7 4.19 3.79 1.00 1.00 .476E+04 22.2 4.44 3.57 1.11 1.11 .568E+04 29.2 4.90 3.24 1.22 1.22 .674E+04 37.0 5.23 3.03 1.33 1.33 .794E+04 45.7 5.49 2.89 1.44 1.44 .928E+04 55.3 5.68 2.80 1.56 1.56 .108E+05 65.8 5.83 2.73 1.67 1.67 .124E+05 77.3 5.94 2.67 1.78 1.78 .142E+05 89.6 6.04 2.63 1.89 1.89 .161E+05 103.0 6.11 2.60 2.00 2.00 .181E+05 117.4 6.18 2.57 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54140) 140.56 12.36 12.58 72.64 0.76 3.80 OUTFLOW: ID= 1 ( 54535) 140.56 12.29 12.67 72.64 0.75 3.79 1 CALIB NASHYD ( 54139) Area (ha)= 24.68 Curve Number (CN)= 83.0 ID= 1 DT= 5.0 min Ia (mm)= 6.81 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.28 Unit Hyd Qpeak (cms)= 3.308 PEAK FLOW (cms)- 4.024 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 78.204 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.648 I ROUTE CHN( 54533)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 54534)1 IN= 2---> OUT= 1 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .213E+03 0.3 1.33 11.59 0.20 0.20 .482E+03 1.0 1.99 7.77 0.30 0.30 .806E+03 2.2 2.49 6.20 0.40 0.40 .119E+04 3.7 2.91 5.30 0.50 0.50 .162E+04 5.8 3.29 4.70 0.60 0.60 .211E+04 8.3 3.63 4.25 0.70 0.70 .266E+04 11.3 3.95 3.91 0.80 0.80 .326E+04 15.0 4.25 3.63 0.90 0.90 .392E+04 19.2 4.54 3.40 1.00 1.00 .463E+04 24.1 4.81 3.21 1.11 1.11 .552E+04 31.6 5.31 2.91 1.22 1.22 .655E+04 40.1 5.67 2.72 1.33 1.33 .772E+04 49.5 5.95 2.60 1.44 1.44 .902E+04 59.9 6.15 2.51 1.56 1.56 .105E+05 71.3 6.31 2.45 1.67 1.67 .120E+05 83.7 6.44 2.40 1.78 1.78 .138E+05 97.1 6.54 2.36 1.89 1.89 .156E+05 111.6 6.62 2.33 2.00 2.00 .176E+05 127.2 6.69 2.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54139) 24.68 4.02 12.25 78.20 0.41 2,96 OUTFLOW: ID= 1 ( 54534) 24.68 3.89 12.33 78.20 0.41 2.94 1 ADD HYD ( 54928)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 54534): 24.68 (cms)891 12.33) 78.20 + ID2= 2 ( 54535): 140.56 12.292 12.67 72.64 ID = 3 ( 54928): 165.24 14.979 12.50 73.47 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54927)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54138): 33.58 3.972 12.33 67.76 + ID2= 2 ( 54533): 165.24 14.981 12.50 73.47 ID = 3 ( 54927): 198.82 18.426 12.50 72.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54532)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .247E+03 0.2 0.96 18.55 0.20 0.20 .558E+03 0.7 1.44 12.43 0.30 0.30 .934E+03 1.6 1.80 9.92 0.40 0.40 .137E+04 2.7 2.11 8.48 0.50 0.50 .188E+04 4.2 2.38 7.51 0.60 0.60 .245E+04 6.0 2.63 6.80 0.70 0.70 .308E+04 8.2 2.86 6.25 0.80 0.80 .378E+04 10.8 3.08 5.81 0.90 0.90 .454E+04 13.9 3.29 5.44 1.00 1.00 .537E+04 17.4 3.49 5.13 1.11 1.11 .640E+04 22.9 3.84 4.65 1.22 1.22 .759E+04 29.1 4.11 4.35 1.33 1.33 .895E+04 35.9 4.31 4.15 1.44 1.44 .105E+05 43.4 4.46 4.01 1.56 1.56 .121E+05 51.7 4.57 3.91 1.67 1.67 .140E+05 60.7 4.67 3.83 1.78 1.78 .159E+05 70.4 4.74 3.78 1.89 1.89 .181E+05 80.9 4.80 3.73 2.00 2.00 .204E+05 92.2 4.85 3.69 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54927) 198.82 18.43 12.50 72.50 1.02 3.55 OUTFLOW: ID= 1 ( 54532) 198.82 18.29 12.50 72.50 1.02 3.54 CALIB NASHYD ( 54143) Area (ha)= 68.12 Curve Number (CN)= 83.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.72 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.41 Unit Hyd Qpeak (cms)= 6.361 PEAK FLOW (cms)= 8.599 (i) <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .346E+02 0.2 1.06 2.37 0.20 0.20 .783E+02 0.8 1.58 1.59 0.30 0.30 .131E+03 1.7 1.98 1,27 0.40 0.40 .193E+03 3.0 2.31 1,08 0.50 0.50 .264E+03 4.6 2.61 0.96 0.60 0.60 .343E+03 6.6 2.89 0.87 0.70 0.70 .432E+03 9.0 3.14 0.80 0.80 0.80 .530E+03 11.9 3.38 0.74 0.90 0.90 .637E+03 15.3 3.61 0.70 1.00 1.00 .753E+03 19.1 3.83 0.66 1.11 1.11 .898E+03 25.2 4.22 0.60 1.22 1.22 .107E+04 31.9 4.51 0.56 1.33 1.33 .126E+04 39.4 4.73 0.53 1.44 1.44 .147E+04 47.7 4.89 0.51 1.56 1.56 .170E+04 56.7 5.02 0.50 1.67 1.67 .196E+04 66.6 5.12 0.49 1.78 1.78 .224E+04 77.2 5.20 0.48 1.89 1.89 .254E+04 88.7 5.27 0.48 2.00 2.00 .286E+04 101.1 5.32 0.47 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54928) 165.24 14.98 12.50 73.47 0.89 3.59 OUTFLOW: ID= 1 ( 54533) 165.24 14.98 12.50 73.47 0.89 3.59 1 CALIB 1 NASHYD ( 54138) Area (ha)= 33.58 Curve Number (CN)= 77.0 11D= 1 DT= 5.0 min is (mm)= 7.57 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.36 Unit Hyd Qpeak (cms)= 3.563 PEAK FLOW (cms)= 3.972 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 67.760 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.561 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 78.311 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.648 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 54538)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .377E+03 0.3 1.23 22.15 0.20 0.20 .852E+03 1.0 1.84 14.85 0.30 0.30 .143E+04 2.0 2.30 11.85 0.40 0.40 .210E+04 3.5 2.70 10.13 0.50 0.50 .287E+04 5.3 3.04 8.97 0.60 0.60 .374E+04 7.7 3.36 8.12 0.70 0.70 .470E+04 10.5 3.66 7.47 0.80 0.80 .577E+04 13.9 3.94 6.94 0.90 0.90 .693E+04 17.8 4.20 6.50 1.00 1.00 .819E+04 22.3 4.46 6.13 1.11 1.11 .977E+04 29.3 4.91 5.56 1.22 1.22 .116E+05 37.1 5.25 5.20 1.33 1.33 .137E+05 45.9 5.50 4.96 1.44 1.44 .160E+05 55.5 5.70 4.79 1.56 1.56 .185E+05 66.0 5.84 4.67 1.67 1.67 .213E+05 77.5 5.96 4.58 1.78 1.78 .243E+05 89.9 6.06 4.51 1.89 1.89 .276E+05 103.3 6.13 4.45 2.00 2.00 .311E+05 117.7 6.20 4.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54143) 68.12 8.60 12.33 78.31 0.63 3.45 OUTFLOW: ID= 1 ( 54538) 68.12 8.20 12.50 78.31 0.62 3.41 CALIB NASHYD ( 54142) Area (ha)= 67.59 Curve Number (CN)= 81.0 1IC 1 DT= 5.0 min Ia (mm)= 7.24 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.50 Unit Hyd Qpeak (cms)= 5.143 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)= (hrs)= (mm)= 6.939 (i) 12.500 74.455 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.617 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I NASHYD ( 54166) SID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 23.01 Curve Number (CN)= 73.0 8.51 # of Linear Res.(N)= 3.00 0.70 ADD HYD ( 54930)1 1 + 2 = 3 ID1= 1 ( 54142): + ID2= 2 ( 54538): AREA (ha) 67.59 68.12 QPEAK TPEAK R.V. (cms) (hrs) (mm) 6.939 12.50 74.46 8.198 12.50 78.31 ID = 3 ( 54930): 135.71 15.137 12.50 76.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 54537)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .126E+03 0.2 0.91 10.04 0.20 0.20 .285E+03 0.7 1.36 6.73 0.30 0.30 .477E+03 1.5 1.70 5.37 0.40 0.40 .702E+03 2.5 1.99 4.59 0.50 0.50 .960E+03 3.9 2.25 4.07 0.60 0.60 .125E+04 5.7 2.48 3.68 0.70 0.70 .158E+04 7.8 2.70 3.39 0.80 0.80 .193E+04 10.2 2.91 3.15 0.90 0.90 .232E+04 13.1 3.10 2.95 1.00 1.00 .274E+04 16.5 3.29 2.78 1.11 1.11 .327E+04 21.6 3.63 2.52 1.22 1.22 .388E+04 27.4 3.88 2.36 1.33 1.33 .457E+04 33.9 4.07 2.25 1.44 1.44 .535E+04 41.0 4.21 2.17 1.56 1.56 .620E+04 48.8 4.32 2.12 1.67 1.67 .713E+04 57.3 4.40 2.08 1.78 1.78 .815E+04 66.4 4.47 2.04 1.89 1.89 .925E+04 76.3 4.53 2.02 2.00 2.00 .104E+05 87.0 4.58 2.00 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54930) 135.71 15.14 12.50 76.39 0.96 3.21 OUTFLOW: ID= 1 ( 54537) 135.71 15.18 12.50 76.39 0.96 3.22 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54929) 158.72 16.58 12.50 74.18 1.02 3.17 OUTFLOW: ID= 1 ( 54536) 158.72 16.50 12.58 74.18 1.02 3.17 IADD HYD ( 54926)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 54136): 41.31 3.354) 12.58cms rs) 66.89) + ID2= 2 ( 54137): 7.23 0.327 12.75 43.64 ID = 3 ( 54926): 48.54 3.674 12.58 63.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD2 ( 54926)1 3 + = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 54926): 48.54 3.674 12.58 63.43 + ID2= 2 ( 54532): 198.82 18.292 12.50 72.50 ID = 1 ( 54926): 247.36 21.929 12.58 70.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 54926)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54926): 247.36 21.929 12.58 70.72 + ID2= 2 ( 54536): 158.72 16.504 12.58 74.18 ID = 3 ( 54926): 406.07 38.433 12.58 72.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 54558)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel Unit Hyd Qpeak (cms)= 1.254 PEAK FLOW (cms)= 1.496 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 61.112 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.506 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 54929)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 54166): 23.01 (cms)496 12.67) 61.11) + ID2= 2 ( 54537): 135.71 15.178 12.50 76.39 ID = 3 ( 54929): 158.72 16.582 12.50 74.18 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 54536)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .178E+03 0.2 0.86 14.97 0.20 0.20 .402E+03 0.7 1.28 10.03 0.30 0.30 .673E+03 1.4 1.61 8.01 0.40 0.40 .989E+03 2.4 1.88 6.85 0.50 0.50 .135E+04 3.7 2.13 6.06 0.60 0.60 .176E+04 5.4 2.35 5.49 0.70 0.70 .222E+04 7.3 2.55 5.05 0.80 0.80 .272E+04 9.7 2.75 4.69 0.90 0.90 .327E+04 12.4 2.93 4.39 1.00 1.00 .387E+04 15.6 3.11 4.14 1.11 1.11 .461E+04 20.5 3.43 3.76 1.22 1.22 .547E+04 25.9 3.67 3.51 1.33 1.33 .644E+04 32.0 3.84 3.35 1.44 1.44 .753E+04 38.7 3.98 3.24 1.56 1.56 .873E+04 46.1 4.08 3.16 1.67 1.67 .100E+05 54.1 4.16 3.10 1.78 1.78 .115E+05 62.8 4.23 3.05 1.89 1.89 .130E+05 72.2 4.28 3.01 2.00 2.00 .147E+05 82.2 4.33 2.98 Main Channel Main Channel Main Channel Main Channel 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 INFLOW : ID= 2 OUTFLOW: ID= 1 C .132E+04 .180E+04 .235E+04 .296E+04 .363E+04 .436E+04 .515E+04 .615E+04 .729E+04 .859E+04 .100E+05 .116E+05 .134E+05 .153E+05 .174E+05 .196E+05 1.4 1.10 2.2 1.24 3.1 1.37 4.3 1.49 5.7 1.61 7.3 1.72 9.1 1.82 12.0 2.01 15.2 2.14 18.7 2.25 22.7 2.33 27.0 2.39 31.6 2.43 36.7 2.47 42.2 2.50 48.1 2.53 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 54926) 406.07 38.43 12.58 72.07 54558) 406.07 37.21 12.67 72.07 15.61 13.83 12.52 11.51 10.69 10.02 9.44 8.57 8.02 7.65 7.39 7.20 7.06 6.95 6.86 6.79 <-pipe / channel-> MAX DEPTH MAX VEL 1.81 (2.48 1.79 2.47 I CALIB 1 NASHYD ( 54131) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.298 PEAK FLOW (cms)= 0.233 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 42.723 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.354 5.01 Curve Number (CN)= 56.0 4.63 # of Linear Res.(N)= 3.00 0.64 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54134) Area (ha)= IIO= 1 DT= 5.0 min I Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 3.169 PEAK FLOW (cms)= 4.866 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 76.429 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 60.31 Curve Number (CN)= 82.0 6.91 # of Linear Res.(N)= 3.00 0.73 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. + TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 0.10 .2.37E+03 0.1 0.20 0.20 .536E+03 0.4 0.30 0.30 .897E+03 0.8 VELOCITY (m/s) 0.50 0.75 0.94 TRAV.TIME (min) 34.15 22.88 18.27 I ROUTE CHN( 54531)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main channel Main Channel 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 < TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .109E+03 0.2 0.65 0.20 0.20 .246E+03 0.5 0.98 0.30 0.30 .412E+03 1.1 1.22 0.40 0.40 .607E+03 1.8 1.43 0.50 0.50 .830E+03 2.8 1.61 0.60 0.60 .108E+04 4.1 1.78 0.70 0.70 .136E+04 5.6 1.94 0.80 0.80 .167E+04 7.3 2.09 0.90 0.90 .201E+04 9.4 2.23 1.00 1.00 .237E+04 11.8 2.36 1.11 1.11 .283E+04 15.5 2.61 1.22 1.22 .335E+04 19.7 2.78 1.33 1.33 .395E+04 24.3 2.92 1.44 1.44 .462E+04 29.4 3.02 1.56 1.56 .535E+04 35.0 3.10 1.67 1.67 .616E+04 41.1 3.16 1.78 1.78 .704E+04 47.7 3.21 1.89 1.89 .799E+04 54.8 3.25 2.00 2.00 .901E+04 62.4 3.29 INFLOW : ID= OUTFLOW: ID= <---- hydrograph ----> AREA QPEAK TPEAK R.V. 2 ( 54134) 60.31 (cms)48 (hrs)27 76.43 1 ( 54531) 60.31 4.86 12.75 76.43 TRAV.TIME (min) 12.09 8.10 6.47 5.53 4.89 4.43 4.07 3.78 3.55 3.34 3.03 2.84 2.71 2.61 2.55 2.50 2.46 2.43 2.40 <-pipe / channel-> MAX DEPTH MAX VEL 0.65 (1.86 0.65 1.86 CALIB NASHYD ( 54133) ID= 1 DT= 5.0 min Area (ha)= 53.40 curve Number (cN)= 78.0 Ia (mm)= 7.64 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.80 Unit Hyd Qpeak (cms)- 2.537 PEAK FLOW (cms)= 3.598 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 69.265 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.574 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 54530)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 63.0 Ia = Dep. storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. RESERVOIR( 54405)1 IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.2077 0.0105 0.0213 0.0004 0.2198 0.0126 0.0425 0.0009 0.2313 0.0150 0.0835 0.0016 0.2422 0,0178 0.1102 0.0023 0.2626 0.0255 0.1316 0.0033 0.2816 0.0369 0.1499 0.0043 0.2907 0.0446 0.1663 0.0056 0.4612 0.0538 0.1811 0.0070 0.7654 0.0660 0.1949 0.0087 0.9515 0.0738 INFLOW : ID= 2 ( 54162) OUTFLOW: ID= 1 ( 54405) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 3.750 1.054 12.08 87.05 3.750 0.619 12.25 87.05 PEAK FLOW REDUCTION [Qout/Qin](%)= 58.70 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= 0.0624 1 ADD HYD ( 54925)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54405): 3.75 0.619 12.25 87.05 + 1D2= 2 ( 54530): 53.40 3.585 12.83 69.27 ---------------------------------- ID = 3 ( 54925): 57.15 3.854 12.83 70.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54925)1 3 + 2 = 1 I ID1= 3 ( 54925): + ID2= 2 ( 54531): AREA (ha) 57.15 60.31 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.854 12.83 70.43 4.858 12.75 76.43 ID = 1 ( 54925): 117.46 8.689 12.83 73.51 DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (Cu.m.) (cms) (m/s) 0.10 0.10 .111E+03 0.1 0.60 0.20 0.20 .251E+03 0.5 0.90 0.30 0.30 .420E+03 1.0 1.13 0.40 0.40 .617E+03 1.7 1.32 0.50 0.50 .844E+03 2.6 1.49 0.60 0.60 .110E+04 3.8 1.65 0.70 0.70 .138E+04 5.1 1.79 0.80 0.80 .170E+04 6.8 1.93 0.90 0,90 .204E+04 8.7 2.06 1.00 1,00 .241E+04 10.9 2.18 1.11 1.11 .288E+04 14.3 2.40 1.22 1.22 .341E+04 18.2 2.57 1.33 1.33 .402E+04 22.5 2.69 1.44 1.44 .470E+04 27.2 2.79 1.56 1.56 .545E+04 32.3 2.86 1.67 1.67 .627E+04 37.9 2.92 1.78 1.78 .716E+04 44.0 2.96 1.89 1.89 .813E+04 50.6 3.00 2.00 2.00 .916E+04 57.6 3.03 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> AREA QPEAK TPEAK R.V. 54133) 53.40 (cms)36 (hrs)28 69.27 54530) 53.40 3.59 12.83 69.27 TRAV.TIME (min) 13.32 8.93 7.13 6.09 5.40 4.89 4.49 4.17 3.91 3.69 3.34 3.13 2.98 2.88 2.81 2.76 2.71 2.68 2.65 <-pipe / channel-› MAX DEPTH MAX VEL 0.59 (1.62 0.59 1.62 I CALIB I STANDHYD ( 54162) Area IIC 1 DT= 5.0 min Total (ha)= 3.75 Imp(%)= 66.66 IMPERVIOUS Surface Area 2.50 Dep. Storage 1.00 Average Slope 1.00 Length 158.11 Manor ngs n 0.013 Max.Eff.Inten.(mm/hr)= over (min) storage coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)= 0.28 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 119.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.99 (ha)= (mm)= (%) = (m)= 147.82 5.00 2.88 5.00 0.28 Dir. Conn.(%)= 18.12 PERVIOUS (i) 1.25 1.50 2.00 40.00 0.250 280.35 10.00 (ii) 7,55 (ii) 10.00 0.13 0.78 12.08 79.81 120.77 0.66 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! *TOTALS* 1.054 (iii) 12.08 87.05 120.77 0.72 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .221E+03 0.1 0.42 0.20 0.20 .499E+03 0.3 0.63 0.30 0.30 .834E+03 0.7 0.78 0.40 0.40 .123E+04 1.2 0.92 0.50 0.50 .168E+04 1.8 1.03 0.60 0.60 .219E+04 2.6 1.14 0.70 0.70 .275E+04 3.6 1.24 0.80 0.80 .337E+04 4.7 1.34 0.90 0.90 .406E+04 6.0 1.43 1.00 1.00 .479E+04 7.6 1.52 1.11 1.11 .572E+04 10.0 1.67 1.22 1.22 .678E+04 12.6 1.79 1.33 1.33 .799E+04 15.6 1.87 1.44 1.44 .934E+04 18.9 1.94 1.56 1.56 .108E+05 22.5 1.99 1.67 1.67 .125E+05 26.4 2.03 1.78 1.78 .142E+05 30.6 2.06 1.89 1.89 .162E+05 35.1 2.09 2.00 2.00 .182E+05 40.0 2.11 Main Channel Main Channel Main Channel Main Channel INFLOW : OUTFLOW: AREA (ha) ID= 2 ( 54925) 117.46 ID= 1 ( 54529) 117.46 TRAV.TIME (min) 38.12 25.55 20.40 17.43 15.44 13.98 12.85 11,94 11.18 10.54 9.57 8.95 8.54 8.25 8.04 7.88 7.76 7.66 7.58 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 8.69 12.83 73.51 1.05 1.58 8.49 12.92 73.51 1.04 1.57 I CALIB I NASHYD ( 54132) IID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= 61.81 curve Number (CN)= 61.0 7.09 # of Linear Res.(N)= 3.00 1.33 Unit Hyd Qpeak (cms)- 1.774 PEAK FLOW (cms)= 1.843 (i) TIME TO PEAK (hrs)= 13.417 RUNOFF VOLUME (mm)= 46.810 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.388 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54529)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 I ADD HYD ( 54924)1 I 1 + 2 = 3 1D1= 1 ( 54131): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.01 0.233 12.67 42.72 + ID2= 2 ( 54132): 61.81 1.843 13.42 46.81 iD = 3 ( 54924): 66.82 1.985 13.33 46.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I CALIB I NASHYD ( 54135) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= 20.20 curve Number (CN)= 59.0 8.61 # of Linear Res.(N)= 3.00 1.09 ADD HYD ( 54924)1 3 + 2 = 1 I ID1= 3 ( 54924): + ID2= 2 ( 54529): AREA (ha) 66.82 117.46 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.985 13.33 46.50 8.485 12.92 73.51 ID = 1 ( 54924): 184.28 10.342 13.00 63.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 54528)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .329E+02 0.2 0.82 2.91 0.20 0.20 .745E+02 0.6 1.22 1.95 0.30 0.30 .125E+03 1.3 1.53 1.56 0.40 0.40 .183E+03 2.3 1.79 1.33 0.50 0.50 .251E+03 3.5 2.02 1.18 0.60 0.60 .327E+03 5.1 2.23 1.07 0.70 0.70 .411E+03 7.0 2.43 0.98 0.80 0.80 .504E+03 9.2 2.62 0.91 0.90 0.90 .606E+03 11.8 2.79 0.86 1.00 1.00 .716E+03 14.8 2.96 0.81 1.11 1.11 .854E+03 19.5 3.26 0.73. 1.22 1.22 .101E+04 24.7 3.49 0.68 1.33 1.33 .119E+04 30.5 3.66 0.65 1.44 1.44 .140E+04 36.9 3.79 0.63 1.56 1.56 .162E+04 43.9 3.88 0.61 1.67 1.67 .186E+04 51.5 3.96 0.60 1.78 1.78 .213E+04 59.8 4.02 0.59 1.89 1.89 .241E+04 68.7 4.08 0.59 2.00 2.00 .272E+04 78.3 4.12 0.58 AREA (ha) INFLOW : ID= 2 ( 54924) 184.28 OUTFLOW: ID= 1 ( 54528) 184.28 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 10.34 13.00 63.72 10.35 13.00 63.72 <-pipe / channel-> MAX DEPTH MAX VEL 0.84 (2.69 0.84 2.69 135.13 152.48 198.27 0.0600 198.49 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.21 194.53 .153E+03 0.2 0.62 11.67 0.42 194.74 .484E+03 1.1 1.02 7.06 0.63 194.95 .964E+03 3.1 1.40 5.14 0.85 195.16 .174E+04 6.4 1.58 4.57 1.06 195.38 .265E+04 10.8 1.77 4.08 1.27 195.59 .368E+04 16.5 1.94 3.72 1.48 195.80 .482E+04 23.4 2.09 3.44 1.70 196.01 .616E+04 30.8 2.17 3.33 1.91 196.23 .919E+04 37.7 1.77 4.07 2.12 196.44 .149E+05 55.6 1.62 4.46 2.33 196.65 .215E+05 81.2 1.63 4.41 2.55 196.86 .290E+05 113.0 1.68 4.28 2.76 197.08 .377E+05 152.6 1.75 4.12 2.97 197.29 .471E+05 202.9 1.86 3.87 3.19 197.50 .570E+05 260.9 1.98 3.64 3.40 197.71 .673E+05 326.4 2.10 3.44 3.61 197.93 .781E+05 399.5 2.21 3.26 3.82 198.14 .894E+05 480.3 2.32 3.10 4.04 198.35 .101E+06 545.8 2.33 3.10 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 54923) 610.56 47.01 12.75 68.61 2.02 1.69 ID= 1 ( 54527) 610.56 46.26 12.83 68.61 2.01 1.70 ADD HYD ( 54922)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54130): 11.60 0.673 12.58 49.94 + ID2= 2 ( 54527): 610.56 46.258 12.83 68.61 ------------------------------ ID = 3 ( 54922): 622.15 46.878 12.83 68.26 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54526)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------DATA Distance 0.00 16.89 29.88 30.77 31.09 32.20 32.92 34.34 34.90 37.32 42.43 FOR SECTION Elevation 196.13 194.18 193.60 193.38 193.20 192.83 192.70 192.77 192.90 193.20 193.86 ( 1.1) > Manning 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 Main Main Main Main Main Main channel Channel Channel channel Channel Channel unit Hyd Qpeak (cms)= 0.708 PEAK FLOW (cms)= 0.650 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 43.578 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.361 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD2 ( 54923)1 + = 3 ID1= 1 ( 54135): + ID2= 2 ( 54528): AREA QPEAK TPEAK R.V.. (ha) (cms) (hrs) (mm) 20.20 0.650 13.17 43.58 184.28 10.347 13.00 63.72 ID = 3 ( 54923): 204.48 10.986 13.00 61.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD +YD2 ( 54923) 1 ID1= 3 ( 54923): + ID2= 2 ( 54558): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 204.48 10.986 13.00 61.73 406.07 37.211 12.67 72.07 ID = 1 ( 54923): 610.56 47.011 12.75 68.61 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54527)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 198.35 0.0600 6.14 198.28 0.0600 28.71 196.17 0.0600 45.62 195.96 0.0600 45.90 195.95 0.0600 59.88 196.71 0.0600 63.11 197.04 0.0600 70.63 196.73 0.0600 74.48 194.82 0.0600 /0.0350 75.88 194.32 0.0350 78.01 194.47 0.0350 79.03 194.74 0.0350 /0.0600 79.95 194.92 0.0600 81.84 194.96 0.0600 82.85 195.11 0.0600 87.06 196.18 0.0600 101.21 196.26 0.0600 104.33 196.07 0.0600 > Main Channel Main Channel Main Channel Main Channel 52.03 52.67 53.76 71.89 82.92 85.93 87.36 92.94 93.48 DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.12 192.82 .290E+02 0.25 192.95 .878E+02 0.37 193.07 .174E+03 0.50 193.20 .288E+03 0.63 193.32 .430E+03 0.75 193.45 .597E+03 0.88 193.57 .795E+03 1.00 193.70 .104E+04 1.13 193.82 .142E+04 1.25 193.95 .237E+04 1.38 194.08 .374E+04 1.51 194.20 .519E+04 1.63 194.33 .669E+04 1.76 194.45 .822E+04 1.88 194.58 .980E+04 2.01 194.71 .114E+05 2.14 194.83 .131E+05 2.26 194.96 .147E+05 2.39 195.08 .165E+05 193.76 193.68 193.79 193.95 193.85 193.97 194.10 195.08 195.08 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 TRAVEL TIME TABLE FLOW RATE (cms) 0.0 0.1 0.3 0.5 1.0 1.6 2.3 3.1 4.0 5.4 7.6 10.4 13.9 17.9 22.4 27.4 32.8 38.7 45.0 VELOCITY TRAY. TIME (m/s) (min) 0.13 21.63 0.20 13.51 0.26 10.75 0.30 9.07 0.38 7.27 0.43 6.37 0.47 5.85 0.49 5.60 0.47 5.91 0.37 7.37 0.33 8.22 0.33 8.29 0.34 8.02 0.36 7.66 0.38 7.30 0.40 6.95 0.41 6.63 0.43 6.35 0.45 6.10 *** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54922) 622.15 46.88 12.83 68.26 2.38 0.45 OUTFLOW: ID= 1 ( 54526) 622.15 46.32 12.92 68.26 2.39 0.45 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. 1 CALIB 1 NASHYD ( 54119)1 11D= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.149 PEAK FLOW (cms)= 0.110 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 40.418 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.335 2.52 curve Number (cN)= 54.0 4.88 # of Linear Res.(N)= 3.00 0.64 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 54112) Area (ha)= 5.14 Curve Number (CN)= 53.0 !ID= 1 DT= 5.0 min 1 Ia (mm)= 6.16 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.82 Unit Hyd Qpeak (cms)- 0.239 PEAK FLOW (cms)= 0.179 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 38.651 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.320 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 54508)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2,00 0.1000 < TRAVEL TIME TABLE Main Main Main Main Channel Channel Channel Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .494E+02 0.1 0.63 0.20 0.20 .112E+03 0.5 0.94 0.30 0.30 .187E+03 1.0 1.18 0.40 0.40 .275E+03 1.8 1.38 0.50 0.50 .376E+03 2.7 1.55 0.60 0.60 .489E+03 3.9 1.72 0.70 0.70 .616E+03 5.4 1.87 0.80 0.80 .756E+03 7.1 2.01 0.90 0.90 .908E+03 9.1 2.14 1.00 1.00 .107E+04 11.4 2.27 1.11 1.11 .128E+04 14.9 2.51 1.22 1.22 .152E+04 19.0 2.68 1.33 1.33 .179E+04 23.4 2.81 1.44 1.44 .209E+04 28.3 2.91 1.56 1.56 .243E+04 33.7 2.98 1.67 1.67 .279E+04 39.5 3.04 1.78 1.78 .319E+04 45.9 3.09 1.89 1.89 .362E+04 52.7 3.13 2.00 2.00 .408E+04 60.1 3.16 INFLOW : ID= 2 ( 54112) OUTFLOW: ID= 1 ( 54508) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.14 0.18 12.83 38.65 5.14 0.18 12.92 38.65 TRAV.TIME (min) 5.69 3.81 3.04 2.60 2.30 2.09 1.92 1.78 1.67 1.57 1.43 1.34 1.27 1.23 1.20 1.18 1.16 1.14 1.13 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.11 0.65 0.11 0.65 STLIB 1 ANDHYD ( 54111)1 Area (ha)= 5.14 ID= 1 DT= 5.0 min 1 Total Imp(%)= 26.31 Dir. Conn.(%)= 22.30 ADD HYD2 ( 54910)1= 1 ID1= 3 ( 54910): + ID2= 2 ( 54508): AREA (ha) 7.66 5.14 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.136 12.75 44.94 0.178 12.92 38.65 ID = 1 ( 54910): 12.80 0.310 12.83 42.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 54605)1 IN= 2---> OUT= 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)= 675.00 Length (m)= 450.22 Slope (m/m)= 0.009 Manning n = 0.013 < TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.04 .325E+01 0.0 0.59 12.67 0.07 .904E+01 0.0 0.92 8.12 0.11 .163E+02 0.0 1.19 6.31 0.14 .247E+02 0.1 1.41 5.31 0.18 .339E+02 0.1 1.61 4.66 0.21 .436E+02 0.2 1.78 4.22 0.25 .539E+02 0.2 1.93 3.89 0.28 .644E+02 0.3 2.06 3.64 0.32 .752E+02 0.4 2.18 3.44 0.36 .860E+02 0.4 2.28 3.29 0.39 .967E+02 0.5 2.36 3.18 0.43 .107E+03 0.6 2.43 3.09 0.46 .117E+03 0.6 2.48 3.02 0.50 .127E+03 0.7 2.52 2.98 0.53 .136E+03 0.8 2.54 2.95 0.57 .145E+03 0.8 2.54 2.96 0.60 .152E+03 0.8 2.51 2.99 0.64 .158E+03 0.9 2.45 3.07 0.68 .161E+03 0.8 AREA (ha) INFLOW : ID= 2 ( 54910) 12.80 OUTFLOW: ID= 1 ( 54605) 12.80 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 0.31 12.83 42.41 0.29 2.09 0.31 12.92 42.41 0.29 2,08 CALIB NASITYD ( 54110) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.386 PEAK FLOW (cms)- 0.298 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 40.384 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.334 7.80 Curve Number (CN)= 54.0 4.94 # of Linear Res.(N)= 3.00 0.77 IMPERVIOUS Surface Area (ha)= 1.35 Dep. Storage (mm)= 2.00 Average Slope (%)= 1.00 Length (m)= 185.18 Manor ngs n = 0.013 Max.Eff.Inten.(mm/hr)= 147.82 over (min) 5.00 Storage Coeff. (min)= 3.16 Unit Hyd. Tpeak (min)= 5.00 Unit Hyd. peak (cms)= 0.27 PEAK FLOW (cms)- 0.47 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 PERVIOUS (i) 3.79 7.76 2.00 40.00 0.250 37.80 15.00 (ii) 13.58 (ii) 15.00 0.08 0.24 12.17 27.10 120.77 0.22 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (7) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 40.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.668 (iii) 12.08 47.53 120.77 0.39 RESERVOIR( 54401)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0232 0.1123 0.0012 0.0094 0.0245 0.1283 0.0048 0.0196 0.0251 0.1365 0.0062 0.0306 0.0396 0.1535 0.0153 0.0424 0.1045 0.1711 0.0172 0.0549 0.2518 0.1893 0.0189 0.0682 0.5002 0.2083 0.0204 0.0822 0.8664 0.2279 0.0219 0.0969 1.3654 0.2482 INFLOW : ID= 2 (. 54111) OUTFLOW: ID= 1 ( 54401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.144 0.668 12.08 47.53 5.144 0.037 14.08 47.15 PEAK FLOW REDUCTION [Qout/Qin](%)= 5.50 TIME SHIFT OF PEAK FLOW (min)=120.00 MAXIMUM STORAGE USED (ha.m.)= 0.1502 1 ADD +2 YD ( 54910) 1 = 3 AREA QPEAK (ha) (cms) ID1= 1 ( 54119): 2.52 0.110 + ID2= 2 ( 54401): 5.14 0.037 ID = 3 ( 54910): 7.66 0.136 TPEAK R.V. (hrs) (mm) 12.67 40.42 14.08 47.15 12.75 44.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTEPIPE( 54604)1 PIPE Number = 1.00 I IN= 2---> OUT= 1 I Diameter (mm)= 375.00 1 DT= 5.0 min 1 Length (m)= 227.82 Slope (m/m)= 0.011 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 449.29 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.30 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.02 .729E+00 0.0 0.50 0.05 .203E+01 0.0 0.78 0.07 .366E+01 0.0 1.00 0.09 .553E+01 0.0 1.19 0.12 .759E+01 0.0 1.36 0.14 .978E+01 0.1 1.50 0.17 .121E+02 0.1 1.63 0.19 .144E+02 0.1 1.74 0.21 .169E+02 0.1 1.84 0.24 .193E+02 0.2 1.92 0.26 .217E+02 0.2 1.99 0.28 .240E+02 0.2 2.05 0.31 .263E+02 0.2 2.09 0.33 .285E+02 0.3 2.12 0.35 .306E+02 0.3 2.14 0.38 .325E+02 0.3 2.14 0.40 .341E+02 0.3 2.12 0.43 .354E+02 0.3 2.06 0.45 .361E+02 0.3 1.88 INFLOW : ID= 2 ( 54110) OUTFLOW: ID= 1 ( 54604) <---- hydrograph AREA QPEAK TPEAK (ha) (cms) (hrs) 7.80 0.30 12.83 7.80 0.30 12.83 TRAV.TIME min 7.61 4.88 3.79 3.19 2.80 2.53 2.33 2.18 2.07 1.98 1.91 1.85 1.81 1.79 1.77 1.77 1.79 1.84 2.02 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 40.38 0.37 2.14 40.38 0.37 2.14 1 CALIB STANDHYD ( 54109) Area (ha)= 2.46 ID= 1 DT= 5.0 min Total Imp(%)= 23.95 Surface Area (ha)- Dep. Storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- IMPERVIOUS PERVIOUS 0.59 1.87 2.00 5.59 1.00 2.00 128.08 40.00 0.013 0.250 Dir. Conn.(%)= 16.80 (i) 147.82 56.27 5.00 15.00 2.53 (ii) 11.42 (ii) 5.00 15.00 0.29 0.09 *TOTALS* PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 0.17 12.08 118.77 120.77 0.98 0.18 12.17 35.44 120.77 0.29 0.320 (iii) 12.08 49.44 120.77 0.41 ID1= 1 ( 54603): + ID2= 2 ( 54604): 2.46 0.309 12.08 49.44 7.80 0.298 12.83 40.38 ID = 3 ( 54909): 10.26 0.394 12.08 42.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN. PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 47.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 54603) PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 450.00 DT= 5.0 min Length (m)= 29.63 Slope (m/m)= 0.007 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 501.20 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.32 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.03 .118E+00 0.0 0.43 0.05 .328E+00 0.0 0.67 0.08 .592E+00 0.0 0.87 0.11 .896E+00 0.0 1.03 0.13 .123E+01 0.0 1.17 0.16 .158E+01 0.1 1.30 0.18 .195E+01 0.1 1.40 0.21 .234E+01 0.1 1.50 0.24 .273E+01 0.1 1.59 0.26 .312E+01 0.2 1.66 0.29 .351E+01 0.2 1.72 0.32 .389E+01 0.2 1.77 0.34 .426E+01 0.3 1.81 0.37 .462E+01 0.3 1.83 0.40 .495E+01 0.3 1.85 0.42 .525E+01 0.3 1.85 0.45 .552E+01 0.3 1.83 0.47 .573E+01 0.3 1.78 0.50 .585E+01 0.3 INFLOW : ID= 2 ( 54109) OUTFLOW: ID= 1 ( 54603) TRAV.TIME min 1.15 0.73 0.57 0.48 0.42 0.38 0.35 0.33 0.31 0.30 0.29 0.28 0.27 0.27 0.27 0.27 0.27 0.28 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 2.46 0.32 12.08 49.44 0.41 1.85 2.46 0.31 12.08 49.44 0.40 1.85 ADD HYD ( 54909)1 1 1 + 2 = 3 AREA QPEAK (ha) (cms) TPEAK R.V. (hrs) (mm) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.05 .670E+01 0.0 0.57 0.11 .186E+02 0.0 0.90 0.16 .337E+02 0.1 1.15 0.21 .509E+02 0.2 1.37 0.26 .698E+02 0.3 1.56 0.32 .900E+02 0.4 1.72 0.37 .111E+03 0.5 1.87 0.42 .133E+03 0.6 2.00 0.47 .155E+03 0.8 2.11 0.53 .177E+03 0.9 2.21 0.58 .199E+03 1.1 2.29 0.63 .221E+03 1.2 2.35 0.68 .242E+03 1.4 2.41 0.74 .262E+03 1.5 2.44 0.79 .281E+03 1.6 2.46 0.84 .299E+03 1.7 2.46 0.89 .314E+03 1.8 2.43 0.95 .325E+03 1.8 1.00 .332E+03 1.7 INFLOW : ID= OUTFLOW: ID= TRAV.TIME min 12.29 7.87 6.12 5.15 4.52 4.09 3.77 3.53 3.34 3.19 3.08 2.99 2.93 2.89 2.86 2.87 2.90 2.37 2.97 2.16 3.26 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL 2 ( 54908) 23.06 (cms)06 (hrs)28 42.47 0.43 (2 02 1 ( 54601) 23.06 0.66 12.83 42.47 0.43 2.02 CALIB NASHYD ( 54121)1 1ID- 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 1.032 17.50 Curve Number (CN)= 57.0 5.34 # of Linear Res.(N)= 3.00 0.65 PEAK FLOW (cms)= 0.823 (1) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 43.396 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.359 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54128) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 2.826 44.39 Curve Number (CN)= 79.0 7.06 # of Linear Res.(N)= 3.00 0.60 PEAK FLOW (cms)= 3.829 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 71.341 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.591 INFLOW : OUTFLOW: ROUTEPIPE( 54602)1 IN= 2---> OUT= 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)= 750.00 Length (m)= 465.71 Slope (m/m)= 0.005 Manning n = 0.013 < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.04 .415E+01 0.0 0.47 0.08 .115E+02 0.0 0.74 0.12 .208E+02 0.0 0.95 0.16 .315E+02 0.1 1,13 0.20 .432E+02 0.1 1.29 0.24 .557E+02 0.2 1.42 0.28 .688E+02 0.2 1.54 0.32 .823E+02 0.3 1.65 0.36 .960E+02 0.4 1.74 0.39 .110E+03 0.4 1.82 0.43 .123E+03 0.5 1.89 0.47 .137E+03 0.6 1.94 0.51 .150E+03 0.6 1.99 0.55 .163E+03 0.7 2.02 0.59 .174E+03 0.8 2.03 0.63 .185E+03 0.8 2.03 0.67 .194E+03 0.8 2.01 0.71 .202E+03 0.8 1.96 0.75 .206E+03 0.8 1.78 <---- hydrograph AREA QPEAK TPEAK ID= 2 ( 54909) 10.26 (cms)03 (hrs) ID= 1 ( 54602) 10.26 0.37 12.17 TRAV.TIME min 16.39 10.51 8.16 6.87 6.03 5.45 5.03 4.71 4.46 4.26 4.11 3.99 3.91 3.85 3.82 3.82 3.86 3.97 4.35 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 42.56 0.37 1.78 42.55 0.36 1.76 1 ADD +HYD t ( 54908) I ID1= 1 ( 54602): + ID2= 2 ( 54605): AREA (ha) 10.26 12.80 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.374 12.17 42.55 0.310 12.92 42.41 ID = 3 ( 54908): 23.06 0.657 12.83 42.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTEPIPE( 54601)1 1 IN= 2---> OUT= 1 I 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)=1000.00 Length (m)= 422.90 Slope (m/m)= 0.005 Manning n = 0.013 1 CALIB 1 NASHYD ( 54129) 110= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 4.972 PEAK FLOW (cms)= 7.473 TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 76.544 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.634 (i) PEAK FLOW DOES NOT INCLUDE 86.56 Curve Number (CN)= 82.0 6.78 # of Linear Res.(N)= 3.00 0.67 (i) BASEFLOW IF ANY. 1 ROUTE CHN( 54525)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0,1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .399E+03 0.2 0.99 0.20 0.20 .903E+03 0.8 1.48 0.30 0.30 .151E+04 1.6 1.85 0.40 0.40 .222E+04 2.8 2.17 0.50 0.50 .304E+04 4.3 2.45 0.60 0.60 .396E+04 6.2 2.70 0.70 0.70 .498E+04 8.4 2.94 0.80 0.80 .611E+04 11.1 3.16 0.90 0.90 .735E+04 14.3 3.38 1.00 1.00 .868E+04 17.9 3.58 1.11 1.11 .104E+05 23.5 3.95 1.22 1.22 .123E+05 29.9 4.22 1.33 1.33 .145E+05 36.9 4.42 1.44 1.44 .169E+05 44.6 4.58 1.56 1.56 .196E+05 53.1 4.70 1.67 1.67 .226E+05 62.3 4.79 1.78 1.78 .258E+05 72.3 4.87 1.89 1.89 .293E+05 83.0 4.93 2.00 2.00 .330E+05 94.6 4.98 INFLOW : ID= 2 ( 54129) OUTFLOW: ID= 1 ( 54525) AREA (ha) 86.56 86.56 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 7.47 12.67 76.54 7.23 12.83 76.54 TRAV.TIME (min) 29.22 19.58 15.63 13.36 11.83 10.71 9.85 9.15 8.57 8.08 7.33 6.86 6.54 6.32 6.16 6.04 5.95 5.87 5.81 <-pipe / channel-> MAX DEPTH MAX VEL 0.66 (2.83 0.65 2.81 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 54921)1 1 + 2 = 3 I ID1= 1 ( 54128): + ID2= 2 ( 54525): AREA (ha) 44.39 86.56 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.829 12.58 71.34 7.228 12.83 76.54 ID = 3 ( 54921): 130.95 10.885 12.75 74.78 PEAK FLOW (cros)= 4.891 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 76.563 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.634 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54524)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION ( 1.1) > Elevation Manning 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 0.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 < TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .312E+03 0.2 0.71 0.20 0.20 .706E+03 0.6 1.06 0.30 0.30 .118E+04 1.2 1.33 0.40 0.40 .174E+04 2.0 1.56 0.50 0.50 .238E+04 3.1 1.76 0.60 0.60 .310E+04 4.4 1.94 0.70 0.70 .390E+04 6.1 2.11 0.80 0.80 .478E+04 8.0 2.27 0.90 0.90 .575E+04 10.3 2.43 1.00 1.00 .679E+04 12.9 2.57 1.11 1.11 .810E+04 16.9 2.84 1.22 1.22 .961E+04 21.4 3.03 1.33 1.33 .113E+05 26.5 3.18 1.44 1.44 .132E+05 32.0 3.29 1.56 1.56 .153E+05 38.1 3.37 1.67 1.67 .177E+05 44.7 3.44 1.78 1.78 .202E+05 51.9 3.50 1.89 1.89 .229E+05 59.7 3.54 2.00 2.00 .258E+05 68.0 3.58 <---- hydrograph ----> AREA QPEAK TPEAK R.V. INFLOW : ID= 2 ( 54921) 130.95 (cms)08 12.75 7s) 4.78 OUTFLOW: ID= 1 ( 54524) 130.95 10.62 12.83 74.78 TRAV.TIME (min) 31.82 21.32 17.02 14.55 12.89 11.67 10.72 9.96 9.33 8.80 7.98 7.47 7.12 6.88 6.71 6.58 6.48 6.40 6.33 <-pipe / channel-> MAX DEPTH MAX VEL 0.92 (2.46 0.91 2.44 CALIB I NASHYD ( 54127)1 ID= 1 DT= 5.0 min I Area (ha)= Ia (mm). U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 3.170 61.00 Curve Number (CN)= 82.0 6.76 # of Linear Res.(N)= 3.00 0.74 (ha) INFLOW : ID= 2 ( 54126) 32.38 OUTFLOW: ID= 1 ( 54523) 32.38 (cms) (hrs) (mm) 2.01 12.83 65.30 2.01 12.83 65.30 (m) 0.46 0.46 (m/s) 1.27 1.27 ADD HYD ( 54920)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) mm 1D1= 1 ( 54127): 61.00 4.891) 12.75cms rs) 76.56) + ID2= 2 ( 54523): 32.38 2.012 12.83 65.30 ------------------------------ ID = 3 ( 54920): 93.37 6.885 12.75 72.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54522)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) Distance 0.00 6.00 9.00 11.00 14.00 20.00 Elevation Manning 2.00 1.00 0.00 0.00 1.00 2.00 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .283E+03 0.2 0.73 28.24 0.20 0.20 .641E+03 0.6 1.08 18.93 0.30 0.30 .107E+04 1.2 1.36 15.11 0.40 0.40 .158E+04 2.0 1.59 12.91 0.50 0.50 .216E+04 3.1 1.80 11.44 0.60 0.60 .281E+04 4.5 1.98 10.36 0.70 0.70 .354E+04 6.2 2.16 9.52 0.80 0.80 .434E+04 8.2 2.32 8.84 0.90 0.90 .521E+04 10.5 2.48 8.29 1.00 1.00 .616E+04 13.1 2.63 7.81 1.11 1.11 .735E+04 17.3 2.90 7.09 1.22 1.22 .872E+04 21.9 3.10 6.63 1.33 1.33 .103E+05 27.1 3.25 6.32 1.44 1.44 .120E+05 32.7 3.36 6.11 1.56 1.56 .139E+05 38.9 3.45 5.96 1.67 1.67 .160E+05 45.7 3.52 5.84 1.78 1.78 .183E+05 53.0 3.57 5.75 1.89 1.89 .208E+05 61.0 3.62 5.68 2.00 2.00 .234E+05 69.5 3.66 5.62 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54920) 93.37 6.88 12.75 72.66 0.74 2.21 OUTFLOW: ID= 1 ( 54522) 93.37 6.74 12.92 72.66 0.73 2.20 + ID2= 2 ( 54524): I CALIB NASHYD ( 54126) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 32.38 Curve Number (CN)= 75.0 6.91 # of Linear Res.(N)= 3.00 0.82 Unit Hyd Qpeak (cros)= 1.510 PEAK FLOW (cros)= 2.011 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 65.302 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.541 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 54523)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .189E+02 0.1 0.54 0.20 0.20 .427E+02 0.4 0.81 0.30 0.30 .715E+02 0.9 1.01 0.40 0.40 .105E+03 1.5 1.19 0.50 0.50 .144E+03 2.3 1.34 0.60 0.60 .187E+03 3.4 1.48 0.70 0.70 .236E+03 4.6 1.61 0.80 0.80 .289E+03 6.1 1.73 0.90 0.90 .347E+03 7.8 1.85 1.00 1.00 .411E+03 9.8 1.96 1.11 1.11 .490E+03 12.9 2.16 1.22 1.22 .581E+03 16.3 2.31 1.33 1.33 .684E+03 20.2 2.42 1.44 1.44 .800E+03 24.4 2.51 1.56 1.56 .928E+03 29.1 2.57 1.67 1.67 .107E+04 34.1 2.62 1.78 1.78 .122E+04 39.6 2.67 1.89 1.89 .138E+04 45.5 2.70 2.00 2.00 .156E+04 51.8 2.73 Main Channel Main Channel Main Channel Main Channel TRAV.TIME (min) 2.52 1.69 1.35 1.15 1.02 0.93 0.85 0.79 0.74 0.70 0.63 0.59 0.56 0.55 0.53 0.52 0.51 0.51 0.50 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL I CALIB 1 NASHYD ( 54124) Area (ha)= 1ID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cros)= 2.005 47.13 Curve Number (CN)= 69.0 7.33 # of Linear Res.(N)= 3.00 0.90 PEAK FLOW (cros)= 2.332 (l) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 56.551 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.468 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 54919)1 ID1= 1 ( 54124): + ID2= 2 ( 54522): AREA (ha) 47.13 93.37 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.332 12.92 56.55 6.740 12.92 72.66 ID = 3 ( 54919): 140,51 9.072 12.92 67.25 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54919)1 I 3+ 2= 1 I AREA ()PEAK (ha) (cms) ID1= 3 ( 54919): 140.51 9.072 130.95 10.622 ID = 1 ( 54919): 271.46 19.662 12.83 70.88 TPEAK (hrs) 12.92 12.83 R.V. (mm) 67.25 74.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 54521)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 6.00 9.00 11.00 14.00 20.00 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 0.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .420E+02 0.1 0.54 5.65 0.20 0.20 .950E+02 0.4 0.80 3.79 0.30 0.30 .159E+03 0.9 1.01 3.02 0.40 0.40 .234E+03 1.5 1.18 2.58 0.50 0.50 .320E+03 2.3 1.33 2.29 0.60 0.60 .417E+03 3.3 1.47 2.07 0.70 0.70 .524E+03 4.6 1.60 1.90 0.80 0.80 .643E+03 6.1 0.90 0.90 .773E+03 7.8 1.00 1.00 .913E+03 9.7 1.11 1.11 .109E+04 12.8 1.22 1.22 .129E+04 16.2 1.33 1.33 .152E+04 20.0 1.44 1.44 .178E+04 24.3 1.56 1.56 .206E+04 28.9 1.67 1.67 .237E+04 33.9 1.78 1.78 .271E+04 39.3 1.89 1.89 .308E+04 45.2 2.00 2.00 .347E+04 51.5 1.72 1.84 1.95 2.15 2.30 2.41 2.49 2.55 2.61 2.65 2.68 2.71 1.77 1.66 1.56 1.42 1.33 1.27 1.22 1.19 1.17 1.15 1.14 1.12 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54919) 271.46 19.66 12.83 70.88 1.32 2.39 OUTFLOW: ID= 1 ( 54521) 271.46 19.67 12.92 70.88 1.32 2.39 CALIB NASHYD ( 54125) Area (ha)= 67.23 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min I Ia (mm)= 7.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.59 Unit Hyd Qpeak (cms)= 4.331 PEAK FLOW (cms)= 6.299 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 76.352 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.632 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IROUTE CHN( 54520)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .289E+03 0.2 0.75 27.77 0.20 0.20 .654E+03 0.6 1.13 18.61 0.30 0.30 .109E+04 1.2 1.41 14.86 0.40 0.40 .161E+04 2.1 1.65 12.70 0.50 0.50 .220E+04 3.3 1.86 11.25 0.60 0.60 .287E+04 4.7 2.06 10.18 0.70 0.70 .361E+04 6.4 2.24 9.36 0.80 0.80 .443E+04 8.5 2.41 8.70 0.90 0.90 .532E+04 10.9 2.57 8.15 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .151E+03 0.1 0.25 43.90 0.20 0.20 .340E+03 0.2 0.37 29.42 0.30 0.30 .569E+03 0.4 0.46 23.49 0.40 0.40 .838E+03 0.7 0.54 20.07 0.50 0.50 .115E+04 1.1 0.61 17.78 0.60 0.60 .149E+04 1.5 0.68 16.10 0.70 0.70 .188E+04 2.1 0.74 14.80 0.80 0.80 .230E+04 2.8 0.79 13.75 0.90 0.90 .277E+04 3.6 0.85 12.88 1.00 1.00 .327E+04 4.5 0.90 12.14 1.11 1.11 .390E+04 5.9 0.99 11.02 1.22 1.22 .463E+04 7.5 1.06 10.31 1.33 1.33 .545E+04 9.2 1.11 9.83 1.44 1.44 .637E+04 11.2 1.15 9.50 1.56 1.56 .739E+04 13.3 1.18 9.26 1.67 1.67 .851E+04 15.6 1.20 9.08 1.78 1.78 .972E+04 18.1 1.22 8.94 1.89 1.89 .110E+05 20.8 1.24 8.82 2.00 2.00 .124E+05 23.7 1.25 8.73 x x** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) Co) (m/s) INFLOW : ID= 2 ( 54918) 383.54 28.28 12.83 71.09 1.97 1.25 OUTFLOW: ID= 1 ( 54519) 383.54 27.53 13.00 71.09 2.00 1.25 CALIB NASHYD ( 54122)1 Area (ha)= 17.65 Curve Number (CN)= 60.0 110= 1 DT= 5.0 min I 1a (mm)= 8.19 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.69 unit Hyd Qpeak (cms)= 0.981 PEAK FLOW (cms)= 0.829 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 44.954 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.372 1.00 1.00 .629E+04 13.6 2.73 7.68 1.11 1.11 .750E+04 17.9 3.01 6.97 1.22 1.22 .890E+04 22.7 3.22 6.52 1.33 1.33 .105E+05 28.1 3.37 6.22 1.44 1.44 .123E+05 34.0 3.49 6.01 1.56 1.56 .142E+05 40.4 3.58 5.86 1.67 1.67 .163E+05 47.5 3.65 5.74 1.78 1.78 .187E+05 55.1 3.71 5.65 1.89 1.89 .212E+05 63.3 3.76 5.58 2.00 2.00 .239E+05 72.1 3.80 5.52 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54125) 67.23 6.30 12.58 76.35 0.69 2.23 OUTFLOW: ID= 1 ( 54520) 67.23 6.09 12.67 76.35 0.68 2.20 CALIB NASHYD ( 54123) Area (ha)= 44.85 Curve Number (CN)= 75.0 IID= 1 DT= 5.0 min Ia (mm)= 7.94 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.83 Unit Hyd Qpeak (cms)= 2.061 PEAK FLOW (cms)= 2.725 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 64.462 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.534 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 54918)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a cms rs mm ID1= 1 ( 54123): 44.85 2.725) 12.83) 64.46) + 1D2= 2 ( 54520): 67.23 6.093 12.67 76.35 ID = 3 ( 54918): 112.08 8.778 12.75 71.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 54918)1 I 3 + 2 = 1 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 54918): 112.08 8.778) 12.75cms rs) 71.59) + ID2= 2 ( 54521): 271.46 19.672 12.92 70.88 ID = 1 ( 54918): 383.54 28.283 12.83 71.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54519) I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 U.H. Tp(hrs)= 1.01 Unit Hyd Qpeak (cms)= 1.700 PEAK FLOW (cms)= 1.699 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)- 47.823 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.396 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 54518)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main channel 11.00 0.00 0.0350 Main channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .832E+02 0.1 0.36 16.54 0.20 0.20 .188E+03 0.3 0.54 11.08 0.30 0.30 .315E+03 0.6 0.68 8.85 0.40 0.40 .463E+03 1.0 0.80 7.56 0.50 0.50 .633E+03 1.6 0.90 6.70 0.60 0.60 .825E+03 2.3 0.99 6.07 0.70 0.70 .104E+04 3.1 1.08 5.57 0.80 0.80 .127E+04 4.1 1.16 5.18 0.90 0.90 .153E+04 5.3 1.24 4.85 1.00 1.00 .181E+04 6.6 1.32 4.58 1.11 1.11 .216E+04 8.7 1.45 4.15 1.22 1.22 .256E+04 11.0 1.55 3.88 1.33 1.33 .302E+04 13.6 1.63 3.70 1.44 1.44 .352E+04 16.4 1.69 3.58 1.56 1.56 .409E+04 19.5 1.73 3.49 1.67 1.67 .470E+04 22.9 1.76 3.42 1.78 1.78 .537E+04 26.6 1.79 3.37 1.89 1.89 .610E+04 30.6 1.81 3.32 2.00 2.00 .688E+04 34.8 1.83 3.29 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 54163) 45.14 1.70 13.08 47.82 0.52 0.92 OUTFLOW: ID= 1 ( 54518) 45.14 1.69 13.17 47.82 0.52 0.91 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 54163) Area (ha)= 45.14 Curve Number (CN)= 63.0 ID= 1 DT= 5.0 min Ia (mm)= 9.08 # of Linear Res.(N)= 3.00 I ADD HYD ( 54917)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54122): 17.65 0.829 12.67 44.95 + ID2= 2 ( 54518): 45.14 1.690 13.17 47.82 ID = 3 ( 54917): 62.79 2.411 13.00 47.02 4.31 197.80 4.57 198.07 4.84 198.34 .359E+05 .426E+05 .521E+05 589.8 3.75 683.9 3.67 743.5 3.26 1.02 1.04 1.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 54917)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 54917): 62.79 2.411 13.00 47.02 + ID2= 2 ( 54519): 383.54 27.531 13.00 71.09 ID = 1 ( 54917): 446.32 29.942 13.00 67.70 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 54517)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.19 0.0800 73.13 197.74 0.0800 80.25 82.31 97.70 101.00 101.30 104.60 109.63 112.76 114.93 115.73 117.99 134.95 136.81 140.32 145.18 155.64 168.59 174.46 197.95 198.14 194.60 193.50 193.50 194.60 195.36 195.49 195.31 195.30 195.59 195.35 195.17 195.44 195.56 198.26 198.34 198.19 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 < TRAVEL TIME TABLE Main channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.22 193.72 .483E+02 0.2 0.98 3.87 0.44 193.94 .163E+03 1.1 1.48 2.57 0.66 194.16 .344E+03 2.9 1.90 2.00 0.88 194.38 .592E+03 5.9 2.28 1.67 1.10 194.60 .906E+03 10.4 2.63 1.45 1.37 194.86 .142E+04 19.9 3.21 1.19 1.63 195.13 .211E+04 32.3 3.51 1.09 1.90 195.40 .317E+04 47.6 3.44 1.11 2.17 195.67 .585E+04 71.7 2.80 1.36 2.44 195.93 .913E+04 108.5 2.72 1.40 2.70 196.20 .125E+05 154.8 2.82 1.35 2.97 196.47 .161E+05 209.8 2.98 1.28 3.24 196.74 .198E+05 273.2 3.16 1.21 3.51 197.00 .236E+05 344.7 3.34 1.14 3.77 197.27 .275E+05 424.2 3.52 1.08 4.04 197.54 .316E+05 511.5 3.70 1.03 2.44 195.93 2.70 196.20 2.97 196.47 3.24 196.74 3.51 197.00 3.77 197.27 4.04 197.54 4.31 197.80 4.57 198.07 4.84 198.34 INFLOW : ID= 2 OUTFLOW: ID= 1 .119E+05 .164E+05 .211E+05 .259E+05 .309E+05 .360E+05 .414E+05 .470E+05 .558E+05 .682E+05 51.6 73.6 99.8 130.0 164.0 201.8 243.3 280.6 325.4 353.7 1.29 1.34 1.42 1.50 1.59 1.68 1.76 1.79 1.75 1.55 3.86 3.72 3.52 3.32 3.14 2.98 2.83 2.79 2.86 3.21 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 54916) 463.83 30.66 13.00 66.79 2.09 1.41 54516) 463.83 30.35 13.08 66.79 2.08 1.43 CALIB NASHYD ( 54120) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.846 PEAK FLOW (cms)= 0.610 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 45.052 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.373 8.48 Curve Number (CN)= 59.0 6.26 # of Linear Res.(N)= 3.00 0.38 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 54915)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54120): 8.48 0.610 12.33 45.05 + ID2= 2 ( 54516): 463.83 30.349 13.08 66.79 ID = 3 ( 54915): 472.31 30.580 13.08 66.40 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54515)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA Distance 0.00 73.13 80.25 82.31 97.70 101.00 101.30 104.60 109.63 FOR SECTION Elevation. 198.19 197.74 197.95 198.14 194.60 193.50 193.50 194.60 195.36 ( 1.1) Manning 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 OUTFLOW: ID= 1 AREA (ha) 54917) 446.32 54517) 446.32 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 29.94 13.00 67.70 29.95 13.00 67.70 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.58 3.45 1.58 3.45 1 ADD HYD ( 54916)1 1 1 + 2 = 3 ID1= 1 ( 54121): + ID2= 2 ( 54517): AREA (ha) 17.50 446.32 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.823 12.67 43.40 29.946 13.00 67.70 ID = 3 ( 54916): 463.83 30.662 13.00 66.79 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54516)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.19 0.0800 73.13 197.74 0.0800 80.25 197.95 0.0800 82.31 198.14 0.0800 97.70 194.60 0.0800 /0.0350 101.00 193.50 0.0350 101.30 193.50 0.0350 104.60 194.60 0.0350 /0.0800 109.63 195.36 0.0800 112.76 195.49 0.0800 114.93 195.31 0.0800 115.73 195.30 0.0800 117.99 195.59 0.0800 134.95 195.35 0.0800 136.81 195.17 0.0800 140.32 195.44 0.0800 145.18 195.56 0.0800 155.64 198.26 0.0800 168.59 198.34 0.0800 174.46 198.19 0.0800 Main channel Main channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.22 193.72 .632E+02 0.1 0.47 10.66 0.44 193.94 .213E+03 0.5 0.71 7.07 0.66 194.16 .451E+03 1.4 0.91 5.51 0.88 194.38 .775E+03 2.8 1.09 4.60 1.10 194.60 .119E+04 5.0 1.25 3.99 1.37 194.86 .185E+04 9.5 1.53 3.27 1.63 195.13 .276E+04 15.4 1.67 2.99 1.90 195.40 .415E+04 22.6 1.63 3.05 2.17 195.67 .766E+04 34.1 1.33 3.74 112.76 195.49 0.0800 114.93 195.31 0.0800 115.73 195.30 0.0800 117.99 195.59 0.0800 134.95 195.35 0.0800 136.81 195.17 0.0800 140.32 195.44 0.0800 145.18 195.56 0.0800 155.64 198.26 0.0800 168.59 198.34 0.0800 174.46 198.19 0.0800 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.22 193.72 .391E+02 0.1 0.57 0.44 193.94 .132E+03 0.6 0.85 0.66 194.16 .279E+03 1.7 1.10 0.88 194.38 .479E+03 3.4 1.31 1.10 194.60 .733E+03 6.0 1.51 1.37 194.86 .115E+04 11.4 1.85 1.63 195.13 .170E+04 18.6 2.02 1.90 195.40 .256E+04 27.4 1.98 2.17 195.67 .473E+04 41.3 1.61 2.44 195.93 .739E+04 62.5 1.56 2.70 196.20 .101E+05 89.1 1.62 2.97 196.47 .130E+05 120.8 1.72 3.24 196.74 .160E+05 157.3 1.82 3.51 197.00 .191E+05 198.5 1.92 3.77 197.27 .223E+05 244.3 2.03 4.04 197.54 .256E+05 294.6 2.13 4.31 197.80 .291E+05 339.6 2.16 4.57 198.07 .345E+05 393.8 2.11 4.84 198.34 .422E+05 428.2 1.88 INFLOW : OUTFLOW: AREA (ha) ID= 2 ( 54915) 472.31 ID= 1 ( 54515) 472.31 TRAV.TIME (min) 5.44 3.61 2.81 2.35 2.04 1.67 1.53 1.56 1.91 1.97 1.90 1.80 1.70 1.60 1.52 1.45 1.43 1.46 1.64 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cros) (hrs) (mm) (m) (m/s) 30.58 13.08 66.40 1.96 1.88 30.43 13.17 66.40 1.96 1.88 1 CALIB 1 1 NASHYD ( 54118)1 11D= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 0.549 PEAK FLOW (cms)- 0.423 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 43.283 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.358 8.30 curve Number (cN)= 57.0 5.52 # of Linear Res.(N)= 3.00 0.58 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 54946)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 54118): 8.30 0.423) 12.58cms rs) 43.28) + ID2= 2 ( 54515): 472.31 30.429 13.17 66.40 ID = 3 ( 54946): 480.61 30.713 13.08 66.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. ROUTE CHN( 54514)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.19 0.0800 73.13 197.74 0.0800 80.25 197.95 0.0800 82.31 198.14 0.0800 97.70 194.60 0.0800 /0.0350 Main Channel 101.00 193.50 0.0350 Main Channel 101.30 193.50 0.0350 Main Channel 104.60 194.60 0.0350 /0.0800 Main Channel 109.63 195.36 0.0800 112.76 195.49 0.0800 114.93 195.31 0.0800 115.73 195.30 0.0800 117.99 195.59 0.0800 134.95 195.35 0.0800 136.81 195.17 0.0800 140.32 195.44 0.0800 145.18 195.56 0.0800 155.64 198.26 0.0800 168.59 198.34 0.0800 174.46 198.19 0.0800 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.22 193.72 .363E+02 0.1 0.68 4.22 0.44 193.94 .122E+03 0.7 1.02 2.80 0.66 194.16 .258E+03 2.0 1.31 2.18 0.88 194.38 .444E+03 4.1 1.57 1.82 1.10 194.60 .680E+03 7.2 1.81 1.58 1.37 194.86 .106E+04 13.7 2.21 1.30 1.63 195.13 .158E+04 22.2 2.41 1.19 1.90 195.40 .238E+04 32.8 2.36 1.21 2.17 195.67 .439E+04 49.3 1.93 1.48 2.44 195.93 .685E+04 74.7 1.87 1.53 2.70 196.20 .941E+04 106.5 1.94 1.47 2.97 196.47 .121E+05 144.4 2.05 1.39 3.24 196.74 .148E+05 188.0 2.18 1.32 3.51 197.00 .177E+05 237.2 2.30 1.24 3.77 197.27 .207E+05 291.9 2.42 1.18 4.04 197.54 .237E+05 352.1 2.55 1.12 4.31 197.80 .270E+05 405.9 2.58 1.11 4.57 198.07 .320E+05 470.7 2.52 1.13 4.84 198.34 .391E+05 511.7 2.25 1.27 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54946) 480.61 30.71 13.08 66.00 1.85 2.37 OUTFLOW: ID= 1 ( 54514) 480.61 30.74 13.17 66.00 1.85 2.37 112.76 195.49 0.0800 114.93 195.31 0.0800 115.73 195.30 0.0800 117.99 195.59 0.0800 134.95 195.35 0.0800 136.81 195.17 0.0800 140.32 195.44 0.0800 145.18 195.56 0.0800 155.64 198.26 0.0800 168.59 198.34 0.0800 174.46 198.19 0.0800 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.22 193.72 .377E+02 0.1 0.48 6.15 0.44 193.94 .127E+03 0.5 0.73 4.08 0.66 194.16 .269E+03 1.4 0.94 3.18 0.88 194.38 .462E+03 2.9 1.12 2.65 1.10 194.60 .708E+03 5.1 1.29 2.30 1.37 194.86 .111E+04 9.8 1.58 1.89 1.63 195.13 .165E+04 15.9 1.73 1.73 1.90 195.40 .248E+04 23.4 1.69 1.76 2.17 195.67 .457E+04 35.3 1.38 2.16 2.44 195.93 .713E+04 53.4 1.34 2.23 2.70 196.20 .980E+04 76.1 1.39 2.14 2.97 196.47 .126E+05 103.2 1.47 2.03 3.24 196.74 .154E+05 134.4 1.55 1.92 3.51 197.00 .184E+05 169.6 1.64 1.81 3.77 197.27 .215E+05 208.7 1.73 1.72 4.04 197.54 .247E+05 251.7 1.82 1.64 4.31 197.80 .281E+05 290.2 1.85 1.61 4.57 198.07 .333E+05 336.5 1.81 1.65 4.84 198.34 .407E+05 365.9 1.61 1.85 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 54914) 486.84 30.85 13.17 66.02 2.07 1.48 OUTFLOW: ID= 1 ( 54513) 486.84 30.70 13.17 66.02 2.07 1.48 1 CALIB 1 NASHYD ( 54116)1 Area (ha)= 6.58 Curve Number (CN)= 60.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 5.75 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.42 Unit Hyd Qpeak (cms)= 0.604 PEAK FLOW (cms)= 0.458 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 46.520 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.385 1 CALIB 1 STANDHYD ( 54117) Area (ha)= 6.22 IID= 1 DT= 5.0 min Total Imp(%)= 37.95 Dir. Conn.(%)= 24.56 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.36 3.86 Dep. Storage (mm)= 2.00 6.86 Average Slope (%)= 1.00 2.00 Length (m)= 203.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 91.25 5.00 15.00 3.35 (ii) 10.67 (ii) 5.00 15.00 0.26 0.09 PEAK FLOW (cms)= 0.62 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.62 12.17 50.92 120.77 0.42 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 59.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.158 (iii) 12.08 67.58 120.77 0.56 1 ADD HYD ( 54914)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54117): 6.22 1.158 12.08 67.58 + ID2= 2 ( 54514): 480.61 30.743 13.17 66.00 ID = 3 ( 54914): 486.84 30.849 13.17 66.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54513)1 1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.19 0.0800 73.13 197.74 0.0800 80.25 197.95 0.0800 82.31 198.14 0.0800 97.70 194.60 0.0800 /0.0350 Main Channel 101.00 193.50 0.0350 Main Channel 101.30 193.50 0.0350 Main Channel 104.60 194.60 0.0350 /0.0800 Main Channel 109.63 195.36 0.0800 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54116): 6.58 0.458 12.42 46.52 + ID2= 2 ( 54513): 486.84 30.702 13.17 66.02 ID = 3 ( 54913): 493.42 30.880 13.17 65.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54512)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.19 0.0800 73.13 197.74 0.0800 80.25 197.95 0.0800 82.31 198.14 0.0800 97.70 194.60 0.0800 /0.0350 Main Channel 101.00 193.50 0.0350 Main Channel 101.30 193.50 0.0350 Main Channel 104.60 194.60 0.0350 /0.0800 Main Channel 109.63 195.36 0.0800 112.76 195.49 0.0800 114.93 195.31 0.0800 115.73 195.30 0.0800 117.99 195.59 0.0800 134.95 195.35 0.0800 136.81 195.17 0.0800 140.32 195.44 0.0800 145.18 195.56 0.0800 155.64 198.26 0.0800 168.59 198.34 0.0800 174.46 198.19 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.22 193.72 .130E+02 0.2 1.17 0.88 0.44 193.94 .439E+02 1.3 1.76 0.58 0.66 194.16 .928E+02 3.4 2.26 0.45 0.88 194.38 .159E+03 7.0 2.71 0.38 1.10 194.60 .244E+03 12.4 3.12 0.33 1.37 194.86 .382E+03 23.6 3.81 0.27 1.63 195.13 .568E+03 38.4 4.17 0.25 1.90 195.40 .854E+03 56.5 4.08 0.25 2.17 195.67 .158E+04 85.1 3.33 0.31 2.44 195.93 .246E+04 128.8 3.23 0.32 2.70 196.20 .338E+04 183.8 3.35 0.31 2.97 196.47 .434E+04 249.2 3.54 0.29 3.24 196.74 .533E+04 324.5 3.75 0.27 3.51 197.00 .636E+04 409.4 3.97 0.26 3.77 197.27 .742E+04 503.8 4.18 0.25 4.04 197.54 .852E+04 607.5 4.39 0.23 4.31 197.80 .969E+04 700.5 4.46 0.23 4.57 198.07 .115E+05 812.3 4.36 0.24 4.84 198.34 .140E+05 883.1 3.88 0.27 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 54913)1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54913) 493.42 30.88 13.17 65.76 1.50 3.98 OUTFLOW: ID= 1 ( 54512) 493.42 30.87 13.17 65.76 1.50 3.98 CALIB 1 NASHYD ( 54115)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.410 PEAK FLOW (cms)= 0.301 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 43.447 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.360 5.24 Curve Number (CN)- 57.0 5.25 # of Linear Res.(N)= 3.00 0.49 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 54912)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1 1 ( 54115): (ha)2 0.301) 12.50 43.45) + ID2= 2 ( 54512): 493.42 30.872 13.17 65.76 ID = 3 ( 54912): 498.65 31.029 13.17 65.52 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 54511)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 73.13 80.25 82.31 97.70 101.00 101.30 104.60 109.63 112.76 114.93 115.73 117.99 134.95 136.81 140.32 145.18 155.64 168.59 174.46 FOR SECTION Elevation 198.19 197.74 197.95 198.14 194.60 193.50 193.50 194.60 195.36 195.49 195.31 195.30 195.59 195.35 195.17 195.44 195.56 198.26 198.34 198.19 1.1) > Manning 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.22 193.72 .151E+02 0.2 Main Channel Main Channel Main Channel Main Channel > VELOCITY TRAV.TIME (m/s) (min) 1.11 1.08 CALIB 1 STANDHYD ( 54113)1 ID= 1 DT= 5.0 min 1 Area (ha)= 2.00 Total Imp(%)= 39.70 Surface Area (ha)= Dep. Storage (mm) - Average slope (0= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = Dir. Conn.(%!= IMPERVIOUS PERVIOUS (i) 0.79 1.20 2.00 6.38 1.00 2.00 115.37 40.00 0.013 0.250 147.82 5.00 2.38 5.00 0.30 0.18 12.08 118.77 120.77 0.98 73.64 15.00 (ii) 10.36 (ii) 15.00 0.09 0.16 12.17 38.90 120.77 0.32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 46.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 21.56 *TOTALS* 0.310 (iii) 12.08 56.12 120.77 0.46 ROUTE CHN( 54510)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .388E+02 0.2 0.81 3.49 0.20 0.20 .877E+02 0.6 1.20 2.34 0.30 0.30 .147E+03 1.3 1.51 1.87 0.40 0.40 .216E+03 2.3 1.76 1.60 0.50 0.50 .295E+03 3.5 1.99 1.41 0.60 0.60 .385E+03 5.0 2.20 1.28 0.70 0.70 .484E+03 6.9 2.39 1.18 0.80 0.80 .594E+03 9.1 2.57 1.09 0.90 0.90 .714E+03 11.6 2.75 1.02 1.00 1.00 .844E+03 14.6 2.91 0.97 1.11 1.11 .101E+04 19.1 3.21 0.88 1.22 1.22 .119E+04 24.3 3.43 0.82 1.33 1.33 .141E+04 30.0 3.60 0.78 1.44 1.44 .164E+04 36.3 3.72 0.76 1.56 1.56 .191E+04 43.1 3.82 0.74 1.67 1.67 .219E+04 50.6 3.90 0.72 0.44 193.94 .511E+02 1.2 1.67 0.72 0.66 194.16 .108E+03 3.2 2.14 0.56 0.88 194.38 .185E+03 6.6 2.56 0.47 1.10 194.60 .284E+03 11.7 2.96 0.40 1.37 194.86 .444E+03 22.3 3.61 0.33 1.63 195.13 .660E+03 36.3 3.94 0.30 1.90 195.40 .993E+03 53.5 3.86 0.31 2.17 195.67 .183E+04 80.6 3.15 0.38 2.44 195.93 .286E+04 121.9 3.05 0.39 2.70 196.20 .393E+04 173.9 3.17 0.38 2.97 196.47 .504E+04 235.8 3.35 0.36 3.24 196.74 .619E+04 307.0 3.55 0.34 3.51 197.00 .739E+04 387.4 3.76 0.32 3.77 197.27 .863E+04 476.7 3.96 0.30 4.04 197.54 .991E+04 574.9 4.16 0.29 4.31 197.80 .113E+05 662.9 4.22 0.28 4.57 198.07 .134E+05 768.7 4.12 0.29 4.84 198.34 .163E+05 835.7 3.67 0.33 <---- hydrograph ----> AREA QPEAK TPEAK R.V. INFLOW : ID= 2 ( 54912) 498.65 31.503 (hrs)31 65.52 OUTFLOW: ID= 1 ( 54511) 498.65 31.03 13.17 65.52 <-pipe / channel-> MAX DEPTH MAX VEL 1.53 (3.81 1.53 3.81 1 CALIB 1 STANDHYD ( 54114) Area (ha)= 1.41 !ID- 1 DT= 5.0 min Total Imp(%)= 21.42 Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (90= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.30 2.00 1.00 97.01 0.013 147.82 5.00 2.15 5.00 0.31 0.11 12.08 118.77 120.77 0.98 Dir. Conn.(%)= PERVIOUS 1.11 6.69 2.00 40.00 0.250 (i) 71.92 15.00 (ii) 10.20 (ii) 15.00 0.09 0.14 12.17 47.05 120.77 0.39 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! *..*** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 60.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 18.58 *TOTALS* 0.230 (iii) 12.08 60.37 120.77 0.50 1.78 1.89 2.00 1.78 1.89 2.00 .251E+04 .284E+04 .321E+04 INFLOW : ID= 2 ( 54113) OUTFLOW: ID= 1 ( 54510) AREA (ha) 2.00 2.00 58.8 67.5 77.0 3.96 4.01 4.05 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.31 12.08 56.12 0.28 12.08 56.12 0.71 0.70 0.69 <-pipe / channel-> MAX DEPTH MAX VEL 0.13 (0 89 0.12 0.86 1 ADD HYD ( 54911)1 1 1 + 2 = 3 ID1= 1 ( 54114): + ID2= 2 ( 54510): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1.41 0.230 12.08 60.37 2.00 0.277 12.08 56.12 ID = 3 ( 54911): 3.41 0.508 12.08 57.88 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54911) 1 D + 2 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 54911): 3.41 0.508 12.08 57.88 + ID2= 2 ( 54511): 498.65 31.026 13.17 65.52 ID = 1 ( 54911): 502.06 31.078 13.17 65.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54509)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 198.19 0.0800 80.25 197.95 82.31 198.14 97.70 194.60 101.00 193.50 101.30 193.50 104.60 194.60 109.63 195.36 112.76 195.49 114.93 195.31 115.73 195.30 117.99 195.59 134.95 195.35 136.81 195.17 140.32 195.44 145.18 195.56 155.64 198.26 168.59 198.34 174.46 198.19 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.22 193.72 .590E+01 0.4 1.83 0.44 193.94 .199E+02 2.0 2.77 0.66 194.16 .420E+02 5.3 3.55 0.88 194.38 .723E+02 11.0 4.25 1.10 194.60 .111E+03 19.4 4.90 1.37 194.86 .173E+03 37.0 5.98 1.63 195.13 .257E+03 60.2 6.54 1.90 195.40 .387E+03 88.7 6.40 2.17 195.67 .715E+03 133.6 5.22 2.44 195.93 .112E+04 202.2 5.07 2.70 196.20 .153E+04 288.4 5.26 2.97 196.47 .197E+04 391.0 5.56 3.24 196.74 .242E+04 509.2 5.89 3.51 197.00 .288E+04 642.5 6.23 3.77 197.27 .336E+04 790.6 6.57 4.04 197.54 .386E+04 953.4 6.89 4.31 197.80 .439E+04 1099.3 7.00 4.57 198.07 .521E+04 1274.7 6.84 4.84 198.34 .636E+04 1385.8 6.08 INFLOW : ID= 2 ( 54911) OUTFLOW: ID= 1 ( 54509) AREA (ha) 502.06 502.06 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 31.08 13.17 65.47 31.08 13.17 65.47 TRAV.TIME (min) 0.25 0.17 0.13 0.11 0.09 0.08 0.07 0.07 0.09 0.09 0.09 0.08 0.08 0.07 0.07 0.07 0.07 0.07 0.08 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.28 5.57 1.28 5.57 STLIB 1 ANDHYD ( 54108)1 Area (ha)= 19.26 ID= 1 DT= 5.0 min 1 Total Imp(%)= 44.70 Dir. Conn.(%)= 31.59 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 8.61 10.65 Dep. Storage (mm)= 2.00 5.58 Average Slope (%)= 1.00 2.00 Length (m)= 358.30 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 4.70 5.00 0.22 2.42 12.08 118.77 120.77 0.98 69.85 15.00 (ii) 12.85 (ii) 15.00 0.08 1.20 12.17 38.86 120.77 0.32 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 47.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 3.430 (iii) 12.08 64.10 120.77 0.53 1.76 193.39 .554E+03 24.0 2.83 0.38 1.94 193.57 .653E+03 29.4 2.94 0.37 2.12 193.75 .770E+03 34.7 2.94 0.37 2.30 193.92 .960E+03 41.7 2.83 0.38 2.47 194.10 .120E+04 49.7 2.70 0.40 2.65 194.28 .149E+04 59.6 2.61 0.42 2.83 194.46 .180E+04 70.8 2.57 0.42 3.01 194.64 .213E+04 83.1 2.55 0.43 3.19 194.82 .258E+04 94.2 2.38 0.46 3.37 194.99 .325E+04 110.8 2.23 0.49 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 54907) 544.38 32.00 13.17 64.45 2.03 2.94 ID= 1 ( 54507) 544.38 32.00 13.17 64.45 2.03 2.94 1 ADD HYD ( 54906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54507): 544.38 32.003 13.17 64.45 + ID2= 2 ( 54526): 622.15 46.315 12,92 68.26 ID = 3 ( 54906): 1166.53 76.602 13.00 66.48 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54506)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 195.39 0.0600 4.98 194.83 0.0600 11.05 194.73 0.0600 26.90 190.55 0.0600 46.11 190.83 0.0600 50.46 190.38 0.0600 57.00 189.04 0.0600 59.58 189.00 0.0600 62.32 188.74 0.0600 66.12 188.82 0.0600 68.80 188.18 0.0600 /0.0350 71.44 187.68 0.0350 72.86 187.76 0.0350 73.87 188.18 0.0350 /0.0600 90.96 194.40 0.0600 116.62 195.24 0.0600 120.82 195.10 0.0600 Main Main Main Main Channel Channel Channel Channel 1 ADDD +YD2 ( 54907) I ID1= 1 ( 54108): + ID2= 2 ( 54509): AREA (ha) 19.26 502.06 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.430 12.08 64.10 31.082 13.17 65.47 ID = 3 ( 54907): 521.32 31.384 13.17 65.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 54907)1 I 3 + 2 = 1 ID1= 3 ( 54907): + ID2= 2 ( 54601): AREA (ha) 521.32 23.06 QPEAK TPEAK R.V. (cms) (hrs) (mm) 31.384 13.17 65.42 0.657 12.83 42.47 ID = 1 ( 54907): 544.38 32.000 13.17 64.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54507)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 0.00 194.99 12.28 194.74 14.52 194.93 20.51 195.14 31.74 194.71 39.13 194.63 42.96 195.18 48.28 192.33 48.30 192.32 49.82 191.63 51.17 191.67 52.54 192.34 55.48 193.93 57.51 194.09 59.05 193.86 59.73 193.69 60.90 193.77 64.13 193.67 65.04 193.77 99.98 197.30 DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.17 191.80 .169E+02 0.35 191.97 .437E+02 0.52 192.15 .786E+02 0.69 192.32 .122E+03 0.87 192.50 .175E+03 1.05 192.68 .235E+03 1.23 192.85 .303E+03 1.41 193.03 .379E+03 1.58 193.21 .463E+03 1.1) Manning 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 Main Channel Main Channel Main Channel Main Channel TRAVEL TIME TABLE > FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) (min) 0.2 0.70 1.56 0.7 1.06 1.03 1.6 1.32 0.82 2.9 1.55 0.70 5.1 1.90 0.57 7.8 2.17 0.50 11.1 2.38 0.46 14.9 2.56 0.43 19.2 2.70 0.40 2.13 2.54 2.94 3.35 3.76 4.16 4.57 4.98 5.39 5.79 6.20 6.61 7.01 7.42 189.80 190.21 190.62 191.03 191.43 191.84 192.25 192.65 193.06 193.47 193.88 194.28 194.69 195.10 INFLOW : ID= 2 OUTFLOW: ID= 1 .355E+04 .498E+04 .662E+04 .937E+04 .125E+05 .157E+05 .192E+05 .227E+05 .264E+05 .302E+05 .342E+05 .383E+05 .428E+05 .482E+05 AREA (ha) 54906) 1166.53 54506) 1166.53 77.6 2.89 0.76 119.4 3.17 0.70 161.0 3.22 0.69 219.1 3.09 0.71 316.3 3.35 0.66 431.6 3.63 0.61 564.5 3.90 0.57 714.7 4.16 0.53 882.0 4.42 0.50 1066.3 4.67 0.47 1267.7 4.90 0.45 1486.3 5.13 0.43 1679.4 5.20 0.42 1833.2 5.03 0.44 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 76.60 13.00 66.48 2.12 2.88 76.61 13.00 66.48 2.12 2.88 CALIB STANDHYD ( 54107) Area (ha)= 5.69 !ID= 1 DT= 5.0 min Total Imp(%)= 47.10 Dir. Conn.(%)= 34.58 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 2.68 2.00 1.00 194.79 0.013 147.82 5.00 3.26 5.00 0.27 0.80 12.08 118.77 120.77 0.98 PERVIOUS 3.01 5.17 2.00 40.00 0.250 (1) 75.98 15.00 (ii) 11.14 (ii) 15.00 0.09 0.39 12.17 42.22 120.77 0.35 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 50.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.138 (iii) 12.08 68.69 120.77 0.57 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.25 187.93 .652E+02 0.5 0.94 2.35 0.50 188.18 .201E+03 2.2 1.44 1.53 0.91 188.58 .550E+03 9.5 2.29 0.96 1.31 188.99 .119E+04 22.4 2.48 0.89 1.72 189.40 .228E+04 45.1 2.61 0.84 1 ADD +HYD 2 ( 54905) 1= 3 ID1= 1 ( 54106): + ID2= 2 ( 54107): AREA (ha) 7.99 5.69 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.408 12.58 43.89 1.138 12.08 68.69 ID = 3 ( 54905): 13.68 1.311 12.08 54.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 54905) 1180.21 77.04 13.00 66.34 OUTFLOW: ID= 1 ( 54505) 1180.21 76.85 13.00 66.34 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 2.40 2.25 2.40 2.24 ADD HYD ( 54905)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 54905): 13.68 1.311 12.08 54.21 + 1D2= 2 ( 54506): 1166.53 76.606 13.00 66.48 ID = 1 ( 54905): 1180.21 77.042 13.00 66.34 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54505)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION Distance 0.00 4.98 11.05 26.90 46.11 50.46 57.00 59.58 62.32 66.12 68.80 71.44 72.86 73.87 90.96 116.62 120.82 Elevation 195.39 194.83 194.73 190.55 190.83 190.38 189.04 189.00 188.74 188.82 188.18 187.68 187.76 188.18 194.40 195.24 195.10 ( 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 /0.0600 0.0600 0.0600 0.0600 Main Channel Main Channel Main Channel Main Channel TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.25 187.93 .146E+03 0.3 0.69 7.19 0.50 188.18 .451E+03 1.6 1.05 4.69 0.91 188.58 .123E+04 7.0 1.67 2.95 1.31 188.99 .267E+04 16.4 1.82 2.72 1.72 189.40 .512E+04 33.0 1.91 2.59 2.13 189.80 .796E+04 56.7 2.11 2.34 2.54 190.21 .112E+05 87.4 2.32 2.13 2.94 190.62 .149E+05 117.8 2.35 2.10 3.35 191.03 .210E+05 160.2 2.26 2.18 3.76 191.43 .280E+05 231.4 2.45 2.02 4.16 191.84 .353E+05 315.7 2.65 1.86 4.57 192.25 .429E+05 413.0 2.85 1.73 4.98 192.65 .509E+05 522.8 3.05 1.62 5.39 193.06 .592E+05 645.2 3.23 1.53 5.79 193.47 .678E+05 780.0 3.41 1.45 6.20 193.88 .767E+05 927.3 3.59 1.38 6.61 194.28 .860E+05 1087.2 3.75 1.32 7.01 194.69 .959E+05 1228.5 3.80 1.30 7.42 195.10 .108E+06 1341.0 3.68 1.34 (m) 0.25 0.50 0.91 1.31 1.72 2.13 2.54 2.94 3.35 3.76 4.16 4.57 4.98 5.39 5.79 6.20 6.61 7.01 7.42 (m) 187.93 188.18 188.58 188.99 189.40 189.80 190.21 190.62 191.03 191.43 191.84 192.25 192.65 193.06 193.47 193.88 194.28 194.69 195.10 INFLOW : ID= OUTFLOW: ID= (cu.m.) .650E+02 .200E+03 .549E+03 .119E+04 .228E+04 .354E+04 .497E+04 .661E+04 .934E+04 .125E+05 .157E+05 .191E+05 .226E+05 .263E+05 .302E+05 .341E+05 .382E+05 .426E+05 .480E+05 AREA a) 2 ( 54904) 1187.22 1 ( 54504) 1187.22 (cms) 0.7 3.2 13.9 32.7 65.9 113.4 174.6 235.4 320.3 462.4 631.0 825.3 1044.9 1289.4 1558.9 1853.4 2172.9 2455.3 2680.1 (m/s) 1.37 2.10 3.34 3.63 3.82 4.23 4.63 4.70 4.52 4.90 5.30 5.70 6.09 6.46 6.82 7.17 7.50 7.60 7.36 (min) 1.60 1.04 0.66 0.61 0.58 0.52 0.47 0.47 0.49 0.45 0.41 0.39 0.36 0.34 0.32 0.31 0.29 0.29 0.30 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 77.07 13.00 66.18 1.82 3.91 77.01 13.00 66.18 1.82 3.91 CALIB NASHYD ( 54104)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Weak (cms)= 0.363 PEAK FLOW (cms)= 0.295 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 47.028 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.389 4.81 Curve Number (CN)= 61.0 6.75 # of Linear Res.(N)= 3.00 0.51 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 54903)1 1 + 2 = 3 ID1= 1 ( 54104): 4.81 0.295 + ID2= 2 ( 54504): 1187.22 77.011 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 12.50 47.03 13.00 66.18 ID = 3 ( 54903): 1192.03 77.211 13.00 66.10 I CALIB NASHYD ( 54105) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.600 PEAK FLOW (cms)= 0.386 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 38.976 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.323 7.01 Curve Number (CN)= 54.0 7.40 # of Linear Res.(N)= 3.00 0.45 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 54904)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ha mm ID1= 1 ( 54105): 7 01 0.386) 12.42cms rs) 38.98) + ID2= 2 ( 54505): 1180.21 76.845 13.00 66.34 ID = 3 ( 54904): 1187.22 77.065 13.00 66.18 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54504)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 195.39 0.0600 4.98 194.83 0.0600 11.05 194.73 0.0600 26.90 190.55 0.0600 46.11 190.83 0.0600 50.46 190.38 0.0600 57.00 189.04 0.0600 59.58 189.00 0.0600 62.32 188.74 0.0600 66.12 188.82 0.0600 68.80 188.18 0.0600 /0.0350 71.44 187.68 0.0350 72.86 187.76 0.0350 73.87 188.18 0.0350 /0.0600 90.96 194.40 0.0600 116.62 195.24 0.0600 120.82 195.10 0.0600 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME ID1= 3 ( 54903): 1192.03 77.211 + ID2= 2 ( 54539): 330.94 12.130 13.00 13.33 66.10 53.86 ID = 1 ( 54903): 1522.97 88.377 13.00 63.44 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 50.69 190.04 0.0800 54.53 188.04 0.0800 59.81 185.15 0.0800 61.29 184.59 0.0800 65.55 184.41 0.0800 67.22 184.53 0.0800 67.67 184.49 0.0800 69.09 183.97 0.0800 70.50 183.74 0.0800 70.80 183.74 0.0800 71.66 183.35 0.0800 72.16 182.91 0.0800 72.47 182.55 0.0800 /0.0350 73.33 182.18 0.0350 74.04 182.05 0.0350 78.29 182.09 0.0350 78.94 182.17 0.0350 80.29 182.45 0.0350 80.53 182.55 0.0350 /0.0800 103.77 190.22 0.0800 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.25 182.30 .224E+03 2.1 1.61 0.50 182.55 .547E+03 7.8 2.51 0.94 182.99 .124E+04 28.0 3.98 1.38 183.43 .207E+04 58.2 4.95 1.82 183.87 .307E+04 98.1 5.61 2.26 184.31 .434E+04 148.8 6.02 2.70 184.75 .609E+04 210.5 6.07 3.14 185.19 .822E+04 290.0 6.19 3.58 185.63 .105E+05 383.9 6.40 4.02 186.07 .130E+05 491.7 6.64 4.46 186.51 .156E+05 613.5 6.89 4.90 186.95 .184E+05 749.1 7.13 5.34 187.39 .214E+05 898.8 7.37 5.78 187.83 .246E+05 1062.8 7.60 6.22 188.27 .279E+05 1241.1 7.82 6.66 188.71 .313E+05 1433.9 8.04 7.10 189.15 .350E+05 1641.7 8.24 7.54 189.59 .388E+05 1864.8 8.45 7.99 190.04 .427E+05 2103.5 8.64 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel > TRAV.TIME (min) 1.82 1.17 0.74 0.59 0.52 0.49 0.48 0.47 0.46 0.44 0.43 0.41 0.40 0.39 0.37 0.36 0.35 0.35 0.34 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD H+YD2 ( 54903)1 3 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) AREA (ha) INFLOW : ID= 2 ( 54903) 1522.97 OUTFLOW: ID= 1 ( 54503) 1522.97 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 88.38 13.00 63.44 88.30 13.00 63.44 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.71 5.43 1.71 5.43 1 CALIB NASHYD ( 54102)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 5.04 Curve Number (CN)= 69.0 7.57 # of Linear Res.(N)= 3.00 0.35 INFLOW : ID= 2 OUTFLOW: ID= 1 54159) 0.0212 0.0238 0.0261 AREA (ha) 1.399 1.399 0.0147 0.0174 0.0196 0.0458 0.0470 0.0482 0.0270 0.0409 0.0548 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.514 12.08 99.58 0.049 12.67 99.58 Unit Hyd Qpeak (cms)= 0.549 PEAK FLOW (cms)- 0.494 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 56.362 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.467 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 54159) Area ID= 1 DT= 5.0 min Total Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= ((%)- � _ Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = (ha)= 1.40 Imp(%)= 91.06 Dir. Conn.(%)= 12.22 IMPERVIOUS 1.27 1.00 1.00 96.57 0.013 147.82 5.00 2.14 5.00 0.31 0.07 12.08 119.77 120.77 0.99 PERVIOUS (i) 0.13 5.16 2.00 40.00 0.250 1316.52 5.00 (ii) 4.66 (ii) 5.00 0.22 0.44 12.08 96.77 120.77 0.80 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! *''`*** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 47.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.514 (iii) 12.08 99.58 120.77 0.82 RESERVOIR(. 54404) IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE 1 OUTFLOW STORAGE (cms) (ha.m.) 1 (cms) (ha.m.) **** WARNING : FIRST OUTFLOW IS NOT ZERO. 0.0017 0.0000 0.0281 0.0212 0.0053 0.0057 0.0301 0.0226 0.0150 0.0088 0.0319 0.0235 0.0184 0.0118 0.0450 0.0235 STLIB I ANDHYD ( 54103)1 Area (ha)= 23.10 ID= 1 DT= 5.0 min 1 Total Imp(%)= 30.46 Dir. Conn.(%)= 6.39 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 7.04 16.07 Dep. Storage (mm)= 1.00 6.31 Average Slope (%)= 1.00 2.00 Length (m)= 392.47 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 4.96 5.00 0.22 0.58 12.08 119.77 120.77 0.99 93.03 15.00 (ii) 12.23 (ii) 15.00 0.09 2.49 12.17 47.21 120.77 0.39 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***.* WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.7 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.748 (iii) 12.17 51.85 120.77 0.43 1 ADD HYD ( 54948)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 54103): 23.10 2.748 12.17 51.85 + ID2= 2 ( 54403): 0.31 0.039 12.17 118.87 --- ID = 3 ( 54948): 23.42 2.787 12.17-- 52.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 54948)1 3 + 2 = 1 I ID1= 3 ( 54948): + ID2= 2 ( 54404): AREA (ha) 23.42 1.40 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.787 12.17 52.75 0.049 12.67 99.58 ID = 1 ( 54948): 24.82 2.835 12.17 55.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54559)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 ( 54404) PEAK FLOW REDUCTION [Qout/Qin]( = 9.56 TIME SHIFT OF PEAK FLOW (min = 35.00 MAXIMUM STORAGE USED (ha.m.)= 0.0653 CALIB 1 STANDHYD ( 54161) Area (ha)= 0.31 !ID- 1 DT= 5.0 min Total Imp(%)= 99.00 Dir. Conn.(%)= 99.00 Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%) = (m)= Max.Eff.Inten..(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.31 1.00 1.00 45.83 0.013 147.82 5.00 1.37 5.00 0.33 0.13 12.08 119.77 120.77 0.99 PERVIOUS (i) 0.00 0.00 2.00 40.00 0.250 5.00 (ii) 2.33 (ii) 5.00 0.30 0.00 12.08 37.87 120.77 0.31 WARNING: STORAGE COEFF. IS, SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.129 (iii) 12.08 118.95 120.77 0.98 RESERVOIR( 54403)1 IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW (cms) 0.0000 0.0210 INFLOW : ID= 2 ( 54161) OUTFLOW: ID= 1 ( 54403) STORAGE (ha.m.) 0.0000 0.0025 OUTFLOW STORAGE (cms) (ha.m.) 0.0420 0.0125 0.0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.315 0.129 12.08 118.95 0.315 0.039 12.17 118.87 PEAK FLOW REDUCTION [gout/Qin](%)= 30.09 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.0112 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 3.33 0.00 0.0350 4.67 0.33 0.0350 /0.1000 6.67 0.67 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.03 0.03 .138E+01 0.0 0.30 0.07 0.07 .552E+01 0.0 0.48 0.10 0.10 .124E+02 0.0 0.62 0.13 0.13 .221E+02 0.1 0.76 0.17 0.17 .345E+02 0.1 0.88 0.20 0.20 .497E+02 0.2 0.99 0.23 0.23 .676E+02 0.2 1.10 0.27 0,27 .884E+02 0.3 1.20 0.30 0,30 .112E+03 0.5 1.30 0.33 0.33 .138E+03 0.6 1.39 0.37 0.37 .171E+03 0.9 1.57 0.41 0.41 .210E+03 1.1 1.70 0.44 0.44 .253E+03 1.5 1.80 0.48 0.48 .302E+03 1.8 1.88 0.52 0.52 .356E+03 2.2 1.94 0.56 0.56 .415E+03 2.7 1.99 0.59 0.59 .479E+03 3.1 2.03 0.63 0.63 .548E+03 3.6 2.07 0.67 0.67 .623E+03 4.2 2.10 Main Channel Main Channel Main Channel TRAV.TIME (min) 17.28 10.89 8.31 6.86 5.91 5.23 4.72 4.32 3.99 3.72 3.30 3.05 2.88 2.76 2.67 2.60 2.55 2.51 2.47 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54948) 24.82 2.84 12.17 55.39 0.57 2.01 OUTFLOW: ID= 1 ( 54559) 24.82 2.85 12.17 55.39 0.57 2.01 1 CALIB 1 STANDHYD (541031) Area (ha)= 5.03 11D= 1 DT= 5.0 min Total Imp(%)= 30.46 Dir. Conn.(%)= 6.39 IMPERVIOUS Surface Area (ha)= 1.53 Dep. Storage (mm)= 1.00 Average Slope (%)= 1.00 Length (m)= 183.21 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- 0.13 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 119.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.99 147.82 5.00 3.14 5.00 0.27 PERVIOUS 3.50 6.31 2.00 40.00 0.250 (i) 93.03 15.00 (ii) 10.41 (ii) 15.00 0.09 0.58 12.17 47.21 120.77 0.39 *TOTALS* 0.629 (iii) 12.08 51.85 120.77 0.43 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.7 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 54947)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ha (cms rs mm ID1= 1 (541031): 5 03 0.629) 12.08) 51.85) + 102= 2 ( 54559): 24.82 2.848 12.17 55.39 ID = 3 ( 54947): 29.85 3.466 12.17 54.79 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 54502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 10.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .753E+01 0.0 0.42 7.50 0.20 0.20 .301E+02 0.1 0.66 4.73 0.30 0.30 .677E+02 0.3 0.87 3.61 0.40 0.40 .120E+03 0.7 1.05 2.98 0.50 0.50 .188E+03 1.2 1.22 2.57 0.60 0.60 .271E+03 2.0 1.38 2.27 0.70 0.70 .369E+03 3.0 1.53 2.05 0.80 0.80 .482E+03 4.3 1.67 1.88 0.90 0.90 .610E+03 5.9 1.81 1.73 1.00 1.00 .753E+03 7.8 1.94 1.62 1.11 1.11 .934E+03 10.9 2.19 1.43 1.22 1.22 .114E+04 14.4 2.37 1.32 1.33 1.33 .138E+04 18.4 2.51 1.25 1.44 1.44 .164E+04 22.9 2.62 1.20 1.56 1.56 .194E+04 27.8 2.70 1.16 1.67 1.67 .226E+04 33.3 2.77 1.13 1.78 1.78 .261E+04 39.2 2.83 1.11 1.89 1.89 .298E+04 45.6 2.88 1.09 2.00 2.00 .339E+04 52.6 2.92 1.07 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54947) 29.85 3.47 12.17 54.79 0.74 1.58 OUTFLOW: ID= 1 ( 54502) 29.85 3.40 12.25 54.79 0.73 1.57 2.56 2.90 3.25 3.59 3.94 4.28 4.63 4.97 5.32 5.66 6.01 6.35 179.71 180.05 180.40 180.74 181.09 181.43 181.78 182.12 182.47 182.81 183.16 183.50 .109E+05 .143E+05 .207E+05 .273E+05 .339E+05 .406E+05 .474E+05 .542E+05 .611E+05 .681E+05 .752E+05 .831E+05 153.4 193.0 263.1 351.6 455.7 574.2 706.3 851.4 1009.1 1173.2 1337.5 1425.9 2.74 2.64 2.48 2.52 2.62 2.76 2.91 3.07 3.23 3.37 3.47 3.35 1.19 1.23 1.31 1.29 1.24 1.18 1.12 1.06 1.01 0.97 0.94 0.97 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 54902) 1557.87 89.15 13.00 63.25 1.95 2.41 OUTFLOW: ID= 1 ( 54501) 1557.87 88.86 13.00 63.25 1.95 2.41 CALIB NASHYD ( 54101) Area (ha)= 4.72 Curve Number (CN)= 58.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.56 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.34 Unit Hyd Qpeak (cms)= 0.524 PEAK FLOW (cms)- 0.353 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 43.739 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.362 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 54901)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 54101): 4.72 0.353) 12.33) 43.74) + 102= 2 ( 54501): 1557.87 88.859 13.00 63.25 ID = 3 ( 54901): 1562.59 88.986 13.00 63.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 42104) Area (ha)= 4.91 Curve Number (CN)= 42.0 ID= 1 DT= 5.0 min 1 Ia (mm)- 8.44 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.69 Unit Hyd Qpeak (cms)= 0.272 PEAK FLOW (cms)- 0.134 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)- 27.249 TOTAL RAINFALL (mm)- 120.770 RUNOFF COEFFICIENT = 0.226 I ADD HYD ( 54902)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. ha) ID1= 1 ( 54102): 5 04 0.494) 12.33cms rs) 56� mm6) + ID2= 2 ( 54502): 29.85 3.397 12.25 54.79 ID = 3 ( 54902): 34.90 3.887 12.25 55.01 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 54902)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. 1D1= 3 ( 54902): 34.90 3.887) 12.25) 55.01) + ID2= 2 ( 54503): 1522.97 88.304 13.00 63.44 ID = 1 ( 54902): 1557.87 89.148 13.00 63.25 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 54501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 8.41 183.48 0.0800 28.68 183.50 0.0800 36.49 183.34 0.0800 44.31 183.10 0.0800 48.37 182.65 0.0800 61.77 178.00 0.0800 65.41 177.79 0.0800 71.25 177.82 0.0800 73.04 177.74 0.0800 73.72 177.64 0.0800 /0.0350 Main Channel 76.54 177.15 0.0350 Main Channel 80.73 177.22 0.0350 Main Channel 81.46 177.34 0.0350 Main Channel 82.20 177.64 0.0350 /0.0800 Main Channel 89.92 179.57 0.0800 94.32 179.79 0.0800 105.75 179.94 0.0800 145.76 180.08 0.0800 147.35 179.99 0.0800 151.67 180.06 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.25 177.40 .221E+03 1.0 0.86 3.80 0.49 177.64 .579E+03 4.0 1.36 2.40 0.83 177.98 .158E+04 13.4 1.66 1.96 1.18 178.33 .312E+04 29.8 1.87 1.74 1.52 178.67 .483E+04 52.4 2.12 1.53 1.87 179.02 .669E+04 80.8 2.36 1.38 2.21 179.36 .872E+04 114.9 2.57 1.26 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 42105) Area (ha)= 12.35 Curve Number (CN)= 58.9 IID= 1 DT= 5.0 min Ia (mm)= 8.07 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.68 Unit Hyd Qpeak (cms)- 0.694 PEAK FLOW (cms)= 0.568 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 43.806 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.363 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 42505)1 1 IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .141E+01 0.0 0.13 40.69 0.07 0.07 .563E+01 0.0 0.21 25.63 0.10 0.10 .127E+02 0.0 0.27 19.56 0.13 0.13 .225E+02 0.0 0.33 16.15 0.17 0.17 .352E+02 0.0 0.38 13.92 0.20 0.20 .507E+02 0.1 0.43 12.32 0.23 0.23 .690E+02 0.1 0.48 11.12 0.27 0.27 .901E+02 0.1 0.52 10.17 0.30 0.30 .114E+03 0.2 0.56 9.40 0.33 0.33 .141E+03 0.3 0.60 8.77 0.37 0.37 .175E+03 0.4 0.68 7.78 0.41 0.41 .214E+03 0.5 0.74 7.17 0.44 0.44 .258E+03 0.6 0.78 6.77 0.48 0.48 .308E+03 0.8 0.81 6.49 0.52 0.52 .363E+03 1.0 0.84 6.29 0.56 0.56 .423E+03 1.2 0.86 6.13 0.59 0.59 .488E+03 1.4 0.88 6.01 0.63 0.63 .559E+03 1.6 0.89 5.91 0.67 0.67 .635E+03 1.8 0.91 5.82 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 42105) 12.35 0.57 12.67 43.81 0.43 0.76 OUTFLOW: ID= 1 ( 42505) 12.35 0.56 12.83 43.80 0.42 0.76 ADD HYD ( 42905)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 42104): 4.91 0.134) 12.75cms rs) 27.25) + ID2= 2 ( 42505): 12.35 0.560 12.83 43.80 AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 42905) 17.26 0.69 12.75 39.09 0.30 1.08 OUTFLOW: ID= 1 ( 42503) 17.26 0.69 12.83 39.09 0.30 1.08 ID = 3 ( 42905): 17.26 0.694 12.75 39.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 42503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 9.41 179.72 0.0600 22.01 179.38 0.0600 30.10 179.35 0.0600 33.61 179.19 0.0600 39.10 179.84 0.0600 46.75 179.76 0.0600 50.77 179,78 0.0600 53.94 178,83 0.0600 /0.0350 Main Channel 54.80 178.55 0.0350 Main Channel 55.58 178.53 0.0350 Main Channel 57.67 178.83 0.0350 /0.0600 Main Channel 60.63 179.35 0.0600 64.65 179.06 0.0600 69.92 179.11 0.0600 70.68 179.06 0.0600 71.92 179.12 0.0600 72.69 179.28 0.0600 76.80 179.29 0.0600 81.87 179.45 0.0600 83.73 179.38 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 178.59 .647E+01 0.0 0.41 5.05 0.12 178.65 .184E+02 0.1 0.63 3.24 0.18 178.71 .348E+02 0.2 0.81 2.55 0.24 178.77 .557E+02 0.4 0.95 2.15 0.30 178.83 .810E+02 0.7 1.09 1.89 0.37 178.90 .117E+03 1.3 1.34 1.53 0.44 178.97 .159E+03 2.0 1.53 1.34 0.52 179.05 .206E+03 2.8 1.68 1.22 0.59 179.12 .292E+03 3.8 1.61 1.28 0.66 179.19 .428E+03 5.3 1.52 1.35 0.73 179.26 .593E+03 7.1 1.48 1.39 0.80 179.33 .820E+03 9.3 1.39 1.48 0.88 179.41 .115E+04 12.3 1.32 1.56 0.95 179.48 .157E+04 16.6 1.30 1.58 1.02 179.55 .203E+04 22.2 1.35 1.52 1.09 179.62 .252E+04 28.8 1.41 1.46 1.16 179.69 .304E+04 36.3 1.47 1.39 1.24 179.77 .358E+04 44.7 1.54 1.34 1.31 179.84 .421E+04 53.6 1.57 1.31 <---- hydrograph ----> <-pipe / channel-> < 46.75 179.76 0.0600 50.77 179.78 0.0600 53.94 178.83 0.0600 /0.0350 Main Channel 54.80 178.55 0.0350 Main Channel 55.58 178.53 0.0350 Main Channel 57.67 178.83 0.0350 /0.0600 Main Channel 60.63 179.35 0.0600 64.65 179.06 0.0600 69.92 179.11 0.0600 70.68 179.06 0.0600 71.92 179.12 0.0600 72.69 179.28 0.0600 76.80 179.29 0.0600 81.87 179.45 0.0600 83.73 179.38 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 178.59 .174E+02 0.0 0.33 16.61 0.12 178.65 .495E+02 0.1 0.52 10.68 0.18 178.71 .935E+02 0.2 0.66 8.39 0.24 178.77 .150E+03 0.4 0.78 7.09 0.30 178.83 .218E+03 0.6 0.89 6.21 0.37 178.90 .314E+03 1.0 1.09 5.05 0.44 178.97 .427E+03 1.6 1.25 4.42 0.52 179.05 .554E+03 2.3 1.37 4.03 0.59 179.12 .783E+03 3.1 1.32 4.20 0.66 179.19 .115E+04 4.3 1.24 4.44 0.73 179.26 .159E+04 5.8 1.21 4.56 0.80 179.33 .220E+04 7.6 1.14 4.85 0.88 179.41 .309E+04 10.0 1.07 5.13 0.95 179.48 .421E+04 13.5 1.06 5.19 1.02 179.55 .545E+04 18.1 1.10 5.01 1.09 179.62 .676E+04 23.5 1.15 4.80 1.16 179.69 .816E+04 29.7 1.20 4.58 1.24 179.77 .963E+04 36.5 1.25 4.40 1.31 179.84 .113E+05 43.7 1.28 4.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 42903) 18.51 0.72 12.75 39.92 0.32 0.94 OUTFLOW: ID= 1 ( 42502) 18.51 0.71 12.83 39.92 0.32 0.94 CALIB STANDHYD ( 42102) Area (ha)= 9.32 ID= 1 DT= 5.0 min I Total Imp(%)= 31.67 Dir. Conn.(%)= 28.20 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.95 6.37 Dep. Storage (mm)= 2,00 8.06 Average Slope (%)= 1.00 2.00 Length (m)= 249.23 40.00 Mannings n = 0.013 0.250 I CALIB I STANDHYD ( 42103)1 Area (ha)= 1.25 1ID= 1 DT= 5.0 min Total Imp(%)= 25.93 Dir. Conn.(%)= 25.93 IMPERVIOUS PERVIOUS Surface Area (ha)= 0.32 0.93 Dep. Storage (mm)= 2.00 7.14 Average Slope (%)= 1.00 2.00 Length (m)= 91.32 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- (1). 147.82 36.83 5.00 15.00 2.07 (ii) 12.59 (ii) 5.00 15.00 0.31 0.08 PEAK FLOW (cms)= 0.13 0.06 TIME TO PEAK (hrs)= 12.08 12.17 RUNOFF VOLUME (mm)= 118.77 27.80 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.23 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 42.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.183 (iii) 12.08 51.39 120.77 0.43 1 ADD HYD ( 42903)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 42103): 1.25 0.183) 12.08cms rs) 51.39) + ID2= 2 ( 42503): 17.26 0.694 12.83 39.09 ID = 3 ( 42903): 18.51 0.718 12.75 39.92 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 42502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation 22.01 30.10 33.61 39.10 179.38 179.35 179.19 179.84 Manning 0.0600 0.0600 0.0600 0.0600 0.0600 Unit Hyd. peak (cms)- 0.25 PEAK FLOW (cms)= 1.06 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.08 0.53 12.17 34.11 120.77 0.28 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 48.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.506 (iii) 12.08 57.98 120.77 0.48 IADD HYD ( 42902)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 42102): 9.32 1.506) 12.08cms rs) 57.98) + ID2= 2 ( 42502): 18.51 0.714 12.83 39.92 ID = 3 ( 42902): 27,83 1.761 12.08 45.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 42501)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 178.73 0.0400 10.58 178.73 0.0400 19.74 178.53 0.0400 20.25 178.49 0.0400 38.43 178.67 0.0400 40.25 178.60 0.0400 42.37 178.40 0.0400 45.19 178.37 0.0400 46.25 178.11 0.0400 47.22 177.59 0.0400 48.05 177.50 0.0400 /0.0350 Main Channel 49.85 176.90 0.0350 Main Channel 50.15 176.90 0.0350 Main Channel 51.95 177.50 0.0350 /0.0400 Main Channel 53.19 177.78 0.0400 54.19 178.26 0.0400 55.25 178.46 0.0400 60.16 178.29 0.0400 68.12 178.53 0.0400 69.40 178.45 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 176.99 .575E+01 0.0 0.21 9.41 0.17 177.07 .168E+02 0.0 0.31 6.41 0.26 177.16 .332E+02 0.1 0.40 5.08 0.34 177.24 .548E+02 0.2 0.47 4.28 0.43 177.33 .818E+02 0.4 0.54 3.74 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= 147.82 52.41 5.00 15.00 3.78 (ii) 12.92 (ii) 5.00 15.00 0.51 177.41 .114E+03 0.6 0.60 3.35 0.60 177.50 .152E+03 0.8 0.66 3.05 0.69 177.59 .198E+03 1.2 0.75 2.67 0.79 177.69 .265E+03 1.8 0.84 2.39 0.89 177.79 .340E+03 2.6 0.92 2.19 0.99 177.89 .422E+03 3.5 0.99 2.02 1.10 178.00 .508E+03 4.5 1.07 1.88 1.20 178.10 .600E+03 5.6 1.13 1.77 1.30 178.20 .697E+03 6.9 1.19 1.68 1.41 178.31 .804E+03 8.2 1.22 1.64 1.51 178.41 .979E+03 9.2 1.13 1.77 1.61 178.51 .128E+04 11.2 1.05 1.90 1.71 178.61 .175E+04 14.2 0.97 2.06 1.82 178.72 .242E+04 18.9 0.94 2.13 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 42902) 27.83 1.76 12.08 45.97 0.77 0.83 ID= 1 ( 42501) 27.83 1.65 12.08 45.97 0.76 0.81 CALIB NASHYD ( 42101) ID= 1 DT= 5.0 min 1 Area (ha)= 1.19 curve Number (CN)= 61.0 Ia (mm)= 6.93 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.47 Unit Hyd Qpeak (cms)= 0.097 PEAK FLOW (cms)= 0.077 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 46.912 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.388 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 42901)1 1 + 2 = 3 ID1= 1 ( 42101): 1.19 0.077 + ID2= 2 ( 42501): 27.83 1.651 ID = 3 ( 42901): 29.01 1.691 12.08 AREA QPEAK TPEAK (ha) (cms) (hrs) 12.42 12.08 R.V. (mm) 46.91 45.97 46.01 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB 1 NASHYD ( 52116) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 3.964 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)= (hrs)= (mm)= 51.17 Curve Number (CN)= 58.0 7.66 # of Linear Res.(N)= 3.00 0.49 2.912 (i) 12.500 43.068 0.54 0.58 0.62 0.66 0.70 0.74 INFLOW : OUTFLOW: 198.24 198.28 198.32 198.36 198.40 198.44 .408E+04 .482E+04 .560E+04 .642E+04 .737E+04 .879E+04 7.9 1.18 8.66 9.9 1.25 8.12 12.2 1.33 7.66 14.7 1.40 7.27 15.5 1.28 7.93 17.4 1.21 8.44 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL ID= 2 ( 52117) 16.65 (cms)04 (hrs)31 39.23 0.26 (0.72 ID= 1 ( 52511) 16.65 0.46 13.42 39.23 0.26 0.72 1 ADD HYD ( 52908)1 1 + 2 = 3 ID1= 1 ( 52116): + ID2= 2 ( 52511): AREA (ha) 51.17 16.65 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.912 12.50 43.07 0.465 13.42 39.23 ID = 3 ( 52908): 67.81 3.131 12.50 42.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52509)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION Distance Elevation 0.00 199.73 11.52 196.77 19.19 196.12 26.39 196.13 28.53 196.03 42.76 195.95 49.86 195.87 57.87 195.79 63.56 195.96 64.97 195.99 69.25 195.95 72.42 196.09 76.31 196.02 77.66 195.57 77.96 195.57 79.31 196.02 81.11 196.54 83.41 196.79 88.41 196.98 129.53 200.70 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 0.0400 Main Main Main Main Channel Channel Channel Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.15 195.72 .271E+02 0.1 0.67 6.00 0.30 195.87 .179E+03 0.4 0.60 6.71 0.45 196.02 .107E+04 2.4 0.55 7.31 0.68 196.25 .419E+04 15.8 0.91 4.42 0.91 196.48 .778E+04 41.6 1.29 3.12 1.15 196.71 .116E+05 77.2 1.61 2.50 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.357 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 52117) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= 16.65 Curve Number (CN)= 55.0 8.75 # of Linear Res.(N)= 3.00 1.08 Unit Hyd Qpeak (cms)= 0.588 PEAK FLOW (cms)= 0.481 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 39.234 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.325 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 52511)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 198.44 0.0400 31.57 51.80 61.63 71.10 71.81 74.40 74.85 75.15 75.60 76.57 77.81 91.73 97.28 103.07 106.74 112.28 198.44 198.58 198.09 197.94 198.09 197.85 197.70 197.70 197.85 197.97 197.84 198.39 198.80 199.62 200.51 200.64 < TRAVEL DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.04 197.74 .946E+01 0.08 197.77 .241E+02 0.11 197.81 .438E+02 0.15 197.85 .699E+02 0.19 197.89 .133E+03 0.23 197.93 .247E+03 0.27 197.97 .425E+03 0.31 198.01 .708E+03 0.35 198.05 .109E+04 0.39 198.08 .158E+04 0.43 198.12 .214E+04 0.47 198.16 .275E+04 0.51 198.20 .339E+04 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 TIME TABLE FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) (min) 0.0 0.33 31.30 0.0 0.48 21.42 0.0 0.59 17.17 0.1 0.69 14.83 0.2 0.71 14.29 0.3 0.72 14.20 0.5 0.72 14.15 0.9 0.75 13.66 1.4 0.79 12.96 2.2 0.84 12.18 3.2 0.92 11.06 4.5 1.01 10.10 6.1 1.09 9.31 Main Channel Main Channel Main Channel Main Channel 1.38 1.61 1.84 2.07 2.31 2.54 2.77 3.00 3.23 3.46 3.70 3.93 4.16 196.94 197.17 197.41 197.64 197.87 198.10 198.33 198.57 198.80 199.03 199.26 199.49 199.73 .157E+05 .201E+05 .247E+05 .295E+05 .345E+05 .397E+05 .450E+05 .506E+05 .564E+05 .623E+05 .685E+05 .748E+05 .814E+05 INFLOW : ID= 2 (. 52908) OUTFLOW: ID= 1 (. 52509) 123.2 1.90 2.12 180.8 2.17 1.85 248.7 2.43 1.65 326.9 2.67 1.50 415.2 2.90 1.38 513.8 3.12 1.29 622.8 3.33 1.21 742.3 3.54 1.14 872.5 3.73 1.08 1013.5 3.92 1.03 1165.5 4.10 0.98 1328.7 4.28 0.94 1503.2 4.45 0.90 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 67.81 3.13 12.50 42.13 0.46 0.56 67.81 3.03 12.67 42.13 0.46 0.56 1 CALIB 1 NASHYD ( 52.114) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.246 PEAK FLOW (cms)= 0.147 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 31.292 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.259 5.23 Curve Number (CN)= 46.0 7.27 # of Linear Res.(N)= 3.00 0.81 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. RESERVOIR( 52402)1 IN= 2---> OUT= 1 DT= 5.0 min J OVERFLOW IS OFF OUTFLOW (cms) 0.0000 0.0323 0.0912 INFLOW ID= 2 ( 52114) OUTFLOW: ID= 1 ( 52402) STORAGE (ha.m.) 0.0000 0.0244 0.0495 AREA (ha) 5.232 5.232 OUTFLOW STORAGE (cms) (ha.m.) 0.3004 0.0752 0.7410 0.1015 0.0000 0.0000 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.147 12.83 31.29 0.087 13.83 31.26 PEAK FLOW REDUCTION [Qout/Qin](%)= 59.12 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= 0.0477 ROUTE CHN( 52510) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance 0.00 2.00 3.33 4.67 6.67 Elevation 0.67 0.33 0.00 0.33 0.67 Manning 0.1000 0.1000 /0.0350 Main Channel 0.0350 Main Channel 0.0350 /0.1000 Main Channel 0.1000 INFLOW : ID= 2 ( 52115) OUTFLOW: ID= 1 ( 52401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2.889 0.114 12.50 30.02 2.889 0.035 13.58 29.93 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .820E+00 0.0 0.20 15.58 0.07 0.07 .328E+01 0.0 0.31 9.82 0.10 0.10 .738E+01 0.0 0.41 7.49 0.13 0.13 .131E+02 0.0 0.50 6.18 0.17 0.17 .205E+02 0.1 0.58 5.33 0.20 0.20 .295E+02 0.1 0.65 4.72 0.23 0.23 .402E+02 0.2 0.72 4.26 0.27 0.27 .524E+02 0.2 0.79 3.90 0.30 0.30 .664E+02 0.3 0.85 3.60 0.33 0.33 .820E+02 0.4 0.92 3.36 0.37 0.37 .102E+03 0.6 1.03 2.98 0.41 0.41 .125E+03 0.8 1.12 2.75 0.44 0.44 .150E+03 1.0 1.19 2.59 0.48 0.48 .179E+03 1.2 1.24 2.49 0.52 0.52 .211E+03 1.5 1.28 2.41 0.56 0.56 .246E+03 1.7 1.31 2.35 0.59 0.59 .284E+03 2.1 1.34 2.30 0.63 0.63 .326E+03 2.4 1.36 2.26 0.67 0.67 .370E+03 2.8 1.38 2.23 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52402) 5.23 0.09 13.83 31.26 0.19 0.62 OUTFLOW: ID= 1 ( 52510) 5.23 0.09 13.92 31.25 0.19 0.62 CALIB I NASHYD ( 52115)1 Area (ha)= 2.89 Curve Number (CN)= 45.0 ID= 1 DT= 5.0 min I Ia (mm)= 8.07 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.48 Unit Hyd Qpeak (cms)= 0.231 PEAK FLOW (cms)= 0.114 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 30.016 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.249 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. RESERVOIR( 52401)1 IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE (cms) (ha.m.) 0.0000 0.0000 0.0323 0.0331 0.0912 0.0671 OUTFLOW STORAGE (cms) (ha.m.) 0.3004 0.1019 0.7410 0.1376 0.0000 0.0000 TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 26.619 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.220 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 52907)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 52113): 1.36 0.059 12.33 26.62 + ID2= 2 ( 52508): 2.89 0.035 13.58 29.92 ID = 3 ( 52907): 4.25 0.069 12.42 28.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 52907)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 52907): 4.25 0.069 12.42 28.86 + ID2= 2 ( 52509): 67.81 3.031 12.67 42.13 ID = 1 ( 52907): 72.07 3.093 12.67 41.34 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 52907)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. haID1= 1 ( 52907): 72 07 093) 12.67cms rs) 41.34) + ID2= 2 ( 52510): 5.23 0.087 13.92 31.25 ID = 3 ( 52907): 77.30 3.119 12.67 40.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52507)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 52.12 190.24 0.0400 54.48 189.97 0.0400 58.19 190.01 0.0400 60.19 189.87 0.0400 67.50 190.01 0.0400 68.55 189.87 0.0400 71.60 188.45 0.0400 72.32 188.38 0.0400 /0.0350 Main Channel 73.70 188.31 0.0350 Main Channel 75.00 188.35 0.0350 Main Channel 75.32 188.42 0.0350 /0.0600 Main Channel 78.78 188.90 0.0600 79.79 188.89 0.0600 83.67 188.56 0.0600 PEAK FLOW REDUCTION [Qout/Qin](%)= 31.19 TIME SHIFT OF PEAK FLOW (min)= 65.00 MAXIMUM STORAGE USED (ha.m.)= 0.0349 ROUTE CHN( 52508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .571E+00 0.0 0.20 10.67 0.07 0.07 .228E+01 0.0 0.32 6.72 0.10 0.10 .514E+01 0.0 0.42 5.13 0.13 0.13 .914E+01 0.0 0.51 4.24 0.17 0.17 .143E+02 0.1 0.59 3.65 0.20 0.20 .206E+02 0.1 0.66 3.23 0.23 0.23 .280E+02 0.2 0.73 2.92 0.27 0.27 .365E+02 0.2 0.80 2.67 0.30 0.30 .462E+02 0.3 0.87 2.47 0.33 0.33 .571E+02 0.4 0.93 2.30 0.37 0.37 .709E+02 0.6 1.05 2.04 0.41 0.41 .868E+02 0.8 1.14 1.88 0.44 0.44 .105E+03 1.0 1.21 1.78 0.48 0.48 .125E+03 1.2 1.26 1.70 0.52 0.52 .147E+03 1.5 1.30 1.65 0.56 0.56 .172E+03 1.8 1.33 1.61 0.59 0.59 .198E+03 2.1 1.36 1.58 0.63 0.63 .227E+03 2.4 1.38 1.55 0.67 0.67 .258E+03 2.8 1.40 1.53 INFLOW : ID= 2 ( 52401) OUTFLOW: ID= 1 ( 52508) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 2.89 0.04 13.58 29.93 0.13 0.50 2.89 0.04 13.58 29.92 0.13 0.50 CALIB NASHYD ( 52113) Area (ha)= 1.36 Curve Number (CN)= 41.0 1ID= 1 DT= 5.0 min Ia (mm)= 7.91 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.35 Unit Hyd Qpeak (cms)= 0.147 PEAK FLOW (cms)= 0.059 (i) 121.38 148.68 173.11 189.29 189.17 189.63 0.0600 0.0600 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m). (m) (cu.m.) (cms) (m/s) (min) 0.04 188.34 .105E+02 0.0 0.32 16.85 0.07 188.38 .385E+02 0.1 0.55 9.64 0.15 188.45 .118E+03 0.4 0.99 5.36 0.22 188.53 .219E+03 0.9 1.32 4.03 0.29 188.60 .354E+03 1.7 1.49 3.57 0.37 188.67 .603E+03 2.8 1.47 3.63 0.44 188.75 .976E+03 4.4 1.44 3.70 0.51 188.82 .147E+04 6.7 1.44 3.69 0.59 188.89 .209E+04 9.6 1.47 3.62 0.66 188.97 .284E+04 13.6 1.52 3.49 0.73 189.04 .369E+04 18.5 1.60 3.33 0.81 189.11 .462E+04 24.3 1.68 3.17 0.88 189.19 .566E+04 29.9 1.68 3.16 0.95 189.26 .713E+04 34.8 1.56 3.41 1.03 189.33 .908E+04 45.0 1.58 3.36 1.10 189.41 .112E+05 59.0 1.69 3.16 1.17 189.48 .134E+05 75.0 1.79 2.97 1.25 189.55 .157E+05 93.0 1.89 2.81 1.32 189.63 .181E+05 112.9 2.00 2.67 INFLOW : ID= 2 OUTFLOW: ID= 1 ( <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 52907) 77.30 3.12 12.67 40.66 0.38 1.46 52507) 77.30 3.09 12.75 40.66 0.38 1.46 I CALIB 1 NASHYD ( 52112) Area (ha)= 5.23 Curve Number (CN)= 46.0 IID= 1 DT= 5.0 min Ia (mm)= 8.27 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.46 Unit Hyd Qpeak (cms)= 0.437 PEAK FLOW (cms)= 0.219 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 30.814 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.255 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 52906)1 I 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 52112): 5.23 0.219) 12.42s rs) 30.81) + 102= 2 ( 52507): 77.30 3.090 12.75 40.66 ID = 3 ( 52906): 82.53 3.278 12.67 40.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. U.H. Tp(hrs)= 0.71 ROUTE CHN( 52505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 186.10 0.0600 5.81 185.91 0.0600 14.47 185.85 0.0600 17.70 185.97 0.0600 17.99 186.04 0.0600 25.13 185.91 0.0600 26.15 186.01 0.0600 43.23 185.74 0.0600 48.47 185.85 0.0600 52.08 185.74 0.0600 56.93 185.74 0.0600 62.37 185.97 0.0600 62.63 185.93 0.0600 69.33 186.07 0.0600 70.28 186.12 0.0600 73.08 185.73 0.0600 73.53 185.55 0.0600 /0.0350 Main Channel 74.80 185.25 0.0350 Main Channel 80.85 186.17 0.0400 85.18 186.28 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 185.30 .287E+01 0.0 0.19 24.67 0.09 185.34 .115E+02 0.0 0.31 15.54 0.13 185.38 .258E+02 0.0 0.41 11.86 0.17 185.42 .459E+02 0.1 0.49 9.79 0.21 185.47 .717E+02 0.1 0.57 8.44 0.26 185.51 .103E+03 0.2 0.64 7.47 0.30 185.55 .141E+03 0.3 0.71 6.74 0.35 185.60 .186E+03 0.5 0.81 5.97 0.39 185.64 .236E+03 0.7 0.88 5.43 0.44 185.69 .292E+03 1.0 0.96 5.03 0.48 185.73 .354E+03 1.3 1.02 4.71 0.53 185.78 .518E+03 1.6 0.90 5.33 0.57 185.83 .795E+03 2.2 0.78 6.13 0.62 185.87 .118E+04 2.9 0.71 6.78 0.66 185.92 .172E+04 3.9 0.66 7.31 0.71 185.96 .242E+04 5.3 0.64 7.57 0.75 186.01 .327E+04 7.2 0.63 7.58 0.80 186.05 .423E+04 9.7 0.66 7.30 0.84 186.10 .526E+04 12.7 0.70 6.88 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52906) 82.53 3.28 12.67 40.04 0.63 0.69 OUTFLOW: ID= 1 ( 52505) 82.53 3.16 12.83 40.04 0.63 0.70 CALIB NASHYD ( 52105) Area (ha)= 14.05 Curve Number (CN)= 42.0 ID= 1 DT= 5.0 min Ia (mm)= 7.52 # of Linear Res.(N)= 3.00 < 76.62 197.76 0.0350 76.83 197.84 0.0350 /0.0400 82.74 198.84 0.0400 83.46 198.63 0.0400 87.37 198.30 0.0400 107.20 199.24 0.0400 112.66 199.48 0.0400 134.82 199.94 0.0400 149.08 200.22 0.0400 Main Channel Main Channel TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 197.46 .382E+02 0.0 0.36 54.62 0.19 197.56 .153E+03 0.1 0.56 34.41 0.28 197.65 .694E+03 0.3 0.52 37.12 0.38 197.75 .199E+04 1.1 0.63 30.61 0.47 197.84 .411E+04 2.6 0.74 26.39 0.59 197.95 .745E+04 6.4 0.99 19.52 0.70 198.07 .111E+05 11.7 1.23 15.81 0.81 198.18 .150E+05 18.4 1.43 13.55 0.93 198.30 .192E+05 26.6 1.62 12.02 1.04 198.41 .238E+05 35.9 1.76 11.05 1.16 198.52 .292E+05 47.0 1.87 10.36 1.27 198.64 .355E+05 59.4 1.95 9.96 1.38 198.75 .426E+05 74.2 2.03 9.57 1.50 198.87 .505E+05 90.2 2.08 9.33 1.61 198.98 .593E+05 107.6 2.11 9.18 1.72 199.09 .691E+05 128.3 2.16 8.97 1.84 199.21 .799E+05 152.5 2.22 8.73 1.95 199.32 .919E+05 174.2 2.21 8.79 2.07 199.43 .106E+06 200.0 2.20 8.81 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52111) 79.79 2.07 13.83 48.04 0.44 0.70 OUTFLOW: ID= 1 ( 52516) 79.79 1.97 14.25 48.04 0.43 0.69 1 ADD HYD ( 52909)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a cms rsID1= 1 ( 52110): 52.35 1(780) 13.17) 45.50 + ID2= 2 ( 52516): 79.79 1.973 14.25 48.04 ID = 3 ( 52909): 132.14 3.363 13.75 47.03 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 52515)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 199.43 0.0400 20.40 199.24 0.0400 38.31 198.82 0.0400 44.76 198.51 0.0400 Unit Hyd Qpeak (cms)= 0.753 PEAK FLOW (cms)= 0.381 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 27.638 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.229 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 52110) Area (ha)= 52.35 Curve Number (CN)= 60.0 IID= 1 DT= 5.0 min Ia (mm)= 7.34 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.08 Unit Hyd Qpeak (cms)= 1.858 PEAK FLOW (cms)= 1.780 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 45.502 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.377 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 52111) Area (ha)= 79.79 Curve Number (CN)= 62.0 ID= 1 DT= 5.0 min Ia (mm)= 7.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.65 Unit Hyd Qpeak (cms)= 1.845 PEAK FLOW (cms)= 2.075 (i) TIME TO PEAK (hrs)= 13.833 RUNOFF VOLUME (mm)= 48.039 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.398 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 52516)1 1 IN= 2---> OUT= 1 Routing time step (min).= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 199.43 0.0400 20.40 199.24 0.0400 38.31 198.82 0.0400 44.76 198.51 0.0400 51.21 197.93 0.0400 57.25 197.65 0.0400 60.53 197.56 0.0400 67.10 197.74 0.0400 73.57 197.84 0.0400 /0.0350 Main Channel 73.66 197.79 0.0350 Main Channel 75.00 197.37 0.0350 Main Channel 51.21 57.25 60.53 67.10 73.57 73.66 75.00 76.62 76.83 82.74 83.46 87.37 107.20 112.66 134.82 149.08 197.93 197.65 197.56 197.74 197.84 197.79 197.37 197.76 197.84 198.84 198.63 198.30 199.24 199.48 199.94 200.22 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 Main Channel 0.0350 Main Channel 0.0350 Main Channel 0.0350 Main Channel 0.0350 /0.0400 Main Channel 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 197.46 .275E+02 0.0 0.50 27.98 0.19 197.56 .110E+03 0.1 0.79 17.63 0.28 197.65 .499E+03 0.4 0.73 19.02 0.38 197.75 .143E+04 1.5 0.89 15.68 0.47 197.84 .295E+04 3.6 1.03 13.52 0.59 197.95 .535E+04 8.9 1.40 10.00 0.70 198.07 .797E+04 16.4 1.72 8.10 0.81 198.18 .108E+05 25.9 2.01 6.94 0.93 198.30 .138E+05 37.3 2.27 6.16 1.04 198.41 .171E+05 50.4 2.47 5.66 1.16 198.52 .210E+05 66.0 2.63 5.31 1.27 198.64 .255E+05 83.4 2.74 5.10 1.38 198.75 .306E+05 104.0 2.85 4.90 1.50 198.87 .363E+05 126.5 2.92 4.78 1.61 198.98 .426E+05 151.0 2.97 4.70 1.72 199.09 .497E+05 180.1 3.04 4.60 1.84 199.21 .574E+05 213.9 3.12 4.47 1.95 199.32 .660E+05 244.4 3.10 4.50 2.07 199.43 .760E+05 280.6 3.09 4.51 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52909) 132.14 3.36 13.75 47.03 0.46 1.01 OUTFLOW: ID= 1 ( 52515) 132.14 3.32 13.92 47.03 0.46 1.01 1 CALIB 1 NASHYD ( 52107) Area (ha)= 11.31 Curve Number (CN)= 57.0 IID= 1 DT= 5.0 min Ia (mm)= 6.76 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.70 Unit Hyd Qpeak (cms)= 0.621 PEAK FLOW (cms)= 0.494 (l) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 42.528 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.352 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 52108)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 35.97 curve Number (CN)= 54.0 7.71 # of Linear Res.(N)= 3.00 1.03 Unit Hyd Qpeak (cms)= 1.329 PEAK FLOW (cms)= 1.061 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 38.803 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.321 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 52109) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 15.00 curve Number (CN)= 56.0 7.53 # of Linear Res.(N)= 3.00 0.97 Unit Hyd Qpeak (cms)= 0.592 PEAK FLOW (cms)= 0.493 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 40.995 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.339 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 52514)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 202.52 0.0400 4.96 202.43 0.0400 8.83 201.69 0.0400 44.04 201.13 0.0400 48.15 201.32 0.0400 49.72 200.86 0.0400 49.76 200.86 0.0400 /0.0350 51.76 200.68 0.0350 52.17 200.72 0.0350 52.76 200.89 0.0350 /0.0400 53.78 201.16 0.0400 56.05 201.11 0.0400 57.41 200.85 0.0400 73.74 200.68 0.0400 79.00 201.06 0.0400 87.58 201.15 0.0400 88.26 201.22 0.0400 91.99 201.30 0.0400 92.37 201.25 0.0400 94.94 201.34 0.0400 TRAVEL TIME TABLE Main Main Main Main Channel channel channel Channel 35.16 38.44 41.73 59.65 69.65 188.90 188.50 188.36 188.37 188.57 0.0400 0.0400 0.0400 0.0400 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 187.70 .158E+02 0.0 0.31 35.35 0.10 187.74 .437E+02 0.0 0.41 26.37 0.15 187.79 .106E+03 0.1 0.45 24.14 0.19 187.84 .198E+03 0.2 0.61 17.91 0.24 187.89 .307E+03 0.3 0.74 14.77 0.29 187.94 .432E+03 0.6 0.89 12.28 0.34 187.99 .572E+03 0.9 1.01 10.81 0.39 188.04 .726E+03 1.2 1.12 9.73 0.44 188.09 .895E+03 1.7 1.23 8.89 0.49 188.13 .108E+04 2.2 1.32 8.27 0.54 188.18 .128E+04 2.7 1.40 7.79 0.58 188.23 .149E+04 3.4 1.47 7.40 0.63 188.28 .172E+04 4.1 1.54 7.08 0.68 188.33 .197E+04 4.8 1.60 6.80 0.73 188.38 .235E+04 5.6 1.55 7.03 0.78 188.43 .327E+04 6.9 1.38 7.89 0.83 188.48 .433E+04 8.7 1.32 8.28 0.88 188.52 .551E+04 10.9 1.30 8.38 0.93 188.57 .679E+04 13.6 1.31 8.30 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 52912) 50.98 1.43 13.25 39.44 0.41 1.16 ID= 1 ( 52517) 50.98 1.42 13.42 39.43 0.41 1.16 1 ADD HYD ( 52910)1 1 + 2 = 3 ID1= 1 ( 52107): + ID2= 2 ( 52517): AREA (ha) 11.31 50.98 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.494 12.75 42.53 1.418 13.42 39.43 ID = 3 ( 52910): 62.29 1.787 13.17 39.99 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 52513)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 63.16 187.22 70.08 186.49 72.19 186.32 73.71 186.06 74.63 185.89 74.94 185.73 75.37 185.70 75.73 185.76 1.1) Manning 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 0.0350 Main Channel Main channel Main Channel Main Channel Main channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAVTIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 200.71 .619E+02 0.0 0.16 106.66 0.06 200.74 .248E+03 0.1 0.26 66.25 0.09 200.77 .554E+03 0.2 0.34 50.50 0.12 200.80 .979E+03 0.4 0.42 41.75 0.15 200.83 .152E+04 0.7 0.48 36.03 0.18 200.86 .218E+04 1.2 0.56 30.84 0.22 200.90 .304E+04 2.0 0.69 25.37 0.25 200.93 .394E+04 3.0 0.79 21.91 0.29 200.97 .488E+04 4.2 0.89 19.51 0.33 201.01 .585E+04 5.5 0.98 17.72 0.37 201.05 .686E+04 7.0 1.07 16.32 0.40 201.08 .793E+04 8.4 1.10 15.80 0.44 201.12 .915E+04 9.6 1.10 15.82 0.48 201.16 .106E+05 11.3 1.11 15.68 0.51 201.19 .123E+05 13.9 1.18 14.70 0.55 201.23 .141E+05 16.8 1.24 13.98 0.59 201.27 .161E+05 19.7 1.27 13.66 0.62 201.30 .184E+05 22.8 1.30 13.40 0.66 201.34 .208E+05 26.9 1.35 12.88 INFLOW : ID= 2 ( 52109) OUTFLOW: ID= 1 ( 52514) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 15.00 0.49 13.00 41.00 15.00 0.41 13.58 40.95 <-pipe / channel-> MAX DEPTH MAX VEL 0.13 (0 44 0.12 0.42 ADD HYD ( 52912)1 1 1 + 2 = 3 ID1= 1 ( 52108): + ID2= 2 ( 52514): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 35.97 1.061 13.08 38.80 15.00 0.407 13.58 40.95 ID = 3 ( 52912): 50.98 1.431 13.25 39.44 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52517)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------ Distance Elevation Manning 2.90 190.30 0.0600 19.39 187.89 0.0600 /0.0350 187.79 0.0350 20.14 21.72 22.06 22.47 23.39 25.59 26.94 27.47 30.75 31.05 31.63 33.84 34.88 187.65 187.66 188.01 188.80 188.95 188.87 189.14 189.02 188.90 188.69 188.78 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 Main Channel Main Channel Main Channel Main channel Main Channel Main Channel 76.26 77.30 78.55 79.51 103.88 106.36 113.42 119.71 121.28 123.38 138.05 142.88 DEPTH ELEV (m) 0.07 185.77 0.14 185.84 0.20 185.91 0.27 185.97 0.34 186.04 0.42 186.13 0.51 186.21 0.59 186.29 0.68 186.38 0.76 186.46 0.84 186.55 0.93 186.63 1.01 186.72 1.10 186.80 1.18 186.88 1.27 186.97 1.35 187.05 1.43 187.14 1.52 187.22 INFLOW : ID= 2 OUTFLOW: ID= 1 186.04 186.46 186.50 186.10 186.36 186.13 186.10 186.32 186.56 186.35 186.53 187.33 0,0350 /0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 TRAVEL TIME TABLE VOLUME FLOW RATE (cu.m.) .368E+01 .104E+02 .190E+02 .305E+02 .451E+02 .772E+02 .235E+03 .495E+03 .856E+03 .131E+04 .184E+04 .242E+04 .300E+04 .360E+04 .421E+04 .482E+04 .545E+04 .609E+04 .674E+04 (cms) 0.0 0.0 0.1 0.2 0.3 0.6 1.3 2.7 4.9 8.1 12.5 18.8 26.1 34.4 43.8 54.1 65.3 77.5 90.5 Main Channel > VELOCITY TRAV.TIME (m/s) (min) 0.28 5.79 0.47 3.50 0.59 2.80 0.67 2.46 0.75 2.19 0.81 2.02 0.56 2.93 0.53 3.07 0.56 2.92 0.61 2.68 0.67 2.45 0.76 2.15 0.86 1.92 0.94 1.74 1.02 1.60 1.10 1.49 1.18 1.39 1.25 1.31 1.32 1.24 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cros) (hrs) (mm) 52910) 62.29 1.79 13.17 39.99 52513) 62.29 1.79 13.25 39.99 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.54 0.55 0.53 0.55 CALIB 1 STANDHYD ( 52106) Area (ha)= 9.60 1ID= 1 DT= 5.0 min Total Imp(%)= 20.35 Dir. Conn.(%)= 19.46 Surface Area Dep. Storage Average slope Length Mannings n (ha)= (mm)= (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= IMPERVIOUS 1.95 2.00 2.00 252.97 0.013 147.82 5.00 3.10 5.00 0.27 PERVIOUS 7.65 7.61 2.00 40.00 0.250 (i) 47.69 15.00 (ii) 12.59 (ii) 15.00 0.08 *TOTALS* 0.76 0.59 1.252 (iii) 95.43 112.91 184.82 0.0400 185.36 0.0400 TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 12.08 118.77 120.77 0.98 12.17 32.34 120.77 0.27 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN. PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 47.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 12.08 49.16 120.77 0.41 ADD HYD ( 52911)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 52106): 9.60 1.252 12.08 49.16 + ID2= 2 ( 52513): 62.29 1.786 13.25 39.99 ID = 3 ( 52911): 71.89 1.902 13.17 41.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 52911)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 52911): 71.89 1.902) 13.17cms rs) 41.22) + ID2= 2 ( 52515): 132.14 3.325 13.92 47.03 ID = 1 ( 52911): 204.02 5.020 13.58 44.98 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 52512)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 19.30 185.30 0.0600 30.76 185.13 0.0600 36.85 184.88 0.0600 39.96 184.40 0.0600 40.82 184.65 0.0600 42.77 185.02 0.0600 51.39 184.97 0.0600 51.94 184.46 0.0600 /0.0350 Main Channel 54.49 183.61 0.0350 Main Channel 54.79 183.61 0.0350 Main Channel 57.34 184.46 0.0350 /0.0400 Main Channel 58.19 184.60 0.0400 59.40 184.74 0.0400 64.67 184.73 0.0400 65.08 184.69 0.0400 76.44 184.58 0.0400 88.54 184.60 0.0400 91.65 184.44 0.0400 Distance 19.30 30.76 35.16 36.85 39.96 42.77 51.39 51.94 54.49 54.79 57.34 58.19 59.40 64.67 65.08 76.90 88.54 91.65 95.43 112.91 Elevation 185.30 185.13 184.94 184.88 184.40 185.02 184.97 184.46 183.61 183.61 184.46 184.60 184.74 184.73 184.69 184.57 184.60 184.44 184.82 185.36 Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 Main Channel 0.0350 Main Channel 0.0350 Main channel 0.0350 /0.0400 Main Channel 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 183.69 .103E+02 0.0 0.35 10.41 0.17 183.78 .302E+02 0.1 0.52 7.09 0.26 183.86 .596E+02 0.2 0.65 5.62 0.34 183.95 .984E+02 0.3 0.77 4.74 0.43 184.03 .147E+03 0.6 0.88 4.15 0.51 184.12 .205E+03 0.9 0.99 3.71 0.60 184.20 .272E+03 1.3 1.08 3.37 0.68 184.29 .349E+03 1.9 1.18 3.10 0.77 184.37 .435E+03 2.5 1.27 2.88 0.85 184.46 .537E+03 3.3 1.34 2.72 0.94 184.55 .717E+03 4.6 1.41 2.60 1.04 184.65 .121E+04 6.6 1.20 3.06 1.13 184.74 .201E+04 10.0 1.10 3.33 1.22 184.83 .299E+04 15.5 1.14 3.22 1.32 184.93 .404E+04 22.3 1.21 3.02 1.41 185.02 .526E+04 30.3 1.26 2.89 1.50 185.11 .672E+04 40.7 1.33 2.75 1.60 185.21 .832E+04 52.6 1.39 2.63 1.69 185.30 .101E+05 66.5 1.44 2.53 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL INFLOW : ID= 2 ( 52905) 300.60 (cms)77 (hrs)31 42 82 1.07 (1.16 OUTFLOW: ID= 1 ( 52504) 300.60 7.72 13.25 42.82 1.07 1.16 CALIB STANDHYD ( 52104)1 Area (ha)= 2.91 ID= 1 DT= 5.0 min 1 Total Imp(%)= 30.18 Dir. Conn.(%)= 28.08 IMPERVIOUS PERVIOUS (i) 0.88 2.03 2.00 9.75 1.00 2.00 139.39 40.00 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 183.69 .376E+01 0.0 0.40 3.34 0.17 183.78 .110E+02 0.1 0.58 2.27 0.26 183.86 .217E+02 0.2 0.74 1.80 0.34 183.95 .358E+02 0.4 0.87 1.52 0.43 184.03 .534E+02 0.7 1.00 1.33 0.51 184.12 .744E+02 1.0 1.12 1.19 0.60 184.20 .989E+02 1.5 1.23 1.08 0.68 184.29 .127E+03 2.1 1.34 1.00 0.77 184.37 .158E+03 2.9 1.44 0.92 0.85 184.46 .195E+03 3.7 1.52 0.87 0.94 184.55 .260E+03 5.2 1.60 0.83 1.04 184.65 .428E+03 7.4 1.37 0.97 1.13 184.74 .716E+03 11.2 1.25 1,06 1.22 184.83 .107E+04 17.4 1.29 1,03 1.32 184.93 .145E+04 25.0 1.37 0.97 1.41 185.02 .190E+04 34.1 1.43 0.93 1.50 185.11 .243E+04 45.8 1.51 0.88 1.60 185.21 .301E+04 59.3 1.57 0.84 1.69 185.30 .365E+04 75.0 1.64 0.81 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52911) 204.02 5.02 13.58 44.98 0.93 1.59 OUTFLOW: ID= 1 ( 52512) 204.02 5.02 13.67 44.98 0.93 1.59 I ADD HYD ( 52905)1 1 1+ 2= 3 AREA QPEAK TPEAK R.V. (ha (cms rsID1= 1 ( 52105): 14.05) 0.381) 12.75) 27.64) + IN= 2 ( 52505): 82.53 3.160 12.83 40.04 ID = 3 ( 52905): 96.58 3.538 12.83 38.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 52905)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 52905): 96.58 3.538 12.83 38.23 + ID2= 2 ( 52512): 204.02 5.022 13.67 44.98 ID = 1 ( 52905): 300.60 7.733 13.17 42.82 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52504) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------> Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- 0.013 0.250 147.82 27.23 5.00 15.00 2.67 (ii) 14.54 (ii) 5.00 15.00 0.29 0.08 PEAK FLOW (cms)= 0.34 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.09 12.17 20.24 120.77 0.17 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 33.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.409 (iii) 12.08 47.90 120.77 0.40 IADD HYD ( 52904)1 1 + 2 = 3 AREA QPEAK TPEAK R.V.. (ha) (cms) (hrs) (mm) ID1= 1 ( 52104): 2.91 0.409 12.08 47.90 + ID2= 2 ( 52504): 300.60 7.716 13.25 42.82 ID = 3 ( 52904): 303.51 7.746 13.25 42.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.50 0.0800 3.91 183.43 0.0800 8.15 183.27 0.0800 10.42 182.93 0.0800 13.81 183.27 0.0800 17.65 183.24 0.0800 18.76 183.40 0.0800 29.23 183.28 0.0800 34.41 182.74 0.0800 37.25 181.86 0.0800 /0.0350 Main channel 39.50 181.21 0.0350 Main Channel 41.45 181.86 0.0350 /0.0800 Main Channel 43.91 183.12 0.0800 45.04 183.25 0.0800 58.29 183.32 0.0800 70.17 183.19 0.0800 79.82 183.04 0.0800 85.18 182.74 0.0800 90.18 182.84 0.0800 Surface Area (ha)- Dep. Storage (mm)= Average Slope (%)_ Length (m)= < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 181.29 .132E+01 0.0 0.70 1.47 0.16 181.37 .527E+01 0.1 1.12 0.92 0.24 181.45 .119E+02 0.3 1.46 0.70 0.33 181.53 .211E+02 0.6 1.77 0.58 0.41 181.61 .330E+02 1.1 2.05 0.50 0.49 181.70 .475E+02 1.8 2.32 0.44 0.57 181.78 .646E+02 2.7 2.57 0.40 0.65 181.86 .844E+02 3.8 2.81 0.37 0.74 181.95 .109E+03 5.8 3.27 0.32 0.83 182.04 .136E+03 8.0 3.64 0.28 0.92 182.13 .165E+03 10.6 3.95 0.26 1.01 182.21 .197E+03 13.5 4.21 0.24 1.10 182.30 .232E+03 16.7 4.44 0.23 1.19 182.39 .269E+03 20.2 4.64 0.22 1.27 182.48 .309E+03 24.1 4.82 0.21 1.36 182.57 .351E+03 28.3 4.98 0.21 1.45 182.66 .395E+03 32.8 5.13 0.20 1.54 182.75 .443E+03 37.5 5.23 0.20 1.63 182.84 .515E+03 42.2 5.06 0.20 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52904) 303.51 7.75 13.25 42.86 0.82 3.59 OUTFLOW: ID= 1 ( 52503) 303.51 7.74 13.25 42.86 0.82 3.59 STLIB ANDHYD ( 52103)1 Area (ha)= 2.55 ID= 1 DT= 5.0 min I Total Imp(%)= 23.92 Dir. Conn.(%)= 23.92 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.61 1.94 Dep. Storage (mm)= 2.00 8.49 Average Slope (%)= 1.00 2.00 Length (m)= 130.34 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 30.39 5.00 15.00 2.56 (ii) 13.93 (ii) 5.00 15.00 0.29 0.08 0.25 12.08 118.77 120.77 0.98 0.10 12.17 23.14 120.77 0.19 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 37.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.331 (iii) 12.08 46.01 120.77 0.38 CALIB I NASHYD ( 52102)1 Area (ha)= 1.08 Curve Number (CN)= 53.0 ID= 1 DT= 5.0 min I Ia (mm)= 6.44 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.22 Unit Hyd Qpeak (cms)= 0.192 PEAK FLOW (cms)= 0.099 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 38.439 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.318 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 HY ADD D2 ( 52902)1 + = 3 AREA QPEAK TPEAK R.V. (ha cms rs mm ID1 1 ( 52102): 1.08) 0.099) 12.17) 38.44) + ID2= 2 ( 52502): 306.06 7.776 13.25 42.89 ID = 3 ( 52902): 307.15 7.788 13.25 42.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52501)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 177.84 0.1000 0.39 177.84 0.1000 4.95 177.36 0.1000 7.38 177.33 0.1000 10.29 177.60 0.1000 15.63 177.37 0.1000 18.83 178.12 0.1000 19.82 178.16 0.1000 21.04 177.64 0.1000 /0.0350 Main Channel 22.02 177.29 0.0350 Main Channel 22.95 177.15 0.0350 Main Channel 24.54 177.32 0.0350 Main Channel 25.74 177.64 0.0350 /0.1000 Main Channel 28.33 178.29 0.1000 29.30 178.14 0.1000 33.28 178.04 0.1000 34.87 178.23 0.1000 36.74 178.32 0.1000 38.84 178.82 0.1000 63.49 179.12 0.1000 I ADD HYD ( 52903)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 52103): 2.55 0.331 12.08 46.01 + ID2= 2 ( 52503): 303.51 7.745 13.25 42.86 ID = 3 ( 52903): 306.06 7.771 13.25 42.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 52502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.50 0.0800 3.91 183.43 0.0800 8.15 183.27 0.0800 10.42 182.93 0.0800 13.81 183.27 0.0800 17.65 183.24 0.0800 18.76 183.40 0.0800 29.23 183.28 0.0800 34.41 182.74 0.0800 37.25 181.86 0.0800 /0.0350 Main Channel 39.50 181.21 0.0350 Main Channel 41.45 181.86 0.0350 /0.0800 Main Channel 43.91 183.12 0.0800 45.04 183.25 0.0800 58.29 183.32 0.0800 70.17 183.19 0.0800 79.82 183.04 0.0800 85.18 182.74 0.0800 90.18 182.84 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 181.29 .193E+01 0.0 0.59 2.57 0.16 181.37 .772E+01 0.1 0.93 1.62 0.24 181.45 .174E+02 0.2 1.22 1.24 0.33 181.53 .309E+02 0.5 1.48 1.02 0.41 181.61 .482E+02 0.9 1.71 0.88 0.49 181.70 .695E+02 1.5 1.93 0.78 0.57 181.78 .946E+02 2.2 2.14 0.70 0.65 181.86 .123E+03 3.2 2.34 0.64 0.74 181.95 .159E+03 4.8 2.73 0.55 0.83 182.04 .199E+03 6.7 3.04 0.50 0.92 182.13 .242E+03 8.8 3.29 0.46 1.01 182.21 .289E+03 11.2 3.51 0.43 1.10 182.30 .339E+03 13.9 3.71 0.41 1.19 182.39 .394E+03 16.9 3.87 0.39 1.27 182.48 .452E+03 20.1 4.02 0.37 1.36 182.57 .513E+03 23.6 4.16 0.36 1.45 182.66 .579E+03 27.4 4.28 0.35 1.54 182.75 .648E+03 31.2 4.36 0.35 1.63 182.84 .754E+03 35.2 4.22 0.36 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52903) 306.06 7.77 13.25 42.89 0.87 3.16 OUTFLOW: ID= 1 ( 52502) 306.06 7.78 13.25 42.89 0.87 3.16 0.07 177.22 .105E+02 0.0 0.29 15.08 0.11 177.26 .236E+02 0.0 0.38 11.51 0.14 177.29 .419E+02 0.1 0.46 9.43 0.18 177.33 .646E+02 0.1 0.55 7.91 0.21 177.36 .102E+03 0.2 0.58 7.53 0.25 177.40 .161E+03 0.3 0.57 7.67 0.28 177.43 .237E+03 0.5 0.56 7.77 0.32 177.47 .331E+03 0.7 0.56 7.79 0.35 177.50 .442E+03 1.0 0.56 7.75 0.39 177.54 .571E+03 1.2 0.57 7.67 0.42 177.57 .718E+03 1.6 0.58 7.55 0.46 177.61 .883E+03 2.0 0.59 7.39 0.49 177.64 .106E+04 2.5 0.61 7.12 0.53 177.68 .126E+04 3.1 0.65 6.68 0.57 177.72 .147E+04 3.9 0.69 6.32 0.61 177.76 .169E+04 4.7 0.73 6.02 0.65 177.80 .191E+04 5.5 0.76 5.75 0.69 177.84 .214E+04 6.4 0.79 5.55 *** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 52902) 307.15 7.79 13.25 42.87 0.69 0.79 OUTFLOW: ID= 1 ( 52501) 307.15 7.75 13.33 42.87 0.69 0.79 I CALIB 1 STANDHYD ( 52101) Area (ha)= 2.83 IIE 1 DT= 5.0 min Total Imp(%)= 23.64 Dir. Conn.(%)= 18.10 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.67 2.16 Dep. Storage (mm)= 2.00 9.70 Average Slope (%)= 1.00 2.00 Length (m)= 137.31 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 53.40 5.00 15.00 2.64 (ii) 11.71 (ii) 5.00 15.00 0.29 0.09 PEAK FLOW (cms)= 0.21 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.19 12.17 33.90 120.77 0.28 **** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20%. YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 48.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.370 (iii) 12.08 49.26 120.77 0.41 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 177.19 .262E+01 0.0 0.18 23.94 I ADD HYD ( 52901)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 52101): 2.83 0.370 12.08 49.26 + ID2= 2 ( 52501): 307.15 7.750 13.33 42.87 PEAK FLOW (cms)- 0.72 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.31 12.17 26.69 120.77 0.22 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! 0.972 (iii) 12.08 49.79 120.77 0.41 ID = 3 ( 52901): 309.98 7.782 13.33 42.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 41102) Area (ha)= 3.14 Curve Number (CN)= 43.0 ID= 1 DT= 5.0 min Ia (mm)= 9.12 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.26 Unit Hyd Qpeak (cms)= 0.454 PEAK FLOW (cms)- 0.175 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 27.786 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.230 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 41103) Area (ha)= 2.39 Curve Number (CN)= 40.0 ID= 1 DT= 5.0 min I Ia (mm)= 9.95 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.42 Unit Hyd Qpeak (cros)= 0.217 PEAK FLOW (cms)- 0.085 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 24.969 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.207 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I STANDHYD ( 41104)1 Area (ha)= 7.04 ID= 1 DT= 5.0 min I Total Imp(%)= 26.58 Dir. Conn.(%)= 25.09 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.87 5.17 Dep. Storage (mm)= 2,00 8.90 Average Slope (%)= 1.00 2.00 Length (m)= 216.63 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- 147.82 36.07 5.00 15.00 3.47 (ii) 14.09 (ii) 5.00 15.00 0.26 0.08 *TOTALS* INFLOW : ID= 2 ( 41104) OUTFLOW: ID= 1 ( 41503) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 7.04 0.97 12.08 49.79 0.33 1.25 7.04 0.94 12.08 49.79 0.33 1.23 IADD HYD ( 41903)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 41103): 2.39 0.085 12.42 24.97 + ID2= 2 ( 41503): 7.04 0.939 12.08 49.79 ID = 3 ( 41903): 9.43 0.986 12.08 43.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 41502)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 31.30 179.21 0.1000 31.99 179.30 0.1000 34.21 179.33 0.1000 34.95 179.38 0.1000 39.07 178.58 0.1000 /0.0350 Main Channel 40.03 178.39 0.0350 Main Channel 41.03 178.37 0.0350 Main Channel 42.07 178.50 0.0350 /0.1000 Main Channel 43.05 178.68 0.1000 44.20 178.71 0.1000 47.63 179.19 0.1000 56.31 179.34 0.1000 57.04 179.48 0.1000 58.39 179.43 0.1000 59.21 179.53 0.1000 61.38 179.34 0.1000 65.00 179.35 0.1000 67.98 179.67 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 178.41 .472E+01 0.0 0.30 5.88 0.09 178.46 .127E+02 0.1 0.47 3.77 0.13 178.50 .232E+02 0.1 0.60 2.96 0.17 178.54 .367E+02 0.3 0.75 2.37 0.22 178.59 .523E+02 0.4 0.87 2.03 0.26 178.63 .700E+02 0.7 0.99 1.78 0.31 178.68 .901E+02 0.9 1.09 1.63 0.35 178.72 .115E+03 1.2 1.14 1.56 0.40 178.77 .144E+03 1.6 1.17 1.51 0.44 178.81 .176E+03 2.0 1.21 1.47 0.48 178.86 .211E+03 2.5 1.24 1.43 0.53 178.90 .248E+03 3.0 1.27 1.40 0.57 178.95 .288E+03 3.5 1.30 1.37 0.62 178.99 .331E+03 4.1 1.32 1.34 0.66 179.03 .376E+03 4.8 1.35 1.31 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 41.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 41503)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.08 0.1000 1.81 183.15 0.1000 5.28 183.17 0.1000 7.88 183.00 0.1000 13.63 180.85 0.1000 /0.0350 Main Channel 14.57 180.58 0.0350 Main Channel 15.40 180.61 0.0350 Main Channel 16.63 180.82 0.0350 /0.1000 Main Channel 21.17 182.36 0.1000 23.19 182.47 0.1000 35.64 182.77 0.1000 37.35 183.20 0.1000 37.68 183.17 0.1000 40.35 182.65 0.1000 40.89 182.79 0.1000 41.40 182.94 0.1000 42.71 182.88 0.1000 43.11 182.93 0.1000 44.46 182.71 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.12 180.70 .128E+02 0.1 0.66 2.36 0.24 180.82 .392E+02 0.4 1.00 1.55 0.38 180.96 .821E+02 1.3 1.47 1,05 0.52 181.10 .135E+03 2.6 1.78 0.87 0.66 181.24 .199E+03 4.3 2.00 0.77 0.80 181.38 .272E+03 6.4 2.17 0.71 0.94 181.52 .356E+03 8.8 2.30 0.67 1.08 181.66 .450E+03 11.7 2.41 0.64 1.22 181.80 .554E+03 15.0 2.51 0.62 1.36 181.94 .668E+03 18.6 2.59 0.60 1.50 182.08 .793E+03 22.7 2.66 0.58 1.64 182.22 .928E+03 27.2 2.73 0.57 1.78 182.36 .107E+04 32.2 2.79 0.56 1.92 182.50 .124E+04 36.7 2.74 0.56 2.06 182.64 .148E+04 42.0 2.64 0.59 2.20 182.78 .180E+04 48.5 2.50 0.62 2.34 182.92 .220E+04 56.8 2.40 0.64 2.48 183.06 .264E+04 66.3 2.33 0.66 2.62 183.20 .316E+04 74.9 2.20 0.70 0.71 0.75 0.80 0.84 179.08 179.12 179.17 179.21 .423E+03 .474E+03 .527E+03 .584E+03 INFLOW : ID= 2 ( 41903) OUTFLOW: ID= 1 ( 41502) 5.5 1.37 1.29 6.2 1.39 1.27 7.0 1.42 1.25 7.7 1.41 1.26 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 9.43 0.99 12.08 43.50 0.32 1.10 9.43 1.01 12.08 43.50 0.32 1.10 IADDD +YD2 ( 41902) 1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 41102): 3.14 0.175) 12.25cms rs) 27.79) + ID2= 2 ( 41502): 9.43 1.015 12.08 43.50 ID = 3 ( 41902): 12.57 1.153 12.08 39.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 41501)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 178.12 0.1000 4.26 178.06 0.1000 4.65 178.13 0.1000 7.80 178.01 0.1000 9.98 178.05 0.1000 13.86 178.30 0.1000 21.08 178.09 0.1000 21.97 178.20 0.1000 25.10 178.20 0.1000 25.90 177.70 0.1000 /0.0400 Main Channel 27.26 177.32 0.0400 Main Channel 28.49 177.65 0.0400 /0.1000 Main Channel 31.41 178.43 0.1000 35.45 178.35 0.1000 35.83 178.30 0.1000 38.48 178.36 0.1000 41.35 178.28 0.1000 42.90 178.28 0.1000 44.88 178.39 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 177.37 .144E+01 0.0 0.19 11.30 0.11 177.43 .576E+01 0.0 0.30 7.12 0.17 177.48 .130E+02 0.0 0.40 5.43 0.22 177.54 .230E+02 0.1 0.48 4.48 0.28 177.59 .360E+02 0.2 0.56 3.86 0.33 177.65 .518E+02 0.3 0.63 3.42 0.39 177.71 .724E+02 0.4 0.74 2.93 0.45 177.77 .957E+02 0.6 0.85 2.54 0.51 177.83 .122E+03 0.9 0.94 2.30 0.57 177.89 .150E+03 1.2 1.02 2.13 0.63 177.95 .181E+03 1.5 1.08 2.01 0.69 178.01 .214E+03 1.9 1.13 1.91 0.75 178.07 .270E+03 2.3 1.10 1.98 0.81 178.13 .379E+03 2.8 0.96 2.26 0.87 178.19 .536E+03 3.5 0.84 2.56 0.93 178.25 .740E+03 4.3 0.76 2.85 0.99 178.31 .982E+03 5.3 0.70 3.09 1.05 178.37 .128E+04 6.6 0.67 3.21 1.11 178.43 .162E+04 8.3 0.67 3.24 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 41902) 12.57 1.15 12.08 39.58 0.57 1.01 OUTFLOW: ID= 1 ( 41501) 12.57 1.10 12.08 39.58 0.56 0.99 CALIB NASHYD ( 41101) Area (ha)= 1.99 Curve Number (CN)= 54.0 ID= 1 DT= 5.0 min Ia (mm)= 8.47 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.31 Unit Hyd Qpeak (cms)= 0.248 PEAK FLOW (cms)= 0.142 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 38.354 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.318 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 41901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 41101): 1.99 0.142) 12.25cms rs) 38.35) + ID2= 2 ( 41501): 12.57 1.099 12.08 39.58 ID = 3 ( 41901): 14.56 1.221 12.17 39.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB I NASHYD ( 51155) Area (ha)= 96.29 Curve Number (CN)= 69.0 ID= 1 DT= 5.0 min Ia (mm)= 8.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.89 Unit Hyd Qpeak (cms)= 4.151 PEAK FLOW (cms)= 4.773 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 56.049 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.464 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I NASHYD ( 51152)1 Area (ha)= 45.14 Curve Number (CN)= 73.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.84 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.81 Unit Hyd Qpeak (cms)= 2.115 PEAK FLOW (cms)= 2.647 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 61.644 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.510 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51153) Area (ha)= 30.73 Curve Number (CN)= 75.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 8.12 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.48 Unit Hyd Qpeak (cms)= 2.425 PEAK FLOW (cms)= 2.768 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 64.307 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.532 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 51934)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 51150): 52.76 3.704) 12.75cms rs) 66.53) + ID2= 2 ( 51152): 45.14 2.647 12.83 61.64 ID = 3 ( 51934): 97.90 6.333 12.75 64.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 51934)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. a) ID1= 3 ( 51934): 97.90 6.333) 12.75cms rs) 64.28 + ID2= 2 ( 51153): 30.73 2.768 12.42 64.31 ID = 1 ( 51934): 128.63 8.781 12.67 64.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51934)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. Mm ID1= 1 ( 51934): 128.63 8.781) 12.67cMs rs) 64.28) I ROUTE CHN( 51540)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0,10 .178E+03 0.3 1.37 9.38 0.20 0,20 .402E+03 1.1 2.05 6.28 0.30 0.30 .672E+03 2.2 2.57 5.02 0.40 0.40 .989E+03 3.8 3.00 4.29 0.50 0.50 .135E+04 5.9 3.39 3.80 0.60 0.60 .176E+04 8.5 3.75 3.44 0.70 0.70 .222E+04 11.7 4.08 3.16 0.80 0.80 .272E+04 15.4 4.39 2.94 0.90 0.90 .327E+04 19.8 4.68 2.75 1.00 1.00 .386E+04 24.8 4.97 2.59 1.11 1.11 .461E+04 32.6 5.47 2.35 1.22 1.22 .547E+04 41.4 5.85 2.20 1.33 1.33 .644E+04 51.1 6.13 2.10 1.44 1.44 .753E+04 61.8 6.35 2.03 1.56 1.56 .873E+04 73.6 6.51 1.98 1.67 1.67 .100E+05 86.4 6.64 1.94 1.78 1.78 .115E+05 100.2 6.75 1.91 1.89 1.89 .130E+05 115.2 6.83 1.88 2.00 2.00 .147E+05 131.2 6.91 1.86 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51155) 96.29 4.77 12.92 56.05 0.44 3.16 OUTFLOW: ID= 1 ( 51540) 96.29 4.76 13.00 56.05 0.44 3.16 CALIB NASITYD ( 51150) Area (ha)= 52.76 Curve Number (CN)= 76.0 ID= 1 DT= 5.0 min Ia (mm)= 7.24 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.71 Unit Hyd Qpeak (cms)= 2.822 PEAK FLOW (cms)= 3.704 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 66.526 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.551 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. + 102= 2 ( 51540): 96.29 4.762 13.00 56.05 ID = 3 ( 51934): 224.92 13.201 12.75 60.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51539)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .571E+02 0.3 1.15 3.59 0.20 0.20 .129E+03 0.9 1.72 2.41 0.30 0.30 .216E+03 1.9 2.15 1.92 0.40 0.40 .318E+03 3.2 2.52 1.64 0.50 0.50 .434E+03 5.0 2.84 1.45 0.60 0.60 .566E+03 7.2 3.14 1.32 0.70 0.70 .712E+03 9.8 3.42 1.21 0.80 0.80 .873E+03 12.9 3.68 1.12 0.90 0.90 .105E+04 16.6 3.93 1.05 1.00 1.00 .124E+04 20.8 4.16 0.99 1.11 1.11 .148E+04 27.4 4.59 0.90 1.22 1.22 .176E+04 34.7 4.91 0.84 1.33 1.33 .207E+04 42.9 5.14 0.80 1.44 1.44 .242E+04 51.8 5.32 0.78 1.56 1.56 .280E+04 61.7 5.46 0.76 1.67 1.67 .323E+04 72.4 5.57 0.74 1.78 1.78 .368E+04 84.0 5.66 0.73 1.89 1.89 .418E+04 96.5 5.73 0.72 2.00 2.00 .471E+04 110.0 5.79 0.71 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (. 51934) 224.92 13.20 12.75 60.76 0.81 3.69 OUTFLOW: ID= 1 ( 51539) 224.92 13.20 12.75 60.76 0.80 3.69 1 CALIB 1 NASHYD ( 51147) Area (ha)= 9.88 Curve Number (CN)= 78.0 11D= 1 DT= 5.0 min Ia (mm)= 8.22 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.28 Unit Hyd Qpeak (cms)= 1.368 PEAK FLOW (cms)= 1.436 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 68.738 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.569 + ID2= 2 ( 51539): (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 51179)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= 95.27 Curve Number (CN)= 77.0 7.49 # of Linear Res.(N)= 3.00 0.82 Unit Hyd Qpeak (cms)- 4.427 PEAK FLOW (cms)= 6.169 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 67.838 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.562 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 HY ADD1 D2 ( 51933)1 + = 3 ID1= 1 ( 51147): + ID2= 2 ( 51179): AREA (ha) 9.88 95.27 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.436 12.25 68.74 6.169 12.83 67.84 ID = 3 ( 51933): 105.15 6.661 12.75 67.92 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 51933)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51933): 105.15 6.661 12.75 67.92 224.92 13.200 12.75 60.76 ID = 1 ( 51933): 330.07 19.862 12.75 63.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51538)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 DEPTH (m) 0.10 0.20 0.30 ELEV (m) 0.10 0.20 0.30 TRAVEL TIME TABLE VOLUME (cu.m.) .536E+03 .121E+04 .203E+04 FLOW RATE (cms) 0.2 0.8 1.7 Main Channel Main Channel Main Channel Main Channel VELOCITY (m/s) 1.02 1.52 1.91 TRAV.TIME (min) 38.05 25.50 20.36 U.H. Tp(hrs)= 0.56 Unit Hyd Qpeak (cms)- 3.202 PEAK FLOW (cms)= 4.357 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 72.971 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.604 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51151) ID= 1 DT= 5.0 min Area (ha)= Ia (m)- U.H. Tp(hrs)= 67.63 Curve Number (CN)= 75.0 7.10 # of Linear Res.(N)= 3.00 0.89 Unit Hyd Qpeak (cms)= 2.886 PEAK FLOW (cms)= 3.921 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 65.144 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.539 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 51932)1 1 + 2 = 3 ID1= 1 ( 51149): + ID2= 2 ( 51151): AREA (ha) 46.86 67.63 QPEAK TPEAK R.V. (cms) (hrs) (mm) 4.357 12.50 72.97 3.921 12.92 65.14 ID = 3 ( 51932): 114.49 7.908 12.67 68.35 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51537)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION Elevation 2.00 1.00 0.00 0.00 1.00 2.00 ( 1.1) > Manning 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .311E+03 0.3 1.17 19.18 0.20 0.20 .703E+03 0.9 1.75 12.85 0.30 0.30 .118E+04 1.9 2.20 10.26 0.40 0.40 .173E+04 3.3 2.57 8.77 0.50 0.50 .2.37E+04 5.1 2.90 7.77 0.60 0.60 .308E+04 7.3 3.20 7.03 0.40 0.40 .298E+04 2.9 2.23 17.40 0.50 0.50 .408E+04 4.4 2.52 15.41 0.60 0.60 .531E+04 6.3 2.78 13.95 0.70 0.70 .669E+04 8.7 3.03 12.82 0.80 0.80 .820E+04 11.5 3.26 11.92 0.90 0.90 .986E+04 14.7 3.48 11.16 1.00 1.00 .116E+05 18.4 3.69 10.52 1.11 1.11 .139E+05 24.3 4.07 9.55 1.22 1.22 .165E+05 30.8 4.35 8.93 1.33 1.33 .194E+05 38.0 4.56 8.52 1.44 1.44 .227E+05 45.9 4.72 8.23 1.56 1.56 .263E+05 54.7 4.84 8.02 1.67 1.67 .303E+05 64.2 4.94 7.87 1.78 1.78 .346E+05 74.5 5.01 7.75 1.89 1.89 .393E+05 85.6 5.08 7.65 2.00 2.00 .443E+05 97.5 5.13 7.57 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51933) 330.07 19.86 12.75 63.04 1.03 3.77 OUTFLOW: ID= 1 ( 51538) 330.07 19.43 12.92 63.04 1.02 3.74 1 CALIB NASHYD ( 51145) IID- 1 DT= 5.0 min Area (ha)= 115.45 Ia (mm)= 7.85 U.H. Tp(hrs)= 0.70 Unit Hyd Qpeak (cms)= 6.263 PEAK FLOW (cros)= 9.009 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 72.273 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.598 Curve Number (CN)= 80.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 51148) 1D= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= 58.62 Curve Number (CN)= 81.0 7.26 # of Linear Res.(N)= 3.00 0.43 Unit Hyd Qpeak (cms)= 5.171 PEAK FLOW (cros)= 6.706 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 74.431 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.616 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 51149) Area (ha)= 46.86 Curve Number (CN)= 80.0 1ID- 1 DT= 5.0 min Ia (mm)= 7.05 # of Linear Res.(N)= 3.00 0.70 0.70 .388E+04 10.0 3.49 6.46 0.80 0.80 .476E+04 13.2 3.75 6.01 0.90 0.90 .572E+04 16.9 4.00 5.63 1.00 1.00 .676E+04 21.2 4.25 5.30 1.11 1.11 .806E+04 27.9 4.68 4.81 1.22 1.22 .956E+04 35.4 5.00 4.50 1.33 1.33 .113E+05 43.7 5.25 4.29 1.44 1.44 .132E+05 52.9 5.43 4.15 1.56 1.56 .153E+05 62.9 5.57 4.04 1.67 1.67 .176E+05 73.9 5.68 3.97 1.78 1.78 .201E+05 85.7 5.77 3.90 1.89 1.89 .228E+05 98.5 5.84 3.85 2.00 2.00 .257E+05 112.2 5.91 3.81 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 51932) 114.49 7.91 12.67 68.35 0.62 3.26 ID= 1 ( 51537) 114.49 7.82 12.75 68.35 0.62 3.25 1 CALIB NASHYD ( 51146) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 44.75 Curve Number (CN)= 81.0 7.15 # of Linear Res.(N)= 3.00 0.44 Unit Hyd Qpeak (cms)= 3.920 PEAK FLOW (cros)= 5.102 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 74.527 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.617 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51931) 1 D + 2 AREA QPEAK TPEAK R.V. ID1= 1 ( 51146): 44.75 5.102) 12.42) 74.53) + ID2= 2 ( 51148): 58.62 6.706 12.42 74.43 ID = 3 ( 51931): 103.38 11.808 12.42 74.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51931)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 51931): 103.38 11� 08) 12.42cms rs) 74.47) + ID2= 2 ( 51537): 114.49 7.825 12.75 68.35 ID = 1 ( 51931): 217.87 18.352 12.50 71.25 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51536)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 I ADD +YD2 ( 51930) 1 = 3 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Main Main Main Channel Channel Channel Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .367E+03 0.3 1.11 0.20 0.20 .829E+03 0.9 1.65 0.30 0.30 .139E+04 1.8 2.07 0.40 0.40 .204E+04 3.1 2.42 0.50 0.50 .279E+04 4.8 2.73 0.60 0.60 .364E+04 6.9 3.02 0.70 0.70 .458E+04 9.4 3.28 0.80 0.80 .561E+04 12.4 3.53 0.90 0.90 .675E+04 16.0 3.77 1.00 1.00 .797E+04 20.0 4.00 1.11 1.11 .951E+04 26.3 4.41 1.22 1.22 .113E+05 33.4 4.71 1.33 1.33 .133E+05 41.2 4.94 1.44 1.44 .155E+05 49.8 5.12 1.56 1.56 .180E+05 59.3 5.25 1.67 1.67 .207E+05 69.6 5.35 1.78 1.78 .237E+05 80.7 5.44 1.89 1.89 .269E+05 92.8 5.51 2.00 2.00 .303E+05 105.7 5.56 INFLOW : ID= OUTFLOW: ID= <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2 ( 51931) 217.87 18.35 12.50 71.25 1 ( 51536) 217.87 18.03 12.58 71.25 TRAV.TIME (min) 24.02 16.10 12.85 10.98 9.73 8.81 8.09 7.52 7.05 6.64 6.03 5.64 5.38 5.20 5.07 4.97 4.89 4.83 4.78 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.96 3.90 0.95 3.89 CALIB NASHYD ( 51144).1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 6.126 PEAK FLOW (cms)= 8.949 TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 77.719 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.644 89.49 Curve Number (CN)= 7.39 # of Linear Res.(N)= 0.56 (i) (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 83.0 3.00 1.56 1.67 1.78 1.89 2.00 1.56 1.67 1.78 1.89 2.00 .943E+04 .109E+05 .124E+05 .141E+05 .159E+05 INFLOW : ID= 2 ( 51930) OUTFLOW: ID= 1 ( 51535) AREA (ha) 752.88 752.88 47.6 55.9 64.9 74.6 85.0 4.22 4.30 4.37 4.43 4.47 <---- hydrograph ----> WEAK TPEAK R.V. (cms) (hrs) (mm) 53.68 12.67 68.58 53.56 12.75 68.58 3.30 3.24 3.19 3.15 3.11 <-pipe / channel-> MAX DEPTH MAX VEL 1.64 (4.28 1.63 4.27 CALIB NASHYD ( 51164)1 ID= 1 DT= 5.0 min Area (ha)= 32.92 Ia (mm)= 7.45 U.H. Tp(hrs)= 0.34 Unit Hyd Qpeak (cms)= 3.698 PEAK FLOW (cms)= 4.950 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 81.181 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.672 Curve Number (CN)= 85.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB NASHYD ( 51167)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 47.01 8.05 0.32 Unit Hyd Qpeak (cms)= 5.683 PEAK FLOW (cms)= 7.101 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 77.097 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.638 Curve Number (CN)= 83.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51173) ID= 1 DT= 5.0 min Area (ha)= 41.61 Ia (mm)= 8.01 U.H. Tp(hrs)= 1.14 Unit Hyd Qpeak (cms)= 1.398 PEAK FLOW (cms)= 1.706 (i) TIME TO PEAK (hrs)= 13.250 RUNOFF VOLUME (mm)= 56.046 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.464 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW Curve Number (CN)= 69.0 # of Linear Res.(N)= 3.00 IF ANY. AREA QPEAK TPEAK R.V. ID1= 1 ( 51144): 89.49 8.949) (hrs) (mm) + ID2= 2 ( 51145): 115.45 9.009 ---------------------------- 12.50 77.72 12.67 72.27 ID = 3 ( 51930): 204.94 17.752 12.58 74.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51930)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 51930): 204.94 17.752) 12.58cms rs) 74.65) + ID2= 2 ( 51536): 217.87 18.029 12.58 71.25 ID = 1 ( 51930): 422.80 35.782 12.58 72.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I AD1 +YD2 ( 51930) 1 = 3 ID1= 1 ( 51930): + 102= 2 ( 51538): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 422.80 35.782 12.58 72.90 330.07 19.429 12.92 63.04 ID = 3 ( 51930): 752.88 53.683 12.67 68.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51535)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .192E+03 0.2 0.89 15.65 0.20 0.20 .434E+03 0.7 1.33 10.49 0.30 0.30 .727E+03 1.4 1.66 8.37 0.40 0.40 .107E+04 2.5 1.95 7.15 0.50 0.50 .146E+04 3.8 2.20 6.34 0.60 0.60 .190E+04 5.5 2.43 5.74 0.70 0.70 .240E+04 7.6 2.64 5.27 0.80 0.80 .294E+04 10.0 2.84 4.90 0.90 0.90 .353E+04 12.8 3.03 4.59 1.00 1.00 .418E+04 16.1 3.22 4.33 1.11 1.11 .498E+04 21.1 3.55 3.93 1.22 1.22 .591E+04 26.8 3.79 3.67 1.33 1.33 .696E+04 33.1 3.97 3.50 1.44 1.44 .813E+04 40.0 4.11 3.39 I CALIB 1 NASHYD ( 51174) ID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= 74.74 Curve Number (CN)= 74.0 6.90 # of Linear Res.(N)= 3.00 1.17 Unit Hyd Qpeak (cms)= 2.430 PEAK FLOW (cms)= 3.444 (i) TIME TO PEAK (hrs)= 13.250 RUNOFF VOLUME (mm)= 63.834 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.529 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51946)1 1 + 2 = 3 ID1= 1 ( 51173): + ID2= 2 (51174) : AREA (ha) 41.61 74.74 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.706 13.25 56.05 3.444 13.25 63.83 ID = 3 ( 51946): 116.35 5.150 13.25 61.05 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51552)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .176E+03 0.2 1.01 12.57 0.20 0.20 .397E+03 0.8 1.51 8.43 0.30 0.30 .665E+03 1.6 1.89 6.73 0.40 0.40 .978E+03 2.8 2.21 5.75 0.50 0.50 .134E+04 4.4 2.50 5.09 0.60 0.60 .174E+04 6.3 2.76 4.61 0.70 0.70 .219E+04 8.6 3.00 4.24 0.80 0.80 .269E+04 11.4 3.23 3.94 0.90 0.90 .323E+04 14.6 3.45 3.69 1.00 1.00 .382E+04 18.3 3.66 3.48 1.11 1.11 .456E+04 24.1 4.04 3.15 1.22 1.22 .540E+04 30.5 4.31 2.95 1.33 1.33 .637E+04 37.7 4.52 2.82 1.44 1.44 .744E+04 45.6 4.68 2.72 1.56 1.56 .863E+04 54.2 4.80 2.65 1.67 1.67 .993E+04 63.7 4.90 2.60 1.78 1.78 .113E+05 73.9 4.97 2.56 1.89 2.00 1.89 .129E+05 84.9 5.04 2.00 .145E+05 96.7 5.09 INFLOW : ID= 2 ( 51946) OUTFLOW: ID= 1 ( 51552) AREA (ha) 116.35 116.35 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.15 13.25 61.05 5.14 13.25 61.05 2.53 2.50 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.54 2.60 0.54 2.59 CALIB NASHYD ( 51172) ID= 1 DT= 5.0 min Area (ha)= 30.51 curve Number (CN)= Ia (mm)= 9.43 # of Linear Res.(N)= U.N. Tp(hrs)= 0.69 Unit Hyd Qpeak (cms)- 1.689 PEAK FLOW (cms)- 1.607 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 49.966 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.414 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 65.0 3.00 1 ADD 2 HYD ( 51945)= 3 1 ID1= 1 ( 51172): + ID2= 2 ( 51552): AREA (ha) 30.51 116.35 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.607 12.67 49.97 5.136 13.25 61.05 ID = 3 ( 51945): 146.85 6.410 13.17 58.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51551)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .136E+03 0.2 0.76 13.03 0.20 0.20 .308E+03 0.6 1.13 8.73 0.30 0.30 .515E+03 1.2 1.41 6.97 0.40 0.40 .757E+03 2.1 1.66 5.96 0.50 0.50 .104E+04 3.3 1.87 5.28 0.60 0.60 .135E+04 4.7 2.06 4.78 0.70 0.70 .170E+04 6.4 2.25 4.39 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .182E+03 0.3 1.33 9.92 0.20 0.20 .412E+03 1.0 1.99 6.65 0.30 0.30 .689E+03 2.2 2.49 5.31 0.40 0.40 .101E+04 3.7 2.91 4.53 0.50 0.50 .139E+04 5.8 3.29 4.02 0.60 0.60 .181E+04 8.3 3.63 3.64 0.70 0.70 .227E+04 11.3 3.95 3.34 0.80 0.80 .279E+04 15.0 4.25 3.11 0.90 0.90 .335E+04 19.2 4.54 2.91 1.00 1.00 .396E+04 24.1 4.81 2.74 1.11 1.11 .472E+04 31.6 5.31 2.49 1.22 1.22 .560E+04 40.1 5.67 2.33 1.33 1.33 .660E+04 49.5 5.95 2.22 1.44 1.44 .772E+04 59.9 6.15 2.15 1.56 1.56 .895E+04 71.3 6.31 2.09 1.67 1.67 .103E+05 83.7 6.44 2.05 1.78 1.78 .118E+05 97.1 6.54 2.02 1.89 1.89 .133E+05 111.6 6.62 1.99 2.00 2.00 .151E+05 127.2 6.69 1.97 INFLOW : ID= OUTFLOW: ID= <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 2 ( 51944) 157.82 6.95 13.08 59.46 0.55 3.44 1 ( 51550) 157.82 6.94 13.08 59.46 0.54 3.43 1 CALIB NASHYD ( 51170)1 IID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= 45.15 Curve Number (CN)= 7.64 # of Linear Res.(N)= 0.33 Unit Hyd Qpeak (cms)- 5.290 PEAK FLOW (cms)- 6.204 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 72.441 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.600 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 80.0 3.00 1 HY ADD D2 ( 51943)1 + = 3 ID1= 1 ( 51170): + ID2= 2 ( 51550): AREA (ha) 45.15 157.82 QPEAK TPEAK R.V. (cms) (hrs) (mm) 6.204 12.25 72.44 6.936 13.08 59.46 ID = 3 ( 51943): 202.97 9.714 12.50 62.35 0.80 0.90 1.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 0.80 0.90 1.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 INFLOW : ID= 2 OUTFLOW: ID= 1 .208E+04 .250E+04 .296E+04 .353E+04 .419E+04 .493E+04 .576E+04 .668E+04 .769E+04 .879E+04 .997E+04 .112E+05 51945) 51551) AREA (ha) 146.85 146.85 8.5 10.9 13.7 18.0 22.8 28.2 34.1 40.5 47.6 55.2 63.5 72.3 2.42 2.58 2.74 3.02 3.22 3.38 3.50 3.59 3.66 3.72 3.77 3.81 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 6.41 13.17 58.75 6.41 13.17 58.75 4.08 3.82 3.60 3.27 3.06 2.92 2.82 2.75 2.69 2.65 2.62 2.59 <-pipe / channel-> MAX DEPTH MAX VEL 0.70 (2.24 0.70 2.24 1 CALIB 1 NASHYD ( 51171) IID= 1 DT= 5.0 min Area (ha)- Ia U.H. Tp(hrs)= 10.96 Curve Number (CN)= 78.0 7.87 # of Linear Res.(N) 3.00 0.47 Unit Hyd Qpeak (cms)= 0.893 PEAK FLOW (cms)- 1.096 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 69.063 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.572 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYO ( 51944) 3 1 ID1= 1 ( 51171): + ID2= 2 ( 51551): AREA (ha) 10.96 146.85 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.096 12.42 69.06 6.408 13.17 58.75 ID = 3 ( 51944): 157.82 6.945 13.08 59.46 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51550)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .545E+02 0.3 1.28 0.20 0.20 .123E+03 1.0 1.91 0.30 0.30 .206E+03 2.1 2.39 0.40 0.40 .303E+03 3.6 2.80 0.50 0.50 .415E+03 5.5 3.16 0.60 0.60 .540E+03 8.0 3.49 0.70 0.70 .680E+03 10.9 3.80 0.80 0.80 .834E+03 14.4 4.09 0.90 0.90 .100E+04 18.5 4.37 1.00 1.00 .119E+04 23.1 4.63 1.11 1.11 .141E+04 30.4 5.10 1.22 1.22 .168E+04 38.6 5.45 1.33 1.33 .198E+04 47.7 5.72 1.44 1.44 .231E+04 57.6 5.92 1.56 1.56 .268E+04 68.6 6.07 1.67 1.67 .308E+04 80.5 6.19 1.78 1.78 .352E+04 93.4 6.29 1.89 1.89 .399E+04 107.4 6.37 2.00 2.00 .450E+04 122.3 6.44 Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 ( 51943) OUTFLOW: ID= 1 ( 51549) AREA (ha) 202.97 202.97 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 9.71 12.50 62.35 9.72 12.50 62.35 TRAV.TIME (min) 3.09 2.07 1.65 1.41 1.25 1,13 1,04 0.97 0.91 0.85 0.77 0.72 0.69 0.67 0.65 0.64 0.63 0.62 0.61 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.66 3.67 0.66 3.66 I CALIB 1 NASHYD ( 51178)1 ID= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) PEAK FLOW DOES NOT 0.898 16.16 Curve Number (CN)= 73.0 7.30 # of Linear Res.(N)= 3.00 0.69 1.083 (i) 12.667 62.077 120.770 0.514 INCLUDE BASEFLOW IF ANY. NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51549)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 I CALIB I NASHYD ( 51177) Area (ha)= 53.13 IID- 1 DT= 5.0 min Ia (mm)= 8.10 U.H. Tp(hrs)= 1.77 Curve Number (CN)= 68.0 # of Linear Res.(N)= 3.00 OUTFLOW: ID= 1 ( 51555) 69.29 2.08 13.50 56.40 0.45 1.35 Unit Hyd Qpeak (cms)= 1.144 PEAK FLOW (cms)- 1.507 (i) TIME TO PEAK (hrs)= 14.000 RUNOFF VOLUME (mm)= 54.670 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.453 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 51949)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51177): 53.13 1.507 14.00 54.67 + ID2= 2 ( 51178): 16.16 1.083 12.67 62.08 ID = 3 ( 51949): 69.29 2.124 13.17 56.40 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51555)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .317E+03 0.1 0.58 39.46 0.20 0.20 .717E+03 0.5 0.87 26.45 0.30 0.30 .120E+04 0.9 1.09 21.12 0.40 0.40 .176E+04 1.6 1.27 18.05 0.50 0.50 .241E+04 2.5 1.44 15.98 0.60 0.60 .314E+04 3.6 1.59 14.47 0.70 0.70 .395E+04 5.0 1.73 13.30 0.80 0.80 .485E+04 6.5 1.86 12.36 0.90 0.90 .583E+04 8.4 1.98 11.58 1.00 1.00 .689E+04 10.5 2.10 10.92 1.11 1.11 .822E+04 13.8 2.32 9.90 1.22 1.22 .975E+04 17.5 2.48 9.26 1.33 1.33 .115E+05 21.7 2.60 8.84 1.44 1.44 .134E+05 26.2 2.69 8.54 1.56 1.56 .156E+05 31.2 2.76 8.32 1.67 1.67 .179E+05 36.6 2.81 8.16 1.78 1.78 .205E+05 42.5 2.86 8.03 1.89 1.89 .232E+05 48.8 2.90 7.93 2.00 2.00 .262E+05 55.6 2.93 7.85 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51949) 69.29 2.12 13.17 56.40 0.46 1.36 1 ROUTE CHN(. 51554)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .511E+03 0.2 1.00 37.06 0.20 0.20 .116E+04 0.8 1.49 24.83 0.30 0.30 .193E+04 1.6 1.87 19.83 0.40 0.40 .285E+04 2.8 2.19 16.94 0.50 0.50 .389E+04 4.3 2.47 15.01 0.60 0.60 .507E+04 6.2 2.73 13.59 0.70 0.70 .638E+04 8.5 2.97 12.49 0.80 0.80 .783E+04 11.2 3.19 11.60 0.90 0.90 .941E+04 14.4 3.41 10.87 1.00 1.00 .111E+05 18.1 3.62 10.25 1.11 1.11 .133E+05 23.8 3.99 9.30 1.22 1.22 .157E+05 30.1 4.26 8.70 1.33 1.33 .185E+05 37.2 4.47 8.30 1.44 1.44 .217E+05 45.0 4.62 8.02 1.56 1.56 .251E+05 53.6 4.74 7.81 1.67 1.67 .289E+05 62.9 4.84 7.66 1.78 1.78 .330E+05 73.0 4.91 7.54 1.89 1.89 .375E+05 83.8 4.98 7.45 2.00 2.00 .422E+05 95.5 5.03 7.37 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51948) 211.80 8.39 13.25 59.16 0.69 2.95 OUTFLOW: ID= 1 ( 51554) 211.80 8.27 13.42 59.16 0.69 2.94 CALIB NASHYD ( 51168)1 Area (ha)= 75.58 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.12 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= 3.885 PEAK FLOW (cms)- 5.570 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 71.293 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.590 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 51169)1 Area (ha)= 31.02 Curve Number (CN)= 77.0 1 CALIB NASHYD ( 51175) Area (ha)= 67.55 Curve Number (CN)= 73.0 1 ID= 1 DT= 5.0 min Ia (mm)= 7.13 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.12 Unit Hyd Qpeak (cms)= 2.293 PEAK FLOW (cms)- 3.129 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)= 62.209 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.515 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 51176) Area (ha)= 74.96 Curve Number (CN)= 71.0 1ID= 1 DT= 5.0 min Ia (mm)= 7.70 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.15 Unit Hyd Qpeak (cms)= 2.490 PEAK FLOW (cms)- 3.222 (i) TIME TO PEAK (hrs)= 13.250 RUNOFF VOLUME (mm)= 58.963 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.488 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51948)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 51175): 67.55 3.129) 13.17) 62.21) + 102= 2 ( 51176): 74.96 3.222 13.25 58.96 ID = 3 ( 51948): 142.51 6.347 13.17 60.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51948)1 1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51948): 142.51 6.347 13.17 60.50 + ID2= 2 ( 51555): 69.29 2.077 13.50 56.40 ID = 1 ( 51948): 211.80 8.395 13.25 59.16 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1ID= 1 DT= 5.0 min 1 Ia (mm)= 7.76 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.36 Unit Hyd Qpeak (cms)- 3.309 PEAK FLOW (cms)= 3.674 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 67.606 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.560 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 51947)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 51168): 75.58 5.570) 12.75cms rs) 71.29) + 102= 2 ( 51169): 31.02 3.674 12.33 67.61 ID = 3 ( 51947): 106.60 8.306 12.50 70.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51947)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51947): 106.60 8.306 12.50 70.22 + ID2= 2 ( 51554): 211.80 8.267 13.42 59.16 ID = 1 ( 51947): 318.40 13.913 13.00 62.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51553)1 IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .181E+03 0.2 0.95 13.70 0.20 0.20 .408E+03 0.7 1.42 9.18 0.30 0.30 .683E+03 1.6 1.78 7.33 0.40 0.40 .100E+04 2.7 2.09 6.27 0.50 0.50 .137E+04 4.1 2.36 5.55 0.60 0.60 .179E+04 5.9 2.60 5.02 0.70 0.70 .225E+04 8.1 2.83 4.62 0.80 0.80 .276E+04 10.7 3.05 4.29 0.90 0.90 .332E+04 13.8 3.25 4.02 1.00 1.00 .392E+04 17.3 3.45 3.79 1.11 1.11 .468E+04 22.7 1.22 1.22 .555E+04 28.8 1.33 1.33 .654E+04 35.5 1.44 1.44 .765E+04 43.0 1.56 1.56 .887E+04 51.1 1.67 1.67 .102E+05 60.0 1.78 1.78 .117E+05 69.7 1.89 1.89 .132E+05 80.0 2.00 2.00 .149E+05 91.2 3.81 4.07 4.26 4.41 4.53 4.62 4.69 4.75 4.80 3.44 3.22 3.07 2.96 2.89 2.83 2.79 2.75 2.73 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51947) 318.40 13.91 13.00 62.86 0.90 3.26 OUTFLOW: ID= 1 ( 51553) 318.40 13.91 13.00 62.86 0.90 3.26 ADD HYD ( 51942)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51167): 47.01 7.101 12.25 77.10 + ID2= 2 ( 51549): 202.97 9.723 12.50 62.35 ID = 3 ( 51942): 249.99 16.211 12.33 65.12 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 51942)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. mm ID1= 3 ( 51942): 249.99 16.211) 12.33cms rs) 65.12) + 102= 2 ( 51553): 318.40 13.908 13.00 62.86 ID = 1 ( 51942): 568.39 26.712 12.50 63.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51548)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .195E+03 0.2 0.96 14.64 0.20 0.20 .441E+03 0.7 1.44 9.81 0.30 0.30 .737E+03 1.6 1.80 7.83 0.40 0.40 .108E+04 2.7 2.11 6.70 0.50 0.50 .148E+04 4.2 2.38 5.93 < 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .109E+03 0.2 0.80 9.91 0.20 0.20 .246E+03 0.6 1.19 6.64 0.30 0.30 .412E+03 1.3 1.49 5.30 0.40 0.40 .606E+03 2.2 1.74 4.53 0.50 0.50 .828E+03 3.4 1.96 4.01 0.60 0.60 .108E+04 4.9 2.17 3.63 0.70 0.70 .136E+04 6.8 2.36 3.34 0.80 0.80 .167E+04 8.9 2.54 3.10 0.90 0.90 .200E+04 11.5 2.71 2.91 1.00 1.00 .237E+04 14.4 2.88 2.74 1.11 1.11 .282E+04 18.9 3.17 2.49 1.22 1.22 .335E+04 24.0 3.39 2.33 1.33 1.33 .394E+04 29.6 3.55 2.22 1.44 1.44 .461E+04 35.8 3.68 2.14 1.56 1.56 .534E+04 42.6 3.77 2.09 1.67 1.67 .615E+04 50.0 3.85 2.05 1.78 1.78 .703E+04 58.0 3.91 2.02 1.89 1.89 .797E+04 66.7 3.96 1.99 2.00 2.00 .899E+04 76.0 4.00 1.97 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51941) 623.57 33.72 12.42 65.41 1.41 3.63 OUTFLOW: ID= 1 ( 51547) 623.57 33.65 12.50 65.41 1.40 3.63 CALIB NASHYD ( 51165) Area (ha)= 92.54 Curve Number (CN)= 80.0 ID= 1 DT= 5.0 min Ia (mm)= 8.27 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.66 Unit Hyd Qpeak (cms)= 5.380 PEAK FLOW (cms)= 7.569 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 71.908 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.595 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 51940)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51165): 92.54 7.569 12.67 71.91 + ID2= 2 ( 51547): 623.57 33.647 12.50 65.41 0.60 0.60 .193E+04 6.0 2.63 5.37 0.70 0.70 .243E+04 8.2 2.86 4.93 0.80 0.80 .298E+04 10.8 3.08 4.58 0.90 0.90 .358E+04 13.9 3.29 4.30 1.00 1.00 .424E+04 17.4 3.49 4.05 1.11 1.11 .505E+04 22.9 3.84 3.67 1.22 1.22 .600E+04 29.1 4.11 3.44 1.33 1.33 .706E+04 35.9 4.31 3.28 1.44 1.44 .826E+04 43.4 4.46 3.17 1.56 1.56 .957E+04 51.7 4.57 3.09 1.67 1.67 .110E+05 60.7 4.67 3.03 1.78 1.78 .126E+05 70.4 4.74 2.98 1.89 1.89 .143E+05 80.9 4.80 2.94 2.00 2.00 .161E+05 92.2 4.85 2.91 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 51942) 568.39 26.71 12.50 63.86 1.18 4.00 OUTFLOW: ID= 1 ( 51548) 568.39 26.70 12.58 63.86 1.18 4.00 CALIB NASHYD ( 51166) Area (ha)= 55.18 Curve Number (CN)= 85.0 IID= 1 DT= 5.0 min Ia (mm)= 7.15 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.36 Unit Hyd Qpeak (cms)= 5.904 PEAK FLOW (cms)= 7.993 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 81.460 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.675 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51941)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 51166): 55.18 7.993) 12.33cms rs) 81.46) + ID2= 2 ( 51548): 568.39 26.698 12.58 63.86 ID = 3 ( 51941): 623.57 33.723 12.42 65.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51547)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel ROUTE CHN( 51546)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .105E+03 0.2 0.86 8.87 0.20 0.20 .237E+03 0.7 1.28 5.94 0.30 0.30 .396E+03 1.4 1.60 4.74 0.40 0.40 .582E+03 2.4 1.87 4.05 0.50 0.50 .796E+03 3.7 2.11 3.59 0.60 0.60 .104E+04 5.3 2.33 3.25 0.70 0.70 .131E+04 7.3 2.54 2.99 0.80 0.80 .160E+04 9.6 2.73 2.78 0.90 0.90 .192E+04 12.3 2.91 2.60 1.00 1.00 .227E+04 15.5 3.09 2.45 1.11 1.11 .271E+04 20.3 3.41 2.22 1.22 1.22 .322E+04 25.8 3.64 2.08 1.33 1.33 .379E+04 31.8 3.82 1.99 1.44 1.44 .443E+04 38.5 3.95 1.92 1.56 1.56 .514E+04 45.8 4.05 1.87 1.67 1.67 .591E+04 53.8 4.14 1.83 1.78 1.78 .676E+04 62.4 4.20 1.80 1.89 1.89 .767E+04 71.7 4.25 1.78 2.00 2.00 .864E+04 81.7 4.30 1.76 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51940) 716.11 40.97 12.50 66.25 1.48 3.99 OUTFLOW: ID= 1 ( 51546) 716.11 40.93 12.50 66.25 1.48 3.99 I CALIB I I NASHYD ( 51163)1 Area (ha)= 26.47 Curve Number (CN)= 86.0 11D= 1 DT= 5.0 min I is (mm)= 6.76 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.33 Unit Hyd Qpeak (cms)= 3.046 PEAK FLOW (cms)= 4.175 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 83.647 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.693 ID = 3 ( 51940): 716.11 40.968 12.50 66.25 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 51939)I 1 1+ 2= 3 I ID1= 1 ( 51163): + ID2= 2 ( 51164): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 26.47 4.175 12.25 83.65 32.92 4.950 12.25 81.18 I ROUTE CHN( 51544)1 I IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 ID = 3 ( 51939): 59.39 9.126 12.25 82.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. 1 ADD HYD ( 51939)1 3 + 2 = 1 1D1= 3 ( 51939): + ID2= 2 ( 51546): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 59.39 9.126 12.25 82.28 716.11 40.928 12.50 66.25 ID = 1 ( 51939): 775.50 48.272 12.50 67.48 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51545)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .327E+02 0.2 0.79 0.20 0.20 .738E+02 0.6 1.17 0.30 0.30 .124E+03 1.3 1.47 0.40 0.40 .182E+03 2.2 1.72 0.50 0.50 .248E+03 3.4 1.94 0.60 0.60 .324E+03 4.9 2.14 0.70 0.70 .407E+03 6.7 2.33 0.80 0.80 .500E+03 8.8 2.51 0.90 0.90 .600E+03 11.3 2.68 1.00 1.00 .710E+03 14.2 2.84 1.11 1.11 .847E+03 18.7 3.13 1.22 1.22 .100E+04 23.7 3.35 1.33 1.33 .118E+04 29.2 3.51 1.44 1.44 .138E+04 35.4 3.63 1.56 1.56 .160E+04 42.1 3.73 1.67 1.67 .185E+04 49.4 3.80 1.78 1.78 .211E+04 57.3 3.86 1.89 1.89 .239E+04 65.9 3.91 2.00 2.00 .270E+04 75.0 3.95 INFLOW : OUTFLOW: ID= 1 ( 51545) AREA (ha) ID= 2 ( 51939) 775.50 775.50 TRAV.TIME (min) 3.01 2.02 1.61 1.38 1.22 1.10 1.01 0.94 0.88 0.83 0.76 0.71 0.67 0.65 0.64 0.62 0.61 0.61 0.60 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 48.27 12.50 67.48 1.65 3.79 48.37 12.50 67.48 1.65 3.79 CALIB I NASHYD ( 51161)1 ID= 1 DT= 5.0 min 1 Area (ha)= 102.52 Curve Number (CN)= 81.0 Ia (mm)- 7.24 # of Linear Res.(N)= 3.00 U.H. Tp(hrs) 0.98 Unit Hyd Qpeak (cms)- 3.983 PEAK FLOW (cms)= 6.423 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 74.453 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.616 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51162) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)- U.H. Tp(hrs)= 58.96 Curve Number (CN)= 82.0 7.68 # of Linear Res.(N)= 3.00 0.41 Unit Hyd Qpeak (cms)- 5.492 PEAK FLOW (cms)= 7.193 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 75.740 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.627 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51937)1 1 + 2 = 3 I ID1= 1 ( 51160): + ID2= 2 ( 51161): AREA (ha) 17.68 102.52 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.185 12.17 79.80 6.423 13.00 74.45 ID = 3 ( 51937): 120.20 7.082 12.83 75.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51937)1 3 + 2 = 1 ID1= 3 ( 51937): + ID2= 2 ( 51162): AREA (ha) 120.20 58.96 QPEAK TPEAK R.V. (cms) (hrs) (mm) 7.082 12.83 75.24 7.193 12.33 75.74 ID = 1 ( 51937): 179.15 13.833 12.42 75.40 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51937)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51937): 179.15 13.833 12.42 75.40 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0,10 .817E+02 0.2 0.72 8.17 0.20 0,20 .185E+03 0.6 1.08 5.47 0.30 0.30 .309E+03 1.2 1.35 4.37 0.40 0.40 .455E+03 2.0 1.59 3.74 0.50 0.50 .622E+03 3.1 1.79 3.31 0.60 0.60 .810E+03 4.5 1.98 3.00 0.70 0.70 .102E+04 6.2 2.15 2.75 0.80 0.80 .125E+04 8.1 2.31 2.56 0.90 0.90 .150E+04 10.5 2.47 2.40 1.00 1.00 .178E+04 13.1 2.62 2.26 1.11 1.11 .212E+04 17.2 2.89 2.05 1.22 1.22 .251E+04 21.8 3.09 1.92 1.33 1.33 .296E+04 27.0 3.24 1.83 1.44 1.44 .346E+04 32.6 3.35 1.77 1.56 1.56 .401E+04 38.8 3.44 1.72 1.67 1.67 .462E+04 45.6 3.51 1.69 1.78 1.78 .528E+04 52.9 3.56 1.66 1.89 1.89 .599E+04 60.8 3.61 1.64 2.00 2.00 .675E+04 69.2 3.64 1.62 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 51545) 775.50 48.37 12.50 67.48 1.71 3.53 ID= 1 ( 51544) 775.50 48.42 12.50 67.48 1.71 3.53 CALIB NASHYD ( 51160) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 17.68 Curve Number (CN)= 84.0 6.96 # of Linear Res.(N)= 3.00 0.25 Unit Hyd Qpeak (cms)= 2.648 PEAK FLOW (cms)- 3.185 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 79.803 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.661 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. + ID2= 2 ( 51544): 775.50 48.420 12.50 67.48 ID = 3 ( 51937): 954.66 61.985 12.50 68.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51543)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .930E+02 0.2 0.67 0.20 0.20 .210E+03 0.5 0.99 0.30 0.30 .352E+03 1.1 1.24 0.40 0.40 .518E+03 1.9 1.46 0.50 0.50 .708E+03 2.9 1.64 0.60 0.60 .922E+03 4.1 1.82 0.70 0.70 .116E+04 5.7 1.98 0.80 0.80 .142E+04 7.5 2.13 0.90 0.90 .171E+04 9.6 2.27 1.00 1.00 .202E+04 12.0 2.41 1.11 1.11 .241E+04 15.8 2.65 1.22 1.22 .286E+04 20.1 2.84 1.33 1.33 .337E+04 24.8 2.97 1.44 1.44 .394E+04 30.0 3.08 1.56 1.56 .457E+04 35.7 3.16 1.67 1.67 .526E+04 41.9 3.22 1.78 1.78 .600E+04 48.6 3.27 1.89 1.89 .681E+04 55.8 3.31 2.00 2.00 .768E+04 63.6 3.35 TRAV. TIME (min) 10.12 6.78 5.42 4.63 4.10 3.71 3.41 3.17 2.97 2.80 2.54 2.38 2.27 2.19 2.13 2.09 2.06 2.03 2.01 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 (. 51937) 954.66 61.99 12.50 68.97 1.98 3.34 OUTFLOW: ID= 1 ( 51543) 954.66 61.92 12.50 68.97 1.98 3.34 ROUTE CHN( 51542)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .113E+03 0.2 0.68 0.20 0.20 .256E+03 0.5 1.01 0.30 0.30 .429E+03 1.1 1.26 0.40 0.40 .631E+03 1.9 1.48 0.50 0.50 .862E+03 2.9 1.67 0.60 0.60 .112E+04 4.2 1.84 0.70 0.70 .141E+04 5.7 2.00 0.80 0.80 .173E+04 7.6 2.16 0.90 0.90 .208E+04 9.7 2.30 1.00 1.00 .246E+04 12.2 2.44 1.11 1.11 .294E+04 16.0 2.69 1.22 1.22 .349E+04 20.3 2.88 1.33 1.33 .411E+04 25.1 3.01 1.44 1.44 .480E+04 30.4 3.12 1.56 1.56 .557E+04 36.2 3.20 1.67 1.67 .641E+04 42.4 3.27 1.78 1.78 .732E+04 49.3 3.32 1.89 1.89 .830E+04 56.6 3.36 2.00 2.00 .936E+04 64.5 3.39 INFLOW : ID= 2 ( 51543) OUTFLOW: ID= 1 ( 51542) AREA (ha) 954.66 954.66 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 61.92 12.50 68.97 61.64 12.58 68.97 TRAV.TIME (min) 12.16 8.15 6.51 5.56 4.93 4.46 4.10 3.81 3.57 3.36 3.05 2.86 2.72 2.63 2.57 2.52 2.48 2.44 2.42 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.96 3.38 1.96 3.38 CALIB NASHYD ( 51159)1 ID= 1 DT= 5.0 min Area (ha)= 67.11 Ia (mm)= 7.31 U.H. Tp(hrs)= 0.64 Unit Hyd Qpeak (cms)- 4.011 PEAK FLOW (cms)- 6.231 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 79.536 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.659 Curve Number (CN)= 84.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 HY ADD1 D2 ( 51935)1 + = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51159): 67.11 6.231 12.58 79.54 + ID2= 2 ( 51542): 954.66 61.644 12.58 68.97 ID = 3 ( 51935): 1021.77 67.875 12.58 69.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51541)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 Unit Hyd Qpeak (cms)= 1.749 PEAK FLOW (cms)- 2.153 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 64.753 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.536 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51142) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 4.439 70.43 Curve Number (CN)= 84.0 7.18 # of Linear Res.(N)= 3.00 0.61 PEAK FLOW (cms)- 6.813 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 79.657 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.660 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD 2 HYD ( 51929)= 3 1 ID1= 1 ( 51141): + ID2= 2 ( 51142): AREA (ha) 27.84 70.43 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.153 12.58 64.75 6.813 12.58 79.66 ID = 3 ( 51929): 98.27 8.966 12.58 75.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51929)1 I 3+ 2= 1 1 ID1= 3 ( 51929): + ID2= 2 ( 51143): AREA (ha) 98.27 40.27 QPEAK TPEAK R.V. (cms) (hrs) (mm) 8.966 12.58 75.43 3.814 12.50 68.99 ID = 1 ( 51929): 138.54 12.677 12.58 73.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD 2 HYD ( 51929)1 = 3 AREA QPEAK TPEAK R.V. a) (cms rs mm ID1= 1 ( 51929): 138.54 12.677) 12.58) 73.56) + ID2= 2 ( 51535): 752.88 53.561 12.75 68.58 ID = 3 ( 51929): 891.42 65.485 12.67 69.35 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .119E+03 0.2 0.77 0.20 0.20 .270E+03 0.6 1.14 0.30 0.30 .451E+03 1.2 1.43 0.40 0.40 .663E+03 2.1 1.68 0.50 0.50 .907E+03 3.3 1.89 0.60 0,60 .118E+04 4.8 2.09 0.70 0,70 .149E+04 6.5 2.28 0.80 0.80 .182E+04 8.6 2.45 0.90 0.90 .219E+04 11.1 2.62 1.00 1.00 .259E+04 13.9 2.77 1.11 1.11 .309E+04 18.2 3.06 1.22 1.22 .367E+04 23.1 3.27 1.33 1.33 .432E+04 28.6 3.43 1.44 1.44 .505E+04 34.5 3.55 1.56 1.56 .585E+04 41.1 3.64 1.67 1.67 .674E+04 48.2 3.71 1.78 1.78 .770E+04 56.0 3.77 1.89 1.89 .873E+04 64.3 3.82 2.00 2.00 .985E+04 73.3 3.86 Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 OUTFLOW: ID= 1 AREA (ha) 51935) 1021.77 51541) 1021.77 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 67.88 12.58 69.66 67.80 12.58 69.66 TRAV.TIME (min) 11.26 7.54 6.02 5.15 4.56 4.13 3.79 3.53 3.30 3.11 2.82 2.64 2.52 2.44 2.37 2.33 2.29 2.26 2.24 <-pipe / channel-> MAX DEPTH MAX VEL 1.93 (3.83 1.93 3.83 CALIB 1 NASHYD ( 51143) 1ID= 1 DT= 5.0 min Area (ha)= 40.27 Curve Number (CN)= 78.0 Ia (mm)= 7.96 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.50 Unit Hyd Qpeak (cms)- 3.064 PEAK FLOW (cms)= 3.814 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 68.993 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.571 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 51141) Area (ha)= 27.84 Curve Number (CN)= 76.0 1ID= 1 DT= 5.0 min Ia (mm)= 9.38 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.61 1 ADD +YD2 ( 51929) I AREA QPEAK (ha) (cms) ID1= 3 ( 51929): 891.42 65.485 + ID2= 2 ( 51541): 1021.77 67.802 TPEAK R.V. 12.67(hrs) ) 69.35 12.58 69.66 ---------------------------------------------------- ID = 1 ( 51929): 1913.19 132.695 12.67 69.52 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51534)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 5.00 0.1000 50.00 2.00 0.1000 56.00 1.00 0.1000 /0.0350 59.00 0.00 0.0350 61.00 0.00 0.0350 64.00 1.00 0.0350 /0.1000 70.00 2.00 0.1000 120.00 5.00 0.1000 DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.25 0.25 .113E+04 0.50 0.50 .289E+04 0.75 0.75 .526E+04 1.00 1.00 .825E+04 1.27 1.27 .125E+05 1.53 1.53 .181E+05 1.80 1.80 .252E+05 2.07 2.07 .337E+05 2.33 2.33 .454E+05 2.60 2.60 .611E+05 2.87 2.87 .806E+05 3.13 3.13 .104E+06 3.40 3.40 .132E+06 3.67 3.67 .163E+06 3.93 3.93 .198E+06 4.20 4,20 .237E+06 4.47 4.47 .280E+06 4.73 4.73 .327E+06 5.00 5.00 .378E+06 AREA INFLOW ID= 2 ( 51929) 1913.19 OUTFLOW: ID= 1 ( 51534) 1913.19 Main Channel Main Channel Main Channel Main Channel TRAVEL TIME TABLE > FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) (min) 0.9 1.27 21.75 3.2 1.85 14.89 7.4 2.31 11.93 13.5 2.71 10.17 24.6 3.26 8.45 38.8 3.53 7.79 56.2 3.69 7.46 76.7 3.76 7.32 100.8 3.66 7.51 130.4 3.52 7.81 166.1 3.40 8.09 208.5 3.31 8.32 258.3 3.24 8.49 316.1 3.20 8.58 382.5 3.19 8.63 458.1 3.19 8,63 543.4 3.20 8.59 639.0 3.22 8.53 745.4 3.25 8.45 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 132.69 12.67 69.52 127.97 12.83 69.52 <-pipe / channel-> MAX DEPTH MAX VEL 2.62 (3.52 2.57 3.54 1 CALIB 1 NASHYD ( 51135) Area (ha)= 86.48 Curve Number (CN)= 83.0 1ID= 1 DT= 5.0 min Ia (mm)= 7.23 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.82 ID1= 3 ( 51928): 127.83 9.811 12.75 75.72 + ID2= 2 ( 51137): 45.18 4.930 12.42 76.29 Unit Hyd Qpeak (cms)= 4.023 PEAK FLOW (cms)= 6.520 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 77.859 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.645 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51136) Area (ha)= 41.35 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min Ia (mm)= 7.19 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.64 Unit Hyd Qpeak (cms)= 2.460 PEAK FLOW (cms)= 3.384 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 71.237 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.590 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I NASHYD ( 51137) Area (ha)= 45.18 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.07 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.48 Unit Hyd Qpeak (cms)= 3.588 PEAK FLOW (cms)= 4.930 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 76.286 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.632 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51928)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51135): 86.48 6.520 12.83 77.86 + ID2= 2 ( 51136): 41.35 3.384 12.67 71.24 ID = 3 ( 51928): 127.83 9.811 12.75 75.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51928)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) NASHYD ( 51134)1 Area (ha)= 32.84 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.50 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.42 Unit Hyd Qpeak (cms)= 3.015 PEAK FLOW (cms)= 3.997 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 76.790 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.636 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 51133)1 Area (ha)= 33.74 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min Ia (mm)= 6.62 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.44 Unit Hyd Qpeak (cms)= 2.909 PEAK FLOW (cms)= 3.918 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 76.686 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.635 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51927)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51133): 33.74 3.918 12.42 76.69 + ID2= 2 ( 51134): 32.84 3.997 12.33 76.79 -------------------------------- ID = 3 ( 51927): 66.58 7.881 12.33 76.74 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51927)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cros) (hrs) (mm) ID1= 3 ( 51927): 66.58 7.881 12.33 76.74 + ID2= 2 ( 51533): 2086.19 140.470 12.83 70.04 ID = 1 ( 51927): 2152.77 145.589 12.83 70.25 ID = 1 ( 51928): 173.01 14.182 12.58 75.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51928)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. ha (cms rs mm ID1= 1 ( 51928): 173 01 14.182) 12.58) 75.87) + ID2= 2 ( 51534): 1913.19 127.969 12.83 69.52 ID = 3 ( 51928): 2086.19 141.367 12.83 70.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51533)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .162E+03 0.2 0.66 17.74 0.20 0.20 .366E+03 0.5 0.99 11.88 0.30 0.30 .612E+03 1.1 1.24 9.49 0.40 0.40 .900E+03 1.9 1.45 8.11 0.50 0.50 .123E+04 2.9 1.63 7.18 0.60 0.60 .160E+04 4.1 1.80 6.50 0.70 0.70 .202E+04 5.6 1.96 5.98 0.80 0.80 .248E+04 7.4 2.11 5.55 0.90 0.90 .297E+04 9.5 2.25 5.20 1.00 1.00 .352E+04 11.9 2.39 4.91 1.11 1.11 .419E+04 15.7 2.63 4.45 1.22 1.22 .498E+04 19.9 2.82 4.16 1.33 1.33 .586E+04 24.6 2.95 3.97 1.44 1.44 .885E+04 29.8 3.05 3.84 1.56 1.56 .794E+04 35.4 3.13 3.74 1.67 1.67 .914E+04 41.6 3.20 3.67 1.78 1.78 .104E+05 48.2 3.25 3.61 1.89 1.89 .119E+05 55.4 3.29 3.56 2.00 2.00 .134E+05 63.1 3.32 3.53 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51928) 2086.19 141.37 12.83 70.04 1.96 3.31 OUTFLOW: ID= 1 ( 51533) 2086.19 140.47 12.83 70.04 2.00 3.32 Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .276E+03 0.2 0.81 24.70 0.20 0.20 .624E+03 0.6 1.21 16.55 0.30 0.30 .104E+04 1.3 1.51 13.21 0.40 0.40 .154E+04 2.3 1.77 11.29 0.50 0.50 .210E+04 3.5 2.00 10.00 0.60 0.60 .273E+04 5.0 2.21 9.06 0.70 0.70 .344E+04 6.9 2.40 8.32 0.80 0.80 .422E+04 9.1 2.58 7.73 0.90 0.90 .507E+04 11.7 2.76 7.24 1.00 1.00 .600E+04 14.6 2.93 6.83 1.11 1.11 .715E+04 19.2 3.23 6.20 1.22 1.22 .848E+04 24.4 3.45 5.80 1.33 1.33 .999E+04 30.1 3.61 5.53 1.44 1.44 .117E+05 36.4 3.74 5.34 1.56 1.56 .135E+05 43.4 3.84 5.21 1.67 1.67 .156E+05 50.9 3.91 5.11 1.78 1.78 .178E+05 59.1 3.98 5.03 1.89 1.89 .202E+05 67.9 4.03 4.96 2.00 2.00 .228E+05 77.3 4.07 4.91 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51927) 2152.77 145.59 12.83 70.25 2.00 4.07 OUTFLOW: ID= 1 ( 51532) 2152.77 143.95 12.92 70.25 2.00 4.07 1 CALIB 1 NASHYD ( 51129) Area (ha)= 30.52 Curve Number (CN)= 81.0 1ID= 1 DT= 5.0 min 1 Ia (mm)= 6.85 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.29 Unit Hyd Qpeak (cms)= 4.006 PEAK FLOW (cms)= 4.684 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 74.763 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.619 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51532)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 DATA FOR SECTION ( 1.1) > 1 CALIB 1 NASHYD ( 51132) Area (ha)= 28.94 Curve Number (CN)= 82.0 11D= 1 DT= 5.0 min Ia (mm)= 6.83 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.42 Unit Hyd Qpeak (cms)= 2.645 PEAK FLOW (cms)= 3.500 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 76.494 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 PEAK FLOW (cms)= 7.402 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 76.346 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.632 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 51528)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .148E+03 0.3 1.29 8.27 0.20 0.20 .334E+03 1.0 1.93 5.54 0.30 0.30 .558E+03 2.1 2.42 4.42 0.40 0.40 .822E+03 3.6 2.83 3.78 0.50 0.50 .112E+04 5.6 3.20 3.35 0.60 0.60 .146E+04 8.0 3.53 3.03 0.70 0.70 .184E+04 11.0 3.84 2.79 0.80 0.80 .226E+04 14.5 4.13 2.59 0.90 0.90 .272E+04 18.7 4.41 2.43 1.00 1.00 .321E+04 23.4 4.68 2.29 1.11 1.11 .383E+04 30.8 5.16 2.07 1.22 1.22 .454E+04 39.0 5.51 1.94 1.33 1.33 .535E+04 48.2 5.78 1.85 1.44 1.44 .625E+04 58.3 5.98 1.79 1.56 1.56 .725E+04 69.3 6.14 1.74 1.67 1.67 .834E+04 81.4 6.26 1.71 1.78 1.78 .953E+04 94.4 6.36 1.68 1.89 1.89 .108E+05 108.5 6.44 1.66 2.00 2.00 .122E+05 123.6 6.51 1.64 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51132) 28.94 3.50 12.33 76.49 0.39 2.79 OUTFLOW: ID= 1 ( 51528) 28.94 3.51 12.42 76.49 0.39 2.79 CALIB 1 NASHYD ( 51131)1 Area (ha)= 92.16 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.01 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.73 Unit Hyd Qpeak (cms)= 4.815 RUNOFF VOLUME (mm)= 72.745 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.602 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51925)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. mm ID1= 1 ( 51130): 39.0) 4.871) 12.33cms rs) 72.75) + ID2= 2 ( 51527): 92.16 7.346 12.83 76.35 ID = 3 ( 51925): 131.23 10.752 12.58 75.27 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 51925)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51925): 131.23 10.752 12.58 75.27 + ID2= 2 ( 51528): 28.94 3.506 12.42 76.49 ID = 1 ( 51925): 160.17 14.084 12.50 75.49 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51526)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .118E+03 0.2 0.71 12.10 0.20 0.20 .267E+03 0.5 1.06 8.11 0.30 0.30 .447E+03 1.1 1.32 6.48 0.40 0.40 .657E+03 2.0 1.55 5.53 0.50 0.50 .899E+03 3.1 1.75 4.90 0.60 0.60 .117E+04 4.4 1.93 4.44 0.70 0.70 .147E+04 6.0 2.10 4.08 0.80 0.80 .181E+04 7.9 2.26 3.79 0.90 0.90 .217E+04 10.2 2.41 3.55 1.00 1.00 .257E+04 12.8 2.56 3.35 1.11 1.11 .306E+04 16.8 2.82 3.04 1.22 1.22 .363E+04 21.3 3.01 2.84 1.33 1.33 .428E+04 26.3 3.16 2.71 1.44 1.44 .500E+04 31.8 3.27 2.62 1.56 1.56 .580E+04 37.9 3.35 2.55 1.67 1.67 .668E+04 44.5 3.42 2.50 1.78 1.78 .763E+04 51.6 3.47 2.46 I ROUTE CHN( 51527)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .194E+03 0.2 0.77 18.18 0.20 0.20 .438E+03 0.6 1.15 12.18 0.30 0.30 .732E+03 1.3 1.44 9.73 0.40 0.40 .108E+04 2.2 1.69 8.31 0.50 0.50 .147E+04 3.3 1.90 7.36 0.60 0.60 .192E+04 4.8 2.10 6.67 0.70 0.70 .242E+04 6.6 2.29 6.13 0.80 0.80 .296E+04 8.7 2.46 5.69 0.90 0.90 .356E+04 11.1 2.63 5.33 1.00 1.00 .421E+04 13.9 2.79 5.03 1.11 1.11 .502E+04 18.3 3.07 4.56 1.22 1.22 .595E+04 23.2 3.29 4.27 1.33 1.33 .701E+04 28.7 3.44 4.07 1.44 1.44 .820E+04 34.7 3.57 3.93 1.56 1.56 .951E+04 41.3 3.66 3.83 1.67 1.67 .109E+05 48.5 3.73 3.76 1.78 1.78 .125E+05 56.3 3.79 3.70 1.89 1.89 .142E+05 64.7 3.84 3.65 2.00 2.00 .160E+05 73.7 3.88 3.62 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51131) 92.16 7.40 12.75 76.35 0.74 2.35 OUTFLOW: ID= 1 ( 51527) 92.16 7.35 12.83 76.35 0.74 2.35 1 CALIB INASHYD ( 51130) Area (ha)= 39.07 Curve Number (CN)= 80.0 ID= 1 DT= 5.0 min Ia (mm)= 7.30 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.37 Unit Hyd Qpeak (cms)= 3.990 PEAK FLOW (cms)= 4.871 (i) TIME TO PEAK (hrs)= 12.333 1.89 1.89 .866E+04 2.00 2.00 .976E+04 59.3 3.52 67.6 3.56 2.43 2.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51925) 160.17 14.08 12.50 75.49 1.04 2.64 OUTFLOW: ID= 1 ( 51526) 160.17 14.04 12.58 75.49 1.03 2.63 1 CALIB NASHYD ( 51140) Area (ha)= 90.39 Curve Number (CN)= 85.0 ID= 1 DT= 5.0 min Ia (mm)= 7.16 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.89 Unit Hyd Qpeak (cms)= 3.879 PEAK FLOW (cms)= 6.734 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 81.470 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.675 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 51530)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (mi) 0.10 0.10 .110E+03 0.2 0.80 10.03 0.20 0.20 .249E+03 0.6 1.19 6.72 0.30 0.30 .417E+03 1.3 1.49 5.37 0.40 0.40 .613E+03 2.2 1.74 4.59 0.50 0.50 .838E+03 3.4 1.96 4.06 0.60 0.60 .109E+04 4.9 2.17 3.68 0.70 0.70 .137E+04 6.8 2.36 3.38 0.80 0.80 .169E+04 8.9 2.54 3.14 0.90 0.90 .203E+04 11.5 2.71 2.94 1.00 1.00 .239E+04 14.4 2.88 2.77 1.11 1.11 .286E+04 18.9 3.17 2.52 1.22 1.22 .339E+04 24.0 3.39 2.36 1.33 1.33 .399E+04 29.6 3.55 2.25 1.44 1.44 .467E+04 35.8 3.68 2.17 1.56 1.56 .541E+04 42.6 3.77 2.12 1.67 1.67 .623E+04 50.0 3.85 2.07 1.78 1.78 .711E+04 58.0 3.91 2.04 1.89 1.89 .807E+04 66.7 3.96 2.02 2.00 2.00 .910E+04 76.0 4.00 2.00 INFLOW : ID= 2 ( 51140) OUTFLOW: ID= 1 ( 51530) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 90.39 6.73 12.92 81.47 90.39 6.73 12.92 81.47 <-pipe / channel-> MAX DEPTH MAX VEL 0.70 (2.36 0.69 2.35 INFLOW : ID= 2 ( 51139) OUTFLOW: ID= 1 ( 51531) AREA (ha) 75.22 75.22 QPEAK (cms) 5.48 5.48 TPEAK R.V. (hrs) (mm) 12.83 77.84 12.92 77.84 MAX DEPTH MAX VEL 0.59 (2.45 0.59 2.45 CALIB NASHYD ( 51139) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 75.22 Curve Number (CN)= 83.0 7.25 # of Linear Res.(N)= 3.00 0.86 Unit Hyd Qpeak (cms)- 3.345 PEAK FLOW (cms)= 5.480 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 77.845 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.645 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 51531)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .764E+02 0.2 0.91 6.09 0.20 0.20 .173E+03 0.7 1.36 4.08 0.30 0.30 .289E+03 1.5 1.70 3.26 0.40 0.40 .425E+03 2.5 1.99 2.79 0.50 0.50 .582E+03 3.9 2.24 2.47 0.60 0.60 .758E+03 5.7 2.48 2.23 0.70 0.70 .954E+03 7.7 2.70 2.05 0.80 0.80 .117E+04 10.2 2.90 1.91 0.90 0.90 .141E+04 13.1 3.10 1.79 1.00 1.00 .166E+04 16.4 3.29 1.69 1.11 1.11 .198E+04 21.6 3.62 1.53 1.22 1.22 .235E+04 27.4 3.87 1.43 1.33 1.33 .277E+04 33.8 4.06 1.36 1.44 1.44 .324E+04 40.9 4.20 1.32 1.56 1.56 .375E+04 48.7 4.31 1.29 1.67 1.67 .432E+04 57.1 4.40 1.26 1.78 1.78 .494E+04 66.3 4.46 1.24 1.89 1.89 .560E+04 76.2 4.52 1.22 2.00 2.00 .631E+04 86.8 4.57 1.21 <---- hydrograph ----> <-pipe / channel-> (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .451E+02 0.2 1.04 3.15 0.20 0.20 .102E+03 0.8 1.55 2.11 0.30 0.30 .171E+03 1.7 1.94 1.69 0.40 0.40 .251E+03 2.9 2.27 1.44 0.50 0.50 .343E+03 4.5 2.56 1.28 0.60 0.60 .447E+03 6.5 2.83 1.16 0.70 0.70 .563E+03 8.8 3.08 1.06 0.80 0.80 .691E+03 11.7 3.31 0.99 0.90 0.90 .830E+03 15.0 3.54 0.92 1.00 1.00 .981E+03 18.8 3.75 0.87 1.11 1.11 .117E+04 24.7 4.13 0.79 1.22 1.22 .139E+04 31.3 4.42 0.74 1.33 1.33 .183E+04 38.6 4.63 0.71 1.44 1.44 .191E+04 46.7 4.79 0.68 1.56 1.56 .222E+04 55.6 4.92 0.66 1.67 1.67 .255E+04 65.2 5.02 0.65 1.78 1.78 .291E+04 75.7 5.10 0.64 1.89 1.89 .331E+04 87.0 5.16 0.63 2.00 2.00 .373E+04 99.1 5.22 0.63 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 51926) 183.91 12.75 12.83 79.47 0.83 3.38 ID= 1 ( 51529) 183.91 12.75 12.83 79.47 0.83 3.38 1 ADD HYD ( 51924)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51129): 30.52 4.684 12.25 74.76 + ID2= 2 ( 51526): 160.17 14.043 12.58 75.49 ID = 3 ( 51924): 190.69 17.354 12.42 75.38 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51924)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51924): 190.69 17.354 12.42 75.38 + ID2= 2 ( 51529): 183.91 12.746 12.83 79.47 ID = 1 ( 51924): 374.61 28.628 12.58 77.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51525)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 0.00 2.00 6.00 1.00 9.00 0.00 11.00 0.00 1.1) > Manning 0.1000 0.1000 /0.0350 0.0350 0.0350 I CALIB 1 NASHYD ( 51138) IID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= 18.30 Curve Number (CN)= 82.0 6.96 # of Linear Res.(N)= 3.00 0.20 Unit Hyd Qpeak (cms)= 3.512 PEAK FLOW (cms)- 3.695 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 76.242 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.631 (7) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADDD +YD2 ( 51926) 1 = 3 AREA QPEAK (ha) (cms) ID1= 1 ( 51138): 18.30 3.695 + ID2= 2 ( 51530): 90.39 6.734 ID = 3 ( 51926): 108.69 7.278 TPEAK R.V. (hrs) (mm) 12.17 76.24 12.92 81.47 12.83 80.59 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 51926)1 3 + 2 = 1 ID1= 3 ( 51926): + ID2= 2 ( 51531): AREA (ha) 108.69 75.22 QPEAK TPEAK R.V. (cms) (hrs) (mm) 7.278 12.83 80.59 5.478 12.92 77.84 ID = 1 ( 51926): 183.91 12.750 12.83 79.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51529)1 1 IN= 2---> OUT= 1 I Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 0.10 .271E+03 0.1 0.20 0.20 .613E+03 0.4 0.30 0.30 .102E+04 0.9 0.40 0.40 .151E+04 1.5 0.50 0.50 .206E+04 2.3 0.60 0.60 .269E+04 3.3 0.70 0.70 .338E+04 4.6 0.80 0.80 .415E+04 6.0 0.90 0.90 .498E+04 7.7 1.00 1.00 .589E+04 9.7 1.11 1.11 .702E+04 12.8 1.22 1.22 .833E+04 16.2 1.33 1.33 .982E+04 20.0 1.44 1.44 .115E+05 24.2 1.56 1.56 .133E+05 28.7 1.67 1.67 .153E+05 33.7 1.78 1.78 .175E+05 39.2 1.89 1.89 .198E+05 45.0 2.00 2.00 .224E+05 51.3 INFLOW : ID= 2 OUTFLOW: ID= 1 VELOCITY TRAV. TIME (m/s) (min) 0.54 36.58 0.80 24.51 1.00 19.57 1.17 16.73 1.33 14.81 1.46 13.41 1.59 12.33 1.71 11.45 1.83 10.73 1.94 10.12 2.14 9.18 2.29 8.59 2.40 8.19 2.48 7.91 2.54 7.71 2.60 7.56 2.64 7.45 2.67 7.35 2.70 7.28 <---- hydrograph ----> AREA QPEAK TPEAK R.V. 51924) 374.61 (cms)86 (hrs)25 77.39 51525) 374.61 28.14 12.67 77.38 <-pipe / channel-> MAX DEPTH MAX VEL 1.55 (2.54 1.54 2.54 CALIB NASHYD ( 51128) Area (ha)= IID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 4.643 PEAK FLOW (cms)= 6.229 (l) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 73.032 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.605 64.06 Curve Number (CN)= 80.0 6.98 # of Linear Res.(N)= 3.00 0.53 (7) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51923)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 51128): 64 06 (cms)9 12.50 73.03) + ID2= 2 ( 51525): 374.61 28.138 12.67 77.38 Main Channel Main Channel Main Channel ID = 3 ( 51923): 438.66 34.014 12.67 76.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51524)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .155E+03 0.2 0.84 13.39 0.20 0.20 .349E+03 0.6 1.25 8.97 0.30 0.30 .585E+03 1.4 1.56 7.17 0.40 0.40 .860E+03 2.3 1.83 6.12 0.50 0.50 .118E+04 3.6 2.07 5.42 0.60 0.60 .153E+04 5.2 2.28 4.91 0.70 0.70 .193E+04 7.1 2.48 4.51 0.80 0.80 .237E+04 9.4 2.67 4.19 0.90 0.90 .284E+04 12.1 2.85 3.93 1.00 1.00 .336E+04 15.1 3.02 3.70 1.11 1.11 .401E+04 19.9 3.33 3.36 1.22 1.22 .475E+04 25.2 3.56 3.14 1.33 1.33 .560E+04 31.1 3.73 3.00 1.44 1.44 .655E+04 37.7 3.87 2.90 1.56 1.56 .759E+04 44.8 3.97 2.82 1.67 1.67 .874E+04 52.6 4.05 2.77 1.78 1.78 .998E+04 61.0 4.11 2.73 1.89 1.89 .113E+05 70.1 4.16 2.69 2.00 2.00 .128E+05 79.9 4.21 2.66 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51923) 438.66 34.01 12.67 76.75 1.38 3.79 OUTFLOW: ID= 1 ( 51524) 438.66 33.98 12.67 76.75 1.38 3.79 CALIB I NASHYD ( 51127)I Area (ha)= 18.32 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min Ia (mm)= 6.83 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.27 Unit Hyd Qpeak (cms)= 2.573 PEAK FLOW (cms)= 2.782 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 71.503 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.592 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 78.145 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.647 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IROUTE CHN( 51522)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1,00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .649E+02 0.2 0.72 6.54 0.20 0.20 .147E+03 0.6 1.07 4.39 0.30 0.30 .245E+03 1.2 1.34 3.50 0.40 0.40 .361E+03 2.0 1.57 2.99 0.50 0.50 .494E+03 3.1 1.77 2.65 0.60 0.60 .643E+03 4.5 1.96 2.40 0.70 0.70 .810E+03 6.1 2.13 2.21 0.80 0.80 .993E+03 8.1 2.29 2.05 0.90 0.90 .119E+04 10.4 2.45 1.92 1.00 1.00 .141E+04 13.0 2.60 1.81 1.11 1.11 .168E+04 17.1 2.86 1.64 1.22 1.22 .200E+04 21.6 3.06 1.54 1.33 1.33 .235E+04 26.7 3.21 1.47 1.44 1.44 .275E+04 32.3 3.32 1.42 1.56 1.56 .319E+04 38.5 3.41 1.38 1.67 1.67 .367E+04 45.2 3.47 1.35 1.78 1.78 .419E+04 52.4 3.53 1.33 1.89 1.89 .475E+04 60.2 3.57 1.32 2.00 2.00 .536E+04 68.6 3.61 1.30 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51126) 46.54 6.79 12.25 78.14 0.73 2.18 OUTFLOW: ID= 1 ( 51522) 46.54 6.77 12.33 78.14 0.73 2.18 IADD HYD (. 51921)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. a) mm 1D1= 1 ( 51522): 46.54 6.768) 12.33cms rs) 78.14) + ID2= 2 ( 51523): 456.99 35.208 12.67 76.54 I ADD HYD ( 51922)1 I 1+ 2= 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51127): 18.32 2.782 12.25 71.50 + ID2= 2 ( 51524): 438.66 33.980 12.67 76.75 ID = 3 ( 51922): 456.99 35.198 12.67 76.54 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51523)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .350E+02 0.2 0.77 3.28 0.20 0.20 .790E+02 0.6 1.15 2.20 0.30 0.30 .132E+03 1.3 1.44 1.76 0.40 0.40 .195E+03 2.2 1.69 1.50 0.50 0.50 .266E+03 3.3 1.90 1.33 0.60 0.60 .347E+03 4.8 2.10 1.20 0.70 0.70 .436E+03 6.6 2.29 1.11 0.80 0.80 .535E+03 8.7 2.46 1.03 0.90 0.90 .643E+03 11.1 2.63 0.96 1.00 1.00 .760E+03 13.9 2.79 0.91 1.11 1.11 .906E+03 18.3 3.07 0.82 1.22 1.22 .108E+04 23.2 3.29 0.77 1.33 1.33 .127E+04 28.7 3.44 0.74 1.44 1.44 .148E+04 34.7 3.57 0.71 1.56 1.56 .172E+04 41.3 3.66 0.69 1.67 1.67 .198E+04 48.5 3.73 0.68 1.78 1.78 .226E+04 56.3 3.79 0.67 1.89 1.89 .256E+04 64.7 3.84 0.66 2.00 2.00 .289E+04 73.7 3.88 0.65 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51922) 456.99 35.20 12.67 76.54 1.45 3.57 OUTFLOW: ID= 1 ( 51523) 456.99 35.21 12.67 76.54 1.45 3.57 CALIB NASHYD ( 51126) Area (ha)= 46.54 Curve Number (CN)= 83.0 IID= 1 DT= 5.0 min Ia (mm)= 6.90 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.33 Unit Hyd Qpeak (cms)= 5.322 PEAK FLOW (cms)= 6.793 (i) ROUTE CHN( 51521)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.10 0.10 .155E+03 0.2 0.65 17.20 0.20 0,20 .351E+03 0.5 0.98 11.53 0.30 0,30 .587E+03 1.1 1.22 9.21 0.40 0.40 .864E+03 1.8 1.43 7.87 0.50 0.50 .118E+04 2.8 1.61 6.97 0.60 0.60 .154E+04 4.1 1.78 6.31 0.70 0.70 .194E+04 5.6 1.94 5.80 0.80 0.80 .238E+04 7.3 2.09 5.39 0.90 0.90 .285E+04 9.4 2.23 5.05 1.00 1.00 .337E+04 11.8 2.36 4.76 1.11 1.11 .402E+04 15.5 2.61 4.32 1.22 1.22 .477E+04 19.7 2.78 4.04 1.33 1.33 .562E+04 24.3 2.92 3.85 1.44 1.44 .657E+04 29.4 3.02 3.72 1.56 1.56 .762E+04 35.0 3.10 3.63 1.67 1.67 .877E+04 41.1 3.16 3.56 1.78 1.78 .100E+05 47.7 3.21 3.50 1.89 1.89 .114E+05 54.8 3.25 3.46 2.00 2.00 .128E+05 62.4 3.29 3.42 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51921) 503.53 39.96 12.58 76.69 1.65 3.15 OUTFLOW: ID= 1 ( 51521) 503.53 39.73 12.67 76.69 1.64 3.15 I CALIB NASHYD ( 51124) Area (ha)= 26.69 Curve Number (CN)= 79.0 IID= 1 DT= 5.0 min Ia (mm)= 7.37 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.36 Unit Hyd Qpeak (cms)= 2.856 PEAK FLOW (cms)= 3.340 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 71.064 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.588 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ID = 3 ( 51921): 503.53 39.960 12.58 76.69 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. TRAVEL TIME TABLE > CALIB 1 NASHYD ( 51125)1 ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= 21.55 Curve Number (cN)= 76.0 7.30 # of Linear Res.(N)= 3.00 0.81 Unit Hyd Qpeak (cms)= 1.012 PEAK FLOW (cms)= 1.374 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 66.476 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.550 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 51920)1 1 + 2 = 3 ID1= 1 ( 51124): + ID2= 2 ( 51125): AREA (ha) 26.69 21.55 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.340 12.33 71.06 1.374 12.83 66.48 ID = 3 ( 51920): 48.24 4.301 12.33 69.01 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51920)1 D + 2 1D1= 3 ( 51920): + ID2= 2 ( 51521): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 48.24 4.301 12.33 69.01 503.53 39.732 12.67 76.69 ID = 1 ( 51920): 551.76 43.538 12.58 76.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51920)1 1 + 2 = 3 ID1= 1 ( 51920): + 1D2= 2 ( 51532): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 551.76 43.538 12.58 76.02 2152.77 143.950 12.92 70.25 ID = 3 ( 51920): 2704.53 183.313 12.92 71.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51520)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION ( 1.1) Elevation Manning 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 1.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51121)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= 27.59 Curve Number (CN)= 83.0 6.98 # of Linear Res.(N)= 3.00 0.55 Unit Hyd Qpeak (cms)= 1.902 PEAK FLOW (cms)= 2.784 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 78.085 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.647 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 HY ADD D2 ( 51919)1 + = 3 ID1= 1 ( 51121): + ID2= 2 ( 51122): AREA (ha) 27.59 18.77 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.784 12.50 78.09 1.071 12.83 61.49 ID = 3 ( 51919): 46.36 3.743 12.58 71.37 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51919)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51919): 46.36 3.743 12.58 71.37 + 1D2= 2 ( 51123): 82.43 6.965 12.67 74.62 ID = 1 ( 51919): 128.79 10.676 12.58 73.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51919)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 51919): 128.79 10.676) 12.58cms rs) 73.45) + ID2= 2 ( 51520): 2704.53 181.224 13.00 71.43 ID = 3 ( 51919): 2833.32 190.290 13.00 71.52 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .243E+03 0.1 0.62 28.26 0.20 0.20 .550E+03 0.5 0.93 18.94 0.30 0.30 .920E+03 1.0 1.17 15.12 0.40 0.40 .135E+04 1.7 1.36 12.92 0.50 0.50 .185E+04 2.7 1.54 11.44 0.60 0.60 .241E+04 3.9 1.70 10.36 0.70 0.70 .304E+04 5.3 1.85 9.52 0.80 0.80 .372E+04 7.0 1.99 8.85 0.90 0.90 .447E+04 9.0 2.13 8.29 1.00 1.00 .529E+04 11.3 2.26 7.82 1.11 1.11 .631E+04 14.8 2.49 7.09 1.22 1.22 .748E+04 18.8 2.66 6.63 1.33 1.33 .882E+04 23.2 2.79 6.33 1.44 1.44 .103E+05 28.1 2.88 6.11 1.56 1.56 .119E+05 33.4 2.96 5.96 1.67 1.67 .138E+05 39.2 3.02 5.84 1.78 1.78 .157E+05 45.5 3.07 5.75 1.89 1.89 .178E+05 52.3 3.10 5.68 2.00 2.00 .201E+05 59.6 3.14 5.62 *** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51920) 2704.53 183.31 12.92 71.43 2.00 3.14 OUTFLOW: ID= 1 ( 51520) 2704.53 181.22 13.00 71.43 2.00 3.14 CALIB NASHYD ( 51123) ID= 1 DT= 5.0 min Ia (mm)= Area (ha)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 4.770 82.43 Curve Number (CN)= 81.0 7.05 # of Linear Res.(N)= 3.00 0.66 6.965 (i) 12.667 74.624 120.770 0.618 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 51122) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 18.77 Curve Number (cN)= 73.0 8.04 # of Linear Res.(N)= 3.00 0.84 Unit Hyd Qpeak (cms)= 0.851 PEAK FLOW (cms)- 1.071 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 61.489 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.509 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .201E+03 0.1 0.64 22.76 0.20 0.20 .456E+03 0.5 0.96 15.25 0.30 0.30 .762E+03 1.0 1.20 12.18 0.40 0.40 .112E+04 1.8 1.40 10.41 0.50 0.50 .153E+04 2.8 1.58 9.22 0.60 0.60 .200E+04 4.0 1.75 8.35 0.70 0.70 .251E+04 5.5 1.90 7.67 0.80 0.80 .308E+04 7.2 2.05 7.13 0.90 0.90 .371E+04 9.2 2.19 6.68 1.00 1.00 .438E+04 11.6 2.32 6.30 1.11 1.11 .522E+04 15.2 2.56 5.71 1.22 1.22 .620E+04 19.3 2.73 5.34 1.33 1.33 .730E+04 23.9 2.86 5.10 1.44 1.44 .853E+04 28.9 2.96 4.93 1.56 1.56 .990E+04 34.4 3.04 4.80 1.67 1.67 .114E+05 40.3 3.10 4.71 1.78 1.78 .130E+05 46.8 3.15 4.63 1.89 1.89 .148E+05 53.8 3.19 4.58 2.00 2.00 .166E+05 61.3 3.23 4.53 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 51919) 2833.32 190.29 13.00 71.52 1.99 3.22 OUTFLOW: ID= 1 ( 51519) 2833.32 188.86 13.08 71.52 2.00 3.23 CALIB NASHYD ( 51120) 11D= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 1.831 34.04 Curve Number (CN)= 76.0 7.72 # of Linear Res.(N)= 3.00 0.71 PEAK FLOW (cms)= 2.387 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 66.131 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.548 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 51519)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation 0.00 2.00 Manning 0.1000 ADD HYD ( 51918)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) ID1= 1 ( 51120): 34.04 2.387) 12.67cms rs) 66.13) + ID2= 2 ( 51519): 2833.32 188.858 13.08 71.52 ID = 3 ( 51918): 2867.36 190.933 13.08 71.46 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 51518)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .246E+03 0.2 0.73 24.30 0.20 0.20 .556E+03 0.6 1.09 16.28 0.30 0.30 .931E+03 1.2 1.37 13.00 0.40 0.40 .137E+04 2.1 1.60 11.11 0.50 0.50 .187E+04 3.2 1.81 9.84 0.60 0.60 .244E+04 4.6 2.00 8.91 0.70 0.70 .307E+04 6.2 2.18 8.19 0.80 0.80 .376E+04 8.2 2.34 7.61 0.90 0.90 .452E+04 10.6 2.50 7.13 1.00 1.00 .535E+04 13.3 2.65 6.72 1.11 1.11 .638E+04 17.4 2.92 6.10 1.22 1.22 .757E+04 22.1 3.12 5.70 1.33 1.33 .891E+04 27.3 3.28 5.44 1.44 1.44 .104E+05 33.0 3.39 5.26 1.56 1.56 .121E+05 39.3 3.48 5.12 1.67 1.67 .139E+05 46.1 3.55 5.02 1.78 1.78 .159E+05 53.5 3.60 4.95 1.89 1.89 .180E+05 61.5 3.65 4.88 2.00 2.00 .203E+05 70.1 3.69 4.83 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51918) 2867.36 190.93 13.08 71.46 1.98 3.68 OUTFLOW: ID= 1 ( 51518) 2867.36 189.35 13.17 71.46 2.00 3.69 CALIB NASHYD ( 51119) Area (ha)= 34.16 Curve Number (CN)= 65.0 ID= 1 DT= 5.0 min 1 Ia mm)= 7.82 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.92 Unit Hyd Qpeak (cms)= 1.418 PEAK FLOW (cms)= 1.484 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 51.085 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.423 1ID= 1 DT= 5.0 min I Ia (mm)= 5.98 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.04 Unit Hyd Qpeak (cms)= 0.616 PEAK FLOW (cms)= 0.699 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 53.644 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.444 (1) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51118) Area (ha)= 19.40 Curve Number (CN)= 63.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.77 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.81 Unit Hyd Qpeak (cms)= 0.910 PEAK FLOW (cms)= 0.878 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 48.702 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.403 (1) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51157)1 Area (ha)= 63.79 Curve Number (CN)= 67.0 IID= 1 DT= 5.0 min 1 Ia (mm)= 6.32 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.50 Unit Hyd Qpeak (cms)= 4.912 PEAK FLOW (cms)= 4.681 (1) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 54.674 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.453 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51158) Area (ha)= 48.35 Curve Number (CN)= 73.0 ID= 1 DT= 5.0 min Ia (mm)= 5.82 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.86 Unit Hyd Qpeak (cms)- 2.157 PEAK FLOW (cms)= 2.791 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 63.251 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.524 1 ADD HYD ( 51917) 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 51119): 34.16 (cms)484 13.00 51.09) + ID2= 2 ( 51518): 2867.36 189.353 13.17 71.46 ID = 3 ( 51917): 2901.51 190.797 13.17 71.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51517)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .135E+03 0.1 0.47 20.83 0.20 0.20 .306E+03 0.4 0.70 13.96 0.30 0.30 .512E+03 0.8 0.88 11.15 0.40 0.40 .753E+03 1.3 1.03 9.52 0.50 0.50 .103E+04 2.0 1.16 8.44 0.60 0.60 .134E+04 2.9 1.28 7.64 0.70 0.70 .169E+04 4.0 1.40 7.02 0.80 0.80 .207E+04 5.3 1.50 6.52 0.90 0.90 .249E+04 6.8 1.60 6.11 1.00 1.00 .294E+04 8.5 1.70 5.76 1.11 1.11 .351E+04 11.2 1.88 5.23 1.22 1.22 .416E+04 14.2 2.01 4.89 1.33 1.33 .490E+04 17.5 2.10 4.66 1.44 1.44 .573E+04 21.2 2.18 4.51 1.56 1.56 .665E+04 25.2 2.23 4.39 1.67 1.67 .765E+04 29.6 2.28 4.31 1.78 1.78 .874E+04 34.3 2.31 4.24 1.89 1.89 .991E+04 39.5 2.34 4.19 2.00 2.00 .112E+05 45.0 2.37 4.14 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 (. 51917) 2901.51 190.80 13.17 71.22 1.98 2.36 OUTFLOW: ID= 1 ( 51517) 2901.51 189.64 13.25 71.22 2.00 2.37 1 CALIB 1 NASHYD ( 51156) Area (ha)= 16.82 Curve Number (CN)= 66.0 1 ADD HYD ( 51916)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 51157): 63.79 681) 12.50 54.67) + ID2= 2 ( 51158): 48.35 2.791 12.83 63.25 ID = 3 ( 51916): 112.13 7.103 12.58 58.37 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51516)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .129E+03 0.1 0.62 15.18 0.20 0.20 .292E+03 0.5 0.92 10.17 0.30 0.30 .488E+03 1.0 1.15 8.12 0.40 0.40 .718E+03 1.7 1.35 6.94 0.50 0.50 .982E+03 2.7 1.52 6.15 0.60 0.60 .128E+04 3.8 1.68 5.57 0.70 0.70 .161E+04 5.2 1.83 5.12 0.80 0.80 .198E+04 6.9 1.97 4.75 0.90 0.90 .237E+04 8.9 2.10 4.45 1.00 1.00 .281E+04 11.1 2.23 4.20 1.11 1.11 .335E+04 14.6 2.46 3.81 1.22 1.22 .397E+04 18.6 2.63 3.56 1.33 1.33 .468E+04 22.9 2.75 3.40 1.44 1.44 .547E+04 27.7 2.85 3.28 1.56 1.56 .634E+04 33.0 2.92 3.20 1.67 1.67 .730E+04 38.7 2.98 3.14 1.78 1.78 .834E+04 45.0 3.03 3.09 1.89 1.89 .946E+04 51.7 3.07 3.05 2.00 2.00 .107E+05 58.9 3.10 3.02 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 51916) 112.13 7.10 12.58 58.37 0.81 1.98 OUTFLOW: 1D= 1 ( 51516) 112.13 7.06 12.67 58.37 0.81 1.98 1 ADD HYD ( 51915)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51118): 19.40 0.878 12.83 48.70 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. + ID2= 2 ( 51156): 16.82 0.699 13.08 53.64 ID = 3 ( 51915): 36.23 1.557 12.92 51.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 2.00 2.00 .973E+04 53.7 2.83 3.02 ADD HYD ( 51915)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 51915): 36.23 1.557 12.92 51.00 + ID2= 2 ( 51516): 112.13 7.059 12.67 58.37 ID = 1 ( 51915): 148.36 8.509 12.67 56.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51915)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51915): 148.36 8.509 12.67 56.57 + ID2= 2 ( 51517): 2901.51 189.637 13.25 71.22 ID = 3 ( 51915): 3049.87 196.085 13.25 70.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51515)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .118E+03 0.1 0.20 0.20 .266E+03 0.4 0.30 0.30 .446E+03 0.9 0.40 0.40 .655E+03 1.6 0.50 0.50 .896E+03 2.4 0.60 0.60 .117E+04 3.5 0.70 0.70 .147E+04 4.8 0.80 0.80 .180E+04 6.3 0.90 0.90 .217E+04 8.1 1.00 1.00 .256E+04 10.2 1.11 1.11 .305E+04 13.4 1.22 1.22 .362E+04 16.9 1.33 1.33 .427E+04 20.9 1.44 1.44 .499E+04 25.3 1.56 1.56 .578E+04 30.1 1.67 1.67 .666E+04 35.3 1.78 1.78 .761E+04 41.0 1.89 1.89 .863E+04 47.1 0.56 15.19 0.84 10.18 1.05 8.13 1.23 6.94 1.39 6.15 1.53 5.57 1.67 5.12 1.79 4.76 1.92 4.45 2.03 4.20 2.24 3.81 2.39 3.56 2.51 3.40 2.60 3.29 2.67 3.20 2.72 3.14 2.76 3.09 2.80 3.05 0.80 0.80 .186E+04 5.4 0.90 0.90 .224E+04 6.9 1.00 1.00 .265E+04 8.7 1.11 1.11 .315E+04 11.4 1.22 1.22 .374E+04 14.5 1.33 1.33 .441E+04 17.9 1.44 1.44 .515E+04 21.7 1.56 1.56 .598E+04 25.8 1.67 1.67 .688E+04 30.3 1.78 1.78 .786E+04 35.1 1.89 1.89 .892E+04 40.4 2.00 2.00 .101E+05 46.0 1.54 1.64 1.74 1.92 2.05 2.15 2.23 2.28 2.33 2.37 2.40 2.42 5.73 5.37 5.06 4.59 4.30 4.10 3.96 3.86 3.79 3.73 3.68 3.64 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51914) 3080.58 196.73 13.25 70.25 1.97 2.42 OUTFLOW: ID= 1 ( 51514) 3080.58 196.01 13.33 70.25 2.00 2.42 1 CALIB NASHYD ( 51113)11 Area (ha)= 86.42 Curve Number (CN)= 70.0 ID= 1 DT= 5.0 min Ia (mm)= 7.98 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.99 Unit Hyd Qpeak (cms)= 3.351 PEAK FLOW (cms)= 4.056 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 57.395 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.475 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51114) Area (ha)= 45.49 Curve Number (CN)= 75.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 8.43 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.45 Unit Hyd Qpeak (cms)= 1.200 PEAK FLOW (cms)= 1.799 (i) TIME TO PEAK (hrs)= 13.583 RUNOFF VOLUME (mm)= 64.063 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.530 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 51511)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51915) 3049.87 196.09 13.25 70.50 1.98 2.82 OUTFLOW: ID= 1 ( 51515) 3049.87 195.59 13.25 70.50 2.00 2.83 I CALIB NASHYD ( 51117) Area (ha)= 30.71 Curve Number (CN)= 60.0 ID= 1 DT= 5.0 min Ia (mm)= 7.53 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.82 Unit Hyd Qpeak (cms)= 1.437 PEAK FLOW (cms)= 1.283 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 45.383 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.376 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51914)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) (cms rsID1= 1 ( 51117): 30.71 1.283) 12.83) 45.38) + ID2= 2 ( 51515): 3049.87 195.595 13.25 70.50 ID = 3 ( 51914): 3080.58 196.733 13.25 70.25 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51514)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .122E+03 0.1 0.48 18.31 0.20 0.20 .275E+03 0.4 0.72 12.27 0.30 0.30 .460E+03 0.8 0.90 9.80 0.40 0.40 .677E+03 1.3 1.05 8.37 0.50 0.50 .926E+03 2.1 1.19 7.41 0.60 0.60 .121E+04 3.0 1.31 6.71 0.70 0.70 .152E+04 4.1 1.43 6.17 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .343E+03 0.1 0.45 54.82 0.20 0.20 .776E+03 0.4 0.68 36.74 0.30 0.30 .130E+04 0.7 0.85 29.33 0.40 0.40 .191E+04 1.3 0.99 25.07 0.50 0.50 .261E+04 2.0 1.12 22.20 0.60 0.60 .340E+04 2.8 1.24 20.10 0.70 0.70 .428E+04 3.9 1.35 18.48 0.80 0.80 .525E+04 5.1 1.45 17.17 0.90 0.90 .631E+04 6.5 1.55 16.08 1.00 1.00 .746E+04 8.2 1.64 15.16 1.11 1.11 .890E+04 10.8 1.81 13.76 1.22 1.22 .106E+05 13.7 1.93 12.87 1.33 1.33 .124E+05 16.9 2.03 12.28 1.44 1.44 .145E+05 20.4 2.10 11.86 1.56 1.56 .169E+05 24.3 2.15 11.56 1.67 1.67 .194E+05 28.5 2.19 11.34 1.78 1.78 .222E+05 33.1 2.23 11.16 1.89 1.89 .251E+05 38.0 2.26 11.02 2.00 2.00 .283E+05 43.3 2.28 10.90 INFLOW : ID= 2 OUTFLOW: ID= 1 ( <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 51114) 45.49 1.80 13.58 64.06 0.48 1.09 51511) 45.49 1.73 13.92 64.06 0.47 1.07 I ADD HYD ( 51911)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 51113): 86.42 (cms)056 13.00 57.39) + ID2= 2 ( 51511): 45.49 1.729 13.92 64.06 ID = 3 ( 51911): 131.90 5.407 13.25 59.69 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51510)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .104E+03 0.3 1.13 6.67 0.20 0.20 .234E+03 0.9 1.68 4.47 0.30 0.30 .392E+03 1.8 2.10 3.57 0.40 0.40 .576E+03 3.1 2.46 3.05 0.50 0.50 .788E+03 4.9 2.78 2.70 0.60 0.60 .103E+04 7.0 3.07 2.44 0.70 0.70 .129E+04 9.6 3.34 2.25 0.80 0.80 .158E+04 12.6 3.59 2.09 0.90 0.90 .190E+04 16.2 3.84 1.96 1.00 1.00 .225E+04 20.3 4.07 1.84 1.11 1.11 .268E+04 26.7 4.48 1.67 1.22 1.22 .318E+04 33.9 4.79 1.57 1.33 1.33 .375E+04 41.9 5.02 1.49 1.44 1.44 .438E+04 50.7 5.20 1.44 1.56 1.56 .508E+04 60.3 5.34 1.41 1.67 1.67 .585E+04 70.7 5.44 1.38 1.78 1.78 .669E+04 82.1 5.53 1.36 1.89 1.89 .759E+04 94.3 5.60 1.34 2.00 2.00 .855E+04 107.5 5.66 1.33 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51911) 131.90 5.41 13.25 59.69 0.53 2.85 OUTFLOW: ID= 1 ( 51510) 131.90 5.41 13.25 59.69 0.52 2.84 ADD HYD ( 51910)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 51510): 131.90 5.405) 13.25cms rs) 59.69) + ID2= 2 ( 51514): 3080.58 196.009 13.33 70.25 ID = 3 ( 51910): 3212.48 201.403 13.33 69.82 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51509)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.31 0.1000 13.18 197.18 0.1000 22.72 196.79 0.1000 34.42 196.78 0.1000 41.48 195.95 0.1000 44.47 194.93 0.1000 63.46 192.30 0.1000 68.41 191.85 0.1000 74.80 192.01 0.1000 78.38 191.44 0.1000 81.11 190.82 0.1000 /0.0400 Main Channel 87.43 190.80 0.0400 /0.1000 Main Channel 88.39 190.97 0.1000 90.53 191.75 0.1000 106.12 192.21 0.1000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.31 0.1000 13.18 197.18 0.1000 22.72 196.79 0.1000 34.42 196.78 0.1000 41.48 195.95 0.1000 44.47 194.93 0.1000 63.46 192.30 0.1000 68.41 191.85 0.1000 74.80 192.01 0.1000 78.38 191.44 0.1000 81.11 190.82 0.1000 /0.0400 Main Channel 87.43 190.80 0.0400 /0.1000 Main Channel 88.39 190.97 0.1000 90.53 191.75 0.1000 106.12 192.21 0.1000 114.71 192.92 0.1000 119.68 194.38 0.1000 128.20 199.12 0.1000 130.33 200.06 0.1000 134.16 200.90 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.40 191.20 .216E+04 4.0 1.27 9.00 0.79 191.59 .515E+04 13.6 1.81 6.33 1.19 191.99 .999E+04 27.3 1.87 6.11 1.58 192.38 .207E+05 53.2 1.76 6.49 1.98 192.78 .341E+05 92.0 1.86 6.17 2.37 193.17 .493E+05 143.9 2.01 5.71 2.77 193.57 .657E+05 208.3 2.18 5.26 3.16 193.96 .833E+05 284.2 2.34 4.88 3.56 194.36 .102E+06 371.8 2.50 4.57 3.95 194.75 .122E+06 472.5 2.66 4.29 4.35 195.15 .142E+06 587.4 2.83 4.04 4.74 195.55 .164E+06 715.7 3.00 3.81 5.14 195.94 .185E+06 855.2 3.17 3.61 5.53 196.34 .208E+06 996.2 3.29 3.48 5.93 196.73 .232E+06 1149.2 3.41 3.36 6.32 197.13 .260E+06 1254.1 3.32 3.45 6.72 197.52 .290E+06 1443.9 3.41 3.35 7.11 197.92 .323E+06 1652.0 3.52 3.25 7.51 198.31 .356E+06 1875.8 3.62 3.17 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51909) 3255.22 201.00 13.42 69.46 2.72 2.16 OUTFLOW: ID= 1 ( 51508) 3255.22 199.89 13.50 69.46 2.71 2.15 114.71 119.68 128.20 130.33 134.16 192.92 194.38 199.12 200.06 200.90 0.1000 0.1000 0.1000 0.1000 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.40 191.20 .196E+04 3.1 1.00 10.44 0.79 191.59 .469E+04 10.6 1.42 7.35 1.19 191.99 .910E+04 21.4 1.47 7.09 1.58 192.38 .189E+05 41.8 1.38 7.53 1.98 192.78 .310E+05 72.2 1.46 7.16 2.37 193.17 .449E+05 112.9 1.57 6.62 2.77 193.57 .598E+05 163.4 1.71 6.10 3.16 193.96 .758E+05 223.0 1.84 5.67 3.56 194.36 .928E+05 291.7 1.96 5.30 3.95 194.75 .111E+06 370.6 2.09 4.98 4.35 195.15 .130E+06 460.8 2.22 4.69 4.74 195.55 .149E+06 561.5 2.36 4.42 5.14 195.94 .169E+06 670.9 2.49 4.19 5.53 196.34 .189E+06 781.5 2.58 4.04 5.93 196.73 .211E+06 901.5 2.67 3.90 6.32 197.13 .236E+06 983.8 2.60 4.00 6.72 197.52 .264E+06 1132.7 2.68 3.89 7.11 197.92 .294E+06 1295.9 2.76 3.78 7.51 198.31 .324E+06 1471.5 2.84 3.67 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 51910) 3212.48 201.40 13.33 69.82 3.02 1.79 OUTFLOW: ID= 1 ( 51509) 3212.48 199.81 13.42 69.82 3.00 1.78 CALIB NASHYD ( 51112) Area (ha)= 42.74 Curve Number (CN)= 58.0 11D= 1 DT= 5.0 min Ia (mm)= 8.16 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.27 Unit Hyd Qpeak (cms)= 1.282 PEAK FLOW (cms)= 1.197 (i) TIME TO PEAK (hrs)= 13.417 RUNOFF VOLUME (mm)= 42.760 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.354 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51909) I 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 51112): 42.74 1.197) 13.42cms rs) 42.76) + ID2= 2 ( 51509): 3212.48 199.806 13.42 69.82 ID = 3 ( 51909): 3255.22 201.003 13.42 69.46 1 NASHYD ( 51110)1 1ID= 1 DT= 5.0 min Area (ha)= 38.26 Ia (mm)= 6.79 U.H. Tp(hrs)= 0.79 Unit Hyd Qpeak (cms)= 1.850 PEAK FLOW (cms)= 1.792 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 49.366 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.409 Curve Number (CN)= 63.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB INASHYD ( 51111) Area (ha)= 42.66 Curve Number (CN)= 75.0 ID= 1 DT= 5.0 min Ia (mm)= 7.22 # of Linear Res.(N)=. 3.00 U.H. Tp(hrs)= 1.04 Unit Hyd Qpeak (cms)= 1.562 PEAK FLOW (cms)= 2.200 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 65.046 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.539 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 51556)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 198.84 0.0400 5.11 198.23 0.0400 13.93 197.35 0.0400 48.92 195.18 0.0400 51.96 195.16 0.0400 55.00 195.30 0.0400 55.19 195.27 0.0400 /0.0350 Main Channel 55.76 195.14 0.0350 Main Channel 58.52 195.04 0.0350 Main Channel 60.19 195.18 0.0350 /0.0400 Main Channel 60.70 195.21 0.0400 61.09 195.16 0.0400 67.32 195.23 0.0400 76.51 195.74 0.0400 91.57 196.53 0.0400 92.12 196.64 0.0400 94.86 196.84 0.0400 106.39 198.43 0.0400 125.34 200.06 0.0400 125.83 200.06 0.0400 I CALIB 1 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.14 195.18 .328E+03 0.4 1.04 12.67 0.33 195.37 .329E+04 8.0 1.92 6.88 0.52 195.57 .747E+04 26.0 2.76 4.78 0.71 195.76 .126E+05 54.6 3.42 3.86 0.91 195.95 .188E+05 94.4 3.97 3.33 1.10 196.14 .261E+05 146.9 4.46 2.96 1.29 196.34 .343E+05 213.2 4.91 2.68 1.48 196.53 .436E+05 294.4 5.34 2.47 1.68 196.72 .538E+05 396.0 5.83 2.26 1.87 196.92 .648E+05 512.7 6.26 2.11 2.06 197.11 .765E+05 648.7 6.71 1.96 2.26 197.30 .888E+05 801.6 7.14 1.85 2.45 197.49 .102E+06 976.2 7.58 1.74 2.64 197.69 .115E+06 1169.6 8.02 1.64 2.83 197.88 .129E+06 1380.2 8.44 1.56 3.03 198.07 .144E+06 1608.2 8.84 1.49 3.22 198.26 .159E+06 1854.4 9.23 1.43 3.41 198.46 .175E+06 2119.3 9.60 1.37 3.61 198.65 .191E+06 2393.2 9.93 1.33 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 51111) 42.66 2.20 13.08 65.05 0.18 1.17 ID= 1 ( 51556) 42.66 2.15 13.25 65.05 0.18 1.16 IADD HYD ( 51908)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51110): 38.26 1.792 12.83 49.37 + ID2= 2 ( 51556): 42.66 2.154 13.25 65.05 ID = 3 ( 51908): 80.92 3.787 13.08 57.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51507)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 0.00 198.84 5.11 198.23 13.93 197.35 48.92 195.18 51.96 195.16 55.00 195.30 55.19 195.27 55.76 195.14 58.52 195.04 60.19 195.18 60.70 195.21 61.09 195.16 67.32 195.23 76.51 195.74 91.57 196.53 92.12 196.64 94.86 196.84 106.39 198.43 125.34 200.06 ( 1.1) > Manning 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 Main Main Main Main Channel Channel channel Channel (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD2 ( 51907)1 ID1= 1 ( 51108): + ID2= 2 ( 51109): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 23.78 0.970 12.92 47.54 10.11 0.858 12.50 62.57 ID = 3 ( 51907): 33.89 1.694 12.67 52.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 51907)1 3 + 2 = 1 ID1= 3 ( 51907): + ID2= 2 ( 51507): AREA (ha) 33.89 80.92 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.694 12.67 52.02 3.767 13.17 57.63 ID = 1 ( 51907): 114.81 5.221 13.00 55.98 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 51907)1 D + 2 ID1= 1 ( 51907): 114.81 5.221 + ID2= 2 ( 51508): 3255.22 199.891 AREA QPEAK TPEAK (ha) (cms) (hrs) 13.00 13.50 R.V. (mm) 55.98 69.46 ID = 3 ( 51907): 3370.04 204.505 13.50 69.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 51506)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA Distance 45.00 63.97 76.60 92.16 94.50 103.89 107.34 111.81 116.16 117.93 118.62 119.41 122.67 124.84 129.66 133.33 134.62 137.28 FOR SECTION ( 1.1) > Elevation Manning 189.90 0.1000 189.80 0.1000 187.32 0.1000 187.32 0.1000 /0.0400 186.45 0.0400 186.39 0.0400 187.35 0.0400 /0.1000 187.51 0.1000 187.35 0.1000 187.12 0.1000 187.15 0.1000 187.34 0.1000 187.68 0.1000 187.59 0.1000 188.86 0.1000 188.36 0.1000 189.02 0.1000 189.60 0.1000 Main channel Main channel Main Channel Main Channel < 125.83 200.06 0.0400 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.14 195.18 .222E+03 0.3 0.79 0.33 195.37 .222E+04 6.1 1.46 0.52 195.57 .505E+04 19.9 2.10 0.71 195.76 .854E+04 41.6 2.61 0.91 195.95 .127E+05 72.0 3.03 1.10 196.14 .176E+05 112.1 3.40 1.29 196.34 .232E+05 162.7 3.75 1.48 196.53 .295E+05 224.7 4.07 1.68 196.72 .363E+05 302.2 4.45 1.87 196.92 .438E+05 391.3 4.78 2.06 197.11 .517E+05 495.1 5.12 2.26 197.30 .600E+05 611.8 5.45 2.45 197.49 .688E+05 745.0 5.79 2.64 197.69 .780E+05 892.7 6.12 2.83 197.88 .875E+05 1053.4 6.44 3.03 198.07 .973E+05 1227.5 6.75 3.22 198.26 .107E+06 1415.3 7.04 3.41 198.46 .118E+06 1617.5 7.33 3.61 198.65 .129E+06 1826.6 7.58 INFLOW : ID= 2 OUTFLOW: ID= 1 TRAV.TIME (min) 11.22 6.09 4.24 3.42 2.94 2.62 2.38 2.19 2.00 1.86 1.74 1.64 1.54 1,46 1,38 1.32 1.27 1.22 1.18 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 51908) 80.92 3.79 13.08 57.63 0.25 1.10 51507) 80.92 3.77 13.17 57.63 0.25 1.09 CALIB NASHYD ( 51108) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 23.78 curve Number (CN)= 62.0 7.74 # of Linear Res.(N)= 3.00 0.90 Unit Hyd Qpeak (cms)= 1.008 PEAK FLOW (cms)= 0.970 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 47.543 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.394 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I NASHYD ( 51109) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 10.11 Curve Number (CN) 73.0 6.68 # of Linear Res.(N)= 3.00 0.50 Unit Hyd Qpeak (cms)= 0.774 PEAK FLOW (cms)= 0.858 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 62.565 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.518 140.36 189.90 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.15 186.55 .148E+03 0.8 0.31 186.70 .344E+03 3.0 0.46 186.86 .557E+03 6.2 0.62 187.01 .788E+03 10.5 0.77 187.17 .104E+04 15.8 0.93 187.32 .134E+04 22.2 1.13 187.52 .227E+04 34.5 1.32 187.72 .339E+04 51.1 1.52 187.92 .460E+04 71.7 1.72 188.11 .585E+04 95.8 1.92 188.31 .715E+04 123.1 2.12 188.51 .849E+04 152.8 2.32 188.71 .992E+04 185.5 2.52 188,91 .114E+05 221.9 2.71 189,11 .130E+05 262.5 2.91 189.30 .146E+05 305.9 3.11 189.50 .162E+05 352.5 3.31 189.70 .179E+05 401.3 3.51 189.90 .198E+05 429.0 INFLOW : OUTFLOW: AREA (ha) ID= 2 ( 51907) 3370.04 ID= 1 ( 51506) 3370.04 VELOCITY TRAV.TIME (m/s) (min) 0.62 3.19 1.01 1.94 1.32 1.49 1.58 1.25 1.80 1.09 1.95 1.01 1.80 1.09 1.78 1.11 1.84 1.07 1.93 1.02 2.03 0.97 2.12 0.93 2.21 0.89 2.29 0.86 2.38 0.83 2.47 0.80 2.56 0.77 2.64 0.75 2.56 0.77 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 204.51 13.50 69.00 2.42 2.25 204.62 13.50 69.00 2.41 2.25 CALIB NASHYD ( 51107) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.201 PEAK FLOW (cms)= 0.155 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 53.369 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.442 1.36 Curve Number (CN)= 67.0 8.08 # of Linear Res.(N)= 3.00 0.26 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD +YD2 ( 51906)]= 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51107): 1.36 0.155 12.17 53.37 + ID2= 2 ( 51506): 3370.04 204.622 13.50 69.00 ID = 3 ( 51906): 3371.40 204.640 13.50 69.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 51505)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 184.80 0.1000 155.00 183.60 0.1000 176.71 183.57 0.1000 185.12 183.32 0.1000 /0.0400 186.17 182.99 0.0400 187.02 182.95 0.0400 190.35 182.84 0.0400 194.21 182.96 0.0400 197.12 183.02 0.0400 200.35 183.56 0.0400 /0.1000 201.83 183.65 0.1000 203.04 183.62 0.1000 207.62 183.47 0.1000 211.66 183.48 0.1000 218.94 183.49 0.1000 224.95 183.33 0.1000 243.94 183.53 0.1000 251.24 183.70 0.1000 265.81 183.70 0.1000 340.00 184.80 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 182.93 .224E+03 0.1 0.26 0.19 183.03 .890E+03 0.5 0.43 0.29 183.13 .174E+04 1.5 0.64 0.39 183.23 .266E+04 2.9 0.81 0.48 183.32 .365E+04 4.6 0.96 0.59 183.43 .540E+04 7.1 1.00 0.70 183.53 .910E+04 10.5 0.88 0.80 183.64 .154E+05 15.6 0.77 0.91 183.75 .246E+05 22.7 0.70 1.01 183.85 .360E+05 32.7 0.69 1.12 183.96 .491E+05 45.0 0.69 1.22 184.06 .639E+05 59.9 0.71 1.33 184.17 .803E+05 77.5 0.73 1.43 184.27 .984E+05 97.9 0.75 1.54 184.38 .118E+06 121.2 0.78 1.65 184.48 .139E+06 147.6 0.80 1.75 184.59 .163E+06 177.3 0.83 1.86 184.69 .187E+06 210.4 0.85 1.96 184.80 .214E+06 246.9 0.88 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel INFLOW : ID= OUTFLOW: ID= <---- hydrograph ----> AREA QPEAK TPEAK R.V. 2 ( 51906) 3371.40 204.64 (hrs)35 69 00 1 ( 51505) 3371.40 192.94 13.75 69.00 TRAV.TIME (min) 48.85 29.20 19.63 15.53 13.17 12.66 14.43 16.42 18.03 18.38 18.19 17.77 17.27 16.75 16.24 15.75 15.28 14.83 14.42 <-pipe / channel-> MAX DEPTH MAX VEL 1.84 �0 85 1.80 0.84 NASHYDNAIB ( 51106)1 ID= 1 DT= 5.0 min I Area (ha)= 23.61 Ia (mm)= 7.58 U.H. Tp(hrs)= 0.94 Curve Number (CN)= 61.0 # of Linear Res.(N)= 3.00 2.28 180.37 .228E+05 2.47 180.57 .265E+05 2.67 180.76 .303E+05 2.86 180.96 .345E+05 3.06 181.15 .393E+05 3.25 181.35 .449E+05 3.45 181.54 .513E+05 3.64 181.73 .596E+05 INFLOW : ID= 2 ( 51905) OUTFLOW: ID= 1 ( 51504) 99.6 120.3 143.1 165.0 188.8 216.6 248.8 237.3 1.41 1.47 1.53 1.55 1.56 1.56 1.57 1.29 3.82 3.67 3.53 3.48 3.47 3.46 3.44 4.18 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 3395.01 193.63 13.75 68.84 3.09 1.56 3395.01 192.61 13.75 68.84 3.09 1.56 CALIB NASHYD ( 51105)1 ID= 1 DT= 5.0 min Area (ha)= 11.71 Ia (mm)= 9.70 U.H. Tp(hrs)= 0.59 Unit Hyd Qpeak (cms)= 0.761 PEAK FLOW (cms)= 0.413 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 31.034 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.257 Curve Number (CN)= 47.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51904)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51105): 11.71 0.413 12.58 31.03 + ID2= 2 ( 51504): 3395.01 192.608 13.75 68.84 ID = 3 ( 51904): 3406.72 192.766 13.75 68.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION Distance Elevation 0.00 181.74 40.00 181.04 50.28 180.82 58.51 180.20 64.97 180.12 71.12 179.25 73.94 179.49 74.51 179.46 76.76 178.71 84.73 178.43 88.04 178.09 1.1) > Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0400 Main Channel 0.0400 Main Channel Unit Hyd Qpeak (cms)= 0.960 PEAK FLOW (cms)= 0.911 (i) TIME TO PEAK (hrs)= 13.000 RUNOFF VOLUME (mm)= 46.488 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.385 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51905) 1 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51106): 23.61 0.911 13.00 46.49 + ID2= 2 ( 51505): 3371.40 192.937 13.75 69.00 ID = 3 ( 51905): 3395.01 193.628 13.75 68.84 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51504)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 181.74 0.1000 40.00 181.04 0.1000 50.28 180.82 0.1000 58.51 180.20 0.1000 64.97 180.12 0.1000 71.12 179.25 0.1000 73.94 179.49 0.1000 74.51 179.46 0.1000 76.76 178.71 0.1000 84.73 178.43 0.1000 /0.0400 88.04 178.09 0.0400 89.73 178.49 0.0400 /0.1000 89.99 178.53 0.1000 94.44 178.40 0.1000 99.56 178.49 0.1000 101.23 178.34 0.1000 102.54 178.47 0.1000 104.67 178.96 0.1000 118.32 181.60 0.1000 176.49 181.75 0.1000 Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.17 178.26 .646E+02 0.1 0.43 12.70 0.34 178.43 .298E+03 0.5 0.60 9.07 0.53 178.62 .150E+04 2.7 0.58 9.28 0.72 178.82 .316E+04 7.0 0.71 7.56 0.92 179.01 .495E+04 13.1 0.86 6.31 1.11 179.21 .684E+04 20.8 0.99 5.48 1.31 179.40 .889E+04 29.4 1.07 5.04 1.50 179.60 .113E+05 40.1 1.15 4.69 1.70 179.79 .138E+05 52.9 1.24 4.35 1.89 179.99 .165E+05 67.5 1.32 4.08 2.09 180.18 .194E+05 81.5 1.36 3.97 89.73 178.49 0.0400 /0.1000 Main Channel 89.99 178.53 0.1000 94.44 178.40 0.1000 99.56 178.49 0.1000 101.23 178.34 0.1000 102.54 178.47 0.1000 104.67 178.96 0.1000 118.32 181.60 0.1000 176.49 181.75 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.17 178.26 .758E+01 0.1 0.37 1.72 0.34 178.43 .350E+02 0.5 0.52 1.23 0.53 178.62 .176E+03 2.3 0.50 1.26 0.72 178.82 .371E+03 6.0 0.62 1.02 0.92 179.01 .581E+03 11.3 0.74 0.85 1.11 179.21 .802E+03 18.0 0.85 0.74 1.31 179.40 .104E+04 25.5 0.93 0.68 1.50 179.60 .132E+04 34.7 1.00 0.63 1.70 179.79 .162E+04 45.8 1.08 0.59 1.89 179.99 .194E+04 58.4 1.15 0.55 2.09 180.18 .228E+04 70.6 1.18 0.54 2.28 180.37 .268E+04 86.2 1.23 0.52 2.47 180.57 .310E+04 104.1 1.28 0.50 2.67 180.76 .356E+04 123.9 1.33 0.48 2.86 180.96 .405E+04 142.9 1.34 0.47 3.06 181.15 .461E+04 163.5 1.35 0.47 3.25 181.35 .527E+04 187.6 1.35 0.47 3.45 181.54 .602E+04 215.4 1.36 0.47 3.64 181.73 .699E+04 205.5 1.12 0.57 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 51904) 3406.72 192.77 13.75 68.71 3.29 1.36 ID= 1 ( 51503) 3406.72 192.93 13.83 68.71 3.29 1.36 I CALIB NASHYD ( 51103)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= 78.45 Curve Number (CN)= 63.0 8.25 # of Linear Res.(N)= 3.00 1.04 Unit Hyd Qpeak (cms)= 2.873 PEAK FLOW (cms)= 2.923 (i) TIME TO PEAK (hrs)= 13.083 RUNOFF VOLUME (mm)= 48.381 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.401 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I NASHYD ( 51104) Area (ha)= 1.42 1ID= 1 DT= 5.0 min Ia (mm)= 10.06 U.H. Tp(hrs)= 0.47 Curve Number (CN)= 35.0 # of Linear Res.(N)= 3.00 Unit Hyd Qpeak (cms)= 0.116 PEAK FLOW (cms)= 0.039 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 21.043 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.174 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 51903)1 1 + 2 = 3 ID1= 1 ( 51103): + ID2= 2 ( 51104): AREA (ha) 78.45 1.42 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.923 13.08 48.38 0.039 12.42 21.04 ID = 3 ( 51903): 79.86 2.945 13.08 47.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51903) 3+ 2= 1 1 ID1= 3 ( 51903): 79.86 2.945 + ID2= 2 ( 51503): 3406.72 192.925 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 13.08 47.90 13.83 68.71 ID = 1 ( 51903): 3486.58 195.295 13.83 68.23 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 51502)1 IN= 2---> OUT= 1 DATA Distance 0.00 40.00 50.28 58.51 64.97 71.12 73.94 74.51 76.76 84.73 88.04 89.73 89.99 94.44 99.56 101.23 102.54 104.67 118.32 176.49 Routing time step (min)'= 5.00 FOR SECTION ( 1.1) > Elevation Manning 181.74 0.1000 181.04 0.1000 180.82 0.1000 180.20 0.1000 180,12 0.1000 179.25 0.1000 179.49 0.1000 179.46 0.1000 178.71 0.1000 178.43 0.1000 /0.0400 178.09 0.0400 178.49 0.0400 /0.1000 178.53 0.1000 178.40 0.1000 178.49 0.1000 178.34 0.1000 178.47 0.1000 178.96 0.1000 181.60 0.1000 181.75 0.1000 TRAVEL TIME TABLE Main Main Main Channel Channel Channel ROUTE CHN( 51557)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 101.50 0.0500 1.00 100.70 0.0500 1.50 100.55 0.0500 /0.0300 2.00 99.50 0.0300 3.50 99.60 0.0300 4.50 100.65 0.0300 /0.0500 6.00 101.45 0.0500 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 99.60 .132E+03 0.0 0.06 0.19 99.69 .418E+03 0.0 0.11 0.29 99.79 .730E+03 0.1 0.15 0.38 99.88 .107E+04 0.1 0.18 0.48 99.98 .143E+04 0.2 0.20 0.57 100.07 .181E+04 0.2 0.23 0.67 100.17 .222E+04 0.3 0.24 0.76 100.26 .265E+04 0.4 0.26 0.86 100.36 .311E+04 0.5 0.28 0.95 100.45 .359E+04 0.6 0.29 1.05 100.55 .409E+04 0.7 0.31 1.16 100.66 .476E+04 0.8 0.33 1.28 100.78 .552E+04 1.0 0.35 1.39 100.89 .636E+04 1.3 0.37 1.50 101.00 .728E+04 1.5 0.38 1.61 101.11 .827E+04 1.8 0.40 1.72 101.22 .933E+04 2.1 0.41 1.84 101.34 .105E+05 2.4 0.42 1.95 101.45 .117E+05 2.7 0.43 INFLOW : ID= 2 ( 51180) OUTFLOW: ID= 1 ( 51557) AREA (ha) 52.17 52.17 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.24 13.42 65.15 1.62 13.92 65.08 TRAV.TIME (min) 532.22 277.26 207.50 173.30 152.33 137.86 127.10 118.69 111.86 106.16 101.30 95.02 89.06 84.57 81.02 78.13 75.71 73.63 71.82 <-pipe / channel-> MAX DEPTH MAX VEL 1.79 (0 42 1.55 0.39 1 ADD HYD ( 51902)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51102): 4.26 0.148 12.83 37.16 + ID2= 2 ( 51502): 3486.58 195.402 13.83 68.23 ID = 3 ( 51902): 3490.84 195.486 13.83 68.20 DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.17 178.26 .347E+02 0.1 0.48 6.11 0.34 178.43 .160E+03 0.6 0.67 4.36 0.53 178.62 .806E+03 3.0 0.65 4.46 0.72 178.82 .170E+04 7.8 0.80 3.64 0.92 179.01 .266E+04 14.6 0.96 3.03 1.11 179.21 .368E+04 23.2 1.10 2.64 1.31 179.40 .478E+04 32.9 1.20 2.42 1.50 179.60 .605E+04 44.8 1.29 2.25 1.70 179.79 .743E+04 59.2 1.39 2.09 1.89 179.99 .888E+04 75.4 1.48 1.96 2.09 180.18 .104E+05 91.1 1.52 1.91 2.28 180.37 .123E+05 111.3 1.58 1.84 2.47 180.57 .142E+05 134.5 1.65 1.76 2.67 180.76 .163E+05 160.0 1.71 1.70 2.86 180.96 .185E+05 184.5 1.73 1.68 3.06 181.15 .211E+05 211.1 1.74 1.67 3.25 181,35 .242E+05 242.2 1.75 1,66 3.45 181,54 .276E+05 278.1 1.76 1,65 3.64 181.73 .320E+05 265.3 1.44 2.01 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 51903) 3486.58 195.29 13.83 68.23 2.94 1.74 OUTFLOW: ID= 1 ( 51502) 3486.58 195.40 13.83 68.23 2.94 1.74 CALIB 1 NASHYD ( 51102) 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.209 PEAK FLOW (cms)= 0.148 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 37.156 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.308 4.26 Curve Number (CN)= 53.0 8.84 # of Linear Res.(N)= 3.00 0.78 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 51180) 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 52.17 Curve Number (CN)= 75.0 7.10 # of Linear Res.(N)= 3.00 1.33 Unit Hyd Qpeak (cms)= 1.502 PEAK FLOW (cms)= 2.241 (i) TIME TO PEAK (hrs)= 13.417 RUNOFF VOLUME (mm)= 65.147 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.539 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ID1= 3 ( 51902): 3490.84 195.486 + ID2= 2 ( 51557): 52.17 1.619 13.83 13.92 68.20 65.08 ID = 1 ( 51902): 3543.01 197.099 13.83 68.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 51501)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 180.00 0.1000 93.95 177.95 0.1000 105.49 177.78 0.1000 117.45 177.89 0.1000 133.75 177.64 0.1000 142.33 177.81 0.1000 146.10 177.85 0.1000 146.48 177.91 0.1000 150.21 177.86 0.1000 150.88 177.92 0.1000 158.44 177.68 0.1000 173.09 177.50 0.1000 181.07 177.21 0.1000 /0.0400 Main Channel 191.06 177.20 0.0400 /0.1000 Main Channel 199.35 177.68 0.1000 206.21 177.46 0.1000 211.27 177.77 0.1000 216.72 177.54 0.1000 218.43 177.64 0.1000 293.43 180.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.15 177.35 .332E+03 0.4 0.29 177.49 .850E+03 1.5 0.44 177.64 .179E+04 3.1 0.59 177.79 .361E+04 6.0 0.74 177.94 .659E+04 10.6 0.88 178.08 .102E+05 18.0 1.03 178.23 .142E+05 27.4 1.18 178.38 .184E+05 38.7 1.33 178.53 .230E+05 51.9 1.47 178.67 .278E+05 67.2 1.62 178.82 .330E+05 84.4 1.77 178.97 .384E+05 103.7 1.92 179.12 .442E+05 125.0 2.06 179.26 .502E+05 148.5 2.21 179.41 .566E+05 174.2 2.36 179.56 .632E+05 202.2 2.51 179.71 .702E+05 232.4 2.65 179.85 .774E+05 265.0 2.80 180.00 .850E+05 299.9 VELOCITY (m/s) 0.22 0.31 0.31 0.30 0.29 0.31 0.34 0.37 0.40 0.43 0.46 0.48 0.50 0.53 0.55 0.57 0.59 0.61 0.63 > TRAV.TIME (min) 13.23 9.69 9.51 10.04 10.31 9.47 8.64 7.94 7.38 6.91 6.51 6.18 5.89 5.64 5.41 5.21 5.03 4.87 4.72 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 51902)1 3 + 2 = 1 AREA QPEAK (ha) (cms) TPEAK R.V. (hrs) (mm) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 51902) 3543.01 197.10 13.83 68.15 OUTFLOW: ID= 1 ( 51501) 3543.01 194.07 13.83 68.15 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 2.33 0.57 2.31 0.56 CALIB I NASHYD ( 51101) Area (ha)= 1.49 Curve Number (CN)= 62.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.65 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.74 Unit Hyd Qpeak (cms)= 0.033 PEAK FLOW (cms)= 0.037 (i) TIME TO PEAK (hrs)= 13.917 RUNOFF VOLUME (mm)= 47.603 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.394 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 51901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 51101): 1.49 0.037 13.92 47.60 + ID2= 2 ( 51501): 3543.01 194.068 13.83 68.15 ID = 3 ( 51901): 3544.50 194.105 13.83 68.14 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 40107)1 Area (ha)= 11.41 Curve Number (CN)= 50.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 8.37 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.82 Unit Hyd Qpeak (cms)= 0.533 PEAK FLOW (cms)= 0.353 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 34.481 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.286 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. RESERVOIR( 40401)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min 1 OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0248 0.2240 0.0060 0.0208 1 0.0255 0.2396 0.0100 0.0424 I 0.3520 0.2556 0.0130 0.0650 0.3690 0.2718 0.0160 0.0884 0.3990 0.3052 0.0180 0.1128 1 0.4270 0.3396 0.0200 0.1384 I 0.4700 0.3572 0.0220 0.1654 0.8920 0.3751 0.0220 0.1795 1.5600 0.3932 0.0240 0.2088 2.4070 0.4116 RUNOFF VOLUME (mm)= 57.515 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.476 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 40508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .812E+02 0.1 0.31 18.78 0.20 0.20 .184E+03 0.2 0.47 12.59 0.30 0.30 .307E+03 0.5 0.59 10.05 0.40 0.40 .452E+03 0.9 0.69 8.59 0.50 0.50 .618E+03 1.4 0.77 7.61 0.60 0.60 .805E+03 1.9 0.85 6.89 0.70 0.70 .101E+04 2.7 0.93 6.33 0.80 0.80 .124E+04 3.5 1.00 5.88 0.90 0.90 .149E+04 4.5 1.07 5.51 1.00 1.00 .176E+04 5.7 1.13 5.19 1.11 1.11 .210E+04 7.4 1.25 4.71 1.22 1.22 .250E+04 9.4 1.33 4.41 1.33 1.33 .294E+04 11.7 1.40 4.21 1.44 1.44 .344E+04 14.1 1.45 4.06 1.56 1.56 .399E+04 16.8 1.49 3.96 1.67 1.67 .459E+04 19.7 1.51 3.88 1.78 1.78 .524E+04 22.9 1.54 3.82 1.89 1.89 .595E+04 26.3 1.56 3.77 2.00 2.00 .671E+04 29.9 1.57 3.74 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 40109) 28.70 1.44 12.92 57.51 0.51 0.78 OUTFLOW: ID= 1 ( 40508) 28.70 1.42 13.00 57.51 0.51 0.78 CALIB 1 NASHYD ( 40108)1 Area (ha)= 17.12 Curve Number (CN)= 71.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 7.65 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.73 Unit Hyd Qpeak (cms)= 0.892 PEAK FLOW (cms)= 1.035 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 59.006 TOTAL RAINFALL (mm)= 120.770 INFLOW : ID= 2 ( 40107) OUTFLOW: ID= 1 ( 40401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 11.407 0.353 12.83 34.48 11.407 0.071 15.50 34.40 PEAK FLOW REDUCTION [Qout/Qin](%)= 20.05 TIME SHIFT OF PEAK FLOW (min)=160.00 MAXIMUM STORAGE USED (ha.m.)= 0.2418 ROUTE CHN( 40504)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .244E+00 0.0 0.25 3.60 0.07 0.07 .975E+00 0.0 0.40 2.27 0.10 0.10 .219E+01 0.0 0.53 1.73 0.13 0.13 .390E+01 0.0 0.64 1.43 0.17 0.17 .609E+01 0.1 0.74 1.23 0.20 0.20 .877E+01 0.1 0.84 1.09 0.23 0.23 .119E+02 0.2 0.93 0.98 0.27 0.27 .156E+02 0.3 1.02 0.90 0.30 0.30 .197E+02 0.4 1.10 0.83 0.33 0.33 .244E+02 0.5 1.18 0.78 0.37 0.37 .303E+02 0.7 1.33 0.69 0.41 0.41 .370E+02 1.0 1.44 0.63 0.44 0.44 .447E+02 1.2 1.53 0.60 0.48 0.48 .533E+02 1.5 1.59 0.57 0.52 0.52 .629E+02 1.9 1.65 0.56 0.56 0.56 .733E+02 2.3 1.69 0.54 0.59 0.59 .846E+02 2.7 1.72 0.53 0.63 0.63 .968E+02 3.1 1.75 0.52 0.67 0.67 .110E+03 3.6 1.78 0.51 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 40401) 11.41 0.07 15.50 34.40 0.16 0.71 OUTFLOW: ID= 1 ( 40504) 11.41 0.07 15.50 34.40 0.16 0.71 I CALIB NASHYD ( 40109) Area (ha)= 28.70 Curve Number (CN)= 70.0 1 ID= 1 DT= 5.0 min Ia (mm)= 7.82 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.90 Unit Hyd Qpeak (cms)= 1.211 PEAK FLOW (cms)= 1.439 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF COEFFICIENT = 0.489 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 40907)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 40108): 17.12 1.035) 12.75cms rs) 59.01) + ID2= 2 ( 40508): 28.70 1.423 13.00 57.51 ID = 3 ( 40907): 45.82 2.407 12.92 58.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 40505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .150E+03 0.3 1.21 8.99 0.20 0.20 .339E+03 0.9 1.80 6.03 0.30 0.30 .566E+03 2.0 2.26 4.81 0.40 0.40 .833E+03 3.4 2.64 4.11 0.50 0.50 .114E+04 5.2 2.98 3.64 0.60 0.60 .148E+04 7.5 3.29 3.30 0.70 0.70 .187E+04 10.3 3.58 3.03 0.80 0.80 .229E+04 13.6 3.85 2.82 0.90 0.90 .275E+04 17.4 4.11 2.64 1.00 1.00 .326E+04 21.8 4.36 2.49 1.11 1.11 .388E+04 28.7 4.81 2.26 1.22 1.22 .461E+04 36.4 5.14 2.11 1.33 1.33 .543E+04 44.9 5.39 2.01 1.44 1.44 .634E+04 54.3 5.58 1.95 1.56 1.56 .736E+04 64.6 5.72 1.90 1.67 1.67 .846E+04 75.9 5.84 1.86 1.78 1.78 .967E+04 88.0 5.93 1.83 1.89 1.89 .110E+05 101.2 6.00 1.81 2.00 2.00 .124E+05 115.3 6.07 1.79 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 40907) 45.82 2.41 12.92 58.07 0.33 2.36 OUTFLOW: ID= 1 ( 40505) 45.82 2.40 13.00 58.07 0.33 2.36 I CALIB 1 I NASHYD ( 40105)1 Area (ha)= 7.22 Curve Number (CN)= 55.0 IID= 1 DT= 5.0 min I Ia (mm)= 9.73 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.53 Unit Hyd Qpeak (cms)- 0.520 PEAK FLOW (cms)- 0.348 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 38.665 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.320 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I NASHYD ( 40106)1 Area (ha)= 8.15 Curve Number (CN)= 54.0 ID= 1 DT= 5.0 min I Ia (mm)= 9.36 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.51 Unit Hyd Qpeak (cms)= 0.607 PEAK FLOW (cms)- 0.393 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 37.866 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.314 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 40904)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 40105): 7.22 0.348) 12.50 38.67) + ID2= 2 ( 40106): 8.15 0.393 12.50 37.87 ID = 3 ( 40904): 15.37 0.741 12.50 38.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 40904)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. ID1= 3 ( 40904): 15.37 0.741) 12.50 38.24) + ID2= 2 ( 40504): 11.41 0.071 15.50 34.40 ID = 1 ( 40904): 26.78 0.751 12.50 36.61 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 40904)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 40904): 26.78 0.751) 12.50 36.61) + 102= 2 ( 40505): 45.82 2.399 13.00 58.07 CALIB I STANDHYD ( 40103)1 Area (ha)= 8.57 ID= 1 DT= 5.0 min Total Imp(%)= 21.03 Dir. Conn.(%)= 17.89 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.80 6.77 Dep. Storage (mm)= 2.00 7.64 Average Slope (%)= 1.00 2.00 Length (m)= 239.04 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 53.20 5.00 15.00 3.69 (ii) 12.77 (ii) 5.00 15.00 0.25 0.08 0.62 12.08 118.77 120.77 0.98 0.58 12.17 34.99 120.77 0.29 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.104 (iii) 12.08 49.98 120.77 0.41 1 ADD HYD ( 40903)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 40103): 8.57 1.104 12.08 49.98 + ID2= 2 ( 40104): 27.46 1.041 12.58 31.81 ID = 3 ( 40903): 36.03 1.550 12.08 36.13 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 HY ADD3 D2 ( 40903)1 + = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 40903): 36.03 1.550 12.08 36.13 + 1D2= 2 ( 40503): 72.59 2.963 13.00 50.15 ID = 1 ( 40903): 108.63 4.011 12.83 45.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 40502).1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 ID = 3 ( 40904): 72.59 3.001 12.83 50.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 40503)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------> Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0,03 .168E+01 0.0 0.15 42,93 0.07 0.07 .673E+01 0.0 0.23 27.05 0.10 0.10 .151E+02 0.0 0.31 20.64 0.13 0.13 .269E+02 0.0 0.37 17.04 0.17 0.17 .421E+02 0.0 0.43 14.68 0.20 0.20 .606E+02 0.1 0.49 13.00 0.23 0.23 .825E+02 0.1 0.54 11.73 0.27 0.27 .108E+03 0.2 0.59 10.73 0.30 0.30 .136E+03 0.2 0.64 9.92 0.33 0.33 .168E+03 0.3 0.68 9.25 0.37 0.37 .209E+03 0.4 0.77 8.20 0.41 0.41 .256E+03 0.6 0.84 7.57 0.44 0.44 .309E+03 0.7 0.88 7.15 0.48 0.48 .368E+03 0.9 0.92 6.85 0.52 0.52 .434E+03 1.1 0.95 6.64 0.56 0.56 .506E+03 1.3 0.98 6.47 0.59 0.59 .584E+03 1.5 1.00 6.34 0.63 0.63 .669E+03 1.8 1.01 6.23 0.67 0.67 .759E+03 2.1 1.03 6.14 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 40904) 72.59 3.00 12.83 50.15 0.67 1.03 OUTFLOW: ID= 1 ( 40503) 72.59 2.96 13.00 50.15 0.67 1.03 I CALIB I NASHYD ( 40104) Area (ha)= 27.46 Curve Number (CN)= 48.0 IID= 1 DT= 5.0 min is (mm)= 9.96 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.55 Unit Hyd Qpeak (cms)- 1.904 PEAK FLOW (cms)= 1.041 (l) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 31.810 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.263 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. < DATA FOR SECTION ( 1.1) Distance Elevation Manning 6.30 180.63 0.1000 20.70 180.01 0.1000 46.29 179.63 0.1000 76.23 179.93 0.1000 102.34 179.90 0.1000 111.21 179.73 0.1000 114.97 178.77 0.1000 /0.0400 Main Channel 115.43 178.68 0.0400 Main Channel 115.96 178.60 0.0400 Main Channel 117.64 178.56 0.0400 Main Channel 120.11 178.71 0.0400 Main Channel 120.87 178.71 0.0400 Main Channel 120.95 178.72 0.0400 /0.0800 Main Channel 123.88 179.64 0.0800 126.13 179.80 0.0800 131.40 179.62 0.0800 143.93 180.44 0.0800 147.50 180.55 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.08 178.64 .176E+0.) 2 0.1 0.54 3.32 0.16 178.72 .558E+02 0.4 0.81 2.23 0.27 178.83 .128E+03 1.6 1.32 1.37 0.38 178.94 .208E+03 3.3 1.71 1.06 0.49 179.04 .298E+03 5.5 2.01 0.90 0.59 179.15 .397E+03 8.3 2.27 0.79 0.70 179.26 .504E+03 11.6 2.49 0.73 0.81 179.37 .620E+03 15.3 2.67 0.67 0.92 179.47 .746E+03 19.6 2.84 0.63 1.02 179.58 .880E+03 24.3 2.99 0.60 1.13 179.69 .106E+04 28.3 2.87 0.63 1.24 179.80 .152E+04 34.5 2.45 0.74 1.35 179.90 .230E+04 43.8 2.06 0.88 1.45 180.01 .358E+04 57.3 1.73 1.04 1.56 180.12 .496E+04 76.3 1.67 1.08 1.67 180.23 .639E+04 99.1 1.68 1.07 1.78 180.33 .786E+04 125.4 1.73 1.04 1.88 180.44 .939E+04 155.2 1.79 1.01 1.99 180.55 .110E+05 187.3 1.85 0.98 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 40903) 108.63 4.01 12.83 45.50 0.41 1.79 OUTFLOW: ID= 1 ( 40502) 108.63 4.01 12.83 45.50 0.41 1.79 I CALIB 1 NASHYD ( 40102) Area (ha)= 3.55 Curve Number (CN)= 44.0 ID= 1 DT= 5.0 min Ia (mm)- 8.43 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.04 Unit Hyd Qpeak (cms)= 0.131 PEAK FLOW (cms)- 0.076 (i) TIME TO PEAK (hrs)= 13.167 RUNOFF VOLUME (mm)- 28.972 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.240 0.61 0.65 0.69 0.73 177.83 177.87 177.91 177.95 .238E+04 .279E+04 .322E+04 .365E+04 4.8 6.0 7.3 8.7 0.34 8.23 0.36 7.81 0.38 7.36 0.41 6.97 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 40902)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 40102): 3.55 0.076) 13.17cms rs) 28.97) + ID2= 2 ( 40502): 108.63 4.014 12.83 45.50 ID = 3 ( 40902): 112.18 4.086 12.83 44.98 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 40501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 10.22 177.96 0.1000 19.01 177.59 0.1000 26.05 177.49 0.1000 37.60 177.52 0.1000 56.35 177.59 0.1000 63.67 177.79 0.1000 67.60 177.86 0.1000 71.73 178.24 0.1000 74.53 178.35 0.1000 75.68 178.27 0.1000 77.76 177.76 0.1000 77.82 177.50 0.1000 /0.0400 79.02 177.24 0.0400 79.32 177.22 0.0400 80.52 177.50 0.0400 /0.0800 81.77 178.06 0.0800 82.91 178.25 0.0800 90.92 178.56 0.0800 101.54 178.54 0.0800 112.91 179.05 0.0800 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 177.25 .181E+01 0.0 0.13 21.56 0.07 177.29 .582E+01 0.0 0.21 13.57 0.10 177.32 .117E+02 0.0 0.27 10.56 0.14 177.36 .194E+02 0.0 0.32 8.85 0.17 177.39 .290E+02 0.1 0.37 7.72 0.21 177.43 .404E+02 0.1 0.41 6.89 0.24 177.46 .537E+02 0.1 0.45 6.26 0.28 177.50 .706E+02 0.2 0.48 5.91 0.31 177.53 .162E+03 0.3 0.32 8.76 0.36 177.58 .370E+03 0.5 0.25 11.44 0.40 177.62 .656E+03 0.9 0.24 11.70 0.44 177.66 .963E+03 1.5 0.26 10.89 0.48 177.70 .129E+04 2.1 0.28 10.04 0.52 177.74 .163E+04 2.9 0.30 9.31 0.56 177.78 .200E+04 3.8 0.33 8.70 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)- 2.091 PEAK FLOW (cms)- 2.894 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 68.925 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.571 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 34115) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= 19.36 Curve Number (CN)= 79.0 7.54 # of Linear Res.(N)= 3.00 0.17 Unit Hyd Qpeak (cms), 4.375 PEAK FLOW (cms)= 3.929 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 70.674 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.585 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. NASHYD ( 34117)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 56.51 Curve Number (CN)= 82.0 7.06 # of Linear Res.(N)= 3.00 0.50 Unit Hyd Qpeak (cms), 4.283 PEAK FLOW (cms)- 5.939 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 76.297 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.632 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 34119) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 29.70 Curve Number (CN)= 84.0 6.98 # of Linear Res.(N)= 3.00 0.54 Unit Hyd Qpeak (cms)= 2.093 PEAK FLOW (cms)- 3.121 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 79.838 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.661 INFLOW : ID= 2 OUTFLOW: ID= 1 AREA (ha) ( 40902) 112.18 ( 40501) 112.18 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 4.09 12.83 44.98 4.01 12.92 44.98 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.58 0.33 0.57 0.33 1 CALIB 1 NASHYD ( 40101) 1ID= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.412 PEAK FLOW (cms)= 0.253 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 41.646 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.345 3.09 Curve Number (CN)= 57.0 8.19 # of Linear Res.(N)= 3.00 0.29 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 40901)1 1 1 + 2 = 3 ID1= 1 ( 40101): + ID2= 2 ( 40501): AREA QPEAK (ha) (cms) 3.09 0.253 112.18 4.013 TPEAK R.V. (hrs) (mm) 12.25 41.65 12.92 44.98 ID = 3 ( 40901): 115.26 4.087 12.92 44.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB NASHYD ( 34109) ID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.813 PEAK FLOW (cms)- 0.860 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 63.809 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.528 8.04 Curve Number (CN)= 74.0 6.92 # of Linear Res.(N)= 3.00 0.38 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 34114) Area (ha)= 40.50 Curve Number (CN)= 78.0 1ID= 1 DT= 5.0 min Ia (mm)= 8.04 # of Linear Res.(N)= 3.00 1 ROUTE CHN( 34516)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .630E+02 0.3 1.36 3.36 0.20 0.20 .142E+03 1.1 2.03 2.25 0.30 0.30 .238E+03 2.2 2.54 1.80 0.40 0,40 .351E+03 3.8 2.97 1.54 0.50 0.50 .479E+03 5.9 3.35 1.36 0.60 0.60 .625E+03 8.4 3.70 1.23 0.70 0.70 .786E+03 11.6 4.03 1.13 0.80 0.80 .964E+03 15.3 4.34 1.05 0.90 0.90 .116E+04 19.6 4.63 0.99 1.00 1.00 .137E+04 24.6 4.91 0.93 1.11 1.11 .163E+04 32.3 5.41 0.84 1.22 1.22 .194E+04 40.9 5.79 0.79 1.33 1.33 .228E+04 50.6 6.07 0.75 1.44 1.44 .267E+04 61.2 6.28 0.73 1.56 1.56 .309E+04 72.8 6.44 0.71 1.67 1.67 .356E+04 85.4 6.57 0.70 1.78 1.78 .407E+04 99.1 6.67 0.68 1.89 1.89 .462E+04 113.9 6.76 0.68 2.00 2.00 .521E+04 129.8 6.83 0.67 INFLOW : OUTFLOW: <---- hydrograph ----> AREA QPEAK TPEAK R.V. ID= 2 ( 34119) 29.70 (cms)3.1 12.50 79 84 ID= 1 ( 34516) 29.70 3.12 12.50 79.84 <-pipe / channel-> MAX DEPTH MAX VEL 0.36 (2.77 0.36 2.77 1 CALIB 1 NASHYD ( 34118) 11D= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= 33.45 Curve Number (CN)= 82.0 6.86 # of Linear Res.(N)= 3.00 0.38 Unit Hyd Qpeak (cms)- 3.336 PEAK FLOW (cms)= 4.325 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 76.461 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 34517)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main channel 14.00 1.00 0.0350 /0.1000 Main channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .709E+02 0.3 1.15 4.48 0.20 0.20 .160E+03 0.9 1.71 3.00 0.30 0.30 .268E+03 1.9 2.14 2.40 0.40 0.40 .395E+03 3.2 2.51 2.05 0.50 0.50 .539E+03 5.0 2.83 1.81 0.60 0.60 .703E+03 7.1 3.13 1.64 0.70 0.70 .885E+03 9.8 3.40 1.51 0.80 0.80 .108E+04 12.9 3.66 1.40 0.90 0.90 .130E+04 16.5 3.91 1.31 1.00 1.00 .154E+04 20.7 4.15 1.24 1.11 1.11 .184E+04 27.3 4.57 1.12 1.22 1.22 .218E+04 34.6 4.89 1.05 1.33 1.33 .257E+04 42.7 5.12 1.00 1.44 1.44 .300E+04 51.7 5.30 0.97 1.56 1.56 .348E+04 61.5 5.44 0.94 1.67 1.67 .401E+04 72.1 5.55 0.93 1.78 1.78 .458E+04 83.7 5.64 0.91 1.89 1.89 .519E+04 96.2 5.71 0.90 2.00 2.00 .586E+04 109.6 5.77 0.89 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34118) 33.45 4.32 12.33 76.46 0.46 2.71 OUTFLOW: ID= 1 ( 34517) 33.45 4.33 12.33 76.46 0.46 2.71 IADD HYD ( 34914)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 34516): 29.70 (cms)121 12.50 79.84) + ID2= 2 ( 34517): 33.45 4.329 12.33 76.46 ID = 3 ( 34914): 63.15 7.287 12.42 78.05 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34515)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main channel TOTAL RAINFALL (mm)=120.770 RUNOFF COEFFICIENT = 0.631 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 34526)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 101.50 0.0500 1.00 100.70 0.0500 1.50 100.55 0.0500 /0.0300 Main Channel 2.00 99.50 0.0300 Main channel 3.50 99.60 0.0300 Main Channel 4.50 100.65 0.0300 /0.0500 Main Channel 6.00 101.45 0.0500 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 99.60 .424E+02 0.0 0.08 122.10 0.19 99.69 .135E+03 0.0 0.16 63.61 0.29 99.79 .235E+03 0.1 0.21 47.60 0.38 99.88 .343E+03 0.1 0.25 39.76 0.48 99.98 .459E+03 0.2 0.29 34.95 0.57 100.07 .582E+03 0.3 0.32 31.63 0.67 100.17 .714E+03 0.4 0.34 29.16 0.76 100.26 .853E+03 0.5 0.37 27.23 0.86 100.36 .100E+04 0.6 0.39 25.66 0.95 100.45 .115E+04 0.8 0.41 24.35 1.05 100.55 .132E+04 0.9 0.43 23.24 1.16 100.66 .153E+04 1.2 0.46 21.80 1.28 100.78 .178E+04 1.4 0.49 20.43 1.39 100.89 .205E+04 1.8 0.52 19.40 1.50 101.00 .234E+04 2.1 0.54 18.59 1.61 101.11 .266E+04 2.5 0.56 17.92 1.72 101.22 .300E+04 2.9 0.58 17.37 1.84 101.34 .337E+04 3.3 0.59 16.89 1.95 101.45 .376E+04 3.8 0.61 16.48 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34130) 25.64 5.39 12.17 76.20 1.95 0.61 OUTFLOW: ID= 1 ( 34526) 25.64 4.22 12.25 76.17 1.95 0.61 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. IADD HYD ( 34912)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 34117): 56.51 (cms)939 12.50 76.30 + ID2= 2 ( 34129): 21.10 2.801 12.33 76.28 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .287E+03 0.2 0.87 23.88 0.20 0.20 .648E+03 0.7 1.30 16.01 0.30 0.30 .108E+04 1.4 1.63 12.78 0.40 0.40 .160E+04 2.4 1.90 10.92 0.50 0.50 .218E+04 3.8 2.15 9.67 0.60 0.60 .284E+04 5.4 2.37 8.76 0.70 0.70 .358E+04 7.4 2.58 8.05 0.80 0.80 .439E+04 9.8 2.78 7.48 0.90 0.90 .527E+04 12.5 2.96 7.01 1.00 1.00 .623E+04 15.7 3.14 6.61 1.11 1.11 .743E+04 20.7 3.47 5.99 1.22 1,22 .882E+04 26.2 3.71 5.61 1.33 1,33 .104E+05 32.4 3.88 5.35 1,44 1.44 .121E+05 39.2 4.02 5.17 1.56 1.56 .141E+05 46.6 4.12 5.04 1.67 1.67 .162E+05 54.7 4.21 4.94 1.78 1.78 .185E+05 63.5 4.27 4.86 1.89 1.89 .210E+05 72.9 4.33 4.80 2.00 2.00 .237E+05 83.1 4.37 4.75 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 34914) 63.15 7.29 12.42 78.05 0.69 2.57 34515) 63.15 6.98 12.50 78.05 0.68 2.53 I CALIB I NASHYD ( 34129) Area (ha)= 21.10 Curve Number (CN)= 82.0 !ID= 1 DT= 5.0 min Ia (mm)= 7.06 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.37 unit Hyd Qpeak (cms)= 2.196 PEAK FLOW (cms)= 2.801 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 76.283 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.632 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I NASHYD ( 34130) Area (ha)= 25.64 Curve Number (CN)= 82.0 110= 1 DT= 5.0 min Ia (mm)= 6.93 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.18 Unit Hyd Qpeak (cms)= 5.442 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)= 5.386 (i) (hrs)= 12.167 (mm)= 76.198 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 34912)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 34912): 77.61 8.604 12.42 76.29 + ID2= 2 ( 34515): 63.15 6.979 12.50 78.05 ID = 1 ( 34912): 140.76 15.362 12.50 77.08 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 34912)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34912): 140.76 15.362 12.50 77.08 + ID2= 2 ( 34526): 25.64 4.223 12.25 76.17 ID = 3 ( 34912): 166.41 18.540 12.33 76.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34514)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .110E+03 0.2 0.87 9.14 0.20 0.20 .248E+03 0.7 1.30 6.12 0.30 0.30 .416E+03 1.4 1.63 4.89 0.40 0.40 .612E+03 2.4 1.91 4.18 0.50 0,50 .836E+03 3.8 2.15 3.70 0.60 0.60 .109E+04 5.4 2.38 3.35 0.70 0.70 .137E+04 7.4 2.59 3.08 0.80 0.80 .168E+04 9.8 2.78 2.86 0.90 0.90 .202E+04 12.6 2.97 2.68 1.00 1.00 .239E+04 15.8 3.15 2.53 1.11 1.11 .285E+04 20.7 3.47 2.29 1.22 1.22 .338E+04 26.3 3.71 2.14 1.33 1.33 .398E+04 32.4 3.89 2.05 1.44 1.44 .465E+04 39.2 4.03 1.98 1.56 1.56 .540E+04 46.7 4.13 1.93 1.67 1.67 .621E+04 54.8 4.22 1.89 1.78 1.78 .710E+04 63.6 4.28 1.86 1.89 1.89 .805E+04 73.1 4.34 1.84 2.00 2.00 .908E+04 83.3 4.38 1.82 ID = 3 ( 34912): 77.61 8.604 12.42 76.29 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34912) 166.41 18.54 12.33 76.94 1.06 3.32 OUTFLOW: ID= 1 ( 34514) 166.41 18.16 12.33 76.94 1.05 3.29 OUTFLOW: ID= 1 ( 34513) 63.92 7.83 12.33 76.44 0.67 2.87 CALIB NASHYD ( 34116) Area (ha)= 63.92 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min Ia (mm)= 6.89 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.41 Unit Hyd Qpeak (cms)= 5.969 PEAK FLOW (cms)= 7.864 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 76.438 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IROUTE CHN( 34513)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .667E+02 0.2 0.99 4.88 0.20 0.20 .151E+03 0.8 1.48 3.27 0.30 0.30 .252E+03 1.6 1.85 2.61 0.40 0.40 .371E+03 2.8 2.17 2.23 0.50 0.50 .507E+03 4.3 2.45 1.97 0.60 0.60 .661E+03 6.2 2.70 1.79 0.70 0.70 .832E+03 8.4 2.94 1.64 0.80 0.80 .102E+04 11.1 3.16 1.53 0.90 0.90 .123E+04 14.3 3.38 1.43 1.00 1.00 .145E+04 17.9 3.58 1.35 1.11 1.11 .173E+04 23.5 3.95 1.22 1.22 1.22 .205E+04 29.9 4.22 1.14 1.33 1.33 .242E+04 36.9 4.42 1.09 1.44 1.44 .282E+04 44.6 4.58 1.06 1.56 1.56 .327E+04 53.1 4.70 1.03 1.67 1.67 .377E+04 62.3 4.79 1.01 1.78 1.78 .430E+04 72.3 4.87 0.99 1.89 1.89 .488E+04 83.0 4.93 0.98 2.00 2.00 .551E+04 94.6 4.98 0.97 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34116) 63.92 7.86 12.33 76.44 0.67 2.88 I ADD 2 HYD ( 34919)1 = 3 AREA QPEAK TPEAK (ha) (cms) (hrs) R.V. (mm) 1D1= 1 ( 34115): 19.36 3.929 12.08 70.67 + ID2= 2 ( 34522): 230.33 25.987 12.42 76.80 ID = 3 ( 34919): 249.68 27.985 12.33 76.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34524)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .275E+03 0.2 0.71 27.99 0.20 0.20 .622E+03 0.6 1.06 18.76 0.30 0.30 .104E+04 1.2 1.33 14.98 0.40 0.40 .153E+04 2.0 1.56 12.80 0.50 0.50 .209E+04 3.1 1.76 11.34 0.60 0.60 .273E+04 4.4 1.94 10.26 0.70 0.70 .343E+04 6.1 2.11 9.43 0.80 0.80 .421E+04 8.0 2.27 8.77 0.90 0.90 .506E+04 10.3 2.43 8.21 1.00 1.00 .598E+04 12.9 2.57 7.74 1.11 1.11 .713E+04 16.9 2.84 7.02 1.22 1.22 .845E+04 21.4 3.03 6.57 1.33 1.33 .996E+04 26.5 3.18 6.27 1.44 1.44 .116E+05 32.0 3.29 6.06 1.56 1.56 .135E+05 38.1 3.37 5.90 1.67 1.67 .155E+05 44.7 3.44 5.79 1.78 1.78 .178E+05 51.9 3.50 5.70 1.89 1.89 .201E+05 59.7 3.54 5.63 2.00 2.00 .227E+05 68.0 3.58 5.57 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34919) 249.68 27.98 12.33 76.33 1.36 3.21 OUTFLOW: ID= 1 ( 34524) 249.68 26.94 12.42 76.33 1.34 3.19 IADD HYD ( 34918)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34114): 40.50 2.894 12.75 68.93 + ID2= 2 ( 34524): 249.68 26.942 12.42 76.33 ADD HYD ( 34917)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 34513): 63.92 7.835) 12.33cms rs) 76.44) + ID2= 2 ( 34514): 166.41 18.157 12.33 76.94 ID = 3 ( 34917): 230.33 25.992 12.33 76.80 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34522)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .209E+02 0.2 0.71 2.13 0.20 0.20 .472E+02 0.6 1.06 1.42 0.30 0.30 .789E+02 1.2 1.33 1.14 0.40 0.40 .116E+03 2.0 1.56 0.97 0.50 0.50 .159E+03 3.1 1.76 0.86 0.60 0.60 .207E+03 4.4 1.94 0.78 0.70 0.70 .260E+03 6.1 2.11 0.72 0.80 0.80 .319E+03 8.0 2.27 0.67 0.90 0.90 .384E+03 10.3 2.43 0.62 1.00 1.00 .454E+03 12.9 2.57 0.59 1.11 1.11 .541E+03 16.9 2.84 0.53 1.22 1.22 .642E+03 21.4 3.03 0.50 1.33 1.33 .756E+03 26.5 3.18 0.48 1.44 1,44 .884E+03 32.0 3.29 0.46 1.56 1.56 .103E+04 38.1 3.37 0.45 1.67 1.67 .118E+04 44.7 3.44 0.44 1.78 1.78 .135E+04 51.9 3.50 0.43 1.89 1.89 .153E+04 59.7 3.54 0.43 2.00 2.00 .172E+04 68.0 3.58 0.42 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34917) 230.33 25.99 12.33 76.80 1.32 3.16 OUTFLOW: ID= 1 ( 34522) 230.33 25.99 12.42 76.80 1.32 3.16 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34512)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------> Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0,10 .482E+02 0.2 0.71 4.90 0.20 0.20 .109E+03 0.6 1.06 3.29 0.30 0.30 .182E+03 1.2 1.33 2.62 0.40 0.40 .268E+03 2.0 1.56 2.24 0.50 0.50 .366E+03 3.1 1.76 1.99 0.60 0.60 .477E+03 4.4 1.94 1.80 0.70 0.70 .601E+03 6.1 2.11 1.65 0.80 0.80 .737E+03 8.0 2.27 1.54 0.90 0.90 .886E+03 10.3 2.43 1.44 1.00 1.00 .105E+04 12.9 2.57 1.36 1.11 1.11 .125E+04 16.9 2.84 1.23 1.22 1.22 .148E+04 21.4 3.03 1.15 1.33 1.33 .174E+04 26.5 3.18 1.10 1.44 1.44 .204E+04 32.0 3.29 1.06 1.56 1.56 .237E+04 38.1 3.37 1.03 1.67 1.67 .272E+04 44.7 3.44 1.01 1.78 1.78 .311E+04 51.9 3.50 1.00 1.89 1.89 .353E+04 59.7 3.54 0.99 2.00 2.00 .398E+04 68.0 3.58 0.98 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34918) 290.19 29.43 12.50 75.29 1.39 3.24 OUTFLOW: ID= 1 ( 34512) 290.19 29.55 12.50 75.29 1.39 3.24 CALIB NASHYD ( 34113) Area (ha)= 37.21 Curve Number (CN)= 82.0 1n,= 1 DT= 5.0 min is (mm)= 7.03 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.54 Unit Hyd Qpeak (cms)= 2.632 PEAK FLOW (cms)= 3.733 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 76.323 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.632 ID = 3 ( 34918): 290.19 29.433 12.50 75.29 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 34511)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .395E+02 0.2 0.71 4.02 0.20 0.20 .892E+02 0.6 1.06 2.69 0.30 0.30 .149E+03 1.2 1.33 2.15 0.40 0.40 .220E+03 2.0 1.56 1.84 0.50 0.50 .300E+03 3.1 1.76 1.63 0.60 0.60 .391E+03 4.4 1.94 1.47 0.70 0.70 .492E+03 6.1 2.11 1.35 0.80 0.80 .604E+03 8.0 2.27 1.26 0.90 0.90 .726E+03 10.3 2.43 1.18 1.00 1.00 .858E+03 12.9 2.57 1.11 1.11 1.11 .102E+04 16.9 2.84 1.01 1.22 1.22 .121E+04 21.4 3.03 0.94 1.33 1.33 .143E+04 26.5 3.18 0.90 1.44 1.44 .167E+04 32.0 3.29 0.87 1.56 1.56 .194E+04 38.1 3.37 0.85 1.67 1.67 .223E+04 44.7 3.44 0.83 1.78 1.78 .255E+04 51.9 3.50 0.82 1.89 1.89 .289E+04 59.7 3.54 0.81 2.00 2.00 .326E+04 68.0 3.58 0.80 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34113) 37.21 3.73 12.50 76.32 0.55 1.84 OUTFLOW: ID= 1 ( 34511) 37.21 3.73 12.50 76.32 0.55 1.84 ADD HYD ( 34909)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 34511): 37.21 3.732) 12.50 76.32) + ID2= 2 ( 34512): 290.19 29.545 12.50 75.29 ------------------------------- ID = 3 ( 34909): 327.40 33.278 12.50 75.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34521)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning ID = 3 ( 34921): 334.94 33.893 12.50 74.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34510)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .119E+03 0.1 0.62 13.98 0.20 0.20 .269E+03 0.5 0.92 9.37 0.30 0.30 .450E+03 1.0 1.15 7.48 0.40 0.40 .662E+03 1.7 1.35 6.39 0.50 0.50 .905E+03 2.7 1.52 5.66 0.60 0.60 .118E+04 3.8 1.68 5.13 0.70 0.70 .148E+04 5.2 1.83 4.71 0.80 0.80 .182E+04 6.9 1.97 4.38 0.90 0.90 .219E+04 8.9 2.10 4.10 1.00 1.00 .259E+04 11.1 2.23 3.87 1.11 1.11 .308E+04 14.6 2.46 3.51 1.22 1.22 .366E+04 18.6 2.63 3.28 1.33 1.33 .431E+04 22.9 2.75 3.13 1.44 1.44 .504E+04 27.7 2.85 3.03 1.56 1.56 .584E+04 33.0 2.92 2.95 1.67 1.67 .672E+04 38.7 2.98 2.89 1.78 1.78 .768E+04 45.0 3.03 2.85 1.89 1.89 .871E+04 51.7 3.07 2.81 2.00 2.00 .982E+04 58.9 3.10 2.78 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34921) 334.94 33.89 12.50 74.90 1.57 2.93 OUTFLOW: ID= 1 ( 34510) 334.94 33.55 12.50 74.90 1.57 2.93 CALIB 1 NASHYD ( 34111)1 Area (ha)= 40.10 Curve Number (CN)= 68.0 ID= 1 DT= 5.0 min Ia (mm)= 8.46 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.73 Unit Hyd Qpeak (cms)= 2.089 PEAK FLOW (cms)= 2.219 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 54.402 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.450 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .386E+02 0.1 0.62 4.54 0.20 0.20 .873E+02 0.5 0.92 3.04 0.30 0.30 .146E+03 1.0 1.15 2.43 0.40 0.40 .215E+03 1.7 1.35 2.08 0.50 0.50 .294E+03 2.7 1.52 1.84 0.60 0.60 .383E+03 3.8 1.68 1.66 0.70 0.70 .482E+03 5.2 1.83 1.53 0.80 0.80 .591E+03 6.9 1.97 1.42 0.90 0,90 .710E+03 8.9 2.10 1,33 1.00 1,00 .839E+03 11.1 2.23 1,26 1.11 1.11 .100E+04 14.6 2.46 1.14 1.22 1.22 .119E+04 18.6 2.63 1.07 1.33 1.33 .140E+04 22.9 2.75 1.02 1.44 1.44 .164E+04 27.7 2.85 0.98 1.56 1.56 .190E+04 33.0 2.92 0.96 1.67 1.67 .218E+04 38.7 2.98 0.94 1.78 1.78 .249E+04 45.0 3.03 0.92 1.89 1.89 .283E+04 51.7 3.07 0.91 2.00 2.00 .319E+04 58.9 3.10 0.90 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34909) 327.40 33.28 12.50 75.41 1.56 2.93 OUTFLOW: ID= 1 ( 34521) 327.40 33.33 12.50 75.41 1.56 2.93 1 CALIB 1 NASHYD ( 34112) Area (ha)= 7.54 Curve Number (CN)= 67.0 110= 1 DT= 5.0 min Ia (mm)= 8.64 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.46 Unit Hyd Qpeak (cms)= 0.624 PEAK FLOW (cms)= 0.568 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 52.995 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.439 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 34921)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. a) (cms rs mm ID1= 1 ( 34112): 7.54 0.568) 12.42) 52.99) + ID2= 2 ( 34521): 327.40 33.332 12.50 75.41 1 CALIB NASHYD ( 34132) Area (ha)= 16.61 Curve Number (CN)= 79.0 10= 1 DT= 5.0 min Ia (mm)= 7.31 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.20 Unit Hyd Qpeak (cms)= 3.110 PEAK FLOW (cms)= 3.077 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 71.003 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.588 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 34133) Area (ha)= 38.70 Curve Number (CN)= 83.0 ID= 1 DT= 5.0 min Ia (mm)= 6.78 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.63 Unit Hyd Qpeak (cms)= 2.339 PEAK FLOW (cms)= 3.552 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 78.263 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.648 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 34528)1 1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 101.50 0.0500 1.00 100.70 0.0500 1.50 100.55 0.0500 /0.0300 Main Channel 2.00 99.50 0.0300 Main Channel 3.50 99.60 0.0300 Main Channel 4.50 100.65 0.0300 /0.0500 Main Channel 6.00 101.45 0.0500 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (CMS) (m/s) (min) 0.10 99.60 .453E+02 0.0 0.07 155.59 0.19 99.69 .144E+03 0.0 0.13 81.06 0.29 99.79 .251E+03 0.1 0.18 60.66 0.38 99.88 .366E+03 0.1 0.21 50.66 0.48 99.98 .490E+03 0.2 0.24 44.53 0.57 100.07 .622E+03 0.3 0.27 40.30 0.67 100.17 .762E+03 0.3 0.29 37.16 0.76 100.26 .911E+03 0.4 0.31 34.70 0.86 100.36 .107E+04 0.5 0.33 32.70 0.95 100.45 .123E+04 0.7 0.34 31.04 1.05 100.55 .141E+04 0.8 0.36 29.62 1.61 101.11 .131E+04 1.5 0.34 1.72 101.22 .147E+04 1.8 0.35 1.84 101.34 .165E+04 2.0 0.36 1.95 101.45 .184E+04 2.3 0.37 14.30 13.86 13.48 13.15 1.16 100.66 .163E+04 1.0 1.28 100.78 .190E+04 1.2 1.39 100.89 .219E+04 1.5 1.50 101.00 .250E+04 1.8 1.61 101.11 .284E+04 2.1 1.72 101.22 .321E+04 2.4 1.84 101.34 .360E+04 2.8 1.95 101.45 .401E+04 3.2 0.39 0.41 0.43 0.45 0.47 0.48 0.50 0.51 27.78 26.04 24.72 23.69 22.84 22.13 21.53 21.00 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34133) 38.70 3.55 12.58 78.26 1.94 0.51 OUTFLOW: ID= 1 ( 34528) 38.70 3.30 12.83 78.24 1.86 0.50 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. ADD HYD ( 34922)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34132): 16.61 3.077 12.17 71.00 + ID2= 2 ( 34528): 38.70 3.301 12,83 78.24 ID = 3 ( 34922): 55.31 4.417 12.25 76.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 34527)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 101.50 0.0500 1.00 100.70 0.0500 1.50 100.55 0.0500 /0.0300 Main Channel 2.00 99.50 0.0300 Main Channel 3.50 99.60 0.0300 Main Channel 4.50 100.65 0.0300 /0.0500 Main Channel 6.00 101.45 0.0500 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 99.60 .208E+02 0.0 0.05 97.43 0.19 99.69 .661E+02 0.0 0.10 50.76 0.29 99.79 .115E+03 0.1 0.13 37.99 0.38 99.88 .168E+03 0.1 0.15 31.73 0.48 99.98 .225E+03 0.1 0.18 27.89 0.57 100.07 .286E+03 0.2 0.19 25.24 0.67 100.17 .350E+03 0.3 0.21 23.27 0.76 100.26 .419E+03 0.3 0.23 21.73 0.86 100.36 .491E+03 0.4 0.24 20.48 0.95 100.45 .567E+03 0.5 0.25 19.43 1.05 100.55 .647E+03 0.6 0.27 18.55 1.16 100.66 .751E+03 0.7 0.28 17.39 1.28 100.78 .872E+03 0.9 0.30 16.30 1.39 100.89 .100E+04 1.1 0.32 15.48 1.50 101.00 .115E+04 1.3 0.33 14.83 0.29 99.79 .623E+03 0.0 0.38 99.88 .910E+03 0.1 0.48 99.98 .122E+04 0.1 0.57 100.07 .154E+04 0.1 0.67 100.17 .189E+04 0.2 0.76 100.26 .226E+04 0.2 0.86 100.36 .265E+04 0.3 0.95 100.45 .306E+04 0.3 1.05 100.55 .350E+04 0.4 1.16 100.66 .406E+04 0.5 1.28 100.78 .471E+04 0.6 1.39 100.89 .543E+04 0.8 1.50 101.00 .621E+04 0.9 1.61 101.11 .706E+04 1.1 1.72 101.22 .797E+04 1.3 1.84 101.34 .894E+04 1.4 1.95 101.45 .997E+04 1.7 0.09 0.11 0.12 0.14 0.15 0.16 0.17 0.18 0.19 0.20 0.21 0.22 0.23 0.24 0.25 0.26 0.26 290.45 242.58 213.24 192.98 177.92 166.14 156.58 148.60 141.80 133.00 124.67 118.38 113.41 109.36 105.98 103.07 100.54 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34923) 91.57 7.89 12.42 74.09 1.86 0.26 OUTFLOW: ID= 1 ( 34525) 91.57 4.88 13.17 74.03 1.95 0.26 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. NASHYD ( 34134)1 Area (ha)= 37.14 Curve Number (CN)= 64.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 9.48 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 1.21 Unit Hyd Qpeak (cms)= 1.169 PEAK FLOW (cms)= 1.246 (i) TIME TO PEAK (hrs)= 13.333 RUNOFF VOLUME (mm)= 48.730 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.403 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 34908)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) (cms rsID1= 1 ( 34111): 40.10 2.219) 12.75) 54.40 + ID2= 2 ( 34134): 37.14 1.246 13.33 48.73 ID = 3 ( 34908): 77.23 3.294 12.92 51.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34922) 55.31 4.42 12.25 76.06 1.90 0.37 OUTFLOW: ID= 1 ( 34527) 55.31 4.06 12.42 76.05 1.95 0.37 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. CALIB NASHYD ( 34131) Area (ha)= 36.26 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min Ia (mm)= 7.33 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.45 Unit Hyd Qpeak (cms)= 3.051 PEAK FLOW (cms)= 3.825 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 71.104 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.589 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 34923)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34131): 36.26 3.825 12.42 71.10 + ID2= 2 ( 34527): 55.31 4.065 12.42 76.05 ID = 3 ( 34923): 91.57 7.890 12.42 74.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 34525)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 101.50 0.0500 1.00 100.70 0.0500 1.50 100.55 0.0500 /0.0300 Main Channel 2.00 99.50 0.0300 Main Channel 3.50 99.60 0.0300 Main Channel 4.50 100.65 0.0300 /0.0500 Main Channel 6.00 101.45 0.0500 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.10 99.60 .112E+03 0.0 0.04 745.00 0.19 99.69 .357E+03 0.0 0.07 388.11 + ID2= 2 ( 34510): 334.94 33.554 12.50 74.90 ID = 1 ( 34908): 412.18 36.551 12.58 70.55 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 34908)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34908): 412.18 36.551 12.58 70.55 + ID2= 2 ( 34525): 91.57 4.882 13.17 74.03 ID = 3 ( 34908): 503.75 40.322 12.58 71.18 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 34520)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0,1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .630E+02 0.1 0.53 8.55 0.20 0.20 .142E+03 0.4 0.80 5.73 0.30 0.30 .238E+03 0.9 1.00 4.58 0.40 0.40 .351E+03 1.5 1.17 3.91 0.50 0.50 .479E+03 2.3 1.32 3.46 0.60 0.60 .625E+03 3.3 1.46 3.14 0.70 0.70 .786E+03 4.5 1.58 2.88 0.80 0.80 .964E+03 6.0 1.70 2.68 0.90 0.90 .116E+04 7.7 1.82 2.51 1.00 1.00 .137E+04 9.6 1.93 2.37 1.11 1.11 .163E+04 12.7 2.13 2.15 1.22 1.22 .194E+04 16.1 2.27 2.01 1.33 1.33 .228E+04 19.9 2.38 1,92 1.44 1.44 .267E+04 24.0 2.47 1.85 1.56 1.56 .309E+04 28.6 2.53 1.80 1.67 1.67 .356E+04 33.6 2.58 1.77 1.78 1.78 .407E+04 38.9 2.62 1.74 1.89 1.89 .462E+04 44.7 2.66 1.72 2.00 2.00 .520E+04 51.0 2.68 1.70 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34908) 503.75 40.32 12.58 71.18 1.80 2.63 OUTFLOW: ID= 1 ( 34520) 503.75 40.24 12.58 71.18 1.80 2.63 1 ADD HYD ( 34908)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 34908): 77.23 3.294 12.92 51.67 CALIB I NASITYD ( 34110)1 ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.521 PEAK FLOW (cms)= 0.477 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 53.199 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.440 6.32 curve Number (CN)= 67.0 8.36 # of Linear Res.(N)= 3.00 0.46 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 34916)1 1 + 2 = 3 ID1= 1 ( 34110): + ID2= 2 ( 34520): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6.32 0.477 12.42 53.20 503.75 40.240 12.58 71.18 ID = 3 ( 34916): 510.07 40.691 12.58 70.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34509)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA Distance 2.05 9.93 15.55 16.14 20.55 22.82 30.83 32.24 33.34 33.93 34.86 35.83 40.17 43.53 52.10 56.20 63.32 71.52 75.40 85.97 DEPTH ELEV (m) (m) 0.07 219.97 0.14 220.03 0.20 220.10 0.27 220.17 0.34 220.24 0.42 220.32 FOR SECTION Elevation 221.74 221.16 221.21 221.31 221.20 221.18 220.24 220.01 219.90 219.90 219.99 220.26 221.29 221.49 221.42 221.60 221.06 221.27 221.15 221.44 1.1) > Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 TRAVEL TIME TABLE Main Main Main Main Main Main Channel Channel Channel Channel Channel Channel VOLUME FLOW RATE VELOCITY TRAV.TIME (cu.m.) (cms) (m/s) (min) .182E+02 0.0 0.55 6.52 .548E+02 0.2 0.87 4.10 .102E+03 0.5 1.15 3.11 .159E+03 1.0 1.37 2.59 .225E+03 1.7 1.57 2.26 .325E+03 2.9 1.91 1.87 2.19 2.71 3.22 3.73 4.24 4.75 5.27 5.78 6.29 6.80 7.31 7.82 8.34 8.85 9.36 209.67 210.18 210.69 211.20 211.72 212.23 212.74 213.25 213.76 214.27 214.79 215.30 215.81 216.32 216.83 .844E+04 .117E+05 .151E+05 .187E+05 .226E+05 .266E+05 .308E+05 .353E+05 .399E+05 .447E+05 .496E+05 .547E+05 .599E+05 .654E+05 .713E+05 INFLOW : ID= 2 ( 34907) OUTFLOW: ID= 1 ( 34508) 167.0 259.4 369.6 497.3 642.1 804.0 982.9 1178.9 1395.2 1628.9 1877.7 2140.5 2420.5 2706.3 2876.9 3.96 4.45 4.90 5.31 5.69 6.05 6.38 6.69 7.00 7.30 7.58 7.84 8.09 8.29 8.07 0.84 0.75 0.68 0.63 0.59 0.55 0.52 0.50 0.48 0.46 0.44 0.43 0.41 0.40 0.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 518.11 41.13 12.67 70.85 1.14 3.01 518.11 41.23 12.67 70.85 1.15 3.02 NASHYD ( 34120)1 Area (ha)= 17.19 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.69 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.20 Unit Hyd Qpeak (cms)= 3.235 PEAK FLOW (cms)= 3.445 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 76.488 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 34507)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .297E+03 0.2 0.82 26.37 0.20 0.20 .671E+03 0.6 1.22 17.67 0.30 0.30 .112E+04 1.3 1.52 14.11 0.40 0.40 .165E+04 2.3 1.78 12.06 0.50 0.50 .226E+04 3.5 2.01 10.68 0.60 0.60 .294E+04 5.1 2.22 9.67 0.51 220.41 .445E+03 4.5 2.15 1.66 0.60 220.50 .585E+03 6.4 2.32 1.54 0.68 220.58 .745E+03 8.5 2.45 1.45 0.77 220.67 .925E+03 11.0 2.55 1.40 0.85 220.75 .113E+04 13.9 2.63 1.35 0.94 220.84 .135E+04 17.0 2.70 1.32 1.03 220.92 .159E+04 20.5 2.76 1.29 1.11 221.01 .185E+04 24.4 2.82 1.26 1.20 221.10 .213E+04 28.3 2.83 1.26 1.28 221.18 .252E+04 31.9 2.70 1.32 1.37 221.27 .326E+04 36.5 2.39 1.49 1.46 221.35 .423E+04 43.5 2.19 1.62 1.54 221.44 .535E+04 51.6 2.06 1.73 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 34916) 510.07 40.69 12.58 70.96 1.42 2.27 ID= 1 ( 34509) 510.07 40.51 12.67 70.96 1.42 2.28 1 ADD HYD ( 34907)1 1 + 2 = 3 ID1= 1 ( 34109): + ID2= 2 ( 34509): AREA QPEAK TPEAK R.V.. (ha) (cms) (hrs) (mm) 8.04 0.860 12.33 63.81 510.07 40.506 12.67 70.96 ID = 3 ( 34907): 518.11 41.126 12.67 70.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 217.13 0.1000 12.44 217.35 0.1000 20.92 216.22 0.1000 24.44 213.34 0.1000 30.04 210.79 0.1000 34.84 208.70 0.1000 41.71 207.64 0.1000 /0.0350 45.04 207.47 0.0350 46.47 207.60 0.0350 46.71 207.62 0.0350 /0.1000 54.37 208.38 0.1000 62.24 209.12 0.1000 71.08 214.63 0.1000 75.47 216.64 0.1000 80.74 216.77 0.1000 DEPTH ELEV (m) (m) 0.15 207.62 0.66 208.13 1.17 208.64 1.68 209.16 TRAVEL TIME TABLE VOLUME (cu.m.) .674E+02 .100E+04 .281E+04 .542E+04 FLOW RATE (cms) (m/s) 0.3 0.97 12.8 42.7 93.1 Main Channel Main Channel Main Channel Main Channel VELOCITY 2.56 3.04 3.44 TRAV.TIME (min) 3.43 1.30 1.10 0.97 0.70 0.70 .370E+04 6.9 2.42 8.89 0.80 0.80 .454E+04 9.2 2.60 8.26 0.90 0.90 .546E+04 11.8 2.78 7.74 1.00 1.00 .645E+04 14.7 2.95 7.29 1.11 1.11 .769E+04 19.4 3.25 6.62 1.22 1.22 .913E+04 24.6 3.47 6.19 1.33 1.33 .108E+05 30.3 3.64 5.91 1.44 1.44 .126E+05 36.7 3.77 5.71 1.56 1.56 .146E+05 43.7 3.87 5.56 1.67 1.67 .168E+05 51.3 3.94 5.45 1.78 1.78 .192E+05 59.5 4.01 5.37 1.89 1.89 .217E+05 68.4 4.06 5.30 2.00 2.00 .245E+05 77.9 4.10 5.25 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 34120) 17.19 3.45 12.17 76.49 0.49 2.00 34507) 17.19 2.78 12.25 76.48 0.44 1.87 1 CALIB 1 STANDHYD ( 34108) Area (ha)= 7.24 ID= 1 DT= 5.0 min Total Imp(%)= 22.28 Dir. Conn.(%!= 19.70 Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS 1.61 5.63 2.00 8.21 1.00 2.00 219.71 40.00 0.013 0.250 147.82 5.00 3.50 5.00 0.26 0.58 12.08 118.77 120.77 0.98 (i) 76.09 15.00 (ii) 11.38 (ii) 15.00 0.09 0.73 12.17 49.49 120.77 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 63.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.204 (iii) 12.08 63.14 120.77 0.52 1 ADD HYD ( 34906) 1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34108): 7.24 1.204 12.08 63.14 + ID2= 2 ( 34507): 17.19 2.777 12.25 76.48 ID = 3 ( 34906): 24.43 3.569 12.25 72.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 16.91 209.66 .262E+06 7371.0 10.97 INFLOW ID= 2 ( 34906) OUTFLOW:. ID= 1 ( 34506) AREA (ha) 542.55 542.55 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 42.84 12.67 70.93 42.88 12.67 70.93 0.59 <-pipe / channel-> MAX DEPTH MAX VEL 1.28 (4.34 1.28 4.34 ADD HYD ( 34906)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 34906): 24.43 3.569 12.25 72.53 + ID2= 2 ( 34508): 518.11 41.228 12.67 70.85 ID = 1 ( 34906): 542.55 42.840 12.67 70.93 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN(. 34506)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 210.59 0.1000 11.56 206.22 0.1000 21.06 201.36 0.1000 24.46 200.42 0.1000 30.86 197.24 0.1000 33.61 195.61 0.1000 36.75 194.33 0.1000 39.33 193.03 0.1000 /0.0350 42.12 192.74 0.0350 44.17 192.86 0.0350 44.33 192.92 0.0350 /0.1000 48.52 194.07 0.1000 51.90 195.65 0.1000 57.69 200.20 0.1000 64.92 202.96 0.1000 77.52 208.69 0.1000 82.47 210.41 0.1000 85.48 210.68 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.18 192.92 .154E+03 0.5 1.20 5.43 1.10 193.85 .282E+04 30.0 4.16 1.56 2.03 194.78 .727E+04 99.1 5.32 1.22 2.96 195.71 .133E+05 206.7 6.08 1.07 3.89 196.64 .205E+05 354.9 6.76 0.96 4.82 197.57 .287E+05 540.4 7.35 0.89 5.75 198.50 .380E+05 764.1 7.84 0.83 6.68 199.43 .485E+05 1027.8 8.28 0.79 7.61 200.36 .600E+05 1331.0 8.66 0.75 8.54 201.29 .732E+05 1660.3 8.86 0.73 9.47 202.22 .883E+05 2058.5 9.11 0.71 10.40 203.15 .105E+06 2514.0 9.36 0.70 11.33 204.08 .123E+06 3030.5 9.63 0.68 12.26 205.01 .142E+06 3604.8 9.89 0.66 13.19 205.94 .163E+06 4239.1 10.14 0.64 14.12 206.87 .185E+06 4925.9 10.37 0.63 15.05 207.80 .209E+06 5675.8 10.58 0.61 15.98 208.73 .235E+06 6495.3 10.79 0.60 (m) 0.12 0.24 0.36 0.49 0.63 0.77 0.91 1.05 1.19 1.33 1.47 1.61 1.76 1.90 2.04 2.18 2.32 2.46 2.60 (m) 187.36 187.48 187.60 187.72 187.86 188.00 188.14 188.28 188.43 188.57 188.71 188.85 188.99 189.13 189.27 189.41 189.56 189.70 189.84 (cu.m.) .155E+02 .606E+02 .135E+03 .238E+03 .386E+03 .554E+03 .742E+03 .953E+03 .119E+04 .144E+04 .172E+04 .202E+04 .234E+04 .269E+04 .307E+04 .352E+04 .407E+04 .472E+04 .555E+04 INFLOW : ID= 2 ( 34905) OUTFLOW: ID= 1 ( 34505) (cms) (m/s) 0.0 0.54 0.3 0.86 0.8 1.12 1.6 1.35 3.5 1.78 6.0 2.12 9.0 2.38 12.6 2.60 16.7 2.77 21.4 2.93 26.7 3.06 32.6 3.18 39.0 3.28 45.9 3.36 53.5 3.43 61.1 3.42 69.8 3.37 79.8 3.33 89.4 3.17 (min) 6.07 3.83 2.93 2.43 1.84 1.55 1.38 1.26 1.18 1.12 1.07 1.03 1.00 0.98 0.96 0.96 0.97 0.99 1.03 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 547.57 43.10 12.67 70.61 1.84 3.33 547.57 43.24 12.67 70.61 1.84 3.33 CALIB NASHYD ( 34106)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.510 PEAK FLOW (cms)= 0.430 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 47.709 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.395 7.37 curve Number (CN)= 61.0 5.72 # of Linear Res.(N)= 3.00 0.55 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 34105) Area (ha)= 4.99 ID= 1 DT= 5.0 min Total Imp( 23.62 Dir. Conn.(%)= 18.22 IMPERVIOUS PERVIOUS (i) surface Area (ha)= 1.18 3.81 Dep. Storage (mm)= 2.00 7.53 Average Slope (%)= 1.00 2.00 Length (m)= 182.43 40.00 Manor ngs n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= 147.82 5.00 3.13 5.00 0.27 57.76 15.00 (ii) 11.92 (ii) 15.00 0.09 CALIB NASHYD ( 34107) Area (ha)= IID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.371 PEAK FLOW (cms)= 0.231 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 36.479 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.302 (i) PEAK FLOW DOES NOT INCLUDE 5.03 Curve Number (CN)= 52.0 8.26 # of Linear Res.(N)= 3.00 0.52 BASEFLOW IF ANY. 1 ADD HYD ( 34905) 1 D + 2 ID1= 1 ( 34107): + 102= 2 ( 34506): AREA (ha) 5.03 542.55 ID = 3 ( 34905): QPEAK TPEAK (cms) (hrs) 0.231 12.50 42.877 12.67 R.V. (mm) 36.48 70.93 547.57 43.097 12.67 70.61 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 2.73 189.84 0.0800 5.58 189.38 0.0800 7.54 188.60 0.0800 9.13 188.01 0.0800 9.68 187.74 0.0800 /0.0350 11.61 187.30 0.0350 11.96 187.24 0.0350 14.68 187.72 0.0350 /0.0800 18.33 188.95 0.0800 20.35 189.28 0.0800 28.24 189.65 0.0800 30.39 189.90 0.0800 31.10 189.76 0.0800 33.81 189.74 0.0800 43.81 189.94 0.0800 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 0.37 12.08 118.77 120.77 0.98 0.37 12.17 36.86 120.77 0.31 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 50.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.678 (iii) 12.08 51.78 120.77 0.43 IADD HYD ( 34904)1 1 + 2 = 3 ID1= 1 ( 34105): + ID2= 2 ( 34106): AREA (ha) 4.99 7.37 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.678 12.08 51.78 0.430 12.50 47.71 ID = 3 ( 34904): 12.36 0.874 12.08 49.35 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 34904)1 3 + 2 = 1 ID1= 3 ( 34904): + ID2= 2 ( 34505): AREA (ha) 12.36 547.57 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.874 12.08 49.35 43.241 12.67 70.61 ID = 1 ( 34904): 559.93 43.803 12.67 70.14 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 34504)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 4.20 186.53 0.1000 13.57 185.80 0.1000 18.24 185.40 0.1000 21.30 185.46 0.1000 35.63 185.08 0.1000 39.39 183.83 0.1000 40.34 183.55 0.1000 /0.0350 41.44 183.27 0.0350 43.66 183.06 0.0350 44.51 183.11 0.0350 44.80 183.17 0.0350 45.21 183.55 0.0350 /0.1000 51.34 185.35 0.1000 63.05 185.32 0.1000 70.14 185.07 0.1000 74.50 184.56 0.1000 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel < 77.18 87.18 184.49 0.1000 184.68 0.1000 TRAVEL TIME TABLE > RUNOFF COEFFICIENT = 0.390 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 183.14 .141E+02 0.1 0.77 3.58 0.16 183.22 .464E+02 0.4 1.26 2.19 0.24 183.30 .910E+02 0.9 1.68 1.64 0.33 183.39 .143E+03 1.8 2.10 1.31 0.41 183.47 .200E+03 3.0 2.45 1.12 0.49 183.55 .263E+03 4.4 2.76 1.00 0.58 183.64 .338E+03 6.5 3.20 0.86 0.66 183.72 .421E+03 9.0 3.55 0.78 0.75 183.81 .513E+03 11.9 3.83 0.72 0.84 183.90 .614E+03 15.1 4.06 0.68 0.93 183.99 .722E+03 18.6 4.26 0.65 1.01 184.07 .839E+03 22.5 4.44 0.62 1.10 184.16 .964E+03 26.7 4.59 0.60 1.19 184.25 .110E+04 31.3 4.72 0.58 1.28 184.34 .124E+04 36.2 4.84 0.57 1.36 184.42 .139E+04 41.5 4.95 0.56 1.45 184.51 .155E+04 46.6 4.99 0.55 1.54 184.60 .180E+04 52.3 4.83 0.57 1.62 184.68 .213E+04 59.2 4.60 0.60 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34904) 559.93 43.80 12.67 70.14 1.40 4.97 OUTFLOW: ID= 1 ( 34504) 559.93 43.82 12.67 70.14 1.40 4.97 CALIB 1 NASHYD ( 33107)1 Area (ha)= 3.26 Curve Number (CN)= 56.0 ID= 1 DT= 5.0 min Ia (mm)= 8.19 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.32 Unit Hyd Qpeak (cms)= 0.386 PEAK FLOW (cms)= 0.238 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 40.589 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.336 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 33108)1 Area (ha)= 6.30 Curve Number (CN)= 61.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.70 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.53 Unit Hyd Qpeak (cms)= 0.451 PEAK FLOW TIME TO PEAK RUNOFF VOLUME TOTAL RAINFALL (cms)= 0.373 (i) (hrs)= 12.500 (mm)= 47.064 (mm)= 120.770 DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .290E+02 0.1 0.47 4.47 0.20 0.20 .656E+02 0.4 0.70 2.99 0.30 0.30 .110E+03 0.8 0.88 2.39 0.40 0.40 .162E+03 1.3 1.03 2.04 0.50 0.50 .221E+03 2.0 1.16 1.81 0.60 0.60 .288E+03 2.9 1.28 1.64 0.70 0.70 .362E+03 4.0 1.40 1.51 0.80 0.80 .444E+03 5.3 1.50 1.40 0.90 0.90 .534E+03 6.8 1.60 1.31 1.00 1.00 .631E+03 8.5 1.70 1.24 1.11 1.11 .752E+03 11.2 1.88 1.12 1.22 1.22 .893E+03 14.2 2.01 1.05 1.33 1.33 .105E+04 17.5 2.10 1.00 1.44 1.44 .123E+04 21.2 2.18 0.97 1.56 1.56 .143E+04 25.2 2.23 0.94 1.67 1.67 .164E+04 29.6 2.28 0.92 1.78 1.78 .187E+04 34.3 2.31 0.91 1.89 1.89 .213E+04 39.5 2.34 0.90 2.00 2.00 .240E+04 45.0 2.37 0.89 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 33910) 8.49 0.52 12.08 49.79 0.24 0.76 OUTFLOW: ID= 1 ( 33501) 8.49 0.50 12.17 49.79 0.23 0.75 1 ADD HYD ( 33920)1 1 1+ 2= 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 33107): 3.26 0.238) 12.25cms rs) 40.59) + 102= 2 ( 33501): 8.49 0.500 12.17 49.79 ID = 3 ( 33920): 11.75 0.722 12.33 47.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 33102)1 Area (ha)= 6.91 Curve Number (CN)= 51.0 IID= 1 DT= 5.0 min 1 Ia (mm)= 6.72 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.37 Unit Hyd Qpeak (cms)= 0.723 PEAK FLOW (cms)= 0.408 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 36.316 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.301 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 33105) Area (ha)= 31.73 Curve Number (CN)= 66.0 ID= 1 DT= 5.0 min Ia (mm)= 7.40 # of Linear Res.(N)= 3.00 1 CALIB STANDHYD ( 33109) Area (ha)= 2.20 ID= 1 DT= 5.0 min Total Imp(%)= 29.16 Dir. Conn.(%)= 22.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.64 1.56 Dep. Storage (mm)= 2.00 6.30 Average Slope (%)= 1.00 2.00 Length (m)= 121.04 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 64.97 5.00 15.00 2.45 (ii) 10.84 (ii) 5.00 15.00 0.30 0.09 PEAK FLOW (cms)= 0.20 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.18 12.17 40.36 120.77 0.33 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.347 (iii) 12.08 57.60 120.77 0.48 IADD HYD ( 33910)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 33108): (ha)3 (cms)373 12.50 47.06) + ID2= 2 ( 33109): 2.20 0.347 12.08 57.60 ID = 3 ( 33910): 8.49 0.522 12.08 49.79 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 33501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE U.H. Tp(hrs)= 0.20 Unit Hyd Qpeak (cms)= 6.060 PEAK FLOW (cms)= 4.281 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 52.530 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.435 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 33104) Area (ha)= 5.11 Curve Number (CN)= 71.0 11D= 1 DT= 5.0 min Ia (mm)= 7.59 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.39 Unit Hyd Qpeak (cms)= 0.499 PEAK FLOW (cms)= 0.490 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 59.041 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.489 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 33602)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)= 900.00 DT= 5.0 min 1 Length (m)= 283.93 Slope (m/m)= 0.025 Manning n = 0.013 < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.05 .364E+01 0.0 1.21 3.93 0.09 .101E+02 0.1 1.88 2.52 0.14 .183E+02 0.2 2.42 1.96 0.19 .277E+02 0.3 2.88 1.64 0.24 .380E+02 0.4 3.27 1.45 0.28 .489E+02 0.6 3.62 1.31 0.33 .604E+02 0.8 3.93 1.20 0.38 .722E+02 1,1 4,20 1.13 0,43 .843E+02 1,3 4,43 1.07 0.47 .964E+02 1.6 4.64 1.02 0.52 .108E+03 1.8 4.81 0.98 0.57 .120E+03 2.1 4.95 0.96 0.62 .132E+03 2.3 5.06 0.94 0.66 .143E+03 2.6 5.13 0.92 0.71 .153E+03 2.8 5.17 0.92 0.76 .162E+03 3.0 5.17 0.92 0.81 .170E+03 3.1 5.11 0.93 0.85 .177E+03 3.1 4.98 0.95 0.90 .181E+03 2.9 4.54 1.04 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 33104) 5.11 0.49 12.33 59.04 0.25 3.36 OUTFLOW: ID= 1 ( 33602) 5.11 0.49 12.33 59.04 0.25 3.36 1 DT= 5.0 min CALIB 1 STANDHYD ( 33103)1 ID= 1 DT= 5.0 min 1 Surface Area Dep. storage Average slope Length Mannings n Area Total (ha) - (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 1.43 Imp(%)= 68.96 Dir. Conn.(%)= 53.78 IMPERVIOUS PERVIOUS (i) 0.99 0.44 1.00 6.87 1.00 2.00 97.70 40.00 0.013 0.250 147.82 5.00 2.15 5.00 0.31 0.32 12.08 119.77 120,77 0,99 10.00 (ii) 7.00 (ii) 10.00 0.14 0.17 12.08 76.62 120.77 0.63 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 74.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.484 (iii) 12.08 99.82 120.77 0.83 ADD HYD ( 33903)1 1 + 2 = 3 ID1= 1 ( 33103): + ID2= 2 ( 33105): AREA (ha) 1.43 31.73 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.484 12.08 99.82 4.281 12.17 52.53 ID = 3 ( 33903): 33.16 4.499 12.17 54.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD2 ( 33903)1 3 + = 1 ID1= 3 ( 33903): + ID2= 2 ( 33602): AREA (ha) 33.16 5.11 QPEAK TPEAK R.V. (cms) (hrs) (mm) 4.499 12.17 54.57 0.490 12.33 59.04 ID = 1 ( 33903): 38.27 4.887 12.17 55.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 33601)1 PIPE Number = 1.00 IN= 2---> OUT= 1 1 Diameter (mm)=1050.00 TIME SHIFT OF PEAK FLOW MAXIMUM STORAGE USED MAXIMUM STORAGE USED (min)= 0.00 (ha.m.)= 0.0000 (cu.m.)= 0.000259 CALIB NASHYD ( 33106) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.202 PEAK FLOW (cms)= 0.112 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 34.877 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.289 2.17 Curve Number (CN)= 50.0 7.60 # of Linear Res.(N)= 3.00 0.41 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 33101) ID= 1 DT= 5.0 min 1 Area (ha)= U.H. Tp(hrs) Unit Hyd Qpeak (cms)= 0.115 PEAK FLOW (cms)- 0.066 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 34.878 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.289 1.38 Curve Number (CN)= 50.0 7.60 # of Linear Res.(N)= 3.00 0.46 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 33901)1 1 + 2 = 3 ID1= 1 ( 33101): + ID2= 2 ( 33106): AREA QPEAK (ha) (cms) 1.38 0.066 2.17 0.112 TPEAK R.V. (hrs) (mm) 12.42 34.88 12.42 34.88 ID = 3 ( 33901): 3.55 0.178 12.42 34.88 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD2 ( 33901) ID1= 3 ( 33901): + ID2= 2 ( 33401): AREA (ha) 3.55 45.19 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.178 12.42 34.88 5.251 12.17 52.28 ID = 1 ( 33901): 48.74 5.387 12.17 51.02 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I Length (m)= 882.65 Slope (m/m)= 0.030 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1065.83 THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 4.89 TRAVEL TIME TABLE (mm)FOR FREE FLOW. (cms) DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.06 .159E+02 0.0 1.46 0.11 .442E+02 0.1 2.27 0.17 .798E+02 0.3 2.92 0.22 .121E+03 0.5 3.48 0.28 .165E+03 0.7 3.95 0.34 .213E+03 1.1 4.37 0.39 .263E+03 1.4 4.74 0.45 .315E+03 1.8 5.07 0.50 .367E+03 2.2 5.35 0.56 .420E+03 2.7 5.60 0.62 .473E+03 3.1 5.81 0.67 .524E+03 3.5 5.98 0,73 .574E+03 4.0 6.11 0,79 .622E+03 4.4 6.20 0.84 .667E+03 4.7 6.24 0.90 .708E+03 5.0 6.24 0.95 .743E+03 5.2 6.17 1.01 .772E+03 5.3 6.01 1.07 .788E+03 4.9 5.48 <---- hydrograph AREA QPEAK TPEAK a cs hs INFLOW : ID= 2 ( 33903) 38.27 (4.89 12.17 OUTFLOW: ID= 1 ( 33601) 38.27 4.90 12.17 TRAV. TIME min 10.11 6.48 5.03 4.23 3.72 3.36 3.10 2.90 2.75 2.63 2.53 2.46 2.41 2.37 2.36 2.36 2.38 2.45 2.68 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 55.17 0.87 6.24 55.17 0.88 6.24 1 ADDD HYD ( 33902) ID1= 1 ( 33102): + ID2= 2 ( 33601): AREA (ha) 6.91 38.27 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.408 12.33 36.32 4.903 12.17 55.17 ID = 3 ( 33902): 45.19 5.251 12.17 52.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 RESERVOIR( 33401)1 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min 1 INFLOW : ID= 2 OUTFLOW: ID= 1 ( PEAK OVERFLOW IS OFF OUTFLOW (cros) 0.0000 33902) 33401) STORAGE (ha.m.) 0.0000 AREA (ha) 45.186 45.186 OUTFLOW STORAGE (cms) (ha.m.) 10.0000 0.0000 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.251 12.17 52.28 5.251 12.17 52.28 FLOW REDUCTION [QOUt/Qin](%)=100.00 1 ADD HYD ( 33901)1 1 1+ 2= 3 ID1= 1 ( 33901): + ID2= 2 ( 33920): AREA (ha) 48.74 11.75 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.387 12.17 51.02 0.722 12.33 47.24 ID = 3 ( 33901): 60.49 6.104 12.17 50.28 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB STANDHYD ( 34102) Area (ha)= 4.10 11D= 1 DT= 5.0 min Total Imp(%)= 21.16 Dir. Conn.(%)= 18.86 IMPERVIOUS Surface Area (ha)= 0.87 Dep. Storage (mm)= 2.00 Average Slope (%)= 2.60 Length (m)= 165.40 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= 147.82 over (min) 5.00 storage Coeff. (min)= 2.22 Unit Hyd. Tpeak (min)= 5.00 Unit Hyd. peak (cms)- 0.30 PEAK FLOW (cms)= 0.32 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 PERVIOUS 3.24 9.18 2.00 40.00 0.250 (i) 35.32 15.00 (ii) 12,92 (ii) 15,00 0.08 0.20 12.17 25.95 120.77 0.21 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! * WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 40.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.481 (iii) 12.08 43.45 120.77 0.36 1 CALIB ND STA HYD ( 34103) Area (ha)= 3.45 ID= 1 DT= 5.0 min Total Imp(%)= 34.94 Dir. Conn,(20 = 25.55 Surface Area (ha)- Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- IMPERVIOUS PERVIOUS 1.20 2.24 2.00 6.77 4.50 2.00 151.61 40.00 0.013 0.250 147.82 5.00 1.79 5.00 0.32 (i) 72.87 10.00 (ii) 9.80 (ii) 10.00 0.11 *TOTALS* PEAK FLOW (cms)= 0.36 0.31 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 43.40 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.36 0.673 (iii) 12.08 62.66 120.77 0.52 INFLOW : ID= 2 ( 34104) OUTFLOW: ID= 1 ( 34401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6.216 1.002 12.08 61.42 6.216 0.345 12.42 61.31 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 54.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. STLIB ANDHYD ( 34104)11 Area (ha)= 6.22 ID= 1 DT= 5.0 min I Total Imp(%)= 21.13 Dir. Conn.(%)= 19.31 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.31 4.90 Dep. Storage (mm)= 2.00 5.03 Average Slope (%)= 1.00 2.00 Length (m)= 203.57 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 71.55 5.00 15.00 3.35 (ii) 11.42 (ii) 5.00 15.00 0.26 0.09 0.49 12.08 118.77 120.77 0.98 0.60 12.17 47.70 120.77 0.39 "** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 60.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS` 1.002 (iii) 12.08 61.42 120.77 0.51 RESERVOIR( 34401)1 OVERFLOW IS OFF IN= 2---> OUT= 1 I DT= 5.0 min 1 OUTFLOW STORAGE I OUTFLOW STORAGE (cms) (ha.m.) I (cms) (ha.m.) 0.0000 0.0000 I 0.0717 0.1120 0.0040 0.0110 0.1136 0.1263 0.0067 0.0223 0.1427 0.1409 0.0086 0.0341 I 0.1664 0.1559 0.0101 0.0461 I 0.4811 0.1744 0.0115 0.0586 1.4850 0.1952 0.0127 0.0714 2.4403 0.2118 0.0137 0.0846 3.6704 0.2290 0.0255 0.0981 5.1585 0.2468 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .701E+00 0.0 0.39 6.72 0.07 0.07 .280E+01 0.0 0.62 4.23 0.10 0.10 .631E+01 0.0 0.81 3.23 0.13 0.13 .112E+02 0.1 0.99 2.67 0.17 0.17 .175E+02 0.1 1.15 2.30 0.20 0.20 .252E+02 0.2 1.29 2.04 0.23 0.23 .343E+02 0.3 1.43 1.84 0.27 0.27 .449E+02 0.4 1.57 1.68 0.30 0.30 .568E+02 0.6 1.69 1.55 0.33 0.33 .701E+02 0.8 1.82 1.45 0.37 0.37 .870E+02 1.1 2.05 1.28 0.41 0.41 .107E+03 1.5 2.22 1.18 0.44 0.44 .129E+03 1.9 2.35 1.12 0.48 0.48 .153E+03 2.4 2.45 1.07 0.52 0.52 .181E+03 2.9 2.53 1.04 0.56 0.56 .211E+03 3.5 2.60 1.01 0.59 0.59 .243E+03 4.1 2.65 0.99 0.63 0.63 .278E+03 4.8 2.70 0.98 0.67 0.67 .316E+03 5.5 2.74 0.96 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34903) 9.66 0.70 12.08 61.79 0.31 1.75 OUTFLOW: ID= 1 ( 34502) 9.66 0.67 12.08 61.79 0.31 1.73 1 ADD HYD ( 34902)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 33901): 60.49 6.104 12.17 50.28 + ID2= 2 ( 34102): 4.10 0.481 12.08 43.45 ID = 3 ( 34902): 64.59 6.369 12.17 49.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HVD ( 34902)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) PEAK FLOW REDUCTION [Qout/Qin](%)= 34.46 TIME SHIFT OF PEAK FLOW (min)= 20.00 MAXIMUM STORAGE USED (ha.m.)= 0.1668 ROUTE CHN( 34503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .217E+01 0.0 0.39 20.82 0.07 0.07 .868E+01 0.0 0.62 13.11 0.10 0.10 .195E+02 0.0 0.81 10.01 0.13 0.13 .347E+02 0.1 0.99 8.26 0.17 0.17 .543E+02 0.1 1.15 7.12 0.20 0.20 .782E+02 0.2 1.29 6.30 0.23 0.23 .106E+03 0.3 1.43 5.69 0.27 0.27 .139E+03 0.4 1.57 5.20 0.30 0.30 .176E+03 0.6 1.69 4.81 0.33 0.33 .217E+03 0.8 1.82 4.49 0.37 0.37 .270E+03 1.1 2.05 3.98 0.41 0.41 .330E+03 1.5 2.22 3.67 0.44 0.44 .399E+03 1.9 2.35 3.47 0.48 0.48 .475E+03 2.4 2.45 3.32 0.52 0.52 .560E+03 2.9 2.53 3.22 0.56 0.56 .653E+03 3.5 2.60 3.14 0.59 0.59 .754E+03 4.1 2.65 3.07 0.63 0.63 .862E+03 4.8 2.70 3.02 0.67 0.67 .979E+03 5.5 2.74 2.98 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34401) 6.22 0.35 12.42 61.31 0.24 1.46 OUTFLOW: ID= 1 ( 34503) 6.22 0.33 12.58 61.31 0.24 1.45 1 ADD HYD ( 34903) 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34103): 3.45 0.673 12.08 62.66 + ID2= 2 ( 34503): 6.22 0.332 12.58 61.31 ID = 3 ( 34903): 9.66 0.699 12.08 61.79 ID1= 3 ( 34902): 64.59 6.369 12.17 49.85 + ID2= 2 ( 34502): 9.66 0.674 12.08 61.79 ID = 1 ( 34902): 74.26 6.907 12.17 51.40 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD 2 ( 34902) 1 D + AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 34902): 74.26 6.907 12.17 51.40 + ID2= 2 ( 34504): 559.93 43.820 12.67 70.14 ID = 3 ( 34902): 634.19 47.040 12.67 67.95 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 34501)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 7.79 181.80 0.1000 12.28 181.49 0.1000 14.47 181.55 0.1000 24.26 180.33 0.1000 31.25 179.95 0.1000 33.43 179.67 0.1000 34.74 179.63 0.1000 35.62 179.68 0.1000 39.27 179.53 0.1000 43.81 178.02 0.1000 /0.0350 Main Channel 45.42 177.52 0.0350 Main Channel 48.34 178.02 0.0350 /0.1000 Main Channel 52.69 179.15 0.1000 54.10 179.18 0.1000 54.39 179.14 0.1000 56.56 179.05 0.1000 59.45 179.19 0.1000 75.63 178.80 0.1000 86.89 178.12 0.1000 94.11 178.35 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.04 177.56 .800E+00 0.0 0.46 3.72 0.08 177.60 .320E+01 0.0 0.72 2.34 0.13 177.65 .720E+01 0.1 0.95 1.79 0.17 177.69 .128E+02 0.1 1.15 1.48 0.21 177.73 .200E+02 0.3 1.33 1.27 0.25 177.77 .288E+02 0.4 1.51 1.13 0.29 177.81 .392E+02 0.6 1.67 1.02 0.33 177.85 .512E+02 0.9 1.82 0.93 0.38 177.90 .648E+02 1.3 1.97 0.86 0.42 177.94 .800E+02 1.7 2.12 0.80 0.46 177.98 .968E+02 2.1 2.26 0.75 0.50 178.02 .115E+03 2.7 2.39 0.71 0.55 178.07 .138E+03 3.6 2.67 0.64 0.59 178.11 .162E+03 4.6 2.91 0.58 0.64 178.16 .192E+03 5.7 3.05 0.56 0.69 0.74 0.78 0.83 178.21 178.26 178.30 178.35 .234E+03 .288E+03 .355E+03 .435E+03 7.0 8.4 10.1 11.9 3.05 2.98 2.88 2.78 0.56 0.57 0.59 0.61 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 34902) 634.19 47.04 12.67 67.95 0.82 2.80 OUTFLOW: ID= 1 ( 34501) 634.19 46.97 12.67 67.95 0.82 2.80 CALIB 1 NASHYD ( 34101)1 Area (ha)= 1.76 Curve Number (CN)= 57.0 ID= 1 DT= 5.0 min I Ia (mm)= 8.96 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.31 Unit Hyd Qpeak (cms)= 0.216 PEAK FLOW (cms)- 0.135 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 41.186 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.341 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 34901)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 34101): 1.76 0.135) 12.25) 41.19) + 102= 2 ( 34501): 634.19 46.971 12.67 67.95 ID = 3 ( 34901): 635.95 47.048 12.67 67.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 32117) Area (ha)= 28.18 Curve Number (CN)= 84.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 8.06 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.26 Unit Hyd Qpeak (cms)= 2.760 PEAK FLOW (cms)- 3.663 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 78.214 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.648 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 32512)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 PEAK FLOW (cms)- 0.212 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 72.050 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.597 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 32910)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 32116): 0.72 0.212 12.08 72.05 + ID2= 2 ( 32512): 28.18 3.663 12.25 78.21 ID = 3 ( 32910): 28.90 3.718 12.17 78.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 32511)1 IN= 2---> OUT= 1 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 220.54 0.1000 3.14 220.43 0.1000 7.03 219.45 0.1000 11.70 217.59 0.1000 14.82 215.78 0.1000 18.71 214.37 0.1000 22.44 213.14 0.1000 31.39 210.84 0.1000 33.49 210.11 0.1000 /0.0350 Main Channel 34.22 209.92 0.0350 Main Channel 35.24 209.62 0.0350 Main Channel 36.25 209.68 0.0350 Main Channel 37.23 210.11 0.0350 /0.1000 Main Channel 40.23 211.60 0.1000 43.96 211.76 0.1000 47.53 211.86 0.1000 51.56 213.29 0.1000 59.63 217.34 0.1000 64.67 219.29 0.1000 70.62 220.55 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.49 210.11 .148E+03 2.2 1.99 1.14 1.04 210.66 .527E+03 13.1 3.40 0.67 1.59 211.20 .112E+04 32.4 3.95 0.57 2.14 211.75 .198E+04 59.6 4.10 0.55 2.68 212.30 .354E+04 101.9 3.92 0.58 3.23 212.85 .540E+04 159.9 4.03 0.56 3.78 213.40 .753E+04 233.4 4.22 0.54 4.33 213.95 .989E+04 323.0 4.44 0.51 4.88 214.50 .124E+05 427.9 4.68 0.48 5.43 215.05 .152E+05 548.5 4.91 0.46 5.98 215.60 .182E+05 684.7 5.13 0.44 6.53 216.15 .213E+05 838.9 5.36 0.42 7.08 216.69 .246E+05 1009.9 5.59 0.41 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 220.54 0.1000 3.14 220.43 0.1000 7.03 219.45 0.1000 11.70 217.59 0.1000 14.82 215.78 0.1000 18.71 214.37 0.1000 22.44 213.14 0.1000 31.39 210.84 0.1000 33.49 210.11 0.1000 /0.0350 Main Channel 34.22 209.92 0.0350 Main channel 35.24 209.62 0.0350 main Channel 36.25 209.68 0.0350 Main Channel 37.23 210.11 0.0350 /0.1000 Main Channel 40.23 211.60 0.1000 43.96 211.76 0.1000 47.53 211.86 0.1000 51.56 213.29 0.1000 59.63 217.34 0.1000 64.67 219.29 0.1000 70.62 220.55 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.49 210.11 .145E+03 3.1 2.89 0.77 1.04 210.66 .518E+03 19.1 4.92 0.45 1.59 211.20 .110E+04 46.9 5.72 0.39 2.14 211.75 .195E+04 86.4 5.94 0.38 2.68 212.30 .348E+04 147.7 5.68 0.39 3.23 212.85 .531E+04 231.7 5.84 0.38 3.78 213.40 .741E+04 338.3 6.11 0.37 4.33 213.95 .973E+04 468.2 6.44 0.35 4.88 214.50 .122E+05 620.2 6.78 0.33 5.43 215.05 .150E+05 795.1 7.11 0.31 5.98 215.60 .179E+05 992.5 7.44 0.30 6.53 216.15 .210E+05 1216.1 7.77 0.29 7.08 216.69 .242E+05 1463.9 8.10 0.28 7.63 217.24 .276E+05 1734.6 8.42 0.27 8.17 217.79 .311E+05 2022.7 8.70 0.26 8.72 218.34 .349E+05 2331.1 8.95 0.25 9.27 218.89 .388E+05 2665.5 9.19 0.24 9.82 219.44 .430E+05 3019.8 9.40 0.24 10.37 219.99 .475E+05 3371.1 9.51 0.23 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 32117) 28.18 3.66 12.25 78.21 0.51 2.93 OUTFLOW: ID= 1 ( 32512) 28.18 3.66 12.25 78.21 0.51 2.93 I CALIB I NASHYD ( 32116) Area (ha)= 0.72 Curve Number (CN)= 86.0 IID= 1 DT= 5.0 min Ia (mm)= 5.66 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.06 Unit Hyd Qpeak (cms)- 0.464 7.63 8.17 8.72 9.27 9.82 10.37 217.24 217.79 218.34 218.89 219.44 219.99 .280E+05 .316E+05 .355E+05 .395E+05 .437E+05 .482E+05 1196.7 5.81 0.39 1395.4 6.00 0.38 1608.2 6.17 0.37 1838.9 6.34 0.36 2083.3 6.49 0.35 2325.7 6.56 0.35 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 32910) 28.90 3.72 12.17 78.06 0.57 2.11 OUTFLOW: ID= 1 ( 32511) 28.90 3.71 12.25 78.06 0.57 2.11 CALIB STANDHYD ( 32115) Area (ha)= 2.72 ID= 1 DT= 5.0 min Total Imp(%)= 25.24 Dir. Conn.(%)= 21.18 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.69 2.03 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 2.00 2.00 Length (m)= 134.56 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 127.82 5.00 10.00 2.12 (ii) 8.52 (ii) 5.00 10.00 0.31 0.12 PEAK FLOW (cms)- 0.24 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.55 12.08 83.14 120.77 0.69 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.789 (iii) 12.08 90.69 120.77 0.75 1 ADD HYD ( 32909)1 I 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 32115): 2.72 0.789 12.08 90.69 + ID2= 2 ( 32511): 28.90 3.715 12.25 78.06 ID = 3 ( 32909): 31.62 4.275 12.17 79.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 32510)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.49 210.11 .287E+03 3.4 3.18 1.04 210.66 .102E+04 21.0 5.42 1.59 211.20 .217E+04 51.6 6.30 2.14 211.75 .385E+04 95.1 6.54 2.68 212.30 .688E+04 162.6 6.25 3.23 212.85 .105E+05 255.1 6.43 3.78 213.40 .147E+05 372.4 6.73 4.33 213.95 .192E+05 515.4 7.09 4.88 214.50 .242E+05 682.8 7.46 5.43 215.05 .296E+05 875.3 7.83 5.98 215.60 .353E+05 1092.7 8.19 6.53 216.15 .414E+05 1338.8 8.55 7.08 216.69 .478E+05 1611.7 8.92 7.63 217.24 .545E+05 1909.8 9.27 8.17 217.79 .616E+05 2226.9 9.58 8.72 218.34 .690E+05 2566.5 9.85 9.27 218.89 .768E+05 2934.7 10.12 9.82 219.44 .850E+05 3324.7 10.35 10.37 219.99 .938E+05 3711.5 10.47 < DATA Distance 0.00 3.14 7.03 11.70 14.82 18.71 22.44 31.39 33.49 34.22 35.24 36.25 37.23 40.23 43.96 47.53 51.56 59.63 64.67 70.62 FOR SECTION Elevation 220.54 220.43 219.45 217.59 215.78 214.37 213.14 210.84 210.11 209.92 209.62 209.68 210.11 211.60 211.76 211.86 213.29 217.34 219.29 220.55 ( 1.1) Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 TRAVEL TIME TABLE Main Main Main Main Main channel channel Channel Channel Channel INFLOW : ID= 2 ( 32909) OUTFLOW: ID= 1 ( 32510) TRAV.TIME (min) 1.39 0.81 0.70 0.67 0.71 0.69 0.66 0.62 0.59 0.56 0.54 0.52 0.49 0.48 0.46 0.45 0.44 0.43 0.42 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 31.62 4.28 12.17 79.15 0.51 3.24 31.62 4.25 12.17 79.15 0.51 3.24 CALIB I NASHYD ( 32111)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 2.524 15.33 Curve Number (CN)= 80.0 7.58 # of Linear Res.(N)= 3.00 0.23 0.60 0.60 .138E+04 7.3 3.20 3.16 0.70 0.70 .174E+04 10.0 3.48 2.90 0.80 0.80 .214E+04 13.2 3.75 2.70 0.90 0.90 .257E+04 16.9 4.00 2.53 1.00 1.00 .303E+04 21.2 4.24 2.38 1.11 1.11 .362E+04 27.9 4.68 2.16 1.22 1.22 .429E+04 35.4 5.00 2.02 1.33 1.33 .506E+04 43.7 5.24 1.93 1.44 1.44 .591E+04 52.8 5.42 1.86 1.56 1.56 .685E+04 62.9 5.56 1.82 1.67 1.67 .789E+04 73.8 5.68 1.78 1.78 1.78 .901E+04 85.6 5.76 1.75 1.89 1.89 .102E+05 98.4 5.84 1.73 2.00 2.00 .115E+05 112.1 5.90 1.71 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 32113) 68.84 5.88 12.67 79.35 0.54 3.00 ID= 1 ( 32509) 68.84 5.87 12.75 79.35 0.53 2.99 CALIB NASHYD ( 32112) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= 38.01 Curve Number (CN)= 82.0 6.93 # of Linear Res.(N)= 3.00 0.49 Unit Hyd Qpeak (cms)= 2.945 PEAK FLOW (cms)= 4.071 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 76.412 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.633 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 32908)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1D1= 1 ( 32112): 38.01 4.071 12.42 76.41 + ID2= 2 ( 32509): 68.84 5.874 12.75 79.35 ID = 3 ( 32908): 106.84 9.581 12.58 78.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 32508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 PEAK FLOW (cms)- 2.682 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 72.431 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.600 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB NASHYD ( 32110) 10= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 75.87 Curve Number (CN)= 78.0 9.05 # of Linear Res.(N)= 3.00 0.87 Unit Hyd Qpeak (cms)= 3.320 PEAK FLOW (cms)= 4.735 (i) TIME TO PEAK (hrs)= 12.917 RUNOFF VOLUME (mm)= 68.073 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.564 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB NASHYD ( 32113) 1D= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 68.84 Curve Number (CN)= 84.0 7.52 # of Linear Res.(N)= 3.00 0.71 Unit Hyd Qpeak (cms)= 3.677 PEAK FLOW (cms)- 5.877 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 79.351 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.657 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 32509)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------ Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .140E+03 0.3 1.17 8.62 0.20 0.20 .315E+03 0.9 1.75 5.77 0.30 0.30 .528E+03 1.9 2.19 4.61 0.40 0.40 .777E+03 3.3 2.57 3.94 0.50 0.50 .106E+04 5.1 2.90 3.49 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .139E+03 0.2 0.99 10.17 0.20 0.20 .314E+03 0.8 1.48 6.82 0.30 0.30 .526E+03 1.6 1.85 5.44 0.40 0.40 .774E+03 2.8 2.17 4.65 0.50 0.50 .106E+04 4.3 2.45 4.12 0.60 0.60 .138E+04 6.2 2.70 3.73 0.70 0.70 .173E+04 8.4 2.94 3.43 0.80 0.80 .213E+04 11.1 3.16 3.19 0.90 0.90 .256E+04 14.3 3.38 2.98 1.00 1.00 .302E+04 17.9 3.58 2.81 1.11 1.11 .360E+04 23.5 3.95 2.55 1.22 1.22 .428E+04 29.9 4.22 2.39 1.33 1.33 .504E+04 36.9 4.42 2.28 1.44 1.44 .589E+04 44.6 4.58 2.20 1.56 1.56 .683E+04 53.1 4.70 2.15 1.67 1.67 .786E+04 62.3 4.79 2.10 1.78 1.78 .898E+04 72.3 4.87 2.07 1.89 1.89 .102E+05 83.0 4.93 2.04 2.00 2.00 .115E+05 94.6 4.98 2.02 INFLOW : ID= 2 OUTFLOW: ID= 1 C C <---- hydrograph ----> AREA QPEAK TPEAK R.V. 32908) 106.84 (9.58 (hrs)25 78.31 32508) 106.84 9.56 12.67 78.31 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.74 3.03 0.74 3.02 1 ADD HYD ( 32907)1 1 + 2 = 3 1D1= 1 ( 32110): + ID2= 2 ( 32111): AREA (ha) 75.87 15.33 QPEAK TPEAK R.V. (cms) (hrs) (mm) 4.735 12.92 68.07 2.682 12.17 72.43 ID = 3 ( 32907): 91.20 5.369 12.67 68.81 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 32907)1 3 + 2 = 1 ID1= 3 ( 32907): + ID2= 2 ( 32508): AREA (ha) 91.20 106.84 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.369 12.67 68.81 9.564 12.67 78.31 ID = 1 ( 32907): 198.05 14.933 12.67 73.93 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 Main Channel Main Channel Main Channel Main Channel NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 32507)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > PEAK FLOW (cms)= 1.129 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 66.529 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.551 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .957E+02 0.2 1.05 6.59 0.20 0.20 .216E+03 0.8 1.57 4.41 0.30 0.30 .362E+03 1.7 1.97 3.52 0.40 0.40 .532E+03 2.9 2.30 3.01 0.50 0.50 .728E+03 4.5 2.60 2.67 0.60 0.60 .948E+03 6.5 2.87 2.42 0.70 0.70 .119E+04 9.0 3.12 2.22 0.80 0.80 .146E+04 11.8 3.36 2.06 0.90 0.90 .176E+04 15.2 3.59 1.93 1.00 1.00 .208E+04 19.0 3.81 1.82 1.11 1.11 .248E+04 25.0 4.19 1.65 1.22 1.22 .294E+04 31.7 4.48 1.55 1.33 1.33 .347E+04 39.2 4.70 1.47 1.44 1.44 .405E+04 47.4 4.86 1.43 1.56 1.56 .470E+04 56.4 4.99 1.39 1.67 1.67 .541E+04 66.2 5.09 1.36 1.78 1.78 .618E+04 76.8 5.17 1.34 1.89 1.89 .701E+04 88.2 5.24 1.32 2.00 2.00 .790E+04 100.5 5.29 1.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 32907) 198.05 14.93 12.67 73.93 0.89 3.57 OUTFLOW: ID= 1 ( 32507) 198.05 14.94 12.67 73.93 0.89 3.57 CALIB 1 NASITYD ( 32107)1 Area (ha)= 47.83 Curve Number (CN)= 82.0 ID= 1 DT= 5.0 min Ia (mm)= 8.68 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.65 Unit Hyd Qpeak (cms)= 2.823 PEAK FLOW (cms)= 4.139 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 74.850 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.620 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASITYD ( 32108)1 Area (ha)= 9.72 Curve Number (CN)= 77.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 9.04 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.36 Unit Hyd Qpeak (cms)= 1.025 0.94 205.27 .676E+04 32.9 2.10 3.42 1.73 206.06 .170E+05 114.0 2.88 2.49 2.52 206.85 .300E+05 247.0 3.54 2.02 3.31 207.63 .446E+05 428.9 4.14 1.73 4.10 208.42 .608E+05 656.9 4.65 1.54 4.88 209.21 .784E+05 934.7 5.13 1.40 5.67 210.00 .975E+05 1246.2 5.50 1.30 6.46 210.79 .119E+06 1602.4 5.82 1.23 7.25 211.58 .141E+06 2041.1 6.22 1.15 8.04 212.37 .165E+06 2534.1 6.61 1.08 8.83 213.15 .190E+06 3076.3 6.98 1.03 9.62 213.94 .215E+06 3671.8 7.34 0.98 10.40 214.73 .242E+06 4316.0 7.69 0.93 11.19 215.52 .269E+06 5013.7 8.03 0.89 11.98 216.31 .297E+06 5759.7 8.35 0.86 12.77 217.10 .326E+06 6553.5 8.66 0.83 13.56 217.89 .355E+06 7395.2 8.96 0.80 14.35 218.68 .386E+06 8265.9 9.22 0.78 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 32906) 255.59 19.85 12.67 73.82 0.62 1.44 OUTFLOW: ID= 1 ( 32506) 255.59 19.88 12.67 73.82 0.62 1.44 CALIB 1 NASITYD ( 32106)1 Area (ha)= 28.57 Curve Number (CN)= 84.0 ID= 1 DT= 5.0 min I Ia (mm)= 7.20 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.37 Unit Hyd Qpeak (cms)= 2.010 PEAK FLOW (cms)= 2.938 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 79.300 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.657 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 32905)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 32106): 28.57 2.938) 12.33) 79.30 + ID2= 2 ( 32506): 255.59 19.876 12.67 73.82 ID = 3 ( 32905): 284.16 22.385 12.67 74.37 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 32906)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 32107): 47.83 4.139 12.67 74.85 + ID2= 2 ( 32108): 9.72 1.129 12.33 66.53 ID = 3 ( 32906): 57.54 5.016 12.50 73.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 32906)1 1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. ID1= 3 ( 32906): 57.54 (cms)016 12.50 73.45) + ID2= 2 ( 32507): 198.05 14.942 12.67 73.93 ID = 1 ( 32906): 255.59 19.853 12.67 73.82 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 32506)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 219.46 0.1000 3.32 218.69 0.1000 11.81 213.17 0.1000 16.05 210.90 0.1000 20.30 210.20 0.1000 24.99 209.31 0.1000 32.85 206.40 0.1000 43.64 204.65 0.1000 52.18 204.57 0.1000 53.92 204.48 0.1000 /0.0350 Main Channel 56.34 204.33 0.0350 Main Channel 57.97 204.38 0.0350 Main Channel 58.92 204.51 0.0350 /0.1000 Main Channel 63.04 204.76 0.1000 70.25 206.15 0.1000 78.14 208.70 0.1000 88.70 214.79 0.1000 93.21 218.03 0.1000 96.80 219.56 0.1000 97.53 219.66 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.15 204.48 .181E+03 0.4 0.98 7.29 3.32 218.69 0.1000 11.81 213.17 0.1000 16.05 210.90 0.1000 20.30 210.20 0.1000 24.99 209.31 0.1000 32.85 206.40 0.1000 43.64 204.65 0.1000 52.18 204.57 0.1000 53.92 204.48 0.1000 /0.0350 Main Channel 56.34 204.33 0.0350 Main Channel 57.97 204.38 0.0350 Main Channel 58.92 204.51 0.0350 /0.1000 Main Channel 63.04 204.76 0.1000 70.25 206.15 0.1000 78.14 208.70 0.1000 88.70 214.79 0.1000 93.21 218.03 0.1000 96.80 219.56 0.1000 97.53 219.66 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu. (cms) (m/s) (min) 0.15 204.48 .122E+03 3 0.5 1.26 3.83 0.94 205.27 .456E+04 42.3 2.69 1.80 1.73 206.06 .115E+05 146.5 3.70 1.31 2.52 206.85 .202E+05 317.3 4.55 1.06 3.31 207.63 .301E+05 551.0 5.31 0.91 4.10 208.42 .410E+05 843.8 5.98 0.81 4.88 209.21 .529E+05 1200.7 6.59 0.73 5.67 210.00 .658E+05 1600.9 7.07 0.68 6.46 210.79 .800E+05 2058.4 7.47 0.65 7.25 211.58 .953E+05 2621.9 7.99 0.61 8.04 212.37 .111E+06 3255.3 8.49 0.57 8.83 213.15 .128E+06 3951.7 8.97 0.54 9.62 213.94 .145E+06 4716.7 9.44 0.51 10.40 214.73 .163E+06 5544.3 9.88 0.49 11.19 215.52 .181E+06 6440.5 10.31 0.47 11.98 216.31 .200E+06 7398.8 10.72 0.45 12.77 217.10 .220E+06 8418.5 11.12 0.43 13.56 217.89 .240E+06 9499.8 11.50 0.42 14.35 218.68 .260E+06 10618.3 11.84 0.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 32905) 284.16 22.38 12.67 74.37 0.56 1.75 OUTFLOW: ID= 1 ( 32505) 284.16 22.42 12.67 74.37 0.57 1.75 1 CALIB NASHYD ( 32105) Area (ha)= 14.82 Curve Number (CN)= 72.0 ID= 1 DT= 5.0 min is (mm)= 6.47 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.56 IROUTE CHN( 32505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 219.46 0.1000 Unit Hyd Qpeak (cms)= 1.020 PEAK FLOW (cms)= 1.138 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 61.308 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.508 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 32904) 1 D + 2 CALIB STANDHYD ( 32114) Area (ha)= 1.21 ID= 1 DT= 5.0 min Total Imp(%)= 21.48 Dir. Conn.(%)= 15.20 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.26 0.95 Dep. Storage (mm)= 2.00 7.45 Average Slope %)= 1.00 2.00 Length m)= 89.83 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.82 99.45 over (min) 5.00 10.00 Storage Coeff. (min)= 2.05 (ii) 9.12 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.31 0.12 PEAK FLOW (cms)- 0.08 0.19 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 61.77 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.51 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 71.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.265 (iii) 12.08 70.43 120.77 0.58 ADD HYD ( 32904)1 1 + 2 = 3 ID1= 1 ( 32105): + ID2= 2 ( 32114): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 14.82 1.138 12.50 61.31 1.21 0.265 12.08 70.43 ID = 3 ( 32904): 16.03 1.198 12.50 62.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1D + 2 ADD YD ( 32904)1 = 1 AREA QPEAK TPEAK R.V. ID1= 3 ( 32904): 16 03 (cms)198 12.50 62.00 + ID2= 2 ( 32505): 284.16 22.422 12.67 74.37 ID = 1 ( 32904): 300.18 23.570 12.67 73.71 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 32904) 331.80 26.29 12.58 74.23 OUTFLOW: ID= 1 ( 32504) 331.80 26.32 12.67 74.23 (m) 1.39 1.39 (m/s) 4.46 4.46 CALIB NASHYD ( 32104) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.624 PEAK FLOW (cms)= 0.659 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 61.003 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.505 7.63 Curve Number (CN)- 71.0 5.06 # of Linear Res.(N)= 3.00 0.47 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 32503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 < TRAVEL TIME TABLE Main Main Main Main Channel Channel Channel Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .978E+02 0.3 1.10 0.20 0.20 .221E+03 0.9 1.64 0.30 0.30 .370E+03 1.8 2.06 0.40 0.40 .544E+03 3.1 2.40 0.50 0.50 .744E+03 4.8 2.72 0.60 0.60 .969E+03 6.8 3.00 0.70 0.70 .122E+04 9.4 3.26 0.80 0.80 .150E+04 12.4 3.51 0.90 0.90 .180E+04 15.9 3.75 1.00 1.00 .213E+04 19.9 3.98 1.11 1.11 .253E+04 26.1 4.38 1.22 1.22 .301E+04 33.1 4.68 1.33 1.33 .354E+04 40.9 4.91 1.44 1.44 .414E+04 49.5 5.08 1.56 1.56 .480E+04 58.9 5.21 1.67 1.67 .553E+04 69.1 5.32 1.78 1.78 .631E+04 80.2 5.40 1.89 1.89 .716E+04 92.2 5.47 2.00 2.00 .808E+04 105.0 5.53 INFLOW : ID= 2 ( 32104) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 7.63 0.66 12.42 61.00 TRAV.TIME (min) 6.44 4.32 3.45 2.95 2.61 2.36 2.17 2.02 1.89 1.78 1.62 1.51 1.44 1.39 1.36 1.33 1.31 1.30 1.28 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.17 1.42 ID1= 1 ( 32904): + ID2= 2 ( 32510): AREA (ha) 300.18 31.62 QPEAK TPEAK R.V. (cms) (hrs) (mm) 23.570 12.67 73.71 4.249 12.17 79.15 ID = 3 ( 32904): 331.80 26.291 12.58 74.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 32504)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 6.97 192.13 8.72 192.04 24.90 191.06 31.29 191.42 33.31 190.03 33.62 189.81 34.11 189.60 34.11 189.60 35.63 189.17 36.15 189.13 36.43 189.10 36.85 189.11 37.17 189.23 37.48 189.25 37.91 189.60 38.11 189.78 40.56 191.46 41.52 191.74 41.76 191.81 65.35 192.23 0.0000 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 0.0500 /0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 0.0350 /0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m (cms) (m/s) 0.12 189.22 .707E+0.) 2 0.1 0.89 0.25 189.35 .210E+03 0.6 1.38 0.37 189.47 .387E+03 1.4 1.80 0.50 189.60 .601E+03 2.6 2.14 0.67 189.77 .938E+03 5.3 2.77 0.84 189.94 .132E+04 8.8 3.26 1.01 190.11 .174E+04 13.1 3.68 1.17 190.27 .221E+04 18.3 4.05 1.34 190.44 .271E+04 24.3 4.38 1.51 190.61 .326E+04 31.1 4.67 1.68 190.78 .384E+04 38.9 4.95 1.85 190.95 .447E+04 47.5 5.20 2.02 191.12 .516E+04 55.8 5.29 2.18 191.28 .626E+04 65.9 5.15 2.35 191.45 .787E+04 79.5 4.94 2.52 191.62 .983E+04 96.8 4.81 2.69 191.79 .121E+05 117.3 4.75 2.86 191.96 .149E+05 136.4 4.48 3.03 192.13 .187E+05 -Inf -Inf Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel TRAV.TIME (min) 9.19 5.91 4.54 3.81 2.94 2.50 2.21 2.01 1.86 1.74 1.65 1.57 1.54 1.58 1.65 1.69 1.72 1.82 0.00 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL OUTFLOW: ID= 1 ( 32503) 7.63 0.66 12.50 61.00 0.17 1.41 1 CALIB 1 NASITYD ( 32103) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.662 PEAK FLOW (cms)- 0.438 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 38.785 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.321 8.87 Curve Number (CN)= 53.0 5.92 # of Linear Res.(N)= 3.00 0.51 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 32903) 1 1 + 2 ID1= 1 ( 32103): + 102= 2 ( 32503): AREA (ha) 8.87 7.63 QPEAK TPEAK R.V.. (cms) (hrs) (mm) 0.438 12.50 38.79 0.657 12.50 61.00 ID = 3 ( 32903): 16.50 1.095 12.50 49.06 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 32903)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1D1= 3 ( 32903): 16.50 1.095 12.50 49.06 + ID2= 2 ( 32504): 331.80 26.323 12.67 74.23 ID = 1 ( 32903): 348.30 27.346 12.67 73.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 32502)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 21.21 183.38 0.0600 26.82 183.27 0.0600 30.98 182.90 0.0600 35.61 182.47 0.0600 40.54 181.55 0.0600 45.41 180.69 0.0600 47.05 179.94 0.0600 /0.0350 47.59 179.68 0.0350 48.44 179.49 0.0350 49.66 179.51 0.0350 50.28 179.62 0.0350 50.87 179.96 0.0350 /0.1000 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel ID = 3 ( 32902): 350.73 27.404 12.67 72.81 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 53.52 180.97 0.1000 58.39 180.95 0.1000 63.16 181.35 0.1000 68.35 182.01 0.1000 74.58 182.50 0.1000 80.26 182.60 0.1000 120.08 182.74 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.15 179.64 .139E+02 0.4 1.52 0.56 0.30 179.79 .363E+02 1.7 2.45 0.35 0.45 179.94 .633E+02 3.9 3.14 0.27 0.63 180.12 .101E+03 8.0 4.05 0.21 0.80 180.29 .146E+03 13.3 4.69 0.18 0.98 180.47 .199E+03 20.0 5.17 0.17 1.15 180.64 .260E+03 28.0 5.55 0.15 1.33 180.82 .329E+03 37.2 5.81 0.15 1.50 180.99 .420E+03 47.1 5.77 0.15 1.68 181.17 .571E+03 60.7 5.47 0.16 1.85 181.34 .749E+03 77.0 5.29 0.16 2.03 181.52 .952E+03 96.4 5.21 0.16 2.20 181.69 .118E+04 118.9 5.20 0.16 2.38 181.87 .142E+04 144.5 5.23 0.16 2.55 182.04 .169E+04 173.1 5.28 0.16 2.73 182.22 .198E+04 204.4 5.32 0.16 2.90 182.39 .230E+04 239.5 5.36 0.16 3.08 182.57 .265E+04 272.7 5.29 0.16 3.25 182.74 .321E+04 288.3 4.61 0.19 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 32903) 348.30 27.35 12.67 73.04 1.14 5.51 OUTFLOW: ID= 1 ( 32502) 348.30 27.35 12.67 73.04 1.13 5.51 CALIB NASHYD ( 32102) Area (ha)= 2.43 Curve Number (CN)= 55.0 ID= 1 DT= 5.0 min Ia (mm)= 5.34 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.16 Unit Hyd Qpeak (cms)= 0.599 PEAK FLOW (cms),- 0.288 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 41.009 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.340 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 32902)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 32102): 2.43 0.288 12.08 41.01 + ID2= 2 ( 32502): 348.30 27.349 12.67 73.04 CALIB I STANDHYD ( 32101)1 Area (ha)= 1.82 ID= 1 DT= 5.0 min I Total Imp(%)= 21.53 Dir. Conn.(%)= 19.32 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.39 1.43 Dep. Storage (mm)= 2.00 7.95 Average Slope (96)= 1.00 2.00 Length (m)= 110.28 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 61.43 5.00 15.00 2.32 (ii) 10.89 (ii) 5.00 15.00 0.30 0.09 0.14 12.08 118.77 120.77 0.98 0.15 12.17 40.54 120.77 0.34 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 55.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.273 (iii) 12.08 55.65 120.77 0.46 IADD HYD ( 32901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 32101): 1.82 0.273) 12.08cms rs) 55.65) + ID2= 2 ( 32501): 350.73 27.412 12.67 72.81 ------------------------------------ ID = 3 ( 32901): 352.55 27.466 12.67 72.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 28108) Area (ha)= 11.06 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min Ia (mm)= 10.00 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.15 Unit Hyd Qpeak (cms)= 1.876 PEAK FLOW (cms)- 1.850 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 67.144 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.556 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 32501)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 21.21 183.38 0.0600 26.82 183.27 0.0600 30.98 182.90 0.0600 35.61 182.47 0.0600 40.54 181.55 0.0600 45.41 180.69 0.0600 47.05 179.94 0.0600 /0.0350 Main Channel 47.59 179.68 0.0350 Main Channel 48.44 179.49 0.0350 Main Channel 49.66 179.51 0.0350 Main Channel 50.28 179.62 0.0350 Main Channel 50.87 179.96 0.0350 /0.1000 Main Channel 53.52 180.97 0.1000 58.39 180.95 0.1000 63.16 181.35 0.1000 68.35 182.01 0.1000 74.58 182.50 0.1000 80.26 182.60 0.1000 120.08 182.74 0.1000 125.08 182.94 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.15 179.64 .649E+02 0.3 0.98 4.08 0.30 179.79 .170E+03 1.1 1.58 2.54 0.45 179.94 .296E+03 2.5 2.03 1.97 0.64 180.13 .487E+03 5.4 2.65 1.51 0.83 180.32 .718E+03 9.2 3.08 1.30 1.01 180.50 .989E+03 14.0 3.40 1.18 1.20 180.69 .130E+04 19.7 3.65 1.10 1.39 180.88 .167E+04 26.4 3.80 1.05 1.58 181.07 .225E+04 34.0 3.63 1.10 1.76 181.25 .307E+04 44.3 3.47 1.16 1.95 181.44 .403E+04 56.7 3.38 1.19 2.14 181,63 .511E+04 71.4 3.36 1,19 2.33 181.82 .631E+04 88.4 3.37 1.19 2.51 182.00 .761E+04 107.8 3.41 1.18 2.70 182.19 .905E+04 129.0 3.43 1.17 2.89 182.38 .106E+05 153.0 3.46 1.16 3.08 182.57 .124E+05 176.2 3.42 1.17 3.26 182.75 .153E+05 188.9 2.97 1.35 3.45 182.94 .194E+05 231.6 2.87 1.40 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 32902) 350.73 27.40 12.67 72.81 1.41 3.78 OUTFLOW: ID= 1 ( 32501) 350.73 27.41 12.67 72.81 1.41 3.78 I DIVERTHYD( 28801)1 I IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) (cms) (cms) 0.00 0.00 0.00 0.00 0.00 0.00 0.31 0.36 0.00 0.00 0.00 0.67 0.55 0.54 0.00 0.00 0.00 1.09 0.59 0.57 0.00 0.00 0.00 1.16 0.77 0.75 0.00 0.00 0.00 1.52 0.94 1.05 0.00 0.00 0.00 1.99 1.07 1.27 0.00 0.00 0.00 2.34 1.24 1.46 0.00 0.00 0.00 2.70 AREA QPEAK TPEAK R.V. TOTAL HYD.(ID= 1): 11.06 (1.85 12.08 67.14 ID= 2 ( 2) ID= 3 ( 2) ID= 4 ( 2) ID= 5 ( 2) ID= 6 ( 2) 5.26 5.80 0.00 0.00 0.00 0.89 0.96 0.00 0.00 0.00 12.08 12.08 0.00 0.00 0.00 67.14 67.14 0.00 0.00 0.00 ROUTE CHN( 29503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 215.91 0.1000 3.54 216.35 0.1000 7.73 216.77 0.1000 9.74 217.06 0.1000 13.10 216.98 0.1000 18.23 216.68 0.1000 28.51 214.82 0.1000 30.05 213.10 0.1000 31.88 210.49 0.1000 33.61 208.54 0.1000 35.52 206.26 0.1000 /0.0350 Main Channel 37.91 206.26 0.0350 /0.1000 Main Channel 40.49 206.97 0.1000 42.32 207.40 0.1000 48.06 209.22 0.1000 54.08 211.73 0.1000 59.49 213.83 0.1000 62.83 215.04 0.1000 72.53 216.33 0.1000 93.95 217.86 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.51 206.77 .673E+03 9.5 5.30 1.18 1.02 207.27 .179E+04 32.8 6.88 0.91 1.52 207.78 .337E+04 70.3 7.84 0.80 2.03 208.29 .534E+04 122.3 8.61 0.73 2.54 208.80 .770E+04 189.3 9.25 0.68 3.05 209.31 .104E+05 272.6 9.81 0.64 3.56 209.81 .135E+05 373.7 10.38 0.60 4.07 4.57 5.08 5.59 6.10 6.61 7.12 7.62 8.13 8.64 9.15 9.66 210.32 210.83 211.34 211.85 212.36 212.86 213.37 213.88 214.39 214.90 215.40 215.91 .169E+05 .207E+05 .247E+05 .290E+05 .337E+05 .386E+05 .439E+05 .495E+05 .555E+05 .618E+05 .689E+05 .773E+05 491.7 627.0 779.9 950.7 1139.2 1347.2 1574.9 1823.3 2091.7 2378.5 2626.7 2910.0 10.91 11.41 11.88 12.32 12.73 13.12 13.49 13.85 14.18 14.47 14.33 14.17 0.57 0.55 0.53 0.51 0.49 0.48 0.46 0.45 0.44 0.43 0.44 0.44 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 28801) 5.26 0.89 12.08 67.14 0.05 5.30 OUTFLOW: ID= 1 ( 29503) 5.26 0.88 12.17 67.14 0.05 5.30 CALIB NASHYD ( 29104) Area (ha)= 5.52 Curve Number (CN)= 50.0 ID= 1 DT= 5.0 min I Ia (mm)= 9.01 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.17 Unit Hyd Qpeak (cms)= 0.848 PEAK FLOW (cms)- 0.391 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 33.467 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.277 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 29903)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ID1= 1 ( 29104): 5.52 0.391) 12.17) 33.47) + ID2= 2 ( 29503): 5.26 0.885 12.17 67.14 ID = 3 ( 29903): 10.78 1.276 12.17 49.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 29502)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 0.00 215.91 0.1000 3.54 216.35 0.1000 7.73 216.77 0.1000 9.74 217.06 0.1000 13.10 216.98 0.1000 18.23 216.68 0.1000 28.51 214.82 0.1000 CALIB I STANDHYD ( 29103)1 ID= 1 DT= 5.0 min Area (ha)= 0.97 Total Imp(%)= 20.10 Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.19 0.77 Dep. Storage (mm)= 2.00 6.98 Average Slope (%)= 1.00 2.00 Length (m)= 80.29 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 79.43 5.00 10.00 1.92 (ii) 9.65 (ii) 5.00 10.00 0.31 0.11 0.07 12.08 118.77 120.77 0.98 0.12 12.08 51.66 120.77 0.43 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 64.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 17.12 *TOTALS* 0.187 (iii) 12.08 63.14 120.77 0.52 ADD HYD ( 29902)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 29102): 6.91 0.423 12.25 41.20 + ID2= 2 ( 29103): 0.97 0.187 12.08 63.14 ID = 3 ( 29902): 7.88 0.542 12.08 43.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 29902)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 29902): 7.88 0.542) 12.08cms rs) 43.89) + ID2= 2 ( 29502): 10.78 1.289 12.17 49.90 ID = 1 ( 29902): 18.66 1.828 12.17 47.36 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 30.05 213.10 0.1000 31.88 210.49 0.1000 33.61 208.54 0.1000 35.52 206.26 0.1000 /0.0350 Main Channel 37.91 206.26 0.0350 /0.1000 Main Channel 40.49 206.97 0.1000 42.32 207.40 0.1000 48.06 209.22 0.1000 54.08 211.73 0.1000 59.49 213.83 0.1000 62.83 215.04 0.1000 72.53 216.33 0.1000 93.95 217.86 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.51 206.77 .143E+03 5.5 3.09 0.43 1.02 207.27 .381E+03 19.1 4.01 0.33 1.52 207.78 .717E+03 41.0 4.57 0.29 2.03 208.29 .114E+04 71.3 5.02 0.27 2.54 208.80 .164E+04 110.4 5.39 0.25 3.05 209.31 .222E+04 158.9 5.72 0.23 3.56 209.81 .288E+04 217.9 6.05 0.22 4.07 210.32 .360E+04 286.6 6.36 0.21 4.57 210.83 .440E+04 365.5 6.65 0.20 5.08 211.34 .525E+04 454.7 6.92 0.19 5.59 211.85 .617E+04 554.2 7.18 0.19 6.10 212.36 .716E+04 664.1 7.42 0.18 6.61 212.86 .821E+04 785.4 7.65 0.17 7.12 213.37 .934E+04 918.2 7.86 0.17 7.62 213.88 .105E+05 1063.0 8.07 0.17 8.13 214.39 .118E+05 1219.4 8.26 0.16 8.64 214.90 .131E+05 1386.6 8.44 0.16 9.15 215.40 .147E+05 1531.3 8.36 0.16 9.66 215.91 .164E+05 1696.5 8.26 0.16 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 29903) 10.78 1.28 12.17 49.90 0.12 3.09 OUTFLOW: ID= 1 ( 29502) 10.78 1.29 12.17 49.90 0.12 3.09 I CALIB INASHYD ( 29102) Area (ha)= 6.91 Curve Number (CN)= 57.0 1D= 1 DT= 5.0 min Ia (mm)= 8.47 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.28 Unit Hyd Qpeak (cms)- 0.638 PEAK FLOW (cms)- 0.423 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 41.196 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.341 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.00 215.91 0.1000 3.54 216.35 0.1000 7.73 216.77 0.1000 9.74 217.06 0.1000 13.10 216.98 0.1000 18.23 216.68 0.1000 28.51 214.82 0.1000 30.05 213.10 0.1000 31.88 210.49 0.1000 33.61 208.54 0.1000 35.52 206.26 0.1000 /0.0350 Main Channel 37.91 206.26 0.0350 /0.1000 Main Channel 40.49 206.97 0.1000 42.32 207.40 0.1000 48.06 209.22 0.1000 54.08 211.73 0.1000 59.49 213.83 0.1000 62.83 215.04 0.1000 72.53 216.33 0.1000 93.95 217.86 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.51 206.77 .383E+03 3.2 1.77 2.02 1.02 207.27 .102E+04 10.9 2.29 1.56 1.52 207.78 .192E+04 23.4 2.61 1.37 2.03 208.29 .304E+04 40.8 2.87 1.24 2.54 208.80 .438E+04 63.1 3.08 1.16 3.05 209.31 .595E+04 90.9 3.27 1.09 3.56 209.81 .771E+04 124.6 3.46 1.03 4.07 210.32 .965E+04 163.9 3.64 0.98 4.57 210.83 .118E+05 209.0 3.80 0.94 5.08 211.34 .141E+05 260.0 3.96 0.90 5.59 211.85 .165E+05 316.9 4.11 0.87 6.10 212.36 .192E+05 379.7 4.24 0.84 6.61 212.86 .220E+05 449.1 4.37 0.82 7.12 213.37 .250E+05 525.0 4.50 0.79 7.62 213.88 .282E+05 607.8 4.62 0.77 8.13 214.39 .316E+05 697.2 4.73 0.76 8.64 214.90 .352E+05 792.8 4.82 0.74 9.15 215.40 .392E+05 875.6 4.78 0.75 9.66 215.91 .440E+05 970.0 4.72 0.76 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 29902) 18.66 1.83 12.17 47.36 0.29 1.77 OUTFLOW: ID= 1 ( 29501) 18.66 1.81 12.17 47.36 0.29 1.77 CALIB STANDHYD ( 29101) Area (ha)= 4.70 1ID= 1 DT= 5.0 min Total Imp(%)= 22.97 Dir. Conn.(%)= 22.97 IROUTE CHN( 29501)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.08 3.62 Dep. Storage (mm)= 2.00 8.30 Average Slope (%)= 1.00 2.00 Length (m)= 176.93 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 70.16 5.00 15.00 3.08 (ii) 11.21 (ii) 5.00 15.00 0.27 0.09 0.44 12.08 118.77 120.77 0.98 0.44 12.17 47.17 120.77 0.39 ****'* WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 62.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.811 (iii) 12.08 63.62 120.77 0.53 ADD HYD ( 29901) 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 29101): 4.70 0.811 12.08 63.62 + ID2= 2 ( 29501): 18.66 1.813 12.17 47.36 ID = 3 ( 29901): 23.35 2.377 12.17 50.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 28506)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 2.18 181.63 0.1000 4.43 181.58 0.1000 5.55 181.45 0.1000 9.62 180.69 0.1000 /0.0350 Main Channel 9.89 180.63 0.0350 Main Channel 10.75 180.54 0.0350 Main Channel 12.04 180.56 0.0350 Main Channel 12.34 180.62 0.0350 Main Channel 12.62 180.63 0.0350 /0.1000 Main Channel 14.14 180.77 0.1000 15.51 180.82 0.1000 18.68 180.84 0.1000 23.96 180.72 0.1000 33.35 181.05 0.1000 47.22 181.70 0.1000 52.02 181.98 0.1000 67.04 182.54 0.1000 78.33 182.95 0.1000 82.90 183.68 0.1000 86.12 183.66 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 2.18 4.43 5.55 9.62 9.89 10.75 12.04 12.34 12.62 14.14 15.51 18.68 23.96 33.35 47.22 52.02 67.04 78.33 82.90 86.12 181.63 181.58 181.45 180.69 180.63 180.54 180.56 180.62 180.63 180.77 180.82 180.84 180.72 181.05 181.70 181.98 182.54 182.95 183.68 183.66 0.1000 0.1000 0.1000 0.1000 /0.0350 Main Channel 0.0350 Main Channel 0.0350 Main Channel 0.0350 Main Channel 0.0350 Main Channel 0.0350 /0.1000 Main Channel 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 180.63 .268E+02 0.2 1.62 1.82 0.25 180.79 .171E+03 2.6 2.70 1.10 0.41 180.95 .691E+03 9.3 2.38 1.24 0.57 181.11 .140E+04 21.5 2.72 1.09 0.73 181.27 .224E+04 39.1 3.10 0.96 0.89 181.43 .321E+04 61.9 3.44 0.86 1.05 181.59 .430E+04 89.8 3.72 0.80 1.21 181.75 .556E+04 124.8 3.99 0.74 1.37 181.91 .691E+04 167.2 4.30 0.69 1.53 182.07 .835E+04 214.2 4.56 0.65 1.69 182.23 .990E+04 266.8 4.79 0.62 1.85 182.39 .116E+05 326.4 5.01 0.59 2.01 182.55 .134E+05 393.3 5.23 0.57 2.17 182.71 .153E+05 467.4 5.43 0.55 2.33 182.87 .174E+05 549.3 5.63 0.53 2.49 183.03 .195E+05 646.4 5.89 0.50 2.65 183.19 .217E+05 757.4 6.20 0.48 2.81 183.35 .239E+05 875.9 6.51 0.46 2.97 183.51 .262E+05 1001.9 6.80 0.44 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 28906) 11.56 2.21 12.08 66.43 0.22 2.43 OUTFLOW: ID= 1 ( 28505) 11.56 2.13 12.08 66.43 0.22 2.39 CALIB NASHYD ( 28106) Area (ha)= 6.15 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 9.76 # of Linear Res.(N)= 2.00 U.N. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 1.227 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)= 1.156 (i) (hrs)= 12.083 (mm)= 66.713 0.09 180.63 .207E+02 0.2 1.36 1.69 0.25 180.79 .132E+03 2.2 2.25 1.02 0.41 180.95 .535E+03 7.7 1.99 1.15 0.57 181.11 .109E+04 17.9 2.27 1.01 0.73 181.27 .174E+04 32.6 2.59 0.89 0.89 181.43 .248E+04 51.7 2.87 0.80 1.05 181.59 .333E+04 75.0 3.11 0.74 1.21 181.75 .431E+04 104.2 3.33 0.69 1.37 181.91 .535E+04 139.6 3.59 0.64 1.53 182.07 .647E+04 178.9 3.81 0.60 1.69 182.23 .767E+04 222.8 4.00 0.57 1.85 182.39 .897E+04 272.6 4.19 0.55 2.01 182.55 .104E+05 328.4 4.37 0.53 2.17 182.71 .119E+05 390.3 4.54 0.51 2.33 182.87 .134E+05 458.7 4.70 0.49 2.49 183.03 .151E+05 539.8 4.92 0.47 2.65 183.19 .168E+05 632.5 5.18 0.44 2.81 183.35 .186E+05 731.5 5.43 0.42 2.97 183.51 .203E+05 836.7 5.68 0.40 INFLOW ID= 2 ( 28801) OUTFLOW: ID= 1 ( 28506) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 5.80 0.96 12.08 67.14 0.15 1.60 5.80 0.96 12.17 67.14 0.15 1.60 1 CALIB 1 NASHYD ( 28107) Area (ha)= 5.76 Curve Number (CN)= 80.0 1ID= 1 DT= 5.0 min Ia (mm)= 9.73 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.09 Unit Hyd Qpeak (cms)= 1.679 PEAK FLOW (cms)= 1.332 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 65.703 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.544 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 28906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 28107): (ha)7 (cms)332 12.08) 65.70 + ID2= 2 ( 28506): 5.80 0.962 12.17 67.14 ID = 3 ( 28906): 11.56 2.209 12.08 66.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 28505) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.552 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 28905)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 28106): 6.15 1.156 12.08 66.71 + ID2= 2 ( 28505): 11.56 2.135 12.08 66.43 ID = 3 ( 28905): 17.70 3.291 12.08 66.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 28504) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 2.18 181.63 0.1000 4.43 181.58 0.1000 5.55 181.45 0.1000 9.62 180.69 0.1000 /0.0350 Main Channel 9.89 180.63 0.0350 Main Channel 10.75 180.54 0.0350 Main Channel 12.04 180.56 0.0350 Main Channel 12.34 180.62 0.0350 Main Channel 12.62 180.63 0.0350 /0.1000 Main Channel 14.14 180.77 0.1000 15.51 180.82 0.1000 18.68 180.84 0.1000 23.96 180.72 0.1000 33.35 181.05 0.1000 47.22 181.70 0.1000 52.02 181.98 0.1000 67.04 182.54 0.1000 78.33 182.95 0.1000 82.90 183.68 0.1000 86.12 183.66 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 180.63 .248E+02 0.2 1.34 2.05 0.25 180.79 .158E+03 2.1 2.23 1.23 0.41 180.95 .641E+03 7.7 1.97 1.39 0.57 181.11 .130E+04 17.8 2.25 1.22 0.73 181.27 .208E+04 32.3 2.56 1.07 0.89 181.43 .297E+04 51.2 2.84 0.97 1.05 181.59 .399E+04 74.3 3.08 0.89 1.21 181.75 .516E+04 103.2 3.30 0.83 1.37 181.91 .641E+04 138.3 3.56 0.77 1.53 182.07 .774E+04 177.2 3.78 0.73 1.69 182.23 .918E+04 220.7 3.96 0.69 1.85 182.39 .107E+05 270.0 4.15 0.66 2.01 182.55 .124E+05 325.3 4.32 0.64 2.17 182.71 .142E+05 386.6 4.49 0.61 2.33 182.87 .161E+05 454.4 4.66 0.59 2.49 183.03 .181E+05 534.7 4.87 0.56 2.65 183.19 2.81 183.35 2.97 183.51 .201E+05 .222E+05 .243E+05 626.5 724.6 828.8 5.13 5.38 5.63 0.54 0.51 0.49 ID1= 3 ( 28904): 20.86 3.089 12.08 63.47 + ID2= 2 ( 28504): 17.70 3.209 12.17 66.53 INFLOW : ID= 2 ( 28905) OUTFLOW: ID= 1 ( 28504) AREA (ha) 17.70 17.70 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.29 12.08 66.53 3.21 12.17 66.53 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.28 2.17 0.28 2.17 CALIB NASITYD ( 28104) ID= 1 DT= 5.0 min Area (ha)= 16.73 Ia (mm)= 9.01 U.N. Tp(hrs)= 0.16 Unit Hyd Qpeak (cms)= 2.649 PEAK FLOW (cms)= 2.675 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 68.191 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.565 curve Number (cN)= 79.0 # of Linear Res.(N)= 2.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASITYD ( 28105)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 0.669 PEAK FLOW (cms)= 0.414 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 44.297 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.367 4.12 curve Number (cN)= 61.0 9.40 # of Linear Res.(N)= 2.00 0.16 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 28904)1 1 + 2 = 3 ID1= 1 ( 28104): + IO2= 2 ( 28105): AREA (ha) 16.73 4.12 QPEAK TPEAK (cms rs 12.08) 0.414 12.08 R.V. (mm) 68.19 44.30 ID = 3 ( 28904): 20.86 3.089 12.08 63.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 28904)1 3 + = 1 AREA QPEAK (ha) (cms) TPEAK R.V. (hrs) (mm) 1 NASITYD (.28103)1 ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 0.202 PEAK FLOW (cms)= 0.193 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 54.706 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.453 2.64 Curve Number (CN)= 6.28 # of Linear Res.(N)= 0.50 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 67.0 3.00 1 ADD HYD ( 28903)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 28103): 2.64 0.193) 12.50 54.71) + 102= 2 ( 28503): 38.56 - 12.176.251 - 64.87 ID = 3 ( 28903): 41.20 6.386 12.17 64.22 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 28502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 1.80 3.02 5.04 5.34 5.83 6.22 7.00 8.06 9.08 10.42 10.72 11.06 12.10 73.51 74.40 FOR SECTION Elevation 181.40 181.60 181.60 181.24 181.12 181.02 180.92 180.88 180.72 180.64 180.64 180.69 180.70 180.85 183.02 183.00 ( 1.1) Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 Main Channel Main Channel main channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 180.70 .540E+01 0.0 0.37 2.04 0.19 180.82 .258E+02 0.4 0.78 0.97 0.31 180.94 .606E+02 1.2 0.90 0.84 0.43 181.07 .119E+03 2.4 0.92 0.82 0.55 181.19 .200E+03 4.2 0.95 0.80 0.67 181.31 .302E+03 6.5 0.97 0.78 0.80 181.43 .427E+03 9.4 1.00 0.76 0.92 181.56 .580E+03 13.0 1.02 0.75 1.04 181.68 .763E+03 17.4 1.04 0.73 1.16 181.80 .969E+03 23.1 1.08 0.70 1.29 181.92 .119E+04 29.6 1.13 0.67 ID = 1 ( 28904): 38.56 6.240 12.08 64.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 28503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation manning 0.00 181.40 0.1000 1.80 181.60 0.1000 3.02 181.60 0.1000 5.04 181.24 0.1000 5.34 181.12 0.1000 5.83 181.02 0.1000 6.22 180.92 0.1000 7.00 180.88 0.1000 8.06 180.72 0.1000 /0.0350 9.08 180.64 0.0350 10.42 180.64 0.0350 10.72 180.69 0.0350 11.06 180.70 0.0350 /0.1000 12.10 180.85 0.1000 73.51 183.02 0.1000 74.40 183.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel main channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.06 180.70 .182E+02 0.0 0.39 0.19 180.82 .871E+02 0.5 0.81 0.31 180.94 .204E+03 1.2 0.94 0.43 181.07 .402E+03 2.5 0.96 0.55 181.19 .674E+03 4.3 0.98 0.67 181.31 .102E+04 6.7 1.01 0.80 181.43 .144E+04 9.7 1.04 0.92 181.56 .196E+04 13.5 1.06 1.04 181.68 .257E+04 18.1 1.08 1.16 181.80 .327E+04 24.0 1.12 1.29 181.92 .403E+04 30.8 1.17 1.41 182.04 .486E+04 38.6 1.22 1.53 182.17 .575E+04 47.5 1.27 1.65 182.29 .670E+04 57.5 1.31 1.77 182.41 .772E+04 68.5 1.36 1.90 182.53 .881E+04 80.8 1.40 2.02 182.66 .995E+04 94.2 1.45 2.14 182.78 .112E+05 108.8 1.49 2.26 182.90 .124E+05 124.7 1.53 INFLOW : ID= 2 ( 28904) OUTFLOW: ID= 1 ( 28503) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 38.56 6.24 12.08 64.87 38.56 6.25 12.17 64.87 TRAV.TIME (min) 6.63 3.15 2.73 2.66 2.59 2.52 2.46 2.42 2.37 2.27 2.18 2.09 2.02 1.94 1.88 1.82 1.76 1.71 1.66 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.65 1.01 0.65 1.01 I CALIB 1 1.41 182.04 .144E+04 37.2 1.17 0.65 1.53 182.17 .170E+04 45.7 1.22 0.62 1.65 182.29 .199E+04 55.3 1.26 0.60 1.77 182.41 .22.9E+04 65.9 1.31 0.58 1.90 182.53 .261E+04 77.7 1.35 0.56 2.02 182.66 .295E+04 90.6 1.39 0.54 2.14 182.78 .331E+04 104.6 1.43 0.53 2.26 182.90 .369E+04 119.9 1.48 0.51 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 28903) 41.20 6.39 12.17 64.22 0.67 0.97 ID= 1 ( 28502) 41.20 6.32 12.17 64.22 0.67 0.97 1 CALIB 1 MASITYD ( 28102) ID= 1 DT= 5.0 min Area (ha)- Ia (mm ))= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.740 PEAK FLOW (cms)= 0.839 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 70.363 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.583 6.30 Curve Number (CN)= 79.0 7.23 # of Linear Res.(N)= 2.00 0.22 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 28902)1 1 1+ 2= 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 28102): 6.30 0.839) 12.17cms rs) 70.36) + ID2= 2 ( 28502): 41.20 6.323 12.17 64.22 ID = 3 ( 28902): 47.50 7.162 12.17 65.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 28501)1 1 IN= 2---> OUT= 1 Routing time step (min).= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 1.04 180.62 0.0600 8.27 180.03 0.0600 30.02 179.89 0.0600 30.59 179.80 0.0600 32.57 179.63 0.0600 33.13 179.52 0.0600 33.82 179.39 0.0600 /0.0350 34.27 179.35 0.0350 35.87 179.03 0.0350 36.92 179.19 0.0350 37.30 179.28 0.0350 Main Channel Main Channel Main Channel Main Channel Main Channel 38.13 179.41 0.0350 /0.0600 Main Channel 42.39 180.02 0.0600 44.82 179.96 0.0600 47.25 180.08 0.0600 60.42 179.83 0.0600 67.61 180.20 0.0600 72.80 180.09 0.0600 80.49 180.36 0.0600 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 59.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.06 179.09 .626E+01 0.0 0.28 0.12 179.15 .250E+02 0.0 0.44 0.18 179.21 .563E+02 0.1 0.58 0.24 179.27 .984E+02 0.2 0.72 0.30 179.33 .152E+03 0.4 0.82 0.36 179.39 .219E+03 0.6 0.89 0.44 179.46 .324E+03 1.2 1.09 0.51 179.54 .449E+03 1.9 1.25 0.59 179.61 .595E+03 2.7 1.37 0.66 179.69 .764E+03 3.7 1.46 0.74 179.76 .965E+03 4.9 1.53 0.81 179.84 .120E+04 6.2 1.57 0.89 179.91 .154E+04 7.5 1.49 0.96 179.99 .223E+04 9.5 1.29 1.04 180.06 .336E+04 12.7 1.15 1.11 180.14 .470E+04 17.3 1.12 1.18 180.21 .622E+04 23.0 1.12 1.26 180.29 .784E+04 30.2 1.17 1.33 180.36 .954E+04 38.5 1.22 AREA (ha) INFLOW : ID= 2 ( 28902) 47.50 OUTFLOW: ID= 1 ( 28501) 47.50 TRAV.TIME (min) 18.16 11.44 8.66 7.03 6.14 5.68 4.63 4.05 3.68 3.45 3.31 3.21 3.40 3.91 4.40 4.53 4.51 4.33 4.13 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 7.16 12.17 65.04 0.86 1.51 6.87 12.25 65.03 0.85 1.53 CALIB STANDHYD ( 28101) Area (ha)= 8.69 ID= 1 DT= 5.0 min Total Imp(%)= 29.23 Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = Dir. Conn.(%)= 28.35 IMPERVIOUS PERVIOUS (i) 2.54 6.15 2.00 8.10 1.00 2.00 240.74 40.00 0.013 0.250 147,82 5.00 3.70 5.00 0.25 1.00 12.08 118.77 120.77 0.98 66.42 15.00 (ii) 12.01 (ii) 15.00 0.09 0.68 12.17 44.29 120.77 0.37 *TOTALS* 1.573 (iii) 12.08 65.41 120.77 0.54 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 .158E+04 .194E+04 .234E+04 .279E+04 .329E+04 .383E+04 .442E+04 .506E+04 .575E+04 INFLOW : ID= 2 ( 26105) OUTFLOW: ID= 1 ( 26503) 7.0 9.3 11.8 14.7 17.9 21.4 25.2 29.3 33.8 1.41 1.52 1.61 1.68 1.74 1.78 1.82 1.85 1.88 3.79 3.49 3.30 3.16 3.06 2.99 2.93 2.88 2.84 <---- hydrograph ----> <-pipe / channel-> AREA WEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 75.99 5.91 12.42 68.54 1.05 1.32 75.99 5.89 12.50 68.54 1.05 1.31 CALIB NASHYD ( 26104) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 27.80 Curve Number (CN)= 84.0 5.94 # of Linear Res.(N)= 2.00 0.18 Unit Hyd Qpeak (cms)= 3.943 PEAK FLOW (cms)= 4.759 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 79.404 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.657 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 26904) 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 26104): 27.80 4.759 12.17 79.40 + ID2= 2 ( 26503): 75.99 5.892 12.50 68.54 -------------------------------- ID = 3 ( 26904): 103.79 9.489 12.25 71.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 26504)1 IN= 2---> OUT= 1 Routing time step (min).= 5.00 <------ DATA FOR SECTION Distance Elevation 0.00 182.64 5.43 182.62 11.06 182.64 17.96 182.62 25.48 182.52 46.37 182.35 62.24 182.25 71.00 181.74 72.65 181.19 74.60 181.74 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 /0.0600 Main Channel Main Channel Main Channel 1 ADD HYD ( 28901)1 1 + 2 = 3 ID1= 1 ( 28101): + ID2= 2 ( 28501): AREA (ha) 8.69 47.50 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.573 12.08 65.41 6.870 12.25 65.03 ID = 3 ( 28901): 56.19 7.699 12.25 65.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB I NASHYD ( 26105) IID= 1 DT= 5.0 min Ia (mm)= Area (ha)= U.H. Tp(hrs)= 75.99 Curve Number (CN)= 78.0 8.25 # of Linear Res.(N)= 2.00 0.43 Unit Hyd Qpeak (cms)= 4.556 PEAK FLOW (cms)= 5.909 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 68.536 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.567 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 26503) I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 10.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 DEPTH (m) 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 ELEV (m) 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 VOLUME (cu.m.) .128E+02 .511E+02 .115E+03 .204E+03 .319E+03 .460E+03 .626E+03 .818E+03 .103E+04 .128E+04 Main Channel Main Channel Main Channel TRAVEL TIME TABLE > FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) (min) 0.0 0.27 19.81 0.1 0.43 12.48 0.2 0.56 9.52 0.4 0.68 7.86 0.8 0.79 6.77 1.3 0.89 6.00 1.9 0.98 5.41 2.8 1.07 4.95 3.8 1.16 4.58 5.0 1.25 4.27 84.18 101.30 111.94 125.41 128.33 133.40 143.28 DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.09 181.28 .405E+01 0.18 181.37 .162E+02 0.27 181.46 .365E+02 0.37 181.56 .648E+02 0.46 181.65 .101E+03 0.55 181.74 .146E+03 0.66 181.85 .229E+03 0.77 181,96 .364E+03 0.87 182,06 .551E+03 0.98 182.17 .791E+03 1.09 182.28 .109E+04 1.20 182.39 .162E+04 1.30 182.49 .255E+04 1.41 182.60 .386E+04 1.52 182.71 .564E+04 1.63 182.82 .756E+04 1.73 182.92 .961E+04 1.84 183.03 .118E+05 1.95 183.14 .141E+05 182.46 182.40 182.88 182.88 183.14 182.56 182.60 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 TRAVEL TIME TABLE > FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) (min) 0.0 0.40 6.07 0.1 0.64 3.82 0.2 0.84 2.92 0.4 1.02 2.41 0.8 1.18 2.07 1.3 1.34 1.84 2.3 1.51 1.63 3.8 1.53 1,61 5.7 1.53 1,61 8.3 1.54 1.59 11.2 1.51 1.63 15.2 1.39 1.77 20.6 1.19 2.06 30.4 1.16 2.12 44.7 1.17 2.11 66.0 1.29 1.91 88.5 1.36 1.81 119.5 1.49 1.65 154.6 1.62 1.52 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 26904) 103.79 9.49 12.25 71.45 1.03 1.53 OUTFLOW: ID= 1 ( 26504) 103.79 9.41 12.25 71.45 1.02 1.53 IB 1 CALSTANDHYD ( 26103) Area (ha)= 2.33 11D= 1 DT= 5.0 min Total Imp(%)= 53.55 Dir. Conn.(%)= 51.67 IMPERVIOUS Surface Area (ha)= 1.25 Dep. Storage (mm)= 2.00 Average Slope (%)= 1.00 Length (m)= 124.60 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= 147.82 over (min) 5.00 Storage Coeff. (min)= 2.49 Unit Hyd. Tpeak (min)= 5.00 Unit Hyd. peak (cms)= 0.29 PEAK FLOW (cms)- 0.49 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 PERVIOUS 1.08 5.25 2.00 40.00 0.250 (i) 125.56 10.00 (ii) 8.94 (ii) 10.00 0.12 0.28 12.08 82.55 120.77 0.68 *TOTALS* 0.777 (iii) 12.08 101.26 120.77 0.84 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! 1.73 182.92 1.84 183.03 1.95 183.14 .599E+04 .737E+04 .878E+04 76.8 1.18 103.7 1.29 134.1 1.40 1.30 1.19 1.09 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 84.0 is = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 26903)1 1 + 2 = 3 ID1= 1 ( 26103): + ID2= 2 ( 26504): AREA (ha) 2.33 103.79 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.777 12.08 101.26 9.408 12.25 71.45 ID = 3 ( 26903): 106.12 9.647 12.25 72.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 26502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA Distance 0.00 5.43 11.06 17.96 25.48 46.37 62.24 71.00 72.65 74.60 84.18 101.30 111.94 125.41 128.33 133.40 143.28 FOR SECTION Elevation 182.64 182.62 182.64 182.62 182.52 182.35 182.25 181.74 181.19 181.74 182.46 182.40 182.88 182.88 183.14 182.56 182.60 ( 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 /0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 TRAVEL TIME TABLE Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.09 181.28 .252E+01 0.0 0.35 0.18 181.37 .101E+02 0.1 0.56 0.27 181.46 .227E+02 0.2 0.73 0.37 181.56 .404E+02 0.4 0.88 0.46 181.65 .631E+02 0.7 1.03 0.55 181.74 .909E+02 1.1 1.16 0.66 181.85 .143E+03 2.0 1.31 0.77 181.96 .227E+03 3.3 1.32 0.87 182.06 .344E+03 5.0 1.33 0.98 182.17 .493E+03 7.2 1.34 1.09 182.28 .680E+03 9.7 1.31 1.20 182.39 .101E+04 13.2 1.20 1.30 182.49 .159E+04 17.8 1.03 1.41 182.60 .240E+04 26.3 1.01 1.52 182.71 .352E+04 38.8 1.01 1.63 182.82 .471E+04 57.2 1.12 TRAV.TIME (min) 4.36 2.74 2.09 1.73 1.49 1.32 1.17 1.16 1.15 1.14 1.17 1.27 1.48 1.52 1.51 1.37 0.00 182.64 0.0600 5.43 182.62 0.0600 11.06 182.64 0.0600 17.96 182.62 0.0600 25.48 182.52 0.0600 46.37 182.35 0.0600 62.24 182.25 0.0600 71.00 181.74 0.0600 /0.0350 72.65 181.19 0.0350 74.60 181.74 0.0350 /0.0600 84.18 182.46 0.0600 101.30 182.40 0.0600 111.94 182.88 0.0600 125.41 182.88 0.0600 128.33 183.14 0.0600 133.40 182.56 0.0600 143.28 182.60 0.0600 TRAVEL TIME TABLE Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.09 181.28 .102E+02 0.0 0.32 0.18 181.37 .407E+02 0.1 0.50 0.27 181.46 .916E+02 0.2 0.66 0.37 181.56 .163E+03 0.4 0.80 0.46 181.65 .254E+03 0.6 0.93 0.55 181.74 .366E+03 1.0 1.05 0.66 181.85 .575E+03 1.8 1.18 0.77 181.96 .915E+03 3.0 1.20 0.87 182.06 .139E+04 4.5 1.20 0.98 182.17 .199E+04 6.5 1.21 1.09 182.28 .274E+04 8.8 1.18 1.20 182.39 .407E+04 11.9 1.09 1.30 182.49 .640E+04 16.1 0.93 1.41 182.60 .969E+04 23.8 0.91 1.52 182.71 .142E+05 35.1 0.92 1.63 182.82 .190E+05 51.8 1.01 1.73 182.92 .241E+05 69.4 1.06 1.84 183.03 .297E+05 93.7 1.17 1.95 183.14 .354E+05 121.3 1.27 AREA (ha) INFLOW : ID= 2 ( 26902) 107.29 OUTFLOW: ID= 1 ( 26501) 107.29 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 9.71 12.33 72.37 9.42 12.42 72.37 TRAV.TIME (min) 19.43 12.24 9.34 7.71 6.64 5.88 5.22 5.15 5.14 5.09 5.21 5.67 6.61 6.78 6.74 6.12 5.80 5.28 4.86 <-pipe / channel-> MAX DEPTH MAX VEL 1.12 (1.15 1.11 1.16 CALIB STANDHYD ( 26101) Area (ha)= 6.39 ID= 1 DT= 5.0 min Total Imp(%)= 23.27 Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Dir. Conn.(%)= 21.15 IMPERVIOUS PERVIOUS (i) 1.49 4.91 2.00 10.10 1.00 2.00 206.45 40.00 0.013 0.250 147.82 5.00 59.91 15.00 INFLOW : ID= 2 ( 26903) OUTFLOW: ID= 1 ( 26502) AREA (ha) 106.12 106.12 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 9.65 12.25 72.10 9.61 12.33 72.10 <-pipe / channel-> MAX DEPTH MAX VEL 1.09 (1.31 1.08 1.31 CALIB STANDHYD ( 26102) Area 1ID= 1 DT= 5.0 min Total Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 1.17 Imp(%)= 39.84 Dir. Conn.(%)= 35.71 IMPERVIOUS 0.47 2.00 1.00 88.34 0.013 147.82 5.00 2.03 5.00 0.31 0.17 12.08 118.77 120.77 0.98 PERVIOUS (l) 0.70 5.80 2.00 40.00 0.250 132.04 10.00 (ii) 8.34 (ii) 10.00 0.13 0.20 12.08 84.58 120.77 0.70 ***** WARNING: STORAGE COEFF. IS. SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.372 (iii) 12.08 96.79 120.77 0.80 1 ADD HYD ( 26902)1 1 + 2 = 3 ID1= 1 ( 26102): + ID2= 2 ( 26502): ---------------------------------------------------- ID = 3 ( 26902): 107.29 9.713 12.33 72.37 AREA (ha) 1.17 106.12 QPEAK TPEAK (cms) (hrs) 0.372 12.08 9.615 12.33 R.V. (mm) 96.79 72.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 26501) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 3.38 (ii) 12.04 (ii) 5.00 15.00 0.26 0.09 0.55 0.48 12.08 12.17 118.77 39.30 120.77 120.77 0.98 0.33 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 55.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.956 (iii) 12.08 56.11 120.77 0.46 1 ADD HYD ( 26901)1 1 + 2 = 3 ID1= 1 ( 26101): + ID2= 2 ( 26501): AREA (ha) 6.39 107.29 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.956 12.08 56.11 9.417 12.42 72.37 ID = 3 ( 26901): 113.69 9.750 12.42 71.46 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB 1 NASHYD ( 25106) IID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.296 PEAK FLOW (cms)= 1.189 (l) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 59.663 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.494 9.74 Curve Number (CN)= 73.0 9.19 # of Linear Res.(N)= 2.00 0.19 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 25503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .836E+02 0.1 0.30 20.10 0.20 0.20 .189E+03 0.2 0.45 13.47 0.30 0.30 .316E+03 0.5 0.56 10.75 0.40 0.40 .465E+03 0.8 0.66 9.19 0.50 0.50 .636E+03 1.3 0.74 8.14 0.60 0.60 .829E+03 1.9 0.82 7.37 0.70 0.70 .104E+04 2.6 0.89 6.77 0.80 0.80 .128E+04 3.4 0.96 6.29 0.90 0.90 .154E+04 4.3 1.03 5.90 1.00 1.00 .182E+04 5.4 1.09 5.56 1.11 1.11 .217E+04 7.2 1.20 5.04 1.22 1.22 .257E+04 9.1 1.28 4.72 1.33 1.33 .303E+04 11.2 1.35 4.50 1.44 1.44 .354E+04 13.6 1.39 4.35 1.56 1.56 .411E+04 16.1 1.43 4.24 1.67 1.67 .472E+04 19.0 1.46 4.16 1.78 1.78 .540E+04 22.0 1.48 4.09 1.89 1.89 .612E+04 25.3 1.50 4.04 2.00 2.00 .690E+04 28.8 1.52 4.00 INFLOW : ID= 2 ( 25106) OUTFLOW: ID= 1 ( 25503) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 9.74 1.19 12.17 59.66 0.48 0.72 9.74 1.05 12.25 59.66 0.44 0.69 CALIB NASHYD ( 25104)1 Area (ha)= 13.54 Curve Number (CN)= 77.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 8.97 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.21 Unit Hyd Qpeak (cms)= 1.650 PEAK FLOW (cms)- 1.731 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 65.756 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.544 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 25103) Area (ha)= 29.82 Curve Number (CN)= 81.0 ID= 1 DT= 5.0 min Ia (mm)= 8.11 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.27 Unit Hyd Qpeak (cms)- 2.878 PEAK FLOW (cms)- 3.564 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 73.100 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.605 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.87 179.82 .319E+03 4.0 1.50 1.33 0.94 179.89 .385E+03 4.9 1.52 1.31 1.01 179.95 .477E+03 6.0 1.51 1.32 1.08 180.02 .594E+03 7.4 1.49 1.33 1.15 180.09 .754E+03 8.8 1.40 1.42 1.22 180.16 .103E+04 11.1 1.28 1.55 1.28 180.23 .144E+04 14.5 1.20 1.66 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 25903) 53.11 6.26 12.25 68.76 1.02 1.51 OUTFLOW: ID= 1 ( 25502) 53.11 6.26 12.25 68.76 1.02 1.51 CALIB STANDHYD ( 25102) Area (ha)= 2.09 ID= 1 DT= 5.0 min 1 Total Imp(%)= 43.62 Dir. Conn.(%)= 43.62 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.91 1.18 Dep. Storage (mm)= 2.00 8.62 Average Slope (%)= 1,00 2.00 Length (m)= 118.15 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 73.60 5.00 15.00 2.41 (ii) 10.39 (ii) 5.00 15.00 0.30 0.09 0.37 12.08 118.77 120.77 0.98 0.15 12.17 49.32 120.77 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 64.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.506 (iii) 12.08 79.61 120.77 0.66 1 ADD HYD2 ( 25902)1 + = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1- 1 ( 25102): 2.09 0.506 12.08 79.61 + ID2= 2 ( 25502): 53.11 6.263 12.25 68.76 ADD HYD ( 25903) 1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 25103): 29.82 3.564) 12.25cms rs) 73.10) + ID2= 2 ( 25104): 13.54 1.731 12.17 65.76 ID = 3 ( 25903): 43.37 5.262 12.17 70.81 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 25903)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 25903): 43.37 5.262 12.17 70.81 + ID2= 2 ( 25503): 9.74 1.050 12.25 59.66 ID = 1 ( 25903): 53.11 6.263 12.25 68.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 25502)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 47.80 180.52 0.0400 49.17 180.41 0.0400 53.87 180.41 0.0400 60.95 180.49 0.0400 67.36 180.39 0.0400 73.31 179.96 0.0400 75.55 179.82 0.0400 80.16 180.03 0.0400 81.69 179.54 0.0400 /0.0350 Main Channel 83.49 178.94 0.0350 Main Channel 83.79 178.94 0.0350 Main Channel 85.59 179.54 0.0350 /0.0400 Main Channel 88.60 180.03 0.0400 96.70 180.15 0.0400 103.64 180.05 0.0400 113.44 180.31 0.0400 122.79 180.19 0.0400 127.26 180.12 0.0400 136.41 180.23 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.07 179.01 .398E+01 0.0 0.31 6.46 0.13 179.08 .111E+02 0.0 0.45 4.42 0.20 179.14 .215E+02 0.1 0.57 3.52 0.27 179.21 .350E+02 0.2 0.67 2.98 0.33 179.28 .517E+02 0.3 0.76 2.61 0.40 179.34 .716E+02 0.5 0.85 2.34 0.47 179.41 .946E+02 0.7 0.93 2.13 0.53 179.48 .121E+03 1.0 1.01 1.96 0.60 179.54 .150E+03 1.4 1.09 1.82 0.67 179.61 .185E+03 1.9 1.22 1.62 0.74 179.68 .224E+03 2.5 1.33 1.49 0.81 179.75 .269E+03 3.2 1.42 1.40 1 IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 47.80 180.52 0.0400 49.17 180.41 0.0400 53.87 180.41 0.0400 60.95 180.49 0.0400 67.36 180.39 0.0400 73.31 179.96 0.0400 75.55 179.82 0.0400 80.16 180.03 0.0400 81.69 179.54 0.0400 /0.0350 Main Channel 83.49 178.94 0.0350 Main Channel 83.79 178.94 0.0350 Main Channel 85.59 179.54 0.0350 /0.0400 Main Channel 88.60 180.03 0.0400 96.70 180.15 0.0400 103.64 180.05 0.0400 113.44 180.31 0.0400 122.79 180.19 0.0400 127.26 180.12 0.0400 136.41 180.23 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu (cms) (m/s) (min) 0.07 179.01 .521E.m+0.) 1 0.0 0.47 5.60 0.13 179.08 .146E+02 0.1 0.68 3.83 0.20 179.14 .281E+02 0.2 0.85 3.05 0.27 179.21 .459E+02 0.3 1.01 2.58 0.33 179.28 .678E+02 0.5 1.15 2.26 0.40 179.34 .938E+02 0.8 1.29 2.03 0.47 179.41 .124E+03 1.1 1.41 1.85 0.53 179.48 .158E+03 1.6 1.53 1.70 0.60 179.54 .197E+03 2.1 1.65 1.58 0.67 179.61 .242E+03 2.9 1.85 1.41 0.74 179.68 .294E+03 3.8 2.01 1.30 0.81 179.75 .353E+03 4.8 2.15 1.21 0.87 179.82 .419E+03 6.1 2.26 1.15 0.94 179.89 .505E+03 7.4 2.30 1.13 1.01 179.95 .625E+03 9.1 2.28 1.14 1.08 180.02 .778E+03 11.2 2.25 1.16 1.15 180.09 .988E+03 13.4 2.11 1.23 1.22 180.16 .135E+04 16.8 1.94 1.34 1.28 180.23 .189E+04 21.9 1.81 1.44 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 25902) 55.20 6.46 12.25 69.17 0.89 2.27 OUTFLOW: ID= 1 ( 25501) 55.20 6.46 12.25 69.17 0.89 2.27 1 CALIB 1STANDHYD ( 25101) Area (ha)= 1.41 1D= 1 DT= 5.0 min Total Imp(%)= 24.71 Dir. Conn.(%)= 18.75 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.35 1.06 Dep. Storage (mm)= 2.00 9.05 ID = 3 ( 25902): 55.20 6.456 12.25 69.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 25501)1 Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 1.00 96.84 0.013 147.82 5.00 2.14 5.00 0.31 0.11 12.08 118.77 120.77 0.98 2.00 40.00 0.250 69.69 15.00 (ii) 10.30 (ii) 15.00 0.09 0.13 12.17 43.56 120.77 0.36 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 57.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.220 (iii) 12.08 57.66 120.77 0.48 IADD HYD ( 25901)1 1 + 2 = 3 ID1= 1 ( 25101): + ID2= 2 ( 25501): AREA (ha) 1.41 55.20 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.220 12.08 57.66 6.459 12.25 69.17 ID = 3 ( 25901): 56.61 6.594 12.25 68.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 19108)1 ID= 1 DT= 5.0 min Area (ha)= 12.54 Ia (mm)= 6.19 U.H. Tp(hrs)= 0.16 Unit Hyd Qpeak (cms)- 2.021 PEAK FLOW (cms)= 2.300 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 77.064 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.638 Curve Number (CN)= 83.0 # of Linear Res.(N)= 2.00 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 19109) ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.584 9.77 Curve Number (CN)= 81.0 8.31 # of Linear Res.(N)= 2.00 0.16 U.H. Tp(hrs)= 0.43 Unit Hyd Qpeak (cms)= 2.003 PEAK FLOW (cms)= 2.863 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 81.396 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.674 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 19118) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 27.86 Curve Number (CN)= 78.0 8.66 # of Linear Res.(N)= 3.00 0.28 Unit Hyd Qpeak (cms)= 3.746 PEAK FLOW (cms)= 3.968 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 68.366 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.566 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 19911)1 1 + 2 = 3 ID1= 1 ( 19117): + ID2= 2 ( 19118): AREA (ha) 22.76 27.86 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.863 12.42 81.40 3.968 12.25 68.37 ID = 3 (19911): 50.62 6.655 12.25 74.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 19510)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION (. 1.1) Elevation Manning 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 1.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 0.10 .607E+02 0.3 0.20 0.20 .137E+03 1.1 0.30 0.30 .230E+03 2.2 0.40 0.40 .338E+03 3.8 0.50 0.50 .462E+03 5.9 0.60 0.60 .602E+03 8.4 Main Channel Main Channel Main Channel Main Channel VELOCITY (m/s) 1.35 2.02 2.53 2.96 3.35 3.69 TRAV.TIME (min) 3.25 2.18 1.74 1.49 1.32 1.19 PEAK FLOW (cms)= 1.686 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 71.871 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.595 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB NASHYD ( 19111) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 17.44 Curve Number (CN)= 79.0 9.99 # of Linear Res.(N)= 2.00 0.08 Unit Hyd Qpeak (cms)= 5.453 PEAK FLOW (cms)= 4.008 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 63.330 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.524 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB INASHYD ( 19116) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 3.649 PEAK FLOW (cms)= 2.403 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 66.684 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.552 9.08 Curve Number (CN)= 79.0 9.99 # of Linear Res.(N)= 3.00 0.09 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB INASHYD ( 19115) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 64.48 Curve Number (CN)= 80.0 8.37 # of Linear Res.(N)= 3.00 0.60 Unit Hyd Qpeak (cms)= 4.119 PEAK FLOW (cms)= 5.648 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 71.822 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.595 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB NASHYD ( 19117) Area (ha)= 22.76 Curve Number (CN)= 85.0 IID= 1 DT= 5.0 min Ia (mm)= 7.23 # of Linear Res.(N)= 3.00 0.70 0.70 .758E+03 11.5 4.02 1.09 0.80 0.80 .929E+03 15.2 4.33 1.02 0.90 0.90 .112E+04 19.5 4.62 0.95 1.00 1.00 .132E+04 24.5 4.90 0.90 1.11 1.11 .157E+04 32.2 5.40 0.81 1.22 1.22 .187E+04 40.8 5.77 0.76 1.33 1.33 .220E+04 50.4 6.05 0.73 1.44 1.44 .257E+04 61.0 6.26 0.70 1.56 1.56 .298E+04 72.6 6.42 0.68 1.67 1.67 .343E+04 85.2 6.55 0.67 1.78 1.78 .392E+04 98.9 6.66 0.66 1.89 1.89 .445E+04 113.6 6.74 0.65 2.00 2.00 .502E+04 129.4 6.81 0.65 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 19911) 50.62 6.66 12.25 74.23 0.53 3.45 ID= 1 ( 19510) 50.62 6.65 12.25 74.23 0.53 3.44 IADD HYD ( 19910)1 1 + 2 = 3 ID1= 1 ( 19115): + ID2= 2 ( 19116): AREA (ha) 64.48 9.08 QPEAK TPEAK R.V.. (cms) (hrs) (mm) 5.648 12.58 71.82 2.403 12.08 66.68 ID = 3 ( 19910): 73.56 5.982 12.58 71.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I I ADD HYD ( 19910) 1 D + 2 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 19910): 73.56 5.982 12.58 71.19 + ID2= 2 ( 19510): 50.62 6.648 12.25 74.23 ID = 1 ( 19910): 124.18 11.991 12.33 72.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 19509)1 I IN= 2---> OUT= 1 Routing time step (min).= 5.00 <------ DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 6.00 9.00 11.00 14.00 20.00 DEPTH (m) 0.10 ELEV (m) 0.10 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 1.00 .0350 .00 0.0350 /0.1000 2.00 0.1000 TRAVEL TIME TABLE VOLUME FLOW RATE (cu.m.) (cros) .143E+03 0.4 > Main Channel Main Channel Main Channel Main Channel VELOCITY TRAV.TIME (m/s) (min) 1.56 6.66 0.20 0.20 .324E+03 1.2 2.32 4.46 0.30 0.30 .541E+03 2.5 2.91 3.56 0.40 0.40 .796E+03 4.4 3.41 3.05 0.50 0.50 .109E+04 6.7 3.84 2.70 0.60 0.60 .142E+04 9.7 4.25 2.44 0.70 0.70 .179E+04 13.3 4.62 2.24 0.80 0.80 .219E+04 17.5 4.97 2.09 0.90 0.90 .263E+04 22.5 5.31 1.95 1.00 1.00 .311E+04 28.1 5.63 1.84 1.11 1.11 .371E+04 37.0 6.21 1.67 1.22 1.22 .440E+04 46.9 6.63 1.56 1.33 1.33 .518E+04 57.9 6.95 1.49 1.44 1.44 .606E+04 70.1 7.20 1.44 1.56 1.56 .703E+04 83.4 7.38 1.40 1.67 1.67 .809E+04 97.9 7.53 1.38 1.78 1.78 .924E+04 113.6 7.65 1.36 1.89 1.89 .105E+05 130.5 7.75 1.34 2.00 2.00 .118E+05 148.7 7.83 1.32 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 19910) 124.18 11.99 12.33 72.43 0.66 4.48 OUTFLOW: ID= 1 ( 19509) 124.18 11.97 12.42 72.43 0.66 4.47 CALIB I NASHYD ( 19114)1 Area (ha)= 22.59 Curve Number (CN)= 76.0 ID= 1 DT= 5.0 min I Ia (mm)= 10.14 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.19 Unit Hyd Qpeak (cms)= 4.495 PEAK FLOW (cms)= 3.903 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 63.989 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.530 (1) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 19113)1 Area (ha)= 21.39 Curve Number (CN)= 68.0 ID= 1 DT= 5.0 min Ia (mm)= 10.54 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.32 Unit Hyd Qpeak (cms)= 1.735 PEAK FLOW (cms)= 1.553 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 52.586 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.435 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 19112)1 Area (ha)= 16.85 curve Number (CN)= 80.0 ID= 1 DT= 5.0 min I Ia (mm)= 8.95 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.17 Unit Hyd Qpeak (cms)= 2.635 PEAK FLOW (cms)= 2.739 (1) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 69.843 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.578 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 19110) Area (ha)= 64.18 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min Ia (mm)= 9.22 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.42 Unit Hyd Qpeak (cms)= 5.781 PEAK FLOW (cms)= 6.954 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 69.482 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.575 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 19908)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 19110): 64.18 6.954 12.33 69.48 + ID2= 2 ( 19111): 17.44 4.008 12.08 63.33 ID = 3 ( 19908): 81.61 8.339 12.17 68.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 HY ADD D2 ( 19908)1 + = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 19908): 81.61 8.339 12.17 68.17 + ID2= 2 ( 19112): 16.85 2.739 12.08 69.84 ID = 1 ( 19908): 98.47 11.032 12.17 68.45 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 19909)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 19113): 21.39 1.553) 12.33cms rs) 52.59) + ID2= 2 ( 19114): 22.59 3.903 12.17 63.99 ID = 3 ( 19909): 43.99 5.370 12.17 58.44 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 19909)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 19909): 43.99 5.370) 12.17cms rs) 58.44) + ID2= 2 ( 19509): 124.18 11.968 12.42 72.43 ID = 1 ( 19909): 168.16 16.380 12.25 68.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 19508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.10 0.10 .848E+02 0.4 1.80 3.42 0.20 0.20 .192E+03 1.4 2.68 2.29 0.30 0.30 .321E+03 2.9 3.36 1.83 0.40 0.40 .472E+03 5.0 3.93 1.56 0.50 0.50 .645E+03 7.8 4.44 1.39 0.60 0.60 .841E+03 11.2 4.90 1.25 0.70 0.70 .106E+04 15.3 5.33 1.15 0.80 0.80 .130E+04 20.2 5.74 1.07 0.90 0,90 .156E+04 25.9 6.13 1,00 1.00 1.00 .184E+04 32.5 6.50 0.95 1.11 1.11 .220E+04 42.7 7.16 0.86 1.22 1.22 .261E+04 54.1 7.65 0.80 1.33 1.33 .307E+04 66.9 8.02 0.77 1.44 1.44 .359E+04 80.9 8.30 0.74 1.56 1.56 .417E+04 96.2 8.52 0.72 1.67 1.67 .479E+04 113.0 8.69 0.71 1.78 1.78 .548E+04 131.1 8.83 0.70 1.89 1.89 .622E+04 150.6 8.94 0.69 2.00 2.00 .701E+04 171.6 9.03 0.68 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 19909) 168.16 16.38 12.25 68.77 0.72 5.42 OUTFLOW: ID= 1 ( 19508) 168.16 16.49 12.25 68.77 0.72 5.42 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 19908): 98.47 11.032 12.17 68.45 + ID2= 2 ( 19508): 168.16 16.489 12.25 68.77 ID = 3 ( 19908): 266.63 27.093 12.25 68.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 19511)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 main channel 14.00 1.00 0.0350 /0.1000 main channel 20.00 2.00 0.1000 + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.10 0.10 .818E+02 0.3 1.39 4.25 0.20 0.20 .185E+03 1.1 2.08 2.85 0.30 0.30 .309E+03 2.3 2.60 2.28 0.40 0.40 .455E+03 3.9 3.05 1.95 0.50 0.50 .622E+03 6.0 3.44 1.72 0.60 0.60 .811E+03 8.7 3.80 1.56 0.70 0.70 .102E+04 11.9 4.13 1.43 0.80 0.80 .125E+04 15.7 4.45 1.33 0.90 0.90 .150E+04 20.1 4.75 1.25 1.00 1.00 .178E+04 25.2 5.04 1.18 1.11 1.11 .212E+04 33.1 5.55 1.07 1.22 1.22 .252E+04 42.0 5.93 1.00 1.33 1.33 .296E+04 51.8 6.22 0.95 1.44 1.44 .346E+04 62.7 6.44 0.92 1.56 1.56 .402E+04 74.6 6.61 0.90 1.67 1.67 .462E+04 87.6 6.74 0.88 1.78 1.78 .528E+04 101.6 6.84 0.87 1.89 1.89 .599E+04 116.8 6.93 0.86 2.00 2.00 .676E+04 133.1 7.00 0.85 INFLOW : ID= 2 OUTFLOW: ID= 1 ( r--- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 19908) 266.63 27.09 12.25 68.65 1.03 5.15 19511) 266.63 27.24 12.25 68.65 1.03 5.16 1 ADD HYD2 ( 19912)1 + = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 19109): 9.77 1.686) 12.08cms rs) 71.87) + ID2= 2 ( 19511): 266.63 27.237 12.25 68.65 I ADD HYD ( 19908)1 ID = 3 ( 19912): 276.40 28.644 12.25 68.77 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 19507)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 19108): 12.54 2.300 12.08 77.06 + ID2= 2 (19507): 276.40 28.667 12.25 68.77 ID = 3 ( 19907): 288.93 30.643 12.17 69.13 < DATA FOR SECTION ( 1.1) Distance Elevation 0.00 272.11 2.71 270.63 6.58 268.14 10.20 265.20 12.82 262.63 16.52 259.62 19.49 257.56 29.12 255.93 44.33 253.38 48.09 251.60 51.63 248,37 52.80 247.87 55.63 248.14 59.47 250.04 70.52 250.29 92.24 251.55 103.64 252.85 127.79 257.09 133.39 258.76 139.97 260.80 Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.27 248.14 .852E+02 0.9 1.90 0.94 248.81 .651E+03 18.9 5.21 1.61 249.47 .147E+04 56.0 6.83 2.27 250.14 .257E+04 107.9 7.51 2.94 250.81 .543E+04 193.2 6.37 3.61 251.47 .980E+04 326.6 5.97 4.27 252.14 .154E+05 522.1 6.08 4.94 252.80 .218E+05 775.4 6.36 5.60 253.47 .291E+05 1095.9 6.76 6.27 254.14 .371E+05 1473.5 7.12 6.94 254.80 .461E+05 1920.0 7.47 7.60 255.47 .560E+05 2437.9 7.81 8.27 256.14 .668E+05 3030.8 8.13 8.94 256.80 .785E+05 3702.1 8.45 9.60 257.47 .911E+05 4474.8 8.80 10.27 258.13 .104E+06 5367.7 9.21 10.93 258.80 .118E+06 6343.5 9.63 11.60 259.47 .132E+06 7399.9 10.04 12.27 260.13 .146E+06 8535.5 10.45 INFLOW : OUTFLOW: TRAV.TIME (min) 1.58 0.57 0.44 0.40 0.47 0.50 0.49 0.47 0.44 0.42 0.40 0.38 0.37 0.35 0.34 0.32 0.31 0.30 0.29 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 19912) 276.40 28.64 12.25 68.77 1.11 5.56 ID= 1 ( 19507) 276.40 28.67 12.25 68.77 1.11 5.55 1 ADD HYD ( 19907)1 CALIB NASHYD ( 19106)1 ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.535 PEAK FLOW (cms)= 0.599 (1) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 77.276 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.640 3.05 Curve Number (CN)= 83.0 5.59 # of Linear Res.(N)= 2.00 0.15 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I STANDHYD ( 19107)1 Area (ha)= 2.58 ID= 1 DT= 5.0 min I Total Imp(%)= 25.46 Dir. Conn. (%)= 18.25 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS (i) 0.66 1.92 2.00 7.54 1.00 2.00 131.13 40.00 0.013 0.250 147.82 5.00 2.57 5.00 0.29 0.19 12.08 118.77 120.77 0.98 111.04 10.00 (ii) 9.34 (ii) 10.00 0.12 0.43 12.08 67.89 120.77 0.56 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 75.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.621 (iii) 12.08 77.17 120.77 0.64 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 19506)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 44.81 228.65 0.0800 53.99 227.10 0.0800 58.06 227.10 0.0800 61.12 227.53 0.0800 63.89 227.46 0.0800 65.59 227.48 0.0800 67.16 227.71 0.0800 74.38 226.14 0.0800 /0.0350 75.40 225.86 0.0350 76.42 225.85 0.0350 78.61 226.18 0.0350 /0.0800 79.89 226.65 0.0800 83.45 226.79 0.0800 92.61 228.79 0.0800 103.95 228.82 0.0800 109.82 229.82 0.0800 111.52 229.88 0.0800 114.92 229.71 0.0800 128.42 230.18 0.0800 130.79 230.62 0.0800 Main Channel Main Channel Main Channel Main Channel + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 225.95 .405E+02 0.2 1.19 4.17 0.20 226.04 .113E+03 0.7 1.79 2.78 0.30 226.14 .215E+03 1.6 2.26 2.20 0.45 226.30 .434E+03 4.6 3.19 1.56 0.61 226.46 .707E+03 9.1 3.85 1.29 0.77 226.61 .103E+04 15.0 4.33 1.15 0.92 226.77 .146E+04 22.2 4.52 1.10 1.08 226.93 .205E+04 31.6 4.59 1,08 1.23 227.08 .271E+04 42.9 4.73 1.05 1.39 227.24 .363E+04 55.4 4.56 1.09 1.55 227.39 .474E+04 72.2 4.54 1.09 1.70 227.55 .611E+04 90.5 4.42 1.12 1.86 227.71 .777E+04 115.2 4.43 1.12 2.02 227.86 .954E+04 144.9 4.53 1.10 2.17 228.02 .114E+05 178.4 4.67 1.07 2.33 228.18 .133E+05 215.6 4.82 1.03 2.49 228.33 .153E+05 256.5 4.99 1.00 2.64 228.49 .174E+05 301.2 5.16 0.96 2.80 228.65 .196E+05 349.6 5.32 0.93 INFLOW : ID= 2 ( 19907) OUTFLOW: ID= 1 ( 19506) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 288.93 30.64 12.17 69.13 1.06 4.59 288.93 30.82 12.25 69.13 1.07 4.59 Average Slope Length Mannings n (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 1.00 100.79 0.013 147.82 5.00 2.20 5.00 0.30 0.21 12.08 118.77 120.77 0.98 2.00 40.00 0.250 137.67 10.00 (ii) 8.41 (ii) 10.00 0.12 0.25 12.08 80.33 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.465 (iii) 12.08 93.40 120.77 0.77 I ADDD +YD2 ( 19906) 1 = 3 AREA QPEAK TPEAK R.V. (ha) (ems) (hrs) (mm) ID1= 1 ( 19105): 1.52 0.465 12.08 93.40 + ID2= 2 ( 19106): 3.05 0.599 12.08 77.28 ID = 3 ( 19906): 4.58 1.064 12.08 82.64 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 19906)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. cms rs mm ID1= 3 ( 19906): 4.58 1.064) 12.08) 82.64) + ID2= 2 ( 19107): 2.58 0.621 12.08 77.17 ID = 1 ( 19906): 7.16 1.685 12.08 80.67 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 19906)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 19906): 7.16 1.685 12.08 80.67 + 102= 2 ( 19506): 288.93 30.825 12.25 69.13 CALIB STANDHYD ( 19105) Area (ha)= 1.52 ID= 1 DT= 5.0 min Total Imp(%)= 43.55 Dir. Conn.(%)= 34.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.66 0.86 Dep. Storage (mm)= 2.00 5.92 ID = 3 ( 19906): 296.09 31.767 12.25 69.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 19505)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 221.34 0.1000 24.35 221.12 0.1000 29.99 220.20 0.1000 50.26 209.01 0.1000 57.19 206.25 0.1000 59.23 205.49 0.1000 /0.0350 61.84 205.21 0.0350 64.28 205.50 0.0350 64.55 205.51 0.0350 /0.1000 68.45 205.87 0.1000 72.19 206.71 0.1000 83.73 211.57 0.1000 89.19 214.75 0.1000 92.48 217.57 0.1000 99.87 220.28 0.1000 117.27 220.87 0.1000 132.25 221.12 0.1000 137.10 221.78 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.28 205.49 .544E+03 1.1 1.58 1.11 206.33 .700E+04 34.1 3.77 1.95 207.16 .174E+05 108.5 4.82 2.78 208.00 .306E+05 222.4 5.63 3.62 208.83 .464E+05 375.8 6.27 4.45 209.66 .647E+05 571.0 6.83 5.28 210.50 .852E+05 807.9 7.34 6.12 211.33 .108E+06 1087.2 7.79 6.95 212.16 .133E+06 1413.9 8.23 7.78 213.00 .160E+06 1785.9 8.64 8.62 213.83 .189E+06 2202.6 9.03 9.45 214.67 .219E+06 2664.8 9.40 10.29 215.50 .252E+06 3180.5 9.77 11.12 216.33 .286E+06 3742.7 10.13 11.95 217.17 .322E+06 4351.4 10.47 12.79 218.00 .359E+06 4987.8 10.75 13.62 218.83 .399E+06 5659.5 10.99 14.45 219.67 .441E+06 6388.1 11.21 15.29 220.50 .486E+06 6919.6 11.02 INFLOW : ID= 2 ( 19906) OUTFLOW: ID= 1 ( 19505) AREA (ha) 296.09 296.09 TRAV. TIME (min) 8.18 3.42 2.68 2.29 2.06 1.89 1.76 1.66 1.57 1.49 1.43 1.37 1.32 1.27 1.23 1.20 1.17 1.15 1.17 <---- hydrograph ----> <-pipe / channel-> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 31.77 12.25 69.41 1.06 3.43 34.57 12.25 69.41 1.12 3.77 CALIB NASITYD ( 19119)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.982 13.37 curve Number (cN)= 71.0 8.17 # of Linear Res.(N)= 3.00 0.52 PEAK FLOW (cms)- 1.032 (i) TIME TO PEAK (hrs)= 12.500 5.65 6.03 6.40 6.78 194.84 195.22 195.59 195.97 .403E+05 .446E+05 .492E+05 .543E+05 INFLOW : ID= 2 ( 19905) OUTFLOW: ID= 1 ( 19504) AREA (ha) 309.46 309.46 3426.3 3925.6 4464.8 5030.5 6.12 6.33 6.52 6.66 <---- hydrograph -- -> QPEAK TPEAK R.V. (cms) (hrs) (mm) 35.43 12.25 68.94 35.05 12.25 68.94 0.20 0.19 0.18 0.18 <-pipe / channel-> MAX DEPTH MAX VEL 0.73 (1.11 0.73 1.10 CALIB STANDHYD ( 19104) Area (ha)= 10.38 ID= 1 DT= 5.0 min 1 Total Imp( %)- 21.24 Dir. Conn.(%)= 17.04 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.21 8.18 Dep. storage (mm)= 2.00 5.42 Average Slope (%)= 2.40 2.00 Length (m)= 263.11 40.00 Mannings n = 0.013 0.250 Max.Eff.inten.(mm/hr)= over (min) storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 3.00 5.00 0.28 0.72 12,08 118.77 120.77 0.98 115.46 10.00 (ii) 9.67 (ii) 10.00 0.11 1.89 12.08 74.38 120.77 0.62 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.613 (iii) 12.08 81.94 120.77 0.68 1 ADD HYD ( 19904)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 19104): 10.38 2.613 12.08 81.94 + 102= 2 ( 19504): 309.46 35.050 12.25 68.94 RUNOFF VOLUME (mm)= 58.604 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.485 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD +YD2 ( 19905) 1 101= 1 ( 19119): + 102= 2 ( 19505): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 13.37 1.032 12.50 58.60 296.09 34.570 12.25 69.41 ID = 3 ( 19905): 309.46 35.426 12.25 68.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 19504)1 IN= 2---> ouT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 5.44 189.19 0.0800 26.01 189.67 0.0800 48.80 189.65 0.0800 65.75 189.19 0.0800 92.78 191.35 0.0800 99.74 191.77 0.0800 106.00 190.72 0.0800 /0.0350 107.22 190.56 0.0350 109.30 190.30 0.0350 110.84 190.74 0.0350 /0.0800 113.72 192.10 0.0800 148.00 195.82 0.0800 152.58 195.96 0.0800 163.75 195.28 0.0800 169.48 194.62 0.0800 174.84 194.53 0.0800 182.88 194.62 0.0800 190.38 194.94 0.0800 197.41 195.66 0.0800 207.01 195.96 0.0800 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0,31 189.49 .310E+03 2.7 0.62 1.94 0,61 189.80 .142E+04 18.6 0.95 1.27 0.92 190.11 .296E+04 61.4 1.49 0.80 1.23 190.41 .459E+04 123.0 1.93 0.62 1.53 190.72 .637E+04 203.6 2.30 0.52 1.91 191.09 .874E+04 326.5 2.69 0.45 2.28 191.47 .113E+05 477.4 3.03 0.40 2.66 191,84 .141E+05 661.9 3.37 0.36 3.03 192,22 .171E+05 903.3 3.81 0,31 3.41 192.59 .201E+05 1175.4 4.21 0.28 3.78 192.97 .231E+05 1478.4 4.59 0.26 4.16 193.34 .263E+05 1812.0 4.95 0.24 4.53 193.72 .296E+05 2176.1 5.29 0.23 4.90 194.09 .330E+05 2570.5 5.61 0.21 5.28 194.47 .364E+05 2995.2 5.91 0.20 Main Channel Main Channel Main Channel Main Channel < DATA FOR SECTION ( 1.1) Distance Elevation Manning 5.74 187.82 0.1000 71.36 187.30 0.1000 72.66 187.25 0.1000 74.90 187.19 0.1000 81.60 186.86 0.1000 82.54 186.60 0.1000 84.04 186.06 0.1000 /0.0350 84.84 185.82 0.0350 85.94 185.73 0.0350 87.25 186.02 0.0350 87.59 186.05 0.0350 /0.1000 92.43 186.29 0.1000 93.75 186.30 0.1000 94.65 186.59 0.1000 95.40 186.56 0.1000 96.01 186.80 0.1000 96.88 187.00 0.1000 97.62 187.10 0.1000 99.84 187.33 0,1000 169.87 187,28 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu (cms) (m/s) 0.08 185.81 .106E.m+0.) 2 0.0 0.51 0.16 185.89 .381E+02 0.2 0.90 0.24 185.97 .755E+02 0.5 1.18 0.32 186.05 .123E+03 0.9 1.37 0.41 186.13 .195E+03 1.6 1.63 0.49 186.21 .296E+03 2.6 1.73 0.57 186.30 .428E+03 3.9 1.77 0.65 186.38 .596E+03 5.5 1.79 0.73 186.46 .772E+03 7.4 1.86 0.82 186.54 .956E+03 9.6 1.95 0.90 186.62 .115E+04 11.9 2.00 0.98 186.71 .137E+04 14.7 2.08 1.06 186.79 .159E+04 17.7 2.16 1.14 186.87 .182E+04 20.9 2.23 1.23 186.95 .207E+04 24.2 2.27 1.31 187.03 .235E+04 27.9 2.30 1.39 187.12 .267E+04 31.9 2.31 1.47 187.20 .303E+04 36.2 2.31 1.55 187.28 .344E+04 40.8 2.30 Main channel Main channel Main channel Main channel Main Channel INFLOW : ID= 2 OUTFLOW: ID= 1 TRAV.TIME (min) 6.35 3.61 2.74 2.36 1.98 1.87 1.83 1.80 1.74 1.66 1.61 1.55 1.50 1.45 1.42 1.40 1.40 1.40 1.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ( 19904) 319,85 36.38 12.25 69,36 1.48 2.31 ( 19503) 319.85 36.10 12.33 69.36 1.47 2.31 ID = 3 ( 19904): 319.85 36.378 12.25 69.36 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 19503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 1 CALIB 1 NASHYD ( 19103) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.203 1.53 Curve Number (CN)- 58.0 7.01 # of Linear Res.(N)= 3.00 0.29 PEAK FLOW (cms)- 0.131 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 43.452 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.360 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 5.25 223.51 .361E+05 1295.3 INFLOW ID= 2 ( 19903) OUTFLOW:. ID= 1 ( 19502) 4.23 0.46 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 321.37 36.22 12.33 69.24 321.37 36.80 12.33 69.24 <-pipe / channel-> MAX DEPTH MAX VEL 1.19 (1.57 1.20 1.58 1 ADD HYD ( 19903)1 1 + 2 = 3 ID1= 1 ( 19103): + ID2= 2 ( 19503): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1.53 0.131 12.25 43.45 319.85 36.100 12.33 69.36 ID = 3 ( 19903): 321.37 36.222 12.33 69.24 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 19502)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA Distance 0.00 42.43 62.50 72.91 74.26 75.00 75.56 75.98 78.42 83.92 85.59 96.03 107.05 125.74 145.59 FOR SECTION Elevation 223.51 222.81 218.69 219.07 218.56 218.26 218.27 218.56 218.98 219.09 218.89 218.96 219.53 223.92 224.66 ( 1.1) Manning 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (cu.m.) (cms) (m/s) (min) .146E+02 0.2 1.25 1.57 (m) (m) 0.15 218.41 0.30 218.56 0.59 218.85 0.88 219.14 1.17 219.43 1.46 219.73 1.76 220.02 2.05 220.31 2.34 220.60 2.63 220.89 2.92 221.18 3.21 221.47 3.50 221.76 3.79 222.05 4.08 222.34 4.37 222.64 4.66 222.93 4.96 223.22 .190E+03 .110E+04 .257E+04 .425E+04 .602E+04 .789E+04 .985E+04 .119E+05 .140E+05 .163E+05 .186E+05 .210E+05 .235E+05 .261E+05 .288E+05 .321E+05 3.2 11.9 33.9 68.2 113.7 169.3 234.5 309.4 393.7 487.6 590.9 703.9 826.6 959.1 1062.1 1157.9 1.83 1.95 1.27 1.55 1.89 2.22 2.53 2.81 3.06 3.31 3.53 3.75 3.95 4.14 4.33 4.34 4.25 1.08 1.01 1.54 1.27 1.04 0.88 0.78 0.70 0.64 0.59 0.56 0.52 0.50 0.47 0.45 0.45 0.46 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 179.92 .548E+01 0.1 0.20 180.02 .154E+02 0.5 0.30 180.12 .293E+02 1.2 0.40 180.22 .472E+02 2.3 0.52 180.34 .725E+02 4.2 0.63 180.46 .103E+03 7.1 0.75 180.57 .138E+03 10.6 0.87 180.69 .178E+03 14.8 0.98 180.80 .224E+03 19.8 1.10 180.92 .274E+03 25.5 1.21 181.03 .342E+03 31.1 1.33 181.15 .505E+03 38.9 1.44 181.26 .794E+03 52.1 1.56 181.38 .118E+04 72.5 1.67 181.49 .164E+04 99.9 1.79 181.61 .214E+04 136.1 1.90 181.73 .267E+04 178.6 2.02 181.84 .320E+04 227.1 2.13 181.96 .375E+04 281.6 INFLOW : ID= 2 ( 19902) OUTFLOW: ID= 1 ( 19501) AREA (ha) 340.86 340.86 VELOCITY TRAV.TIME (m/s) (min) 0.92 0.79 1.40 0.52 1.77 0.41 2.09 0.35 2.55 0.29 3.01 0.24 3.35 0.22 3.63 0.20 3.86 0.19 4.06 0.18 3.97 0.18 3.36 0.22 2.87 0.25 2.70 0.27 2.66 0.27 2.77 0.26 2.93 0.25 3.10 0.23 3.28 0.22 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 37.69 12.33 68.03 37.60 12.33 68.03 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 1.31 3.44 1.31 3.45 1 STLIB 1 ANDHYD ( 19101)1 Area 1ID= 1 DT= 5.0 min 1 Total Surface Area (ha)- Dep. storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 0.25 Imp(%)= 23.61 Dir. Conn.(%)= 23.61 IMPERVIOUS PERVIOUS (i) 0.06 0.19 2.00 8.47 1.00 2.00 40.80 40.00 0.013 0.250 147.82 5.00 1.28 5.00 0.33 0.02 12.08 118.77 120.77 0.98 68.25 10.00 (ii) 9.50 (ii) 10.00 0.12 0.03 12.08 45.91 120.77 0.38 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! *TOTALS* 0.049 (iii) 12.08 63.09 120.77 0.52 CALIB NASHYD ( 19102) 1ID- 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 1.204 PEAK FLOW (cms)= 1.060 TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 48.056 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.398 (i) PEAK FLOW DOES NOT INCLUDE 19.48 Curve Number (CN)= 62.0 6.97 # of Linear Res.(N)= 3.00 0.62 (1) BASEFLOW IF ANY. 1 ADDD +YD2 ( 19902) 13 ID1= 1 ( 19102): + ID2= 2 ( 19502): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 19.48 1.060 12.58 48.06 321.37 36.796 12.33 69.24 ID = 3 ( 19902): 340.86 37.688 12.33 68.03 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 19501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 2.55 181.48 0.0600 44.82 181.12 0.0600 62.61 181.96 0.0600 70.99 180.32 0.0600 /0.0350 73.46 179.82 0.0350 74.45 179.85 0.0350 75.96 180.23 0.0350 /0.0600 78.89 181.04 0.0600 84.02 181.20 0.0600 93.54 180.98 0.0600 99.89 181.17 0.0600 100.87 181.23 0.0600 102.20 181.10 0.0600 107.13 181.02 0.0600 107.96 181.05 0.0600 108.94 180.97 0.0600 113.39 181.03 0.0600 Main Channel Main Channel Main Channel Main Channel 1 ADDD +YD2 ( 19901) 1 3 ID1= 1 ( 19101): + ID2= 2 ( 19501): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.25 0.049 12.08 63.09 340.86 37.605 12.33 68.03 ---------------------------------------------------- ID = 3 ( 19901): 341.11 37.619 12.33 68.02 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 18103) !ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= 17.65 Curve Number (CN)= 66.0 7.43 # of Linear Res.(N)= 3.00 0.39 Unit Hyd Qpeak (cms)= 1.719 PEAK FLOW (cms)= 1.483 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 52.601 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.436 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ROUTE CHN( 18502)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 180.35 0.0600 0.97 180.28 0.0600 3.20 180.29 0.0600 5.42 180.18 0.0600 6.16 180.21 0.0600 6.91 180.17 0.0600 10.61 180.50 0.0600 14.32 180.55 0.0600 18.77 179.93 0.0600 26.03 179.84 0.0600 27.67 179.71 0.0600 28.64 179.55 0.0600 /0.0350 29.89 179.34 0.0350 31.36 179.35 0.0350 32.73 179.57 0.0350 /0.0300 41.81 180.32 0.0300 44.73 180.43 0.0300 68.50 180.63 0.0300 81.87 180.49 0.0300 90.27 180.46 0.0300 Main Channel Main Channel Main Channel Main Channel (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 61.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) 0.05 0.10 0.15 0.21 (m) 179.39 179.44 179.49 179.55 (cu.m.) .924E+01 .225E+02 .392E+02 .594E+02 VELOCITY (cms) (m/s) 0.1 0.65 0.2 0.98 0.4 1.23 0.8 1.44 TRAV.TIME (min) 2.79 1.85 1.47 1.25 0.28 179.62 .947E+02 1.6 1.83 0.99 0.35 179.69 .140E+03 2.7 2.12 0.85 0.42 179.76 .197E+03 4.2 2.34 0.77 0.49 179.83 .267E+03 6.2 2.51 0.72 0.57 179.91 .366E+03 8.6 2.54 0.71 0.64 179.98 .508E+03 11.9 2.54 0.71 0.71 180.05 .664E+03 16.2 2.64 0.68 0.78 180.12 .831E+03 21.2 2.77 0.65 0.85 180.20 .101E+04 26.7 2.87 0.63 0.93 180.27 .122E+04 33.0 2.92 0.62 1.00 180.34 .148E+04 39.9 2.93 0.62 1.07 180.41 .177E+04 48.6 2.98 0.61 1.14 180.48 .211E+04 53.3 2.74 0.66 1.21 180.56 .261E+04 63.9 2.65 0.68 1.29 180.63 .326E+04 81.6 2.71 0.67 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 18103) 17.65 1.48 12.33 52.60 0.27 1,76 ID= 1 ( 18502) 17.65 1.49 12.33 52.60 0.27 1.76 CALIB I STANDHYD ( 18102)1 Area (ha)= 6.42 ID= 1 DT= 5.0 min 1 Total Imp(%)= 22.01 Dir. Conn.(%)= 16.75 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.41 5.01 Dep. storage (mm)= 2.00 6.88 Average Slope (%)= 1.00 2.00 Length (m)= 206.86 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) storage coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 3.38 5.00 0.26 0.44 12.08 118.77 120.77 0.98 77.36 15.00 (ii) 11.20 (ii) 15.00 0.09 0.67 12.17 49.05 120.77 0.41 * WARNING: STORAGE COEFF, IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 61.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.009 (iii) 12.08 60.72 120.77 0.50 1 ADD HYD ( 18902)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. CALIB STANDHYD ( 18101)1 ID= 1 DT= 5.0 min 1 Area Total Surface Area (ha)= Dep. Storage (mm) - Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min). Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 0.33 Imp(%)= 29.79 Dir. Conn.(%)= 29.79 IMPERVIOUS PERVIOUS (i) 0.10 0.23 2.00 11.95 1.00 2.00 46.85 40.00 0.013 0.250 147.82 5.00 1.39 5.00 0.33 0.04 12.08 118.77 120.77 0,98 48.30 15.00 (ii) 10.83 (ii) 15.00 0.09 0.02 12.17 32.64 120.77 0.27 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 50.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.056 (iii) 12.08 58.28 120.77 0.48 1 ADD HYD ( 18901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 18101): 0.33 0.056 12.08 58.28 + ID2= 2 ( 18501): 24.06 2.067 12.25 54.77 ID = 3 ( 18901): 24.39 2.090 12.25 54.82 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 15110) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= 16.10 curve Number (cN)= 83.0 7.20 # of Linear Res.(N)= 2.00 0.26 Unit Hyd Qpeak (cms)- 1.633 PEAK FLOW (cms)= 2.109 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 77.203 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.639 ID1= 1 ( 18102): + ID2= 2 ( 18502): (ha) (cms) (hrs) (mm) 6.42 1.009 12.08 60.72 17.65 1.487 12.33 52.60 YY ID = 3 ( 18902): 24.06 2.107 12.25 54.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 18501)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 0.00 180.35 0.97 180.28 3.20 180.29 5.42 180.18 6.16 180.21 6.91 180.17 10.61 180.50 14.32 180.55 18.77 179.93 26.03 179.84 27.67 179.71 28.64 179.55 29.89 179.34 31.36 179.35 32.73 179.57 41.81 180.32 44.73 180.43 68.50 180.63 81.87 180.49 90.27 180.46 ( 1.1) Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0,0600 /0.0350 0.0350 0.0350 0.0350 /0.0300 0.0300 0.0300 0.0300 0.0300 0.0300 TRAVEL TIME TABLE main channel main channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cros) (m/s) 0.05 179.39 .343E+01 0.1 0.76 0.10 179.44 .834E+01 0.2 1.15 0.15 179.49 .146E+02 0.5 1.45 0.21 179.55 .221E+02 0.9 1.70 0.28 179.62 .352E+02 1.9 2.15 0.35 179.69 .520E+02 3.2 2.50 0.42 179.76 .731E+02 5.0 2.76 0.49 179.83 .991E+02 7.3 2.96 0.57 179.91 .136E+03 10.1 2.99 0.64 179.98 .189E+03 14.1 2.99 0.71 180.05 .247E+03 19.1 3.11 0.78 180.12 .309E+03 25.0 3.26 0.85 180.20 .375E+03 31.5 3.38 0.93 180.27 .454E+03 38.9 3.44 1.00 180.34 .549E+03 47.1 3.45 1.07 180.41 .656E+03 57.3 3.51 1.14 180.48 .782E+03 62.8 3.23 1.21 180.56 .970E+03 75.3 3.12 1.29 180.63 .121E+04 96.1 3.20 INFLOW : ID= 2 ( 18902) OUTFLOW: ID= 1 ( 18501) TRAV.TIME (min) 0.88 0.58 0.46 0.39 0.31 0.27 0.24 0.23 0.22 0.22 0.22 0.21 0.20 0.19 0.19 0.19 0.21 0.21 0.21 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 24.06 2.11 12.25 54.77 0.29 2.20 24.06 2.07 12.25 54.77 0.29 2.20 1 CALIB 1 NASHYD ( 15111) 110= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 1.913 17.69 Curve Number (CN)- 81.0 7.63 # of Linear Res.(N) 2.00 0.24 PEAK FLOW (cms)= 2.316 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 73.375 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.608 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 15507)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0,1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main channel Main channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .459E+02 0.2 0.97 0.20 0.20 .104E+03 0.8 1.45 0.30 0.30 .174E+03 1.6 1.82 0.40 0.40 .256E+03 2.7 2.13 0.50 0.50 .349E+03 4.2 2.41 0.60 0.60 .455E+03 6.1 2.66 0.70 0.70 .573E+03 8.3 2.89 0.80 0.80 .703E+03 11.0 3.11 0.90 0.90 .845E+03 14.1 3.32 1.00 1.00 .999E+03 17.6 3.52 1.11 1.11 .119E+04 23.2 3.88 1.22 1.22 .141E+04 29.4 4.15 1.33 1.33 .166E+04 36.3 4.35 1.44 1.44 .195E+04 43.9 4.50 1.56 1.56 .226E+04 52.2 4.62 1.67 1.67 .260E+04 61.3 4.71 1.78 1.78 .297E+04 71.1 4.79 1.89 1.89 .337E+04 81.7 4.85 2.00 2.00 .379E+04 93.1 4.90 INFLOW : OUTFLOW: AREA (ha) ID= 2 ( 15111) 17.69 ID= 1 ( 15507) 17.69 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.32 12.17 73.37 2.33 12.17 73.37 TRAV.TIME (min) 3.42 2.29 1.83 1.56 1.38 1.25 1.15 1.07 1.00 0.94 0.86 0.80 0.76 0.74 0.72 0,71 0.70 0.69 0.68 <-pipe / channel-> MAX DEPTH MAX VEL 0.36 (2 01 0.36 2.01 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 15601)1 PIPE Number - 1.00 IN= 2---> OUT= 1 I Diameter (mm)= 525.00 DT= 5.0 min I Length (m)= 243.94 Slope (m/m)= 0.025 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 726.03 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 2.33 (cms) TRAVEL TIME TABLE > DEPTH VOLUME (m) (cu.m.) 0.04 .204E+01 0.08 .567E+01 0.11 .102E+02 0.15 .155E+02 0.19 .212E+02 0.23 .274E+02 0.27 .338E+02 0.31 .404E+02 0.34 .471E+02 0.38 .539E+02 0.42 .606E+02 0.46 .672E+02 0.50 .736E+02 0.53 .798E+02 0.57 .855E+02 0.61 .908E+02 0.65 .953E+02 0.69 .990E+02 0.73 .101E+03 FLOW RATE VELOCITY TRAV.TIME (cms) (m/s) min 0.0 1.50 2.72 0.1 2.34 1.74 0.1 3.01 1.35 0.2 3.57 1.14 0.4 4.07 1.00 0.5 4.50 0.90 0.7 4.88 0.83 0.9 5.21 0.78 1.1 5.51 0.74 1.3 5.76 0.71 1.5 5.97 0.68 1.7 6.14 0.66 1.9 6.28 0.65 2.1 6.37 0.64 2.3 6.42 0.63 2.4 6.42 0.63 2.5 6.35 0.64 2.5 6.18 0.66 2.3 5.64 0.72 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 15507) 17.69 2.33 12.17 73.37 0.60 6.42 OUTFLOW: ID= 1 ( 15601) 17.69 2.32 12.25 73.37 0.59 6.42 CALIB STANDHYD ( 15109) Area (ha)= 9.10 ID= 1 DT= 5.0 min Total Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = Imp(%)= 67.36 Dir. Conn.(%)= 58.14 IMPERVIOUS 6.13 2.00 6.00 246.32 0.013 147.82 5.00 2.19 (ii) 5.00 0.31 2.17 12.08 118.77 120.77 0.98 PERVIOUS (i) 2.97 5.65 2.00 40.00 0.250 10.00 6.98 10.00 0.14 1.01 12.08 80.12 120.77 0.66 *TOTALS* 3.183 (iii) 12.08 102.59 120.77 0.85 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IADD HYD ( 15907)1 1 + 2 = 3 ID1= 1 ( 15108): + ID2= 2 ( 15110): AREA (ha) 2.31 16.10 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.671 12.08 89.87 2.109 12.17 77.20 ID = 3 ( 15907): 18.42 2.581 12.08 78.80 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD (. 15907)I 3 + 2 = 1 I ID1= 3 ( 15907): + ID2= 2 ( 15402): AREA (ha) 18.42 9.10 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.581 12.08 78.80 1.237 12.17 102.49 ID = 1 ( 15907): 27.52 3.758 12.17 86.63 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD 2 HYD ( 15907)= 3 I ID1= 1 ( 15907): + ID2= 2 ( 15601): AREA (ha) 27.52 17.69 QPEAK TPEAK R.V. (cros) (hrs) (mm) 3.758 12.17 86.63 2.324 12.25 73.37 ID = 3 ( 15907): 45.21 6.070 12.17 81.44 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CNN( 15506)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 223.51 0.1000 36.57 223.02 0.1000 42.43 222.81 0.1000 62.50 218.69 0.1000 72.91 219.07 0.1000 74.26 218.56 0.1000 /0.0350 75.00 218.26 0.0350 75.56 218.27 0.0350 75.98 218.56 0.0350 /0.1000 78.42 218.98 0.1000 83.92 219.09 0.1000 85.59 218.89 0.1000 96.03 218.96 0.1000 107.05 219.53 0.1000 125.74 223.92 0.1000 130.17 224.23 0.1000 134.79 224.38 0.1000 Main Main Main Main Channel Channel Channel Channel ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. RESERVOIR( 15402)1 IN= 2---> OUT= 1 II DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.3110 0.2182 0.0020 0.0073 0.3640 0.2723 0.0050 0.0237 0.3950 0.3112 0.0080 0.0423 0.5090 0.3312 0.0090 0.0632 0.6230 0.3512 0.0110 0.0863 0.8370 0.3712 0.0110 0.0987 1.2500 0.3912 0.1160 0.1117 1.4630 0.4112 0.1600 0.1252 1.8760 0.4312 0.2480 0.1692 3.1280 0.4716 INFLOW : ID= 2 ( 15109) OUTFLOW: ID= 1 ( 15402) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 9.101 3.183 12.08 102.59 9.101 1.237 12.17 102.49 PEAK FLOW REDUCTION [Qout/Qin](%)= 38.85 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.3925 I CALIB I STANDHYD ( 15108)1 Area IID= 1 DT= 5.0 min Total (ha)= 2.31 Imp(%)= 40.07 IMPERVIOUS Surface Area (ha)= 0.93 Dep. Storage (mm)= 2.00 Average Slope (0= 1.00 Length (m)= 124.23 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)- 0.32 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 147.82 5.00 2.49 5.00 0.29 Dir. Conn.(%)= 33.48 PERVIOUS 1.39 6.26 2.00 40.00 0.250 (i) 123.51 10.00 (ii) 8.97 (ii) 10.00 0.12 0.35 12.08 75.33 120.77 0.62 *'*** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. storage (Above) *TOTALS* 0.671 (iii) 12.08 89.87 120.77 0.74 141.81 145.59 149.72 224.51 224.66 224.54 0.1000 0.1000 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.30 218.56 .116E+03 0.6 1.73 3.31 0.62 218.88 .658E+03 3.4 1.78 3.22 0.94 219.20 .405E+04 14.7 1.25 4.58 1.26 219.52 .898E+04 40.8 1.56 3.67 1.58 219.85 .145E+05 81.4 1.93 2.97 1.91 220.17 .204E+05 134.0 2.26 2.53 2.23 220.49 .265E+05 198.0 2.57 2.23 2.55 220.81 .330E+05 273.1 2.84 2.02 2.87 221.13 .399E+05 359.2 3.10 1.85 3.19 221.45 .470E+05 456.3 3.34 1.72 3.51 221.77 .545E+05 564.4 3.56 1.61 3.83 222.09 .623E+05 683.5 3.77 1.52 4.15 222.41 .704E+05 813.9 3.97 1.44 4.48 222.74 .788E+05 955.7 4.17 1.37 4.80 223.06 .879E+05 1066.1 4.17 1.37 5.12 223.38 .990E+05 1162.1 4.03 1.42 5.44 223.70 .113E+06 1351.7 4.13 1.39 5.76 224.02 .126E+06 1579.3 4.29 1.33 6.08 224.34 .141E+06 1785.1 4.36 1.31 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 15907) 45.21 6.07 12.17 81.44 0.70 1.62 ID= 1 ( 15506) 45.21 5.78 12.25 81.44 0.69 1.64 I CALIB I I NASHYD ( 15105)1 IID= 1 DT= 5.0 min I Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.062 PEAK FLOW (cms)- 1.174 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 69.993 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.580 8.26 Curve Number (CN)- 79.0 8.60 # of Linear Res.(N)= 3.00 0.30 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 15107) Area (ha)= 1.27 IID= 1 DT= 5.0 min Total Imp(%)= 31.52 Dir. Conn.(%)= 28.16 Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%)- (m) - IMPERVIOUS 0.40 2.00 1.00 92.00 0.013 PERVIOUS (i) 0.87 6.92 2.00 40.00 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cros)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 5.00 2.08 5.00 0.31 0.15 12.08 118.77 120.77 0.98 123.59 10.00 (ii) 8.56 (ii) 10.00 0.12 0.23 12.08 79.60 120.77 0.66 ****'* WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* - 83.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.374 (iii) 12.08 90.63 120.77 0.75 CALIB STANDHYD ( 15106) Area (ha)= 6.84 ID= 1 DT= 5.0 min 1 Total Imp(%)= 34.00 Dir. Conn.(%)= 27.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.32 4.51 Dep. Storage (mm)= 2.00 1.50 Average Slope (%)= 1.80 2.00 Length (m)= 213.51 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 2.89 5.00 0.28 0.75 12.08 118.77 120.77 0.98 139.70 10.00 (ii) 9.06 (ii) 10.00 0.12 1.33 12.08 89.16 120.77 0.74 ***** WARNING: STORAGE COEFF, IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.080 (iii) 12.08 97.15 120.77 0.80 1 ADD HYD ( 15906)1 1 + 2 = 3 I AREA QPEAK (ha) (cms) ID1= 1 ( 15106): 6.84 2.080 + ID2= 2 ( 15107): 1.27 0.374 TPEAK R.V. (hrs) (mm) 12.08 97.15 12.08 90.63 ID = 3 ( 15906): 8.11 2.454 12.08 96.13 4.47 5.18 5.90 6.62 7.34 8.06 8.77 9.49 10.21 10.93 11.65 12.36 13.08 210.06 210.78 211.49 212.21 212.93 213.65 214.37 215.08 215.80 216.52 217.24 217.96 218.67 .314E+05 .407E+05 .509E+05 .621E+05 .740E+05 .867E+05 .100E+06 .115E+06 .130E+06 .146E+06 .163E+06 .180E+06 .200E+06 INFLOW : ID= 2 ( 15401) OUTFLOW: ID= 1 ( 15505) 558.2 761.5 998.8 1271.3 1579.1 1922.3 2301.4 2715.8 3166.4 3654.6 4178.0 4703.8 5278.0 7.08 7.45 7.81 8.16 8.51 8.83 9.15 9.45 9.73 10.00 10.25 10.39 10.53 0.94 0.89 0.85 0.81 0.78 0.75 0.73 0.70 0.68 0.66 0.65 0.64 0.63 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 8.11 1.29 12.25 95.89 0.19 1.11 8.11 1.14 12.33 95.88 0.18 1,10 STLIB I ANDHYD ( 15112)1 Area (ha)= 6.13 ID= 1 DT= 5.0 min Total Imp(%)= 21.00 Dir. Conn.(%)= 17.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.29 4.84 Dep. Storage (mm)= 2.00 1.50 Average Slope (%)- 1.80 2.00 Length (m)= 202.11 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 5.00 2.79 5.00 0.28 0.43 12.08 118.77 120.77 0.98 131.20 10.00 (ii) 9.13 (ii) 10.00 0.12 1.33 12.08 87.91 120.77 0.73 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY, *TOTALS* 1.755 (iii) 12.08 93.16 120.77 0.77 1 ADD HYD ( 15905)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 15105): 8.26 1.174 12.25 69.99 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 15401)1 IN= 2---> OUT= 1 DT= 5.0 min 1 OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.3172 0.2010 0.0010 0.0078 0.4254 0.2301 0.0037 0.0280 0.6163 0.2604 0.0096 0.0494 1.0470 0.2919 0.0118 0.0718 1.5333 0.3158 0.0214 0.0954 2.1106 0.3314 0.0688 0.1201 2.8358 0.3470 0.1368 0.1460 3.2553 0.3600 0.2204 0.1729 0.0000 0.0000 INFLOW : ID= 2 ( 15906) OUTFLOW: ID= 1 ( 15401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 8.108 2.454 12.08 96.13 8.108 1.293 12.25 95.89 PEAK FLOW REDUCTION [Qout/Qin](%)= 52.68 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m,)= 0.3073 I ROUTE CHN( 15505)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) Distance Elevation 0.00 220.84 8.58 220.52 13.06 219.74 20.06 217.41 27.52 214.19 40.14 208.39 41.60 207.56 45.56 206.45 47.15 205.91 48.22 205.59 52.71 205.75 56.96 207.07 63.04 208.97 67.81 210.18 71.45 211.84 74.17 213.38 77.35 215.35 80.53 217.16 89.53 219.50 127.72 219.39 Manning 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 /0.0350 0.0350 0.0350 /0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.16 205.75 .158E+03 0.4 1.07 0.88 206.47 .224E+04 22.7 1.59 207.19 .566E+04 72.5 2.31 207.90 .104E+05 150.6 3.03 208.62 .163E+05 257.3 3.75 209.34 .232E+05 392.3 Main Channel Main Channel Main Channel 4.03 5.10 5.75 6.30 6.73 TRAV.TIME (min) 6.18 1.65 1.30 1.15 1.05 0.99 + ID2= 2 ( 15112): 6.13 1.755 12.08 93.16 ID = 3 ( 15905): 14.38 2.656 12.08 79.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 15905)1 3 + 2 = 1 ID1= 3 ( 15905): + ID2= 2 ( 15505): AREA (ha) 14.38 8.11 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.656 12.08 79.86 1.138 12.33 95.88 ID = 1 ( 15905): 22.49 3.215 12.17 85.64 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 15905)1 1 + 2 = 3 ID1= 1 ( 15905): + ID2= 2 ( 15506): AREA (ha) 22.49 45.21 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.215 12.17 85.64 5.777 12.25 81.44 ID = 3 ( 15905): 67,70 8.867 12.25 82.84 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 15504)1 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 30.10 209.81 0.1000 33.99 209.69 0.1000 37.22 209.27 0.1000 41.80 207.97 0.1000 43.71 207.02 0.1000 68.79 195.32 0.1000 70.82 194.94 0.1000 73.12 194.64 0.1000 /0.0350 74.47 194.34 0.0350 76.12 194.57 0.0350 /0.1000 104.30 207.26 0.1000 107.85 208.90 0.1000 113.53 210.59 0.1000 116.48 211.28 0.1000 136.59 211.96 0.1000 139.72 211.88 0.1000 150.00 211.88 0.1000 DEPTH ELEV (m) 0.23 194.57 1.15 195.49 2.06 196.40 2.98 197.32 3.90 198.23 4.81 199.15 5.73 200.06 VOLUME (cu.m.) .381E+02 .763E+03 .205E+04 .379E+04 .596E+04 .857E+04 .116E+05 TRAVEL TIME TABLE FLOW RATE (cms) 0.4 19.0 65.1 138.6 241.3 375.8 544.3 Main Channel Main Channel Main Channel VELOCITY TRAV.TIME (1/s) .20 (1.67 3.00 0.67 3.82 0.53 4.41 0.46 4.88 0.41 5.28 0.38 5.64 0.36 6.64 7.56 8.47 9.39 10.30 11.22 12.13 13.05 13.97 14.88 15.80 16.71 200.98 201.89 202.81 203.72 204.64 205.55 206.47 207.39 208.30 209.22 210.13 211.05 .151E+05 .191E+05 .234E+05 .282E+05 .335E+05 .392E+05 .453E+05 .519E+05 .589E+05 .665E+05 .750E+05 .842E+05 749.3 993.3 1278.4 1607.1 1981.4 2403.7 2876.1 3401.7 3970.9 4569.4 5125.6 5963.7 5.97 6.28 6.57 6.85 7.13 7.39 7.64 7.89 8.12 8.28 8.23 8.53 0.34 0.32 0.31 0.29 0.28 0.27 0.26 0.25 0.25 0.24 0.24 0.24 <---- hydrograph ----> <-pipe / channel-> AREA WEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 15905) 67.70 8.87 12.25 82.84 0.65 1.65 OUTFLOW: ID= 1 ( 15504) 67.70 8.90 12.25 82.84 0.65 1.65 CALIB NASHYD ( 15104) Area (ha)= 5.72 Curve Number (CN)= 77.0 ID= 1 DT= 5.0 min I Ia (mm)= 9.68 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.29 Unit Hyd Qpeak (cms)= 0.746 PEAK FLOW (cms)- 0.772 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 65.978 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.546 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 15904)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 15104): 5.72 0.772) 12.25) 65.98) + ID2= 2 ( 15504): 67.70 8.897 12.25 82.84 ID = 3 ( 15904): 73.42 9.668 12.25 81.52 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 15503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION (. 1.1) > Distance Elevation Manning 30.10 209.81 0.1000 33.99 209.69 0.1000 37.22 209.27 0.1000 41.80 207.97 0.1000 43.71 207.02 0.1000 68.79 195.32 0.1000 70.82 194.94 0.1000 ID1= 1 ( 15103): + ID2= 2 ( 15503): (ha) (cms) (hrs) (mm) 2.96 0.178 12.33 38.26 73.42 9.596 12.33 81.52 ID = 3 ( 15903): 76.38 9.774 12.33 79.85 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 15502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 183.91 0.0600 37.71 183.84 0.0600 44.71 183.90 0.0600 45.32 183.84 0.0600 60.55 183.64 0.0600 65.32 184.07 0.0600 69.86 184.02 0.0600 70.47 184.04 0.0600 73.04 183.90 0.0600 76.44 182.44 0.0600 /0.0350 Main Channel 77.47 182.14 0.0350 Main Channel 78.20 182.16 0.0350 Main Channel 78.86 182.44 0.0350 /0.1000 Main Channel 79.85 183.06 0.1000 80.46 183.27 0.1000 82.09 183.18 0.1000 83.80 183.15 0.1000 90.32 183.78 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 182.24 .118E+02 0.1 1.01 2.13 0.20 182.34 .317E+02 0.4 1.51 1.42 0.30 182.44 .591E+02 0.9 1.90 1.13 0.40 182.54 .935E+02 1.8 2.47 0.87 0.50 182.64 .133E+03 3.0 2.90 0.74 0.60 182.75 .178E+03 4.5 3.24 0.67 0.71 182.85 .228E+03 6.2 3.51 0.61 0.81 182.95 .284E+03 8.2 3.75 0.57 0.91 183.05 .344E+03 10.5 3.95 0.55 1.01 183.15 .411E+03 13.1 4.12 0.52 1.11 183.25 .515E+03 15.9 3.98 0.54 1.22 183.36 .659E+03 19.4 3.81 0.56 1.32 183.46 .820E+03 23.5 3.71 0.58 1.42 183.56 .998E+03 28.2 3.65 0.59 1.52 183.66 .119E+04 32.4 3.50 0.61 1.62 183.76 .149E+04 37.2 3.23 0.67 1.72 183.87 .195E+04 43.8 2.90 0.74 1.83 183.97 .295E+04 57.5 2.52 0.86 1.93 184.07 .407E+04 77.3 2.45 0.88 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 15903) 76.38 9.77 12.33 79.85 0.88 3.88 OUTFLOW: ID= 1 ( 15502) 76.38 9.83 12.33 79.84 0.88 3.88 73.12 194.64 0.1000 /0.0350 Main Channel 74.47 194.34 0.0350 Main Channel 76.12 194.57 0.0350 /0.1000 Main Channel 104.30 207.26 0.1000 107.85 208.90 0.1000 113.53 210.59 0.1000 116.48 211.28 0.1000 136.59 211.96 0.1000 139.72 211.88 0.1000 150.00 211.88 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.23 194.57 .101E+03 0.4 1.20 4.43 1.15 195.49 .202E+04 19.0 3.00 1.77 2.06 196.40 .543E+04 65.0 3.81 1.39 2.98 197.32 .100E+05 138.3 4.40 1.21 3.90 198.23 .158E+05 240.9 4.87 1.09 4.81 199.15 .227E+05 375.2 5.27 1.01 5.73 200.06 .307E+05 543.4 5.63 0.94 6.64 200.98 .400E+05 748.1 5.96 0.89 7.56 201.89 .504E+05 991.7 6.27 0.85 8.47 202.81 .620E+05 1276.4 6.56 0.81 9.39 203.72 .747E+05 1604.5 6.84 0.78 10.30 204.64 .886E+05 1978.3 7.11 0.75 11.22 205.55 .104E+06 2399.9 7.38 0.72 12.13 206.47 .120E+06 2871.5 7.63 0.70 13.05 207.39 .137E+06 3396.3 7.88 0.67 13.97 208.30 .156E+06 3964.6 8.11 0.65 14.88 209.22 .176E+06 4562.1 8.27 0.64 15.80 210.13 .198E+06 5117.4 8.22 0.65 16.71 211.05 .223E+06 5954.2 8.52 0.62 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 15904) 73.42 9.67 12.25 81.52 0.69 1.71 15503) 73.42 9.60 12.33 81.52 0.69 1.71 I CALIB INASHYD ( 15103) Area (ha)= 2.96 Curve Number (CN)= 54.0 1U= 1 DT= 5.0 min Ia (mm)= 8.66 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.39 Unit Hyd Qpeak (cms)= 0.293 PEAK FLOW (cms)- 0.178 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 38.258 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.317 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 15903)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. I CALIB I STANDHYD ( 15102) Area (ha)= 3.38 IID= 1 DT= 5.0 min Total Imp(%)= 20.95 Dir. Conn.(%)= 17.10 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.71 2.67 Dep. Storage (mm)= 2.00 7.50 Average Slope (%)= 1.00 2.00 Length (m)= 150.02 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- 147.82 63.91 5.00 15.00 2.79 (ii) 11.23 (ii) 5.00 15.00 0.28 0.09 PEAK FLOW (cms)= 0.24 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.29 12.17 41.41 120.77 0.34 »> WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! * •*** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 55.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.483 (iii) 12.08 54.63 120.77 0.45 I ADD HYD ( 15902)1 I 1+ 2= 3 I AREA QPEAK TPEAK R..V. (ha) (cms) (hrs) (mm) ID1= 1 ( 15102): 3.38 0.483 12.08 54.63 + ID2= 2 ( 15502): 76.38 9.828 12.33 79.84 --------------------------------- ID = 3 ( 15902): 79.76 10.057 12.33 78.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 15501)1 IN= 2---> OUT= 1 Routing time step (min).= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 15.40 179.88 0.0600 20.36 179.06 0.0600 28.15 178.86 0.0600 63.36 179.20 0.0600 67.37 179.83 0.0600 75.61 179.52 0.0600 76.32 179.05 0.0600 /0.0350 Main Channel 77.03 178.42 0.0350 Main Channel 78.33 178.33 0.0350 Main Channel 79.16 178.79 0.0350 /0.0600 Main Channel < 83.83 180.39 0.0600 86.23 180.75 0.0600 90.22 180.99 0.0600 94.01 180.95 0.0600 107.45 179.55 0.0600 110.99 179.53 0.0600 115.94 180.95 0.0600 127.26 180.68 0.0600 130.78 180.92 0.0600 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.12 178.44 .583E+01 0.1 0.23 178.56 .171E+02 0.6 0.35 178.67 .305E+02 1.5 0.46 178.79 .462E+02 2.6 0.61 178.94 .939E+02 5.0 0.76 179.08 .303E+03 11.4 0.90 179.23 .664E+03 25.8 1.05 179.38 .108E+04 50.2 1.20 179.52 .152E+04 82.1 1.34 179.67 .203E+04 117.8 1.49 179.82 .261E+04 162.7 1.64 179.97 .324E+04 223.7 1.79 180.11 .389E+04 295.0 1.93 180.26 .456E+04 375.2 2.08 180.41 .525E+04 464.1 2.23 180.55 .597E+04 561.2 2.37 180.70 .670E+04 665.6 2.52 180.85 .751E+04 771.1 2.67 181.00 .843E+04 891.8 INFLOW : ID= 2 ( 15902) OUTFLOW: ID= 1 ( 15501) VELOCITY TRAV.TIME (m/s) (min) 1.20 0.79 2.11 0.45 2.74 0.35 3.25 0.29 3.06 0.31 2.14 0.44 2.22 0.43 2.65 0.36 3.08 0.31 3.31 0.29 3.56 0.27 3.94 0.24 4.33 0.22 4.70 0.20 5.05 0.19 5.38 0.18 5.67 0.17 5.87 0.16 6.05 0.16 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 79.76 10.06 12.33 78.78 0.73 2.28 79.76 10.10 12.33 78.78 0.73 2.28 CALIB STANDHYD ( 15101) Area (ha)= 0.23 ID= 1 DT= 5.0 min 1 Total Imp(%)= 35.96 Dir. Conn.(%)= 26.53 Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= IMPERVIOUS PERVIOUS (i) 0.08 0.15 2.00 8.59 1.00 2.00 38.85 40.00 0.013 0.250 147.82 5.00 1.24 5.00 0.33 0.02 12.08 118.77 120.77 83.79 10.00 (ii) 8.81 (ii) 10.00 0.12 0.02 12.08 49.19 120.77 *TOTALS* 0.049 (iii) 12.08 67.63 120.77 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .243E+02 0.1 0.31 5.71 0.20 0.20 .549E+02 0.2 0.46 3.82 0.30 0.30 .918E+02 0.5 0.58 3.05 0.40 0.40 .135E+03 0.9 0.67 2.61 0.50 0.50 .185E+03 1.3 0.76 2.31 0.60 0.60 .241E+03 1.9 0.84 2.09 0.70 0.70 .303E+03 2.6 0.91 1.92 0.80 0.80 .371E+03 3.5 0.98 1.79 0.90 0.90 .446E+03 4.4 1.05 1.67 1.00 1.00 .527E+03 5.6 1.11 1.58 1.11 1.11 .629E+03 7.3 1.23 1.43 1.22 1.22 .746E+03 9.3 1.31 1.34 1.33 1.33 .879E+03 11.5 1.38 1.28 1.44 1.44 .103E+04 13.9 1.42 1.23 1.56 1.56 .119E+04 16.5 1.46 1.20 1.67 1.67 .137E+04 19.4 1.49 1.18 1.78 1.78 .157E+04 22.5 1.51 1.16 1.89 1.89 .178E+04 25.8 1.53 1.15 2.00 2.00 .200E+04 29.4 1.55 1.13 INFLOW : OUTFLOW: <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID= 2 ( 6104) 11.23 0.16 15.00 39.26 ID= 1 ( 6504) 11.23 0.16 15.08 39.26 > <-pipe / channel-> MAX DEPTH MAX VEL 0.15 (0 38 0.15 0.38 IADD HYD ( 6903)1 1 + 2 = 3 ID1= 1 ( 6103): + ID2= 2 ( 6504): AREA (ha) 46.26 11.23 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.531 15.42 33.68 0.163 15.08 39.26 ID = 3 ( 6903): 57.49 0.692 15.33 34.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 6502) IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION Distance Elevation 8.84 180.31 12.43 180.00 15.32 179.95 19.68 179.58 20.15 179.55 22.26 179.43 22.98 179.45 23.49 179.53 1.1) > Manning 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 RUNOFF COEFFICIENT = 0.98 0.41 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 60.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.56 1 ADD HYD ( 15901) 3 1 ID1= 1 ( 15101): + ID2= 2 ( 15501): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.23 0.049 12.08 67.63 79.76 10.102 12.33 78.78 ID = 3 ( 15901): 79.98 10.115 12.33 78.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB NASHYD ( 6103) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 46.26 Curve Number (CN)= 50.0 9.92 # of Linear Res.(N)= 3.00 2.91 Unit Hyd Qpeak (cms)= 0.607 PEAK FLOW (cms)= 0.531 (i) TIME TO PEAK (hrs)= 15.417 RUNOFF VOLUME (mm)= 33.677 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.279 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 6104) I0= 1 DT= 5.0 min Area (ha)= 11.23 Curve Number (CN)= 53.0 Ia (mm)= 5.08 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 2.65 Unit Hyd Qpeak (cms)= 0.162 PEAK FLOW (cms)- 0.163 (i) TIME TO PEAK (hrs)= 15.000 RUNOFF VOLUME (mm)= 39.256 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.325 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 6504) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation 0.00 2.00 Manning 0.1000 > 24.39 179.63 0.0800 26.12 179.65 0.0800 28.64 179.42 0.0800 /0.0350 30.05 179.29 0.0350 31.47 179.11 0.0350 33.84 179.24 0.0350 34.10 179.46 0.0350 /0.0800 35.71 179.84 0.0800 36.02 180.05 0.0800 38.47 179.66 0.0800 44.58 179.71 0.0800 47.95 179.86 0.0800 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.04 179.15 .445E+01 0.0 0.26 0.08 179.19 .178E+02 0.0 0.41 0.12 179.23 .400E+02 0.1 0.53 0.16 179.27 .700E+02 0.2 0.68 0.20 179.31 .104E+03 0.4 0.82 0.24 179.34 .141E+03 0.6 0.94 0.28 179.38 .183E+03 0.9 1.05 0.32 179.42 .228E+03 1.2 1.15 0.36 179.46 .285E+03 1.6 1.26 0.40 179.50 .356E+03 2.1 1.33 0.44 179.54 .440E+03 2.7 1.37 0.48 179.58 .539E+03 3.4 1.39 0.52 179.62 .650E+03 4.2 1.41 0.55 179.66 .782E+03 5.0 1.41 0.59 179.70 .951E+03 6.0 1.39 0.63 179.74 .116E+04 7.2 1.36 0.67 179.78 .138E+04 8.5 1.35 0.71 179.82 .163E+04 9.9 1.35 0.75 179.86 .188E+04 11.5 1.35 Main Channel Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6903) 57.49 0.69 15.33 34.77 6502) 57.49 0.69 15.42 34.77 > TRAV.TIME (min) 14.39 9.06 6.92 5.39 4.46 3.90 3.50 3.20 2.92 2.77 2.69 2.64 2.60 2.61 2.64 2.70 2.73 2.73 2.72 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.25 0.98 0.25 0.97 CALIB 1 NASHYD ( 6102) Area (ha) - 11D= 1 DT= 5.0 min Ia (mm)- U.H. Tp(hrs)= 33.17 Curve Number (CN)= 50.0 7.37 # of Linear Res.(N)= 3.00 1.82 Unit Hyd Qpeak (cms)= 0.696 PEAK FLOW (cms)= 0.570 (i) TIME TO PEAK (hrs)= 14.083 RUNOFF VOLUME (mm)= 34.999 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.290 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. OUTFLOW: ID= 1 ( 6501) 90.66 1.20 14.75 34.85 0.28 0.53 ADD HYD ( 6902)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 6102): 33.17 0.570 14.08 35.00 + ID2= 2 ( 6502): 57.49 0.692 15.42 34.77 ID = 3 ( 6902): 90.66 1.200 14.67 34.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. ROUTE CHN( 6501)1 IN= 2---> OUT= 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 36.58 179.03 0.0600 61.08 179.01 0.0600 74.61 177.58 0.0600 /0.0350 Main Channel 76.60 177.46 0.0350 Main Channel 79.58 177.57 0.0350 /0.0600 Main Channel 93.16 178.30 0.0600 95.18 178.32 0.0600 103.22 179.29 0.0600 111.30 178.99 0.0600 115.29 177.83 0.0600 121.41 177.76 0.0600 125.92 178.16 0.0600 131.24 177.64 0.0600 133.40 177.69 0.0600 134.40 177.55 0.0600 134.94 177.62 0.0600 140.58 177.79 0.0600 143.05 177.83 0.0600 150.73 178.01 0.0600 151.22 178.09 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 177.51 .131E+02 0.0 0.21 15.64 0.11 177.57 .530E+02 0.1 0.32 9.96 0.21 177.67 .208E+03 0.5 0.50 6.40 0.32 177.77 .537E+03 1.5 0.55 5.82 0.42 177.87 .113E+04 3.3 0.57 5.67 0.52 177.97 .194E+04 6.3 0.62 5.14 0.62 178.07 .292E+04 10.6 0.70 4.60 0.72 178.17 .402E+04 16.3 0.78 4.12 0.82 178.28 .520E+04 23.4 0.87 3.70 0.92 178.38 .645E+04 31.6 0.94 3.40 1.02 178.48 .777E+04 41.5 1.03 3.12 1.12 178.58 .912E+04 52.7 1.11 2.89 1.22 178.68 .105E+05 65.0 1.19 2.70 1.33 178.78 .120E+05 78.5 1.26 2.54 1.43 178.88 .134E+05 93.1 1.33 2.40 1.53 178.98 .150E+05 109.0 1.40 2.29 1.63 179.08 .168E+05 120.1 1.37 2.34 1.73 179.18 .190E+05 138.5 1.41 2.28 1.83 179.29 .212E+05 158.7 1.44 2.22 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 6902) 90.66 1.20 14.67 34.85 0.28 0.53 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 7503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 30.22 181.40 0.0600 45.27 181.68 0.0600 46.51 181.61 0.0600 52.39 181.81 0.0600 66.34 182.08 0.0600 67.07 182.21 0.0600 68.51 182.21 0.0600 70.75 181.31 0.0600 /0.0350 Main Channel 72.11 180.84 0.0350 Main Channel 72.53 180.81 0.0350 Main Channel 72.83 180.87 0.0350 Main Channel 73.89 181.31 0.0350 /0.0600 Main Channel 76.16 182.05 0.0600 80.85 182.31 0.0600 81.59 182.46 0.0600 82.33 182.51 0.0600 87.60 182.45 0.0600 97.62 182.57 0.0600 125.75 182.13 0.0600 139.70 182.38 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 180.89 .254E+01 0.0 0.81 1.01 0.17 180.98 .732E+01 0.2 1.26 0.65 0.25 181.06 .139E+02 0.5 1.60 0.51 0.33 181.14 .222E+02 0.9 1.89 0.43 0.42 181.23 .324E+02 1.4 2.16 0.38 0.50 181.31 .443E+02 2.2 2.40 0.34 0.60 181.41 .606E+02 3.5 2.86 0.29 0.69 181.50 .935E+02 5.3 2.80 0.29 0.79 181.60 .154E+03 8.0 2.53 0.32 0.89 181.70 .250E+03 11.7 2.30 0.36 0.99 181.80 .373E+03 17.4 2.29 0.36 1.08 181.89 .517E+03 24.4 2.31 0.35 1.18 181.99 .688E+03 33.1 2.36 0.35 1.28 182.09 .885E+03 43.9 2.43 0.34 1.37 182.18 .111E+04 57.7 2.55 0.32 1.47 182.28 .140E+04 74.7 2.61 0.31 1.57 182.38 .176E+04 96.8 2.70 0.30 1.67 182.48 .216E+04 122.8 2.79 0.29 1.76 182.57 .265E+04 153.2 2.84 0.29 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 7105) 11.64 0.69 12.50 46.26 0.30 1.76 OUTFLOW: ID= 1 ( 7503) 11.64 0.69 12.50 46.26 0.30 1.76 I CALIB I CALIB STANDHYD ( 6101) Area (ha)= 9.37 ID= 1 DT= 5.0 min Total Imp(%)= 32.43 Dir. Conn.(%)= 24.67 IMPERVIOUS PERVIOUS Surface Area (ha)= 3.04 6.33 Dep. Storage (mm)= 2.00 5.65 Average Slope CO- 1.00 2.00 Length (m)= 249.88 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= 147.82 5.00 3.79 (ii) 5.00 0.25 PEAK FLOW (cms)- 0.94 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 (i) 59.82 15.00 12.45 (ii) 15.00 0.08 0.62 12.17 36.92 120.77 0.31 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 48.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.455 (iii) 12.08 57.12 120.77 0.47 1 ADD HYD ( 6901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 6101): 9.37 1.455) 12.08cms rs) 57.12) + ID2= 2 ( 6501): 90.66 1.198 14.75 34.85 ID = 3 ( 6901): 100.03 1.556 12.08 36.94 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I CALIB I NASHYD ( 7105) Area (ha)= 11.64 Curve Number (CN)= 61.0 1ID= 1 DT= 5.0 min Ia (mm)= 7.92 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.52 Unit Hyd Qpeak (cms)= 0.855 PEAK FLOW (cms)- 0.691 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 46.263 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.383 I NASHYD ( 7104)1 IID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.305 PEAK FLOW (cms)- 0.135 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 40.181 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.333 1.02 4.56 0.13 Curve Number (CN)= 54.0 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 7903)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha (cms rsID1= 1 ( 7104): 1.02) 0.135) 12.08) 40.18) + ID2= 2 ( 7503): 11.64 0.690 12.50 46.26 ID = 3 ( 7903): 12.66 0.717 12.50 45.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 7502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 30.22 181.40 0.0600 45.27 181.68 0.0600 46.51 181.61 0.0600 52.39 181.81 0.0600 66.34 182.08 0.0600 67.07 182.21 0.0600 68.51 182.21 0.0600 70.75 181.31 0.0600 /0.0350 Main Channel 72.11 180.84 0.0350 Main Channel 72.53 180.81 0.0350 Main Channel 72.83 180.87 0.0350 Main Channel 73.89 181.31 0.0350 /0.0600 Main Channel 76.16 182.05 0.0600 80.85 182.31 0.0600 81.59 182.46 0.0600 82.33 182.51 0.0600 87.60 182.45 0.0600 97.62 182.57 0.0600 125.75 182.13 0.0600 139.70 182.38 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 180.89 .675E+00 0.0 0.15 1.44 0.17 180.98 .194E+01 0.0 0.23 0.93 0.25 181.06 .369E+01 0.1 0.30 0.73 0.33 181.14 .590E+01 0.2 0.35 0.62 0.42 181.23 .860E+01 0.3 0.40 0.54 0.50 181.31 .118E+02 0.4 0.45 0.49 0.60 181.41 .161E+02 0.7 0.53 0.41 0.69 0.79 0.89 0.99 1.08 1.18 1.28 1.37 1.47 1.57 1.67 1.76 181.50 181.60 181.70 181.80 181.89 181.99 182.09 182.18 182.28 182.38 182.48 182.57 INFLOW : ID= OUTFLOW: ID= .248E+02 .409E+02 .664E+02 .991E+02 .137E+03 .183E+03 .235E+03 .295E+03 .372E+03 .467E+03 .574E+03 .703E+03 AREA (ha) 2 ( 7903) 12.66 1 ( 7502) 12.66 1.0 1.5 2.2 3.2 4.5 6.1 8.2 10.7 13.9 18.0 22.8 28.5 0.52 0.47 0.43 0.42 0.43 0.44 0.45 0.47 0.49 0.50 0.52 0.53 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.72 12.50 45.77 0.72 12.50 45.77 **** WARNING: COMPUTATIONS FAILED TO CONVERGE. 0.42 0.46 0.51 0.51 0.51 0.49 0.48 0.46 0.45 0.43 0.42 0.41 <-pipe / channel-> MAX DEPTH MAX VEL 0 61 (0 53 0.61 0.53 CALIB NASHYD ( 7103)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.223 PEAK FLOW (cms)- 0.184 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 45.927 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.380 3.44 Curve Number (CN)= 59.0 4.89 # of Linear Res.(N)= 3.00 0.59 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 7902)1 1 + 2 = 3 ID1= 1 ( 7103): + ID2= 2 ( 7502): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 3.44 0.184 12.58 45.93 12.66 0.719 12.50 45.77 ID = 3 ( 7902): 16.10 0.901 12.50 45.81 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 7501)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA Distance 36.14 40.86 43.22 52.67 57.73 67.38 FOR SECTION ( 1.1) > Elevation Manning 179.10 0.0600 178.96 0.0600 178.99 0.0600 178.88 0.0600 178.96 0.0600 178.94 0.0600 PEAK FLOW (cms)= 0.10 0.05 TIME TO PEAK (hrs)= 12.08 12.17 RUNOFF VOLUME (mm)= 118.77 36.63 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.30 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.146 (iii) 12.08 63.55 120.77 0.53 1 ADD HYD (. 7901)1 1 + 2 = 3 ID1= 1 ( 7101): + ID2= 2 ( 7501): AREA (ha) 0.77 16.10 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.146 12.08 63.55 0.899 12.50 45.81 ID = 3 ( 7901): 16.88 0.931 12.50 46.62 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB I NASHYD ( 9108)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.251 PEAK FLOW (cms)= 0.322 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 80.022 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.663 2.08 Curve Number (CN)= 83.0 4.81 # of Linear Res.(N)= 3.00 0.32 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 9107).1 ID= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.596 PEAK FLOW (cms)= 0.716 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 79.988 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.662 4.18 Curve Number (CN)= 83.0 4.82 # of Linear Res.(N)= 3.00 0.27 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I 69.40 178.98 0.0600 73.82 178.57 0.0600 /0.0350 75.43 178.10 0.0350 76.81 178.10 0.0350 77.86 178.55 0.0350 /0.0600 81.73 178.76 0.0600 95.18 178.98 0.0600 99.56 179.12 0.0600 103.50 179.01 0.0600 106.99 178.92 0.0600 109.22 178.98 0.0600 112.50 178.78 0.0600 127.28 179.09 0.0600 129.39 179.28 0.0600 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m (cms) (m/s) 0.05 178.15 .410E+0.) 1 0.0 0.33 0.10 178.20 .898E+01 0.1 0.50 0.15 178.25 .146E+02 0.2 0.62 0.20 178.30 .211E+02 0.3 0.73 0.25 178.35 .283E+02 0.4 0.83 0.30 178.40 .362E+02 0.6 0.91 0.35 178.45 .450E+02 0.8 0.99 0.40 178.50 .545E+02 1.1 1.07 0.45 178.55 .648E+02 1.4 1.14 0.51 178.61 .787E+02 1.8 1.23 0.56 178.66 .973E+02 2.3 1.29 0.62 178.72 .121E+03 2.9 1.31 0.67 178.77 .149E+03 3.6 1.32 0.73 178.83 .190E+03 4.4 1.25 0.78 178.88 .254E+03 5.4 1.15 0.84 178.94 .355E+03 6.7 1.01 0.89 178.99 .540E+03 8.6 0.85 0.95 179.05 .774E+03 11.6 0.81 1.00 179.10 .103E+04 15.5 0.81 Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 ( 7902) OUTFLOW: ID= 1 ( 7501) TRAV.TIME (min) 2,73 1,81 1.44 1.23 1.08 0.98 0.90 0.84 0.79 0.73 0.70 0.68 0.68 0.72 0.78 0.89 1.05 1.11 1.11 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 16.10 0.90 12.50 45.81 0.36 1.01 16.10 0.90 12.50 45.81 0.36 1.01 CALIB ND STA HYD ( 7101) Area (ha)= 0.77 ID= 1 DT= 5.0 min Total Imp(%)= 40.43 Dir. Conn.(%)= 32.79 Surface Area (ha)= Dep. Storage (mm) - Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= IMPERVIOUS 0.31 2.00 1.00 71.85 0.013 147.82 5.00 1.79 5.00 0.32 PERVIOUS (i) 0.46 9.05 2.00 40.00 0.250 60.69 15.00 (ii) 10.41 (ii) 15.00 0.09 I NASHYD ( 9110)1 1ID= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 2.986 PEAK FLOW (cms)- 3.460 TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 69.175 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.573 30.14 Curve Number (CN)= 79.0 8.90 # of Linear Res.(N)= 2.00 0.26 (i) (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB NASHYD ( 9111) Area (ha)= 88.29 Curve Number (CN)= 75.0 110= 1 DT= 5.0 min Ia (mm)= 7.59 # of Linear Res.(N)=. 3.00 U.H. Tp(hrs)= 0.71 Unit Hyd Qpeak (cms)= 4.756 PEAK FLOW (cms)- 6.050 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 64.748 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.536 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 9509)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .322E+03 0.5 2.19 10.67 0.20 0.20 .728E+03 1.7 3.26 7.15 0.30 0.30 .122E+04 3.6 4.09 5.71 0.40 0.40 .179E+04 6.1 4.78 4.88 0.50 0.50 .245E+04 9.4 5.40 4.32 0.60 0.60 .319E+04 13.6 5.96 3.91 0.70 0.70 .402E+04 18.6 6.49 3.60 0.80 0.80 .493E+04 24.6 6.98 3.34 0.90 0.90 .592E+04 31.5 7.45 3.13 1.00 1.00 .700E+04 39.5 7.90 2.95 1.11 1.11 .835E+04 52.0 8.71 2.68 1.22 1.22 .990E+04 65.9 9.31 2.50 1.33 1.33 .117E+05 81.4 9.76 2.39 1.44 1.44 .136E+05 98.4 10.10 2.31 1.56 1.56 .158E+05 117.1 10.37 2.25 1.67 1.67 .182E+05 137.5 10.57 2.21 1.78 1.89 2.00 1.78 1.89 2.00 .208E+05 .236E+05 .266E+05 159.5 183.3 208.8 10.74 10.88 10.99 2.17 2.14 2.12 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 9111) 88.29 6.05 12.67 64.75 0.40 4.76 OUTFLOW: ID= 1 ( 9509) 88.29 6.05 12.75 64.75 0.40 4.76 1 ADD HYD ( 9908)1I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 9110): 30.14 3.460 12.25 69.17 + 1D2= 2 ( 9509): 88.29 6.054 12.75 64.75 ID = 3 ( 9908): 118.43 8.250 12.58 65.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 9508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 229.97 0.0800 0.41 229.97 0.0800 4.25 229.19 0.0800 5.82 229.01 0.0800 14.33 228.82 0.0800 16.46 228.70 0.0800 /0.0550 Main Channel 19.27 228.59 0.0550 Main Channel 19.75 228.61 0.0550 Main Channel 20.55 228.71 0.0550 /0.0500 Main Channel 21.30 228.83 0.0500 21.89 228.73 0.0500 24.82 228.74 0.0500 27.04 229.27 0.0500 28.63 229.86 0.0500 29.79 230.10 0.0500 30.24 230.15 0.0500 33.00 230.28 0.0500 33.96 230.23 0.0500 36.21 230.32 0.0500 38.77 230.29 0.0500 + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 228.64 .243E+02 0.0 0.25 25.47 0.10 228.70 .864E+02 0.1 0.39 16.42 0.20 228.79 .349E+03 0.6 0.62 10.22 0.30 228.89 .780E+03 1.7 0.81 7.83 0.39 228.98 .138E+04 3.4 0.95 6.68 0.49 229.08 .211E+04 6.1 1.09 5.81 0.58 229.17 .290E+04 9.4 1.24 5.12 0.68 229.27 .373E+04 13.5 1.39 4.58 0.77 229.36 .458E+04 18.4 1.53 4.15 1.22 1.22 .211E+04 22.1 3.12 1.59 1.33 1.33 .249E+04 27.3 3.28 1.52 1.44 1.44 .290E+04 33.0 3.39 1.47 1.56 1.56 .337E+04 39.3 3.48 1.43 1.67 1.67 .388E+04 46.1 3.55 1.40 1.78 1.78 .443E+04 53.5 3.60 1.38 1.89 1.89 .503E+04 61.5 3.65 1.36 2.00 2.00 .567E+04 70.1 3.69 1.35 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 9109) 11.11 2.52 12.08 75.03 0.44 1.68 OUTFLOW: ID= 1 ( 9507) 11.11 2.36 12.17 75.03 0.43 1.66 ADD HYD ( 9906)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. I01= 1 ( 9107): 4.18 0.716) 12.17) 79.99) + ID2= 2 ( 9108): 2.08 0.322 12.25 80.02 ID = 3 ( 9906): 6.26 1.035 12.25 80.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD ( 9 1906)1 + 2 = AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 9906): 6.26 1.035 12.25 80.00 + ID2= 2 ( 9507): 11.11 2.360 12.17 75.03 ID = 1 ( 9906): 17.38 3.378 12.17 76.82 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 9906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 9906): 17.38 3.378) 12.17) 76.82) + ID2= 2 ( 9508): 118.43 8.209 12.67 65.87 ID = 3 ( 9906): 135.81 9.337 12.58 67.27 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 9506)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 26.73 224.32 0.0500 46.69 224.14 0.0500 53.81 224.51 0.0500 56.33 224.08 0.0500 0.87 229.46 .546E+04 23.9 1.67 3.81 0.96 229.55 .637E+04 30.0 1.79 3.54 1.06 229.65 .730E+04 36.7 1.92 3.31 1.15 229.75 .826E+04 44.1 2.03 3.12 1.25 229.84 .925E+04 52.0 2.14 2.96 1.34 229.94 .103E+05 60.4 2.24 2.83 1.44 230.03 .113E+05 69.2 2.33 2.73 1.53 230.13 .124E+05 79.1 2.43 2.61 1.63 230.22 .135E+05 87.8 2.48 2.57 1.72 230.32 .148E+05 92.4 2.38 2.67 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 9908) 118.43 8.25 12.58 65.87 0.55 1.18 OUTFLOW: ID= 1 ( 9508) 118.43 8.21 12.67 65.87 0.55 1.18 CALIB NASHYD ( 9109) Area (ha)= 11.11 Curve Number (CN)= 83.0 IID= 1 DT= 5.0 min Ia (mm)= 6.74 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.12 Unit Hyd Qpeak (cms)= 2.487 PEAK FLOW (cms)= 2.520 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 75.026 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.621 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 9507)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .686E+02 0.2 0.73 6.78 0.20 0.20 .155E+03 0.6 1.09 4.54 0.30 0.30 .259E+03 1.2 1.37 3.63 0.40 0.40 .382E+03 2.1 1.60 3.10 0.50 0.50 .522E+03 3.2 1.81 2.74 0.60 0.60 .680E+03 4.6 2.00 2.48 0.70 0.70 .856E+03 6.2 2.18 2.28 0.80 0.80 .105E+04 8.2 2.34 2.12 0.90 0.90 .126E+04 10.6 2.50 1.99 1.00 1.00 .149E+04 13.3 2.65 1.87 1.11 1.11 .178E+04 17.4 2.92 1.70 61.06 224.59 0.0500 66.34 224.43 0.0500 72.60 222.27 0.0500 /0.0550 Main Channel 73.99 222.08 0.0550 Main Channel 74.49 222.07 0.0550 Main Channel 76.50 222.23 0.0550 /0.0600 Main Channel 79.91 222.22 0.0600 80.42 222.27 0.0600 84.94 224.19 0.0600 86.84 224.60 0.0600 93.26 224.73 0.0600 98.08 225.03 0.0600 102.10 225.96 0.0600 107.33 226.26 0.0600 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 222.15 .285E+02 0.0 0.34 14.26 0.16 222.23 .100E+03 0.2 0.48 10.09 0.28 222.35 .380E+03 1.0 0.76 6.33 0.40 222.48 .686E+03 2.5 1.06 4.58 0.53 222.60 .101E+04 4.6 1.30 3.71 0.65 222.72 .137E+04 7.2 1.52 3.18 0.77 222.84 .174E+04 10.3 1.72 2.81 0.89 222.97 .214E+04 14.0 1.90 2.55 1.02 223.09 .256E+04 18.2 2.06 2.34 1.14 223.21 .300E+04 23.0 2.22 2.18 1.26 223.34 .347E+04 28.3 2.37 2.04 1.39 223.46 .396E+04 34.2 2.51 1.93 1.51 223.58 .447E+04 40.7 2.64 1.83 1.63 223.70 .501E+04 47.8 2.77 1.75 1.75 223.83 .557E+04 55.5 2.89 1.67 1.88 223.95 .615E+04 63.8 3.01 1.61 2.00 224.07 .676E+04 72.7 3.12 1.55 2.12 224.20 .747E+04 76.5 2.97 1.63 2.25 224.32 .876E+04 84.9 2.81 1.72 INFLOW : ID= 2 OUTFLOW: ID= 1 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 9906) 135.81 9.34 12.58 67.27 0.73 1.65 9506) 135.81 9.34 12.58 67.27 0.73 1.65 CALIB NASHYD ( 9113) Area (ha)= 10.17 Curve Number (CN)= 84.0 ID= 1 DT= 5.0 min Ia (mm)= 5.58 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.10 Unit Hyd Qpeak (cms)= 2.641 PEAK FLOW (cms)= 2.545 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 76.583 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.634 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 9510)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 12.08 79.25 120.77 0.66 12.08 111.54 120.77 0.92 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main Channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .705E+02 0.2 0.82 6.19 0.20 0.20 .159E+03 0.6 1.23 4.15 0.30 0.30 .257E+03 1.3 1.54 3.31 0.40 0.40 .392E+03 2.3 1.80 2.83 0.50 0.50 .536E+03 3.6 2.04 2.51 0.60 0.60 .699E+03 5.1 2.25 2.27 0.70 0.70 .880E+03 7.0 2.45 2.09 0.80 0.80 .108E+04 9.3 2.63 1.94 0.90 0.90 .130E+04 11.9 2.81 1.82 1.00 1.00 .153E+04 14.9 2.98 1.71 1.11 1.11 .183E+04 19.6 3.29 1.55 1.22 1.22 .217E+04 24.9 3.51 1.45 1.33 1.33 .255E+04 30.7 3.68 1.39 1.44 1.44 .299E+04 37.1 3.81 1.34 1.56 1.56 .346E+04 44.2 3.91 1.31 1.67 1.67 .398E+04 51.9 3.99 1.28 1.78 1.78 .455E+04 60.2 4.05 1.26 1.89 1.89 .516E+04 69.2 4.10 1.24 2.00 2.00 .582E+04 78.8 4.15 1.23 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 9113) 10.17 2.54 12.08 76.58 0.42 1.84 OUTFLOW: ID= 1 ( 9510) 10.17 2.35 12.08 76.58 0.40 1.81 CALIB 1 STANDHYD ( 9112),I 1 Area (ha)= 3.27 ID= 1 DT= 5.0 min Total Imp(%)= 82.38 Dir. Conn.(% = 81.71 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.70 0.58 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 2.25 2.00 Length (m)= 147.71 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)= 147.82 *^* *• 5.00 10.00 2.16 (ii) 5.43 (ii) 5.00 10.00 0.31 0.16 1.10 0.17 *TOTALS* 1.266 (iii) < 79.91 80.42 84.94 86.84 93.26 98.08 102.10 107.33 222.22 222.27 224.19 224.60 224.73 225.03 225.96 226.26 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 222.15 .319E+02 0.0 0.36 14.89 0.16 222.23 .112E+03 0.2 0.51 10.53 0.28 222.35 .421E+03 1.1 0.81 6.65 0.40 222.47 .758E+03 2.6 1.12 4.81 0.52 222.59 .112E+04 4.8 1.39 3.90 0.64 222.71 .151E+04 7.5 1.62 3.34 0.76 222.84 .192E+04 10.8 1.83 2.96 0.88 222.96 .236E+04 14.6 2.02 2.68 1.00 223.08 .282E+04 19.0 2.20 2.46 1.13 223.20 .330E+04 24.0 2.36 2.29 1.25 223.32 .382E+04 29.6 2.52 2.15 1.37 223.44 .435E+04 35.8 2.67 2.03 1.49 223.56 .492E+04 42.5 2.81 1.93 1.61 223.68 .550E+04 49.9 2.95 1.84 1.73 223.80 .612E+04 57.9 3.08 1.76 1.85 223.93 .675E+04 66.6 3.20 1.69 1.97 224.05 .742E+04 75.9 3.32 1.63 2.09 224.17 .814E+04 81.5 3.26 1.66 2.22 224.29 .936E+04 88.3 3.06 1.77 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 9401) 13.45 2.85 12.17 84.94 0.41 1.15 OUTFLOW: ID= 1 ( 9505) 13.45 2.71 12.25 84.94 0.40 1.13 STLIB 1 ANDHYD ( 9105)1 Area (ha)= 5.42 !ID= 1 DT= 5.0 min 1 Total Imp(%)= 23.64 Dir. Conn.(% = 19.39 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.28 4.14 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.50 2.00 Length (m)= 190.10 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms). TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 123.22 5.00 10.00 2.84 (ii) 9.34 (ii) 5.00 10.00 0.28 0.12 0.43 12.08 118.77 120.77 0.98 1.04 12.08 79.74 120.77 0.66 *TOTALS* 1.474 (iii) 12.08 87.30 120.77 0.72 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 9909)1I 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 9112): 3.27 1.266) 12.08cms rs) 111.54) + 102= 2 ( 9510): 10.17 2.355 12.08 76.58 ID = 3 ( 9909): 13.45 3.621 12.08 85.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 9401)1 IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE I OUTFLOW STORAGE (cms) (ha.m.) I (cms) (ha.m.) 0.0000 0.0000 I 0.6570 0.1178 0.0012 0.0098 1.0810 0.1437 0.0060 0.0293 1.5710 0.1697 0.0084 0.0489 2.1770 0.1982 0.0680 0.0702 3.0540 0.2268 0.3110 0.0933 4.1580 0.2554 INFLOW : ID= 2 ( 9909) OUTFLOW: ID= 1 ( 9401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 13.447 3.621 12.08 85.09 13.447 2.852 12.17 84.94 PEAK FLOW REDUCTION [Qout/Qin](% = 78.76 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.2231 ROUTE CHN( 9505)1 IN= 2---> OUT= 1 Routing time step (min).= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 31.21 224.29 0.0500 46.69 224.14 0.0500 53.81 224.51 0.0500 56.33 224.08 0.0500 61.06 224.59 0.0500 66.34 224.43 0.0500 72.60 222.27 0.0500 /0.0550 Main Channel 73.99 222.08 0.0550 Main Channel 74.49 222.07 0.0550 Main Channel 76.50 222.23 0.0550 /0.0600 Main Channel ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20%. YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB ND STA HYD ( 9106) Area (ha)= 11.96 ID= 1 DT= 5.0 min Total Imp(%)= 54.27 Dir. Conn.(%)= 36.17 IMPERVIOUS PERVIOUS Surface Area (ha)= 6.49 5.47 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 282.34 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= (i) 147.82 175.54 5.00 10.00 4.07 (ii) 9.71 (ii) 5.00 10.00 0.24 0.11 PEAK FLOW (cms)- 1.74 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 1.96 12.08 87.40 120.77 0.72 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 3.701 (iii) 12.08 98.74 120.77 0.82 1 RESERVOIR( 9402)1 OVERFLOW IS OFF 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min 1 OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 1.3770 0.5754 0.0018 0.0136 1.7732 0.6638 0.0213 0.0703 1.9850 0.7096 0.0693 0.1624 2.1720 0.7566 0.0891 0.1950 2.2277 0.8047 0.1104 0.2285 2.2821 0.8539 0.2646 0.2630 2.7613 0.9042 0.4514 0.3350 3.6843 0.9556 0.7091 0.4110 4.9517 1.0082 1.0205 0.4912 6.5129 1.0619 AREA QPEAK TPEAK R.V. (ha) (cros) (hrs) (mm) INFLOW : ID= 2 ( 9106) 11.957 3.701 12.08 98.74 OUTFLOW: ID= 1 ( 9402) 11.957 1.133 12.33 98.58 PEAK FLOW REDUCTION [QOUt/Qi n](%)= 30.62 TIME SHIFT OF PEAK FLOW (min)= 15.00 MAXIMUM STORAGE USED (ha.m.)= 0.5179 50.17 50.54 51.36 53.78 54.31 182.36 182.47 182.64 183.46 183.49 0.0350 0.0350 0.0350 /0.0600 0.0600 0.0600 Main Channel Main Channel Main Channel ADD HYD ( 9905)1 I 1+ 2= 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 9105): (ha)4 (cms)474 12.08) 87.30 + 1D2= 2 ( 9402): 11.96 1.133 12.33 98.58 ID = 3 ( 9905): 17.38 2.188 12.08 95.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 9905)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 9905): 17.38 2.188 12.08 95.07 + ID2= 2 ( 9505): 13.45 2.706 12,25 84.94 ID = 1 ( 9905): 30.82 4.555 12.17 90.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 9905)1 1 + 2 = 3 I ID1= 1 ( 9905): + ID2= 2 ( 9506): AREA (ha) 30.82 135.81 QPEAK TPEAK R.V. (cms) (hrs) (mm) 4.555 12.17 90.65 9.339 12.58 67.27 ID = 3 ( 9905): 166.63 13.053 12.25 71.60 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 9504)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 182.70 0.0600 8.96 182.42 0.0600 13.32 182.60 0.0600 14.41 182.80 0.0600 15.30 182.77 0.0600 16.58 182.53 0.0600 20.63 182.66 0.0600 29.01 182.76 0.0600 31.82 182.69 0.0600 35.08 182.28 0.0600 41.19 182.41 0.0600 43.79 182.77 0.0600 47.05 182.90 0.0600 48.12 182.67 0.0600 /0.0350 Main Channel 48.91 182.47 0.0350 Main Channel ID = 3 ( 9904): 181.15 13.122 12.58 71.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 9503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < <------ DATA Distance 0.00 8.96 13.32 14.41 15.30 16.58 20.63 29.01 31.82 35.08 41.19 43.79 47.05 48.12 48.91 50.17 50.54 51.36 53.78 54.31 FOR SECTION Elevation 182.70 182.42 182.60 182.80 182.77 182.53 182.66 182.76 182.69 182.28 182.41 182.77 182.90 182.67 182.47 182.36 182.47 182.64 183.46 183.49 ( 1.1) > Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.0600 0.0600 0.0600 TRAVEL TIME TABLE Main Main Main Main Main Channel Channel Channel Channel Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.02 182.30 .689E+00 0.0 0.18 0.04 182.32 .276E+01 0.0 0.29 0.06 182.34 .620E+01 0.0 0.37 0.08 182.36 .110E+02 0.1 0.45 0.11 182.38 .174E+02 0.2 0.52 0.13 182.40 .256E+02 0.3 0.59 0.15 182.43 .354E+02 0.4 0.66 0.17 182.45 .473E+02 0.6 0.71 0.19 182.47 .614E+02 0.8 0.76 0.21 182.49 .778E+02 1.1 0.82 0.23 182.51 .962E+02 1.4 0.88 0.25 182.53 .117E+03 1.9 0.93 0.28 182.55 .140E+03 2.3 0.97 0.30 182.57 .166E+03 2.9 1.01 0.32 182.60 .196E+03 3.5 1.05 0.34 182.62 .228E+03 4.3 1.10 0.36 182.64 .264E+03 5.2 1.15 0.38 182.66 .301E+03 6.2 1.20 0.41 182.69 .363E+03 7.7 1.25 TRAV.TIME (min) 5.44 3.43 2.62 2.16 1.87 1.66 1.48 1.38 1.29 1.19 1.11 1.05 1.01 0.97 0.93 0.89 0.85 0.82 0.79 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 9904) 181.15 13.12 12.58 71.21 0.41 1.24 OUTFLOW: ID= 1 ( 9503) 181.15 13.12 12.58 71.21 0.41 1.24 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.02 182.30 .775E+01 0.0 0.18 61.19 0.04 182.32 .310E+02 0.0 0.29 38.55 0.06 182.34 .698E+02 0.0 0.37 29.42 0.08 182.36 .124E+03 0.1 0.45 24.28 0.11 182.38 .196E+03 0.2 0.52 21.02 0.13 182.40 .288E+03 0.3 0.59 18.65 0.15 182.43 .399E+03 0.4 0.66 16.61 0.17 182.45 .532E+03 0.6 0.71 15.53 0.19 182.47 .691E+03 0.8 0.76 14.46 0.21 182.49 .875E+03 1.1 0.82 13.42 0.23 182.51 .108E+04 1.4 0.88 12.52 0.25 182.53 .131E+04 1.9 0.93 11.77 0.28 182.55 .158E+04 2.3 0.97 11.36 0.30 182.57 .187E+04 2.9 1.01 10.93 0.32 182.60 .220E+04 3.5 1.05 10.49 0.34 182.62 .257E+04 4.3 1.10 10.03 0.36 182.64 .296E+04 5.2 1.15 9.58 0.38 182.66 .339E+04 6.2 1.20 9.17 0.41 182.69 .408E+04 7.7 1.25 8.83 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph AREA QPEAK TPEAK INFLOW : ID= 2 ( 9905) 166.63 13.05 12.25 OUTFLOW: ID= 1 ( 9504) 166.63 11.89 12.58 R.V. (mm) 71.60 71.60 <-pipe / channel-> MAX DEPTH MAX VEL 0.40 (1.23 0.41 1.25 I CALIB 1 NASHYD ( 9104) Area (ha)= 14.51 Curve Number (CN)= 76.0 110= 1 DT= 5.0 min Ia (mm)= 6.99 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.55 Unit Hyd Qpeak (cros)= 1.017 PEAK FLOW (cros)= 1.246 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 66.733 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.553 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADDD +YD2 ( 9904)1 = 3 AREA QPEAK TPEAK R.V. a) cms r (mm ID1= 1 ( 9104): 14.51 1.246) 12.50 66.73) + ID2= 2 ( 9504): 166.63 11.886 12.58 71.60 I CALIB I NASHYD ( 9103) Area (ha)= 1ID= 1 DT= 5.0 min Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cros)= 0.812 PEAK FLOW (cros)= 0.565 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 43.156 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.357 8.44 Curve Number (CN)= 58.0 7.51 # of Linear Res.(N)= 3.00 0.40 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 9903)1 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 9103): 8.44 0.565) 12.33cms rs) 43.16) + ID2= 2 ( 9503): 181.15 13.121 12.58 71.21 ID = 3 ( 9903): 189,59 13.610 12.58 69.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 9502)1 1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 178.71 0.0600 14.73 178.69 0.0600 24.28 178.72 0.0600 26.43 178.79 0.0600 40.71 178.49 0.0600 43.45 177.92 0.0600 /0.0350 44.30 177.63 0.0350 44.91 177.60 0.0350 45.57 177.85 0.0350 /0.0600 46.63 178.42 0.0600 50.10 178.46 0.0600 58.72 178.56 0.0600 60.73 178.51 0.0600 71.25 178.63 0.0600 72.03 178.69 0.0600 76.34 178.64 0.0600 82.71 178.39 0.0600 83.77 178.47 0.0600 86.92 178.47 0.0600 88.92 178.50 0.0600 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 177.65 .119E+01 0.0 0.56 1.38 0.10 177.70 .339E+01 0.1 0.92 0.85 0.15 177.75 .623E+01 0.2 1.17 0.66 0.20 177.80 .973E+01 0.3 1.39 0.56 0.25 177.85 .139E+02 0.5 1.58 0.49 0.32 177.92 .203E+02 0.8 1.89 0.41 0.38 177.99 .279E+02 1.3 2.21 0.35 0.45 178.05 .369E+02 1.9 2.45 0.32 0.52 178.12 .473E+02 2.7 2.64 0.29 0.58 178.19 .591E+02 3.5 2.79 0.28 0.65 178.25 .723E+02 4.5 2.92 0.27 0.72 178.32 .868E+02 5.7 3.04 0.26 0.78 178.39 .103E+03 6.9 3.14 0.25 0.85 178.45 .126E+03 8.2 3.02 0.26 0.92 178.52 .184E+03 9.8 2.49 0.31 0.98 178.59 .294E+03 12.7 2.01 0.39 1.05 178.65 .443E+03 17.4 1.83 0.42 1.12 178.72 .635E+03 23.0 1.68 0.46 1.18 178.78 .902E+03 33.2 1.71 0.45 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (mis) ID= 2 ( 9903) 189.59 13.61 12.58 69.96 1.00 1.97 ID= 1 ( 9502) 189.59 13.61 12.58 69.96 0.99 1,98 CALIB STANDHYD ( 9102) ID= 1 DT= 5.0 min 1 Area Total Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 0.76 Imp(%)= 32.55 Dir. Conn.(%)= 32.55 IMPERVIOUS 0.25 2.00 1.00 71.28 0.013 147.82 5.00 1.78 5.00 0.32 0.10 12.08 118.77 120.77 0.98 PERVIOUS (i) 0.51 6.36 2.00 40.00 0.250 64.52 15.00 (ii) 10.19 (ii) 15.00 0.09 0.06 12.17 43.88 120.77 0.36 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 58.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.153 (iii) 12.08 68.25 120.77 0.57 ADD 2 HYD ( 9902)= 3 I ID1= 1 ( 9102): + ID2= 2 ( 9502): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.76 0.153 12.08 68.25 189.59 13.611 12.58 69.96 CALIB I STANDHYD ( 9101)1 ID= 1 DT= 5.0 min 1 Surface Area Dep. Storage Average Slope Length Mannings n Area Total (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 1.48 Imp(%)= 28.03 Dir. Conn.(3)= 21.60 IMPERVIOUS 0.42 2.00 1.00 99.46 0.013 147.82 5.00 2.18 5.00 0.31 0.13 12.08 118.77 120.77 0.98 PERVIOUS (i) 1.07 6.80 2.00 40.00 0.250 76.16 15.00 (ii) 10.05 (ii) 15.00 0.10 0.15 12.17 47.42 120.77 0.39 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 59.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.257 (iii) 12.08 62.83 120.77 0.52 ADD HYD ( 9901)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 9101): 1.48 0.257 12.08 62.83 + ID2= 2 ( 9501): 190.35 13.583 12.58 69.95 ID = 3 ( 9901): 191.84 13.644 12.58 69.90 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 60103)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.452 PEAK FLOW (cms)= 0.330 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 46.226 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.383 4.31 Curve Number (CN)= 60.0 6.20 # of Linear Res.(N)= 3.00 0.36 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ID = 3 ( 9902): 190.35 13.642 12.58 69.95 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 9501)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 178.71 0.0600 14.73 178.69 0.0600 24.28 178.72 0.0600 26.43 178.79 0.0600 40.71 178.49 0.0600 43.45 177.92 0.0600 /0.0350 44.30 177.63 0.0350 44.91 177.60 0.0350 45.57 177.85 0.0350 /0.0600 46.63 178.42 0.0600 50.10 178.46 0.0600 58.72 178.56 0.0600 60.73 178.51 0.0600 71.25 178.63 0.0600 72.03 178.69 0.0600 76.34 178.64 0.0600 82.71 178.39 0.0600 83.77 178.47 0.0600 86.92 178.47 0.0600 88.92 178.50 0.0600 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (mis) (min) 0.05 177.65 .337E+01 0.0 0.40 5.46 0.10 177.70 .958E+01 0.0 0.66 3.35 0.15 177.75 .176E+02 0.1 0.84 2.61 0.20 177.80 .275E+02 0.2 1.00 2.20 0.25 177.85 .392E+02 0.3 1.13 1.93 0.32 177.92 .574E+02 0.6 1.35 1.62 0.38 177.99 .790E+02 0.9 1.58 1.39 0.45 178.05 .104E+03 1.4 1.75 1.25 0.52 178.12 .134E+03 1.9 1.89 1.16 0.58 178.19 .167E+03 2.5 2.00 1.10 0.65 178.25 .204E+03 3.2 2.09 1.05 0.72 178.32 .246E+03 4.1 2.18 1,01 0.78 178.39 .291E+03 5.0 2.25 0.97 0.85 178.45 .356E+03 5.8 2.16 1.02 0.92 178.52 .519E+03 7.0 1.79 1.23 0.98 178.59 .831E+03 9.1 1.44 1.52 1.05 178.65 .125E+04 12.5 1.31 1.67 1.12 178.72 .180E+04 16.4 1.20 1.82 1.18 178,78 .255E+04 23.8 1.23 1.79 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 9902) 190.35 13.64 12.58 69.95 1.07 1.28 ID= 1 ( 9501) 190.35 13.58 12.58 69.95 1.07 1.28 I NASHYD ( 60102)1 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 14.21 Curve Number (CN)= 63.0 6.59 # of Linear Res.(N)= 3.00 0.55 Unit Hyd Qpeak (cms)= 0.987 PEAK FLOW (cms)= 0.868 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 49.499 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.410 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I STANDHYD ( 60106) Area (ha)= 2.29 ID= 1 DT= 5.0 min Total Imp(%)= 41.38 Dir. Conn.(%= 25.11 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.95 1.35 Dep. Storage (mm)= 2.00 5.36 Average Slope (%)= 1.00 2.00 Length (m)= 123.69 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 157.13 5.00 10.00 2.48 (ii) 8.37 (ii) 5.00 10.00 0.29 0.12 0.24 0.45 12.08 12.08 118.77 84.82 120.77 120.77 0.98 0.70 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.691 (iii) 12.08 93.34 120.77 0.77 ROUTE CHN( 60503)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 > Main Channel Main Channel Main Channel Main Channel 1 CALIB DEPTH ELEV (m) (m) (cu.m.) (cms) TRAVEL TIME TABLE VOLUME FLOW RATE VELOCITY TRAV.TIME (m/s) (min) 0.10 0.10 .368E+02 0.3 1.31 2.04 0.20 0.20 .831E+02 1.0 1.95 1.37 0.30 0.30 .139E+03 2.1 2.44 1.09 0.40 0.40 .205E+03 3.7 2.86 0.93 0.50 0.50 .280E+03 5.6 3.23 0.83 0.60 0.60 .364E+03 8.1 3.57 0.75 0.70 0.70 .459E+03 11.1 3.88 0.69 0.80 0.80 .563E+03 14.7 4.18 0.64 0.90 0.90 .676E+03 18.9 4.46 0.60 1.00 1.00 .799E+03 23.6 4.73 0.56 1.11 1.11 .953E+03 31.1 5.21 0.51 1.22 1.22 .113E+04 39.4 5.57 0.48 1.33 1.33 .133E+04 48.7 5.84 0.46 1.44 1.44 .156E+04 58.9 6.04 0.44 1.56 1.56 .181E+04 70.0 6.20 0.43 1.67 1.67 .208E+04 82.2 6.32 0.42 1.78 1.78 .237E+04 95.4 6.42 0.41 1.89 1.89 .269E+04 109.6 6.50 0.41 2.00 2.00 .304E+04 124.9 6.57 0.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 60106) 2.29 0.69 12.08 93.34 0.15 1.59 OUTFLOW: ID= 1 ( 60503) 2.29 0.68 12.08 93.34 0.15 1.58 STLIB ANDHYD ( 60105)1 Area (ha)= 2.88 ID= 1 DT= 5.0 min I Total Imp(%)= 33.23 Dir. Conn.(%)= 21.76 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.96 1.92 Dep. Storage (mm)= 2.00 7.80 Average Slope (%)= 1.00 2.00 Length (m)= 138.47 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 119.46 5.00 10.00 2.66 (ii) 9.23 (ii) 5.00 10.00 0.29 0.12 0.26 12.08 118.77 120.77 0.98 0.46 12.08 68.44 120.77 0.57 *'*** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 74.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.719 (iii) 12.08 79.39 120.77 0.66 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 5.00 2.42 5.00 0.30 0.75 12.08 118.77 120.77 0.98 (ii) 129.89 10.00 8.78 10.00 0.12 1.37 12.08 77.17 120.77 0.64 (ii) ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.114 (iii) 12.08 87.12 120.77 0.72 1 HY ADD1 D2 ( 60903)1 + = 3 AREA QPEAK TPEAK R.V. a) cms rs mm 1D1 1 ( 60104): 7.61 2.114) 12.08) 87.12) + ID2= 2 ( 60601): 5.17 1.376 12.08 85.58 ID = 3 ( 60903): 12.78 3.490 12.08 86.50 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 60502)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 10.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .164E+02 0.0 0.97 7.04 0.20 0.20 .656E+02 0.2 1.54 4.43 0.30 0.30 .148E+03 0.7 2.02 3.38 0.40 0.40 .262E+03 1.6 2.45 2.79 0.50 0.50 .410E+03 2.8 2.84 2.41 0.60 0.60 .590E+03 4.6 3.20 2.13 0.70 0.70 .803E+03 7.0 3.55 1.92 0.80 0.80 .105E+04 9.9 3.88 1.76 0.90 0.90 .133E+04 13.6 4.20 1.63 1.00 1.00 .164E+04 18.0 4.50 1.52 1.11 1.11 .203E+04 25.2 5.08 1.35 1.22 1.22 .249E+04 33.4 5.50 1.24 1.33 1.33 .301E+04 42.7 5.83 1.17 1.44 1.44 .358E+04 53.1 6.08 1.12 1.56 1.56 .422E+04 64.6 6.27 1.09 1.67 1.67 .492E+04 77.2 6.43 1.06 I ADD HYD ( 60904)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 60105): 2.88 0.719 12.08 79.39 + ID2= 2 ( 60503): 2.29 0.676 12.08 93.34 ID = 3 ( 60904): 5.17 1.395 12.08 85.58 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 60601)1 IN= 2---> OUT= 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)= 750.00 Length (m)= 47.09 Slope (m/m)= 0.005 Manning n = 0.009 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 809.72 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.39 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.04 .489E+00 0.0 0.72 1.09 0.09 .136E+01 0.0 1.12 0.70 0.13 .246E+01 0.1 1.45 0.54 0.17 .372E+01 0.1 1.72 0.46 0.21 .510E+01 0.2 1.96 0.40 0.26 .657E+01 0.3 2.16 0.36 0.30 .811E+01 0.4 2.35 0.33 0.34 .970E+01 0.5 2.51 0.31 0.38 .113E+02 0.6 2.65 0.30 0.43 .129E+02 0.8 2.77 0.28 0.47 .146E+02 0.9 2.87 0.27 0.51 .161E+02 1.0 2.95 0.27 0.55 .177E+02 1.1 3.02 0.26 0.60 .192E+02 1.2 3.06 0.26 0.64 .205E+02 1.3 3.09 0.25 0.68 .218E+02 1.4 3.09 0.25 0.72 .229E+02 1.5 3.05 0.26 0.77 .238E+02 1.5 2.97 0.26 0.81 .242E+02 1.4 2.71 0.29 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 60904) 5.17 1.39 12.08 85.58 0.66 3.09 OUTFLOW: ID= 1 ( 60601) 5.17 1.38 12.08 85.58 0.66 3.09 I CALIB 1 STANDHYD ( 60104) III: = 1 DT= 5.0 min Area (ha)= 7.61 Total Imp(%)= 33.74 Dir. Conn.(%)= 23.92 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.57 5.04 Dep. Storage (mm)= 2.00 5.22 Average Slope (%)= 3.60 2.00 Length (m)= 225.21 40.00 Mannings n = 0.013 0.250 1.78 1.89 2.00 INFLOW : OUTFLOW: 1.78 1.89 2.00 ID= 2 ID= 1 .568E+04 .650E+04 .738E+04 91.0 6.57 105.9 6.68 122.0 6.78 1.04 1.02 1.01 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ( 60903) 12.78 3.49 12.08 86.50 0.54 2.96 ( 60502) 12.78 3.33 12.08 86.50 0.53 2.93 I ADD HYD ( 60902) 1 1+ 2= 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 60102): 14.21 0.868 12.50 49.50 + ID2= 2 ( 60103): 4.31 0.330 12.33 46.23 ID = 3 ( 60902): 18.52 1.160 12.50 48.74 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 60902)1 I 3 + 2 = 1 AREA QPEAK TPEAK R.V. cms r (mm ID1- 3 ( 60902): 18.52 160) 12.50 48.74) + ID2- 2 ( 60502): 12.78 3.335 12.08 86.50 ID = 1 ( 60902): 31.30 3.946 12.08 64.16 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 60501)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 10.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .170E+01 0.0 1.02 0.69 0.20 0.20 .678E+01 0.3 1.62 0.44 0.30 0.30 .153E+02 0.8 2.13 0.33 0.40 0.40 .271E+02 1.6 2.58 0.27 0.50 0.50 .424E+02 3.0 2.99 0.24 0.60 0.60 .610E+02 4.9 3.38 0.21 0.70 0.70 .831E+02 7.3 3.74 0.19 0.80 0.80 .109E+03 10.5 4.09 0.17 0.90 0.90 .137E+03 14.3 4.42 0.16 1.00 1.00 .170E+03 19.0 4.75 0.15 1.11 1.11 .210E+03 26.6 5.35 0.13 1.22 1.22 .257E+03 35.2 5.80 0.12 1.33 1.33 .311E+03 1.44 1.44 .371E+03 1.56 1.56 .436E+03 1.67 1.67 .509E+03 1.78 1.78 .587E+03 1.89 1.89 .672E+03 2.00 2.00 .763E+03 INFLOW : ID= 2 ( 60902) OUTFLOW: ID= 1 ( 60501) AREA (ha) 31.30 31.30 45.0 56.0 68.1 81.4 95.8 111.6 128.6 6.14 0.12 6.40 0.11 6.61 0.11 6.78 0.10 6.92 0.10 7.04 0.10 7.14 0.10 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.95 12.08 64.16 3.93 12.08 64.16 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.55 3.18 0.55 3.17 CALIB STANDHYD ( 60101) ID= 1 DT= 5.0 min 1 Area Total Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 0.22 Imp(%)= 32.25 IMPERVIOUS 0.07 2.00 1,00 38.52 0.013 147.82 5.00 1.23 5.00 0.33 0.03 12.08 118.77 120.77 0.98 Dir. Conn.(%)= 32.25 PERVIOUS (7) 0.15 7.61 2.00 40.00 0.250 68.86 10.00 (ii) 9.43 (ii) 10.00 0.12 0.02 12.08 46.47 120.77 0.38 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 61.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.050 (iii) 12.08 69.76 120.77 0.58 ADD HYD ( 60901)1 1 + 2 = 3 1 ID1= 1 ( 60101): + ID2= 2 ( 60501): AREA (ha) 0.22 31.30 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.050 12.08 69.76 3.930 12.08 64.16 ID = 3 ( 60901): 31.52 3.980 12.08 64.20 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB ROUTE CHN( 14509)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .105E+03 0.5 2.24 0.20 0.20 .237E+03 1.7 3.34 0.30 0.30 .396E+03 3.6 4.18 0.40 0.40 .582E+03 6.3 4.90 0.50 0.50 .796E+03 9.7 5.53 0.60 0.60 .104E+04 13.9 6.10 0.70 0.70 .131E+04 19.1 6.64 0.80 0.80 .160E+04 25.2 7.15 0.90 0.90 .192E+04 32.3 7.63 1.00 1.00 .227E+04 40.5 8.09 1.11 1.11 .271E+04 53.2 8.92 1.22 1.22 .322E+04 67.5 9.54 1.33 1.33 .379E+04 83.3 10.00 1.44 1.44 .443E+04 100.8 10.35 1.56 1.56 .514E+04 119.9 10.61 1.67 1.67 .591E+04 140.7 10.83 1.78 1.78 .676E+04 163.3 11.00 1.89 1.89 .767E+04 187.7 11.14 2.00 2.00 .864E+04 213.8 11.25 INFLOW : ID= 2 ( 14110) OUTFLOW: ID= 1 ( 14509) TRAV.TIME (min) 3.39 2.27 1.81 1.55 1.37 1.24 1.14 1.06 0.99 0.94 0.85 0.80 0.76 0.73 0.71 0.70 0.69 0.68 0.67 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 54.33 5.48 12.42 71.68 0.37 4.66 54.33 5.49 12.50 71.68 0.37 4.65 IADD HYD ( 14909)1 1 + 2 = 3 ID1= 1 ( 14109): + ID2= 2 ( 14509): AREA (ha) 4.92 54.33 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.112 12.08 63.95 5.487 12.50 71.68 ID = 3 ( 14909): 59.25 5.723 12.42 71.04 1 NASHYD ( 14105)1 Area (ha)= IID= 1 DT= 5.0 min 1 Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.276 PEAK FLOW (cms)= 0.293 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 71.801 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.595 1.70 Curve Number (CN)= 80.0 8.31 # of Linear Res.(N)= 3.00 0.24 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 14106) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.263 PEAK FLOW (cms)= 0.268 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 68.028 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.563 1.75 Curve Number (CN)= 78.0 9.04 # of Linear Res.(N)= 3.00 0.25 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 14109) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.450 PEAK FLOW (cms)= 1.112 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 63.950 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.530 4.92 Curve Number (CN)= 79.0 9.94 # of Linear Res.(N)= 2.00 0.09 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 14110) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 54.33 Curve Number (CN)= 80.0 8.53 # of Linear Res.(N)= 3.00 0.49 Unit Hyd Qpeak (cms)= 4.235 PEAK FLOW (cms)= 5.484 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 71.681 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.594 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. Distance 0.00 2.94 7.64 9.99 11.25 13.12 20.17 24.87 35.05 49.15 53.69 64.56 66.05 70.45 72.34 73.76 75.08 75.41 79.51 83.36 Elevation 245.81 245.86 245.88 245.61 245.98 246.46 247.11 247.29 247.40 247.56 247.72 247.30 247.39 247.71 247.31 246.88 247.11 247.31 249.75 251.28 Manning 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 /0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.01 245.62 .984E-0.) 1 0.0 0.17 14.52 0.02 245.63 .394E+00 0.0 0.27 9.15 0.03 245.64 .886E+00 0.0 0.35 6.98 0.04 245.65 .157E+01 0.0 0.43 5.76 0.05 245.66 .246E+01 0.0 0.49 4.97 0.06 245.67 .354E+01 0.0 0.56 4.40 0.07 245.68 .482E+01 0.0 0.62 3.97 0.08 245.69 .630E+01 0.0 0.68 3.63 0.09 245.70 .797E+01 0.0 0.73 3.36 0.10 245.72 .984E+01 0.1 0.78 3.13 0.11 245.73 .119E+02 0.1 0.83 2.94 0.13 245.74 .142E+02 0.1 0.88 2.77 0.14 245.75 .166E+02 0.1 0.93 2.63 0.15 245.76 .193E+02 0.1 0.98 2.50 0.16 245.77 .221E+02 0.2 1.03 2.39 0.17 245.78 .252E+02 0.2 1.07 2.29 0.18 245.79 .284E+02 0.2 1.12 2.20 0.19 245.80 .319E+02 0.3 1.16 2.11 0.20 245.81 .355E+02 0.3 1.20 2.04 Main Channel Main Channel Main Channel Main Channel **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 14909) 59.25 5.72 12.42 71.04 0.20 1.19 OUTFLOW: ID= 1 ( 14508) 59.25 5.71 12.50 71.04 0.20 1.20 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 14508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 DATA FOR SECTION ( 1.1) CALIB NASHYD ( 14108) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.619 PEAK FLOW (cms)= 0.651 (i) 3.22 Curve Number (CN)= 82.0 7.05 # of Linear Res.(N)= 2.00 0.14 TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 73.928 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.612 3.57 3.80 4.04 4.28 243.03 243.26 243.50 243.74 .326E+04 .366E+04 .413E+04 .470E+04 512.3 595.4 689.5 796.7 9.28 9.60 9.84 10.01 0.11 0.10 0.10 0.10 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 14908)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. a cms rs mm ID1= 1 ( 14108): 3.22 0.651) 12.08) 73.93) + ID2= 2 ( 14508): 59.25 5.715 12.50 71.04 ID = 3 ( 14908): 62.47 5.939 12.50 71.19 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 14507)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 2.30 242.03 0.0600 6.88 241.21 0.0600 8.70 241.00 0.0600 18.67 240.79 0.0600 19.36 240.73 0.0600 21.31 239.95 0.0600 /0.0350 Main Channel 22.48 239.46 0.0350 Main channel 23.50 239.47 0.0350 Main channel 24.16 239.95 0.0350 /0.0600 Main Channel 26.73 241.71 0.0600 28.05 242.38 0.0600 29.46 242.96 0.0600 31.58 243.26 0.0600 35.30 243.58 0.0600 37.30 243.74 0.0600 38.69 243.69 0.0600 40.72 243.55 0.0600 45.03 243.22 0.0600 46.30 243.22 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.16 239.63 .124E+02 0.4 2.10 0.47 0.33 239.79 .309E+02 1.6 3.07 0.32 0.49 239.95 .553E+02 3.6 3.82 0.26 0.72 240.19 .102E+03 9.0 5.19 0.19 0.96 240.42 .161E+03 16.6 6.07 0.16 1.20 240.66 .234E+03 26.6 6.72 0.15 1.43 240.90 .340E+03 38.4 6.65 0.15 1.67 241.13 .568E+03 58.3 6.06 0.16 1.91 241.37 .839E+03 87.2 6.14 0.16 2.14 241.61 .113E+04 123.7 6.44 0.15 2.38 241.84 .145E+04 167.2 6.80 0.14 2.62 242.08 .179E+04 219.0 7.20 0.14 2.85 242.32 .215E+04 281.7 7.74 0.13 3.09 242.55 .251E+04 351.7 8.27 0.12 3.33 242.79 .288E+04 429.0 8.79 0.11 Distance Elevation Manning 43.49 232.28 0.0600 59.25 232.97 0.0600 63.63 232.86 0.0600 67.70 233.11 0.0600 72.50 231.92 0.0600 /0.0350 Main channel 72.94 231.83 0.0350 Main Channel 76.77 231.74 0.0350 Main channel 77.29 231.93 0.0350 /0.0600 Main channel 79.68 232.87 0.0600 81.04 233.17 0.0600 89.03 233.25 0.0600 91.16 232.93 0.0600 96.04 233.58 0.0600 102.17 233.57 0.0600 116.83 235.61 0.0600 119.49 235.78 0.0600 132.83 235.97 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 231.77 .284E+01 0.0 0.34 8.80 0.05 231.80 .114E+02 0.0 0.55 5.54 0.08 231.82 .255E+02 0.1 0.71 4.23 0.10 231.85 .440E+02 0.2 0.95 3.17 0.13 231.87 .635E+02 0.4 1.18 2.56 0.15 231.90 .838E+02 0.6 1.38 2.19 0.18 231.92 .105E+03 0.9 1.56 1.94 0.20 231.95 .131E+03 1.3 1.79 1.69 0.23 231.98 .158E+03 1.7 2.01 1.51 0.26 232.01 .186E+03 2.3 2.20 1.37 0.29 232.04 .215E+03 2.8 2.38 1.27 0.32 232.07 .246E+03 3.4 2.55 1.19 0.35 232.10 .277E+03 4.1 2.70 1.12 0.38 232.13 .309E+03 4.8 2.85 1.06 0.41 232.16 .343E+03 5.6 2.98 1.01 0.44 232.19 .377E+03 6.5 3.11 0.97 0.47 232.22 .412E+03 7.4 3.23 0.94 0.50 232.25 .449E+03 8.3 3.35 0.90 0.53 232.27 .486E+03 9.3 3.46 0.87 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 14907) 63.17 5.99 12.50 71.41 0.42 3.04 OUTFLOW: ID= 1 ( 14506) 63.17 5.99 12.50 71.41 0.42 3,03 1 ADD HYD ( 14906)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 14106): 1.75 0.268 12.17 68.03 + ID2= 2 ( 14506): 63.17 5.988 12.50 71.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 14908) 62.47 5.94 12.50 71.19 0.59 4.32 OUTFLOW: ID= 1 ( 14507) 62.47 5.95 12.50 71.19 0.59 4.31 1 CALIB 1 STANDHYD ( 14107) Area (ha)= 0.70 1i0= 1 DT= 5.0 min Total Imp(%)= 30.70 Dir. Conn.(%)= 26.05 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.21 0.48 Dep. storage (mm)= 2.00 5.51 Average Slope (%)= 1.00 2.00 Length (m)= 68.29 40.00 Mannings n = 0.013 0.250 Max.Eff.inten..(mm/hr)= over (min) storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- 147.82 127,12 5.00 10.00 1.74 (ii) 8.15 (ii) 5.00 10.00 0.32 0.13 PEAK FLOW (cms)= 0.07 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.13 12.08 81.32 120.77 0.67 WARNING: STORAGE COEFF. IS, SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 83.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.208 (iii) 12.08 91.07 120.77 0.75 1 ADD HYD ( 14907)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 14107): 0.70 0.208 12.08 91.07 + ID2= 2 ( 14507): 62.47 5.950 12.50 71.19 ID = 3 ( 14907): 63.17 5.989 12.50 71.41 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 14506)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------> ROUTE CHN( 14505)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 68.23 229.13 0.0800 69.15 229.01 0.0800 72.68 229.10 0.0800 75.51 229.11 0.0800 77.63 228.99 0.0800 84.35 229.03 0.0800 87.53 229.00 0.0800 91.78 228.87 0.0800 93.90 228.46 0.0800 98.15 228.17 0.0800 100.98 227.75 0.0800 102.30 227.61 0.0800 /0.0350 Main Channel 103.67 227.18 0.0350 Main Channel 104.70 227.11 0.0350 Main channel 106.15 227.61 0.0350 /0.0800 Main channel 108.28 228.57 0.0800 113.25 229.02 0.0800 114.67 229.12 0.0800 116.08 229.19 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.10 227.21 .179E+0.) 2 0.1 0.64 5.73 0.20 227.31 .556E+02 0.3 1.07 3.44 0.30 227.41 .107E+03 0.7 1.38 2.67 0.40 227.51 .171E+03 1.3 1.64 2.24 0.50 227.61 .250E+03 2.1 1.87 1.96 0.61 227.72 .357E+03 3.6 2.22 1.65 0.72 227.83 .493E+03 5.4 2.44 1.51 0.83 227.94 .652E+03 7.7 2.60 1.41 0.93 228.04 .835E+03 10.3 2.72 1.35 1.04 228.15 .104E+04 13.3 2.82 1.30 1.15 228.26 .128E+04 16.7 2.88 1.28 1.26 228.37 .156E+04 20.6 2.91 1.26 1.37 228.48 .189E+04 25.1 2.93 1.25 1.48 228.59 .224E+04 30.2 2.97 1.24 1.59 228.70 .263E+04 35.8 3.00 1.22 1.70 228.81 .306E+04 42.1 3.04 1.21 1.80 228.91 .353E+04 48.3 3.01 1.22 1.91 229.02 .414E+04 51.9 2.76 1.33 2.02 229,13 .514E+04 60.4 2.59 1,42 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 14906) 64.92 6.16 12.42 71.32 0.75 2.49 OUTFLOW: ID= 1 ( 14505) 64.92 6.17 12.50 71.32 0.75 2.48 ID = 3 ( 14906): 64.92 6.164 12.42 71.32 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 14905)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 14105): 1.70 0.293 12.17 71.80 + ID2= 2 ( 14505): 64.92 6.165 12.50 71.32 ID = 3 ( 14905): 66.63 6.323 12.42 71.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB 1 STANDHYD ( 14104) Area (ha)= 6.97 !ID= 1 DT= 5.0 min Total Imp(%)= 30.11 Dir. Conn.(%)= 20.45 ROUTE CHN( 14504) IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA Distance 64.04 66.24 66.97 67.24 70.52 71.85 73.68 75.03 75.32 75.76 77.67 77.94 81.22 83.95 84.46 85.82 88.08 88.80 127.44 131.09 FOR SECTION ( 1.1) Elevation Manning 222.54 0.0800 222.44 222.50 222.47 222.63 222.51 221.90 221.57 221.59 221.70 221.88 221.93 222.70 222.65 222.60 222.80 222.68 222.74 222.47 222.76 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 /0.0350 0.0350 0.0350 0.0350 0.0350 /0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 0.0800 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.06 221.63 .662E+01 0.0 0.42 0.13 221.69 .225E+02 0.1 0.65 0.19 221.76 .497E+02 0.1 0.77 0.25 221.82 .922E+02 0.3 0.92 0.32 221.88 .150E+03 0.6 1.06 0.38 221.95 .223E+03 1.1 1.33 0.45 222.01 .305E+03 1.8 1.54 0.51 222.08 .395E+03 2.6 1.72 0.58 222.14 .493E+03 3.5 1.87 0.64 222.21 .600E+03 4.5 2.00 0.71 222.28 .714E+03 5.7 2.12 0.77 222.34 .837E+03 7.0 2.22 0.84 222.41 .969E+03 8.5 2.31 0.91 222.47 .111E+04 9.9 2.36 0.97 222.54 .140E+04 11.3 2.13 1.04 222.60 .193E+04 13.5 1.86 1.10 222.67 .267E+04 16.5 1.64 1.17 222.73 .365E+04 20.3 1.47 1.23 222.80 .480E+04 25.6 1.42 INFLOW : ID= 2 ( 14905) OUTFLOW: ID= 1 ( 14504) TRAV.TIME (min) 10.52 6.76 5.71 4.82 4.16 3.33 2.86 2.56 2.36 2.20 2.08 1.99 1.91 1.87 2.07 2.37 2.69 2.99 3.12 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 66.63 6.32 12.42 71.33 0.74 2.16 66.63 6.33 12.50 71.33 0.74 2.16 36.01 37.09 38.10 39.41 40.72 52.53 66.18 189.43 0.0600 /0.0350 189.06 0.0350 189.39 0.0350 /0.0600 190.16 0.0600 190.38 0.0600 190.79 0.0600 190.50 0.0600 TRAVEL TIME TABLE Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.08 189.14 .110E+02 0.0 0.83 0.16 189.23 .439E+02 0.1 1.32 0.24 189.31 .987E+02 0.3 1.73 0.33 189.39 .176E+03 0.7 2.10 0.42 189.48 .288E+03 1.4 2.71 0.51 189.58 .423E+03 2.5 3.20 0.61 189.67 .583E+03 3.8 3.57 0.70 189.76 .766E+03 5.4 3.87 0.79 189.86 .100E+04 7.2 3.93 0.89 189.95 .159E+04 9.9 3.40 0.98 190.04 .256E+04 13.8 2.95 1.07 190.14 .397E+04 20.0 2.75 1.17 190.23 .578E+04 27.9 2.64 1.26 190.32 .783E+04 40.5 2.83 1.35 190.42 .992E+04 55.3 3.05 1.45 190.51 .121E+05 72.4 3.26 1.54 190.61 .146E+05 92.1 3.44 1.64 190.70 .175E+05 115.3 3.61 1.73 190.79 .207E+05 141.9 3.75 INFLOW : ID= 2 ( 14904) OUTFLOW: ID= 1 ( 14503) AREA (ha) 73.60 73.60 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 6.79 12.42 72.89 6.78 12.50 72.89 TRAV.TIME (min) 10.94 6.89 5.26 4.34 3.36 2.85 2.55 2.35 2.32 2.68 3.09 3.31 3.45 3.23 2.99 2.79 2.65 2.53 2.43 <-pipe / channel-> MAX DEPTH MAX VEL 0.77 (3.91 0.77 3.91 CALIB STANDHYD ( 14103) Area (ha)= 8.66 ID= 1 DT= 5.0 min 1 Total Imp(%)= 22.78 Dir. Conn.(%)= 14.47 Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms). TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS (i) 1.97 6.68 2.00 6.00 240.21 0.013 147.82 5.00 2.16 5.00 0.31 0.51 12.08 118.77 120.77 0.98 5.62 2.00 40.00 0.250 95.68 10.00 (ii) 9.34 (ii) 10.00 0.12 1.27 12.08 58.54 120.77 0.48 *TOTALS* 1.782 (iii) 12.08 67.26 120.77 0.56 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 2.10 2.00 1.00 215.57 0.013 147.82 5.00 3.46 5.00 0.26 0.58 12.08 118.77 120.77 0.98 PERVIOUS 4.87 5.59 2.00 40.00 0.250 (i) 133.09 10.00 (ii) 9.76 (ii) 10.00 0.11 1.30 12.08 79.80 120.77 0.66 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.884 (iii) 12.08 87.77 120.77 0.73 ADD HYD ( 14904)1 1 + 2 = 3 ID1= 1 ( 14104): + ID2= 2 ( 14504): AREA (ha) 6.97 66.63 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.884 12.08 87.77 6.332 12.50 71.33 ID = 3 ( 14904): 73.60 6.791 12.42 72.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 14503) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 189.85 0.0600 1.90 189.92 0.0600 7.23 189.82 0.0600 10.08 190.00 0.0600 14.13 190.09 0.0600 15.05 190.18 0.0600 18.61 190.17 0.0600 21.45 190.21 0.0600 26.43 190.04 0.0600 27.85 189.95 0.0600 31.41 190.00 0.0600 32.08 190.10 0.0600 34.25 189.97 0.0600 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 67.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADDD HYD ( 14903) ID1= 1 ( 14103): + IO2= 2 ( 14503): AREA (ha) 8.66 73.60 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.782 12.08 67.26 6.775 12.50 72.89 ID = 3 ( 14903): 82.25 7.431 12.25 72.29 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 14502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 16.60 178 93 0 0600 26.05 178.73 0.0600 46.89 178.41 0.0600 65.00 178.60 0.0600 69.11 178.12 0.0600 /0.0350 69.34 178.09 0.0350 69.77 178.05 0.0350 71.38 178.00 0.0350 71.56 178.07 0.0350 71.91 178.14 0.0350 /0.0600 73.78 178.68 0.0600 80.72 178.52 0.0600 90.92 178.83 0.0600 105.53 178.53 0.0600 109.08 178.88 0.0600 125.99 178.02 0.0600 145.52 178.50 0.0600 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.02 178.03 .554E+00 0.0 0.30 2.51 0.05 178.05 .329E+01 0.0 0.41 1.86 0.07 178.08 .830E+01 0.1 0.55 1.38 0.10 178.10 .153E+02 0.2 0.66 1.15 0.12 178.13 .243E+02 0.4 0.76 1.00 0.15 178.15 .366E+02 0.7 0.87 0.87 0.17 178.18 .513E+02 1.1 0.97 0.78 0.20 178.21 .684E+02 1.6 1.06 0.72 0.23 178.23 .879E+02 2.2 1.14 0.67 0.26 178.26 .110E+03 2.9 1.21 0.63 0.28 178.29 .134E+03 3.7 1.28 0.60 0.31 178.31 .161E+03 4.7 1.34 0.57 0.34 178.34 .190E+03 5.8 1.40 0.54 0.36 178.37 .221E+03 7.1 1.46 0.52 I IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 0.39 0.42 0.44 0.47 0.50 178.39 178.42 178.45 178.48 178.50 .255E+03 .292E+03 .337E+03 .388E+03 .448E+03 INFLOW : ID= 2 ( 14903) OUTFLOW: ID= 1 ( 14502) AREA (ha) 82.25 82.25 8.5 9.9 11.6 13.6 15.9 1.52 1.55 1.58 1.60 1.62 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 7.43 12.2.5 72.29 7.42 12.25 72.29 0.50 0.49 0.48 0.48 0.47 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.37 1.48 0.37 1.48 CALIB I STANDHYD ( 14102)1I Area ID= 1 DT= 5.0 min Total Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (ha)= 9.73 Imp(%)= 23.27 Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) 2.26 7.47 2.00 6.67 5.00 2.00 254.68 40.00 0.013 0.250 147.82 5.00 2.36 5.00 0.30 0.64 12.08 118.77 120.77 0.98 82.61 10.00 (ii) 9.98 (ii) 10.00 0.11 1.18 12.08 51.15 120.77 0.42 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* - 62.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 16.12 *TOTALS* 1.819 (iii) 12.08 62.05 120.77 0.51 ADD HYD ( 14902)1 1 + 2 = 3 1 ID1= 1 ( 14102): + ID2= 2 ( 14502): AREA (ha) 9.73 82.25 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.819 12.08 62.05 7.417 12.25 72.29 ID = 3 ( 14902): 91.98 8.645 12.17 71.21 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ROUTE CHN( 14501)1 Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 0.013 147.82 5.00 1.92 5.00 0.31 0.14 12.08 118.77 120.77 0.98 0.250 59.41 15.00 (ii) 10.61 (ii) 15.00 0.09 0.07 12.17 40.46 120.77 0.34 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 55.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.194 (iii) 12.08 67.18 120.77 0.56 ADD HYD ( 14901)1 1 + 2 = 3 ID1= 1 ( 14101): + ID2= 2 ( 14501): AREA (ha) 0.98 91.98 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.194 12.08 67.18 8.736 12.17 71.21 ID = 3 ( 14901): 92.96 8.828 12.17 71.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB I II NASHYD ( 61105)1 ID= 1 DT= 5.0 min 1 Ia (mm)= Area (ha)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.232 PEAK FLOW (cms)= 0.176 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 49.951 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.414 1.87 Curve Number (CN)- 5.91 # of Linear Res.(N)= 0.31 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 63.0 3.00 CALIB NASHYD ( 61110)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 7.94 Curve Number (CN)- 4.45 # of Linear Res.(N)= 0.28 84.0 3.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 16.60 178.93 0.0600 26.05 178.73 0.0600 46.89 178.41 0.0600 65.00 178.60 0.0600 69.11 178.12 0.0600 /0.0350 69.34 178.09 0.0350 69.77 178.05 0.0350 71.38 178.00 0.0350 71.56 178.07 0.0350 71.91 178.14 0.0350 /0.0600 73.78 178.68 0.0600 80.72 178.52 0.0600 90.92 178.83 0.0600 105.53 178.53 0.0600 109.08 178.88 0.0600 125.99 178.02 0.0600 145.52 178.50 0.0600 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.02 178.03 .732E+00 0.0 0.34 0.05 178,05 .435E+01 0.0 0.46 0.07 178.08 .110E+02 0.1 0.62 0.10 178.10 .203E+02 0.2 0.74 0.12 178.13 .321E+02 0.5 0.85 0.15 178.15 .483E+02 0.8 0.98 0.17 178.18 .678E+02 1.2 1.09 0.20 178.21 .904E+02 1.8 1.19 0.23 178.23 .116E+03 2.5 1.27 0.26 178.26 .145E+03 3.3 1.36 0.28 178.29 .177E+03 4.2 1.43 0.31 178.31 .212E+03 5.3 1.51 0.34 178.34 .251E+03 6.5 1.57 0.36 178.37 .292E+03 8.0 1.64 0.39 178.39 .337E+03 9.5 1.71 0.42 178.42 .386E+03 11.2 1.74 0.44 178.45 .445E+03 13.1 1.77 0.47 178.48 .513E+03 15.3 1.80 0.50 178.50 .592E+03 17.8 1.82 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 ( 14902) OUTFLOW: ID= 1 ( 14501) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 91.98 8.64 12.17 71.21 91.98 8.74 12.17 71.21 TRAV.TIME (min) 2.95 2.18 1.62 1.36 1.18 1.03 0.92 0.85 0.79 0.74 0.70 0.67 0.64 0.61 0.59 0.58 0.57 0.56 0.55 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.38 1.67 0.38 1.67 I CALIB ISTANDHYD ( 14101) Area (ha)= 0.98 ID= 1 DT= 5.0 min Total Imp(%)= 34.16 IMPERVIOUS surface Area (ha)= 0.33 Dep. Storage (mm)= 2.00 Average Slope (%)= 1.00 Length (m)= 80.80 Dir. Conn.(%)= 34.12 PERVIOUS (i) 0.64 6.67 2.00 40.00 RUNOFF COEFFICIENT = 0.680 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB INASHYD ( 61109) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 1.502 PEAK FLOW (cms)- 1.359 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 72.207 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.598 5.67 Curve Number (CN)= 82.0 6.65 # of Linear Res.(N)= 2.00 0.10 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 61505)] IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 0.00 6.00 9.00 11.00 14.00 20.00 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 0.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .159E+03 0.2 0.88 0.20 0.20 .359E+03 0.7 1.31 0.30 0.30 .601E+03 1.4 1.64 0.40 0.40 .884E+03 2.5 1.92 0.50 0.50 .121E+04 3.8 2.17 0.60 0.60 .157E+04 5.5 2.40 0.70 0.70 .198E+04 7.5 2.61 0.80 0.80 .243E+04 9.9 2.81 0.90 0.90 .292E+04 12.7 3.00 1.00 1.00 .345E+04 15.9 3.18 1.11 1.11 .412E+04 20.9 3.50 1.22 1.22 .489E+04 26.5 3.74 1.33 1.33 .576E+04 32.7 3.92 1.44 1.44 .673E+04 39.6 4.06 1.56 1.56 .780E+04 47.1 4.17 1.67 1.67 .898E+04 55.3 4.25 1.78 1,78 .103E+05 64.1 4.32 1.89 1.89 .116E+05 73.7 4.37 2.00 2.00 .131E+05 84.0 4.42 Main Channel Main Channel Main Channel Main channel TRAV.TIME (min) 13.10 8.78 7.01 5.99 5.31 4.80 4.41 4.10 3.84 3.62 3.29 3.08 2.93 2.83 2.76 2.71 2.67 2.63 2.61 Unit Hyd Qpeak (cms)- 1.087 PEAK FLOW (cms)= 1.361 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 82.109 TOTAL RAINFALL (mm)= 120.770 INFLOW : ID= 2 ( 61109) OUTFLOW:. ID= 1 ( 61505) AREA (ha) 5.67 5.67 <---- hydrograph ----> <-pipe / channel -> QPEAK TPEAK R.V. MAX DEPTH MAX VEL (cms) (hrs) (mm) (m) (m/s) 1.36 12.08 72.21 0.29 1.60 1.11 12.17 72.20 0.26 1.48 TOTAL RAINFALL (mm)- 120.770 RUNOFF COEFFICIENT = 0.653 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 61910)1 1 + 2 = 3 I ID1= 1 ( 61110): + ID2= 2 ( 61505): AREA (ha) 7.94 5.67 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.361 12.25 82.11 1.114 12.17 72.20 ID = 3 ( 61910): 13.61 2.459 12.17 77.98 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 61604)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)- 900.00 DT= 5.0 min I Length (m)= 237.48 Slope (m/m)= 0.012 Manning n = 0.009 TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.05 .305E+01 0.0 1.20 0.09 .848E+01 0.1 1.87 0.14 .153E+02 0.2 2.40 0.19 .231E+02 0.3 2.86 0.24 .317E+02 0.4 3.25 0.28 .409E+02 0.6 3.60 0.33 .505E+02 0.8 3.90 0.38 .604E+02 1.1 4.17 0.43 .705E+02 1.3 4.40 0.47 .806E+02 1.6 4.60 0.52 .907E+02 1.8 4.77 0.57 .101E+03 2.1 4.91 0.62 .110E+03 2.3 5.02 0.66 .119E+03 2.6 5.09 0.71 .128E+03 2.8 5.13 0.76 .136E+03 2.9 5.13 0.81 .143E+03 3.0 0.85 .148E+03 3.1 0.90 .151E+03 2.9 INFLOW : ID= 2 ( 61910) OUTFLOW: ID= 1 ( 61604) TRAV.TIME min 3.31 2.12 1.65 1.39 1.22 1.10 1.01 0.95 0.90 0.86 0.83 0.81 0.79 0.78 0.77 0.77 5.08 0.78 4.94 0.80 4.51 0.88 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 13.61 2.46 12.17 77.98 0.64 5.06 13.61 2.45 12.17 77.98 0.64 5.06 CALIB NASHYD ( 61107) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 2.192 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cros)= (hrs)= (mm)= 11.99 Curve Number (CN)= 84.0 5.54 # of Linear Res.(N)= 2.00 0.14 2.480 (i) 12.083 78.862 0.19 0.24 0.28 0.33 0.38 0.43 0.47 0.52 0.57 0.62 0.66 0.71 0.76 0.81 0.85 0.90 .965E+01 .132E+02 .171E+02 .211E+02 .252E+02 .294E+02 .336E+02 .378E+02 .419E+02 .459E+02 .498E+02 .533E+02 .566E+02 .595E+02 .617E+02 .630E+02 INFLOW : ID= 2 ( 61507) OUTFLOW: ID= 1 ( 61608) 0.5 0.7 1.0 1.4 1.7 2.1 2.6 3.0 3.4 3.8 4.2 4.5 4.8 5.0 5.0 4.7 4.67 5.31 5.87 6.37 6.81 7.19 7.52 7.79 8.02 8.20 8.32 8.38 8.38 8.29 8.07 0.35 0.31 0.28 0.26 0.24 0.23 0.22 0.21 0.21 0.20 0.20 0.20 0.20 0.20 0.20 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 11.99 2.40 12.08 78.86 0.46 7,40 11.99 2.41 12.17 78.86 0.46 7.39 CALIB I NASHYD ( 61108)1 ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= 11.46 Curve Number (CN)= 81.0 8.67 # of Linear Res.(N)= 2.00 0.27 Unit Hyd Qpeak (cms)- 1.106 PEAK FLOW (cms)= 1.363 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 72.614 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.601 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 61607)I IN= 2---> OUT= 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)- 450.00 Length (m)= 85.26 Slope (m/m)= 0.039 Manning n = 0.009 axww WARNING: MINIMUM PIPE SIZE REQUIRED = 546.12 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 1.36 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.03 .403E+00 0.0 1.55 0.92 0.06 .112E+01 0.0 2.41 0.59 0.09 .202E+01 0.1 3.10 0.46 0.11 .306E+01 0.1 3.69 0.38 0.14 .420E+01 0.2 4.20 0.34 0.17 .541E+01 0.3 4.65 0.31 0.20 .668E+01 0.4 5.04 0.28 0.23 .799E+01 0.5 5.39 0.26 ROUTE CHN( 61507)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 0.10 .268E+02 0.2 0.20 0.20 .606E+02 0.8 0.30 0.30 .101E+03 1.6 0.40 0.40 .149E+03 2.8 0.50 0.50 .204E+03 4.3 0.60 0.60 .266E+03 6.2 0.70 0.70 .334E+03 8.5 0.80 0.80 .410E+03 11.2 0.90 0.90 .493E+03 14.4 1.00 1.00 .583E+03 18.1 1.11 1.11 .695E+03 23.8 1.22 1.22 .824E+03 30.1 1.33 1.33 .971E+03 37.2 1.44 1.44 .114E+04 45.0 1.56 1.56 .132E+04 53.6 1.67 1.67 .151E+04 62.9 1.78 1.78 .173E+04 73.0 1.89 1.89 .196E+04 83.8 2.00 2.00 .221E+04 95.5 AREA (ha) INFLOW : ID= 2 (. 61107) 11.99 OUTFLOW: ID= 1 ( 61507) 11.99 Main Channel Main Channel Main Channel Main Channel VELOCITY TRAV.TIME (m/s) (min) 1.00 1.94 1.49 1.30 1.87 1.04 2.19 0.89 2.47 0.79 2.73 0.71 2.97 0.65 3.19 0.61 3.41 0.57 3.62 0.54 3.99 0.49 4.26 0.46 4.47 0.43 4.62 0.42 4.74 0.41 4.84 0.40 4.91 0.40 4.98 0.39 5.03 0.39 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.48 12.08 78.86 2.40 12.08 78.86 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.37 2.09 0.37 2.07 1 ROUTEPIPE( 61608)1 I IN= 2---> OUT= 1 I I DT= 5.0 min I PIPE Number - 1.00 Diameter (mm)= 900.00 Length (m)= 99.01 Slope (m/m)= 0.032 Manning n = 0.009 TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.05 .127E+01 0.0 1.95 0.84 0.09 .353E+01 0.1 3.05 0.54 0.14 .638E+01 0.3 3.92 0.42 0.26 0.29 0.32 0.34 0.37 0.40 0.43 0.46 0.49 0.52 0.55 .932E+01 .107E+02 .120E+02 .133E+02 .146E+02 .158E+02 .169E+02 .179E+02 .189E+02 .196E+02 .200E+02 INFLOW : ID= 2 ( 61108) OUTFLOW: ID= 1 ( 61607) 0.6 5.69 0.25 0.7 5.95 0.24 0.9 6.17 0.23 1.0 6.35 0.22 1.1 6.49 0.22 1.2 6.58 0.22 1.3 6.63 0.21 1.4 6.63 0.21 1.4 6.56 0.22 1.5 6.39 0.22 1.4 5.82 0.24 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 11.46 1.36 12.25 72.61 0.45 6.63 11.46 1.36 12.25 72.61 0.45 6.63 I ADD HYD ( 61906)1 I 1 + 2 = 3 ID1= 1 ( 61607): + ID2= 2 ( 61608): AREA (ha) 11.46 11.99 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.357 12.25 72.61 2.409 12.17 78.86 ID = 3 ( 61906): 23.45 3.765 12.17 75.81 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTEPIPE( 61606)1 I IN= 2---> OUT= 1 I I DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)= 900.00 Length (m)= 452.91 Slope (m/m)= 0.021 Manning n = 0.009 < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.05 .581E+01 0.0 1.58 4.77 0.09 .162E+02 0.1 2.47 3.06 0.14 .292E+02 0.2 3.18 2.37 0.19 .441E+02 0.4 3.78 2.00 0.24 .605E+02 0.6 4.30 1.76 0.28 .780E+02 0.8 4.76 1.59 0.33 .964E+02 1.1 5.16 1.46 0.38 .115E+03 1.4 5.51 1.37 0.43 .134E+03 1.7 5.82 1.30 0.47 .154E+03 2.1 6.09 1.24 0.52 .173E+03 2.4 6.31 1.20 0.57 .192E+03 2.8 6.50 1.16 0.62 .210E+03 3.1 6.64 1.14 0.66 .228E+03 3.4 6.74 1.12 0.71 .244E+03 3.7 6.79 1.11 0.76 .259E+03 3.9 6.79 1.11 0.81 .272E+03 4.0 6.71 1.12 0.85 .282E+03 4.1 6.54 1.15 0.90 .288E+03 3.8 5.96 1.27 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : OUTFLOW: INFLOW : ID= 2 ( 61906) 23.45 OUTFLOW: ID= 1 ( 61606) 23.45 3.77 12.17 75.81 3.80 12.17 75.81 0.73 6.79 0.74 6.79 CALIB STANDHYD ( 61113) Area (ha)= 1.43 ID= 1 DT= 5.0 min Total Imp(%)= 25.37 Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.36 1.06 Dep. Storage (mm)= 2.00 5.00 Average Slope (90= 5.50 2.00 Length (m)= 97.52 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= 147.82 125.92 over (min) 5.00 10.00 Storage Coeff. (min)= 1.29 (ii) 7.73 (ii) Unit Hyd. Tpeak (min)= 5.00 10.00 Unit Hyd. peak (cms)= 0.33 0.13 PEAK FLOW (cros)= 0.11 0.29 TIME TO PEAK (hrs)= 12.08 12.08 RUNOFF VOLUME (mm)= 118.77 78.98 TOTAL RAINFALL (mm)- 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.65 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. 18.73 *TOTALS* 0.404 (iii) 12.08 86.43 120.77 0.72 ROUTE CHN( 61506)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .605E+02 0.2 0.82 5.31 0.20 0.20 .137E+03 0.6 1.23 3.56 0.30 0.30 .229E+03 1.3 1.54 2.84 0.40 0.40 .336E+03 2.3 1.80 2.43 0.50 0.50 .460E+03 3.6 2.04 2.15 0.60 0.60 .599E+03 5.1 2.25 1.95 0.70 0.70 .754E+03 7.0 2.45 1.79 1.03 1.09 1.15 .961E+02 .998E+02 .102E+03 INFLOW : ID= 2 ( 61905) OUTFLOW: ID= 1 ( 61605) 4.4 4.48 4.5 4.36 4.1 3.97 <---- hydrograph AREA QPEAK TPEAK (ha) (cms) (hrs) 24.88 4.14 12.17 24.88 4.15 12.17 0.36 0.37 0.41 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 76.42 0.95 4.52 76.42 0.95 4.52 1 ADD HYD ( 61904)1 1+ 2= 3 ID1= 1 ( 61604): + ID2= 2 ( 61605): AREA (ha) 13.61 24.88 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.448 12.17 77.98 4.153 12.17 76.42 ID = 3 ( 61904): 38.49 6.601 12.17 76.97 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 61603)1 IN= 2---> OUT= 1 DT= 5.0 min I PIPE Number = 1.00 Diameter (mm)=1200.00 Length (m)= 294.57 Slope (m/m)= 0.034 Manning n = 0.013 TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.06 .672E+01 0.0 1.69 2.91 0.13 .187E+02 0.2 2.64 1.86 0.19 .338E+02 0.4 3.39 1.45 0.25 .510E+02 0.7 4.03 1.22 0.32 .700E+02 1.1 4.59 1.07 0.38 .902E+02 1.6 5.08 0.97 0.44 .111E+03 2.1 5.51 0.89 0.51 .133E+03 2.7 5.88 0.83 0.57 .155E+03 3.3 6.21 0.79 0.63 .178E+03 3.9 6.50 0.76 0.69 .200E+03 4.6 6.74 0.73 0.76 .222E+03 5.2 6.93 0.71 0.82 .243E+03 5.8 7.09 0.69 0.88 .263E+03 6.4 7.19 0.68 0.95 .282E+03 6.9 7.25 0.68 1.01 .299E+03 7.4 7.24 0.68 1.07 .314E+03 7.6 7.16 1.14 .326E+03 7.7 6.98 1.20 .333E+03 7.2 6.36 <---- hydrograph AREA QPEAK TPEAK (ha) (cms) (hrs) ID= 2 ( 61904) 38.49 6.60 12.17 ID= 1 ( 61603) 38.49 6.60 12.17 0.69 0.70 0.77 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 76.97 0.91 7.21 76.97 0.91 7.21 0.80 0.80 .925E+03 9.3 2.63 1.66 0.90 0.90 .111E+04 11.9 2.81 1.56 1.00 1.00 .131E+04 14.9 2.98 1.47 1.11 1.11 .157E+04 19.6 3.29 1.33 1.22 1.22 .186E+04 24.9 3.51 1.25 1.33 1.33 .219E+04 30.7 3.68 1.19 1.44 1.44 .256E+04 37.1 3.81 1.15 1.56 1.56 .297E+04 44.2 3.91 1.12 1.67 1.67 .342E+04 51.9 3.99 1.10 1.78 1.78 .390E+04 60.2 4.05 1.08 1.89 1.89 .443E+04 69.2 4.10 1.07 2.00 2.00 .499E+04 78.8 4.15 1.06 INFLOW : ID= 2 ( 61113) OUTFLOW: ID= 1 ( 61506) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 1.43 0.40 12.08 86.43 0.15 0.98 1.43 0.34 12.17 86.43 0.13 0.93 1 ADD HYD ( 61905) 1 1 + 2 ID1= 1 ( 61506): + ID2= 2 ( 61606): AREA (ha) 1.43 23.45 QPEAK TPEAK R.V.. (cms) (hrs) (mm) 0.345 12.17 86.43 3.798 12.17 75.81 ID = 3 ( 61905): 24.88 4.143 12.17 76.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTEPIPE( 61605)1 PIPE Number = 1.00 IN= 2---> OUT= 1 Diameter (mm)=1050.00 DT= 5.0 min Length (m)= 97.59 Slope (m/m)= 0.014 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1152.59 (mm)FOR FREE FLOW. THIS SIZE WAS. USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 4.14 (cms) TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.06 .205E+01 0.0 1.06 0.12 .571E+01 0.1 1.65 0.18 .103E+02 0.2 2.12 0.24 .156E+02 0.4 2.52 0.30 .214E+02 0.6 2.87 0.36 .276E+02 0.9 3.17 0.42 .341E+02 1.2 3.44 0.49 .407E+02 1.5 3.68 0.55 .475E+02 1.9 3.88 0.61 .543E+02 2.3 4.06 0.67 .611E+02 2.6 4.21 0.73 .678E+02 3.0 4.33 0.79 .742E+02 3.4 4.43 0.85 .804E+02 3.7 4.49 0.91 .862E+02 4.0 4.53 0.97 .915E+02 4.2 4.52 TRAV.TIME min 1.54 0.99 0.77 0.65 0.57 0.51 0.47 0.44 0.42 0.40 0.39 0.38 0.37 0.36 0.36 0.36 I STANDHYD ( 61106)1 Area (ha)= 23.13 1ID- 1 DT= 5.0 min 1 Total Imp(%)= 28.82 Dir. Conn.(%)= 21.79 Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 6.67 2.00 2.00 392.68 0.013 147.82 5.00 4.03 5.00 0.24 2.03 12.08 118.77 120.77 0.98 PERVIOUS (i) 16.46 5.74 2.00 40.00 0.250 117.29 15.00 (ii) 10.65 (ii) 15.00 0.09 3.51 12.17 72.32 120.77 0.60 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 77.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 5.115 (iii) 12.08 82.44 120.77 0.68 CALIB 1 STANDHYD ( 61114) Area (ha)= 2.14 110= 1 DT= 5.0 min 1 Total Imp(%)= 40.50 Dir. Conn.(%)= 28.62 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.87 2.00 2.00 119.44 0.013 147.82 5.00 1.97 5.00 0.31 0.25 12.08 118.77 120.77 0.98 PERVIOUS 1.27 6.01 2.00 40.00 0.250 Ci) 122.25 10.00 (ii) 8.49 (ii) 10.00 0.12 0.33 12.08 69.05 120.77 0.57 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 73.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.577 (iii) 12.08 83.28 120.77 0.69 1 CALIB OVERFLOW IS OFF RESERVOIR( 61401)1 IN= 2---> OUT= 1 1 DT= 5.0 min 1 INFLOW : ID= OUTFLOW: ID= OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.2268 0.0148 0.0055 0.0007 0.2403 0.0157 0.0354 0.0020 0.2530 0.0157 0.0868 0.0039 0.2651 0.0157 0.1175 0.0058 0.2767 0.0157 0.1417 0.0075 0.2878 0.0157 0.1623 0.0093 0.2985 0.0158 0.1806 0.0109 0.3047 0.0158 0.1972 0.0125 0.6000 0.0161 0.2125 0.0138 0.0000 0.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2 ( 61114) 2.140 0.577 12.08 83.28 1 ( 61401) 2.140 0.763 12.08 83.27 PEAK FLOW REDUCTION [Qout/Qin](O=132.30 TIME SHIFT OF PEAK FLOW (min)= 0.00 MAXIMUM STORAGE USED (ha.m.)= 0.0135 **** WARNING : HYDROGRAPH PEAK WAS NOT REDUCED. CHECK OUTFLOW/STORAGE TABLE OR REDUCE DT. ROUTE CHN( 61510)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION Distance Elevation 2.00 1.00 7.20 0.30 8.10 0.00 9.90 0.00 10.80 0.30 16.00 1.00 1.1) > Manning 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 0.05 .192E+02 0.1 0.59 5.56 0.10 0.10 .415E+02 0.2 0.90 3.66 0.15 0.15 .666E+02 0.4 1.14 2.89 0.20 0.20 .948E+02 0.6 1.34 2.46 0.25 0.25 .126E+03 1.0 1.51 2.17 0.30 0.30 .160E+03 1.4 1.67 1.96 0.35 0.35 .202E+03 1.9 1.89 1.74 0.41 0.41 .253E+03 2.6 2.04 1.61 0.46 0.46 .313E+03 3.4 2.14 1.53 0.52 0.52 .381E+03 4.3 2.22 1.48 0.57 0.57 .458E+03 5.3 2.27 1.45 0.62 0.62 .543E+03 6.3 2.31 1.42 0.68 0.68 .636E+03 7.5 2.34 1.40 0.73 0.73 .738E+03 8.9 2.37 1.39 0.78 0.78 .849E+03 10.3 2.39 1.38 0.84 0.84 .968E+03 11.8 2.41 1.36 0.89 0.89 .110E+04 13.5 2.43 1.35 0.95 0.95 .123E+04 15.3 2.45 1.34 1.00 1.00 .138E+04 17.2 2.47 1.33 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 190.32 0.0400 1.00 190.38 0.0400 2.00 190.14 0.0400 3.00 189.71 0.0400 /0.0400 Main Channel 4.00 189.22 0.0400 Main Channel 5.00 189.23 0.0400 Main Channel 6.00 189.31 0.0400 Main Channel 7.00 189.44 0.0400 Main Channel 8.00 189.57 0.0400 Main Channel 9.00 189.70 0.0400 /0.0400 Main Channel 10.75 189.79 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 189.28 .210E+02 0.1 0.87 5.41 0.12 189.34 .571E+02 0.3 1.33 3.52 0.18 189.40 .104E+03 0.6 1.72 2.73 0.24 189.46 .161E+03 1.2 2.04 2.30 0.30 189.52 .228E+03 1.9 2.32 2.02 0.36 189.58 .305E+03 2.8 2.58 1.82 0.43 189.64 .392E+03 3.9 2.83 1.66 0.49 189.70 .489E+03 5.3 3.05 1.54 0.55 189.76 .602E+03 7.3 3.41 1.38 0.61 189.83 .738E+03 9.7 3.70 1.27 0.67 189.89 .879E+03 12.5 4.01 1.17 0.73 189.95 .102E+04 15.7 4.33 1.08 0.79 190.01 .117E+04 19.2 4.63 1.01 0.86 190.07 .132E+04 23.1 4.93 0.95 0.92 190.14 .147E+04 27.2 5.23 0.90 0.98 190.20 .162E+04 31.7 5.50 0.85 1.04 190.26 .178E+04 36.5 5.77 0.81 1.10 190.32 .194E+04 41.6 6.03 0.78 1.16 190.38 .212E+04 46.8 6.22 0.75 INFLOW : ID= 2 ( 61801) OUTFLOW: ID= 1 ( 61504) AREA (ha) 6.27 6.27 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.24 12.17 79.17 0.24 12.17 79.17 <-pipe / channel-> MAX DEPTH MAX VEL 0 11 (1.23 0.11 1.22 1 ADD HYD ( 61903)1 1 + 2 = 3 ID1= 1 ( 61105): + ID2= 2 ( 61504): AREA (ha) 1.87 6.27 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.176 12.25 49.95 0.236 12.17 79.17 ID = 3 ( 61903): 8.14 0.405 12.25 72.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. INFLOW : ID= 2 ( 61401) OUTFLOW: ID= 1 ( 61510) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2.14 0.76 12.08 83.27 2.14 0.52 12.17 83.26 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.22 1.40 0.18 1.24 ADD HYD ( 61911)1 1 + 2 = 3 1D1= 1 ( 61106): + ID2= 2 ( 61510): AREA (ha) 23.13 2.14 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.115 12.08 82.44 0.523 12.17 83.26 ID = 3 ( 61911): 25.27 5.615 12.08 82.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 61911) 1 3 + 2 ID1= 3 ( 61911): + ID2= 2 ( 61603): AREA (ha) 25.27 38.49 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.615 12.08 82.51 6.603 12.17 76.97 ID = 1 ( 61911): 63.76 11.392 12.17 79.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 DIVERTHYD( 61801)1 1 IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 (cms) 0.00 0.08 0.08 0.09 0.10 0.12 0.12 0.13 0.15 + Flow 2 (cms) 0.00 0.21 0.42 0.93 2.00 3.58 4.68 5.98 6.86 + Flow 3 (cms) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AREA (ha) TOTAL HYD.(ID= 1): 63.76 + Flow 4 + (cms) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 QPEAK (cms) 11.39 Flow 5 = Total (cms) (cms) 0.00 0.00 0.00 0.29 0.00 0.50 0.00 1.02 0.00 2.10 0.00 3.70 0.00 4.81 0.00 6.11 0.00 7.00 TPEAK R.V. (hrs) (mm) 12.17 79.17 ID= 2 ( 2) ID= 4 ( 2) ID= 5 ( 2) ID= 6 ( 2) 6.27 57.49 0.00 0.00 0.00 0.24 11.15 0.00 0.00 0.00 12.17 12.17 0.00 0.00 0.00 79.17 79.17 0.00 0.00 0.00 1 ROUTE CHN( 61504)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 Distance Elevation Manning 0.00 188.39 0.0400 1.00 188.29 0.0400 2.00 188.18 0.0400 3.00 188.02 0.0400 4.00 187.90 0.0400 /0.0400 5.00 187.79 0.0400 6.00 187.60 0.0400 7.00 187.53 0.0400 8.00 187.61 0.0400 9.00 187.88 0.0400 /0.0400 10.00 188.06 0.0400 11.50 188.05 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.03 187.56 .152E+01 0.0 0.27 0.05 187.58 .606E+01 0.0 0.43 0.08 187.61 .136E+02 0.0 0.58 0.11 187.64 .232E+02 0.1 0.75 0.13 187.66 .338E+02 0.2 0.91 0.16 187.69 .456E+02 0.3 1.04 0.19 187.72 .584E+02 0.4 1.15 0.22 187.75 .724E+02 0.6 1.26 0.24 187.77 .874E+02 0.7 1.36 0.27 187.80 .104E+03 0.9 1.45 0.30 187.83 .121E+03 1.1 1.52 0.32 187.85 .140E+03 1.3 1.58 0.35 187.88 .161E+03 1.6 1.65 0.38 187.91 .184E+03 1.9 1.75 0.41 187.94 .209E+03 2.4 1.89 0.43 187.96 .236E+03 2.9 2.01 0.46 187.99 .265E+03 3.4 2.11 0.49 188.02 .296E+03 3.9 2.21 0.52 188.05 .328E+03 4.6 2.31 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel INFLOW : ID= 2 ( 61903) OUTFLOW: ID= 1 ( 61503) TRAV.TIME (min) 10.09 6.36 4.79 3.66 3.05 2.67 2.39 2.19 2.03 1.91 1.82 1.74 1.67 1.57 1.46 1.38 1.31 1.25 1.20 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 8.14 0.40 12.25 72.47 0.19 1.15 8.14 0.41 12.25 72.47 0.19 1.16 1 CALIB 1 NASHYD ( 61104) Area (ha)= ID= 1 DT= 5.0 min Ia U.H. Tp(h(mm)= rs)= 0.656 Unit Hyd Qpeak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 0.547 (i) 12.417 49.042 120.770 0.406 7.98 Curve Number (CN)= 63.0 7.27 # of Linear Res.(N)= 3.00 0.47 1 ROUTE CHN( 61503)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 DATA FOR SECTION ( 1.1) (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 61501)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 10.00 0.00 0.0350 Main channel 14.00 1.00 0.0350 /0.1000 Main channel 20.00 2.00 0.1000 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .324E+01 0.0 0.49 2.75 0.20 0.20 .130E+02 0.1 0.78 1.73 0.30 0.30 .291E+02 0.4 1.02 1.32 0.40 0.40 .518E+02 0.8 1.24 1.09 0.50 0.50 .809E+02 1.4 1.44 0.94 0.60 0.60 .117E+03 2.3 1.62 0.83 0.70 0.70 .159E+03 3.5 1.80 0.75 0.80 0.80 .207E+03 5.0 1.96 0.69 0.90 0.90 .262E+03 6.9 2.12 0.63 1.00 1.00 .324E+03 9.1 2.28 0.59 1.11 1.11 .402E+03 12.8 2.57 0.52 1.22 1.22 .492E+03 16.9 2.79 0.48 1.33 1.33 .594E+03 21.6 2.95 0.46 1.44 1.44 .707E+03 26.9 3.07 0.44 1.56 1.56 .833E+03 32.7 3.17 0.42 1.67 1.67 .971E+03 39.1 3.26 0.41 1.78 1.78 .112E+04 46.0 3.32 0.41 1.89 1.89 .128E+04 53.6 3.38 0.40 2.00 2.00 .146E+04 61.7 3.43 0.39 <---- hydrograph ----> <-pipe / channel-> AREA WEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 61104) 7.98 0.55 12.42 49.04 0.34 1.10 OUTFLOW: ID= 1 ( 61501) 7.98 0.55 12.42 49.04 0.34 1.10 ROUTEPIPE( 61602)1 PIPE Number - 1.00 IN= 2---> OUT= 1 1 Diameter (mm)=1500.00 DT= 5.0 min 1 Length (m)= 551.75 Slope (m/m)= 0.039 Manning n = 0.013 < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.08 .197E+02 0.1 2.10 4.38 0.16 .547E+02 0.3 3.28 2.81 0.24 .988E+02 0.8 4.22 2.18 0.32 ,149E+03 1.4 5.01 1.83 0.39 ,205E+03 2.1 5.70 1.61 0.47 .264E+03 3.0 6.31 1.46 0.55 .326E+03 4.0 6.84 1.34 0.63 .390E+03 5.2 7.31 1.26 0.71 .455E+03 6.4 7.72 1.19 0.79 .520E+03 7.6 8.08 1.14 0.87 .585E+03 8.9 8.37 1.10 1.56 1.56 .242E+04 95.8 8.48 0.42 1.67 1.67 .278E+04 112.4 8.65 0.41 1.78 1.78 .318E+04 130.4 8.78 0.41 1.89 1.89 .360E+04 149.9 8.90 0.40 2.00 2.00 .406E+04 170.8 8.99 0.40 INFLOW : ID= 2 ( 61111) OUTFLOW: ID= 1 ( 61509) <---- hydrograph ----> <-pipe / channel-> AREA WEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 1.90 0.44 12.08 73.08 0.10 1.80 1.90 0.41 12.17 73.08 0.10 1.79 CALIB NASHYD ( 61115)11 Area (ha)= 0.53 Curve Number (CN)- 51.0 ID= 1 DT= 5.0 min I Ia (mm)= 8.08 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.13 Unit Hyd Qpeak (cms)= 0.157 PEAK FLOW (cms)- 0.061 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 35.245 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.292 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. STLIB 1 ANDHYD ( 61112)1 Area (ha)= 2.39 ID= 1 DT= 5.0 min 1 Total Imp(%)= 28.64 Dir. Conn.(%)= 24.20 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.68 1.70 Dep. storage (mm)= 2.00 5.75 Average Slope (%)= 8.00 2.00 Length (m)= 126,20 40.00 Mannings n = 0.013 0.250 Max.Eff.inten.(mm/hr)= over (min) Storage coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 77.54 5.00 10.00 1.35 (ii) 9.16 (ii) 5.00 10.00 0.33 0.12 0.24 12.08 118.77 120.77 0.98 0.26 12.08 49.61 120.77 0.41 ***** WARNING: STORAGE COEFF, IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 61.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.498 (iii) 12.08 66.35 120.77 0.55 0.95 .649E+03 10.1 8.62 1.07 1.03 .711E+03 11.3 8.81 1.04 1.11 .770E+03 12.5 8.94 1.03 1.18 .826E+03 13.5 9.01 1.02 1.26 .876E+03 14.3 9.00 1.02 1.34 .920E+03 14.9 8.90 1.03 1.42 .955E+03 15.0 8.67 1.06 1.50 .975E+03 14.0 7.91 1.16 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 61801) 57.49 11.15 12.17 79.17 1.01 8.78. OUTFLOW: ID= 1 ( 61602) 57.49 11.53 12.17 79.17 1.04 8.83 CALIB NASHYD ( 61111) Area (ha)= 1.90 curve Number (cN)= 79.0 11D= 1 DT= 5.0 min Ia (mm)= 4.53 # of Linear Res.(N)= 3.00 U.H, Tp(hrs)= 0.15 Unit Hyd Qpeak (cms)- 0.490 PEAK FLOW (cms)= 0.435 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 73.082 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.605 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 61509)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 main channel 11.00 0.00 0.0350 main channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu,m.) (cms) (m/s) (min) 0,10 0.10 .492E+02 0.4 1.79 1.99 0.20 0.20 .111E+03 1.4 2.67 1.34 0.30 0.30 .186E+03 2.9 3.34 1.07 0.40 0.40 .274E+03 5.0 3.91 0.91 0.50 0.50 .374E+03 7.7 4.41 0.81 0.60 0.60 .488E+03 11.1 4.88 0.73 0.70 0.70 .614E+03 15.2 5.31 0.67 0.80 0.80 .753E+03 20.1 5.71 0.62 0.90 0.90 .905E+03 25.8 6.10 0.58 1.00 1.00 .107E+04 32.3 6.46 0.55 1.11 1.11 .128E+04 42.5 7.13 0.50 1.22 1.22 .151E+04 53.9 7.62 0.47 1.33 1.33 .178E+04 66.5 7.98 0.45 1.44 1.44 .208E+04 80.5 8.26 0.43 1 ADD HYD ( 61907)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) (cms rsID1= 1 ( 61112): 2.39 0.498) 12.08) 66.35) + ID2= 2 ( 61115): 0.53 0.061 12.08 35.25 ---------------------------------------------------- ID = 3 ( 61907): 2.92 0.560 12.08 60.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 61907) 1 3 + 2 = 1 AREA QPEAK TPEAK R.V. 1D1= 3 ( 61907): 2.92 0.560) 12.08cms rs) 60.68) + ID2= 2 ( 61509): 1.90 0.414 12.17 73.08 ID = 1 ( 61907): 4.82 0.951 12.08 65.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 61508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 191.67 0.0400 1.00 191.69 0.0400 2.00 191.72 0.0400 3.00 191.74 0.0400 /0.0200 Main Channel 4.00 191.38 0.0200 Main Channel 5.00 191.01 0.0200 Main Channel 6.00 191.24 0.0200 Main Channel 7.00 192.05 0.0200 /0.0400 Main Channel 8.00 192.72 0.0400 9.00 192.88 0.0400 10.00 192.76 0.0400 11.00 192.74 0.0400 12.00 192.74 0.0400 13.00 192.76 0.0400 14.25 192.77 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu,m.) (cms) (m/s) (min) 0,09 191.10 .185E+01 0.0 1.12 0.92 0.18 191.20 .742E+01 0.2 1.78 0.58 0.27 191.29 .165E+02 0.6 2.42 0.43 0.37 191.38 .278E+02 1.3 3.01 0.34 0.46 191.47 .411E+02 2.3 3.51 0.29 0.55 191.56 .565E+02 3.6 3.95 0.26 0.64 191.65 .739E+02 5.2 4.35 0.24 0.73 191.74 .100E+03 7.2 4.43 0.23 0.83 191.85 .143E+03 10.6 4.59 0.23 0.94 191.95 .187E+03 14.8 4.90 0.21 1.04 192.05 .232E+03 19.6 5.26 0.20 1.14 192.16 .277E+03 25.6 5.73 0.18 1.25 192.26 .324E+03 32.2 6.17 0.17 1.35 192.36 .371E+03 39.4 6.59 0.16 1.45 1.56 1.66 1.77 1.87 192.47 192.57 192.67 192.78 192.88 .420E+03 .469E+03 .519E+03 .578E+03 .664E+03 47.3 55.8 64.9 74.2 85.3 7.00 7.38 7.75 7.97 7.96 0.15 0.14 0.13 0.13 0.13 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20%. YOU SHOULD CONSIDER SPLITTING THE AREA. INFLOW : ID= 2 ( 61907) OUTFLOW: ID= 1 ( 61508) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 4.82 0.95 12.08 65.56 4.82 0.93 12.08 65.56 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.31 2.65 0.31 2.63 1 DIVERTHYD( 10801)1 IN= 1 # OUT= 5 I Outflow / Inflow Relationships Flow 1 + (cms) 0.00 0.01 0.06 0.08 0.22 0.41 0.47 Flow 2 + Flow 3 + (cms) (cms) 0.00 0.00 0.01 0.00 0.03 0.00 0.04 0.00 0.14 0.00 0.28 0.00 0.35 0.00 TOTAL HYD.(ID= 1): AREA (ha) 4.82 Flow 4 + Flow 5 = Total (cms) (cms) (cms) 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.09 0.00 0.00 0.12 0.00 0.00 0.37 0.00 0.00 0.69 0.00 0.00 0.81 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.93 12.08 65.56 ID= 2 ( 2) ID= 3 ( 2) ID= 4 ( 2) ID= 5 ( 2) ID= 6 ( 2) . 3.07 1.75 0.00 0.00 0.00 0.53 0.40 0.00 0.00 0.00 12.08 12.08 0.00 0.00 0.00 65.56 65.56 0.00 0.00 0.00 CALIB STANDHYD ( 61116) Area ID= 1 DT= 5.0 min Total Surface Area (ha)= Dep. Storage (mm) - Average Slope (�= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = (ha)= 0.55 Imp( = 21.69 Dir. Conn.(%)= IMPERVIOUS 0.12 2.00 1.00 60.50 0.013 147.82 5.00 1.62 5.00 0.32 0.03 12.08 118.77 120.77 0.98 PERVIOUS (i) 0.43 6.66 2.00 40.00 0.250 45.70 15.00 (ii) 11.27 (ii) 15.00 0.09 0.03 12.17 29.12 120.77 0.24 14.99 *TOTALS* 0.062 (iii) 12.08 42.55 120.77 0.35 INFLOW : ID= 2 ( 61912) OUTFLOW: ID= 1 ( 61502) (ha) (cms) (hrs) (mm) 2.30 0.46 12.08 60.07 2.30 0.43 12.17 60.04 (m) 0.22 0.21 (m/s) 1.13 1.10 CALIB STANDHYD ( 61102) Area (ha)= 1.03 ID= 1 DT= 5.0 min Total Imp(%)= 24.50 Dir. Conn.(%)= Surface Area Dep. Storage Average Slope Length Mannings n (ha) - (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.25 2.00 1.00 82.79 0.013 147.82 5.00 1.95 5.00 0.31 0.07 12.08 118.77 120.77 0.98 PERVIOUS (1) 0.78 5.00 2.00 40.00 0.250 60.54 15.00 (ii) 10.58 (ii) 15.00 0.09 0.08 12.17 37.90 120.77 0.31 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 16.92 *TOTALS* 0.142 (iii) 12.08 51.57 120.77 0.43 CALIB 1 STANDHYD ( 61103)1 Area (ha)= 3.83 ID= 1 DT= 5.0 min Total Imp( - 30.78 Dir. Conn.(%)= Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)_ (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= IMPERVIOUS PERVIOUS (i) 1.18 2.65 2.00 6.70 1.00 2.00 159.82 40.00 0.013 0.250 147.82 5.00 2.89 5.00 0.28 0.39 12.08 118.77 120.77 62.69 15.00 (ii) 11.40 (ii) 15.00 0.09 0.28 12.17 39.61 120.77 25.14 *TOTALS* 0.633 (iii) 12.08 59.51 120.77 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 41.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 61912)1 1 + 2 = 3 ID1= 1 ( 10801): + ID2= 2 ( 61116): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1.75 0.397 12.08 65.56 0.55 0.062 12.08 42.55 ID = 3 ( 61912): 2.30 0.459 12.08 60.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 61502)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 186.82 0.0400 1.00 186.62 0.0400 2.00 186.46 0.0400 /0.0400 3.00 186.27 0.0400 4.00 186.26 0.0400 5.00 186.55 0.0400 /0.0400 6.00 186.67 0.0400 7.50 186.68 0.0400 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m (cms) (m/s) 0.02 186.28 .323E+0.) 1 0.0 0.22 0.04 186.30 .931E+01 0.0 0.41 0.07 186.32 .164E+02 0.0 0.54 0.09 186.34 .245E+02 0.1 0.65 0.11 186.37 .336E+02 0.1 0.74 0.13 186.39 .437E+02 0.2 0.83 0.16 186.41 .548E+02 0.2 0.90 0.18 186.43 .669E+02 0.3 0.98 0.20 186.46 .801E+02 0.4 1.04 0.22 186.48 .947E+02 0.5 1.14 0.25 186.50 .110E+03 0.6 1.22 0.27 186.52 .127E+03 0.7 1.30 0.29 186.55 .145E+03 0.9 1.37 0.31 186.57 .165E+03 1.0 1.45 0.34 186.59 .186E+03 1.2 1.53 0.36 186.62 .208E+03 1.5 1.59 0.38 186.64 .233E+03 1.7 1.66 0.41 186.66 .259E+03 1.9 1.72 0.43 186.69 .288E+03 2.2 1.75 Main Channel Main Channel Main Channel Main Channel TRAV.TIME (min) 16.96 9.37 7.07 5.89 5.14 4.61 4.22 3.90 3.65 3.34 3.12 2.93 2.79 2.62 2.49 2.39 2.30 2.22 2.17 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL RUNOFF COEFFICIENT = 0.98 0.33 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.49 IADDD HYD ( 61902)= 3 1 ID1= 1 ( 61102): + ID2= 2 ( 61103): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1.03 0.142 12.08 51.57 3.83 0.633 12.08 59.51 ID = 3 ( 61902): 4.86 0.774 12.08 57.83 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 61902)1 3 + 2 = 1 ID1= 3 ( 61902): + ID2= 2 ( 61501): AREA QPEAK TPEAK R.V.. (ha) (cms) (hrs) (mm) 4.86 0.774 12.08 57.83 7.98 0.547 12.42 49.04 ID = 1 ( 61902): 12.84 1.037 12.08 52.37 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD 2 ( 61902) 1 D + AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 61902): 12.84 1.037 12.08 52.37 + 102= 2 ( 61502): 2.30 0.427 12.17 60.04 --------------------------------- ID = 3 ( 61902): 15.14 1.445 12.08 53.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 61902)1 3 + 2 = 1 ID1= 3 ( 61902): + ID2= 2 ( 61503): AREA (ha) 15.14 8.14 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.445 12.08 53.53 0.413 12.25 72.47 ID = 1 ( 61902): 23.29 1.717 12.08 60.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD 2 ( 61902) 1 D + AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 61902): 23.29 1.717 12.08 60.15 + ID2= 2 ( 61602): 57.49 11.528 12.17 79.17 ID = 3 ( 61902): 80.77 13.192 12.17 73.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. Unit Hyd. Tpeak (min)= 5.00 15.00 Unit Hyd. peak (cms)= 0.31 0.09 PEAK FLOW (cms)= 0.14 0.09 TIME TO PEAK (hrs)= 12.08 12.17 RUNOFF VOLUME (mm)= 118.77 43.70 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.98 0.36 *TOTALS* 0.218 (iii) 12.08 67.77 120.77 0.56 ROUTEPIPE( 61601)1 PIPE Number = 1.00 IN= 2---> OUT= 1 1 Diameter (mm)= 900.00 DT= 5.0 min 1 Length (m)= 98.09 Slope (m/m)= 0.046 Manning n = 0.024 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1791.70 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 13.19 (cms) TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) 0.09 .499E+01 0.19 .139E+02 0.28 .251E+02 0.38 .379E+02 0.47 .520E+02 0.57 .670E+02 0.66 .827E+02 0.75 .989E+02 0.85 .115E+03 0.94 .132E+03 1.04 .148E+03 1.13 .165E+03 1.23 .180E+03 1.32 .195E+03 1.41 .209E+03 1.51 .222E+03 1.60 .233E+03 1.70 .242E+03 1.79 .247E+03 INFLOW : ID= OUTFLOW: ID= TRAV.TIME (cms) (m/s) min 0.1 1.39 1.18 0.3 2.17 0.75 0.7 2.79 0.59 1.3 3.32 0.49 2.0 3.78 0.43 2.9 4.18 0.39 3.8 4.53 0.36 4.9 4.84 0.34 6.0 5.11 0.32 7.2 5.35 0.31 8.4 5.55 0.29 9.6 5.71 0.29 10.7 5.83 0.28 11.8 5.92 0.28 12.7 5.96 0.27 13.5 5.96 0.27 14.0 5.90 0.28 14.2 5.74 0.28 13.2 5.24 0.31 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 2 ( 61902) 80.77 13.19 12.17 73.68 1.47 5.96 1 ( 61601) 80.77 13.28 12.17 73.68 1.48 5.96 1 SALIB TANDHYD ( 61101)1 Area (ha)= 1.10 ID= 1 DT= 5.0 min 1 Total Imp(%)= 32.92 Dir. Conn.(!= 32.08 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= IMPERVIOUS 0.36 2.00 1.00 85.61 0.013 147.82 5.00 1.99 (ii) PERVIOUS (i) 0.74 9.06 2.00 40.00 0.250 65.75 15.00 10.34 (ii) 0.28 .183E+03 0.6 0.35 .252E+03 0.9 0.41 .324E+03 1.3 0.48 .400E+03 1.7 0.55 .479E+03 2.2 0.62 .559E+03 2.7 0.69 .639E+03 3.2 0.76 .719E+03 3.7 0.83 .797E+03 4.3 0.90 .873E+03 4.8 0.97 .946E+03 5.2 1.04 .101E+04 5.7 1.11 .108E+04 6.0 1.17 .113E+04 6.2 1.24 .117E+04 6.3 1.31 .120E+04 5.9 2.75 3.13 3.46 3.75 4.01 4.23 4.43 4.59 4.72 4.83 4.90 4.94 4.93 4.88 4.75 4.33 5.37 4.72 4.27 3.93 3.68 3.49 3.33 3.22 3.12 3.06 3.01 2.99 2.99 3.02 3.10 3.41 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10110) 35.01 5.86 12.17 76.89 1.08 4.93 OUTFLOW: ID= 1 ( 10602) 35.01 5.86 12.17 76.89 1.08 4.93 1 ROUTE CHN( 10507)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 208.35 0.0400 1.00 208.34 0.0400 2.00 208.34 0.0400 3.00 208.33 0.0400 /0.0200 4.00 208.24 0.0200 5.00 208.15 0.0200 6.00 208.03 0.0200 7.00 207.90 0.0200 8.00 207.77 0.0200 9.00 207.65 0.0200 10.00 207.55 0.0200 11.00 207.60 0.0200 12.00 208.01 0.0200 13.00 208.54 0.0200 14.00 208.88 0.0200 15.00 208.98 0.0200 /0.0400 16.00 208.98 0.0400 17.00 208.96 0.0400 18.00 208.95 0.0400 19.50 208.96 0.0400 Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.07 207.62 .119E+02 0.1 0.93 3.01 0.14 207.69 .376E+02 0.3 1.55 1.81 0.21 207.76 .729E+02 0.9 2.01 1.40 0.29 207.83 .117E+03 1.7 2.42 1.16 0.36 207.90 .170E+03 2.8 2.79 1.01 0.43 207.98 .232E+03 4.3 3.11 0.91 0.50 208.05 .302E+03 6.1 3.41 0.83 0.57 208.12 .381E+03 8.3 3.68 0.76 0.64 208.19 .470E+03 10.9 3.93 0.72 ***** WARNING: STORAGE COEFF. IS. SMALLER THAN TIME STEP! (1) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 59.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 61901)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 61101): 1.10 0.218 12.08 67.77 + ID2= 2 ( 61601): 80.77 13.278 12.17 73.68 ---------------------------------------------------- ID = 3 ( 61901): 81.87 13.391 12.17 73.61 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB 1 NASITYD ( 10110) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 35.01 Curve Number (CN)= 83.0 6.79 # of Linear Res.(N)= 2.00 0.18 Unit Hyd Qpeak (cms)= 5.021 PEAK FLOW (cms)= 5.857 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 76.890 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.637 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 10602)1 IN= 2---> OUT= 1 DT= 5.0 min PIPE Number = 1.00 Diameter (mm)= 900.00 Length (m)= 885.31 Slope (m/m)= 0.014 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 1312.34 (non)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 5.86 (cms) TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.07 .242E+02 0.0 1.15 12.82 0.14 .672E+02 0.1 1.80 8.22 0.21 .121E+03 0.3 2.31 6.39 0.71 0.79 0.87 0.95 1.03 1.11 1.19 1.27 1.35 1.43 INFLOW : OUTFLOW: 208.26 208.33 208.41 208.49 208.58 208.66 208.74 208.82 208.90 208.98 .569E+03 .679E+03 .849E+03 .103E+04 .120E+04 .138E+04 .157E+04 .176E+04 .195E+04 .216E+04 14.0 4.15 0.68 17.5 4.36 0.64 23.5 4.67 0.60 30.3 5.00 0.56 37.9 5.32 0.53 46.2 5.63 0.50 55.2 5.93 0.47 64.9 6.24 0.45 74.8 6.49 0.43 83.8 6.55 0.43 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL ID= 2 ( 10602) 35.01 (cms)58 (hrs)21 76.89 0.49 (3.36 ID= 1 ( 10507) 35.01 5.85 12.17 76.89 0.49 3.36 CALIB STANDHYD ( 10112) Area (ha)= 3.60 IID= 1 DT= 5.0 min Total Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = Imp(%)= 22.47 Dir. Conn.(%)= 14.91 IMPERVIOUS 0.81 2.00 3.30 154.87 0.013 147.82 5.00 1.99 5.00 0.31 0.22 12.08 118.77 120.77 0.98 PERVIOUS (i) 2.79 5.19 2.00 40.00 0.250 129.53 10.00 (ii) 8.35 (ii) 10.00 0.12 0.77 12.08 80.70 120.77 0.67 * WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 1a = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.993 (iii) 12.08 86.38 120.77 0.72 1 RESERVOIR( 10402)1 IN= 2---> OUT= 1 1 DT= 5.0 min 1 OVERFLOW IS OFF OUTFLOW STORAGE (cms) (ha.m.) 0.0000 0.0000 0.0023 0.0002 0.0082 0.0007 0.0277 0.0027 OUTFLOW (cms) 0.0733 0.0784 0.0832 0.0877 STORAGE (ha.m.) 0.0192 0.0217 0.0240 0.0261 0.0392 0.0054 I 0.0919 0.0278 0.0480 0.0082 I 0.0960 0.0291 0.0554 0.0110 I 0.1000 0.0296 0.0620 0.0139 I 0.1037 0.0297 0.0679 0.0166 I 0.0000 0.0000 + ID2= 2 ( 10601): 3.60 0.835 12.17 86.37 ID = 3 ( 10907): 38.61 6.687 12.17 77.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. AREA QPEAK TPEAK R.V. a) INFLOW : ID= 2 ( 10112) 3.598 (c 0.993 ms (.12rs.08 (8m6.38 OUTFLOW: ID= 1 ( 10402) 3.598 0.844 12.17 86.38 PEAK FLOW REDUCTION [QOUt/Qin](%)= 85.02 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.0509 ROUTEPIPE( 10601)1 PIPE Number - 1.00 IN= 2---> OUT= 1 Diameter (mm)= 525.00 DT= 5.0 min Length (m)= 56.46 Slope (m/m)= 0.005 Manning n = 0.009 *** WARNING: MINIMUM PIPE SIZE REQUIRED = 670.77 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.84 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.04 .402E+00 0.0 0.63 1.48 0.07 .112E+01 0.0 0.99 0.95 0.11 .202E+01 0.0 1.28 0.74 0.14 .306E+01 0.1 1.52 0.62 0.18 .419E+01 0.1 1.72 0.55 0.21 .540E+01 0.2 1.91 0.49 0.25 .667E+01 0.2 2.07 0.45 0.28 .798E+01 0.3 2.21 0.43 0.32 .931E+01 0.4 2.34 0.40 0.35 .106E+02 0.5 2.44 0.39 0.39 .120E+02 0.5 2.53 0.37 0.42 .133E+02 0.6 2.61 0.36 0.46 .145E+02 0.7 2.66 0.35 0.49 .158E+02 0.8 2.70 0.35 0.53 .169E+02 0.8 2.72 0.35 0.56 .179E+02 0.9 2.72 0.35 0.60 ,188E+02 0.9 2.69 0.35 0.64 .196E+02 0.9 2.62 0.36 0.67 .200E+02 0.8 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V, MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10402) 3.60 0.84 12.17 86.38 0.55 2.72 OUTFLOW: ID= 1 ( 10601) 3.60 0.83 12.17 86.37 0.55 2.72 ADD HYD ( 10907)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10507): 35.01 5.852 12.17 76.89 NASHYD ( 10108)1 Area (ha)= 1.44 Curve Number (CN)- 83.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 4.60 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.12 Unit Hyd Qpeak (cms)= 0.478 PEAK FLOW (cms)- 0.410 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 78.987 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.654 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I STANDHYD ( 10109)1 Area (ha)= 4.79 ID= 1 DT= 5.0 min Total Imp(%)= 29.43 Dir. Conn.(%)= 21.14 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.41 3.38 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1,00 2.00 Length (m)= 178.63 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)- RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 132.67 5.00 10.00 3.09 (ii) 9.40 (ii) 5.00 10.00 0.27 0.12 0.41 12.08 118.77 120.77 0.98 0.92 12.08 81.38 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS''` 1.331 (iii) 12.08 89.28 120.77 0.74 IADD HYD ( 10909)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10108): 1.44 0.410 12.08 78.99 + ID2= 2 ( 10109): 4.79 1.331 12.08 89.28 ROUTE CHN( 10506) IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 208.35 0.0400 1.00 208.34 0.0400 2.00 208.34 0.0400 3.00 208.33 0.0400 /0.0200 Main Channel 4.00 208.24 0.0200 Main Channel 5.00 208.15 0.0200 Main Channel 6.00 208.03 0.0200 Main Channel 7.00 207.90 0.0200 Main Channel 8.00 207.77 0.0200 Main Channel 9.00 207.65 0.0200 Main Channel 10.00 207.55 0.0200 Main Channel 11.00 207.60 0.0200 Main Channel 12.00 208.01 0.0200 Main Channel 13.00 208.54 0.0200 Main Channel 14.00 208.88 0.0200 Main Channel 15.00 208.98 0.0200 /0.0400 Main Channel 16.00 208.98 0.0400 17.00 208.96 0.0400 18.00 208.95 0.0400 19.50 208.96 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.07 207.62 .138E+02 0.1 1.11 2.96 0.14 207.69 .438E+02 0.4 1.84 1.78 0.21 207.76 .849E+02 1.0 2.38 1.38 0.29 207.83 .137E+03 2.0 2.87 1.14 0.36 207.90 .198E+03 3.3 3.30 0.99 0.43 207.98 .270E+03 5.0 3.67 0.89 0.50 208.05 .351E+03 7.2 4.03 0.81 0.57 208.12 .444E+03 9.8 4.36 0.75 0.64 208.19 .547E+03 12.9 4.65 0.70 0.71 208.26 .662E+03 16.5 4.91 0.67 0.79 208.33 .790E+03 20.8 5.16 0.63 0.87 208.41 .989E+03 27.8 5.53 0.59 0.95 208.49 .119E+04 35.9 5.91 0.55 1.03 208.58 .140E+04 44.9 6.29 0.52 1.11 208.66 .161E+04 54.6 6.66 0.49 1.19 208.74 .183E+04 65.3 7.02 0.47 1.27 208.82 .204E+04 76.8 7.38 0.44 1.35 208.90 .227E+04 88.5 7.67 0.43 1.43 208.98 .251E+04 99.2 7.75 0.42 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10907) 38.61 6.69 12.17 77.77 0.48 3.94 OUTFLOW: ID= 1 ( 10506) 38.61 6.68 12.17 77.77 0.48 3.93 RESERVOIR( 10401)1 IN= 2---> OUT= 1 II DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE 1 OUTFLOW STORAGE (cms) (ha.m.) I (cms) (ha.m.) 0.0000 0.0000 0.3296 0.0821 0.1183 0.0080 0.3425 0.0919 0.1766 0.0174 0.4204 0.1023 0.2200 0.0284 0.4804 0.1133 0.2562 0.0413 0.5250 0.1250 0.2878 0.0560 0.8344 0.1373 0.3024 0.0641 1.3941 0.1503 0.3163 0.0728 2.1469 0.1640 INFLOW : ID= 2 ( 10909) OUTFLOW: ID= 1 ( 10401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6.226 1.741 12.08 86.90 6.226 0.853 12.25 86.90 PEAK FLOW REDUCTION [Qout/Qin](%)= 49.00 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= 0.1383 1 ROUTE CHN( 10505)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 0.67 0.1000 2.00 0.33 0.1000 /0.0350 Main Channel 3.33 0.00 0.0350 Main Channel 4.67 0.33 0.0350 /0.1000 Main Channel 6.67 0.67 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 0.03 .173E+01 0.0 0.35 18.35 0.07 0.07 .691E+01 0.0 0.56 11.56 0.10 0.10 .155E+02 0.0 0.74 8.82 0.13 0.13 .276E+02 0.1 0.89 7.28 0.17 0.17 .432E+02 0.1 1.03 6.27 0.20 0.20 .622E+02 0.2 1.17 5.56 0.23 0.23 .847E+02 0.3 1.29 5.01 0.27 0.27 .111E+03 0.4 1.41 4.59 0.30 0.30 .140E+03 0.6 1.53 4.24 0.33 0.33 .173E+03 0.7 1.64 3.95 0.37 0.37 .214E+03 1.0 1.85 3.51 0.41 0.41 .263E+03 1.4 2.01 3.23 0.44 0.44 .317E+03 1.7 2.12 3.05 0.48 0.48 .378E+03 2.2 2.22 2.93 0.52 0.52 .446E+03 2.6 2.29 2.84 0.56 0.56 .519E+03 3.1 2.35 2.76 0.59 0.59 .600E+03 3.7 2.39 2.71 0.63 0.63 .686E+03 4.3 2.44 2.66 0.67 0.67 .779E+03 5.0 2.47 2.62 <---- hydrograph ----> <-pipe / channel -> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 6.23 0.85 12.25 86.90 0.35 1.72 6.23 0.80 12.33 86.89 0.34 1.69 ID = 3 ( 10909): 6.23 1.741 12.08 86.90 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. INFLOW : ID= 2 ( 10401) OUTFLOW:. ID= 1 ( 10505) CALIB NASHYD ( 10107)1 Area (ha)= 1.63 Curve Number (CN)= 79.0 ID= 1 DT= 5.0 min I Ia (mm)= 5.08 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.37 Unit Hyd Qpeak (cms)- 0.166 PEAK FLOW (cms)= 0.202 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 73.041 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.605 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 10106) Area (ha)= 9.97 ID= 1 DT= 5.0 min Total Imp(%)= 36.37 Dir. Conn.(%)= 30.92 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 3.63 6.35 Dep. Storage (mm)= 2.00 5.23 Average Slope (%)= 1.50 2.00 Length (m)= 257.84 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms). PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm). RUNOFF COEFFICIENT = 147.82 125.28 5.00 10.00 3.42 (ii) 9.86 (ii) 5.00 10.00 0.26 0.11 1.25 12.08 118.77 120.77 0.98 1.59 12.08 78.71 120.77 0.65 *''`*** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 2.843 (iii) 12.08 91.09 120.77 0.75 1 ADD HYD ( 10905)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. a cms rs mm ID1= 1 ( 10106): 9.97 2.843) 12.08) 91.09) + ID2= 2 ( 10107): 1.63 0.202 12.33 73.04 ID = 3 ( 10905): 11.60 2.978 12.08 88.56 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. 6.00 199.41 .151E+05 401.4 7.05 0.63 6.63 200.03 .187E+05 500.5 7.12 0.62 7.25 200.65 .229E+05 613.8 7.11 0.62 7.87 201.28 .280E+05 747.9 7.10 0.62 8.49 201.90 .340E+05 901.9 7.03 0.63 9.11 202.52 .412E+05 1089.6 7.01 0.63 9.73 203.14 .496E+05 1315.0 7.04 0.63 10.35 203.76 .591E+05 1572.8 7.06 0.63 10.98 204.38 .702E+05 1865.0 7.05 0.63 11.60 205.00 .825E+05 2243.4 7.21 0.61 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10905) 56.43 9.25 12.17 81.00 1.01 3.96 OUTFLOW: ID= 1 ( 10504) 56.43 9.70 12.17 81.00 1.04 4.10 CALIB NASHYD ( 10105) Area (ha)= 6.71 Curve Number (CN)= 61.0 ID= 1 DT= 5.0 min Ia (mm)= 7.50 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.40 Unit Hyd Qpeak (cms)= 0.649 PEAK FLOW (cms)= 0.490 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 46.534 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.385 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 10904)1 1 + 2 = 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10105): 6.71 0.490 12.33 46.53 + ID2= 2 ( 10504): 56.43 9.703 12.17 81.00 ID = 3 ( 10904): 63.15 10.104 12.17 77.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 10503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 7.08 185.33 0.0600 10.93 185.16 0.0600 20.46 185.26 0.0600 22.59 185.09 0.0600 27.58 185.10 0.0600 30.92 184.93 0.0600 33.85 185.19 0.0600 46.20 185.11 0.0600 /0.0350 Main Channel 46.74 184.80 0.0350 Main Channel I ADD HYD ( 10905)1 I 3+ 2 1 I AREA QPEAK TPEAK R.V. a) ID1= 3 ( 10905): 11.60 978) 12.08ems rs) 88.56) + ID2= 2 ( 10505): 6.23 0.803 12.33 86.89 ID = 1 ( 10905): 17.82 3.296 12.08 87.98 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 10905) I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10905): 17.82 3.296 12.08 87.98 + ID2= 2 ( 10506): 38.61 6.681 12.17 77.77 ID = 3 ( 10905): 56.43 9.249 12.17 81.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 10504)1 IN= 2---> OUT= 1 Routing time step (min)'- 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 205.63 0.1000 8.24 205.71 0.1000 16.12 203.81 0.1000 24.62 201.00 0.1000 33.85 193.82 0.1000 /0.0350 Main Channel 34.55 193.41 0.0350 Main Channel 35.84 193.82 0.0350 /0.1000 Main Channel 37.28 194.44 0.1000 38.98 195.75 0.1000 40.40 196.81 0.1000 42.42 198.29 0.1000 45.87 199.28 0.1000 48.84 199.98 0.1000 57.83 201.37 0.1000 75.82 203.56 0.1000 84.81 204.27 0.1000 95.09 206.12 0.1000 101.51 207.71 0.1000 105.12 208.61 0.1000 109.55 209.21 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (mis) (min) 0.41 193.82 .109E+03 0.9 2.14 2.06 1.03 194.44 .621E+03 9.6 4.10 1.08 1.65 195.06 .145E+04 26.8 4.89 0.90 2.28 195.68 .255E+04 52.2 5.45 0.81 2.90 196.30 .391E+04 86.4 5.87 0.75 3.52 196.93 .554E+04 129.7 6.22 0.71 4.14 197.55 .744E+04 182.7 6.52 0.68 4.76 198.17 .961E+04 246.0 6.80 0.65 5.38 198.79 .121E+05 316.9 6.94 0.64 47.36 184.73 0.0350 48.16 184.61 0.0350 48.82 185.11 0.0350 /0.0600 50.99 185.96 0.0600 52.64 185.54 0.0600 57.85 185.50 0.0600 59.40 185.56 0.0600 65.74 185.51 0.0600 69.81 185.59 0.0600 71.76 185.78 0.0600 83.35 185.73 0.0600 Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 184.67 .475E+00 0.0 0.37 1.35 0.12 184.74 .190E+01 0.0 0.58 0.85 0.19 184.80 .436E+01 0.1 0.75 0.66 0.25 184.86 .761E+01 0.3 0.99 0.50 0.31 184.92 .112E+02 0.4 1.19 0.42 0.38 184.99 .166E+02 0.7 1.27 0.39 0.44 185.05 .259E+02 1.1 1.23 0.40 0.50 185.11 .413E+02 1.5 1.10 0.45 0.58 185.19 .895E+02 2.7 0.90 0.55 0.65 185.26 .172E+03 5.1 0.89 0.56 0.73 185.34 .268E+03 9.0 1.01 0.49 0.81 185.42 .366E+03 14.2 1.15 0.43 0.89 185.50 .464E+03 20.3 1.30 0.38 0.96 185.57 .583E+03 27.4 1.40 0.35 1.04 185.65 .722E+03 36.3 1.50 0.33 1.12 185.73 .865E+03 46.5 1.60 0.31 1.20 185.81 .103E+04 57.5 1.67 0.30 1.27 185.88 .120E+04 71.1 1.76 0.28 1.35 185.96 .138E+04 86.2 1.86 0.27 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10904) 63.15 10.10 12.17 77.33 0.75 1.03 OUTFLOW: ID= 1 ( 10503) 63.15 10.13 12.17 77.33 0.75 1.03 I CALIB 1 I STANDHYD ( 10104)1 Area (ha)= 2.29 11D= 1 DT= 5.0 min Total Imp(%)= 34.18 Dir. Conn.(%)= 31.14 IMPERVIOUS PERVIOUS Surface Area (ha)= 0.78 1.51 Dep. Storage (mm)= 2.00 7.02 Average Slope (%)= 3.00 2.00 Length (m)= 123.56 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW TIME TO PEAK (cms)- (hrs). (i) 147.82 52.64 5.00 15.00 1.78 (ii) 10.91 (ii) 5.00 15.00 0.32 0.09 0.29 0.14 12.08 12.17 *TOTALS* 0.408 (iii) 12.08 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 118.77 120.77 0.98 34.51 120.77 0.29 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! 60.74 120.77 0.50 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 48.0 Ia = Dep. storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 10903)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10104): 2.29 0.408 12.08 60.74 + ID2= 2 ( 10503): 63.15 10.128 12.17 77.33 ID = 3 ( 10903): 65.44 10.314 12.17 76.75 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 10502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 28.20 183.92 0.0400 41.34 183.82 0.0400 46.10 183.14 0.0400 /0.0300 Main channel 46.99 182.82 0.0300 Main Channel 48.10 182.77 0.0300 Main channel 48.81 183.11 0.0300 /0.0400 Main channel 49.11 183.26 0.0400 50.11 183.69 0.0400 55.11 183.91 0.0400 57.84 183.79 0.0400 59.62 183.67 0.0400 60.51 183.26 0.0400 61.19 183.30 0.0400 63.19 184.43 0.0400 64.97 184.42 0.0400 66.24 184.24 0.0400 69.26 184.19 0.0400 88.82 185.07 0.0400 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.06 182.82 .642E+01 0.0 0.61 4.67 0.11 182.88 .197E+02 0.1 1.12 2.55 0.17 182.94 .356E+02 0.3 1.48 1.93 0.23 182.99 .541E+02 0.6 1.77 1.61 0.28 183.05 .753E+02 0.9 2.02 1.41 0.34 183.11 .990E+02 1.3 2.25 1.27 0.40 183.17 .129E+03 1.9 2.58 1.10 0.46 183.23 .164E+03 2.8 2.87 0.99 0.53 183.29 .207E+03 3.7 3.07 0.93 0.59 183.36 .265E+03 4.9 3.18 0.90 0.65 183.42 .331E+03 6.3 3.27 0.87 (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10801) 3.07 0.53 12.08 65.56 0.19 2.21 OUTFLOW: ID= 1 ( 12502) 3.07 0.52 12.08 65.56 0.19 2.20 CALIB STANDHYD ( 10111) Area (ha)= 1.09 ID= 1 DT= 5.0 min Total Imp(%)= 41.31 Dir. Conn.(%)= 37.14 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.45 0.64 Dep. storage (mm)= 2.00 3.61 Average Slope (%)= 4.00 2.00 Length (m)= 85.24 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) storage coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 58.57 5.00 15.00 1.31 (ii) 10.05 (ii) 5.00 15.00 0.33 0.10 0,17 12.08 118.77 120.77 0.98 0.07 12.17 37.84 120.77 0.31 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.224 (iii) 12.08 67.89 120.77 0.56 IADD HYD ( 12902)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10111): 1.09 0.224 12.08 67.89 + ID2= 2 ( 12502): 3.07 0.523 12.08 65.56 ID = 3 ( 12902): 4.16 0.746 12.08 66.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IROUTE CHN( 12501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 Main Channel 9.00 0.00 0.0350 Main channel 11.00 0.00 0.0350 Main Channel 14.00 1.00 0.0350 /0.1000 Main Channel 20.00 2.00 0.1000 0.72 183.48 .406E+03 8.0 3.36 0.85 0.78 183.55 .490E+03 9.9 3.45 0.83 0.84 183.61 .583E+03 12.1 3.54 0.80 0.90 183.67 .685E+03 14.5 3.63 0.78 0.97 183.74 .804E+03 17.0 3.61 0.79 1.03 183.80 .954E+03 20.0 3.58 0.79 1.09 183.86 .116E+04 22.3 3.30 0.86 1.16 183.92 .147E+04 26.5 3.08 0.92 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 10903) 65.44 10.31 12.17 76.75 0.79 3.47 OUTFLOW: ID= 1 ( 10502) 65.44 10.23 12.17 76.75 0.79 3.46 I ROUTE CHN( 12502)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 185.61 0.0400 1.00 185.56 0.0400 2.00 185.51 0.0400 3.00 185.54 0.0400 /0.0200 Main Channel 4.00 185.54 0.0200 Main Channel 5.00 185.44 0.0200 Main Channel 6.00 185.10 0.0200 Main Channel 7.00 185.03 0.0200 Main Channel 8.00 185.32 0.0200 Main channel 9.00 185.57 0.0200 Main Channel 10.00 185.69 0.0200 /0.0400 Main Channel 11.00 185.72 0.0400 12.00 185.69 0.0400 13.80 185.71 0.0400 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m (cms) (m/s) (min) 0.03 185.06 .177E+0.) 1 0.0 0.62 4.72 0.07 185.10 .708E+01 0.0 0.98 2.97 0.10 185.13 .150E+02 0.1 1.42 2.06 0.14 185.17 .243E+02 0.2 1.78 1.65 0.17 185,20 .349E+02 0.4 2.08 1,41 0.20 185.23 .468E+02 0.6 2.34 1.25 0.24 185.27 .600E+02 0.9 2.58 1.13 0.27 185.30 .745E+02 1.2 2.81 1.04 0.31 185.34 .903E+02 1.6 3.01 0.97 0.34 185.37 .108E+03 2.0 3.20 0.91 0.37 185.40 .126E+03 2.4 3.39 0.86 0.41 185.44 .146E+03 3.0 3.56 0.82 0.44 185.47 .168E+03 3.5 3.62 0.81 0.48 185.51 .193E+03 4.0 3.68 0.79 0.51 185.54 .224E+03 4.7 3.70 0.79 0.56 185.58 .287E+03 5.6 3.46 0.85 0.60 185.63 .359E+03 7.3 3.59 0.81 0.65 185.67 .435E+03 9.3 3.77 0.78 0.69 185.72 .523E+03 11.8 3.96 0.74 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .274E+02 0.2 0.67 2.95 0.20 0.20 .619E+02 0.5 1.00 1.98 0.30 0.30 .104E+03 1.1 1.26 1.58 0.40 0.40 .152E+03 1.9 1.47 1.35 0.50 0.50 .208E+03 2.9 1.66 1.19 0.60 0.60 .271E+03 4.2 1.83 1.08 0.70 0.70 .342E+03 5.7 2.00 0.99 0.80 0.80 .419E+03 7.6 2.15 0.92 0.90 0.90 .503E+03 9.7 2.29 0.86 1.00 1.00 .595E+03 12.2 2.43 0.82 1.11 1.11 .710E+03 16.0 2.68 0.74 1.22 1.22 .842E+03 20.3 2.87 0.69 1.33 1.33 .992E+03 25.0 3.00 0.66 1.44 1.44 .116E+04 30.3 3.11 0.64 1.56 1,56 .134E+04 36.0 3.19 0,62 1.67 1,67 .155E+04 42.3 3.25 0,61 1.78 1.78 .177E+04 49.1 3.30 0.60 1.89 1.89 .201E+04 56.4 3.35 0.59 2.00 2.00 .226E+04 64.3 3.38 0.59 INFLOW ID= 2 ( 12902) OUTFLOW: ID= 1 ( 12501) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 4.16 0.75 12.08 66.17 0.24 1.09 4.16 0.73 12.08 66.17 0.24 1.08 1 CALIB ISTANDHYD ( 12101) Area (ha)= 2.55 ID= 1 DT= 5.0 min Total Imp(%)= 39.49 Dir. Conn.(%)= 6.42 IMPERVIOUS PERVIOUS (i) surface Area (ha)= 1.01 1.54 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 130.27 40.00 Mannings n = 0.013 0.250 Max.Eff.inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - unit Hyd. peak (cms)= 147.82 118.09 5.00 10.00 2.56 (ii) 9.16 (ii) 5.00 10.00 0.29 0.12 PEAK FLOW (cms)- 0.07 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 119.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.99 0.36 12.08 52.88 120.77 0.44 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 52.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL *TOTALS* 0.430 (iii) 12.08 57.17 120.77 0.47 THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 2.00 2.00 .324E+04 INFLOW ID= 2 ( 12801) OUTFLOW: ID= 1 ( 11501) AREA (ha) 1.38 1.38 49.3 2.59 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.84 12.08 62.76 0.80 12.17 62.76 1.09 <-pipe / channel-> MAX DEPTH MAX VEL 0.30 (0 96 0.29 0.94 1 ADD 2 HYD ( 12903)= 3 1 ID1= 1 ( 12101): + ID2= 2 ( 12501): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 2.55 0.430 12.08 57.17 4.16 0.731 12.08 66.17 ID = 3 ( 12903): 6.71 1.160 12.08 62.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. DUHYD ( 12801)1 Inlet Cap.= 0.325 #of Inlets= 1 Total(cms)= 0.31 TOTAL HYD.(ID= 1): AREA (ha) 6.71 QPEAK (cms) 1.16 TPEAK R.V. (hrs) (mm) 12.08 62.76 MAJOR SYS.(ID= 2): 1.38 0.84 12.08 62.76 MINOR SYS.(ID= 3): 5.33 0.32 11.92 62.76 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 11501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION ( 1.1) Elevation Manning 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 0.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .392E+02 0.1 0.52 5.51 0.20 0.20 .886E+02 0.4 0.77 3.69 0.30 0.30 .148E+03 0.8 0.96 2.95 0.40 0.40 .218E+03 1.4 1.13 2.52 0.50 0.50 .298E+03 2.2 1.27 2.23 0.60 0.60 .388E+03 3.2 1.41 2.02 0.70 0.70 .489E+03 4.4 1.53 1.86 0.80 0.80 .600E+03 5.8 1.65 1.72 0.90 0.90 .720E+03 7.4 1.76 1.61 1.00 1.00 .852E+03 9.3 1.86 1.52 1.11 1.11 .102E+04 12.3 2.05 1.38 1.22 1.22 .120E+04 15.5 2.20 1.29 1.33 1.33 .142E+04 19.2 2.30 1.23 1.44 1.44 .166E+04 23.2 2.38 1.19 1.56 1.56 .192E+04 27.6 2.45 1.16 1.67 1.67 .221E+04 32.4 2.49 1.14 1.78 1.78 .253E+04 37.6 2.53 1.12 1.89 1.89 .287E+04 43.2 2.57 1.11 TOTAL HYD.(ID= 1): 4.01 (ha) (cms) (hrs) (mm) 1.22 12.17 62.12 MAJOR SYS.(ID= 2): 0.00 0.00 0.00 0.00 MINOR SYS.(ID= 3): 4.01 1.22 12.17 62.12 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 10510)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION ( 1.1) Elevation Manning 2.00 0.1000 1.00 0.1000 /0.0350 0.00 0.0350 0.00 0.0350 1.00 0.0350 /0.1000 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .316E+02 0.1 0.32 7.09 0.20 0.20 .715E+02 0.3 0.48 4.75 0.30 0.30 .120E+03 0.5 0.60 3.79 0.40 0.40 .176E+03 0.9 0.71 3.24 0.50 0.50 .241E+03 1.4 0.80 2.87 0.60 0.60 .313E+03 2.0 0.88 2.60 0.70 0.70 .395E+03 2.8 0.96 2.39 0.80 0.80 .484E+03 3.6 1.03 2.22 0.90 0.90 .582E+03 4.7 1.10 2.08 1.00 1.00 .687E+03 5.8 1.17 1.96 1.11 1.11 .820E+03 7.7 1.29 1.78 1.22 1.22 .973E+03 9.7 1.38 1.66 1.33 1.33 .115E+04 12.0 1.44 1.59 1.44 1.44 .134E+04 14.5 1.49 1.53 1.56 1.56 .155E+04 17.3 1.53 1.50 1.67 1.67 .179E+04 20.3 1.56 1.47 1.78 1.78 .204E+04 23.6 1.59 1.44 1.89 1.89 .232E+04 27.1 1.61 1.43 2.00 2.00 .261E+04 30.9 1.62 1.41 **** WARNING: INFLOW HYDROGRAPH IS DRY!! CALIB 1 STANDHYD ( 10102)1 Area (ha)= 1.75 ID= 1 DT= 5.0 min Total Imp(%)= 33.77 Dir. Conn.(%)= 30.07 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%)= (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= IMPERVIOUS 0.59 2.00 1.00 108.01 0.013 147.82 5.00 2.29 (ii) PERVIOUS (i) 1.16 6.62 2.00 40.00 0.250 72.40 15.00 10.32 (ii) **** WARNING: COMPUTATIONS FAILED TO CONVERGE. I CALIB STANDHYD ( 11101) Area (ha)= 2.63 ID= 1 DT= 5.0 min Total Imp(%)= 34.94 Dir. Conn.(%)= Surface Area (ha)= Dep. Storage (mm)= Average Slope (%)_ Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS (i) 0.92 1.71 1.00 1.50 1.00 2.00 132.41 40.00 0.013 0.250 147.82 5.00 2.59 5.00 0.29 0.07 12.08 119.77 120.77 0.99 120.96 10.00 (ii) 9.13 (ii) 10.00 0.12 0.42 12.08 57.98 120.77 0.48 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 58.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 6.15 *TOTALS* 0.482 (iii) 12.08 61.78 120.77 0.51 ADD HYD ( 11902)1 1 + 2 = 3 ID1= 1 ( 11101): + ID2= 2 ( 11501): AREA (ha) 2.63 1.38 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.482 12.08 61.78 0.802 12.17 62.76 ID = 3 ( 11902): 4.01 1.221 12.17 62.12 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 DUHYD ( 11801) 1 Inlet Cap.= 1.600 1 #of Inlets= 1 1 Total(cms)= 1.6 AREA QPEAK TPEAK R.V. Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF. 5.00 0.30 0.09 15.00 0.22 12.08 118.77 120.77 0.98 0.15 12.17 46.54 120.77 0.39 IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 59.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.344 (iii) 12.08 68.26 120.77 0.57 1 ADD HYD ( 10902)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 10102): 1.75 0.344 12.08 68.26 + ID2= 2 ( 10502): 65.44 10.227 12.17 76.75 ID = 3 ( 10902): 67.19 10.423 12.17 76.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 10902)1 3 + 2 = 1 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) *** WARN I N G : HYDROGRAPH 10510 <ID= 2> IS DRY. *** WARN I N G : HYDROGRAPH 0001 = HYDROGRAPH 0003 ID1= 3 ( 10902): 67.19 10.423 12.17 76.53 + ID2= 2 ( 10510): 0.00 0.000 0.00 0.00 ID = 1 ( 10902): 67.19 10.423 12.17 76.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 10501)1 I IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) ------> Distance Elevation Manning 22.26 179.31 30.03 179.29 34.60 179.47 37.47 179.32 42.89 179.13 49.86 179.38 54.84 179.14 60.55 179.09 63.77 178.96 71.23 179.16 75.87 179.22 78.59 179.41 79.64 179.49 82.20 178.31 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 0.0400 /0.0350 Main Channel < 82.44 83.58 85.47 90.09 109.21 177.91 177.86 178.32 178.87 179.01 0.0350 Main Channel 0.0350 Main Channel 0.0350 /0.0400 Main Channel 0.0400 0.0400 TRAVEL TIME TABLE (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 49.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.07 177.94 .496E+01 0.0 0.38 0.15 178.01 .134E+02 0.1 0.63 0.22 178.09 .236E+02 0.3 0.80 0.30 178.16 .356E+02 0.5 0.95 0.37 178.24 .495E+02 0.8 1.08 0.45 178.31 .652E+02 1.1 1.19 0.54 178.40 .880E+02 1.8 1.39 0.63 178.49 .117E+03 2.6 1.53 0.72 178.58 .151E+03 3.6 1.64 0.81 178.67 .192E+03 4.9 1.74 0.90 178.76 .238E+03 6.3 1.82 0.99 178.85 .290E+03 8.1 1.90 1.08 178.94 .370E+03 9.5 1.76 1.17 179.04 .537E+03 12.3 1.56 1.26 179.13 .765E+03 17.2 1.54 1.35 179.22 .107E+04 24.0 1.53 1.44 179.31 .145E+04 32.8 1.54 1.53 179.40 .194E+04 45.0 1.59 1.62 179.49 .246E+04 60.5 1.68 INFLOW : ID= 2 ( 10902) OUTFLOW: ID= 1 ( 10501) TRAV.TIME (min) 3.00 1.82 1.42 1.20 1.06 0.96 0.82 0.75 0.70 0.66 0.63 0.60 0.65 0.73 0.74 0.74 0.74 0.72 0.68 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 67.19 10.42 12.17 76.53 1.11 1.69 67.19 10.18 12.17 76.53 1.10 1.71 CALIB STANDHYD ( 10101) Area (ha)= 0.43 ID= 1 DT= 5.0 min 1 Total Imp(%)= 54.68 Dir. Conn.(%)= 45.94 Surface Area (ha)- Dep. Storage (mm) - Average Slope (%)= Length (m)= Mannings n = Max.Eff.Ihten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = IMPERVIOUS 0.24 2.00 1.00 53.61 0.013 147.82 5.00 1.50 5,00 0.33 0.08 12.08 118.77 120.77 0.98 PERVIOUS (i) 0.20 8.57 2.00 40.00 0.250 67.35 10.00 (ii) 9.77 (ii) 10.00 0.11 0.02 12.17 38.49 120.77 0.32 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! *TOTALS* 0.106 (iii) 12.08 75.35 120.77 0.62 TOTAL RAINFALL (mm)=120.770 RUNOFF COEFFICIENT = 0.492 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 50504)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.10 0.10 .434E+02 0.1 0.20 0.20 .981E+02 0.2 0.38 0.30 0.30 .164E+03 0.4 0.47 0.40 0.40 .241E+03 0.7 0.55 0.50 0.50 .330E+03 1.1 0.62 0.60 0.60 .430E+03 1.6 0.69 0.70 0.70 .541E+03 2.1 0.75 0.80 0.80 .664E+03 2.8 0.80 0.90 0.90 .798E+03 3.6 0.86 1.00 1.00 .943E+03 4.5 0.91 1.11 1.11 .112E+04 6.0 1.00 1.22 1.22 .133E+04 7.6 1.07 1.33 1.33 .157E+04 9.4 1.12 1.44 1.44 .184E+04 11.3 1.16 1.56 1.56 .213E+04 13.5 1.19 1.67 1.67 .245E+04 15.8 1.22 1.78 1.78 .280E+04 18.4 1.24 1.89 1.89 .318E+04 21.1 1.25 2.00 2.00 .358E+04 24.0 1.27 Main Channel Main Channel Main Channel Main Channel VELOCITY TRAV.TIME (m/s) (min) 0.25 12.49 8.37 6.68 5.71 5.06 4.58 4.21 3.91 3.66 3.46 3.13 2.93 2.80 2.70 2.63 2.58 2.54 2.51 2.48 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50108) 17.72 1.03 12.83 59.45 0.48 0.61 OUTFLOW: ID= 1 ( 50504) 17.72 1.02 12.83 59.45 0.48 0.61 ROUTEPIPE( 50601) IN= 2---> OUT= 1 1 DT= 5.0 min 1 PIPE Number = 1.00 Diameter (mm)=1500.00 Length (m)= 156.03 Slope (m/m)= 0.005 Manning n = 0.013 1 ADD +YD2 ( 10901) I ID1= 1 ( 10101): + ID2= 2 ( 10501): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 0.43 0.106 12.08 75.35 67.19 10.182 12.17 76.53 ID = 3 ( 10901): 67.62 10.219 12.17 76.52 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 50102) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 16.49 Curve Number (CN)= 66.0 8.59 # of Linear Res.(N)= 3.00 0.82 Unit Hyd Qpeak (cms)= 0.767 PEAK FLOW (cms)- 0.794 (i) TIME TO PEAK (hrs)= 12.833 RUNOFF VOLUME (mm)= 51.777 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.429 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 50106) IID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.352 PEAK FLOW (cms)- 0.448 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 83.875 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.694 2.46 Curve Number (CN)= 86.0 6.48 # of Linear Res.(N)= 3.00 0.27 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 50108) IID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.860 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)- (hrs). (mm)= 17.72 Curve Number (CN)= 72.0 8.85 # of Linear Res.(N)= 3.00 0.79 1.027 (i) 12.833 59.451 0.32 .422E+02 0.5 1.79 0.39 .579E+02 0.8 2.04 0.47 .747E+02 1.1 2.26 0.55 .922E+02 1.4 2.45 0.63 .110E+03 1.9 2.62 0.71 .129E+03 2.3 2.76 0.79 .147E+03 2.7 2.89 0.87 .165E+03 3.2 3.00 0.95 .184E+03 3.6 3.09 1.03 .201E+03 4.1 3.15 1.11 .218E+03 4.5 3.20 1.18 .233E+03 4.8 3.22 1.26 .248E+03 5.1 3.22 1.34 .260E+03 5.3 3.19 1.42 .270E+03 5.4 3.11 1.50 .276E+03 5.0 2.83 <---- hydrograph AREA QPEAK TPEAK INFLOW : ID= 2 ( 50504) 17.72 (1.02 12.83 OUTFLOW: ID= 1 ( 50601) 17.72 1.02 12.92 1.45 1.27 1.15 1.06 0.99 0.94 0.90 0.87 0.84 0.82 0.81 0.81 0.81 0.82 0.84 0.92 ----> <-pipe / channel-> R.V. MAX DEPTH MAX VEL (mm) (m) (m/s) 59.45 0.46 2.21 59.45 0.46 2.21 CALIB 1 STANDHYD ( 50107) 1ID= 1 DT= 5.0 min Area (ha)= 26.78 Total Imp(%)= 43.15 Dir. Conn.(%)= 35.44 IMPERVIOUS Surface Area (ha)= 11.56 Dep. Storage (mm)= 2.00 Average Slope (%)= 1.50 Length (m)= 422.53 Mannings n = 0.013 Max.Eff.Inten.(mm/hr)= 147.82 over (min) 5.00 Storage Coeff. (min)= 4.59 Unit Hyd. Tpeak (min)= 5.00 Unit Hyd. peak (cms)- 0.23 PEAK FLOW (cms)= 3.78 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 PERVIOUS (i) 15.22 7.66 2.00 40.00 0.250 121.59 15.00 (ii) 11.12 (ii) 15.00 0.09 3.30 12.17 71.90 120.77 0.60 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 77.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 6.672 (iii) 12.08 88.51 120.77 0.73 TRAVEL TIME TABLE DEPTH VOLUME FLOW RATE VELOCITY (m) (cu.m.) (cms) (m/s) 0.08 .556E+01 0.0 0.75 0.16 .155E+02 0.1 1.17 0.24 .279E+02 0.3 1.51 > TRAV.TIME min 3.46 2.22 1.72 ADD HYD ( 50904)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) ID1= 1 ( 50106): 2.46 0. ) 448 12.(hrs) 17 83.87) + ID2= 2 ( 50107): 26.78 6.672 12.08 88.51 ID = 3 ( 50904): 29.24 7.049 12.08 88.12 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 0.73 0.05 0.88 0.05 1.04 0.05 1.17 0.06 1.25 0.06 1.32 0.06 1.40 0.06 1.50 0.06 1.11 1.64 2.33 3.35 4.69 6.39 8.44 12.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.89 2.57 3.42 4.57 6.00 7.77 9.90 13.81 ADD HYD ( 50904)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1D1= 3 ( 50904): 29.24 7.049 12.08 88.12 + ID2= 2 ( 50601): 17.72 1.019 12.92 59.45 ID = 1 ( 50904): 46.96 7.276 12.08 77.30 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR(. 50401) IN= 2---> OUT= 1 DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.1029 0.6234 0.0000 0.0000 0.1029 0.6234 0.0080 0.0949 0.1127 0.7400 0.0080 0.0949 0.1127 0.7400 0.0463 0.1933 I 0.2565 0.8601 0.0463 0.1933 0.5007 0.9839 0.0653 0.2954 0.7622 1.1113 0.0653 0.2954 1 1.1358 1.3749 0.0921 0.5105 I 1.4724 1.5106 0.0921 0.5105 I 1.8889 1.6490 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 50904) 46.957 7.276 12.08 77.30 OUTFLOW: ID= 1 ( 50401) 46.957 1.666 13.08 77.23 PEAK FLOW REDUCTION [QOUt/Qin](%)= 22.89 TIME SHIFT OF PEAK FLOW (min)= 60.00 MAXIMUM STORAGE USED (ha.m.)= 1.5754 1 DIVERTHYD( 50801)1 IN= 1 # OUT= 5 Outflow / Inflow Relationships Flow 1 + Flow 2 + Flow 3 + Flow 4 + Flow 5 = Total (cms) (cms) (cms) (cms) (cms) (cms) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.03 0.00 0.00 0.05 0.01 0.01 0.05 0.00 0.00 0.07 0.01 0.01 0.07 0.00 0.00 0.09 0.02 0.01 0.08 0.00 0.00 0.10 0.02 0.01 0.09 0.00 0.00 0.11 0.04 0.04 0.18 0.00 0.00 0.26 0.09 0.04 0.37 0.00 0.00 0.50 0.18 0.04 0.54 0.00 0.00 0.76 0.43 0.05 0.66 0.00 0.00 1.14 0.57 0.05 0.85 0.00 0.00 1.47 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50801) 13.06 0.64 13.08 77.23 0.17 0.61 OUTFLOW: ID= 1 ( 50501) 13.06 0.62 13.42 77.23 0.17 0.60 1 ADD HYD ( 50901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50102): 16.49 0.794 12.83 51.78 + ID2= 2 ( 50501): 13.06 0.623 13.42 77.23 ID = 3 ( 50901): 29.55 1.351 13.08 63.03 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB 1 NASITYD ( 50101)1 Area (ha)= 4.39 Curve Number (CN)= 56.0 ID= 1 DT= 5.0 min Ia (mm)= 8.64 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.45 Unit Hyd Qpeak (cms)- 0.370 PEAK FLOW (cms)= 0.248 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 40.336 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.334 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 50103) Area (ha)= 5.87 Curve Number (CN)= 48.0 ID= 1 DT= 5.0 min Ia (mm)= 8.87 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.58 Unit Hyd Qpeak (cms)= 0.388 PEAK FLOW (cms)= 0.219 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 32.350 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.268 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 50502)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) TOTAL HYD.(ID= 1): 46.96 1.67 13.08 77.23 ID= 2 ID= 3 ID= 4 ID= 5 ID= 6 ( 3) ( 3) ( 3) ( 3) ( 3) : 13.06 3.83 : 30.06 0.00 . 0.00 0.64 0.05 0.97 0.00 0.00 13.08 13.08 13.08 0.00 0.00 77.23 77.23 77.23 0.00 0.00 ROUTE CHN( 50501)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 39.45 211.06 0.1000 50.70 210.44 0.1000 67.58 207.17 0.1000 72.24 206.58 0.1000 /0.0350 Main channel 76.00 206.46 0.0350 Main channel 77.82 206.68 0.0350 /0.1000 Main Channel 79.98 206.78 0.1000 100.35 208.63 0.1000 101.24 208.48 0.1000 102.16 208.47 0.1000 118.54 210.57 0.1000 119.11 210.60 0.1000 119.40 210.59 0.1000 120.27 210.50 0.1000 132.51 211.24 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.12 206.58 .170E+03 0.2 0.53 18.33 0.36 206.82 .117E+04 2.4 1.23 8.00 0.59 207.05 .287E+04 7.3 1.50 6.53 0.83 207.29 .517E+04 14.8 1.69 5.82 1.06 207.52 .802E+04 25.0 1.84 5.34 1.30 207.76 .114E+05 38.0 1.96 5.00 1.53 207.99 .153E+05 53.8 2.07 4.73 1.77 208.23 .197E+05 72.8 2.17 4.51 2.01 208.47 .247E+05 94.9 2.27 4.33 2.24 208.70 .304E+05 119.1 2.30 4.26 2.48 208.94 .368E+05 149.7 2.39 4.10 2.71 209.17 .436E+05 184.0 2.49 3.95 2.95 209.41 .508E+05 222.1 2.57 3.81 3.18 209.64 .584E+05 264.0 2.66 3.68 3.42 209.88 .664E+05 309.9 2.75 3.57 3.65 210.11 .749E+05 359.8 2.83 3.47 3.89 210.35 .838E+05 413.9 2.91 3.37 4.12 210.58 .932E+05 461.3 2.91 3.37 4.36 210.82 .104E+06 513.3 2.90 3.38 37.50 205.68 0.0350 Main Channel 37.73 205.68 0.0350 Main channel 38.54 205.64 0.0350 Main Channel 39.13 205.57 0.0350 Main Channel 39.82 205.50 0.0350 Main channel 40.54 205.53 0.0350 Main Channel 40.64 205.53 0.0350 Main Channel 40.78 205.54 0.0350 Main Channel 41.49 205.59 0.0350 /0.1000 Main Channel 48.86 206.32 0.1000 54.87 207.04 0.1000 60.98 207.80 0.1000 67.03 208.33 0.1000 70.98 208.76 0.1000 80.84 209.90 0.1000 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.09 205.59 .433E+02 0.1 0.54 10.69 0.31 205.82 .480E+03 1.6 1.19 4.86 0.54 206.04 .124E+04 5.9 1.64 3.54 0.77 206.27 .228E+04 12.4 1.90 3.05 0.99 206.50 .357E+04 21.5 2.10 2.77 1.22 206.72 .511E+04 33.2 2.26 2.57 1.45 206.95 .688E+04 47.4 2.40 2.42 1.67 207.18 .889E+04 64.5 2.53 2.30 1.90 207.40 .111E+05 84.4 2.64 2.20 2.13 207.63 .136E+05 107.3 2.75 2.11 2.35 207.86 .163E+05 133.1 2.84 2.04 2.58 208.08 .193E+05 161.6 2.91 1.99 2.81 208.31 .226E+05 193.6 2.98 1.94 3.03 208.54 .261E+05 230.0 3.06 1.89 3.26 208.76 .300E+05 270.3 3.14 1.85 3.49 208.99 .340E+05 314.6 3.22 1.80 3.71 209.22 .383E+05 363.0 3.30 1.76 3.94 209.44 .429E+05 415.4 3.37 1.72 4.17 209.67 .477E+05 472.0 3.45 1.68 INFLOW : ID= 2 ( 50801) OUTFLOW: ID= 1 ( 50502) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 3.83 0.05 13.08 77.23 0.06 0.54 3.83 0.05 13.33 77.23 0.06 0.54 1 ADD HYD ( 50902)1 1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50103): 5.87 0.219 12.58 32.35 + ID2= 2 ( 50502): 3.83 0.049 13.33 77.23 ID = 3 ( 50902): 9.71 0.264 12.58 50.07 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 14.10 210.16 0.1000 36.49 205.68 0.1000 /0.0350 Main Channel 36.88 205.69 0.0350 Main channel NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50930)1 1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50101): 4.39 0.248 12.42 40.34 + ID2= 2 ( 50901): 29.55 1.351 13.08 63.03 ID = 3 ( 50930): 33.94 1.498 12.92 60.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 50509) 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50930) 3 + 2 = 1 1 ID1= 3 ( 50930): + ID2= 2 ( 50902): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 33.94 1.498 12.92 60.09 9.71 0.264 12.58 50.07 ID = 1 ( 50930): 43.65 1.735 12.92 57.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 50104) Area (ha)= 5.34 Curve Number (CN)= 70.0 ID= 1 DT= 5.0 min Ia (mm)= 7.77 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.32 Unit Hyd Qpeak (cms)= 0.630 PEAK FLOW (cms)= 0.570 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 57.542 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.476 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB 1 NASHYD ( 50113)1 Area (ha)= 46.31 curve Number (CN)= 83.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.81 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.19 Unit Hyd Qpeak (cms)- 6.165 PEAK FLOW (cms)- 7.423 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 77.062 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.638 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50933)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50113): 46.31 7.423 12.17 77.06 + ID2= 2 ( 50802): 29.84 1.460 11.92 73.19 ID = 3 ( 50933): 76.16 8.883 12.17 75.55 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 ******** 5.00 10.00 2.32 (ii) 5.35 (ii) 5.00 10.00 0.30 0.16 0.96 12.08 118.77 120.77 0.98 0.12 12.08 81.65 120.77 0.68 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* - 84.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.081 (iii) 12.08 113.15 120.77 0.94 1 ADD HYD ( 50909) 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 101= 1 ( 50112): 2.76 1.081 12.08 113.15 + ID2= 2 ( 50509): 76.16 8.847 12.17 75.55 ID = 3 ( 50909): 78.91 9.163 12.17 76.86 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50508)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 224.70 0.0700 3.00 223.81 0.0700 5.15 223.74 0.0700 /0.0450 Main Channel 6.85 222.90 0.0450 Main Channel 8.35 222.90 0.0450 Main Channel 10.25 223.87 0.0450 /0.0700 Main Channel 15.60 224.00 0.0700 /0.0300 17.10 224.15 0.0300 20.10 224.09 0.0300 21.60 224.00 0.0300 /0.0700 30.00 224.04 0.0700 33.20 225.62 0.0700 + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 222.99 .883E+02 0.1 0.44 21.23 0.19 223.09 .196E+03 0.2 0.66 14.22 0.28 223.18 .323E+03 0.5 0.82 11.37 0.37 223.27 .470E+03 0.8 0.96 9.73 0.47 223.37 .636E+03 1.2 1.08 8.64 0.56 223.46 .822E+03 1.7 1.19 7.83 0.65 223.55 .103E+04 2.4 1.30 7.21 0.75 223.65 .125E+04 3.1 1.39 6.71 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 224.70 0.0700 3.00 223.81 0.0700 5.15 223.74 0.0700 /0.0450 Main Channel 6.85 222.90 0.0450 Main Channel 8.35 222.90 0.0450 Main Channel 10.25 223.87 0.0450 /0.0700 Main Channel 15.60 224.00 0.0700 /0.0300 17.10 224.15 0.0300 20.10 224.09 0.0300 21.60 224.00 0.0300 /0.0700 30.00 224.04 0.0700 33.20 225.62 0.0700 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 222.99 .348E+02 0.1 0.49 7.48 0.19 223.09 .774E+02 0.3 0.74 5.01 0.28 223.18 .128E+03 0.5 0.92 4.01 0.37 223.27 .185E+03 0.9 1.08 3.43 0.47 223.37 .251E+03 1.4 1.21 3.04 0.56 223.46 .324E+03 2.0 1.34 2.76 0.65 223.55 .405E+03 2.7 1.45 2.54 0.75 223.65 .494E+03 3.5 1.56 2.37 0.84 223.74 .590E+03 4.4 1.66 2.22 0.94 223.84 .724E+03 5.7 1.74 2.12 1.03 223.93 .901E+03 7.3 1.80 2.05 1.13 224.03 .118E+04 9.4 1.76 2.10 1.22 224.12 .169E+04 12.3 1.61 2.29 1.32 224.22 .229E+04 16.5 1.59 2.32 1.42 224.32 .291E+04 21.8 1.66 2.23 1.51 224.41 .354E+04 28.0 1.75 2.10 1.61 224.51 .418E+04 35.2 1.86 1.98 1.70 224.60 .482E+04 43.1 1.98 1.86 1.80 224.70 .549E+04 51.9 2.09 1.76 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50933) 76.16 8.88 12.17 75.55 1.10 1.77 OUTFLOW: ID= 1 ( 50509) 76.16 8.85 12.17 75.55 1.10 1.77 CALIB I STANDHYD ( 50112) Area (ha)= 2.76 1ID= 1 DT= 5.0 min Total Imp(%)= 84.86 Dir. Conn.(%)= 84.86 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 2.34 0.42 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.50 2.00 Length (m)= 135.54 40.00 Mannings n = 0.013 0.250 0.84 223.74 .150E+04 4.0 1.48 6.30 0.94 223.84 .184E+04 5.1 1.56 6.01 1.03 223.93 .228E+04 6.5 1.61 5.82 1.13 224.03 .299E+04 8.4 1.57 5.95 1.22 224.12 .429E+04 11.0 1.44 6.50 1.32 224.22 .581E+04 14.7 1.42 6.58 1.42 224.32 .737E+04 19.4 1.48 6.32 1.51 224.41 .896E+04 25.0 1.57 5.97 1.61 224.51 .106E+05 31.4 1.66 5.62 1.70 224.60 .122E+05 38.5 1.77 5.29 1.80 224.70 .139E+05 46.3 1.87 5.00 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50909) 78.91 9.16 12.17 76.86 1.16 1.53 OUTFLOW: ID= 1 ( 50508) 78.91 8.56 12.25 76.86 1.14 1.56 CALIB 1 NASHYD (501141) Area (ha)= 15.88 Curve Number (CN)= 82.1 1ID= 1 DT= 5.0 min Ia (mm)= 5.49 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.24 Unit Hyd Qpeak (cms)- 2.527 PEAK FLOW (cms)= 2.897 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 77.799 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.644 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 50111) Area (ha)= 5.02 1ID= 1 DT= 5.0 min Total Imp(%)= 21.48 Dir. Conn.(%)= 19.77 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.08 3.94 Dep. Storage (mm)= 2.00 6.74 Average Slope (%)= 1.00 2.00 Length (m)= 182.96 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- 147.82 124.32 5.00 10.00 3.14 (ii) 9.61 (ii) 5.00 10.00 0.27 0.11 PEAK FLOW (cms)= 0.40 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 1.00 12.08 82.48 120.77 0.68 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% *TOTALS* 1.401 (iii) 12.08 89.65 120.77 0.74 YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 is = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50908)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50111): 5.02 1.401 12.08 89.65 + ID2= 2 (501141): 15.88 2.897 12.17 77.80 ID = 3 ( 50908): 20.90 3.969 12.17 80.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50908)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 50908): 20.90 3.969 12.17 80.65 + ID2= 2 ( 50508): 78.91 8.562 12.25 76.86 ID = 1 ( 50908): 99.81 12.094 12.17 77.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 50507)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 224.70 0.0700 3.00 223.81 0.0700 5.15 223.74 0.0700 /0.0450 Main Channel 6.85 222.90 0.0450 Main Channel 8.35 222.90 0.0450 Main Channel 10.25 223.87 0.0450 /0.0700 Main Channel 15.60 224.00 0.0700 /0.0300 17.10 224.15 0.0300 20.10 224.09 0.0300 21.60 224.00 0.0300 /0.0700 30.00 224.04 0.0700 33.20 225.62 0.0700 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 222.99 .280E+02 0.1 0.55 5.42 0.19 223.09 .623E+02 0.3 0.82 3.63 0.28 223.18 .103E+03 0.6 1.02 2.90 0.37 223.27 .149E+03 1.0 1.19 2.49 0.47 223.37 .202E+03 1.5 1.35 2.21 0.56 223.46 .261E+03 2.2 1.48 2.00 0.65 223.55 .326E+03 2.9 1.61 1.84 0.75 223.65 .397E+03 3.9 1.73 1.72 0.84 223.74 .475E+03 4.9 1.85 1.61 21.60 30.00 33.20 224.00 224.04 225.62 0.0300 /0.0700 0.0700 0.0700 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.09 222.99 .264E+02 0.1 0.47 5.91 0.19 223.09 .586E+02 0.2 0.71 3.96 0.28 223.18 .967E+02 0.5 0.88 3.16 0.37 223.27 .141E+03 0.9 1.03 2.71 0.47 223.37 .190E+03 1.3 1.16 2.40 0.56 223.46 .246E+03 1.9 1.28 2.18 0.65 223.55 .307E+03 2.5 1.39 2.01 0.75 223.65 .374E+03 3.3 1.50 1.87 0.84 223.74 .447E+03 4.3 1.60 1.75 0.94 223.84 .549E+03 5.5 1.67 1.67 1.03 223.93 .683E+03 7.0 1.73 1.62 1.13 224.03 .895E+03 9.0 1.69 1.66 1.22 224.12 .128E+04 11.8 1.55 1.81 1.32 224.22 .174E+04 15.8 1.53 1.83 1.42 224.32 .220E+04 20.9 1.59 1.76 1.51 224.41 .268E+04 26.9 1.68 1.66 1.61 224.51 .316E+04 33.7 1.79 1.56 1.70 224.60 .366E+04 41.4 1.90 1.47 1.80 224.70 .416E+04 49.8 2.01 1.39 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50907) 100.47 12.09 12.25 77.68 1.23 1.54 OUTFLOW: ID= 1 ( 50506) 100.47 11.92 12.25 77.68 1.23 1.55 CALIB 1 NASHYD ( 50109)1 Area (ha)= 0.45 Curve Number (CN)= 84.0 ID= 1 DT= 5.0 min Ia (mm)= 6.93 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.11 Unit Hyd Qpeak (cms)= 0.155 PEAK FLOW (cms)= 0.130 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 78.416 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.649 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50906)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 50109): 0.45 0.130) 12.08cms rs) 78.42) + ID2= 2 ( 50506): 100.47 11.918 12.25 77.68 ID = 3 ( 50906): 100.92 11.968 12.25 77.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 0.94 223.84 .583E+03 6.3 1.94 1.53 1.03 223.93 .725E+03 8.1 2.00 1.49 1.13 224.03 .950E+03 10.4 1.95 1.52 1.22 224.12 .136E+04 13.7 1.79 1.66 1.32 224.22 .184E+04 18.3 1.77 1.68 1.42 224.32 .234E+04 24.2 1.84 1.61 1.51 224.41 .285E+04 31.1 1.95 1.53 1.61 224.51 .336E+04 39.0 2.07 1.44 1.70 224.60 .388E+04 47.9 2.20 1.35 1.80 224.70 .441E+04 57.6 2.32 1.28 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50908) 99.81 12.09 12.17 77.65 1.18 1.87 OUTFLOW: ID= 1 ( 50507) 99.81 12.03 12.25 77.65 1.18 1.87 1 CALIB NASHYD ( 50110) Area (ha)= 0.66 Curve Number (CN)= 86.0 1ID= 1 DT= 5.0 min Ia (mm)= 5.54 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.09 Unit Hyd Qpeak (cms)= 0.272 PEAK FLOW (cms)= 0.208 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 81.840 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.678 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 50907)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 50110): 0.66 0.208) 12.08cms rs) 81.84) + ID2= 2 ( 50507): 99.81 12.028 12.25 77.65 ID = 3 ( 50907): 100.47 12.086 12.25 77.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 50506)1 1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 224.70 0.0700 3.00 223.81 0.0700 5.15 223.74 0.0700 /0.0450 Main Channel 6.85 222.90 0.0450 Main Channel 8.35 222.90 0.0450 Main Channel 10.25 223.87 0.0450 /0.0700 Main Channel 15.60 224.00 0.0700 /0.0300 17.10 224.15 0.0300 20.10 224.09 0.0300 1 ROUTE CHN( 50505)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 224.70 0.0700 3.00 223.81 0.0700 5.15 223.74 0.0700 /0.0450 Main Channel 6.85 222.90 0.0450 Main Channel 8.35 222.90 0.0450 Main Channel 10.25 223.87 0.0450 /0.0700 Main Channel 15.60 224.00 0.0700 /0.0300 17.10 224.15 0.0300 20.10 224.09 0.0300 21.60 224.00 0.0300 /0.0700 30.00 224.04 0.0700 33.20 225.62 0.0700 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu. (cms) (m/s) (min) 0.09 222.99 .111E+0m.) 2 0.1 0.33 3.54 0.19 223.09 .248E+02 0.2 0.50 2.37 0.28 223.18 .408E+02 0.4 0.62 1.90 0.37 223.27 .593E+02 0.6 0.73 1.62 0.47 223.37 .803E+02 0.9 0.82 1.44 0.56 223.46 .104E+03 1.3 0.90 1.31 0.65 223.55 .130E+03 1.8 0.98 1.20 0.75 223.65 .158E+03 2.4 1.05 1.12 0.84 223.74 .189E+03 3.0 1.12 1.05 0.94 223.84 .232E+03 3.9 1.18 1.00 1.03 223.93 .288E+03 5.0 1.22 0.97 1.13 224.03 .378E+03 6.3 1.19 0.99 1.22 224.12 .541E+03 8.3 1.09 1.08 1.32 224.22 .734E+03 11.1 1.08 1.10 1.42 224.32 .931E+03 14.7 1.12 1.05 1.51 224.41 .113E+04 18.9 1.19 1.00 1.61 224.51 .134E+04 23.8 1.26 0.94 1.70 224.60 .154E+04 29.1 1.34 0.88 1.80 224.70 .176E+04 35.1 1.42 0.83 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW ID= 2 ( 50906) 100.92 11.97 12.25 77.68 1.34 1.09 OUTFLOW: ID= 1 ( 50505) 100.92 11.90 12.33 77.68 1.34 1.09 1 CALIB NASHYD ( 50114) Area (ha)= 64.46 Curve Number (CN)= 69.0 ID= 1 DT= 5.0 min is (mm)= 9.01 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.68 Unit Hyd Qpeak (cms)- 3.647 PEAK FLOW (cms)= 3.865 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 55.296 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.458 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 50510)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 217.03 0.0600 16.39 216.80 0.0600 22.87 216.74 0.0600 39.41 216.68 0.0600 40.57 216.56 0.0600 42.67 216.42 0.0600 43.38 216.51 0.0600 44.39 216,50 0.0600 46.87 216,64 0.0600 49.73 216.61 0.0600 50.91 216.63 0.0600 51.70 216.65 0.0600 52.83 216.66 0.0600 54.73 216.36 0.0600 /0.0350 Main Channel 57.07 215.70 0.0350 Main Channel 62.92 216.56 0.0350 /0.0600 Main Channel 90.41 216.37 0.0600 94.15 216.58 0.0600 95.39 216.70 0.0600 98.70 216.70 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.05 215.75 .552E+00 0.0 0.24 2.81 0.10 215.80 .221E+01 0.0 0.39 1.77 0.15 215.85 .497E+01 0.1 0.51 1.35 0.20 215.90 .883E+01 0.1 0.61 1.12 0.25 215.95 .138E+02 0.2 0.71 0.96 0.31 216.01 .199E+02 0.4 0.81 0.85 0.36 216.06 .270E+02 0.6 0.89 0.77 0.41 216.11 .353E+02 0.8 0.98 0.70 0.46 216.16 .447E+02 1.1 1.06 0.65 0.51 216.21 .552E+02 1.5 1.13 0.61 0.56 216.26 .668E+02 2.0 1.21 0.57 0.61 216.31 .795E+02 2.5 1.28 0.54 0.66 216.36 .933E+02 3.1 1.35 0.51 0.71 216.41 .116E+03 3.8 1.35 0.51 0.77 216.47 .164E+03 4.9 1.23 0.56 0.83 216.53 .239E+03 6.4 1.10 0.62 0.88 216.58 .340E+03 8.5 1.03 0.66 0.94 216.64 .454E+03 11.5 1.04 0.66 1.00 216.70 .586E+03 15.0 1.05 0.65 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50114) 64.46 3.86 12.67 55.30 0.72 1.34 OUTFLOW: ID= 1 ( 50510) 64.46 3.86 12.67 55.30 0.72 1.34 CALIB 1 STANDHYD ( 50105)1 Area (ha)= 18.94 ID= 1 DT= 5.0 min 1 Total Imp(%)= 19.52 Dir. Conn.(5)= 2.68 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 3.70 15.24 Dep. Storage (mm)= 1.00 1.50 Average slope (%)= 1.00 2.00 Length (m)= 355.30 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 155.53 5.00 15.00 4.68 (ii) 10.59 (ii) 5.00 15.00 0.22 0.09 0.20 12.08 119.77 120.77 0.99 4.43 12.17 91.24 120.77 0.76 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 4.517 (iii) 12.17 92.00 120.77 0.76 1 ADD HYD ( 50905)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50105): 18.94 4.517 12.17 92.00 + ID2= 2 ( 50536): 165.38 14.667 12.42 68.96 ID = 3 ( 50905): 184.31 17.099 12.33 71.32 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ADD HYD ( 50905)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. mm ID1= 3 ( 50905): 184.31 17.099) 12.33cms rs) 71.32) + ID2= 2 ( 50801): 30.06 0.973 13.08 77.23 ID = 1 ( 50905): 214.37 17.742 12.33 72.15 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 50503)1 IN= 2---> OUT= 1 I 1 ADD HYD ( 50929)1 1 1+ 2= 3 I AREA QPEAK TPEAK R.V. a) (cms rs mm ID1= 1 ( 50505): 100.92 11.900) 12.33) 77.68) + ID2= 2 ( 50510): 64.46 3.860 12.67 55.30 ID = 3 ( 50929): 165.38 14.934 12.33 68.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 50536)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 12.70 217.25 0.0700 17.70 216.01 0.0700 29.90 216.07 0.0700 /0.0350 Main Channel 31.60 215.45 0.0350 Main Channel 32.40 215.37 0.0350 Main Channel 33.00 215.27 0.0350 Main Channel 33.40 215.37 0.0350 Main Channel 34.50 215.45 0.0350 Main Channel 36.00 216.04 0.0350 Main Channel 39.90 216.79 0.0350 /0.0700 Main Channel 43.70 216.17 0.0700 61.40 216.43 0.0700 66.40 216.53 0.0700 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.06 215.33 .551E+01 0.0 0.29 16.69 0.12 215.39 .231E+02 0.0 0.41 11.82 0.18 215.45 .638E+02 0.1 0.53 9.15 0.25 215.52 .119E+03 0.3 0.75 6.50 0.31 215.58 .180E+03 0.6 0.92 5.27 0.37 215.64 .247E+03 0.9 1.07 4.54 0.43 215.70 .320E+03 1.3 1.20 4.04 0.49 215.76 .398E+03 1.8 1.32 3.67 0.55 215.82 .482E+03 2.4 1.43 3.39 0.62 215.89 .573E+03 3.0 1.53 3.16 0.68 215.95 .668E+03 3.7 1.63 2.97 0.74 216,01 .770E+03 4.6 1.72 2.81 0.80 216.07 .987E+03 5.5 1.61 3.00 0.88 216.15 .141E+04 7.2 1.47 3.29 0.95 216.22 .188E+04 9.3 1.43 3.38 1.03 216.30 .249E+04 11.9 1.39 3.49 1.11 216.38 .324E+04 15.1 1.35 3.58 1.18 216.45 .413E+04 19.0 1.34 3.63 1.26 216.53 .514E+04 23.6 1.34 3.62 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50929) 165.38 14.93 12.33 68.96 1.10 1.36 OUTFLOW: ID= 1 ( 50536) 165.38 14.67 12.42 68.96 1.10 1.36 Distance Elevation Manning 0.00 210.78 0.0700 3.80 210.56 0.0700 14.10 207.00 0.0700 /0.0350 Main Channel 17.40 206.89 0.0350 Main Channel 18.60 206.24 0.0350 Main Channel 21.60 206.97 0.0350 Main Channel 25.40 206.82 0.0350 /0.0700 Main Channel 41.90 209.21 0.0700 66.10 211.72 0.0700 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.19 206.43 .273E+02 0.1 0.88 4.66 0.39 206.63 .109E+03 0.6 1.39 2.94 0.58 206.82 .245E+03 1.8 1.82 2.24 0.83 207.07 .801E+03 5.6 1.70 2.40 1.07 207.32 .168E+04 16.9 2.47 1,65 1.32 207.56 .270E+04 33.4 3.03 1,35 1.57 207.81 .387E+04 54.9 3.48 1.17 1.82 208.06 .518E+04 81.4 3.85 1.06 2.07 208.31 .664E+04 112.9 4.16 0.98 2.31 208.55 .825E+04 149.6 4.44 0.92 2.56 208.80 .100E+05 191.5 4.69 0.87 2.81 209.05 .119E+05 238.8 4.91 0.83 3.06 209.30 .140E+05 291.2 5.11 0.80 3.30 209.54 .162E+05 348.7 5.27 0.77 3.55 209.79 .186E+05 412.4 5.43 0.75 3.80 210.04 .212E+05 482.4 5.57 0.73 4.05 210.29 .240E+05 559.1 5.70 0.72 4.29 210.53 .270E+05 642.6 5.83 0.70 4.54 210.78 .303E+05 725.0 5.87 0.70 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 50905) 214.37 17.74 12.33 72.15 1.09 2.49 OUTFLOW: ID= 1 ( 50503) 214.37 17.93 12.33 72.15 1.09 2.50 CALIB STANDHYD ( 50143) Area (ha)= 4.55 11D= 1 DT= 5.0 min 1 Total Imp(%)= 47.84 Dir. Conn.(%)=. 39,99 (i) IMPERVIOUS PERVIOUS Surface Area (ha)= 2.17 2.37 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 174.09 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- 147.82 146.51 5.00 10.00 3.05 (ii) 9.11 (ii) 5.00 10.00 0.27 0.12 Routing time step (min)'= 5.00 DATA FOR SECTION ( 1.1) > PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)= (hrs)= (mm)= 0.74 0.73 12.08 12.08 119.77 90.09 *TOTALS* 1.472 (iii) 12.08 101.96 TOTAL RAINFALL (mm)= 120.77 120.77 RUNOFF COEFFICIENT = 0.99 0.75 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! 120.77 0.84 YOU SHOULD CONSIDER SPLITTING THE AREA. (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES, NOT INCLUDE BASEFLOW IF ANY. RESERVOIR( 50402)1 OVERFLOW IS OFF IN= 2---> OUT= 1 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0305 0.0341 0.0152 0.0044 0.0317 0.0368 0.0176 0.0088 0.0329 0.0396 0.0197 0.0132 0.0341 0.0423 0.0216 0.0172 0.0352 0.0455 0.0233 0.0203 0.0363 0.0495 0.0249 0.0231 0.0373 0.0555 0.0264 0.0258 0.0384 0.0649 0.0278 0.0286 0.0394 0.0759 0.0292 0.0313 0.0906 0.0869 INFLOW : ID= 2 ( 50143) OUTFLOW: ID= 1 ( 50402) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 4.546 1.472 12.08 101.96 4.546 0.494 12.25 101.94 PEAK FLOW REDUCTION [Qout/Qin](%)= 33.57 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= 0.1746 CALIB STANDHYD ( 50142) Area (ha)= 4.45 ID= 1 DT= 5.0 min 1 Total Imp(%)= 21.08 Dir. Conn.(%)= 19.44 Surface Area (ha)- Dep. Storage (m) - Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = IMPERVIOUS PERVIOUS (i) 0.94 3.51 1.00 1.50 1.00 2.00 172.16 40.00 0.013 0.250 147.82 5.00 3.03 5.00 0.27 0.35 12.08 119.77 120.77 0.99 126.63 10.00 (ii) 9.45 (ii) 10.00 0.12 0.92 12.08 87.20 120.77 0.72 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! `**** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% *TOTALS* 1.269 (iii) 12.08 93.53 120.77 0.77 1 NASHYD (. 8102)1 ID= 1 DT= 5.0 min 1 Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 1.043 17.09 Curve Number (CN)= 69.0 7.81 # of Linear Res.(N)= 3.00 0.63 PEAK FLOW (cms)- 1.096 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 56.190 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.465 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 8501)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA Distance 0.00 6.00 9.00 11.00 14.00 20.00 FOR SECTION Elevation 2.00 1.00 0.00 0.00 1.00 2.00 ( 1.1) > Manning 0.1000 0.1000 /0.0350 0.0350 0.0350 0.0350 /0.1000 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.10 0.10 .242E+02 0.2 0.70 0.20 0.20 .547E+02 0.5 1.05 0.30 0.30 .914E+02 1.1 1.31 0.40 0.40 .135E+03 2.0 1.54 0.50 0.50 .184E+03 3.0 1.74 0.60 0.60 .240E+03 4.4 1.92 0.70 0.70 .302E+03 6.0 2.08 0.80 0.80 .370E+03 7.9 2.24 0.90 0.90 .445E+03 10.1 2.40 1.00 1.00 .525E+03 12.7 2.54 1.11 1.11 .627E+03 16.7 2.80 1.22 1.22 .743E+03 21.2 2.99 1.33 1.33 .876E+03 26.1 3.14 1.44 1.44 .102E+04 31.6 3.25 1.56 1.56 .119E+04 37.6 3.33 1.67 1.67 .137E+04 44.2 3.40 1.78 1.78 .156E+04 51.3 3.45 1.89 1.89 .177E+04 58.9 3.50 2.00 2.00 .200E+04 67.1 3.53 Main Channel Main Channel Main Channel Main Channel INFLOW : ID= OUTFLOW: ID= <---- hydrograph ----> AREA QPEAK TPEAK R.V. 2 ( 8102) 17h 9 (cms)11 (hrs)25 56.19 1 ( 8501) 17.09 1.10 12.67 56.19 TRAV.TIME (min) 2.49 1.67 1.33 1.14 1.01 0.91 0.84 0.78 0.73 0.69 0.63 0.59 0.56 0.54 0.53 0.52 0.51 0.50 0.50 <-pipe / channel-> MAX DEPTH MAX VEL 0.29 (1.29 0.29 1.29 1 ADD HYD ( 8901)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 50903)1 1 + 2 = 3 ID1= 1 ( 50142): + ID2= 2 ( 50402): AREA (ha) 4.45 4.55 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.269 12.08 93.53 0.494 12.25 101.94 ID = 3 ( 50903): 8.99 1.619 12.08 97.78 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 50903) 1 D + 2 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 50903): 8.99 1.619) 12.08cms rs) 97.78) + ID2= 2 ( 50503): 214.37 17.932 12.33 72.15 ID = 1 ( 50903): 223.36 18.868 12.33 73.18 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 50931)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 50104): 5.34 0.570 12.25 57.54 + ID2= 2 ( 50903): 223.36 18.868 12.33 73.18 ID = 3 ( 50931): 228.70 19.427 12.33 72.82 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB 1 NASHYD ( 8101) 11D= 1 DT= 5.0 min Area (ha)- Ia (mm)- U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.379 PEAK FLOW (cms)= 0.231 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 43.305 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.359 2.51 Curve Number (CN)= 57.0 5.43 # of Linear Res.(N)= 3.00 0.25 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 ID1= 1 ( 8101): + ID2= 2 ( 8501): (ha) (cms) (hrs) (mm) 2.51 0.231 12.17 43.30 17.09 1.098 12.67 56.19 ID = 3 ( 8901): 19.60 1.210 12.58 54.54 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB 1 NASHYD ( 30101) 1ID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= 21.09 8.47 0.23 Unit Hyd Qpeak (cms)= 2.380 PEAK FLOW (cms)- 1.719 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 46.552 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.385 Curve Number (CN)= 62.0 # of Linear Res.(N)= 2.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 30102) Area (ha)= 13.71 Curve Number (CN)= 80.0 1ID= 1 DT= 5.0 min Ia (mm)= 9.76 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.14 Unit Hyd Qpeak (cms)- 2.542 PEAK FLOW (cms)= 2.517 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 68.569 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.568 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 30501)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel + TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .166E+03 0.3 1.49 8.06 0.20 0.20 .375E+03 1.2 2.22 5.40 0.30 0.30 .627E+03 2.4 2.78 4.32 0.40 0.40 .922E+03 4.2 3.26 3.69 0.50 0.50 .126E+04 6.4 3.68 3.27 0.60 0.60 .164E+04 9.3 4.06 2.96 0.70 0.70 .207E+04 12.7 4.42 2.72 0.80 0.80 .254E+04 16.7 4.75 2.53 0.90 0.90 .305E+04 21.5 5.07 2.37 1.00 1.00 .360E+04 26.9 5.38 2.23 1.11 1.11 .429E+04 35.4 5.93 2.02 1.22 1.22 .510E+04 44.9 6.34 1.89 1.33 1.33 .600E+04 55.4 6.65 1.81 1.44 1.44 .702E+04 67.0 6.88 1.74 1.56 1.56 .814E+04 79.7 7.06 1.70 1.67 1.67 .936E+04 93.6 7.20 1.67 1.78 1.78 .107E+05 108.6 7.31 1.64 1.89 1.89 .121E+05 124.8 7.41 1.62 2.00 2.00 .137E+05 142.2 7.48 1.60 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 30102) 13.71 2.52 12.08 68.57 0.31 2.80 ID= 1 ( 30501) 13.71 2.42 12.17 68.57 0.30 2.78 ADD HYD ( 30901)1 1 + 2 = 3 1D1= 1 ( 30101): + ID2= 2 ( 30501): AREA (ha) 21.09 13.71 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.719 12.17 46.55 2.421 12.17 68.57 ID = 3 ( 30901): 34.80 4.139 12.17 55.23 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 23101) ID= 1 DT= 5.0 min Area (ha)= 15.09 Curve Number (CN)= 71.0 Ia (mm)= 8.87 # of Linear Res.(N)= 2.00 U.H. Tp(hrs)= 0.41 Unit Hyd Qpeak (cms)= 0.967 PEAK FLOW (cms)= 1.021 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 57.858 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.479 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB I NASHYD ( 24101)1 Area (ha)= ID= 1 DT= 5.0 min 1 Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 1.646 PEAK FLOW TIME TO PEAK RUNOFF VOLUME TOTAL RAINFALL 21.57 Curve Number (CN)= 65.0 9.92 # of Linear Res.(N)= 2.00 0.34 (cms)= 1.396 (i) (hrs)= 12.333 (mm)= 49.373 (mm)= 120.770 IID= 1 DT= 5.0 min 1 Ia (mm)= 7.90 U.H. Tp(hrs)= 0.15 Unit Hyd Qpeak (cms)= 6.519 PEAK FLOW (cms)= 5.228 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 65.302 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.541 # of Linear Res.(N)= 3.00 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. SHIFT HYD( 56702)1 IN= 2---> OUT= 1 SHIFT= 75.8 min I AREA (ha) ID= 2 ( 56122): 25.60 SHIFT ID= 1 ( 56702): 25.60 QPEAK TPEAK R.V. (cms) (hrs) (mm) 5.23 12.08 65.30 5.23 13.33 65.30 1 ADD HYD ( 56914)1 1 + 2 = 3 1D1= 1 ( 56121): + ID2= 2 ( 56702): AREA (ha) 19.10 25.60 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.564 12.42 58.49 5.228 13.33 65.30 ID = 3 ( 56914): 44.70 5.842 13.33 62.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. DUHYD ( 56801)1 Inlet Cap.= 0.400 II #of Inlets= 1 TOtal(cros)= 0.41 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) TOTAL HYD.(ID= 1): 44.70 5.84 13.33 62.39 MAJOR SYS.(ID= 2): 22.56 5.44 13.33 62.39 MINOR SYS.(ID= 3): 22.14 0.40 11.92 62.39 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 56508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation. Manning 0.00 2.00 0.0800 10.00 1.50 0.0800 /0.0300 20.00 0.50 0.0300 21.00 0.50 0.0300 31.00 1.50 0.0300 /0.0800 41.00 2.00 0.0800 < TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME RUNOFF COEFFICIENT = 0.409 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I Junction Command(12901) I INFLOW : ID= 9( 12801) OUTFLOW: ID= 2( 12901) AREA (ha) 5.33 5.33 QPEAK (cms) 0.33 0.33 TPEAK (hrs) 11.92 11.92 R.V. (mm) 62.76 62.76 I Junction Command(11901) I INFLOW : ID= 9( 11801) OUTFLOW: ID= 2( 11901) AREA (ha) 4.01 4.01 QPEAK TPEAK (cms) (hrs) 1.22 12.17 1.22 12.17 R.V. (mm) 62.12 62.12 CALIB NASHYD ( 56120) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 12.80 Curve Number (CN)= 69.9 8.29 # of Linear Res.(N)= 3.00 0.47 Unit Hyd Qpeak (cms)= 1.040 PEAK FLOW (cms)= 1.032 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 57.023 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.472 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I CALIB I NASHYD ( 56121) 11D= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= 19.10 Curve Number (CN)= 71.9 9.90 # of Linear Res.(N)= 3.00 0.48 Unit Hyd Qpeak (cms)= 1.520 PEAK FLOW (cms)= 1.564 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 58.492 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.484 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB 1 NASHYD ( 56122) Area (ha)= 25.60 Curve Number (CN)= 75.8 (m) (m) (cu.m.) (cms) (m/s) 0.08 0.58 .653E+02 0.1 0.75 0.15 0.65 .187E+03 0.4 1.10 0.23 0.73 .366E+03 1.1 1.39 0.31 0.81 .602E+03 2.1 1.65 0.38 0.88 .895E+03 3.5 1.88 0.46 0.96 .124E+04 5.5 2.10 0.54 1.04 .165E+04 8.0 2.31 0.62 1.12 .211E+04 11.1 2.51 0.69 1.19 .263E+04 14.8 2.71 0.77 1.27 .321E+04 19.3 2.89 0.85 1.35 .384E+04 24.6 3.07 0.92 1.42 .453E+04 30.6 3.24 1.00 1.50 .528E+04 37.6 3.41 1.08 1.58 .619E+04 48.1 3.73 1.17 1.67 .723E+04 59.7 3.97 1.25 1.75 .840E+04 72.6 4.15 1.33 1.83 .971E+04 86.7 4.29 1.42 1,92 .111E+05 102.0 4.39 1.50 2.00 .127E+05 118.7 4.48 INFLOW : ID= 2 OUTFLOW: ID= 1 C C <---- hydrograph ----> AREA QPEAK TPEAK R.V. 56801) 22.14 (cms)04 (hrs)19 62.39 56508) 22.14 0.40 12.25 62.39 (min) 10.70 7.27 5.76 4.86 4.25 3.80 3.46 3.18 2.96 2.77 2.61 2.47 2.34 2.15 2.02 1.93 1.87 1,82 1,79 <-pipe / channel-> MAX DEPTH MAX VEL 0.15 (1 06 0.15 1.06 HY ADD D2 ( 56913)1 + = 3 ID1= 1 ( 56120): + ID2= 2 ( 56508): AREA (ha) 12.80 22.14 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.032 12.42 57.02 0.401 12.25 62.39 ID = 3 ( 56913): 34.94 1.432 12.42 60.43 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB I STANDHYD ( 56119) Area (ha)= 6.41 ID= 1 DT= 5.0 min Total Imp(%)= 50.00 Dir. Conn.(%)= 35.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 3.20 3.20 Dep. storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 206.72 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)- PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= 147.82 5.00 3.38 5.00 0.26 0.91 12.08 119.77 120.77 153.10 10.00 (ii) 9.33 (ii) 10.00 0.12 1.01 12.08 80.96 120.77 *TOTALS* 1.920 (iii) 12.08 94.54 120.77 RUNOFF COEFFICIENT = 0.99 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 0.78 ADD HYD ( 56912)1 1 + 2 = 3 ID1= 1 ( 56119): + 102= 2 ( 56913): AREA (ha) 6.41 34.94 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.920 12.08 94.54 1.432 12.42 60.43 ID = 3 ( 56912): 41.35 2.866 12.08 65.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB NASHYD ( 56127)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.573 PEAK FLOW (cms)= 0.594 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 61.398 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.508 6.00 Curve Number (CN)= 73.8 9.57 # of Linear Res.(N)= 3.00 0.40 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. IROUTE CHN( 56513)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0800 10.00 1.50 0.0800 /0.0350 20.00 0.50 0.0350 21.00 0.50 0.0350 31.00 1.50 0.0350 /0.0800 41.00 2.00 0.0800 Main Main Main Main Channel Channel Channel Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 0.58 .599E+02 0.1 0.38 19.07 0.15 0.65 .172E+03 0.2 0.57 12.95 0.23 0.73 .336E+03 0.5 0.71 10.26 0.31 0.81 .552E+03 1.1 0.85 8.66 0.38 0.88 .820E+03 1.8 0.97 7.57 0.46 0.96 .114E+04 2.8 1.08 6.78 0.54 1.04 .151E+04 4.1 1.19 6.16 0.62 1.12 .194E+04 5.7 1.29 5.67 0.05 0.08 0.11 0.13 0.16 0.18 0.21 0.24 0.26 0.29 0.32 0.34 0.37 0.39 0.42 0.45 0.47 0.50 1.55 1.58 1.61 1.63 1.66 1.68 1.71 1.74 1.76 1.79 1.82 1.84 1.87 1.89 1.92 1.95 1.97 2.00 .332E+01 .748E+01 .133E+02 .208E+02 .299E+02 .407E+02 .532E+02 .673E+02 .831E+02 .101E+03 .120E+03 .140E+03 .163E+03 .187E+03 .213E+03 .240E+03 .269E+03 .300E+03 INFLOW : ID= 2 ( 56517) OUTFLOW: ID= 1 ( 56512) 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.6 0.7 0.9 1.0 1.2 1.3 0.40 0.53 0.64 0.74 0.83 0.92 1.01 1.09 1.17 1.25 1.32 1.40 1.47 1.54 1.60 1.67 1.74 1.80 16.62 12.69 10.47 9.02 7.99 7.21 6.60 6.10 5.69 5.34 5.03 4.77 4.54 4.34 4.16 3.99 3.84 3.71 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 10.21 0.89 12.50 62.03 0.43 1.62 10.21 0.88 12.58 62.03 0.43 1.62 CALIB I NASHYD ( 56125)1 ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.533 PEAK FLOW (cms)= 0.591 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 66.238 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.548 5.30 Curve Number (CN)= 76.2 7.94 # of Linear Res.(N)= 3.00 0.38 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN(. 56511)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0800 10.00 1.50 0.0800 /0.0350 20.00 0.50 0.0350 21.00 0.50 0.0350 31.00 1.50 0.0350 /0.0800 41.00 2.00 0.0800 Main Main Main Main Channel Channel Channel Channel 0.69 1.19 .241E+04 7.6 1.39 5.27 0.77 1.27 .294E+04 9.9 1.49 4.93 0.85 1.35 .352E+04 12.6 1.58 4.64 0.92 1.42 .416E+04 15.8 1.67 4.39 1.00 1.50 .484E+04 19.3 1.76 4.18 1.08 1.58 .567E+04 24.7 1.92 3.82 1.17 1.67 .662E+04 30.7 2.04 3.59 1.25 1.75 .770E+04 37.4 2.14 3.43 1.33 1.83 .890E+04 44.7 2.21 3.32 1.42 1.92 .102E+05 52.7 2.27 3.23 1.50 2.00 .117E+05 61.4 2.32 3.17 INFLOW : ID= 2 ( 56127) OUTFLOW: ID= 1 ( 56513) <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 6.00 0.59 12.33 61.40 0.24 0.73 6.00 0.55 12.50 61.39 0.23 0.72 I CALIB I NASHYD ( 56126) 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.287 PEAK FLOW (cms)= 0.333 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 62.946 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.521 4.21 Curve Number (CN)= 74.6 9.08 # of Linear Res.(N)= 3.00 0.56 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 56517)1 I 1+ 2= 3 I ID1= 1 ( 56126): + ID2= 2 ( 56513): AREA (ha) 4.21 6.00 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.333 12.50 62.95 0.552 12.50 61.39 ID = 3 ( 56517): 10.21 0.886 12.50 62.03 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 56512)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation 0.00 2.00 1.50 1.50 3.00 2.00 Manning 0.0350 0.0350 0.0350 > Main Channel Main Channel Main Channel TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cros) (m/s) (min) 0.03 1.53 .831E+00 0.0 0.25 26.39 0.31 0.38 0.46 0.54 0.62 0.69 0.77 0.85 0.92 1.00 1.08 1.17 1.25 1.33 1.42 1.50 0.81 0.88 0.96 1.04 1.12 1.19 1.27 1.35 1.42 1.50 1.58 1.67 1.75 1.83 1.92 2.00 .728E+03 .108E+04 .150E+04 .199E+04 .255E+04 .318E+04 .388E+04 .464E+04 .548E+04 .638E+04 .748E+04 .873E+04 .101E+05 .117E+05 .135E+05 .154E+05 INFLOW : ID= 2 ( 56125) OUTFLOW: IC 1 ( 56511) 1.7 2.8 4.4 6.4 8.9 11.9 15.5 19.8 24.6 30.2 38.7 48.1 58.4 69.9 82.4 95.9 1.32 1.51 1.69 1.86 2.02 2.18 2.32 2.47 2.61 2.75 3.00 3.19 3.34 3.45 3.55 3.62 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 5.30 0.59 12.33 66.24 5.30 0.54 12.50 66.24 7.30 6.39 5.71 5.20 4.78 4.44 4.16 3.92 3.71 3.52 3.22 3.03 2.89 2.80 2.73 2.67 <-pipe / channel-> MAX DEPTH MAX VEL 0.19 CO 98 0.18 0.96 I CALIB 1 NASHYD ( 56124) 1ID= 1 DT= 5.0 min Area (ha)= Ia (mm)- U.H. Tp(hrs)= 18.64 Curve Number (CN)= 74.9 8.96 # of Linear Res.(N)= 3.00 0.55 Unit Hyd Qpeak (cms)= 1.294 PEAK FLOW (cms)= 1.512 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 63.480 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.526 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I ADD HYD ( 56516)1 I 1+ 2= 3 I AREA QPEAK TPEAK R.V. ID1= 1 ( 56124): 18.64 (cms)512 12.50 63.48 ) + ID2= 2 ( 56511): 5.30 0.541 12.50 66.24 ID = 3 ( 56516): 23.94 2.053 12.50 64.09 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE (m) (m) (cu.m.) (cms) 0.08 0.58 .789E+02 0.1 0.15 0.65 .227E+03 0.3 0.23 0.73 .443E+03 0.9 VELOCITY (m/s) 0.60 0.89 1.12 > TRAV.TIME (min) 16.07 10.92 8.65 I ADD HYD ( 56516)1 I 3 + 2 = 1 ID1= 3 ( 56516): + ID2= 2 ( 56512): AREA (ha) 23.94 10.21 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.053 12.50 64.09 0.880 12.58 62.03 ID = 1 ( 56516): 34.15 2.920 12.50 63.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 56510)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 PEAK FLOW (cms)= 0.30 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 119.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.99 0.34 12.08 80.96 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! 0.642 (iii) 12.08 94.54 120.77 0.78 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0300 1.50 1.50 0.0300 3.00 2.00 0.0300 Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 1.53 .831E+00 0.0 0.18 37.17 0.05 1.55 .332E+01 0.0 0.28 23.41 0.08 1.58 .748E+01 0.0 0.37 17.87 0.11 1.61 .133E+02 0.0 0.45 14.75 0.13 1.63 .208E+02 0.0 0.52 12.71 0.16 1.66 .299E+02 0.0 0.59 11.26 0.18 1.68 .407E+02 0.1 0.66 10.16 0.21 1.71 .532E+02 0.1 0.72 9.29 0.24 1.74 .673E+02 0.1 0.78 8.59 0.26 1.76 .831E+02 0.2 0.83 8.01 0.29 1.79 .101E+03 0.2 0.89 7.51 0.32 1.82 .120E+03 0.3 0.94 7.09 0.34 1.84 .140E+03 0.3 0.99 6.72 0.37 1.87 .163E+03 0.4 1.04 6.40 0.39 1.89 .187E+03 0.5 1.09 6.11 0.42 1.92 .213E+03 0.6 1.14 5.85 0.45 1.95 .240E+03 0.7 1.19 5.62 0.47 1.97 .269E+03 0.8 1.23 5.41 0.50 2.00 .300E+03 1.0 1.28 5.22 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 56516) 34.15 2.92 12.50 63.47 0.49 1.26 OUTFLOW: ID= 1 ( 56510) 34.15 2.84 12.67 63.47 0.50 1.28 CALIB STANDHYD ( 56123)1 Area (ha)= 2.09 ID= 1 DT= 5.0 min Total Imp(%)= 50.00 Dir. Conn.(%)= 35.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.04 1.04 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 118.04 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)= 147.82 153.10 5.00 10.00 2.41 (ii) 8.37 (ii) 5.00 10.00 0.30 0.12 *TOTALS* INFLOW : ID= 2 ( 56515) 36.24 OUTFLOW: ID= 1 ( 56509) 36.24 2.92 12.58 65.26 2.83 12.75 65.26 0.48 0.50 1.25 1.28 CALIB STANDHYD ( 56118) Area (ha)= 1.68 ID= 1 DT= 5.0 min Total Imp(%)= 50.00 Dir. Conn.(%)= 35.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 0.84 0.84 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 105.83 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 153.10 5.00 10.00 2.26 (ii) 8.21 (ii) 5.00 10.00 0.30 0.13 0.24 12.08 119.77 120.77 0.99 0.28 12.08 80.96 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.518 (iii) 12.08 94.54 120.77 0.78 1 ADD HYD ( 56911)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 56118): 1.68 0.518) 12.08cms rs) 94.54) + ID2= 2 ( 56509): 36.24 2.827 12.75 65.26 ID = 3 ( 56911): 37.92 2.878 12.75 66.55 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 56911)1 3 + 2 = 1 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 56911): 37.92 2.878 12.75 66.55 + ID2= 2 ( 56912): 41.35 2.866 12.08 65.71 (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 56515)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. ha (cms rs1D1= 1 ( 56123): 2 09 0.642) 12.08) 94.54) + ID2= 2 ( 56510): 34.15 2.842 12.67 63.47 ID = 3 ( 56515): 36.24 2.923 12.58 65.26 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 56509)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0300 1.50 1.50 0.0300 3.00 2.00 0.0300 Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.03 1.53 .102E+01 0.0 0.18 45.53 0.05 1.55 .407E+01 0.0 0.28 28.68 0.08 1.58 .916E+01 0.0 0.37 21.89 0.11 1.61 .163E+02 0.0 0.45 18.07 0.13 1.63 .255E+02 0.0 0.52 15.57 0.16 1.66 .386E+02 0.0 0.59 13.79 0.18 1.68 .499E+02 0.1 0.66 12.44 0.21 1.71 .852E+02 0.1 0.72 11.38 0.24 1.74 .825E+02 0.1 0.78 10.52 0.26 1.76 .102E+03 0.2 0.83 9.81 0.29 1.79 .123E+03 0.2 0.89 9.20 0.32 1.82 .147E+03 0.3 0.94 8.69 0.34 1.84 .172E+03 0.3 0.99 8.23 0.37 1.87 .200E+03 0.4 1.04 7.84 0.39 1.89 .229E+03 0.5 1.09 7.49 0.42 1.92 .261E+03 0.6 1.14 7.17 0.45 1.95 .294E+03 0.7 1.19 6.89 0.47 1.97 .330E+03 0.8 1.23 6.63 0.50 2.00 .367E+03 1.0 1.28 6.39 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ROUTE CHN( 56502)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0300 3.00 0.50 0.0300 6.00 2.00 0.0300 Main Channel Main Channel Main Channel < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 0.58 .623E+01 0.0 0.58 14.49 0.16 0.66 .249E+02 0.0 0.91 9.13 0.24 0.74 .561E+02 0.1 1.20 6.97 0.32 0.82 .997E+02 0.3 1.45 5.75 0.39 0.89 .156E+03 0.5 1.68 4.96 0.47 0.97 .224E+03 0.9 1.90 4.39 0.55 1.05 .305E+03 1.3 2.10 3.96 0.63 1.13 .399E+03 1.8 2.30 3.62 0.71 1.21 .505E+03 2.5 2.49 3.35 0.79 1.29 .623E+03 3.3 2.67 3.12 0.87 1.37 .754E+03 4.3 2.84 2.93 0.95 1.45 .898E+03 5.4 3.01 2.76 1.03 1.53 .105E+04 6.7 3.18 2.62 1.11 1.61 .122E+04 8.2 3.34 2.49 1.18 1.68 .140E+04 9.8 3.50 2.38 1.26 1.76 .160E+04 11.7 3.65 2.28 1.34 1.84 .180E+04 13.7 3.80 2.19 1.42 1.92 .202E+04 16.0 3.95 2.11 1.50 2.00 .225E+04 18.4 4.10 2.03 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 56911) 79.27 4.42 12.58 66.12 0.88 2.86 OUTFLOW: ID= 1 ( 56502) 79.27 4.43 12.67 66.12 0.88 2.86 I CALIB I NASHYD ( 56116) Area (ha)= 23.31 Curve Number (CN)= 65.3 IID= 1 DT= 5.0 min I Ia (mm)= 9.60 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.74 Unit Hyd Qpeak (cms)= 1.203 PEAK FLOW (cms)= 1.175 (i) TIME TO PEAK (hrs)= 12.750 RUNOFF VOLUME (mm)= 50.209 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.416 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ID = 1 ( 56911): 79.27 4.420 12.58 66.12 NOTE:. PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I CALIB I NASHYD ( 56117) Area (ha)= 50.05 Curve Number (CN)= 73.6 !ID= 1 DT= 5.0 min Ia (mm)= 8.88 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.68 Unit Hyd Qpeak (cms)- 2.811 PEAK FLOW (cms)- 3.371 (i) TIME TO PEAK (hrs)= 12.667 RUNOFF VOLUME (mm)= 61.671 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.511 INFLOW : ID= 2 ( 56117) 50.05 3.37 12.67 61.67 0.66 2.09 OUTFLOW: ID= 1 ( 56507) 50.05 3.36 12.75 61.67 0.66 2.08 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 56507)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 7.91 218.58 0.0450 9.07 218.37 0.0300 /0.0300 Main Channel 10.93 217.44 0.0300 Main Channel 11.49 217.16 0.0300 Main Channel 11.63 217.09 0.0300 Main Channel 11.82 216.99 0.0300 Main Channel 12.45 216.98 0.0300 Main Channel 12.51 216.99 0.0300 Main Channel 13.08 217.05 0.0300 Main Channel 13.37 217.23 0.0300 Main Channel 13.48 217.25 0.0300 Main Channel 13.51 217.26 0.0300 Main Channel 15.95 218.40 0.0300 Main Channel 16.27 218.50 0.0300 /0.0450 Main Channel 17.44 218.44 0.0450 17.58 218.44 0.0450 19.40 218.39 0.0450 19.42 218.40 0.0450 20.00 218.42 0.0450 20.68 218.50 0.0450 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 217.06 .427E+02 0.0 0.53 18.20 0.15 217.13 .109E+03 0.2 0.86 11.12 0.23 217.21 .188E+03 0.4 1.11 8.66 0.30 217.29 .282E+03 0.6 1.28 7.48 0.38 217.36 .391E+03 1.0 1.46 6.58 0.45 217.44 .513E+03 1.4 1.62 5.93 0.54 217.52 .660E+03 2.1 1.82 5.26 0.62 217.60 .823E+03 2.9 2.00 4.79 0.70 217.68 .100E+04 3.8 2.16 4.44 0.78 217.76 .120E+04 4.8 2.30 4.16 0.86 217.85 .141E+04 6.0 2.44 3.93 0.95 217.93 .163E+04 7.3 2.57 3.73 1.03 218.01 .188E+04 8.8 2.69 3.56 1.11 218.09 .213E+04 10.4 2.81 3.41 1.19 218.17 .241E+04 12.2 2.92 3.28 1.27 218.25 .270E+04 14.2 3.03 3.16 1.35 218.34 .300E+04 16.4 3.13 3.06 1.44 218.42 .334E+04 18.8 3.23 2.97 1.52 218.50 .384E+04 21.4 3.20 2.99 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 1 1 + 2 = 3 1 AREA QPEAK TPEAK (ha) (cms) (hrs) R.V. (mm) 1D1= 1 ( 56115): 12.53 1.071 12.50 62.39 + IO2= 2 ( 56701): 43.20 4.991 13.58 71.35 ID = 3 ( 56909): 55.73 5.318 13.58 69.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 56908)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a cms rs mm 1D1= 1 ( 56801): 22.56 5.442) 13.33) 62.39) + ID2= 2 ( 56909): 55.73 5.318 13.58 69.33 ID = 3 ( 56908): 78.29 9.465 13.42 67.33 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 56506)1 IN= 2---> OUT= 1 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0800 8.00 1.50 0.0800 /0.5000 11.25 0.50 0.5000 Main Channel 11.75 0.50 0.5000 Main Channel 15.00 1.50 0.5000 /0.0800 Main Channel 23.00 2.00 0.0800 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 0.58 .119E+02 0.0 0.08 43.46 0.16 0.66 .320E+02 0.0 0.14 23.92 0.24 0.74 .601E+02 0.1 0.20 16.93 0.32 0.82 .964E+02 0.1 0.25 13.32 0.39 0.89 .141E+03 0.2 0.30 11.10 0.47 0.97 .193E+03 0.3 0.35 9.59 0.55 1.05 .254E+03 0.5 0.39 8.49 0.63 1.13 .322E+03 0.7 0.44 7.65 0.71 1.21 .399E+03 1.0 0.48 6.99 0.79 1.29 .484E+03 1.3 0.52 6.45 0.87 1.37 .577E+03 1.6 0.56 6.00 0.95 1.45 .678E+03 2.0 0.59 5.63 1.03 1.53 .789E+03 2.5 0.64 5.23 1.11 1.61 .933E+03 3.2 0.69 4.85 1.18 1.68 .112E+04 4.1 0.73 4.57 1.26 1.76 .134E+04 5.2 0.77 4.32 1.34 1.84 .160E+04 6.5 0.81 4.09 1.42 1.92 .191E+04 8.2 0.86 3.88 1.50 2.00 .225E+04 10.2 0.91 3.67 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 56908) 78.29 9.46 13.42 67.33 1.47 0.89 OUTFLOW: ID= 1 ( 56506) 78.29 9.13 13.42 67.33 1.46 0.88 1 ADD HYD ( 56910)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) mm ID1= 1 ( 56116): 23.31 1.175) 12.75cms rs) 50.21) + ID2= 2 ( 56507): 50.05 3.357 12.75 61.67 ID = 3 ( 56910): 73.36 4.532 12.75 58.03 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 CALIB NASHYD ( 56115) Area (ha)= 12.53 Curve Number (CN)= 74.7 11D= 1 DT= 5.0 min Ia (mm)= 9.95 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.50 Unit Hyd Qpeak (cms)- 0.957 PEAK FLOW (cms)= 1.071 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 62.385 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.517 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 56114) Area (ha)= 43.20 Curve Number (CN)= 78.4 1ID- 1 DT= 5.0 min Ia (mm)= 5.93 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.40 Unit Hyd Qpeak (cms)- 4.125 PEAK FLOW (cms)= 4.991 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 71.348 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.591 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 SHIFT HYD( 56701)1 I IN= 2---> OUT= 1 1 SHIFT= 79.2 min I AREA QPEAK TPEAK R.V. mm) ID= 2 ( 56114): (ha43.20 (cms4.99 (.12rs.33 (71.35 SHIFT ID= 1 ( 56701): 43.20 4.99 13.58 71.35 1 ADD HYD ( 56909)1 1 ADD HYD ( 56907)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 56506): 78.29 9.130 13.42 67.33 + ID2= 2 ( 56910): 73.36 4.532 12.75 58.03 ID = 3 ( 56907): 151.65 12.241 13.42 62.83 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 56505)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 218.60 0.0450 7.91 218.58 0.0450 /0.0300 Main Channel 10.93 217.44 0.0300 Main Channel 11.49 217.16 0.0300 Main Channel 11.63 217.09 0.0300 Main Channel 11.82 216.99 0.0300 Main Channel 12.45 216.98 0.0300 Main Channel 12.51 216.99 0.0300 Main Channel 13.08 217.05 0.0300 Main Channel 13.37 217.23 0.0300 Main Channel 13.48 217.25 0.0300 Main Channel 13.51 217.26 0.0300 Main Channel 15.95 218.40 0.0300 Main Channel 16.27 218.50 0.0300 /0.0450 Main Channel 17.44 218.44 0.0450 17.58 218.44 0.0450 19.40 218.39 0.0450 19.42 218.40 0.0450 20.00 218.42 0.0450 20.68 218.50 0.0450 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 217.06 .156E+02 0.1 0.88 3.96 0.15 217.13 .401E+02 0.3 1.44 2.42 0.23 217.21 .690E+02 0.6 1.85 1,89 0.30 217.29 .103E+03 1.1 2.15 1.63 0.38 217.36 .143E+03 1.7 2.44 1.43 0.46 217.44 .188E+03 2.4 2.71 1.29 0.53 217.51 .238E+03 3.3 2.93 1.19 0.61 217.59 .294E+03 4.4 3.15 1.11 0.68 217.67 .356E+03 5.7 3.35 1.04 0.76 217.74 .423E+03 7.2 3.55 0.98 0.84 217.82 .497E+03 8.9 3.75 0.93 0.91 217.89 .576E+03 10.8 3.94 0.89 0.99 217.97 .661E+03 13.0 4.12 0.85 1.06 218.05 .752E+03 15.4 4.30 0.81 1.14 218.12 .849E+03 18.1 4.48 0.78 1.22 218.20 .951E+03 21.1 4.65 0.75 1.29 218.27 .106E+04 24.3 4.82 0.73 1.37 218.35 .117E+04 27.9 4.99 0.70 1.44 218.43 .130E+04 31.7 5.12 0.68 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 56907) 151.65 12.24 13.42 62.83 0.96 4.06 OUTFLOW: ID= 1 ( 56505) 151.65 12.15 13.42 62.83 0.96 4.05 CALIB NASHYD ( 56113)1 ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= unit Hyd Qpeak (cms)= 0.359 PEAK FLOW (cms)= 0.261 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 41.313 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.342 5.26 Curve Number (CN)= 55.8 6.63 # of Linear Res.(N)= 3.00 0.56 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 56906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 56113): 5.26 0.261 12.58 41.31 + ID2= 2 ( 56505): 151.65 12.154 13.42 62.83 ID = 3 ( 56906): 156.91 12.280 13.42 62.11 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS. IF ANY. CALIB NASHYD ( 56112) ID= 1 DT= 5.0 min 1 Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.518 PEAK FLOW (cms)= 0.464 (i) TIME TO PEAK (hrs)= 12.583 RUNOFF VOLUME (mm)= 49.171 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.407 8.13 Curve Number (CN)= 62.6 6.37 # of Linear Res.(N)= 3.00 0.60 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 56111) Area (ha)= 16.01 ID= 1 DT= 5.0 min I Total Imp(%)- 50.00 Dir. Conn.(%)= 35.00 Surface Area Dep. Storage Average slope (ha)= (mm)= (%= IMPERVIOUS 8.01 1.00 1.00 PERVIOUS (i) 8.01 5.00 2.00 0.11 0.11 .255E+02 0.2 1.85 1.80 0.21 0.21 .598E+02 0.8 2.73 1.22 0.32 0.32 .103E+03 1.7 3.39 0.98 0.42 0.42 .155E+03 3.1 3.95 0.84 0.53 0.53 .216E+03 4.8 4.44 0.75 0.63 0.63 .286E+03 7.0 4.89 0.68 0.74 0.74 .365E+03 9.7 5.31 0.63 0.84 0.84 .452E+03 12.9 5.71 0.58 0.95 0.95 .548E+03 16.7 6.09 0.55 1.05 1.05 .654E+03 21.1 6.45 0.52 1.16 1.16 .768E+03 26.1 6.80 0.49 1.26 1.26 .891E+03 31.8 7.14 0.47 1.37 1.37 .102E+04 38.2 7.48 0.45 1.47 1.47 .116E+04 45.4 7.80 0.43 1.58 1.58 .133E+04 54.7 8.23 0.41 1.68 1.68 .157E+04 65.6 8.38 0.40 1.79 1.79 .187E+04 77.8 8.31 0.40 1.89 1.89 .225E+04 91.5 8.13 0.41 2.00 2.00 .270E+04 106.7 7.91 0.42 INFLOW : OUTFLOW: <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) ID= 2 ( 56905) 181.05 12.77 13.42 62.85 0.84 5.69 ID= 1 ( 56504) 181.05 12.82 13.50 62.85 0.84 5.69 CALIB I NASHYD ( 56110)1 ID= 1 DT= 5.0 min 1 Area (ha) - la (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.807 PEAK FLOW (cms)- 1.086 (i) TIME TO PEAK (hrs)= 12.333 RUNOFF VOLUME (mm)= 78.188 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.647 9.08 Curve Number (CN)= 81.8 4.55 # of Linear Res.(N)= 3.00 0.43 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 56904)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. haID1= 1 ( 56110): 9 08 1.086) 12.33cms rs) 78.19) + ID2= 2 ( 56504): 181.05 12.816 13.50 62.85 ID = 3 ( 56904): 190.13 13.070 13.50 63.58 Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min) - unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 326.70 40.00 0.013 0.250 147.82 102.98 5.00 15.00 4.45 (ii) 11.42 (ii) 5.00 15.00 0.23 0.09 2.24 1.43 12.08 12.17 119.77 54.10 120.77 120.77 0.99 0.45 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 59.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 3.466 (iii) 12.08 77.08 120.77 0.64 I ADD HYD ( 56905)1 1 1+ 2= 3 I ID1= 1 ( 56111): + ID2= 2 ( 56112): AREA (ha) 16.01 8.13 QPEAK TPEAK R.V. (cms) (hrs) (mm) 3.466 12.08 77.08 0.464 12.58 49.17 ID = 3 ( 56905): 24.14 3.662 12.08 67.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD +YD2 ( 56905) 1 AREA QPEAK (ha) (cms) ID1= 3 ( 56905): 24.14 3.662 + ID2= 2 ( 56906): 156.91 12.280 TPEAK R.V. 12.08) 67.68) 13.42 62.11 ID = 1 ( 56905): 181.05 12.769 13.42 62.85 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 56504)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0800 8.00 1.50 0.0800 /0.0300 11.00 0.00 0.0300 /0.0300 12.00 0.00 0.0300 15.00 1.50 0.0300 /0.0800 23.00 2.00 0.0800 Main Channel Main Channel Main Channel Main Channel TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) > 0.00 8.00 11.00 12.00 15.00 23.00 DEPTH ELEV VOLUME (m) (m) (cu.m.) 0.11 0.11 .510E+02 0.21 0.21 .120E+03 0.32 0.32 .206E+03 0.42 0.42 .310E+03 0.53 0.53 .432E+03 0.63 0.63 .572E+03 0.74 0.74 .729E+03 0.84 0.84 .904E+03 0.95 0.95 .110E+04 1.05 1.05 .131E+04 1.16 1.16 .154E+04 1.26 1.26 .178E+04 1.37 1.37 .205E+04 1.47 1.47 .233E+04 1.58 1.58 .266E+04 1.68 1.68 .313E+04 1.79 1.79 .375E+04 1.89 1.89 .450E+04 2.00 2.00 .540E+04 INFLOW ID= 2 OUTFLOW: ID= 1 56904) 56503) AREA (ha) 190.13 190.13 2.00 1.50 0.00 0.00 1.50 2.00 0.0800 0.0800 /0.0300 0.0300 /0.0300 0.0300 0.0300 /0.0800 0.0800 TRAVEL TIME TABLE FLOW RATE (cros) 0.1 0.3 0.6 1.0 1.6 2.3 3.2 4.2 5.5 6.9 8.6 10.5 12.6 14.9 18.0 21.6 25.6 30.1 35.1 Main channel Main Channel Main Channel Main Channel VELOCITY (m/s) 0.61 0.90 1.11 1.30 1.46 1.61 1.74 1.88 2.00 2.12 2.24 2.35 2.46 2.56 2.71 2.76 2.73 2.67 2.60 <---- hydrograph ----> QPEAK TPEAK R.V. (cms) (hrs) (mm) 13.07 13.50 63.58 13.13 13.50 63.58 TRAV.TIME (min) 10.96 7.43 5.98 5.14 4.57 4.15 3.82 3.55 3.33 3.14 2.98 2.84 2.71 2.60 2.46 2.42 2.44 2.50 2.56 <-pipe / channel-> MAX DEPTH MAX VEL 1.39 (2.48 1.39 2.48 CALIB NASHYD ( 56109) IID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 0.299 0.396 (i) 12.500 71.620 120.770 0.593 4.38 Curve Number (CN)= 78.4 5.62 # of Linear Res.(N)= 3.00 0.56 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 56503)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 1 ADD HYD ( 56903)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 56109): 4.38 0.396) 12.50 71.62) + ID2= 2 ( 56503): 190.13 13.125 13.50 63.58 ID = 3 ( 56903): 194.51 13.286 13.50 63.77 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB 1 NASHYD ( 56106)1 Area (ha)= 8.33 Curve Number (CN)= 60.3 ID= 1 DT= 5.0 min 1 Ia (mm)= 6.73 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.50 Unit Hyd Qpeak (cms)= 0.636 PEAK FLOW (cms)= 0.507 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 46.235 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.383 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTEPIPE( 56601)1 PIPE Number = 1.00 IN= 2---> OUT= 1 1 Diameter (mm)= 525.00 DT= 5.0 min I Length (m)= 435.00 Slope (m/m)= 0.010 Manning n = 0.013 **** WARNING: MINIMUM PIPE SIZE REQUIRED = 558.23 (mm)FOR FREE FLOW. THIS SIZE WAS USED IN THE ROUTING. THE CAPACITY OF THIS PIPE = 0.51 (cms) < TRAVEL TIME TABLE > DEPTH VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (cu.m.) (cms) (m/s) min 0.03 .215E+01 0.0 0.55 13.18 0.06 .597E+01 0.0 0.86 8.45 0.09 .108E+02 0.0 1.10 6.56 0.12 .163E+02 0.0 1.31 5.52 0.15 .224E+02 0.1 1.49 4.85 0.18 .288E+02 0.1 1.65 4.39 0.21 .356E+02 0.1 1.79 4.04 0.24 .426E+02 0.2 1.92 3.78 0.26 .497E+02 0.2 2.02 3.58 0.29 .568E+02 0.3 2.12 3.43 0.32 .639E+02 0.3 2.19 3.30 0.35 .709E+02 0.4 2.26 3.21 0.38 .776E+02 0.4 2.31 3.14 0.41 .841E+02 0.5 2.34 3.10 0.44 .902E+02 0.5 2.36 3.07 0.47 .957E+02 0.5 2.36 3.07 0.50 .100E+03 0.5 2.33 3.11 0.53 .104E+03 0.5 2.27 3.19 0.56 .106E+03 0.5 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 56106) 8.33 0.51 12.50 46.23 0.46 2.36 OUTFLOW: ID= 1 ( 56601) 8.33 0.50 12.50 46.23 0.46 2.36 1 3 + 2 = 1 1 AREA QPEAK TPEAK (ha) (cms) (hrs) R.V. (mm) ID1= 3 ( 56902): 19.40 5.149 12.08 83.47 + ID2= 2 ( 56502): 79.27 4.426 12.67 66.12 ID = 1 ( 56902): 98.67 9.179 12.08 69.53 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. IADD HYD ( 56902)1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 1D1= 1 ( 56902): 98.67 9.179 12.08 69.53 + ID2= 2 ( 56601): 8.33 0.503 12.50 46.23 ID = 3 ( 56902): 107.00 9.377 12.08 67.71 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD2 ( 56902)1 3 + = 1 AREA QPEAK TPEAK R.V. ha) cms rs mm 1D1 3 ( 56902): 107 00 9.377) 12.08) 67.71) + ID2= 2 ( 56903): 194.51 13.286 13.50 63.77 ID = 1 ( 56902): 301.51 16.236 13.50 65.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 56401)1 OVERFLOW IS OFF IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 1.5548 2.1418 0.0097 0.1514 2.3891 2.7229 0.0352 0.3136 3.3385 3.3774 0.0764 0.4704 4.3895 4.0939 0.0986 0.6450 6.2563 4.4584 0.1547 0.8227 9.4278 4.8260 0.3283 1.0032 13.3396 5.1975 0.5673 1.1874 17.9440 5.5730 0.8560 1.3764 23.5277 5.9520 1.1868 1,5970 30.0037 6.3328 INFLOW : ID= 2 ( 56902) OUTFLOW: ID= 1 ( 56401) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 301.510 16.236 13.50 65.17 301.510 14.633 13.67 65.11 PEAK FLOW REDUCTION [Qout/Qin]( = 90.12 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= 5.3139 CALIB 1 NASHYD ( 56102)1 Area (ha)= 0.38 Curve Number (CN)= 76.0 ID= 1 DT= 5.0 min 1 Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.32 1 CALIB I NASHYD ( 56108) Area (ha)= 6.80 Curve Number (CN)= 84.1 1ID= 1 DT= 5.0 min Ia (mm)= 4.27 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.05 Unit Hyd Qpeak (cms)= 5.195 PEAK FLOW (cms)= 1.761 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 62.941 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.521 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. =ND STANDHYD ( 56107) Area (ha)= 12.60 ID= 1 DT= 5.0 min Total Imp(%)= 50.00 Dir. Conn.(%)= 35.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 6.30 6.30 Dep. Storage (mm)= 1.00 5.00 Average Slope (%)= 1.00 2.00 Length (m)= 289.83 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= 147.82 153.10 5.00 15.00 4.14 (ii) 10.09 (ii) 5.00 15.00 0.24 0.10 PEAK FLOW (cms)= 1.77 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 119.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.99 1.81 12.17 80.96 120.77 0.67 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 3.389 (iii) 12.08 94.54 120.77 0.78 1 ADD HYD ( 56902)1 1 1 + 2 = 3 1 AREA QPEAK TPEAK R.V. a) ID1= 1 ( 56107): 12.60 3.389) 12.08cms rs) 94.54) + 102= 2 ( 56108): 6.80 1.761 12.08 62.94 ID = 3 ( 56902): 19.40 5.149 12.08 83.47 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD HYD ( 56902)1 Unit Hyd Qpeak (cms)= 0.045 PEAK FLOW (cms)= 0.049 (i) TIME TO PEAK (hrs)= 12.250 RUNOFF VOLUME (mm)= 68.365 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.566 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 CALIB NASHYD ( 56105) Area (ha)= 3.03 Curve Number (CN)= 77.6 1D= 1 DT= 5.0 min Ia (mm)= 6.24 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.08 Unit Hyd Qpeak (cms)= 1.447 PEAK FLOW (cms)= 0.808 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 65.873 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.545 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ROUTE CHN( 56501)1 1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.0800 8.00 1.50 0.0800 /0.5000 11.25 0.50 0.5000 Main Channel 11.75 0.50 0.5000 Main Channel 15.00 1.50 0.5000 /0.0800 Main Channel 23.00 2.00 0.0800 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.08 0.58 .164E+02 0.0 0.08 57.32 0.16 0.66 .440E+02 0.0 0.15 31.54 0.24 0.74 .827E+02 0.1 0.21 22.33 0.32 0.82 .133E+03 0.1 0.26 17.56 0.39 0.89 .194E+03 0.2 0.31 14.64 0.47 0.97 .266E+03 0.4 0.36 12.65 0.55 1.05 .349E+03 0.5 0.41 11.20 0.63 1.13 .443E+03 0.7 0.45 10.10 0.71 1.21 .549E+03 1.0 0.50 9.22 0.79 1.29 .666E+03 1.3 0.54 8.51 0.87 1.37 .793E+03 1.7 0.58 7.92 0.95 1.45 .932E+03 2.1 0.62 7.42 1.03 1.53 .108E+04 2.6 0.66 6.89 1.11 1.61 .128E+04 3.3 0.72 6.39 1.18 1.68 .154E+04 4.2 0.76 6.03 1.26 1.76 .184E+04 5.4 0.80 5.70 1.34 1.84 .220E+04 6.8 0.85 5.40 1.42 1.92 .262E+04 8.5 0.90 5.11 1.50 2.00 .309E+04 10.7 0.95 4.84 INFLOW : ID= 2 ( 56105) OUTFLOW: ID= 1 ( 56501) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 3.03 0.81 12.08 65.87 3.03 0.56 12.17 65.77 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.65 0.47 0.57 0.42 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%) = (m)= IMPERVIOUS 1.84 1.00 1.00 147.42 0.013 PERVIOUS 1.42 5.00 2.00 40.00 0.250 (i) CALIB NASHYD ( 56104) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.178 PEAK FLOW (cms)= 0.108 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 65.806 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.545 0.42 curve Number (CN)= 76.0 5.00 # of Linear Res.(N)= 3.00 0.09 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 56101) Area (ha)= 2.49 ID= 1 DT= 5.0 min I Total Imp(%)= 58.60 Dir. Conn.(%!= 43.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.46 1.03 Dep. Storage (mm)= 1.00 5.00 Average Slope (%!= 1.00 2.00 Length (m)= 128.84 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = 147.82 5.00 2.54 5.00 0.29 0.44 12.08 119.77 120.77 0.99 164.84 10.00 (ii) 8.32 (ii) 10.00 0.13 0.37 12.08 82.57 120.77 0.68 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.804 (iii) 12.08 98.56 120.77 0.82 CALIB STANDHYD ( 56103) Area (ha)= 3.26 ID= 1 DT= 5.0 min Total Imp(%)= 56.40 Dir. Conn.(%)= 40.30 1 ADD 2 HYD ( 56901)= 1 I ID1= 3 ( 56901): + ID2= 2 ( 56401): AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6.55 1.981 12.08 94.17 301.51 14.633 13.67 65.11 ID = 1 ( 56901): 308.06 14.742 13.58 65.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 56901)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) mm ID1= 1 ( 56901): 308.06 14.742) 13.58cms rs) 65.73) + ID2= 2 ( 56501): 3.03 0.558 12.17 65.77 ID = 3 ( 56901): 311.09 14.789 13.58 65.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I Junction Command(1802) I AREA (ha) INFLOW : ID= 8( 1592) 126.51 OUTFLOW: ID= 2( 1802) 126.51 QPEAK TPEAK R.V. (cms) (hrs) (mm) 19.71 12.58 69.31 19.71 12.58 69.31 CALIB I NASHYD ( 7113)1 ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= 37.52 Curve Number (CN)= 78.0 7.85 # of Linear Res.(N)= 2.00 0.44 Unit Hyd Qpeak (cms)= 2.219 PEAK FLOW (cms)= 2.899 (i) TIME TO PEAK (hrs)= 12.417 RUNOFF VOLUME (mm)= 68.879 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.570 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB NASHYD ( 7114) ID= 1 DT= 5.0 min I Area (ha)= Ia (mm)= U.H. Tp(hrs)= 40.75 Curve Number (CN)= 78.0 8.99 # of Linear Res.(N)= 2.00 0.26 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 5.00 2.76 5.00 0.28 0.54 12.08 119.77 120.77 0.99 163.69 10.00 (ii) 8.55 (ii) 10.00 0.12 0.49 12.08 82.42 120.77 0.68 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (7) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 79.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.032 (iii) 12.08 97.47 120.77 0.81 I ADDD +YD2 ( 56901) I = 3 ID1= 1 ( 56101): + ID2= 2 ( 56102): AREA (ha) 2.49 0.38 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.804 12.08 98.56 0.049 12.25 68.37 ID = 3 ( 56901): 2.87 0.840 12.08 94.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 56901)1 3 + 2 = 1 ID1= 3 ( 56901): + ID2= 2 ( 56103): AREA (ha) 2.87 3.26 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.840 12.08 94.57 1.032 12.08 97.47 ID = 1 ( 56901): 6.13 1.872 12.08 96.11 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. I ADD +HYD 2 ( 56901) 1 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 56901): 6.13 1.872 12.08 96.11 + ID2= 2 ( 56104): 0.42 0.108 12.08 65.81 ID = 3 ( 56901): 6.55 1.981 12.08 94.17 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.559 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 7509)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 34.49 235.43 0.0600 36.12 235.13 0.0600 67.33 234.38 0.0600 69.61 234.22 0.0600 71.50 233.24 0.0600 71.62 233.22 0.0600 /0.0450 75.52 231.80 0.0450 75.82 231.80 0.0450 79.72 233.10 0.0450 /0.0600 83.25 233.78 0.0600 92.28 233.66 0.0600 92.82 233.61 0.0600 93.96 233.47 0.0600 94.94 233.47 0.0600 95.41 233.43 0.0600 96.01 233.42 0.0600 97.75 233.24 0.0600 99.12 233.19 0.0600 < TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.07 231.87 .747E+01 0.0 0.91 0.14 231.94 .210E+02 0.1 1.33 0.22 232.02 .407E+02 0.3 1.67 0.29 232.09 .665E+02 0.6 1.98 0.36 232.16 .984E+02 1.1 2.25 0.43 232.23 .136E+03 1.7 2.52 0.51 232.31 .180E+03 2.4 2.76 0.58 232.38 .231E+03 3.4 3.00 0.65 232.45 .287E+03 4.5 3.23 0.72 232.52 .349E+03 5.9 3.44 0.79 232.59 .418E+03 7.5 3.66 0.87 232.67 .493E+03 9.3 3.86 0.94 232.74 .573E+03 11.4 4.06 1.01 232.81 .660E+03 13.8 4.26 1.08 232.88 .753E+03 16.4 4.45 1.16 232.96 .852E+03 19.4 4.64 1.23 233.03 .957E+03 22.6 4.82 1.30 233.10 .107E+04 26.2 5.00 1.39 233.19 .121E+04 31.5 5.30 INFLOW : ID= 2 ( 7114) OUTFLOW: ID= 1 ( 7509) <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 40.75 4.52 12.25 67.57 40.75 4.53 12.25 67.57 TRAV.TIME (min) 3.74 2.56 2.03 1.72 1.51 1.35 1.23 1.13 1.05 0.99 0.93 0.88 0.84 0.80 0.76 0.73 0.71 0.68 0.64 <-pipe / channel-> MAX DEPTH MAX VEL 0.65 (3.22 0.65 3.22 Unit Hyd Qpeak (cms)= 3.992 PEAK FLOW TIME TO PEAK RUNOFF VOLUME (cms)= (hrs)= (mm)= 4.523 (i) 12.250 67.565 1 ADD HYD ( 7909)1 1 + 2 = 3 I ID1= 1 ( 7113): + ID2= 2 ( 7509): AREA (ha) 37.52 40.75 QPEAK TPEAK R.V. (cms) (hrs) (mm) 2.899 12.42 68.88 4.530 12.25 67.57 ID = 3 ( 7909): 78.27 7.250 12.25 68.20 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 7508)1 IN= 2---> OUT= 1 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance 34.49 36.12 67.33 69.61 234.22 71.50 233.24 71.62 233.22 75.52 231.80 75.82 231.80 79.72 233.10 83.25 233.78 92.28 233.66 92.82 233.61 93.96 233.47 94.94 233,47 95.41 233,43 96.01 233.42 97.75 233.24 99.12 233.19 Elevation Manning 235.43 0.0600 235.13 0.0600 234.38 0.0600 0.0600 0.0600 0.0600 /0.0450 0.0450 0.0450 0.0450 /0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 0.0600 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.07 231.87 .422E+01 0.0 0.40 0.14 231.94 .119E+02 0.1 0.59 0.22 232.02 .230E+02 0.1 0.74 0.29 232.09 .376E+02 0.3 0.87 0.36 232.16 .556E+02 0.5 1.00 0.43 232.23 .771E+02 0.7 1.11 0.51 232.31 .102E+03 1.1 1.22 0.58 232.38 .130E+03 1.5 1.33 0.65 232.45 .162E+03 2.0 1.43 0.72 232.52 .197E+03 2.6 1.52 0.79 232.59 .236E+03 3.3 1.62 0.87 232.67 .278E+03 4.1 1.71 0.94 232.74 .324E+03 5.1 1.80 1.01 232.81 .373E+03 6.1 1.88 1.08 232.88 .426E+03 7.3 1.97 1.16 232.96 .481E+03 8.6 2.05 1.23 233.03 .541E+03 10.0 2.13 1.30 233.10 .604E+03 11.6 2.21 1.39 233.19 .685E+03 13.9 2.35 Main Channel Main Channel Main Channel Main Channel INFLOW : OUTFLOW: TRAV.TIME (min) 4.77 3.27 2.60 2.20 1.93 1.73 1.57 1.45 1.35 1.26 1.19 1.12 1.07 1.02 0.98 0.94 0.90 0.87 0.82 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL ID= 2 ( 7909) 78.27 (cms)72 (hrs)22 68.20 1.08 (1.97 ID= 1 ( 7508) 78.27 7.26 12.25 68.20 1.08 1.97 0.29 0.36 0.43 0.51 0.58 0.65 0.72 0.79 0.87 0.94 1.01 1.08 1.16 1.23 1.30 1.39 232.09 232.16 232.23 232.31 232.38 232.45 232.52 232.59 232.67 232.74 232.81 232.88 232.96 233.03 233.10 233.19 INFLOW : ID= 2 OUTFLOW: ID= 1 .312E+02 .461E+02 .639E+02 .846E+02 .108E+03 .135E+03 .164E+03 .196E+03 .231E+03 .269E+03 .309E+03 .353E+03 .399E+03 .449E+03 .501E+03 .568E+03 0.3 0.6 0.9 1.3 1.8 2.4 3.1 3.9 4.9 6.0 7.2 8.6 10.1 11.8 13.7 16.4 1.03 1.18 1.31 1.44 1.56 1.68 1.80 1.91 2.01 2.12 2.22 2.32 2.42 2.51 2.61 2.76 1.55 1.36 1.22 1.11 1.02 0.95 0.89 0.84 0.79 0.75 0.72 0.69 0.66 0.63 0.61 0.58 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 7908) 83.23 8.08 12.25 69.10 1.06 2.28 7507) 83.23 8.10 12.25 69.10 1.06 2.29 CALIB NASITYD ( 7111)1 ID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= 29.70 Curve Number (CN)= 82.0 7.16 # of Linear Res.(N)= 2.00 0.15 Unit Hyd Qpeak (cms)- 5.173 PEAK FLOW (cms)- 5.598 (i) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 74.254 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.615 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ROUTE CHN( 7512)1 IN= 2---> OUT= 1 1 Routing time step (min)'- 5.00 <------ DATA FOR SECTION ( 1.1) > Distance Elevation Manning 0.00 2.00 0.1000 6.00 1.00 0.1000 /0.0350 9.00 0.00 0.0350 11.00 0.00 0.0350 14.00 1.00 0.0350 /0.1000 20.00 2.00 0.1000 Main Channel Main Channel Main Channel Main Channel I CALIB I NASHYD ( 7112) IID= 1 DT= 5.0 min Area (ha)- Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)- 0.825 PEAK FLOW (cms)= 1.008 (l) TIME TO PEAK (hrs)= 12.083 RUNOFF VOLUME (mm)= 83.401 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.691 4.96 Curve Number (CN)= 86.0 4.89 # of Linear Res.(N)= 2.00 0.16 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD +YD2 ( 7908) 1 ID1= 1 ( 7112): + ID2= 2 ( 7508): AREA (ha) 4.96 78.27 QPEAK TPEAK R.V. (cms) (hrs) (mm) 1.008 12.08 83.40 7.261 12.25 68.20 ID = 3 ( 7908): 83.23 8.076 12.25 69.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ROUTE CHN( 7507)1 1 IN= 2---> OUT= 1 1 < Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 34.49 235.43 0.0600 36.12 235.13 0.0600 67.33 234.38 0.0600 69.61 234.22 0.0600 71.50 233.24 0.0600 71.62 233.22 0.0600 /0.0450 75.52 231.80 0.0450 75.82 231.80 0.0450 79.72 233.10 0.0450 /0.0600 83.25 233.78 0.0600 92.28 233.66 0.0600 92.82 233.61 0.0600 93.96 233.47 0.0600 94.94 233.47 0.0600 95.41 233.43 0.0600 96.01 233.42 0.0600 97.75 233.24 0.0600 99.12 233.19 0.0600 TRAVEL TIME TABLE Main Channel Main Channel Main Channel Main Channel > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.07 231.87 .350E+01 0.0 0.47 3.36 0.14 231.94 .987E+01 0.1 0.69 2.30 0.22 232.02 .191E+02 0.2 0.87 1.83 0.60 0.70 0.80 0.90 1.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 0.60 0,70 0.80 0.90 1.00 1.11 1.22 1.33 1.44 1.56 1.67 1.78 1.89 2.00 .178E+03 .224E+03 .275E+03 .331E+03 .391E+03 .466E+03 .553E+03 .651E+03 .761E+03 .883E+03 .102E+04 .116E+04 .132E+04 .148E+04 4.1 5.7 7.5 9.6 12.0 15.8 20.1 24.8 30.0 35.7 41.9 48.6 55.8 63.6 1.82 1.98 2.13 2.27 2.41 2.65 2.84 2.97 3.08 3.16 3.22 3.27 3.31 3.35 <---- hydrograph ----> AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 ( 7111) 29.70 5.60 12.08 74.25 OUTFLOW: ID= 1 ( 7512) 29.70 5.46 12.17 74.25 0.72 0.66 0.61 0.57 0.54 0.49 0.46 0.44 0.42 0.41 0.40 0.40 0.39 0.39 <-pipe / channel-> MAX DEPTH MAX VEL (m) (m/s) 0.70 1.97 0.69 1.95 CALIB STANDHYD ( 7110) 1ID= 1 DT= 5.0 min Surface Area Dep. Storage Average Slope Length Mannings n Area (ha)= 1.56 Total Imp(%)= 68.17 Dir. Conn.(%)= 55.66 (ha)= (mm)= (%) _ (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm) - TOTAL RAINFALL (mm) - RUNOFF COEFFICIENT = IMPERVIOUS 1.06 2.00 1.75 101.87 0.013 147.82 5.00 1.87 5.00 0.32 0.36 12.08 118.77 120.77 0.98 PERVIOUS (l) 0.50 5.00 2,00 40.00 0.250 10.00 (ii) 6.70 (ii) 10.00 0.14 0.20 12.08 87.34 120.77 0.72 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.557 (iii) 12.08 104.83 120.77 0.87 < TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.10 0.10 .180E+02 0.2 0.67 1.96 0.20 0.20 .406E+02 0.5 0.99 1.31 0.30 0.30 .680E+02 1.1 1.24 1.05 0.40 0.40 .100E+03 1.9 1.46 0.89 0.50 0.50 .137E+03 2.9 1.64 0.79 1 ADD HYD ( 7907) 1 D + 2 ID1= 1 ( 7110): + ID2= 2 ( 7507): AREA (ha) 1.56 83.23 QPEAK TPEAK R.V. (cms) (hrs) (mm) 0.557 12.08 104.83 8.100 12.25 69.10 ID = 3 ( 7907): 84.79 8.244 12.25 69.76 0.46 227.85 .457E+03 1.7 0.49 227.87 .547E+03 2.1 0.62 4.38 0.63 4.31 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. AlHYD2 ( 7907)1 3 + = 1 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 7907): 84.79 8.244 12.25 69.76 + ID2= 2 ( 7512): 29.70 5.464 12.17 74.25 ID = 1 ( 7907): 114.49 13.522 12.17 70.92 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 7506)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 46.63 227.88 0.0600 51.07 227.80 0.0600 52.79 227.46 0.0600 53.50 227.39 0.0600 54.31 227.41 0.0600 58.36 227.81 0.0600 69.70 228.15 0.0600 74.35 227.71 0.0600 /0.0350 Main Channel 77.74 227.66 0.0350 Main Channel 78.02 227.70 0.0350 /0.0600 Main Channel 80.86 228.13 0.0600 87.09 228.09 0.0600 90.21 227.99 0.0600 90.67 227.93 0.0600 91.57 227.93 0.0600 92.12 228.05 0.0600 95.41 228.13 0.0600 97.24 227.89 0.0600 99.37 228.41 0.0600 104.76 228.57 0.0600 TRAVEL TIME TABLE > DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.02 227.41 .211E+01 0.0 0.09 28.91 0.05 227.44 .732E+01 0.0 0.17 16.34 0.07 227.46 .145E+02 0.0 0.22 12.35 0.10 227.49 .233E+02 0.0 0.27 10.06 0.12 227.51 .335E+02 0.1 0.31 8.68 0.14 227.53 .451E+02 0.1 0.35 7.73 0.17 227.56 .582E+02 0.1 0.39 7.02 0.19 227.58 .727E+02 0.2 0.42 6.47 0.22 227.61 .887E+02 0.2 0.45 6.02 0.24 227.63 .106E+03 0.3 0.48 5.64 0.27 227.65 .125E+03 0.4 0.51 5.33 0.29 227.68 .147E+03 0.5 0.53 5.10 0.31 227.70 .178E+03 0.6 0.55 4.99 0.34 227.73 .216E+03 0.7 0.56 4.90 0.37 227.76 .267E+03 1.0 0.58 4.67 0.40 227.79 .322E+03 1.2 0.62 4.40 0.43 227.82 .383E+03 1.5 0.63 4.32 CALIB 1 STANDHYD ( 7117) ID= 1 DT= 5.0 min 1 Area (ha)= 6.15 Total Imp(%)= 23.60 Dir. Conn.(%)= IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 1.45 4.70 Dep. Storage (mm)= 2.00 6.91 Average Slope (%)= 4.50 2.00 Length (m)= 202.48 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 124.28 5.00 10.00 2.12 (ii) 8.59 (ii) 5.00 10.00 0.31 0.12 0.46 12.08 118.77 120.77 0.98 1.23 12.08 78.50 120.77 0.65 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 18.30 *TOTALS* 1.693 (iii) 12.08 85.87 120.77 0.71 CALIB STANDHYD ( 7116) Area (ha)= 1.55 ID= 1 DT= 5.0 min Total Imp(%)= 21.80 Dir. Conn.(%)- 19.00 IMPERVIOUS PERVIOUS (1) Surface Area (ha)= 0.34 1.21 Dep. Storage (mm). 2.00 6.69 Average Slope (%)= 1.00 2.00 Length (m)= 101.65 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 114.44 5.00 10.00 2.21 (ii) 8.89 (ii) 5.00 10.00 0.30 0.12 0.12 12.08 118.77 120.77 0.98 0.29 12.08 74.41 120.77 0.62 *TOTALS* 0.408 (iii) 12.08 82.83 120.77 0.69 **** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2 ( 7907) 114.49 13.52 12.17 70.92 0.48 0.63 OUTFLOW: ID= 1 ( 7506) 114.49 12.78 12.25 70.92 0.49 0.63 CALIB NASHYD ( 7115) Area (ha)= 1.98 Curve Number (CN)= 65.0 1ID= 1 DT= 5.0 min Ia (mm)= 7.23 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)= 0.20 Unit Hyd Qpeak (cms)= 0.378 PEAK FLOW (cms)= 0.261 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 51.403 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.426 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. CALIB STANDHYD ( 7109) Area (ha)= 0.96 ID= 1 DT= 5.0 min Total Imp(%)= 30.88 Dir. Conn.(%)= 27.84 *** IMPERVIOUS PERVIOUS Surface Area (ha)= 0.30 0.66 Dep. Storage (mm)= 2.00 5.00 Average Slope (%)= 1.50 2.00 Length (m)= 79.91 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= (i) 147.82 121.43 5.00 10.00 1.69 (ii) 8.22 (ii) 5.00 10.00 0.32 0.13 PEAK FLOW (cms)- 0.11 TIME TO PEAK (hrs)= 12.08 RUNOFF VOLUME (mm)= 118.77 TOTAL RAINFALL (mm)= 120.77 RUNOFF COEFFICIENT = 0.98 0.17 12.08 79.41 120.77 0.66 WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 82.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.282 (iii) 12.08 90.36 120.77 0.75 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. 1 ADD HYD ( 7906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) ID1= 1 ( 7109): 0.96 0.282) 12.08cms rs) 90.36) + ID2= 2 ( 7115): 1.98 0.261 12.17 51.40 ID = 3 ( 7906): 2.94 0.522 12.08 64.10 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 7906)1 3 + 2 = 1 AREA QPEAK TPEAK R.V. a) mm ID1= 3 ( 7906): 2.94 0.522) 12.08cms rs) 64.10) + ID2= 2 ( 7116): 1.55 0.408 12.08 82.83 ID = 1 ( 7906): 4.49 0.930 12.08 70.57 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 7906)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. a) (cms rsID1= 1 ( 7906): 4.49 0.930) 12.08) 70.57) + ID2= 2 ( 7117): 6.15 1.693 12.08 85.87 ID = 3 ( 7906): 10.64 2.623 12.08 79.42 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 ADD HYD ( 7906) 1 3+ 2= 1 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 3 ( 7906): 10.64 2.623 12.08 79.42 + ID2= 2 ( 7506): 114.49 12.782 12.25 70.92 ID = 1 ( 7906): 125.12 14.110 12.25 71.65 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 7505)1 IN= 2---> OUT= 1 Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) > Distance Elevation Manning 22.35 210.97 0.1000 44.44 211.29 0.1000 60.34 210.70 0.1000 67.55 209.75 0.1000 78.81 205.00 0.1000 /0.0350 Main Channel ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! ***** WARNING:FOR AREAS WITH IMPERVIOUS RATIOS BELOW 20% YOU SHOULD CONSIDER SPLITTING THE AREA. (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 80.0 Ia = Dep. Storage (Above) 79.31 204.83 0.0350 Main Channel 80.45 204.67 0.0350 Main Channel 84.04 205.02 0.0350 Main Channel 84.95 204.98 0.0350 Main Channel 85.47 205.01 0.0350 Main Channel 87.93 204.77 0.0350 Main Channel 88.34 204.78 0.0350 Main Channel 88.63 204.95 0.0350 /0.1000 Main Channel 91.93 207.18 0.1000 110.73 209.88 0.1000 113.79 210.33 0.1000 115.93 210.67 0.1000 134.05 210.49 0.1000 143.87 209.80 0.1000 TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY (m) (m) (cu.m.) (cms) (m/s) 0.28 204.95 .361E+03 1.1 1.26 0.61 205.28 .171E+04 11.1 2.62 0.95 205.61 .328E+04 30.1 3.72 1.28 205.95 .502E+04 56.5 4.56 1.61 206.28 .694E+04 89.7 5.24 1.95 206.61 .903E+04 129.4 5.80 2.28 206.95 .113E+05 175.3 6.29 2.61 207.28 .137E+05 227.0 6.69 2.95 207.62 .165E+05 284.7 6.97 3.28 207.95 .198E+05 349.9 7.16 3.62 208.28 .234E+05 422.6 7.30 3.95 208.62 .275E+05 503.2 7.41 4.28 208.95 .320E+05 591.8 7.49 4.62 209.28 .369E+05 688.9 7.56 4.95 209.62 .422E+05 794.7 7.62 5.29 209.95 .481E+05 900.7 7.58 5.62 210.29 .552E+05 1013.6 7.44 5.95 210.62 .638E+05 1123.5 7.13 6.29 210.95 .754E+05 1271.3 6.83 INFLOW : ID= 2 ( 7906) OUTFLOW: ID= 1 ( 7505) TRAY. TIME (min) 5.34 2.57 1.81 1.48 1.29 1.16 1.07 1.01 0.97 0.94 0.92 0.91 0.90 0.89 0.89 0.89 0.91 0.95 0.99 <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) 125.12 14.11 12.25 71.65 0.67 2.75 125.12 14.29 12.25 71.65 0.67 2.76 CALIB NASHYD ( 7108) ID= 1 DT= 5.0 min Area (ha)= Ia (mm)= U.H. Tp(hrs)= Unit Hyd Qpeak (cms)= 0.997 PEAK FLOW (cms)- 1.175 (i) TIME TO PEAK (hrs)= 12.167 RUNOFF VOLUME (mm)= 80.315 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.665 6.03 Curve Number (CN)= 84.0 6.37 # of Linear Res.(N)= 3.00 0.23 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. I NASHYD (. 7107)1 IID= 1 DT= 5.0 min I Area (ha)- Ia (mm)= U.H. Tp(hrs)= 11.88 Curve Number (CN)= 71.0 7.69 # of Linear Res.(N)= 3.00 0.53 Unit Hyd Qpeak (cms)= 0.861 PEAK FLOW (cms)- 0.914 (i) TIME TO PEAK (hrs)= 12.500 RUNOFF VOLUME (mm)= 58.974 TOTAL RAINFALL (mm)= 120.770 RUNOFF COEFFICIENT = 0.488 (l) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ADD HYD ( 7910)1 1 + 2 = 3 AREA QPEAK TPEAK R.V. mm ID1= 1 ( 7107): 11.88 0.914) 12.50 58(97) + ID2= 2 ( 7504): 131.15 14.609 12.33 72.04 ID = 3 ( 7910): 143.04 15.456 12.33 70.96 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. CALIB STANDHYD ( 57101) ID= 1 DT= 5.0 min Area (ha)= 1.42 Total Imp(%)= 70.33 Dir. Conn.(97= 65.77 Surface Area (ha)= Dep. Storage (m) - Average Slope (%)= Length (m)= Mannings n = Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min) - Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)- TIME TO PEAK (hrs)= RUNOFF VOLUME (m) - TOTAL RAINFALL (m) - RUNOFF COEFFICIENT = IMPERVIOUS 1.00 5.00 1.00 97.14 0.013 147.82 5.00 2.15 (ii) 5.00 0.31 0.38 12.08 115.77 120.77 0.96 PERVIOUS (i) 0.42 4.98 2.00 40.00 0.250 ******** 10.00 6.54 10.00 0.14 0.13 12.08 81.81 120.77 0.68 (ii) ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (l) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 81.7 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.516 (iii) 12.08 104.14 120.77 0.86 I ADDD +YD2 ( 7905) I AREA QPEAK TPEAK R.V. a) ID1= 1 ( 7108): 6.03 1.175) 12.17cms rs) 80.32) + ID2= 2 ( 7505): 125.12 14.290 12.25 71.65 ID = 3 ( 7905): 131.15 15.381 12.25 72.04 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ROUTE CHN( 7504)1 IN= 2---> OUT= 1 I Routing time step (min)'= 5.00 < DATA FOR SECTION ( 1.1) Distance Elevation Manning 72.34 222.51 0.1000 74.44 222.41 0.1000 75.36 222.24 0.1000 /0.0350 76.53 222.13 0.0350 77.58 222.25 0.0350 /0.1000 79.35 222.50 0.1000 82.82 222.56 0.1000 84.98 222.46 0.1000 87.33 222.46 0.1000 93.31 222.58 0.1000 < TRAVEL TIME TABLE DEPTH ELEV VOLUME FLOW RATE VELOCITY TRAV.TIME (m) (m) (cu.m.) (cms) (m/s) (min) 0.02 222.15 .165E+01 0.0 0.25 35.62 0.03 222.17 .659E+01 0.0 0.40 22.44 0.05 222.19 .148E+02 0.0 0.53 17.13 0.07 222.20 .264E+02 0.0 0.64 14.14 0.09 222.22 .412E+02 0.1 0.74 12.18 0.10 222.24 .593E+02 0.1 0.84 10.79 0.13 222.26 .852E+02 0.2 1.01 8.91 0.15 222.28 .114E+03 0.2 1.18 7.66 0.17 222.30 .146E+03 0.4 1.31 6.88 0.19 222.32 .181E+03 0.5 1.42 6.35 0.21 222.35 .220E+03 0.6 1.52 5.96 0.23 222.37 .261E+03 0.8 1.60 5.66 0.25 222.39 .305E+03 0.9 1.67 5.42 0.27 222.41 .352E+03 1.1 1.73 5.23 0.30 222.43 .404E+03 1.3 1.77 5.09 0.32 222.45 .462E+03 1.5 1.80 5.01 0.34 222.47 .541E+03 1.7 1.74 5.18 0.36 222.49 .656E+03 2.0 1.66 5.44 0.38 222.51 .801E+03 2.3 1.56 5.78 Main Channel Main Channel Main Channel *** WARNING: TRAVEL TIME TABLE EXCEEDED <---- hydrograph ----> AREA QPEAK TPEAK R.V. INFLOW : ID= 2 ( 7905) 131.15 (cms)53 (hrs)22 72 04 OUTFLOW: ID= 1 ( 7504) 131.15 14.61 12.33 72.04 <-pipe / channel-> MAX DEPTH MAX VEL 0.38 (1.57 0.38 1.56 CALIB 1 Surface Area Dep. Storage Average Slope Length Mannings n (ha)= (mm)= (%) = (m)= Max.Eff.Inten.(mm/hr)= over (min) Storage Coeff. (min)= Unit Hyd. Tpeak (min)= Unit Hyd. peak (cms)= PEAK FLOW (cms)= TIME TO PEAK (hrs)= RUNOFF VOLUME (m) - TOTAL RAINFALL (m) - RUNOFF COEFFICIENT = IMPERVIOUS 1.54 5.00 1.00 189.90 0.013 147.82 5.00 3.21 5.00 0.27 0.51 12.08 115.77 120.77 0.96 PERVIOUS 3.86 6.22 2.00 40.00 0.250 (1) 117.49 10.00 (ii) 9.83 (ii) 10.00 0.11 0.90 12.08 73.88 120.77 0.61 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.7 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 1.413 (iii) 12.08 83.61 120.77 0.69 1 ADD HYD ( 57902)1 I 1 + 2 = 3 AREA QPEAK TPEAK R.V. ID1= 1 ( 57101): 1.42 0.516) 12.08) 104.14) + ID2= 2 ( 57102): 5.41 1.413 12.08 83.61 ---------------------------------------------------- ID = 3 ( 57902): 6.82 1.929 12.08 87.87 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. 1 RESERVOIR( 57404)1 1 IN= 2---> OUT= 1 I 1 DT= 5.0 min I OVERFLOW IS OFF OUTFLOW STORAGE. OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.0906 0.0209 0.0040 0.0010 0.1422 0.0242 0.0080 0.0021 0.2390 0.0278 0.0110 0.0034 0.3810 0.0315 0.0130 0.0049 0.5230 0.0356 0.0150 0.0065 0.8110 0.0399 0.0174 0.0103 1.0990 0.0446 0.0222 0.0126 1.4750 0.0495 0.0306 0.0151 1.9390 0.0547 0.0390 0.0179 2.4030 0.0602 AREA QPEAK TPEAK R.V. (ha) 57902) 6.824 (c 1.929 (hrs)ms) ( 12.08 87.87 57404) 6.824 1.838 12.08 87.86 CALIB I STANDHYD ( 57102)1 Area (ha)= 5.41 ID= 1 DT= 5.0 min I Total Imp(%)= 28.56 Dir. Conn.(%)= 23.22 INFLOW : ID= 2 OUTFLOW: ID= 1 ( PEAK FLOW REDUCTION [Qout/Qin](%)= 95.24 TIME SHIFT OF PEAK FLOW (min)= 0.00 MAXIMUM STORAGE USED (ha.m.)= 0.0550 OVERFLOW IS OFF RESERVOIR( 57403)1 IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE (cms) (ha.m.) 0.0000 0.0000 0.0000 0.0016 0.0010 0.0033 0.0020 0.0051 0.0050 0.0069 0.0090 0.0088 0.0140 0.0109 0.0210 0.0130 0.0320 0.0151 0.0470 0.0174 INFLOW : ID= 2 ( 57404) OUTFLOW: ID= 1 ( 57403) OUTFLOW STORAGE (cms) (ha.m.) 0.0690 0.0197 0.1000 0.0222 0.1410 0.0247 0.1940 0.0273 0.3460 0.0329 0.4460 0.0358 0.5650 0.0389 0.7280 0.0420 0.8960 0.0453 1.0890 0.0486 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 6.824 1.838 12.08 87.86 6.824 1.681 12.17 87.56 PEAK FLOW REDUCTION [Qout/Qin](%)= 91.50 TIME SHIFT OF PEAK FLOW (min)= 5.00 MAXIMUM STORAGE USED (ha.m.)= 0.0610 CALIB STANDHYD ( 57103) Area (ha)= 2.53 ID= 1 DT= 5.0 min I Total Imp(%)= 52.86 Dir. Conn.(%)= 36.33 IMPERVIOUS PERVIOUS (i) surface Area (ha)= 1.34 1.19 Dep. storage (mm)= 5.00 6.53 Average Slope (%)= 1.00 2.00 Length (m)= 129.98 40.00 Mannings n = 0.013 0.250 Max.Eff.Inten.(mm/hr)= over (min) storage coeff. (min)= Unit Hyd. Tpeak (min) - Unit Hyd. peak (cms)- PEAK FLOW (cms)- TIME TO PEAK (hrs)- RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 147.82 157.94 5.00 10.00 2.56 (ii) 8.44 (ii) 5.00 10.00 0.29 0.12 0.38 12.08 115.77 120.77 0.96 0.40 12.08 79.83 120.77 0.66 *'*** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 78.2 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. *TOTALS* 0.779 (iii) 12.08 92.89 120.77 0.77 1 ADD HYD ( 57901)1 I 1+ 2= 3 I AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 ( 57103): 2.53 0.779 12.08 92.89 + 1D2= 2 ( 57403): 6.82 1.681 12.17 87.56 ID = 3 ( 57901): 9.36 2.366 12.08 89.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. RESERVOIR( 57402)1 IN= 2---> OUT= 1 II DT= 5.0 min OVERFLOW IS OFF OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.4321 0.0422 0.0748 0.0060 0.4901 0.0506 0.1496 0.0125 0.5482 0.0594 0.2244 0.0193 0.6062 0.0686 0.2992 0.0266 0.6643 0.0782 0.3740 0.0342 0.0000 0.0000 INFLOW : ID= 2 ( 57901) OUTFLOW: ID= 1 ( 57402) AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 9.358 2.366 12.08 89.00 9.358 1.198 12.33 89.00 PEAK FLOW REDUCTION [QOUt/Qin](%)= 50.65 TIME SHIFT OF PEAK FLOW (min)= 15.00 MAXIMUM STORAGE USED (ha.m.)= 0.1683 1 RESERVOIR( 57401)1 OVERFLOW IS OFF 1 IN= 2---> OUT= 1 1 1 DT= 5.0 min I OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.) 0.0000 0.0000 0.2941 0.0079 0.0243 0.0009 0.3734 0.0100 0.0486 0.0019 0.4396 0.0124 0.0916 0.0032 0.4927 0.0150 0.1531 0.0046 0.5458 0.0178 0.2147 0.0061 0.0000 0.0000 INFLOW ID= 2 OUTFLOW: ID= 1 ( AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) 57402) 9.358 1.198 12.33 89.00 57401) 9.358 1.100 12.50 89.00 PEAK FLOW REDUCTION [Qout/Qin](%)= 91.83 TIME SHIFT OF PEAK FLOW (min)= 10.00 MAXIMUM STORAGE USED (ha.m.)= 0.0473 Appendix L: 2D Model Results Appendix M: PCSWMM Existing Conditions Analysis TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - 1:5 YEAR STORM SEWER CAPACITY DEFICIENCIES SUMMARY • UTLET STM 1 a. CIRCULAR (m) 0.675 2 (m) 0.675 ROUGHNESS 0.013 I 'SIINY (m) 229.27 aSINV. (m) 229.27 (m3/s) 0.207 Q,.,,,x/QF 4.27 Watercourse 1 STM2554 9.13 Watercourse 1 STM2630 5.99 CIRCULAR 0.100 0.100 0.009 200.11 200.04 0.034 4.24 Watercourse 1 STM2544 8.56 CIRCULAR 0.450 0.450 0.009 229.60 229.58 0.444 2.58 Watercourse 1 STM2545 40.19 CIRCULAR 0.600 0.600 0.013 229.67 229.58 0.502 1.75 Watercourse 1 STM2625 12.60 CIRCULAR 0.300 0.300 0.009 205.48 205.39 0.191 1.62 Watercourse 1 STM2627 6.16 CIRCULAR 0.300 0.300 0.009 205.39 205.28 0.276 1.48 Watercourse 1 STM3742 17.92 CIRCULAR 1.050 1.050 0.013 211.25 211.22 1.593 1.43 Watercourse 1 STM3740 10.46 CIRCULAR 1.500 1.500 0.013 210.71 210.72 3.114 1.42 Watercourse 1 STM3784 25.59 CIRCULAR 0.525 0.525 0.013 214.66 214.52 0.424 1.33 Watercourse 1 STM3753 31.38 CIRCULAR 1.050 1.050 0.013 211.50 211.46 1.245 1.28 Watercourse 1 STM3745 39.02 CIRCULAR 1.050 1.050 0.013 211.70 211.63 1.473 1.27 Watercourse 1 STM3766 37.14 CIRCULAR 0.600 0.600 0.013 214.11 213.93 0.533 1.25 Watercourse 1 STM3791 45.21 CIRCULAR 0.675 0.675 0.013 214.54 214.21 0.886 1.23 Watercourse 1 STM3747 73.26 CIRCULAR 1.050 1.050 0.013 211.44 211.28 1.532 1.20 Watercourse 1 STM3468 32.62 CIRCULAR 0.450 0.450 0.013 214.60 214.44 0.237 1.19 Watercourse 1 STM3765 34.68 CIRCULAR 0.600 0.600 0.013 214.31 214.14 0.508 1.18 Watercourse 1 STM2562 21.08 CIRCULAR 1.800 1.800 0.024 229.65 229.58 4.188 1.16 Watercourse 1 STM3774 10.84 CIRCULAR 0.675 0.675 0.013 217.86 217.81 0.660 1.16 Watercourse 1 STM3783 33.44 CIRCULAR 0.525 0.525 0.013 214.88 214.71 0.354 1.16 Watercourse 1 STM3746 38.56 CIRCULAR 1.050 1.050 0.013 211.55 211.46 1.489 1.13 Watercourse 1 STM3790 54.95 CIRCULAR 0.675 0.675 0.013 215.05 214.60 0.861 1.13 Watercourse 1 STM3739 51.40 CIRCULAR 1.500 1.500 0.013 210.84 210.76 3.042 1.09 Watercourse 1 STM3770 45.53 CIRCULAR 0.750 0.750 0.013 213.82 213.49 1.017 1.07 Watercourse 1 STM3743 32.31 CIRCULAR 0.825 0.825 0.013 212.66 212.47 1.163 1.06 Watercourse 1 STM3744 32.85 CIRCULAR 0.825 0.825 0.013 212.42 212.22 1.193 1.06 Watercourse 1 STM3785 18.60 CIRCULAR 0.600 0.600 0.013 214.48 214.39 0.444 1.04 Watercourse 1 STM3788 82.04 CIRCULAR 0.300 0.300 0.009 216.02 215.62 0.100 1.03 Watercourse 1 STM3771 54.98 CIRCULAR 0.750 0.750 0.013 213.41 212.95 1.043 1.02 Watercourse 1 STM3782 67.74 CIRCULAR 0.525 0.525 0.013 215.29 214.93 0.320 1.02 Watercourse 1 STM3756 15.71 CIRCULAR 0.300 0.300 0.009 213.24 213.18 0.087 1.01 Watercourse 1 STM3467 42.02 CIRCULAR 0.450 0.450 0.013 214.85 214.65 0.198 1.00 Watercourse 1 STM3455 55.19 CIRCULAR 0.450 0.450 0.013 218.17 217.36 0.328 0.95 Watercourse 1 STM3787 20.91 CIRCULAR 0.300 0.300 0.009 215.60 215.41 0.122 0.92 Watercourse 1 STM3754 64.67 CIRCULAR 1.050 1.050 0.013 211.42 211.23 1.319 0.89 Watercourse 1 STM3763 37.09 CIRCULAR 0.825 0.825 0.013 212.93 212.76 0.869 0.89 Watercourse 1 STM3751 35.17 CIRCULAR 0.900 0.900 0.013 211.89 211.72 1.084 0.86 Watercourse 1 STM3741 21.72 CIRCULAR 1.500 1.500 0.013 210.69 210.63 3.161 0.85 Watercourse 1 STM3750 19.45 CIRCULAR 0.900 0.900 0.013 212.05 211.96 1.046 0.85 Watercourse 1 STM3470 74.35 CIRCULAR 0.600 0.600 0.013 212.15 211.94 0.273 0.84 Watercourse 1 STM3760 69.08 CIRCULAR 0.825 0.825 0.013 213.61 213.31 0.772 0.82 Watercourse 1 STM3775 36.68 CIRCULAR 0.675 0.675 0.013 217.77 217.40 0.673 0.80 Watercourse 1 STM3781 48.54 CIRCULAR 0.375 0.375 0.009 215.90 215.50 0.183 0.80 Watercourse 1 STM3465 46.08 CIRCULAR 0.300 0.300 0.009 215.31 215.10 0.074 0.78 Watercourse 1 STM3471 54.92 CIRCULAR 0.600 0.600 0.013 211.88 211.71 0.265 0.78 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV (m). Watercourse 1 STM2561 8.52 CIRCULAR 0.300 0.300 0.009 229.84 229.58 0.189 0.77 Watercourse 1 STM3466 37.68 CIRCULAR 0.375 0.375 0.009 215.07 214.87 0.143 0.77 Watercourse 1 STM3762 28.33 CIRCULAR 0.825 0.825 0.013 213.12 212.96 0.835 0.77 Watercourse 1 STM3779 47.33 CIRCULAR 0.300 0.300 0.009 216.60 216.23 0.094 0.76 Watercourse 1 STM3749 43.51 CIRCULAR 0.900 0.900 0.013 212.35 212.12 0.987 0.75 Watercourse 1 STM3752 19.45 CIRCULAR 1.050 1.050 0.013 211.66 211.59 1.198 0.73 Watercourse 1 STM3761 21.16 CIRCULAR 0.825 0.825 0.013 213.27 213.14 0.822 0.73 Watercourse 1 STM3789 18.42 CIRCULAR 0.375 0.375 0.009 215.53 215.46 0.113 0.73 Watercourse 1 STM3450 11.88 CIRCULAR 0.300 0.300 0.009 221.03 220.97 0.070 0.71 Watercourse 1 STM3451 8.01 CIRCULAR 0.300 0.300 0.009 221.08 221.05 0.060 0.71 Watercourse 1 STM3755 86.03 CIRCULAR 0.300 0.300 0.009 213.69 213.33 0.064 0.70 Watercourse 1 STM3759 19.35 CIRCULAR 0.825 0.825 0.013 213.76 213.65 0.762 0.70 Watercourse 1 STM3772 24.45 CIRCULAR 0.675 0.675 0.013 219.02 218.78 0.583 0.70 Watercourse 1 STM3780 26.96 CIRCULAR 0.375 0.375 0.009 216.14 215.94 0.153 0.70 Watercourse 1 STM2564 44.76 CIRCULAR 0.300 0.300 0.009 230.58 229.84 0.124 0.69 Watercourse 1 STM2548 8.24 CIRCULAR 0.600 0.600 0.013 229.59 229.59 0.046 0.67 Watercourse 1 STM3748 42.45 CIRCULAR 0.900 0.900 0.013 212.64 212.40 0.915 0.67 Watercourse 1 STM2629 7.32 CIRCULAR 0.200 0.200 0.009 199.75 199.66 0.034 0.66 Watercourse 1 STM3459 16.11 CIRCULAR 0.825 0.825 0.013 216.64 216.59 0.512 0.64 Watercourse 1 STM2546 14.31 CIRCULAR 0.750 0.750 0.013 229.47 229.37 0.580 0.61 Watercourse 1 STM2566 45.09 CIRCULAR 0.300 0.300 0.009 231.40 230.63 0.108 0.59 Watercourse 1 STM3769 19.86 CIRCULAR 0.450 0.450 0.013 214.20 214.11 0.110 0.57 Watercourse 1 STM3776 25.10 CIRCULAR 0.675 0.675 0.013 217.31 216.80 0.680 0.57 Watercourse 1 STM3786 51.46 CIRCULAR 0.300 0.300 0.009 216.02 215.64 0.064 0.54 Watercourse 1 STM3773 46.21 CIRCULAR 0.675 0.675 0.013 218.75 217.89 0.597 0.52 Watercourse 1 STM3777 47.86 CIRCULAR 0.675 0.675 0.013 216.75 215.53 0.690 0.51 Watercourse 1 STM2631 26.96 CIRCULAR 0.300 0.300 0.009 201.09 200.20 0.126 0.50 Watercourse 1 STM3457 49.48 CIRCULAR 0.825 0.825 0.013 217.00 216.78 0.476 0.50 Watercourse 1 STM2555 45.25 CIRCULAR 0.300 0.300 0.009 229.52 229.29 0.047 0.47 Watercourse 1 STM3454 33.04 CIRCULAR 0.375 0.375 0.009 219.15 218.27 0.190 0.46 Watercourse 1 STM3768 69.16 CIRCULAR 0.300 0.300 0.009 214.71 214.36 0.044 0.45 Watercourse 1 STM3458 9.84 CIRCULAR 0.825 0.825 0.013 216.75 216.68 0.504 0.42 Watercourse 1 STM3453 31.16 CIRCULAR 0.375 0.375 0.009 220.10 219.25 0.158 0.38 Watercourse 1 STM3469 29.70 CIRCULAR 0.600 0.600 0.013 214.41 213.98 0.284 0.38 Watercourse 1 STM3480 55.34 CIRCULAR 0.375 0.375 0.013 219.59 218.47 0.096 0.38 Watercourse 1 STM2547 9.95 CIRCULAR 0.600 0.600 0.013 229.59 229.58 0.066 0.36 Watercourse 1 STM2551 8.49 CIRCULAR 0.675 0.675 0.013 229.22 229.13 0.292 0.34 Watercourse 1 STM3461 8.47 CIRCULAR 0.375 0.375 0.009 218.10 218.26 0.118 0.34 Watercourse 1 STM2624 18.10 CIRCULAR 0.525 0.525 0.009 202.85 202.46 0.299 0.33 Watercourse 1 STM3452 53.33 CIRCULAR 0.375 0.375 0.009 220.90 220.14 0.101 0.33 Watercourse 1 STM2632 68.78 CIRCULAR 0.450 0.450 0.009 199.61 196.64 0.256 0.30 Watercourse 1 STM3758 48.32 CIRCULAR 0.600 0.600 0.013 215.05 214.53 0.185 0.29 Watercourse 1 STM3420 60.22 CIRCULAR 0.525 0.525 0.009 195.72 193.14 0.350 0.27 Watercourse 1 STM3792 57.59 CIRCULAR 0.450 0.450 0.013 213.81 213.25 0.077 0.27 Watercourse 1 STM2553 9.42 CIRCULAR 0.600 0.600 0.013 229.45 229.29 0.203 0.26 Watercourse 1 STM2537 10.95 CIRCULAR 0.300 0.300 0.009 230.70 230.61 0.032 0.25 Watercourse 1 STM2552 6.77 CIRCULAR 0.450 0.450 0.009 229.58 229.32 0.194 0.24 Watercourse 1 STM2568 49.49 CIRCULAR 0.300 0.300 0.009 232.27 231.48 0.040 0.23 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m) Watercourse 1 STM3764 41.16 CIRCULAR 0.300 0.300 0.009 215.11 214.71 0.032 0.23 Watercourse 1 STM2559 42.89 CIRCULAR 0.300 0.300 0.009 230.55 229.75 0.041 0.21 Watercourse 1 STM3767 62.00 CIRCULAR 0.300 0.300 0.009 215.12 214.74 0.020 0.19 Watercourse 1 STM3757 47.66 CIRCULAR 0.600 0.600 0.013 215.56 215.07 0.113 0.18 Watercourse 1 STM2541 44.63 CIRCULAR 0.525 0.525 0.009 230.12 229.88 0.075 0.17 Watercourse 1 STM2542 49.32 CIRCULAR 0.300 0.300 0.009 230.81 230.15 0.025 0.15 Watercourse 1 STM3448 8.36 CIRCULAR 0.300 0.300 0.009 221.04 220.95 0.020 0.14 Watercourse 1 STM2559_4 11.70 CIRCULAR 0.750 0.000 0.013 228.67 228.58 0.093 0.10 Watercourse 1 STM2557 32.25 CIRCULAR 0.300 0.300 0.009 230.02 229.69 0.012 0.09 Watercourse 1 STM3447 20.57 CIRCULAR 0.300 0.300 0.009 221.16 220.95 0.013 0.09 Watercourse 1 STM3408 5.27 CIRCULAR 0.300 0.300 0.009 205.73 205.16 0.024 0.05 Watercourse 1 STM2535 9.01 CIRCULAR 0.300 0.300 0.009 229.90 229.77 0.006 0.04 Watercourse 1 STM3464 44.42 CIRCULAR 0.300 0.300 0.009 216.21 215.36 0.008 0.04 Watercourse 1 STM3456 44.60 CIRCULAR 0.300 0.300 0.009 217.50 217.27 0.003 0.03 Watercourse 1 STM2540 8.43 CIRCULAR 0.450 0.450 0.009 230.21 230.14 0.008 0.02 Watercourse 1 STM2559_1 47.00 CIRCULAR 1.000 0.000 0.013 229.75 228.68 0.082 0.02 Watercourse 1 C102 9.60 CIRCULAR 0.525 0.000 0.009 205.89 205.73 0.000 0.00 Watercourse 1 C103 23.80 CIRCULAR 0.525 0.000 0.009 201.04 200.40 0.000 0.00 Watercourse 1 STM2570 74.91 CIRCULAR 1.000 1.000 0.024 230.95 229.66 0.005 0.00 Watercourse 1 STM3778 78.82 CIRCULAR 0.300 0.300 0.009 218.24 216.65 0.000 0.00 Watercourse 6 STMIROC2 21.06 CIRCULAR 0.450 0.450 0.024 222.45 222.35 0.383 3.60 Watercourse 6 STM340 15.18 CIRCULAR 0.975 0.975 0.024 222.58 222.50 2.461 2.79 II Watercourse 6 STM745 68.01 CIRCULAR 0.450 0.450 0.009 227.58 227.25 0.682 2.38 Watercourse 6 STM2575 23.52 CIRCULAR 0.300 0.300 0.009 230.89 230.75 0.249 2.33 Watercourse 6 STM887_1 43.75 CIRCULAR 0.300 0.000 0.013 221.54 221.44 0.102 2.22 Watercourse 6 STM2515 8.61 CIRCULAR 0.450 0.450 0.013 221.32 221.30 0.296 2.15 Watercourse 6 STM220 20.15 CIRCULAR 0.975 0.975 0.009 222.72 222.64 4.353 2.13 Watercourse 6 STM2499 9.39 CIRCULAR 0.300 0.300 0.009 224.25 224.12 0.334 2.03 Watercourse 6 STM2574 8.75 CIRCULAR 0.300 0.300 0.009 230.97 230.92 0.183 1.66 Watercourse 6 STM2511 43.02 CIRCULAR 0.750 0.750 0.013 221.51 221.36 1.086 1.65 Watercourse 6 STM2503 42.07 CIRCULAR 0.750 0.750 0.013 221.99 221.75 1.382 1.64 Watercourse 6 STM2498 12.71 CIRCULAR 0.300 0.300 0.009 224.59 224.43 0.249 1.59 Watercourse 6 STM2500 79.05 CIRCULAR 0.450 0.450 0.013 224.16 223.23 0.490 1.58 Watercourse 6 STM74 38.27 CIRCULAR 0.600 0.600 0.024 226.51 226.30 0.388 1.57 Watercourse 6 STM2513 38.15 CIRCULAR 0.750 0.750 0.013 221.36 221.18 1.196 1.56 Watercourse 6 STM777 18.76 CIRCULAR 0.600 0.600 0.024 226.63 226.53 0.376 1.55 Watercourse 6 STM2509 56.11 CIRCULAR 0.750 0.750 0.013 221.75 221.51 0.991 1.36 Watercourse 6 STM658 8.76 CIRCULAR 0.350 0.350 0.009 226.21 226.03 0.412 1.36 Watercourse 6 STM1465 20.12 CIRCULAR 0.375 0.375 0.009 218.29 218.16 0.272 1.34 Watercourse 6 STM3826 38.26 CIRCULAR 0.450 0.450 0.024 230.62 230.00 0.260 1.32 Watercourse 6 STMIROC1 32.38 CIRCULAR 0.450 0.450 0.024 223.00 222.45 0.266 1.32 Watercourse 6 STM906 38.98 CIRCULAR 0.375 0.375 0.009 227.59 226.97 0.414 1.30 Watercourse 6 STMIROC3 15.05 CIRCULAR 0.450 0.450 0.024 222.35 221.50 0.472 1.29 Watercourse 6 STM2505 21.29 CIRCULAR 0.675 0.675 0.013 222.89 222.81 0.655 1.27 Watercourse 6 STM2514 7.41 CIRCULAR 0.450 0.450 0.013 221.37 221.32 0.296 1.26 Watercourse 6 STM2496 60.36 CIRCULAR 0.450 0.450 0.013 225.50 224.18 0.513 1.22 Watercourse 6 STM908 41.27 CIRCULAR 0.450 0.450 0.009 226.85 226.45 0.476 1.17 Watercourse 6 STM197 29.97 CIRCULAR 0.450 0.450 0.009 209.92 209.68 0.425 1.15 WATERCOURSE OUTLET STM ID LENGT . (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m). Watercourse 6 STM621 19.76 CIRCULAR 0.525 0.525 0.009 208.80 208.66 0.559 1.07 Watercourse 6 STM884 24.01 CIRCULAR 0.825 0.900 0.024 226.73 226.66 0.449 1.07 Watercourse 6 STM622 29.87 CIRCULAR 0.600 0.600 0.009 208.59 208.48 0.568 1.06 Watercourse 6 STMS 19.74 CIRCULAR 0.525 0.525 0.009 208.94 208.80 0.551 1.05 Watercourse 6 STM625 69.58 CIRCULAR 0.825 0.825 0.013 207.10 206.40 1.493 1.04 Watercourse 6 STM626 57.89 CIRCULAR 0.825 0.825 0.013 205.59 205.00 1.513 1.04 Watercourse 6 STM2516A 106.00 CIRCULAR 1.000 0.000 0.024 221.13 219.00 1.381 1.03 Watercourse 6 STM4 19.82 CIRCULAR 0.525 0.525 0.009 209.08 208.94 0.537 1.03 Watercourse 6 STM803 33.81 CIRCULAR 0.825 0.825 0.013 207.57 207.45 0.864 1.01 Watercourse 6 STM1004 80.03 CIRCULAR 0.600 0.600 0.024 227.37 226.78 0.287 1.00 Watercourse 6 STM614 30.97 CIRCULAR 0.375 0.375 0.009 211.84 211.53 0.253 1.00 Watercourse 6 STM810 59.25 CIRCULAR 0.525 0.525 0.009 208.56 208.20 0.486 1.00 Watercourse 6 STM2 19.77 CIRCULAR 0.525 0.525 0.009 209.22 209.08 0.518 0.99 Watercourse 6 STM1122 35.94 CIRCULAR 0.450 0.450 0.024 229.24 229.00 0.124 0.98 Watercourse 6 STM1 30.05 CIRCULAR 0.525 0.525 0.009 209.43 209.22 0.488 0.94 Watercourse 6 STM1214 111.54 CIRCULAR 1.200 1.200 0.024 227.96 227.45 1.340 0.94 Watercourse 6 STM2522 48.21 CIRCULAR 0.375 0.375 0.009 216.3]. 215.27 0.346 0.93 Watercourse 6 STM218 112.49 CIRCULAR 0.900 0.900 0.009 223.57 222.78 2.007 0.92 Watercourse 6 STM3200 38.82 CIRCULAR 0.900 0.900 0.024 225.25 225.08 0.591 0.91 Watercourse 6 STM616 50.15 CIRCULAR 0.375 0.375 0.009 211.53 210.83 0.274 0.91 Watercourse 6 STM2521 49.79 CIRCULAR 0.300 0.300 0.009 217.79 216.31 0.216 0.90 Watercourse 6 STM1942_1 74.05 CIRCULAR 1.000 0.000 0.01 221.54 220.87 2.596 0.88 Watercourse 6 STM804 50.21 CIRCULAR 0.825 0.825 0.013 207.45 207.20 0.887 0.88 Watercourse 6 STM834 50.14 CIRCULAR 0.300 0.300 0.009 212.58 212.08 0.123 0.88 Watercourse 6 STM198 30.01 CIRCULAR 0.525 0.525 0.009 209.64 209.43 0.453 0.87 Watercourse 6 STM3826_1 20.40 CIRCULAR 1.000 0.000 0.024 228.02 227.93 0.750 0.87 Watercourse 6 STM788 8.00 CIRCULAR 0.525 0.525 0.009 209.21 209.17 0.377 0.86 Watercourse 6 STM799 10.81 CIRCULAR 0.825 0.825 0.013 207.92 207.89 0.647 0.86 Watercourse 6 STM808 26.23 CIRCULAR 0.600 0.600 0.009 207.57 207.42 0.563 0.84 Watercourse 6 STM2516 10.64 CIRCULAR 0.450 0.450 0.013 221.30 221.13 0.298 0.83 Watercourse 6 STM364 96.25 CIRCULAR 0.900 0.900 0.009 226.62 225.96 1.790 0.83 Watercourse 6 STM3206 40.75 CIRCULAR 0.525 0.525 0.009 212.75 212.18 0.584 0.82 Watercourse 6 STM613 16.60 CIRCULAR 0.375 0.375 0.009 212.00 211.84 0.205 0.82 Watercourse 6 STM2573 4.93 CIRCULAR 0.300 0.300 0.009 231.15 230.97 0.218 0.81 Watercourse 6 STM619 30.00 CIRCULAR 0.450 0.450 0.009 210.34 209.92 0.390 0.80 Watercourse 6 STM820 42.10 CIRCULAR 0.825 0.825 0.013 189.16 188.53 1.409 0.80 Watercourse 6 STM802 50.13 CIRCULAR 0.825 0.825 0.013 207.87 207.60 0.829 0.79 Watercourse 6 STM816 34.05 CIRCULAR 0.375 0.375 0.009 210.94 210.59 0.201 0.78 Watercourse 6 STM821 80.70 CIRCULAR 0.525 0.525 0.013 190.47 189.79 0.291 0.74 Watercourse 6 STM3203 30.85 CIRCULAR 0.450 0.450 0.009 215.27 214.42 0.482 0.70 Watercourse 6 STM807 21.18 CIRCULAR 0.600 0.600 0.009 207.96 207.80 0.540 0.70 Watercourse 6 STM909 19.31 CIRCULAR 0.450 0.450 0.013 226.39 225.51 0.428 0.70 Watercourse 6 STM1942_3 6.00 CIRCULAR 1.000 0.000 0.024 220.93 220.87 0.901 0.69 Watercourse 6 STM2520 42.23 CIRCULAR 0.300 0.300 0.009 219.56 219.14 0.094 0.68 Watercourse 6 STM618 30.02 CIRCULAR 0.450 0.450 0.009 210.83 210.41 0.331 0.68 Watercourse 6 STM1942_5 6.00 CIRCULAR 1.000 0.000 0.024 222.95 222.89 0.870 0.67 Watercourse 6 ST M3205 45.39 CIRCULAR 0.525 0.525 0.009 213.54 212.75 0.549 0.67 Watercourse 6 STMIROC4 16.85 CIRCULAR 0.450 0.450 0.013 221.50 220.50 0.464 0.67 WATERCOURSE OUTLET STM ID LENGT . (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m). Watercourse 6 STM747 97.92 CIRCULAR 0.375 0.375 0.009 228.32 227.67 0.136 0.66 Watercourse 6 STM823 56.99 CIRCULAR 0.600 0.600 0.013 189.39 189.08 0.300 0.66 Watercourse 6 STM3204 55.58 CIRCULAR 0.525 0.525 0.009 214.42 213.54 0.508 0.65 Watercourse 6 STM822 63.04 CIRCULAR 0.600 0.600 0.013 189.79 189.40 0.306 0.63 Watercourse 6 STM1220 81.39 CIRCULAR 1.200 1.200 0.024 228.40 227.99 0.909 0.61 Watercourse 6 STM487 24.83 CIRCULAR 1.350 1.350 0.024 227.42 227.20 1.674 0.61 Watercourse 6 STM812 68.43 CIRCULAR 0.600 0.600 0.009 208.98 208.56 0.426 0.61 Watercourse 6 STM814 31.19 CIRCULAR 0.600 0.600 0.009 209.17 208.98 0.406 0.59 Watercourse 6 STM2523 51.80 CIRCULAR 0.300 0.300 0.009 219.14 217.79 0.131 0.58 Watercourse 6 STM624 59.54 CIRCULAR 0.825 0.825 0.013 208.28 207.97 0.598 0.58 Watercourse 6 STM876 45.37 CIRCULAR 0.375 0.375 0.009 229.02 228.20 0.196 0.58 Watercourse 6 STM662 110.77 CIRCULAR 0.900 0.900 0.009 225.86 223.70 2.097 0.57 Watercourse 6 STM825 26.21 CIRCULAR 0.600 0.600 0.013 188.75 188.56 0.300 0.57 Watercourse 6 STM567 16.89 CIRCULAR 1.000 1.000 0.024 214.70 214.51 0.742 0.54 Watercourse 6 STM818 60.57 CIRCULAR 0.375 0.375 0.009 211.54 210.94 0.136 0.54 Watercourse 6 STM828 78.86 CIRCULAR 0.300 0.300 0.009 228.89 228.37 0.062 0.54 Watercourse 6 STM887 179.86 CIRCULAR 0.300 0.000 0.013 227.97 221.54 0.098 0.53 Watercourse 6 STM2512 8.14 CIRCULAR 0.300 0.300 0.009 221.56 221.48 0.070 0.51 Watercourse 6 STM1049 12.02 CIRCULAR 0.825 0.825 0.013 226.78 226.73 0.443 0.48 Watercourse 6 STM1123 30.34 CIRCULAR 0.450 0.450 0.024 228.93 227.37 0.170 0.48 Watercourse 6 STM885 40.00 CIRCULAR 0.900 0.900 0.024 225.08 224.35 0.628 0.47 Watercourse 6 STM1933 61.02 CIRCULAR 1.350 1.350 0.013 227.18 226.57 2.371 0.44 Watercourse 6 STM1934 99.70 CIRCULAR 1.350 1.350 0.013 226.57 225.52 2.389 0.44 Watercourse 6 STM611 59.03 CIRCULAR 0.300 0.300 0.009 212.20 211.61 0.062 0.44 Watercourse 6 STM1937 112.86 CIRCULAR 1.350 1.350 0.013 225.52 224.28 2.415 0.43 Watercourse 6 STM1940 98.89 CIRCULAR 1.350 1.350 0.013 224.28 222.97 2.449 0.40 Watercourse 6 STM2488 5.59 CIRCULAR 0.600 0.600 0.024 227.25 226.80 0.377 0.40 Watercourse 6 STM980 61.25 ARCH 0.820 1.150 0.024 214.42 212.84 0.743 0.38 Watercourse 6 STM1942_2 63.16 CIRCULAR 1.650 0.000 0.013 220.77 219.64 3.433 0.34 Watercourse 6 STM2519 37.21 CIRCULAR 0.300 0.300 0.009 220.00 219.56 0.050 0.33 Watercourse 6 STM831 60.00 CIRCULAR 0.300 0.300 0.009 214.20 212.58 0.073 0.32 Watercourse 6 STM393 39.05 CIRCULAR 0.300 0.300 0.009 229.52 229.10 0.045 0.31 Watercourse 6 STM3199 23.26 CIRCULAR 0.900 0.900 0.024 226.61 226.00 0.456 0.29 Watercourse 6 STM886 33.65 CIRCULAR 0.250 0.250 0.013 225.05 227.97 0.046 0.26 Watercourse 6 STM2572 68.44 CIRCULAR 0.300 0.300 0.009 232.33 230.92 0.050 0.25 Watercourse 6 STM1942 19.01 CIRCULAR 1.500 1.500 0.009 222.82 222.23 3.196 0.18 Watercourse 6 STM2576 7.55 CIRCULAR 0.300 0.300 0.009 228.54 228.47 0.023 0.17 Watercourse 6 STM1941 21.10 CIRCULAR 0.900 0.900 0.009 223.22 223.00 0.422 0.16 Watercourse 6 STM2578 16.74 CIRCULAR 0.300 0.300 0.009 228.47 227.20 0.032 0.08 Watercourse 6 STM620 8.30 CIRCULAR 0.600 0.600 0.009 208.52 208.48 0.021 0.03 Watercourse 10 STM2228 18.50 CIRCULAR 0.450 0.450 0.024 184.04 183.99 0.270 3.36 Watercourse 10 STM2227 12.15 CIRCULAR 0.450 0.450 0.024 184.14 184.04 0.364 2.59 Watercourse 10 STM2668 4.06 CIRCULAR 0.900 0.900 0.024 213.00 212.95 2.496 2.29 Watercourse 10 STM1200 122.08 CIRCULAR 0.750 0.750 0.009 230.61 230.28 1.602 1.92 Watercourse 10 STM2817 9.11 CIRCULAR 0.900 0.900 0.024 213.52 213.43 1.638 1.68 Watercourse 10 STM1205 79.28 CIRCULAR 0.750 0.750 0.009 230.16 229.79 1.589 1.45 Watercourse 10 STM2477 92.70 CIRCULAR 0.900 0.900 0.013 219.28 217.98 2.323 1.08 Watercourse 10 STM2231 6.52 CIRCULAR 0.300 0.300 0.009 186.29 186.23 0.138 1.03 WATERCOURSE OUTLET STM ID LENGT . (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m) DS INV. (m) ('AMAX (m3/s) OMAX/OFULL CONDITIO Watercourse 10 STM2432 95.87 CIRCULAR 0.900 0.900 0.013 226.10 224.52 2.396 1.03 Watercourse 10 STM2455 100.29 CIRCULAR 0.900 0.900 0.013 222.73 221.13 2.327 1.02 Watercourse 10 STM2445 101.09 CIRCULAR 0.900 0.900 0.013 224.49 222.76 2.384 1.01 Watercourse 10 STM2424 103.15 CIRCULAR 0.900 0.900 0.013 227.87 226.12 2.351 1.00 Watercourse 10 STM2669 37.88 CIRCULAR 0.300 0.300 0.009 186.20 185.84 0.130 0.96 Watercourse 10 STM2422 36.33 CIRCULAR 0.900 0.900 0.013 228.58 227.90 2.364 0.95 Watercourse 10 STM2466 99.48 CIRCULAR 0.900 0.900 0.013 221.10 219.28 2.301 0.94 Watercourse 10 STM2417 33.38 CIRCULAR 0.900 0.900 0.013 229.17 228.65 2.030 0.90 Watercourse 10 STM2485 18.51 CIRCULAR 0.975 0.975 0.013 217.68 217.36 2.360 0.80 Watercourse 10 STM1157 67.66 CIRCULAR 0.525 0.525 0.009 233.13 231.90 0.643 0.77 Watercourse 10 STM2404 9.26 CIRCULAR 0.300 0.300 0.009 221.91 221.79 0.122 0.77 Watercourse 10 STM1194 74.81 CIRCULAR 0.600 0.600 0.009 231.81 230.75 0.731 0.69 Watercourse 10 STM2415 21.66 CIRCULAR 0.900 0.900 0.013 229.83 229.20 2.037 0.66 Watercourse 10 STM97 55.00 CIRCULAR 0.300 0.300 0.009 222.58 221.91 0.077 0.50 Watercourse 10 STM1155 63.21 CIRCULAR 0.525 0.525 0.009 234.28 233.26 0.321 0.41 Watercourse 10 STM2408 8.26 CIRCULAR 0.525 0.525 0.009 214.12 213.97 0.344 0.41 Watercourse 10 STM2224 50.28 CIRCULAR 0.300 0.300 0.009 188.06 186.40 0.097 0.38 Watercourse 10 STM2225 42.59 CIRCULAR 0.300 0.300 0.009 186.23 185.62 0.062 0.37 Watercourse 10 STM2664 11.55 CIRCULAR 0.525 0.525 0.009 213.30 213.27 0.119 0.37 Watercourse 10 STM2403 39.39 CIRCULAR 0.450 0.450 0.009 216.24 215.04 0.257 0.36 Watercourse 10 STM2226 54.50 CIRCULAR 0.300 0.300 0.009 185.55 184.18 0.068 0.31 Watercourse 10 STM2431 7.51 CIRCULAR 0.675 0.675 0.013 230.14 229.88 0.483 0.31 Watercourse 10 STM47 8.71 CIRCULAR 0.750 0.750 0.009 221.41 221.25 0.612 0.28 Watercourse 10 STM2406 46.01 CIRCULAR 0.450 0.450 0.009 218.07 216.27 0.216 0.26 Watercourse 10 STM2484 15.62 CIRCULAR 0.600 0.600 0.013 218.49 218.10 0.248 0.26 Watercourse 10 STM3046 44.91 CIRCULAR 0.525 0.525 0.009 213.26 213.00 0.124 0.26 Watercourse 10 STM98 58.39 CIRCULAR 0.750 0.750 0.009 222.11 221.41 0.404 0.23 Watercourse 10 STMTE005 44.73 CIRCULAR 0.375 0.375 0.009 207.57 205.90 0.114 0.23 Watercourse 10 STM517 16.58 CIRCULAR 0.750 0.750 0.009 221.60 221.00 0.618 0.20 Watercourse 10 STM96 56.92 CIRCULAR 0.750 0.750 0.009 222.80 222.11 0.333 0.19 Watercourse 10 STMTE004 56.46 CIRCULAR 0.375 0.375 0.009 209.43 207.55 0.084 0.18 Watercourse 10 STM2223 76.34 CIRCULAR 0.200 0.200 0.009 189.03 188.12 0.009 0.17 Watercourse 10 STM53 59.70 CIRCULAR 0.750 0.750 0.009 223.46 222.80 0.218 0.13 Watercourse 10 STMTE003 46.23 CIRCULAR 0.375 0.375 0.009 211.08 209.44 0.060 0.13 Watercourse 10 STM2400 59.93 CIRCULAR 0.450 0.450 0.009 220.30 218.12 0.061 0.08 Watercourse 10 STM309 58.98 CIRCULAR 0.750 0.750 0.009 224.11 223.46 0.107 0.06 Watercourse 10 STMTE002 36.05 CIRCULAR 0.375 0.375 0.009 212.76 211.11 0.035 0.06 Watercourse 10 STMTE001 68.66 CIRCULAR 0.375 0.375 0.009 213.71 212.76 0.007 0.02 Watercourse 10 STM2405 58.19 CIRCULAR 0.450 0.450 0.009 221.61 220.37 0.002 0.00 Watercourse 10 STM3158 10.97 CIRCULAR 0.525 0.525 0.009 233.65 231.90 0.003 0.00 Outlet 13 STM1417_1 1.00 CIRCULAR 1.650 0.000 0.013 181.75 181.75 4.430 2.78 Outlet 13 STM226 47.33 CIRCULAR 0.350 0.350 0.009 217.16 216.90 0.280 1.79 Outlet 13 STM2376 39.54 CIRCULAR 0.250 0.250 0.009 207.94 207.65 0.123 1.67 Outlet 13 STM224 51.16 CIRCULAR 0.300 0.300 0.009 217.62 217.19 0.204 1.59 Outlet 13 STM510 27.97 CIRCULAR 1.500 1.500 0.024 182.25 182.09 4.495 1.53 Outlet 13 STM1417 43.42 CIRCULAR 1.500 1.500 0.024 182.03 181.76 4.382 1.45 Outlet 13 STM234 19.69 CIRCULAR 0.375 0.375 0.009 190.72 190.56 0.279 1.21 Outlet 13 STM222 58.96 CIRCULAR 0.350 0.350 0.009 218.14 217.70 0.167 0.92 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZE1 �SIZE2 (m) (m) ROUGHNESS US INV. (m) Outlet 13 STM1813 85.87 CIRCULAR 0.900 0.900 0.009 221.37 220.52 2.347 0.90 Outlet 13 STM1564 10.58 CIRCULAR 1.050 1.050 0.013 219.38 219.24 2.722 0.88 Outlet 13 STM1829 56.01 CIRCULAR 1.050 1.050 0.013 219.09 218.36 2.735 0.88 Outlet 13 C50 8.30 CIRCULAR 0.450 0.000 0.009 217.64 217.59 0.276 0.86 Outlet 13 STM1826 19.44 CIRCULAR 0.900 0.900 0.013 218.74 218.60 1.265 0.82 Outlet 13 STM1797 71.25 CIRCULAR 0.450 0.450 0.009 233.47 230.36 0.694 0.81 Outlet 13 STM1808 51.82 CIRCULAR 0.900 0.900 0.009 220.29 219.47 2.619 0.80 Outlet 13 STM2269 76.97 CIRCULAR 1.200 1.200 0.013 184.68 182.95 4.504 0.77 Outlet 13 STM2384 50.31 CIRCULAR 0.350 0.350 0.009 218.76 218.47 0.124 0.77 Outlet 13 STM1052 161.19 CIRCULAR 1.200 1.200 0.013 218.29 215.33 4.030 0.76 Outlet 13 STM1380 76.85 CIRCULAR 1.200 1.200 0.013 186.70 184.86 4.557 0.76 Outlet 13 STM2385 39.19 CIRCULAR 0.350 0.350 0.009 218.40 217.75 0.193 0.71 Outlet 13 STM1377 16.31 CIRCULAR 1.200 1.200 0.013 187.28 186.81 4.579 0.69 Outlet 13 STM228 11.22 CIRCULAR 0.375 0.375 0.009 216.80 216.43 0.303 0.66 Outlet 13 STM1374 48.69 CIRCULAR 1.200 1.200 0.013 189.24 187.40 4.557 0.60 Outlet 13 STM1240 29.53 CIRCULAR 1.200 1.200 0.013 204.76 203.62 4.512 0.59 Outlet 13 STM1241 82.79 CIRCULAR 1.200 1.200 0.013 208.06 204.97 4.482 0.59 Outlet 13 STM1581 95.88 CIRCULAR 0.900 0.900 0.009 227.11 225.08 1.982 0.52 Outlet 13 STM1059_2 17.58 CIRCULAR 1.200 1.200 0.013 209.16 208.24 4.601 0.51 Outlet 13 STM1759 150.84 CIRCULAR 0.900 0.900 0.009 230.02 227.16 1.847 0.51 Outlet 13 STM45 57.76 CIRCULAR 0.900 0.900 0.009 219.20 218.74 1.194 0.51 Outlet 13 STM1059_1 115.80 CIRCULAR 1.200 1.200 0.013 215.24 209.16 4.479 0.50 Outlet 13 STM2389 37.39 CIRCULAR 0.525 0.525 0.009 222.19 221.70 0.348 0.49 Outlet 13 STM1794 14.01 CIRCULAR 0.675 0.675 0.009 230.32 230.10 0.726 0.48 Outlet 13 STM1334 42.77 CIRCULAR 1.200 1.200 0.013 197.62 195.00 4.540 0.47 Outlet 13 STM1561 99.52 CIRCULAR 0.900 0.900 0.009 224.91 221.50 2.223 0.46 Outlet 13 STM895 61.20 CIRCULAR 1.200 1.200 0.013 203.12 199.31 4.520 0.46 Outlet 13 STM221 59.66 CIRCULAR 0.300 0.300 0.009 218.93 218.17 0.072 0.45 Outlet 13 STM1790 8.57 CIRCULAR 0.900 0.900 0.009 230.18 230.06 1.231 0.40 Outlet 13 STM106 19.14 CIRCULAR 0.750 0.750 0.009 221.86 221.70 0.578 0.39 Outlet 13 STM2391 59.05 CIRCULAR 0.525 0.525 0.009 222.97 222.19 0.276 0.39 Outlet 13 STM505 39.41 CIRCULAR 0.450 0.450 0.013 224.53 223.95 0.132 0.38 Outlet 13 STM1340 45.26 CIRCULAR 1.200 1.200 0.013 194.35 189.74 4.548 0.36 Outlet 13 STM506 60.58 CIRCULAR 0.450 0.450 0.009 223.95 223.05 0.181 0.36 Outlet 13 STM104 59.92 CIRCULAR 0.900 0.900 0.009 220.18 219.28 1.117 0.35 Outlet 13 STM1059_3 7.35 CIRCULAR 0.450 0.000 0.009 210.01 209.16 0.471 0.34 Outlet 13 STM3793 40.45 CIRCULAR 0.375 0.375 0.009 198.95 195.54 0.250 0.34 Outlet 13 STM2662 41.19 CIRCULAR 0.375 0.375 0.009 201.68 198.99 0.215 0.33 Outlet 13 STM308 58.86 CIRCULAR 0.900 0.900 0.009 221.07 220.18 1.018 0.32 Outlet 13 STM105 22.35 CIRCULAR 0.900 0.900 0.009 221.40 221.07 0.993 0.31 Outlet 13 STM2387 40.45 CIRCULAR 0.375 0.375 0.009 195.47 190.78 0.268 0.31 _ Outlet 13 STMTE006 26.62 CIRCULAR 0.375 0.375 0.009 191.56 190.87 0.126 0.31 Outlet 13 STM1748 57.32 CIRCULAR 0.900 0.900 0.009 231.40 230.27 1.094 0.30 Outlet 13 STM305 59.00 CIRCULAR 0.300 0.300 0.009 222.58 222.34 0.026 0.29 Outlet 13 STM377 62.59 CIRCULAR 0.300 0.300 0.009 197.88 192.92 0.090 0.23 Outlet 13 STM2383 55.98 CIRCULAR 0.350 0.350 0.009 219.89 218.79 0.057 0.19 Outlet 13 C53 11.40 CIRCULAR 0.525 0.000 0.009 217.17 216.17 0.276 0.15 Outlet 13 STM2372 19.12 CIRCULAR 0.450 0.450 0.009 239.35 236.68 0.223 0.14 WATERCOURSE OUTLET STM ID LENGT . (m) SHAPE SIZE1 SIZE2� (m) (m) ROUGHNESS US INV, (m) Outlet 13 STM1742 21.17 CIRCULAR 0.450 0.450 0.009 242.40 239.51 0.181 0.12 Outlet 13 STM730 48.34 CIRCULAR 0.300 0.300 0.009 202.37 199.02 0.033 0.09 Outlet 13 STM512 42.76 CIRCULAR 0.375 0.375 0.009 203.56 201.73 0.041 0.08 Outlet 13 STM1747 85.64 CIRCULAR 0.900 0.900 0.009 236.29 231.46 0.416 0.07 Outlet 13 C52 7.80 CIRCULAR 0.300 0.000 0.009 217.56 217.52 0.000 0.00 Outlet 13 STM1741 49.24 CIRCULAR 0.300 0.300 0.009 237.96 236.96 0.000 0.00 Watercourse 14 STM2386 65.68 CIRCULAR 0.375 0.375 0.009 203.65 198.10 0.304 0.41 Watercourse 14 STM231 55.29 CIRCULAR 0.375 0.375 0.009 198.00 190.87 0.358 0.39 Watercourse 14 STM1710 27.46 CIRCULAR 0.375 0.375 0.009 238.59 238.45 0.010 0.05 Watercourse 14 STM1709 37.34 CIRCULAR 0.375 0.375 0.009 238.45 238.07 0.009 0.04 Watercourse 14 STM867 27.45 CIRCULAR 0.500 0.500 0.024 206.50 203.68 0.014 0.02 Watercourse 15 STM1960 27.32 CIRCULAR 0.300 0.300 0.009 221.86 221.72 0.126 1.26 Watercourse 15 STM1644 7.96 CIRCULAR 0.525 0.525 0.009 219.74 219.46 1.433 1.23 Watercourse 15 STM1751 19.86 CIRCULAR 0.750 0.750 0.009 220.43 220.18 2.166 1.20 Watercourse 15 STM372 99.21 CIRCULAR 0.525 0.525 0.009 225.99 223.36 1.131 1.12 Watercourse 15 STM3157 7.55 CIRCULAR 0.525 0.525 0.009 220.07 219.78 1.276 1.05 Watercourse 15 STM1296 127.19 CIRCULAR 0.525 0.525 0.009 223.27 220.13 1.002 1.03 Watercourse 15 STM1750 8.60 CIRCULAR 0.750 0.750 0.009 220.62 220.43 2.151 0.90 Watercourse 15 STM1326 20.23 CIRCULAR 0.450 0.450 0.009 229.83 229.09 0.703 0.89 Watercourse 15 STM3852 22.05 CIRCULAR 0.750 0.750 0.013 223.50 223.34 0.826 0.87 Watercourse 15 STM2370 64.40 CIRCULAR 0.525 0.525 0.009 229.06 226.03 1.150 0.85 Watercourse 15 STM3851 3.90 CIRCULAR 0.750 0.750 0.013 223.58 223.54 0.825 0.73 Watercourse 15 STM1749 39.95 CIRCULAR 0.750 0.750 0.009 221.63 220.62 1.723 0.67 Watercourse 15 STM1264 26.00 CIRCULAR 0.750 0.750 0.009 222.75 222.08 1.624 0.63 Watercourse 15 STM1265 17.33 CIRCULAR 0.750 0.750 0.009 222.08 221.63 1.623 0.63 Watercourse 15 STM1478 16.78 CIRCULAR 0.450 0.450 0.009 221.65 221.56 0.162 0.54 Watercourse 15 STM3850 13.67 CIRCULAR 0.750 0.750 0.013 223.83 223.58 0.817 0.54 Watercourse 15 STM1708 54.59 CIRCULAR 0.300 0.300 0.009 237.81 235.10 0.150 0.48 Watercourse 15 STM1637 30.91 CIRCULAR 0.750 0.750 0.009 219.43 219.30 0.346 0.33 Watercourse 15 STM1642 9.97 CIRCULAR 0.750 0.750 0.009 219.30 219.25 0.362 0.32 Watercourse 15 STM1959 33.72 CIRCULAR 0.300 0.300 0.009 222.70 221.88 0.064 0.29 Watercourse 15 STM1479 117.77 CIRCULAR 0.750 0.750 0.009 220.11 219.43 0.240 0.20 Watercourse 15 STM1647 120.26 CIRCULAR 0.525 0.525 0.009 234.77 229.08 0.207 0.15 Watercourse 15 STM1625 91.09 CIRCULAR 0.750 0.750 0.009 220.66 220.13 0.009 0.01 Watercourse 19 STM281 10.29 CIRCULAR 0.300 0.300 0.009 220.70 220.20 0.330 1.07 Watercourse 19 STM280 8.35 CIRCULAR 0.300 0.300 0.009 223.17 222.75 0.304 0.97 Watercourse 19 STM2268 48.16 CIRCULAR 0.450 0.450 0.009 223.12 222.76 0.232 0.65 Watercourse 19 STM1181 19.67 CIRCULAR 0.375 0.375 0.009 215.66 215.38 0.184 0.61 Watercourse 19 STM2265 8.01 CIRCULAR 0.450 0.450 0.009 222.66 222.58 0.232 0.56 Watercourse 19 STM2266 31.66 CIRCULAR 0.450 0.450 0.009 221.66 220.58 0.286 0.38 Watercourse 19 STM1187 76.28 CIRCULAR 0.300 0.300 0.009 218.64 216.87 0.070 0.33 Watercourse 19 STM1184 31.58 CIRCULAR 0.375 0.375 0.009 216.85 215.76 0.152 0.32 Watercourse 19 STM2270 87.94 CIRCULAR 0.450 0.450 0.009 223.55 223.21 0.070 0.27 Watercourse 19 STM1958 45.09 CIRCULAR 0.300 0.300 0.009 223.88 223.70 0.022 0.25 Watercourse 19 STM3706 37.63 CIRCULAR 1.000 0.000 0.024 209.86 205.09 0.892 0.19 Watercourse 19 STM1190 60.10 CIRCULAR 0.300 0.300 0.009 220.18 218.67 0.031 0.14 Watercourse 19 STM3731 25.19 CIRCULAR 0.600 0.600 0.024 212.23 209.86 0.115 0.11 Watercourse 19 STM3732 33.61 CIRCULAR 0.375 0.375 0.024 214.46 209.86 0.009 0.03 WATERCOURSE /4 OUTLET Watercourse 21 S STM ID STM366 LENGT . (m) 29.13 SHAPE CIRCULAR SIZE1 T SIZE2 (m) (m) 0.750 0.750 ROUGHNESS 0.009 US INV. (m) 220.31 220.15 2.110 1.77 Watercourse 21 STM260 23.60 CIRCULAR 0.300 0.300 0.009 223.79 223.51 0.255 1.68 Watercourse 21 STM652 29.00 CIRCULAR 0.300 0.300 0.009 222.14 221.55 0.334 1.67 Watercourse 21 STM651 8.90 CIRCULAR 0.450 0.450 0.009 221.44 221.34 0.665 1.52 Watercourse 21 STM286 58.12 CIRCULAR 0.300 0.300 0.009 222.86 222.58 0.143 1.48 Watercourse 21 STM151 19.15 CIRCULAR 0.300 0.300 0.009 224.95 224.86 0.130 1.36 Watercourse 21 STM261 60.93 CIRCULAR 0.300 0.300 0.009 223.46 222.84 0.178 1.26 Watercourse 21 STM654 29.61 CIRCULAR 0.300 0.300 0.009 222.81 222.19 0.251 1.24 Watercourse 21 STM162 31.39 CIRCULAR 0.300 0.300 0.009 226.41 225.07 0.352 1.22 Watercourse 21 STM577 32.58 CIRCULAR 0.750 0.750 0.009 221.77 221.69 0.943 1.18 Watercourse 21 STM368 77.66 CIRCULAR 0.750 0.750 0.009 220.85 220.40 1.435 1.17 Watercourse 21 STM167 9.32 CIRCULAR 0.750 0.750 0.009 222.38 222.35 0.972 1.07 Watercourse 21 STM649 18.96 CIRCULAR 0.750 0.750 0.009 221.06 220.91 1.498 1.05 Watercourse 21 STM288 17.73 CIRCULAR 0.450 0.450 0.009 223.77 223.31 0.616 0.93 Watercourse 21 STM164 17.62 CIRCULAR 0.525 0.525 0.009 222.66 222.55 0.451 0.92 Watercourse 21 STM367 5.47 CIRCULAR 0.750 0.750 0.009 220.13 220.04 1.786 0.87 Watercourse 21 STM293 55.01 CIRCULAR 0.300 0.300 0.009 225.30 224.77 0.116 0.84 Watercourse 21 STM291 26.20 CIRCULAR 0.450 0.450 0.009 224.59 223.85 0.577 0.83 Watercourse 21 STM574 57.62 CIRCULAR 0.750 0.750 0.009 222.29 221.99 0.931 0.80 Watercourse 21 STM575 25.13 CIRCULAR 0.750 0.750 0.009 221.96 221.84 0.884 0.80 Watercourse 21 STM160 31.14 CIRCULAR 0.300 0.300 0.009 227.72 226.48 0.220 0.79 Watercourse 21 STM163 56.03 CIRCULAR 0.375 0.375 0.009 224.99 222.85 0.389 0.79 Watercourse 21 STM648 17.54 CIRCULAR 0.750 0.750 0.009 221.24 221.15 0.906 0.79 Watercourse 21 STM263 45.48 CIRCULAR 0.600 0.600 0.009 223.17 222.69 0.703 0.77 Watercourse 21 STM579 59.38 CIRCULAR 0.750 0.750 0.009 221.67 221.28 0.869 0.67 Watercourse 21 STM155 25.93 CIRCULAR 0.300 0.300 0.009 226.12 224.95 0.195 0.66 Watercourse 21 STM285 40.01 CIRCULAR 0.300 0.300 0.009 223.51 222.91 0.105 0.62 Watercourse 21 STM572 10.57 CIRCULAR 0.600 0.600 0.009 222.68 222.54 0.558 0.55 Watercourse 21 STM157 64.19 CIRCULAR 0.300 0.300 0.009 228.36 226.15 0.120 0.46 Watercourse 21 STM152 16.32 CIRCULAR 0.750 0.750 0.009 224.70 224.32 1.002 0.41 Watercourse 21 STM153 11.22 CIRCULAR 0.600 0.600 0.009 226.09 224.95 0.851 0.30 Watercourse 21 STM283 49.05 CIRCULAR 0.300 0.300 0.009 225.02 223.56 0.035 0.15 Watercourse 26 STM2355 23.01 CIRCULAR 0.300 0.300 0.009 181.84 181.74 0.151 1.64 Watercourse 26 STM2361 11.37 CIRCULAR 0.300 0.300 0.009 181.41 181.35 0.164 1.62 Watercourse 26 STM2356 27.13 CIRCULAR 0.300 0.300 0.009 181.74 181.62 0.131 1.41 Watercourse 26 STM2359 26.14 CIRCULAR 0.450 0.450 0.009 181.33 181.22 0.339 1.27 Watercourse 26 STM2360 5.38 CIRCULAR 0.300 0.300 0.009 181.32 181.25 0.176 1.11 Watercourse 26 STM3024 11.93 CIRCULAR 0.375 0.375 0.009 179.98 179.96 0.113 1.09 Watercourse 26 STM2358 25.48 CIRCULAR 0.450 0.450 0.009 181.47 181.33 0.295 0.97 Watercourse 26 STM2357 26.12 CIRCULAR 0.450 0.450 0.009 181.62 181.47 0.270 0.86 Watercourse 26 STM3022 51.50 CIRCULAR 0.375 0.375 0.009 180.13 180.03 0.066 0.59 Watercourse 26 STM2807 8.64 CIRCULAR 0.375 0.375 0.009 179.88 179.70 0.115 0.31 Watercourse 26 STM3020 57.55 CIRCULAR 0.300 0.300 0.009 180.50 180.16 0.016 0.15 Watercourse 31 STM3149 27.32 CIRCULAR 0.300 0.300 0.009 233.07 232.93 0.184 1.84 Watercourse 31 STM3148 30.91 CIRCULAR 0.300 0.300 0.009 233.28 233.13 0.178 1.81 Watercourse 31 STM2290 13.23 CIRCULAR 0.600 0.600 0.013 223.52 223.49 0.505 1.73 Watercourse 31 STM2800 26.25 CIRCULAR 0.450 0.450 0.013 229.77 229.67 0.302 1.66 Watercourse 31 STM3147 47.65 CIRCULAR 0.300 0.300 0.009 233.58 233.34 0.163 1.65 WATERCOURSE OUTLET (m) STMID Watercourse 31 STM2308 LENGT . (m) 36.86 SHAPE CIRCULAR SIZE1 (m) 0.450 SIZE2 0.450 ROUGHNESS 0.009 US INV. (m) 232.56 231.85 0.936 1.64 Watercourse 31 STM2296 32.07 CIRCULAR 0.675 0.675 0.013 222.88 222.81 0.592 1.51 Watercourse 31 STM2287 4.90 CIRCULAR 0.450 0.450 0.013 223.95 223.89 0.442 1.48 Watercourse 31 STM2994 72.11 CIRCULAR 0.450 0.450 0.013 230.19 229.83 0.296 1.48 Watercourse 31 STM3002 97.34 CIRCULAR 0.750 0.750 0.024 224.49 224.20 0.489 1.48 Watercourse 31 STM2291 28.60 CIRCULAR 0.600 0.600 0.013 223.38 223.28 0.513 1.47 Watercourse 31 STM2293 28.25 CIRCULAR 0.600 0.600 0.013 223.19 223.09 0.535 1.46 Watercourse 31 STM2301 24.19 CIRCULAR 0.750 0.750 0.013 222.27 222.22 0.721 1.42 Watercourse 31 STM3151 28.89 CIRCULAR 0.450 0.450 0.013 229.64 229.36 0.389 1.40 Watercourse 31 STM2989 49.88 CIRCULAR 0.300 0.300 0.009 232.87 232.37 0.195 1.39 Watercourse 31 STM2289 32.10 CIRCULAR 0.525 0.525 0.013 223.80 223.58 0.479 1.37 Watercourse 31 STM2313 100.14 CIRCULAR 0.450 0.450 0.009 224.52 222.58 0.769 1.34 Watercourse 31 STM3137 47.11 CIRCULAR 0.750 0.750 0.013 223.23 223.00 1.038 1.33 Watercourse 31 STM2335 45.78 CIRCULAR 0.525 0.525 0.013 226.52 226.51 0.070 1.31 Watercourse 31 STM2793 33.81 CIRCULAR 0.750 0.750 0.013 222.98 222.80 1.061 1.31 Watercourse 31 STM3126 24.15 CIRCULAR 0.450 0.450 0.009 191.87 190.74 1.154 1.30 Watercourse 31 STM2794 50.02 CIRCULAR 0.750 0.750 0.013 223.48 223.25 0.974 1.29 Watercourse 31 STM2302 62.40 CIRCULAR 0.750 0.750 0.013 222.15 221.97 0.758 1.27 Watercourse 31 STM2274 59.94 CIRCULAR 0.300 0.300 0.009 229.83 229.25 0.172 1.26 Watercourse 31 STM2286 20.16 CIRCULAR 0.450 0.450 0.013 224.32 224.01 0.439 1.25 Watercourse 31 STM2295 28.99 CIRCULAR 0.675 0.675 0.013 223.01 222.93 0.556 1.24 Watercourse 31 STM2298 56.38 CIRCULAR 0.675 0.675 0.013 222.75 222.55 0.622 1.24 Watercourse 31 STM2979 106.41 CIRCULAR 0.750 0.750 0.013 222.73 221.92 1.203 1.24 Watercourse 31 STM3139 68.39 CIRCULAR 0.750 0.750 0.013 223.85 223.52 0.929 1.20 Watercourse 31 STM2300 51.29 CIRCULAR 0.750 0.750 0.013 222.47 222.32 0.689 1.15 Watercourse 31 STM2306 49.96 CIRCULAR 0.900 0.900 0.013 221.25 221.13 0.996 1.15 Watercourse 31 STM2999 7.97 CIRCULAR 0.750 0.750 0.013 224.14 224.10 0.926 1.13 Watercourse 31 STM2285 16.16 CIRCULAR 0.450 0.450 0.013 224.71 224.42 0.428 1.12 Watercourse 31 STM2791 14.21 CIRCULAR 1.050 1.050 0.013 214.12 214.02 2.561 1.12 Watercourse 31 STM2309 99.88 CIRCULAR 0.450 0.450 0.009 231.56 227.61 0.912 1.11 Watercourse 31 STM2977 54.69 CIRCULAR 0.750 0.750 0.013 219.85 219.20 1.292 1.06 Watercourse 31 STM2978 67.08 CIRCULAR 0.750 0.750 0.013 221.28 220.52 1.233 1.04 Watercourse 31 STM3130 12.13 CIRCULAR 1.050 1.050 0.013 216.30 216.20 2.560 1.03 Watercourse 31 STM2316A 39.45 CIRCULAR 0.450 0.450 0.009 218.61 215.28 1.223 1.02 Watercourse 31 STM3133 20.33 CIRCULAR 0.750 0.750 0.013 218.62 218.34 1.336 1.02 Watercourse 31 STM3129 75.51 CIRCULAR 0.900 0.900 0.013 218.50 218.24 1.077 1.01 Watercourse 31 STM2311 83.16 CIRCULAR 0.450 0.450 0.009 227.59 224.56 0.769 0.98 Watercourse 31 STM2316 29.80 CIRCULAR 0.450 0.450 0.009 221.49 218.61 1.222 0.95 Watercourse 31 STM2322 81.68 CIRCULAR 0.450 0.450 0.009 215.08 207.18 1.226 0.95 Watercourse 31 STM2333 9.00 CIRCULAR 0.300 0.300 0.009 226.83 226.51 0.248 0.95 Watercourse 31 STM2280 37.93 CIRCULAR 0.375 0.375 0.009 227.30 226.52 0.335 0.92 Watercourse 31 STM2347 6.02 CIRCULAR 0.600 0.600 0.013 225.57 225.51 0.555 0.92 Watercourse 31 STM2282 54.85 CIRCULAR 0.450 0.450 0.013 226.01 224.76 0.392 0.91 Watercourse 31 STM2323 98.65 CIRCULAR 0.450 0.450 0.009 205.31 195.96 1.150 0.91 Watercourse 31 STM2348 8.51 CIRCULAR 0.600 0.600 0.013 225.68 225.60 0.559 0.91 Watercourse 31 STM2991 56.81 CIRCULAR 0.300 0.300 0.009 232.34 230.34 0.238 0.91 Watercourse 31 STM2284 17.44 CIRCULAR 0.450 0.450 0.013 226.44 226.08 0.367 0.90 Watercourse 31 STM3131 59.84 CIRCULAR 1.050 1.050 0.013 215.28 214.64 2.554 0.90 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m) Watercourse 31 STM2278 37.66 CIRCULAR 0.375 0.375 0.009 227.80 227.34 0.243 0.87 Watercourse 31 STM2305 89.92 CIRCULAR 0.900 0.900 0.013 221.64 221.29 0.975 0.86 Watercourse 31 STM2971 11.58 CIRCULAR 0.900 0.900 0.013 218.58 218.52 1.076 0.83 Watercourse 31 STM2346 17.57 CIRCULAR 0.600 0.600 0.013 225.83 225.74 0.354 0.82 Watercourse 31 STM2968 43.67 CIRCULAR 0.900 0.900 0.013 217.79 217.50 1.208 0.82 Watercourse 31 STM3153 54.60 CIRCULAR 0.450 0.450 0.013 229.30 227.37 0.424 0.79 Watercourse 31 STM2303 8.48 CIRCULAR 0.825 0.825 0.013 221.78 221.73 0.862 0.77 Watercourse 31 STM2277 21.17 CIRCULAR 0.375 0.375 0.009 228.18 227.85 0.236 0.75 Watercourse 31 STM2345 40.47 CIRCULAR 0.600 0.600 0.013 226.09 225.89 0.327 0.75 Watercourse 31 STM2343 19.31 CIRCULAR 0.600 0.600 0.013 226.21 226.12 0.315 0.74 Watercourse 31 STM3001 51.99 CIRCULAR 0.600 0.600 0.013 225.45 224.64 0.515 0.67 Watercourse 31 STM2974 17.07 CIRCULAR 0.900 0.900 0.013 219.89 219.75 1.042 0.64 Watercourse 31 STM2975 61.92 CIRCULAR 0.900 0.900 0.013 219.38 218.77 1.052 0.59 Watercourse 31 STM3154 38.36 CIRCULAR 0.450 0.450 0.013 227.34 224.50 0.452 0.58 Watercourse 31 STM2304 5.97 CIRCULAR 0.825 0.825 0.013 221.73 221.65 0.973 0.57 Watercourse 31 STM2331 51.19 CIRCULAR 0.300 0.300 0.009 229.17 226.86 0.169 0.57 Watercourse 31 STM2352 30.61 CIRCULAR 0.900 0.900 0.009 220.95 220.80 1.023 0.55 Watercourse 31 STM3134 59.86 CIRCULAR 0.375 0.375 0.009 226.85 226.41 0.117 0.54 Watercourse 31 STM2349 35.82 CIRCULAR 0.300 0.300 0.009 228.00 226.04 0.174 0.53 Watercourse 31 STM2791C 47.00 CIRCULAR 1.200 0.000 0.013 190.40 189.57 2.670 0.52 Watercourse 31 STM2326 30.16 CIRCULAR 0.825 0.825 0.009 186.41 186.06 1.112 0.50 Watercourse 31 STM2341 9.55 CIRCULAR 0.300 0.300 0.009 228.50 228.06 0.148 0.49 Watercourse 31 STM2973 27.42 CIRCULAR 0.900 0.900 0.013 220.33 219.95 1.026 0.48 Watercourse 31 STM2340 15.51 CIRCULAR 0.300 0.300 0.009 229.29 228.53 0.139 0.45 Watercourse 31 STM3127 61.79 CIRCULAR 0.900 0.900 0.009 220.77 220.28 1.026 0.44 Watercourse 31 STM2275 38.45 CIRCULAR 0.300 0.300 0.009 230.95 229.85 0.100 0.42 Watercourse 31 STM2993 23.06 CIRCULAR 0.450 0.450 0.013 231.35 231.25 0.074 0.40 Watercourse 31 STM2325 8.70 CIRCULAR 0.300 0.300 0.009 188.28 188.24 0.033 0.38 Watercourse 31 STM2276 22.34 CIRCULAR 0.300 0.300 0.009 231.68 231.04 0.085 0.36 Watercourse 31 STM2972 11.42 CIRCULAR 0.900 0.900 0.013 218.33 218.68 1.074 0.34 Watercourse 31 STM2791B 94.50 CIRCULAR 1.200 0.000 0.013 195.17 190.60 2.659 0.31 Watercourse 31 STM2339 27.10 CIRCULAR 0.300 0.300 0.009 231.47 229.35 0.109 0.28 Watercourse 31 STM2329 59.90 CIRCULAR 0.300 0.300 0.009 233.70 229.20 0.103 0.27 Watercourse 31 STM2992 8.88 CIRCULAR 0.450 0.450 0.013 231.49 231.41 0.052 0.19 Watercourse 31 STM2337 41.60 CIRCULAR 0.300 0.300 0.009 234.00 231.50 0.063 0.18 Watercourse 31 STM2351 25.37 CIRCULAR 0.300 0.300 0.009 224.91 222.69 0.043 0.10 Watercourse 31 STM2996 8.58 CIRCULAR 0.300 0.300 0.009 230.43 229.79 0.037 0.10 Watercourse 31 STM3000 17.21 CIRCULAR 0.300 0.300 0.009 229.48 228.06 0.028 0.07 Watercourse 31 STM2981 60.13 CIRCULAR 0.375 0.375 0.009 227.34 226.96 0.006 0.03 Watercourse 31 STM3004 5.19 CIRCULAR 0.525 0.525 0.013 226.58 226.55 0.006 0.02 Watercourse 31 STM2318 4.84 CIRCULAR 0.300 0.300 0.009 220.68 218.61 0.000 0.00 Watercourse 34 STMTE016 18.94 CIRCULAR 0.600 0.600 0.009 200.06 198.79 0.225 0.10 Watercourse 34 STMTE015 61.89 CIRCULAR 0.600 0.600 0.009 205.01 200.06 0.150 0.06 Watercourse 34 STMTE014 62.80 CIRCULAR 0.600 0.600 0.009 209.15 205.01 0.084 0.04 Outlet 45 STM3709 12.94 CIRCULAR 0.900 0.900 0.013 204.45 204.36 1.304 0.86 Outlet 45 STM28 19.55 CIRCULAR 0.900 0.900 0.013 201.88 201.70 1.304 0.75 Outlet 45 STM25 47.09 CIRCULAR 0.750 0.750 0.009 204.80 204.57 0.574 0.51 Watercourse 56 STM3891 27.36 CIRCULAR 0.750 0.750 0.013 184.87 183.42 1.942 5.27 il WATERCOURSE STM ID LENGT . (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US IN V.OUTLET (m). Watercourse 56 STM3269 56.28 CIRCULAR 0.600 0.600 0.013 199.56 199.43 0.676 2.29 Watercourse 56 STM3266 44.35 CIRCULAR 0.525 0.525 0.013 199.83 199.49 0.809 2.15 Watercourse 56 STM3252 57.93 CIRCULAR 0.450 0.450 0.009 200.69 200.48 0.516 2.08 Watercourse 56 STM3264 13.19 CIRCULAR 0.525 0.525 0.013 199.87 199.83 0.482 2.04 Watercourse 56 STM605 59.99 CIRCULAR 0.600 0.600 0.009 207.73 207.65 0.608 1.88 Watercourse 56 STM3260 25.00 CIRCULAR 0.525 0.525 0.013 200.08 200.01 0.396 1.74 Watercourse 56 STM140 16.13 CIRCULAR 0.750 0.750 0.013 207.17 207.12 1.015 1.64 Watercourse 56 STM3262 26.28 CIRCULAR 0.525 0.525 0.013 199.96 199.87 0.411 1.63 Watercourse 56 STM548 20.02 CIRCULAR 0.750 0.750 0.013 205.71 205.60 1.373 1.63 Watercourse 56 STM128 63.10 CIRCULAR 0.750 0.750 0.013 206.06 205.71 1.313 1.58 Watercourse 56 STM123 50.69 CIRCULAR 0.750 0.750 0.013 206.35 206.07 1.253 1.51 Watercourse 56 STM124 40.86 CIRCULAR 0.750 0.750 0.013 206.56 206.34 1.221 1.49 Watercourse 56 STM3331 9.19 CIRCULAR 0.450 0.450 0.009 199.67 199.56 0.672 1.49 Watercourse 56 STM126 61.69 CIRCULAR 0.750 0.750 0.013 207.11 206.86 1.021 1.44 Watercourse 56 STM125 57.90 CIRCULAR 0.750 0.750 0.013 206.86 206.60 1.050 1.41 Watercourse 56 STM606 8.24 CIRCULAR 0.750 0.750 0.013 206.59 206.55 1.073 1.38 Watercourse 56 STM141 26.60 CIRCULAR 0.600 0.600 0.009 207.43 207.35 0.645 1.33 Watercourse 56 STM693 50.21 CIRCULAR 0.600 0.600 0.009 207.65 207.50 0.629 1.30 Watercourse 56 C39 56.40 CIRCULAR 0.525 0.000 0.013 206.25 205.94 0.403 1.26 Watercourse 56 STM3326 45.40 CIRCULAR 0.300 0.300 0.009 202.18 200.56 0.333 1.26 Watercourse 56 STM607 19.63 CIRCULAR 0.300 0.300 0.009 212.33 212.04 0.215 1.26 Watercourse 56 C43 17.90 CIRCULAR 0.675 0.000 0.013 205.17 205.11 0.605 1.24 Watercourse 56 STM3250 59.95 CIRCULAR 0.300 0.300 0.009 202.50 200.81 0.289 1.23 Watercourse 56 STM338 19.02 CIRCULAR 0.300 0.300 0.009 212.44 212.22 0.175 1.17 Watercourse 56 C40 66.00 CIRCULAR 0.600 0.000 0.013 205.86 205.56 0.472 1.14 Watercourse 56 STM136 18.13 CIRCULAR 0.450 0.450 0.009 211.91 211.67 0.511 1.08 Watercourse 56 STM539 16.19 CIRCULAR 0.300 0.300 0.009 210.68 210.49 0.163 1.08 Watercourse 56 C42 35.20 CIRCULAR 0.675 0.000 0.013 205.34 205.20 0.568 1.07 Watercourse 56 STM139 21.84 CIRCULAR 0.450 0.450 0.009 209.08 208.52 0.709 1.07 Watercourse 56 STM178 58.75 CIRCULAR 0.600 0.600 0.009 208.34 208.16 0.525 1.07 Watercourse 56 STM135 16.73 CIRCULAR 0.300 0.300 0.009 213.91 213.60 0.197 1.04 Watercourse 56 STM138 58.68 CIRCULAR 0.450 0.450 0.009 210.47 209.10 0.654 1.04 Watercourse 56 STM3255 59.28 CIRCULAR 0.525 0.525 0.013 200.44 200.10 0.338 1.04 Watercourse 56 STM3273 57.30 CIRCULAR 0.750 0.750 0.013 199.28 198.09 1.670 1.04 Watercourse 56 C38 31.00 CIRCULAR 0.450 0.000 0.013 206.80 206.32 0.358 1.01 Watercourse 56 STM181 40.01 CIRCULAR 0.300 0.300 0.009 209.84 209.14 0.188 1.01 Watercourse 56 STM3329 31.88 CIRCULAR 0.450 0.450 0.009 200.36 199.69 0.603 1.01 Watercourse 56 STM601 17.47 CIRCULAR 0.300 0.300 0.009 212.82 212.41 0.217 1.01 Watercourse 56 STM132 38.14 CIRCULAR 0.300 0.300 0.009 213.43 212.62 0.204 1.00 Watercourse 56 STM3885 4.81 CIRCULAR 0.750 0.750 0.013 198.31 198.20 1.693 1.00 Watercourse 56 STM3248 45.57 CIRCULAR 0.300 0.300 0.009 203.92 202.56 0.239 0.99 Watercourse 56 STM608 37.34 CIRCULAR 0.300 0.300 0.009 210.49 209.87 0.178 0.99 Watercourse 56 C41 26.30 CIRCULAR 0.675 0.000 0.013 205.49 205.37 0.558 0.98 Watercourse 56 STM3305 23.47 CIRCULAR 0.300 0.300 0.009 206.98 205.79 0.302 0.96 Watercourse 56 STM3307 35.32 CIRCULAR 0.300 0.300 0.009 208.49 206.98 0.270 0.94 Watercourse 56 STM3322 60.21 CIRCULAR 0.300 0.300 0.009 206.23 203.62 0.270 0.93 Watercourse 56 STM3324 25.43 CIRCULAR 0.300 0.300 0.009 203.58 202.37 0.280 0.92 Watercourse 56 STM694 26.99 CIRCULAR 0.600 0.600 0.009 207.85 207.72 0.563 0.91 WATERCOURSE OUTLET STM ID LENGT . (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m) Watercourse 56 STM685 26.39 CIRCULAR 0.300 0.300 0.009 213.15 212.94 0.108 0.86 Watercourse 56 STM3246 36.84 CIRCULAR 0.300 0.300 0.009 205.32 203.92 0.232 0.85 Watercourse 56 STM540 25.13 CIRCULAR 0.300 0.300 0.009 211.14 210.68 0.157 0.83 Watercourse 56 STM3270 27.49 CIRCULAR 0.750 0.750 0.013 199.72 199.31 1.114 0.82 Watercourse 56 C37 31.00 CIRCULAR 0.300 0.000 0.009 207.56 206.95 0.158 0.81 Watercourse 56 STM667 8.54 CIRCULAR 0.300 0.300 0.009 207.61 207.27 0.223 0.80 Watercourse 56 STM3308 24.23 CIRCULAR 0.300 0.300 0.009 209.21 208.47 0.193 0.79 Watercourse 56 STM133 6.27 CIRCULAR 0.300 0.300 0.009 214.10 213.94 0.174 0.78 Watercourse 56 STM3320 57.62 CIRCULAR 0.300 0.300 0.009 208.72 206.26 0.224 0.77 Watercourse 56 STM602 22.63 CIRCULAR 0.300 0.300 0.009 213.48 212.86 0.176 0.76 Watercourse 56 STM3303 37.37 CIRCULAR 0.450 0.450 0.009 205.24 204.85 0.315 0.75 Watercourse 56 STM3889 22.81 CIRCULAR 0.750 0.750 0.013 191.19 190.16 1.783 0.75 Watercourse 56 STM3890 68.53 CIRCULAR 0.750 0.750 0.013 189.84 186.48 1.800 0.73 Watercourse 56 STM3888 20.61 CIRCULAR 0.750 0.750 0.013 192.27 191.25 1.772 0.72 Watercourse 56 STM603 18.73 CIRCULAR 0.300 0.300 0.009 214.67 214.10 0.175 0.72 Watercourse 56 STM3887 25.71 CIRCULAR 0.750 0.750 0.013 194.91 193.64 1.731 0.70 Watercourse 56 STM666 23.21 CIRCULAR 0.300 0.300 0.009 209.08 208.04 0.208 0.70 Watercourse 56 STM137 31.13 CIRCULAR 0.450 0.450 0.009 211.68 210.63 0.520 0.69 Watercourse 56 STM3298 53.33 CIRCULAR 0.750 0.750 0.013 200.52 199.71 0.954 0.69 Watercourse 56 STM551 38.24 CIRCULAR 0.750 0.750 0.009 205.58 204.62 1.702 0.67 Watercourse 56 STM560 68.28 CIRCULAR 0.300 0.300 0.009 209.20 206.67 0.181 0.67 Watercourse 56 STM695 37.28 CIRCULAR 0.600 0.600 0.009 208.52 208.35 0.403 0.67 Watercourse 56 STM3886 52.42 CIRCULAR 0.750 0.750 0.013 198.20 195.44 1.693 0.66 Watercourse 56 STM3289 19.31 CIRCULAR 0.750 0.750 0.013 201.33 201.06 0.856 0.65 Watercourse 56 C36 30.90 CIRCULAR 0.300 0.000 0.009 208.40 207.60 0.143 0.64 Watercourse 56 STM3295 36.89 CIRCULAR 0.750 0.750 0.013 201.05 200.44 0.879 0.61 Watercourse 56 STM675 58.52 CIRCULAR 0.375 0.375 0.009 212.90 212.46 0.133 0.60 Watercourse 56 C33 26.00 HORIZ_ELLIPSE 0.730 1.150 0.013 204.86 204.68 0.937 0.59 Watercourse 56 STM180 8.74 CIRCULAR 0.375 0.375 0.009 209.06 208.79 0.261 0.59 Watercourse 56 STM557 50.53 CIRCULAR 0.750 0.750 0.009 197.97 195.50 2.090 0.59 Watercourse 56 C32 23.40 HORIZ_ELLIPSE 0.730 1.150 0.013 205.05 204.89 0.920 0.58 Watercourse 56 STM2623 17.33 CIRCULAR 0.750 0.750 0.009 194.49 193.58 2.131 0.58 Watercourse 56 STM3318 61.90 CIRCULAR 0.300 0.300 0.009 211.37 208.80 0.165 0.58 Watercourse 56 STM558 7.70 CIRCULAR 0.750 0.750 0.009 195.48 195.09 2.123 0.58 Watercourse 56 STM3310 47.43 CIRCULAR 0.300 0.300 0.009 210.41 209.33 0.119 0.56 Watercourse 56 STM3302 8.78 CIRCULAR 0.450 0.450 0.009 204.85 204.64 0.352 0.55 Watercourse 56 STM554 50.23 CIRCULAR 0.750 0.750 0.009 201.92 199.43 1.852 0.52 Watercourse 56 STM131 60.41 CIRCULAR 0.450 0.450 0.009 212.48 211.90 0.205 0.51 Watercourse 56 STM3288 24.99 CIRCULAR 0.750 0.750 0.013 201.69 201.35 0.668 0.51 Watercourse 56 STM562 59.95 CIRCULAR 0.300 0.300 0.009 211.60 209.20 0.142 0.51 Watercourse 56 C34 31.70 HORIZ_ELLIPSE 0.855 1.345 0.013 204.57 203.98 1.985 0.50 _ Watercourse 56 STM552 43.98 CIRCULAR 0.750 0.750 0.009 204.61 202.37 1.799 0.50 Watercourse 56 STM604 42.86 CIRCULAR 0.300 0.300 0.009 216.18 214.71 0.123 0.48 Watercourse 56 STM3286 35.57 CIRCULAR 0.750 0.750 0.013 202.23 201.70 0.614 0.45 Watercourse 56 STM690 42.27 CIRCULAR 0.300 0.300 0.009 214.87 213.50 0.112 0.45 Watercourse 56 STM3311 15.77 CIRCULAR 0.300 0.300 0.009 210.94 210.45 0.108 0.44 Watercourse 56 STM544 5.86 CIRCULAR 0.600 0.600 0.009 208.57 208.52 0.329 0.40 Watercourse 56 STM543 9.34 CIRCULAR 0.600 0.600 0.009 208.60 208.55 0.254 0.39 WATE • C. U • SE •UTLET STMT. LENGT .. (m) SHA SIZE1 T SIZE2 (m) (m) •E •UGHNESS US INV. (m) Watercourse 56 STM176 23.94 CIRCULAR 0.300 0.300 0.009 210.07 209.14 0.105 0.38 Watercourse 56 STM3282 43.88 CIRCULAR 0.750 0.750 0.013 202.89 202.26 0.495 0.37 Watercourse 56 STM696 52.93 CIRCULAR 0.300 0.300 0.009 209.15 208.52 0.053 0.35 Watercourse 56 STM3278 51.89 CIRCULAR 0.750 0.750 0.013 203.60 202.90 0.439 0.34 Watercourse 56 STM3316 31.35 CIRCULAR 0.300 0.300 0.009 212.20 211.46 0.074 0.34 Watercourse 56 STM177 40.81 CIRCULAR 0.300 0.300 0.009 212.30 211.27 0.069 0.31 Watercourse 56 STM691 27.88 CIRCULAR 0.300 0.300 0.009 215.82 214.93 0.078 0.31 Watercourse 56 STM692 56.62 CIRCULAR 0.300 0.300 0.009 212.07 209.51 0.085 0.29 Watercourse 56 STM3275 51.14 CIRCULAR 0.750 0.750 0.013 204.40 203.65 0.383 0.28 Watercourse 56 C31 32.80 CIRCULAR 0.600 0.000 0.013 206.46 205.18 0.299 0.25 Watercourse 56 STM3315 17.05 CIRCULAR 0.300 0.300 0.009 212.59 212.27 0.048 0.25 Watercourse 56 C35 67.80 CIRCULAR 0.300 0.000 0.009 210.65 208.45 0.060 0.24 Watercourse 56 STM3291 36.26 CIRCULAR 0.300 0.300 0.009 203.93 202.03 0.075 0.23 Watercourse 56 C30 32.50 CIRCULAR 0.600 0.000 0.013 207.87 206.51 0.239 0.19 Watercourse 56 C29 30.40 CIRCULAR 0.600 0.000 0.013 209.19 207.92 0.218 0.17 Watercourse 56 STM547 30.10 CIRCULAR 0.300 0.300 0.009 212.75 212.29 0.030 0.17 Watercourse 56 STM564 59.45 CIRCULAR 0.300 0.300 0.009 214.00 211.60 0.048 0.17 Watercourse 56 STM686 59.46 CIRCULAR 0.300 0.300 0.009 213.90 213.14 0.024 0.15 Watercourse 56 STM3313 60.30 CIRCULAR 0.300 0.300 0.009 212.47 210.94 0.029 0.13 Watercourse 56 C28 50.50 CIRCULAR 0.600 0.000 0.013 211.35 209.24 0.138 0.11 Watercourse 56 C27 32.70 CIRCULAR 0.600 0.000 0.013 212.77 211.40 0.038 0.03 Watercourse 56 C26 33.80 CIRCULAR 0.600 0.000 0.013 214.21 212.82 0.020 0.02 Watercourse 56 C25 29.50 CIRCULAR 0.600 0.000 0.013 215.40 214.26 0.000 0.00 Watercourse 56 STM3274 27.36 CIRCULAR 0.750 0.750 0.013 204.84 204.47 0.000 0.00 Watercourse 56 STM555 5.63 CIRCULAR 0.300 0.450 0.009 200.32 199.86 0.000 0.00 Watercourse 56 STM566 64.97 CIRCULAR 0.300 0.300 0.009 216.34 214.00 0.000 0.00 Arthur St. W Outlet STM2108 122.36 CIRCULAR 0.525 0.525 0.013 187.07 186.71 0.372 1.59 Arthur St. W Outlet STM2134 11.81 CIRCULAR 0.375 0.375 0.013 196.08 196.05 0.138 1.56 Arthur St. W Outlet STM1425 39.15 CIRCULAR 0.600 0.600 0.013 186.04 185.79 0.739 1.51 Arthur St. W Outlet STM3058 51.78 CIRCULAR 0.300 0.300 0.013 189.60 188.86 0.172 1.49 Arthur St. W Outlet STM2185 52.23 CIRCULAR 0.300 0.300 0.013 196.31 196.11 0.086 1.43 L Arthur St. W Outlet STM2124 46.16 CIRCULAR 0.300 0.300 0.013 188.81 187.96 0.186 1.42 I. Arthur St. W Outlet STM2218 86.90 CIRCULAR 0.450 0.450 0.013 189.90 189.62 0.223 1.38 Arthur St. W Outlet STM2878 18.61 CIRCULAR 0.450 0.450 0.013 196.02 195.93 0.268 1.35 Arthur St. W Outlet STM2115 10.95 CIRCULAR 0.300 0.300 0.013 187.47 187.15 0.216 1.31 Arthur St. W Outlet STM2829 6.80 CIRCULAR 0.300 0.300 0.013 186.86 186.76 0.152 1.30 Arthur St. W Outlet STM2875 49.40 CIRCULAR 0.375 0.375 0.013 195.19 194.46 0.276 1.29 Arthur St. W Outlet STM2758 48.29 CIRCULAR 0.375 0.375 0.013 196.20 196.05 0.122 1.25 Arthur St. W Outlet STM2876 51.75 CIRCULAR 0.450 0.450 0.013 195.59 195.29 0.266 1.23 Arthur St. W Outlet STM2122 77.34 CIRCULAR 0.300 0.300 0.013 196.46 196.23 0.065 1.22 ` Arthur St. W Outlet STM1953 108.37 CIRCULAR 0.600 0.600 0.013 186.69 186.09 0.521 1.14 Arthur St. W Outlet STM2877 44.43 CIRCULAR 0.450 0.450 0.013 195.89 195.62 0.253 1.14 Arthur St. W Outlet STM2208 14.06 CIRCULAR 0.300 0.300 0.024 186.76 185.69 0.152 1.05 Arthur St. W Outlet STM3055 7.04 CIRCULAR 0.600 0.600 0.013 185.66 185.54 0.765 0.95 Arthur St. W Outlet STM3059 15.71 CIRCULAR 0.375 0.375 0.013 191.57 190.96 0.327 0.95 Arthur St. W Outlet STM2827 23.87 CIRCULAR 0.300 0.300 0.013 187.85 187.24 0.130 0.84 Arthur St. W Outlet STM2874 53.60 CIRCULAR 0.375 0.375 0.013 194.39 191.87 0.292 0.77 Arthur St. W Outlet STM2828 6.63 CIRCULAR 0.300 0.300 0.013 187.18 186.86 0.151 0.71 WATE • C • U • SE /� •UTLET STM I� LENGT .. (m) SHA SIZE1 (m) SIZE2 (m) •E •UGHNESS US INV Arthur St. W Outlet STM3056 61.45 CIRCULAR 0.375 0.375 0.013 188.03 187.85 0.059 0.62 Arthur St. W Outlet STM2205 3.64 CIRCULAR 0.300 0.300 0.009 187.96 187.87 0.134 0.61 Arthur St. W Outlet STM2109 83.69 CIRCULAR 0.375 0.375 0.013 187.83 187.07 0.097 0.58 Arthur St. W Outlet STM2203 9.55 CIRCULAR 0.300 0.300 0.009 188.22 187.96 0.120 0.52 Arthur St. W Outlet STM2135 16.30 CIRCULAR 0.300 0.300 0.013 196.09 196.05 0.021 0.43 Arthur St. W Outlet STM1415 13.13 CIRCULAR 0.300 0.300 0.013 188.80 187.70 0.058 0.21 Arthur St. W Outlet STM2209 27.96 CIRCULAR 0.900 0.900 0.013 183.92 178.67 0.925 0.12 Arthur St. W Outlet STM1426 22.65 CIRCULAR 0.300 0.300 0.013 188.50 187.54 0.016 0.08 Arthur St. W Outlet STM2740 9.22 CIRCULAR 0.600 0.600 0.013 189.70 189.73 0.000 0.00 Cameron St. Outlet STM1284 34.34 CIRCULAR 0.750 0.750 0.009 182.40 182.13 1.286 0.90 Cameron St. Outlet STM1514 59.53 CIRCULAR 0.375 0.375 0.009 198.05 197.15 0.272 0.87 Cameron St. Outlet STM1537 60.12 CIRCULAR 0.375 0.375 0.009 198.74 198.09 0.223 0.85 Cameron St. Outlet STM1287 51.51 CIRCULAR 0.750 0.750 0.009 182.88 182.43 1.254 0.84 Cameron St. Outlet STM1516 59.48 CIRCULAR 0.375 0.375 0.009 199.75 199.45 0.149 0.83 Cameron St. Outlet STM1508 42.70 CIRCULAR 0.450 0.450 0.009 195.64 195.05 0.399 0.82 Cameron St. Outlet STM1519 60.03 CIRCULAR 0.300 0.300 0.009 200.39 199.80 0.113 0.82 Cameron St. Outlet STM1512 50.83 CIRCULAR 0.450 0.450 0.009 197.05 196.50 0.339 0.79 Cameron St. Outlet STM1515 60.50 CIRCULAR 0.375 0.375 0.009 199.40 198.79 0.191 0.75 Cameron St. Outlet STM1685 66.88 CIRCULAR 0.750 0.750 0.009 184.32 183.80 1.064 0.75 Cameron St. Outlet STM1466 36.01 CIRCULAR 0.525 0.525 0.009 185.23 184.83 0.487 0.74 Cameron St. Outlet STM1509 50.07 CIRCULAR 0.450 0.450 0.009 196.45 195.70 0.368 0.73 Cameron St. Outlet STM1290 60.02 CIRCULAR 0.525 0.525 0.009 186.75 186.58 0.235 0.71 Cameron St. Outlet STM1459 60.02 CIRCULAR 0.525 0.525 0.009 186.26 185.89 0.336 0.69 Cameron St. Outlet STM1279 19.92 CIRCULAR 0.300 0.300 0.009 182.63 182.28 0.125 0.68 Cameron St. Outlet STM1291 60.02 CIRCULAR 0.525 0.525 0.009 186.55 186.28 0.284 0.68 Cameron St. Outlet STM1462 60.02 CIRCULAR 0.525 0.525 0.009 185.88 185.33 0.405 0.68 Cameron St. Outlet STM1288 60.02 CIRCULAR 0.750 0.750 0.009 183.70 182.92 1.218 0.66 Cameron St. Outlet STM1286 17.01 CIRCULAR 0.375 0.375 0.009 184.00 183.85 0.142 0.60 Cameron St. Outlet STM1985 18.31 CIRCULAR 0.750 0.750 0.009 179.00 178.53 1.515 0.59 Cameron St. Outlet STM1520 59.99 CIRCULAR 0.300 0.300 0.009 200.91 200.42 0.073 0.58 Cameron St. Outlet STM1467 24.80 CIRCULAR 0.750 0.750 0.009 184.77 184.42 1.028 0.54 Cameron St. Outlet STM1530 98.04 CIRCULAR 0.525 0.525 0.009 187.04 186.82 0.153 0.53 Cameron St. Outlet STM1984 83.70 CIRCULAR 0.750 0.750 0.009 181.71 179.24 1.395 0.50 Cameron St. Outlet STM2666 68.10 CIRCULAR 1.200 1.200 0.013 177.61 176.88 1.865 0.46 Cameron St. Outlet STM1983 27.99 CIRCULAR 0.525 0.525 0.009 189.50 188.60 0.499 0.45 Cameron St. Outlet STM1461 91.40 CIRCULAR 0.525 0.525 0.009 188.50 185.19 0.498 0.42 Cameron St. Outlet STM1481 60.02 CIRCULAR 0.525 0.525 0.009 194.25 192.51 0.441 0.42 Cameron St. Outlet STM1986_1 68.04 CIRCULAR 1.200 0.900 0.013 178.45 177.79 1.556 0.41 Cameron St. Outlet STM2888 35.33 CIRCULAR 0.300 0.300 0.009 183.73 182.67 0.099 0.41 Cameron St. Outlet STM1986_2 6.55 HORIZ_ELLIPSE 9.000 0.000 0.013 177.70 177.63 1.556 0.37 Cameron St. Outlet STM1529 60.02 CIRCULAR 0.450 0.450 0.009 187.31 187.10 0.072 0.29 Cameron St. Outlet STM1982 25.12 CIRCULAR 0.525 0.525 0.009 192.00 190.00 0.498 0.28 Cameron St. Outlet STM1523 60.13 CIRCULAR 0.300 0.300 0.009 201.39 200.94 0.031 0.26 Cameron St. Outlet STM1533 25.01 CIRCULAR 0.375 0.375 0.009 185.14 184.21 0.103 0.21 Cameron St. Outlet STM1505 55.11 CIRCULAR 0.300 0.300 0.009 194.50 194.31 0.012 0.14 Elgin St. Outlet STM2779 11.45 CIRCULAR 0.375 0.375 0.013 184.37 184.29 0.665 4.72 Elgin St. Outlet STM1498 13.72 CIRCULAR 0.375 0.375 0.013 184.50 184.37 0.591 3.41 Elgin St. Outlet STM2935 20.13 CIRCULAR 0.375 0.375 0.013 184.29 184.20 0.386 3.26 WATERCOURSE OUTLET STMID Elgin St. Outlet STM3115 LENGT .. (m) 19.91 SHAPE CIRCULAR SIZE1 (m) 0.675 - SIZE2 (m) 0.675 ROUGHNESS 0.013 US INV. (m) 178.46 178.40 1.096 2.38 Elgin St. Outlet STM1496 50.45 CIRCULAR 0.300 0.300 0.013 184.80 184.50 0.154 2.06 Elgin St. Outlet STM1488 15.09 CIRCULAR 0.300 0.300 0.013 186.20 186.00 0.212 1.90 Elgin St. Outlet STM1882 45.05 CIRCULAR 0.525 0.525 0.013 184.10 184.00 0.364 1.80 Elgin St. Outlet STM1886 37.71 CIRCULAR 0.525 0.525 0.013 183.80 183.65 0.430 1.59 Elgin St. Outlet STM1503 40.45 CIRCULAR 0.600 0.600 0.013 183.60 183.08 1.075 1.54 Elgin St. Outlet STM1281 60.40 CIRCULAR 0.600 0.600 0.013 183.08 182.33 1.036 1.51 Elgin St. Outlet STM1494 41.04 CIRCULAR 0.300 0.300 0.013 185.10 184.90 0.091 1.35 Elgin St. Outlet STM1884 47.65 CIRCULAR 0.525 0.525 0.013 184.00 183.80 0.357 1.28 Elgin St. Outlet STM1880 46.26 CIRCULAR 0.300 0.300 0.013 185.50 185.10 0.104 1.15 1 Elgin St. Outlet STM1887 108.94 CIRCULAR 0.600 0.600 0.013 182.33 180.00 0.988 1.10 Elgin St. Outlet STM1487 46.93 CIRCULAR 0.300 0.300 0.013 186.50 186.00 0.082 0.82 Elgin St. Outlet STM3114 26.09 CIRCULAR 0.675 0.675 0.013 179.20 178.46 1.074 0.76 Elgin St. Outlet STM1879 42.33 CIRCULAR 0.300 0.300 0.013 186.10 185.65 0.065 0.65 Elgin St. Outlet STM1489 12.13 CIRCULAR 0.450 0.450 0.013 185.90 183.60 0.745 0.59 Elgin St. Outlet STM1500 50.78 CIRCULAR 0.300 0.300 0.013 187.10 186.70 0.050 0.59 Elgin St. Outlet STM1878 45.79 CIRCULAR 0.300 0.300 0.013 186.50 186.20 0.040 0.51 Elgin St. Outlet STM1486 4.15 CIRCULAR 0.300 0.300 0.013 186.70 186.50 0.060 0.28 Little Beaver River (54) STM2083 28.39 CIRCULAR 0.600 0.600 0.024 188.59 188.53 0.419 2.74 Little Beaver River (54) STM1387 9.79 CIRCULAR 0.675 0.675 0.013 196.59 196.59 0.458 2.70 Little Beaver River (54) STM2082 33.82 CIRCULAR 0.600 0.600 0.024 188.69 188.62 0.386 2.55 Little Beaver River (54) STM2144 8.08 CIRCULAR 0.750 0.750 0.013 194.58 194.61 1.532 2.26 Little Beaver River (54) STM597 59.94 CIRCULAR 0.300 0.300 0.009 208.92 208.71 0.174 2.11 Little Beaver River (54) STM1631 7.68 CIRCULAR 0.300 0.300 0.009 200.30 200.27 0.162 1.85 Little Beaver River (54) STM1773 83.58 CIRCULAR 0.750 0.750 0.024 195.29 194.87 0.765 1.79 Little Beaver River (54) STM1436 44.71 CIRCULAR 0.375 0.400 0.013 198.00 197.90 0.145 1.75 Little Beaver River (54) STM1438 8.80 CIRCULAR 0.300 0.300 0.009 197.49 197.37 0.277 1.74 Little Beaver River (54) STM2615 75.48 CIRCULAR 0.375 0.375 0.013 197.65 197.07 0.247 1.61 Little Beaver River (54) STM586 60.06 CIRCULAR 0.450 0.450 0.009 206.35 205.73 0.580 1.39 Little Beaver River (54) STM590 23.67 CIRCULAR 0.600 0.600 0.009 205.38 205.32 0.614 1.38 Little Beaver River (54) STM3079A 65.57 CIRCULAR 1.000 1.000 0.013 194.21 194.05 1.609 1.36 Little Beaver River (54) STM1770 54.63 CIRCULAR 0.600 0.600 0.013 196.41 196.19 0.508 1.30 Little Beaver River (54) STM2869 44.91 CIRCULAR 0.375 0.450 0.009 194.24 194.05 0.214 1.30 Little Beaver River (54) STM1769 76.45 CIRCULAR 0.600 0.600 0.013 196.71 196.41 0.487 1.27 Little Beaver River (54) STM172 25.57 CIRCULAR 0.300 0.300 0.013 198.50 198.30 0.106 1.24 Little Beaver River (54) STM698 51.07 CIRCULAR 0.300 0.300 0.009 208.71 207.75 0.237 1.24 Little Beaver River (54) STM1768 38.94 CIRCULAR 0.600 0.600 0.013 196.85 196.71 0.447 1.21 Little Beaver River (54) STM1430 73.87 CIRCULAR 0.300 0.300 0.013 198.60 197.73 0.124 1.18 Little Beaver River (54) STM697 59.45 CIRCULAR 0.300 0.300 0.009 209.32 208.92 0.135 1.18 Little Beaver River (54) TW_C2582 63.95 CIRCULAR 0.600 0.000 0.024 194.33 193.51 0.437 1.16 ` Little Beaver River (54) STM3082 5.78 CIRCULAR 0.375 0.375 0.009 200.27 200.24 0.209 1.14 Little Beaver River (54) STM2079 17.73 CIRCULAR 0.600 0.600 0.024 190.67 190.18 0.611 1.10 Little Beaver River (54) STM1535 61.33 CIRCULAR 0.375 0.400 0.013 198.20 198.00 0.109 1.09 Little Beaver River (54) STM1050 84.31 CIRCULAR 0.675 0.675 0.013 196.12 195.84 0.524 1.08 Little Beaver River (54) STM1766 23.50 CIRCULAR 0.375 0.375 0.013 197.36 197.29 0.103 1.08 Little Beaver River (54) STM2887 15.90 CIRCULAR 1.000 1.000 0.013 192.24 192.17 1.706 1.07 Little Beaver River (54) STM339 8.43 CIRCULAR 0.450 0.450 0.009 207.41 207.35 0.366 1.05 Little Beaver River (54) STM1771 32.52 CIRCULAR 0.675 0.675 0.013 195.84 195.70 0.556 1.01 WATERCOURSE OUTLET STMID Little Beaver River (54) STM174 LENGT .. (m) 73.01 SHAPE CIRCULAR SIZE1 �SIZE2 ROUGHNESS 0.013 US INV. (m) 199.64 198.62 1.00 0.115 Little Beaver River (54) STM1399 60.06 CIRCULAR 0.675 0.675 0.013 196.01 195.72 0.580 0.99 Little Beaver River (54) STM2886 94.64 CIRCULAR 1.000 1.000 0.013 193.02 192.55 1.671 0.99 Little Beaver River (54) STM1389 53.74 CIRCULAR 0.675 0.675 0.013 196.59 196.34 0.554 0.98 Little Beaver River (54) STM1401 60.84 CIRCULAR 0.675 0.675 0.013 196.31 196.03 0.562 0.98 Little Beaver River (54) STM2216 14.33 CIRCULAR 0.800 0.800 0.024 191.22 191.14 0.508 0.98 Little Beaver River (54) STM2860 44.34 HORIZ_ELLIPSE 0.820 1.150 0.024 189.59 189.52 0.534 0.98 Little Beaver River (54) STM170 11.66 CIRCULAR 0.300 0.300 0.013 198.35 198.30 0.061 0.96 Little Beaver River (54) STM2882 104.42 CIRCULAR 1.000 1.000 0.013 194.05 193.53 1.621 0.96 Little Beaver River (54) STM2884 101.90 CIRCULAR 1.000 1.000 0.013 193.53 193.02 1.637 0.96 Little Beaver River (54) STM587 42.34 CIRCULAR 0.600 0.600 0.009 205.59 205.38 0.598 0.96 Little Beaver River (54) STM704_3 117.50 CIRCULAR 0.750 0.000 0.013 198.47 197.77 0.827 0.96 Little Beaver River (54) STM2145 11.45 CIRCULAR 0.675 0.675 0.013 194.97 194.90 0.602 0.94 Little Beaver River (54) STM2212 96.10 CIRCULAR 0.525 0.525 0.024 195.70 194.37 0.248 0.91 Little Beaver River (54) STM704_1 72.00 CIRCULAR 0.675 0.000 0.013 201.75 200.84 0.859 0.91 Little Beaver River (54) STM1433 29.63 CIRCULAR 0.450 0.450 0.013 197.21 197.00 0.216 0.90 Little Beaver River (54) STM169 10.93 CIRCULAR 0.675 0.675 0.013 195.38 195.31 0.602 0.90 Little Beaver River (54) STM1772 75.20 CIRCULAR 0.750 0.750 0.013 195.68 195.31 0.671 0.86 Little Beaver River (54) STM704_2 167.50 CIRCULAR 0.675 0.000 0.013 200.64 198.55 0.810 0.86 Little Beaver River (54) STM673 55.49 CIRCULAR 0.300 0.300 0.009 209.40 208.32 0.167 0.85 Little Beaver River (54) TW_C2581 71.58 CIRCULAR 0.600 0.000 0.024 193.51 190.67 0.547 0.82 Little Beaver River (54) STM1441 36.57 CIRCULAR 0.300 0.300 0.009 198.21 197.81 0.119 0.81 Little Beaver River (54) STM171 30.93 CIRCULAR 0.300 0.300 0.013 198.45 198.35 0.044 0.80 Little Beaver River (54) STM2750 31.79 CIRCULAR 0.750 0.750 0.009 192.42 192.31 0.728 0.77 Little Beaver River (54) STM1442 56.57 CIRCULAR 0.600 0.600 0.013 197.30 196.93 0.369 0.75 Little Beaver River (54) STM1435 24.73 CIRCULAR 0.300 0.300 0.013 197.51 197.41 0.046 0.74 Little Beaver River (54) STM1703 17.72 CIRCULAR 0.600 0.600 0.009 193.99 193.92 0.414 0.74 Little Beaver River (54) STM1684 59.82 CIRCULAR 0.600 0.600 0.009 193.61 193.29 0.471 0.73 Little Beaver River (54) STM671 30.18 CIRCULAR 0.300 0.300 0.009 210.03 209.41 0.145 0.72 Little Beaver River (54) STM1043 70.98 CIRCULAR 0.300 0.300 0.013 197.01 196.17 0.074 0.70 Little Beaver River (54) STM1042 20.09 CIRCULAR 0.750 0.750 0.013 194.87 194.58 0.924 0.69 Little Beaver River (54) STM1440 9.20 CIRCULAR 0.300 0.300 0.009 197.81 197.60 0.146 0.69 Little Beaver River (54) STM589 59.49 CIRCULAR 0.600 0.600 0.009 205.30 204.66 0.633 0.69 Little Beaver River (54) STM1701 60.17 CIRCULAR 0.600 0.600 0.009 193.92 193.61 0.430 0.68 Little Beaver River (54) STM1969 30.38 CIRCULAR 0.600 0.600 0.009 193.29 193.08 0.503 0.68 Little Beaver River (54) STM704_4 19.00 CIRCULAR 0.750 0.000 0.013 197.77 196.50 0.839 0.68 Little Beaver River (54) STM2846 42.86 CIRCULAR 1.200 1.200 0.013 187.31 187.16 1.521 0.66 Little Beaver River (54) STM595 12.26 CIRCULAR 0.600 0.600 0.009 204.65 204.46 0.725 0.66 Little Beaver River (54) STM1386 27.91 CIRCULAR 0.600 0.600 0.013 196.93 196.59 0.441 0.65 Little Beaver River (54) STM594 31.77 CIRCULAR 0.600 0.600 0.009 203.68 203.15 0.745 0.65 Little Beaver River (54) STM3063 37.52 CIRCULAR 1.200 1.200 0.013 187.49 187.36 1.475 0.64 _ Little Beaver River (54) STM3224 22.70 CIRCULAR 0.375 0.375 0.009 200.93 200.82 0.112 0.64 Little Beaver River (54) STM182 17.07 CIRCULAR 0.300 0.300 0.009 210.42 210.12 0.115 0.62 Little Beaver River (54) STM2746 24.43 CIRCULAR 1.200 1.200 0.013 187.63 187.54 1.468 0.62 Little Beaver River (54) STM542 6.52 CIRCULAR 0.300 0.300 0.009 209.39 209.20 0.149 0.62 Little Beaver River (54) STM2870 47.66 CIRCULAR 0.375 0.375 0.009 194.63 194.36 0.113 0.59 Little Beaver River (54) STM3079 28.45 CIRCULAR 1.000 1.000 0.013 194.56 194.21 1.533 0.58 Little Beaver River (54) STM115 7.14 CIRCULAR 0.600 0.600 0.009 203.12 202.96 0.759 0.57 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV. (m) Little Beaver River (54) STM2861 25.01 CIRCULAR 0.800 0.800 0.024 191.14 190.72 0.520 0.56 Little Beaver River (54) STM541 36.71 CIRCULAR 0.600 0.600 0.009 204.46 203.67 0.723 0.56 Little Beaver River (54) STM3228 27.59 CIRCULAR 0.600 0.600 0.009 200.69 200.58 0.305 0.55 Little Beaver River (54) STM3229 20.72 CIRCULAR 0.600 0.600 0.009 200.55 200.46 0.323 0.55 Little Beaver River (54) STM168 66.51 CIRCULAR 0.300 0.300 0.013 197.46 197.03 0.042 0.54 Little Beaver River (54) STM2081 12.28 CIRCULAR 0.600 0.600 0.009 188.78 188.70 0.384 0.54 Little Beaver River (54) STM672 54.90 CIRCULAR 0.300 0.300 0.009 211.00 210.05 0.098 0.53 Little Beaver River (54) STM343 11.35 CIRCULAR 0.450 0.450 0.009 206.96 206.62 0.367 0.52 Little Beaver River (54) C100 6.01 CIRCULAR 0.300 0.000 0.009 187.52 187.49 0.048 0.49 Little Beaver River (54) STM184 44.23 CIRCULAR 0.300 0.300 0.009 210.85 210.42 0.067 0.49 Little Beaver River (54) STM2851 41.38 CIRCULAR 0.675 0.675 0.013 187.90 187.68 0.294 0.48 Little Beaver River (54) STM3243 62.02 CIRCULAR 0.450 0.450 0.009 200.86 200.72 0.093 0.48 Little Beaver River (54) STM1630 57.42 CIRCULAR 0.300 0.300 0.009 200.58 200.35 0.040 0.46 Little Beaver River (54) STM173 5.47 CIRCULAR 0.300 0.300 0.013 199.99 199.64 0.114 0.46 Little Beaver River (54) STM2853 46.44 CIRCULAR 0.600 0.600 0.013 188.56 188.30 0.211 0.46 Little Beaver River (54) STM3221 44.96 CIRCULAR 0.300 0.300 0.009 201.38 200.99 0.060 0.46 Little Beaver River (54) STM1683 65.09 CIRCULAR 0.300 0.300 0.009 201.13 200.35 0.069 0.45 Little Beaver River (54) STM2753 38.67 CIRCULAR 0.375 0.375 0.009 194.88 194.64 0.090 0.45 Little Beaver River (54) STM3226 8.37 CIRCULAR 0.450 0.450 0.009 200.75 200.72 0.111 0.45 Little Beaver River (54) STM3227 20.16 CIRCULAR 0.375 0.375 0.009 200.77 200.72 0.057 0.45 Little Beaver River (54) STM2852 67.73 CIRCULAR 0.675 0.675 0.013 188.23 187.90 0.259 0.44 Little Beaver River (54) STM704 54.38 CIRCULAR 0.750 0.750 0.009 202.44 201.82 0.761 0.44 Little Beaver River (54) STM2747 37.21 CIRCULAR 0.600 0.600 0.013 188.83 188.64 0.183 0.42 Little Beaver River (54) C101 11.22 CIRCULAR 0.375 0.000 0.013 187.44 187.38 0.052 0.41 Little Beaver River (54) STM584 55.03 CIRCULAR 0.450 0.450 0.009 208.19 207.16 0.226 0.40 Little Beaver River (54) STM3219 41.32 CIRCULAR 0.300 0.300 0.009 201.68 201.45 0.041 0.39 Little Beaver River (54) STM2850 51.71 CIRCULAR 1.500 1.500 0.013 186.86 186.60 1.900 0.38 Little Beaver River (54) STM2217 27.54 CIRCULAR 0.800 0.800 0.024 190.72 189.62 0.530 0.37 Little Beaver River (54) STM1388 16.46 CIRCULAR 0.300 0.300 0.009 197.17 196.93 0.059 0.35 Little Beaver River (54) STM1702 17.41 CIRCULAR 0.525 0.525 0.009 194.18 194.05 0.188 0.35 Little Beaver River (54) STMCUL440 21.45 CIRCULAR 1.000 0.000 0.01 188.15 187.93 1.075 0.34 Little Beaver River (54) STM3241 42.67 CIRCULAR 0.450 0.450 0.009 201.02 200.89 0.076 0.33 Little Beaver River (54) STM3504 67.29 CIRCULAR 0.300 0.300 0.009 196.03 194.21 0.072 0.31 Little Beaver River (54) STM2215 33.43 CIRCULAR 0.800 0.800 0.024 194.04 192.80 0.410 0.30 Little Beaver River (54) STM674 45.28 CIRCULAR 0.300 0.300 0.009 211.63 211.03 0.048 0.30 Little Beaver River (54) STM3240 9.01 CIRCULAR 0.450 0.450 0.009 201.08 201.05 0.069 0.29 Little Beaver River (54) STM3222 36.20 CIRCULAR 0.300 0.300 0.009 201.21 200.99 0.030 0.27 Little Beaver River (54) STM3232 26.43 CIRCULAR 0.300 0.300 0.009 200.88 200.80 0.021 0.27 Little Beaver River (54) STM3231 31.56 CIRCULAR 0.300 0.300 0.009 201.00 200.91 0.020 0.26 Little Beaver River (54) STM2213 25.26 CIRCULAR 0.200 0.300 0.024 196.43 196.19 0.004 0.23 Little Beaver River (54) STM3237 55.02 CIRCULAR 0.300 0.300 0.009 202.00 201.09 0.041 0.23 Little Beaver River (54) STM676 10.33 CIRCULAR 0.450 0.450 0.009 208.29 207.44 0.261 0.22 Little Beaver River (54) STM2845 31.85 CIRCULAR 0.300 0.300 0.009 188.37 188.21 0.020 0.21 Little Beaver River (54) STM2211 11.03 CIRCULAR 0.300 0.300 0.009 177.59 177.42 0.033 0.19 Little Beaver River (54) TW_C5091 5.22 CIRCULAR 1.000 0.000 0.013 188.32 188.26 0.428 0.17 Little Beaver River (54) STM689 30.99 CIRCULAR 0.300 0.300 0.009 211.15 210.87 0.022 0.16 Little Beaver River (54) STM2080 48.44 CIRCULAR 0.450 0.450 0.009 190.35 188.90 0.080 0.11 Little Beaver River (54) STM2754 55.10 CIRCULAR 0.300 0.300 0.009 195.25 194.90 0.013 0.11 WATE • C • U • SE •UTLET Little Beaver River (54) S STMI• STM664 LENGT .. (m) 15.04 SHA•E CIRCULAR SIZEI. T SIZE2 (m) (m) 0.900 0.900 ••UGHNESS 0.009 US INV. (m). 206.62 206.36 0.370 0.11 Little Beaver River (54) STM3218 18.72 CIRCULAR 0.300 0.300 0.009 202.05 201.95 0.010 0.09 Little Beaver River (54) STM3216 28.26 CIRCULAR 0.300 0.300 0.009 201.85 201.73 0.005 0.05 Little Beaver River (54) STM3076 42.26 CIRCULAR 0.300 0.300 0.024 196.95 195.35 0.004 0.04 Little Beaver River (54) STM2862 16.50 CIRCULAR 0.800 0.800 0.024 194.75 194.14 0.035 0.03 Little Beaver River (54) STM3234 57.60 CIRCULAR 0.300 0.300 0.009 202.56 202.03 0.004 0.03 Little Beaver River (54) STM2085 60.65 CIRCULAR 0.450 0.450 0.024 193.28 190.35 0.006 0.02 Little Beaver River (54) STM3238 33.51 CIRCULAR 0.300 0.300 0.009 201.24 201.14 0.001 0.01 Little Beaver River (54) STM596 34.18 CIRCULAR 0.300 0.300 0.009 203.04 202.74 0.001 0.01 Little Beaver River (54) STM3072 6.00 CIRCULAR 0.300 0.300 0.009 195.12 194.94 0.000 0.00 Lousia St. E Outlet STM1422 13.95 CIRCULAR 0.600 0.600 0.013 189.10 189.09 0.670 4.08 Lousia St. E Outlet STM456 104.26 CIRCULAR 0.600 0.600 0.013 197.01 196.90 0.511 2.56 Lousia St. E Outlet STM488 10.01 CIRCULAR 0.300 0.300 0.009 201.28 201.20 0.318 2.54 Lousia St. E Outlet STM489 24.58 CIRCULAR 0.600 0.600 0.024 188.04 187.83 0.748 2.43 Lousia St. E Outlet STM418 7.50 CIRCULAR 0.300 0.300 0.013 197.35 197.30 0.170 2.15 Lousia St. E Outlet STM458 6.14 CIRCULAR 0.300 0.300 0.009 197.79 197.76 0.162 1.66 Lousia St. E Outlet STM1405 3.10 CIRCULAR 0.300 0.300 0.009 201.19 201.12 0.342 1.63 Lousia St. E Outlet STM378 109.02 CIRCULAR 0.350 0.600 0.013 198.26 197.03 0.242 1.57 Lousia St. E Outlet STM2004 112.48 CIRCULAR 0.600 0.600 0.013 195.92 195.46 0.552 1.41 Lousia St. E Outlet STM491 32.41 CIRCULAR 0.300 0.300 0.024 189.68 189.43 0.061 1.33 Lousia St. E Outlet STM1609 29.25 CIRCULAR 0.600 0.600 0.013 194.65 194.45 0.637 1.25 Lousia St. E Outlet STM1588 108.92 CIRCULAR 0.350 0.450 0.013 201.03 199.75 0.195 1.23 Lousia St. E Outlet STM1608 67.68 CIRCULAR 0.600 0.600 0.013 194.25 193.69 0.674 1.21 Lousia St. E Outlet STM2895 25.79 CIRCULAR 0.600 0.600 0.024 187.78 186.83 0.757 1.19 Lousia St. E Outlet STM2920 104.70 CIRCULAR 0.300 0.300 0.013 203.77 203.35 0.073 1.19 Lousia St. E Outlet STM2198 39.34 CIRCULAR 0.600 0.600 0.013 189.09 188.72 0.687 1.15 Lousia St. E Outlet STM1570 106.02 CIRCULAR 0.350 0.450 0.013 199.75 198.33 0.183 1.08 Lousia St. E Outlet STM1421 56.96 CIRCULAR 0.600 0.600 0.013 188.72 188.06 0.709 1.07 Lousia St. E Outlet STM1954 88.35 CIRCULAR 0.600 0.600 0.013 195.40 194.66 0.593 1.06 Lousia St. E Outlet STM2773 114.25 CIRCULAR 0.375 0.375 0.013 203.35 202.04 0.196 1.04 Lousia St. E Outlet STM1891 72.37 CIRCULAR 0.450 0.450 0.013 201.96 201.06 0.314 0.99 Lousia St. E Outlet STM1681 106.83 CIRCULAR 0.600 0.600 0.013 196.90 196.08 0.523 0.97 Lousia St. E Outlet STM2195 6.70 CIRCULAR 0.600 0.600 0.013 190.06 189.90 0.717 0.75 Lousia St. E Outlet STM459 7.53 CIRCULAR 0.300 0.300 0.009 197.72 197.52 0.170 0.74 Lousia St. E Outlet STM1404 10.80 CIRCULAR 0.300 0.300 0.013 201.26 201.12 0.077 0.70 Lousia St. E Outlet STM1414 40.44 CIRCULAR 0.600 0.600 0.013 192.40 191.00 0.740 0.65 Lousia St. E Outlet STM490 8.03 CIRCULAR 0.600 0.600 0.013 190.60 190.32 0.717 0.62 Lousia St. E Outlet STM1413 5.69 CIRCULAR 0.300 0.300 0.009 201.62 201.58 0.059 0.50 Lousia St. E Outlet STM2919 43.82 CIRCULAR 0.300 0.300 0.013 204.51 203.84 0.034 0.29 Lousia St. E Outlet STM2174 4.03 CIRCULAR 0.400 0.400 0.009 195.98 195.94 0.016 0.05 Lousia St. E Outlet STM2175 7.62 CIRCULAR 0.375 0.375 0.009 196.08 196.01 0.011 0.05 _ Lousia St. E Outlet STM2186 37.52 CIRCULAR 0.300 0.300 0.024 196.60 196.11 0.001 0.01 Mary St. Outlet STM3101 6.78 CIRCULAR 0.300 0.300 0.024 192.38 192.35 0.208 5.97 Mary St. Outlet STMTE032 22.91 CIRCULAR 0.500 0.500 0.024 205.52 205.33 0.367 1.96 Mary St. Outlet STM2915 22.73 CIRCULAR 0.250 0.250 0.024 192.29 192.69 0.064 1.50 Mary St. Outlet STMTE031 72.00 CIRCULAR 0.500 0.500 0.024 208.00 206.62 0.317 1.12 Mary St. Outlet STMTE028 24.84 CIRCULAR 0.600 0.600 0.013 192.69 192.35 0.788 1.10 Mary St. Outlet C95 41.54 CIRCULAR 0.250 0.000 0.013 192.35 192.69 0.058 1.08 WATE • C • U • SE •UTLET STM I� LENGT .. (m) SHA SIZEI. T SIZE2 (m) (m) •E •UGHNESS US INV Mary St. Outlet STMTE023 77.64 CIRCULAR 0.500 0.500 0.013 205.08 204.35 0.376 1.02 Mary St. Outlet STMTE017 48.78 CIRCULAR 0.250 0.250 0.024 192.66 192.35 0.024 0.95 Mary St. Outlet STMTE019 123.14 CIRCULAR 0.300 0.300 0.024 192.37 190.08 0.062 0.87 Mary St. Outlet STMTE029 34.09 CIRCULAR 0.600 0.600 0.013 192.23 190.84 0.923 0.74 Mary St. Outlet STMTE034 19.72 CIRCULAR 0.600 0.600 0.013 193.19 192.74 0.665 0.72 Mary St. Outlet STMTE022 54.13 CIRCULAR 0.500 0.500 0.013 206.57 205.52 0.344 0.66 Mary St. Outlet STM2916 12.55 CIRCULAR 0.300 0.300 0.009 190.70 190.79 0.078 0.65 Mary St. Outlet STMTE027 34.87 CIRCULAR 0.600 0.600 0.013 194.59 193.34 0.620 0.53 Mary St. Outlet STM2913 6.67 CIRCULAR 0.250 0.250 0.024 192.39 192.13 0.030 0.46 Mary St. Outlet STMTE024 69.95 CIRCULAR 0.500 0.500 0.013 204.31 200.54 0.401 0.46 Mary St. Outlet STMTE035 142.16 ARCH 1.000 1.800 0.024 190.84 189.85 0.945 0.43 Mary St. Outlet STMTE026 45.90 CIRCULAR 0.600 0.600 0.013 197.40 194.73 0.580 0.39 Mary St. Outlet STMTE025 22.33 CIRCULAR 0.600 0.600 0.013 200.17 198.12 0.429 0.23 Mary St. Outlet STMTE021 116.30 CIRCULAR 0.500 0.500 0.024 208.98 208.02 0.028 0.15 Mary St. Outlet STMTE018 14.15 CIRCULAR 0.300 0.300 0.024 192.66 192.37 0.010 0.13 Mary St. Outlet STMTE030 24.92 CIRCULAR 0.600 0.350 0.013 198.09 197.42 0.118 0.12 Misc. Camperdown STM2966 83.26 CIRCULAR 0.675 0.675 0.013 177.15 177.00 0.508 1.42 Misc. Camperdown STM2965 16.52 CIRCULAR 0.600 0.600 0.013 177.27 177.24 0.333 1.27 Misc. Camperdown STM2964 21.98 CIRCULAR 0.600 0.600 0.013 177.36 177.31 0.305 1.04 Misc. Camperdown STM3487 38.42 CIRCULAR 0.375 0.375 0.009 178.37 178.18 0.165 0.92 Misc. Camperdown STM3125 68.03 CIRCULAR 0.450 0.450 0.009 177.84 177.50 0.225 0.77 Misc. Camperdown STM2967 17.48 CIRCULAR 0.450 0.450 0.009 177.43 177.38 0.164 0.74 Misc. Camperdown STM3486 46.62 CIRCULAR 0.375 0.375 0.009 178.63 178.43 0.119 0.71 Misc. Camperdown STM2959 112.45 CIRCULAR 0.375 0.375 0.009 178.59 177.97 0.108 0.57 Misc. Camperdown STM3498 58.05 CIRCULAR 0.675 0.675 0.009 177.12 177.00 0.303 0.55 Misc. Camperdown STM3122 12.60 CIRCULAR 0.450 0.450 0.009 178.04 177.92 0.207 0.52 Misc. Camperdown STM3491 19.94 CIRCULAR 0.675 0.675 0.009 177.66 177.62 0.244 0.45 Misc. Camperdown STM3494 37.24 CIRCULAR 0.675 0.675 0.009 177.55 177.47 0.255 0.45 Misc. Camperdown STM2786 79.63 CIRCULAR 0.450 0.450 0.009 177.75 177.50 0.084 0.36 Misc. Camperdown STM2802 61.18 CIRCULAR 0.450 0.450 0.024 177.32 176.97 0.039 0.33 Misc. Camperdown STM3490 71.50 CIRCULAR 0.675 0.675 0.009 177.89 177.67 0.197 0.29 Misc. Camperdown STM3496 19.75 CIRCULAR 0.675 0.675 0.009 177.45 177.33 0.276 0.29 Misc. Camperdown STM3497 15.31 CIRCULAR 0.675 0.675 0.009 177.29 177.19 0.289 0.29 Misc. Camperdown STM3006 12.17 CIRCULAR 0.450 0.450 0.024 177.43 177.32 0.008 0.05 Misc. Clarksburg STMTE010 22.73 CIRCULAR 0.300 0.300 0.024 196.46 196.05 0.125 1.78 Misc. Clarksburg STMTE007 16.72 CIRCULAR 0.300 0.300 0.013 199.61 199.09 0.236 1.38 Misc. Clarksburg STM2924 36.02 CIRCULAR 0.300 0.300 0.024 198.02 197.43 0.079 1.18 Misc. Clarksburg STM2769 7.14 CIRCULAR 0.300 0.300 0.013 199.88 199.61 0.205 1.10 Misc. Clarksburg STM2768 79.34 CIRCULAR 0.300 0.300 0.013 203.33 199.86 0.199 0.98 Misc. Clarksburg STMTE009 65.93 CIRCULAR 0.300 0.300 0.013 197.98 197.14 0.088 0.80 Misc. Clarksburg STM2928 59.36 CIRCULAR 0.400 0.400 0.024 198.02 196.56 0.114 0.65 Misc. Clarksburg STM2912 46.21 CIRCULAR 0.300 0.300 0.013 204.20 203.33 0.070 0.52 Misc. Clarksburg STM2774 28.53 CIRCULAR 0.500 0.500 0.024 200.65 200.02 0.154 0.51 Misc. Clarksburg STM2930 35.05 CIRCULAR 0.400 0.400 0.024 198.99 198.02 0.096 0.51 Misc. Clarksburg STMTE011 10.26 CIRCULAR 0.300 0.300 0.024 196.22 196.11 0.019 0.35 Misc. Clarksburg STMTE008 69.46 CIRCULAR 0.300 0.300 0.013 198.69 197.85 0.029 0.27 Misc. Clarksburg STM2925 6.33 CIRCULAR 0.300 0.300 0.024 198.13 198.04 0.015 0.25 Misc. Clarksburg STM2927 21.54 CIRCULAR 0.600 0.600 0.009 196.30 195.82 0.144 0.11 WATERCOURSE OUTLET STM ID LENGT . (m) SHAPE SIZE1 T SIZE2 (m) (m) ROUGHNESS US INV. (m) DS INV. (m) ('AMAX (m3/s) AMAX/OFULL CONDITION Misc. Clarksburg STM2929 33.69 CIRCULAR 0.300 0.300 0.024 200.34 198.95 0.011 0.10 Misc. Clarksburg STMTE020 11.03 CIRCULAR 0.300 0.300 0.024 193.35 192.94 0.006 0.06 Misc. Clarksburg STM2775 2.79 CIRCULAR 0.300 0.300 0.024 201.49 201.31 0.000 0.00 -1 Misc. Lora Bay STM2640 49.94 CIRCULAR 0.450 0.450 0.013 178.55 178.38 0.332 2.02 Misc. Lora Bay STM2641 52.04 CIRCULAR 0.450 0.450 0.013 179.33 179.10 0.303 1.60 Misc. Lora Bay STM2643 99.43 CIRCULAR 0.450 0.450 0.013 179.83 179.36 0.234 1.20 Misc. Lora Bay STM2644 42.30 CIRCULAR 0.450 0.450 0.013 180.19 179.96 0.221 1.06 Misc. Lora Bay STM2635 20.33 CIRCULAR 0.525 0.525 0.013 178.51 178.45 0.225 1.03 Misc. Lora Bay STM2647 68.10 CIRCULAR 0.450 0.450 0.013 180.55 180.19 0.209 1.00 Misc. Lora Bay STM1474 11.80 CIRCULAR 0.375 0.375 0.009 180.24 180.12 0.246 0.96 Misc. Lora Bay STM2648 81.34 CIRCULAR 0.450 0.450 0.013 180.95 180.56 0.186 0.94 Misc. Lora Bay STM2649 16.03 CIRCULAR 0.450 0.450 0.013 181.07 181.00 0.136 0.68 Misc. Lora Bay STM1472 53.59 CIRCULAR 0.300 0.300 0.009 181.58 180.38 0.103 0.49 Misc. Lora Bay STM2634 63.00 CIRCULAR 0.450 0.450 0.013 179.11 178.80 0.041 0.20 Misc. Lora Bay STM1471 52.75 CIRCULAR 0.300 0.300 0.009 183.62 181.64 0.036 0.13 Misc. Lora Bay STM2633 16.91 CIRCULAR 0.450 0.450 0.009 179.52 179.18 0.021 0.04 Misc. Thornbury STM2095 21.35 CIRCULAR 0.300 0.300 0.024 186.51 186.45 0.090 3.26 Misc. Thornbury STM2905 66.03 CIRCULAR 0.300 0.375 0.013 201.94 201.79 0.115 2.48 Misc. Thornbury STM1607 60.65 CIRCULAR 0.300 0.300 0.013 178.15 177.91 0.148 2.43 Misc. Thornbury STM2941 78.56 CIRCULAR 0.250 0.250 0.024 178.54 178.40 0.031 2.30 Misc. Thornbury STM3118 21.38 CIRCULAR 0.375 0.375 0.013 185.86 185.75 0.290 2.30 Misc. Thornbury STM420 10.39 CIRCULAR 0.600 0.600 0.024 180.70 180.63 0.481 1.76 Misc. Thornbury STM2072 23.75 CIRCULAR 0.300 0.300 0.024 177.66 176.92 0.159 1.72 Misc. Thornbury STM2610 64.37 CIRCULAR 0.525 0.525 0.013 194.53 194.31 0.431 1.70 Misc. Thornbury STM2820 33.10 CIRCULAR 0.300 0.300 0.009 181.93 181.76 0.160 1.60 Misc. Thornbury STM1928 37.54 CIRCULAR 0.300 0.300 0.009 199.07 198.70 0.212 1.53 Misc. Thornbury STM2155 18.13 CIRCULAR 0.300 0.300 0.009 199.28 199.15 0.181 1.53 Misc. Thornbury STM3116 66.32 CIRCULAR 0.250 0.250 0.024 178.81 178.54 0.031 1.51 Misc. Thornbury STM3094 47.19 CIRCULAR 0.600 0.600 0.013 200.56 200.44 0.458 1.48 Misc. Thornbury STM1888 43.93 CIRCULAR 0.450 0.450 0.013 185.70 185.49 0.287 1.46 Misc. Thornbury STM2147 81.70 CIRCULAR 0.525 0.525 0.013 196.08 195.31 0.571 1.37 Misc. Thornbury STM2781 29.51 CIRCULAR 0.450 0.450 0.013 185.49 185.05 0.457 1.31 Misc. Thornbury STM3824 13.55 CIRCULAR 0.750 0.750 0.013 176.81 176.77 0.786 1.30 Misc. Thornbury STM2585 37.89 CIRCULAR 0.675 0.675 0.013 176.97 176.85 0.600 1.27 Misc. Thornbury STM2591 10.58 CIRCULAR 0.375 0.375 0.009 178.85 178.81 0.195 1.25 Misc. Thornbury TW_C4253 20.22 CIRCULAR 0.300 0.000 0.024 186.42 186.00 0.093 1.23 Misc. Thornbury STM2096 9.63 CIRCULAR 0.300 0.300 0.024 186.71 186.51 0.088 1.17 Misc. Thornbury STM2942 13.14 CIRCULAR 0.250 0.250 0.024 178.53 177.86 0.086 1.17 V Misc. Thornbury STM1501 19.69 CIRCULAR 0.300 0.300 0.013 187.10 187.00 0.076 1.10 Misc. Thornbury STM1925 54.72 CIRCULAR 0.450 0.450 0.009 197.98 197.63 0.357 1.08 Misc. Thornbury STM421 11.85 CIRCULAR 0.450 0.450 0.013 180.48 180.19 0.483 1.08 Misc. Thornbury STM1492 17.36 CIRCULAR 0.300 0.300 0.013 186.70 186.60 0.079 1.07 Misc. Thornbury STM1922 96.02 CIRCULAR 0.375 0.375 0.013 196.80 196.33 0.131 1.07 Misc. Thornbury STM406 16.81 CIRCULAR 0.525 0.525 0.009 196.28 196.15 0.585 1.07 Misc. Thornbury STM1876 71.46 CIRCULAR 0.375 0.375 0.013 186.40 185.86 0.157 1.03 Misc. Thornbury STM2156 9.47 CIRCULAR 0.300 0.300 0.009 199.41 199.36 0.102 1.01 Misc. Thornbury STM1502 58.67 CIRCULAR 0.375 0.375 0.013 186.90 186.60 0.125 1.00 Misc. Thornbury STM1577 48.67 CIRCULAR 0.750 0.750 0.013 177.12 176.88 0.769 0.98 WATERCOURSE OUTLET Misc. Thornbury S STMID STM1484 LENGT .. (m) 6.26 SHAPE CIRCULAR SIZE1 (m) 0.450 SIZE2 (m) 0.450 ROUGHNESS 0.009 US INV. (m). 196.43 196.35 0.425 0.91 Misc. Thornbury STM2152 56.02 CIRCULAR 0.375 0.375 0.009 198.65 198.05 0.238 0.91 Misc. Thornbury STM2589 18.73 CIRCULAR 0.375 0.375 0.009 178.74 178.59 0.206 0.91 Misc. Thornbury STM405 37.03 CIRCULAR 0.450 0.450 0.009 196.94 196.49 0.409 0.91 Misc. Thornbury STM2592 68.22 CIRCULAR 0.375 0.375 0.009 179.18 178.86 0.156 0.90 Misc. Thornbury STM3119 35.77 CIRCULAR 0.525 0.525 0.009 184.24 183.94 0.514 0.90 Misc. Thornbury STM2590 6.25 CIRCULAR 0.375 0.375 0.009 178.80 178.75 0.202 0.89 Misc. Thornbury STM425 35.54 CIRCULAR 0.525 0.525 0.013 177.87 177.25 0.508 0.89 Misc. Thornbury STM1428 31.23 CIRCULAR 0.600 0.600 0.013 183.74 183.43 0.539 0.88 Misc. Thornbury STM2584 52.87 CIRCULAR 0.375 0.375 0.009 178.57 177.02 0.382 0.88 Misc. Thornbury STM2956 4.51 CIRCULAR 0.600 0.600 0.013 186.53 186.50 0.440 0.88 Misc. Thornbury STM1576 32.76 CIRCULAR 0.375 0.375 0.013 177.84 177.25 0.202 0.86 Misc. Thornbury STM2090 13.39 CIRCULAR 0.600 0.600 0.024 181.68 181.54 0.292 0.86 Misc. Thornbury STM2763 46.44 CIRCULAR 0.375 0.375 0.009 195.57 195.35 0.147 0.84 Misc. Thornbury STM2766 65.46 CIRCULAR 0.600 0.600 0.013 201.53 201.35 0.271 0.84 Misc. Thornbury STM1923 52.30 CIRCULAR 0.450 0.450 0.009 197.59 196.94 0.384 0.83 Misc. Thornbury STM2580 14.03 CIRCULAR 0.300 0.300 0.024 178.91 178.27 0.092 0.82 Misc. Thornbury STM3109 6.09 CIRCULAR 0.300 0.300 0.013 185.80 185.60 0.141 0.80 Misc. Thornbury STM2909 48.89 CIRCULAR 0.600 0.600 0.013 201.09 200.67 0.447 0.78 Misc. Thornbury STM2101 49.54 CIRCULAR 0.600 0.600 0.013 184.33 183.79 0.484 0.75 Misc. Thornbury STM1890 37.01 CIRCULAR 0.525 0.525 0.013 185.00 184.15 0.471 0.72 Misc. Thornbury STM3091 49.76 CIRCULAR 0.525 0.525 0.013 189.25 186.67 0.707 0.72 Misc. Thornbury STM2089 10.74 CIRCULAR 0.450 0.450 0.024 182.02 181.84 0.138 0.70 Misc. Thornbury STM2764 16.57 CIRCULAR 0.375 0.375 0.009 195.35 195.18 0.174 0.68 Misc. Thornbury STM2911 20.09 CIRCULAR 0.600 0.600 0.024 194.92 193.40 0.605 0.66 Misc. Thornbury STM424 26.99 CIRCULAR 0.450 0.450 0.013 180.10 178.20 0.486 0.64 Misc. Thornbury STM1493 23.89 CIRCULAR 0.300 0.300 0.013 186.50 185.90 0.096 0.62 Misc. Thornbury STM2170 96.96 CIRCULAR 0.600 0.600 0.013 194.73 194.08 0.293 0.58 Misc. Thornbury STM2150 56.27 CIRCULAR 0.525 0.525 0.013 195.31 190.91 0.681 0.57 Misc. Thornbury STM2168 14.62 CIRCULAR 0.600 0.600 0.024 191.80 189.28 0.758 0.54 Misc. Thornbury STM2118 58.27 CIRCULAR 0.600 0.600 0.013 185.20 184.87 0.234 0.51 Misc. Thornbury STM2907 95.80 CIRCULAR 0.600 0.600 0.013 200.42 198.00 0.494 0.51 Misc. Thornbury STM1490 33.85 CIRCULAR 0.300 0.300 0.013 186.85 186.80 0.018 0.47 Misc. Thornbury STM2121 18.73 CIRCULAR 0.600 0.600 0.013 184.87 184.57 0.369 0.47 Misc. Thornbury STM2955 5.00 CIRCULAR 0.525 0.525 0.013 188.67 188.35 0.440 0.40 Misc. Thornbury STM2593 32.13 CIRCULAR 0.375 0.375 0.009 179.44 179.24 0.074 0.37 Misc. Thornbury STM2954 10.92 CIRCULAR 0.525 0.525 0.013 192.31 191.40 0.432 0.35 Misc. Thornbury STM3093 10.74 CIRCULAR 0.300 0.300 0.013 202.03 202.03 0.002 0.32 Misc. Thornbury STM2167 73.49 CIRCULAR 0.450 0.450 0.013 195.43 194.73 0.085 0.31 Misc. Thornbury STM2902 20.26 CIRCULAR 0.300 0.300 0.013 202.16 202.11 0.013 0.28 Misc. Thornbury STM3730 19.63 CIRCULAR 0.500 0.500 0.024 178.27 178.73 0.078 0.25 Misc. Thornbury STM2611 107.29 CIRCULAR 0.525 0.525 0.013 195.50 194.60 0.087 0.22 Misc. Thornbury STM2100 12.73 CIRCULAR 0.525 0.525 0.013 183.38 177.06 0.550 0.17 Misc. Thornbury STM2612 60.08 CIRCULAR 0.450 0.450 0.013 195.29 194.97 0.029 0.14 Misc. Thornbury STM2762 42.52 CIRCULAR 0.375 0.375 0.009 195.78 195.59 0.023 0.14 Misc. Thornbury STM1927 8.89 CIRCULAR 0.300 0.300 0.009 197.98 197.90 0.016 0.12 Misc. Thornbury STM2741 61.09 CIRCULAR 0.450 0.450 0.009 188.39 187.65 0.056 0.12 Misc. Thornbury STM2157 11.61 CIRCULAR 0.375 0.450 0.024 196.97 196.80 0.012 0.10 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZE1 (m) SIZE2 (m) ROUGHNESS US INV (m). Misc. Thornbury STM2596 41.30 CIRCULAR 0.375 0.375 0.009 182.91 179.69 0.062 0.09 Misc. Thornbury STM2834 6.87 CIRCULAR 0.450 0.450 0.009 187.65 187.53 0.046 0.09 Misc. Thornbury STM2901 5.78 CIRCULAR 0.300 0.300 0.009 202.32 202.16 0.021 0.09 Misc. Thornbury STM2600 8.49 CIRCULAR 0.300 0.300 0.009 184.20 183.83 0.024 0.08 Misc. Thornbury STM2835 3.68 CIRCULAR 0.450 0.450 0.009 187.52 187.73 0.081 0.08 Misc. Thornbury STM1410 9.89 CIRCULAR 0.300 0.300 0.009 195.95 195.53 0.020 0.07 Misc. Thornbury STM3053 58.22 CIRCULAR 0.600 0.600 0.013 185.18 184.36 0.051 0.07 Misc. Thornbury STM2171 46.66 CIRCULAR 0.300 0.300 0.013 196.14 195.89 0.005 0.06 Misc. Thornbury STM2598 7.85 CIRCULAR 0.300 0.300 0.009 183.82 182.94 0.027 0.06 Misc. Thornbury STM2834A 13.71 CIRCULAR 0.450 0.450 0.009 187.87 187.65 0.029 0.06 Misc. Thornbury STM2088 14.38 CIRCULAR 0.450 0.450 0.024 182.12 182.07 0.003 0.03 Misc. Thornbury STM3086 29.09 CIRCULAR 0.375 0.375 0.009 195.90 195.80 0.002 0.02 Misc. Thornbury STM2826 134.78 CIRCULAR 0.600 0.600 0.013 185.53 185.33 0.002 0.01 Misc. Thornbury STM1427 55.56 CIRCULAR 0.600 0.600 0.013 185.94 185.22 0.001 0.00 Peasemarsh Outlet (40) STM3893 59.83 CIRCULAR 0.300 0.300 0.009 187.77 187.47 0.097 0.99 Peasemarsh Outlet (40) STM3898 48.77 CIRCULAR 0.600 0.600 0.013 186.17 185.92 0.242 0.55 Peasemarsh Outlet (40) STM3897 26.56 CIRCULAR 0.600 0.600 0.013 186.34 186.20 0.232 0.53 Peasemarsh Outlet (40) STM3904 14.05 CIRCULAR 0.600 0.600 0.013 184.31 184.10 0.380 0.51 Peasemarsh Outlet (40) STM3896 31.18 CIRCULAR 0.600 0.600 0.013 186.54 186.38 0.213 0.49 Peasemarsh Outlet (40) STM3899 6.78 CIRCULAR 0.600 0.600 0.013 185.89 185.85 0.240 0.49 Peasemarsh Outlet (40) STM3903 29.77 CIRCULAR 0.600 0.600 0.013 184.81 184.40 0.355 0.49 Peasemarsh Outlet (40) STM3892 59.53 CIRCULAR 0.300 0.300 0.009 188.10 187.81 0.041 0.42 Peasemarsh Outlet (40) STM3895 60.08 CIRCULAR 0.600 0.600 0.013 186.87 186.57 0.168 0.39 Peasemarsh Outlet (40) STM3902 50.25 CIRCULAR 0.600 0.600 0.013 185.77 184.86 0.304 0.37 Peasemarsh Outlet (40) STM3894 59.41 CIRCULAR 0.525 0.525 0.013 187.52 186.95 0.127 0.30 Peasemarsh Outlet (40) STM3900 9.64 CIRCULAR 0.375 0.375 0.009 186.55 186.09 0.037 0.07 Peasemarsh Outlet (40) STM3901 59.97 CIRCULAR 0.375 0.375 0.009 188.10 186.72 0.008 0.02 Silver Creek (50) STM3356 9.61 CIRCULAR 0.600 0.600 0.013 218.64 218.56 1.113 1.99 Silver Creek (50) C70 16.90 CIRCULAR 0.375 0.000 0.009 221.39 221.25 0.377 1.64 Silver Creek (50) STM3728 57.50 CIRCULAR 0.300 0.300 0.009 216.19 215.87 0.168 1.61 Silver Creek (50) STM3715 42.12 CIRCULAR 0.450 0.450 0.009 215.73 215.58 0.389 1.58 Silver Creek (50) STM3378 23.09 CIRCULAR 0.450 0.450 0.013 220.12 219.95 0.388 1.57 Silver Creek (50) STM3371 55.90 CIRCULAR 0.600 0.600 0.013 219.45 218.69 1.062 1.49 Silver Creek (50) C74 15.60 CIRCULAR 0.450 0.000 0.009 220.47 220.35 0.519 1.44 Silver Creek (50) STM3379 36.49 CIRCULAR 0.450 0.450 0.013 220.54 220.27 0.350 1.42 Silver Creek (50) STM3380 19.97 CIRCULAR 0.450 0.450 0.013 220.84 220.69 0.340 1.40 Silver Creek (50) STM3718 19.97 CIRCULAR 0.525 0.525 0.009 215.12 215.05 0.515 1.40 Silver Creek (50) C76 29.30 CIRCULAR 0.675 0.000 0.013 219.57 219.28 1.153 1.38 Silver Creek (50) STM3376 46.36 CIRCULAR 0.450 0.450 0.009 221.29 221.03 0.413 1.33 Silver Creek (50) C75 44.80 CIRCULAR 0.675 0.000 0.013 220.05 219.60 1.067 1.27 Silver Creek (50) STM3729 32.84 CIRCULAR 0.300 0.300 0.009 215.80 215.38 0.195 1.24 Silver Creek (50) C69 34.70 CIRCULAR 0.375 0.000 0.009 221.93 221.46 0.358 1.22 Silver Creek (50) C83 85.20 CIRCULAR 0.375 0.000 0.009 222.35 221.07 0.371 1.20 Silver Creek (50) STM3372 32.85 CIRCULAR 0.525 0.525 0.009 219.75 219.55 0.580 1.19 Silver Creek (50) STM3548 27.83 CIRCULAR 0.300 0.300 0.009 225.11 224.94 0.129 1.18 Silver Creek (50) C73 24.00 CIRCULAR 0.450 0.000 0.009 220.69 220.50 0.424 1.16 Silver Creek (50) STM3397 26.20 CIRCULAR 0.300 0.300 0.009 224.36 224.07 0.170 1.16 Silver Creek (50) C72 19.60 CIRCULAR 0.450 0.000 0.009 220.87 220.72 0.413 1.15 WATERCOURSE OUTLET STMID LENGT .. (m) SHAPE SIZEl (m) - SIZE2 (m) ROUGHNESS US INV (m). Silver Creek (50) C84 46.40 CIRCULAR 0.450 0.000 0.009 220.99 220.35 0.548 1.13 Silver Creek (50) STM3345 32.02 CIRCULAR 0.300 0.300 0.009 216.17 216.02 0.107 1.12 Silver Creek (50) STM3377 20.62 CIRCULAR 0.525 0.525 0.013 219.71 219.55 0.416 1.12 Silver Creek (50) STM3382 43.92 CIRCULAR 0.375 0.375 0.009 221.60 221.23 0.257 1.10 Silver Creek (50) STM3337 19.55 CIRCULAR 0.675 0.675 0.013 217.04 216.68 1.225 1.07 Silver Creek (50) C71 39.50 CIRCULAR 0.450 0.000 0.009 221.22 220.90 0.395 1.06 Silver Creek (50) STM3381 25.96 CIRCULAR 0.450 0.450 0.013 221.16 220.89 0.308 1.06 Silver Creek (50) STM3359 42.11 CIRCULAR 1.200 1.200 0.013 214.53 214.46 1.663 1.05 Silver Creek (50) STM3716 36.64 CIRCULAR 0.525 0.525 0.009 215.50 215.33 0.442 1.04 Silver Creek (50) STM3883 18.01 CIRCULAR 0.900 0.900 0.024 220.26 220.18 0.674 1.03 Silver Creek (50) STM3342 24.66 CIRCULAR 0.375 0.375 0.009 215.75 215.61 0.194 1.02 Silver Creek (50) STM3355 24.28 CIRCULAR 0.675 0.675 0.013 218.51 218.05 1.180 1.02 Silver Creek (50) STM3394 74.57 CIRCULAR 0.300 0.300 0.009 223.35 221.74 0.209 1.02 Silver Creek (50) STM3340 34.89 CIRCULAR 0.750 0.750 0.013 215.54 215.03 1.357 1.01 Silver Creek (50) C67 90.20 CIRCULAR 0.300 0.000 0.009 224.57 222.58 0.205 0.99 Silver Creek (50) STM3335 43.20 CIRCULAR 0.675 0.675 0.013 218.01 217.09 1.203 0.98 Silver Creek (50) STM3714 23.25 CIRCULAR 0.450 0.450 0.009 215.93 215.79 0.313 0.98 Silver Creek (50) STM3396 29.33 CIRCULAR 0.300 0.300 0.009 224.02 223.40 0.197 0.96 Silver Creek (50) STM3358 8.54 CIRCULAR 0.975 0.975 0.013 214.80 214.75 1.619 0.94 Silver Creek (50) STM3360 33.80 CIRCULAR 1.200 1.200 0.013 214.42 214.35 1.676 0.94 Silver Creek (50) STM3390 75.95 CIRCULAR 0.375 0.375 0.009 222.93 221.46 0.329 0.93 Silver Creek (50) STM3365 69.41 CIRCULAR 1.350 1.350 0.013 213.98 213.81 2.429 0.92 Silver Creek (50) STM3366 15.70 CIRCULAR 1.500 1.500 0.013 213.65 213.60 3.575 0.90 Silver Creek (50) STM3538 33.70 CIRCULAR 0.300 0.300 0.009 224.74 224.41 0.124 0.90 Silver Creek (50) STM3364 12.50 CIRCULAR 0.300 0.300 0.009 215.30 214.94 0.211 0.89 Silver Creek (50) STM3344 30.87 CIRCULAR 0.375 0.375 0.009 215.93 215.80 0.145 0.88 Silver Creek (50) STM3368 17.99 CIRCULAR 1.500 1.500 0.013 213.46 213.40 3.579 0.88 Silver Creek (50) STM3392 81.74 CIRCULAR 0.375 0.375 0.009 224.29 223.00 0.279 0.88 Silver Creek (50) STM3338 31.20 CIRCULAR 0.750 0.750 0.013 216.37 215.77 1.342 0.87 Silver Creek (50) STM3549 28.18 CIRCULAR 0.375 0.375 0.009 224.91 224.73 0.176 0.87 Silver Creek (50) STM3341 40.26 CIRCULAR 0.450 0.450 0.009 215.53 215.33 0.241 0.83 Silver Creek (50) STM3369 49.13 CIRCULAR 1.500 1.500 0.013 213.35 213.16 3.600 0.82 Silver Creek (50) STM3374 39.75 CIRCULAR 0.525 0.525 0.009 220.55 220.11 0.526 0.81 Silver Creek (50) STM3719 26.21 CIRCULAR 0.600 0.600 0.009 215.03 214.89 0.525 0.81 Silver Creek (50) STM3375 46.44 CIRCULAR 0.525 0.525 0.009 221.01 220.60 0.466 0.80 Silver Creek (50) STM3373 16.79 CIRCULAR 0.525 0.525 0.009 220.05 219.83 0.565 0.79 Silver Creek (50) STM3550 27.85 CIRCULAR 0.375 0.375 0.009 224.68 224.34 0.221 0.79 Silver Creek (50) STM3713 49.74 CIRCULAR 0.375 0.375 0.009 216.81 216.13 0.224 0.76 Silver Creek (50) STM3726 13.27 CIRCULAR 0.300 0.300 0.009 217.17 216.84 0.166 0.75 Silver Creek (50) STM3361 53.88 CIRCULAR 1.350 1.350 0.013 214.18 214.08 1.664 0.72 Silver Creek (50) STM3717 20.53 CIRCULAR 0.525 0.525 0.009 215.43 215.17 0.504 0.72 Silver Creek (50) STM3727 15.95 CIRCULAR 0.300 0.300 0.009 216.74 216.27 0.170 0.71 Silver Creek (50) STM3370 65.44 CIRCULAR 1.500 1.500 0.013 213.08 212.71 3.606 0.68 Silver Creek (50) C82 88.80 CIRCULAR 0.375 0.000 0.009 224.38 222.43 0.252 0.67 Silver Creek (50) STM3353 18.32 CIRCULAR 0.375 0.375 0.009 216.91 216.83 0.107 0.64 Silver Creek (50) STM3547 28.00 CIRCULAR 0.300 0.300 0.009 225.30 225.16 0.063 0.64 Silver Creek (50) STM3725 17.62 CIRCULAR 0.300 0.300 0.009 217.54 217.27 0.106 0.62 Silver Creek (50) STM3363 8.24 CIRCULAR 1.350 1.350 0.013 214.03 214.00 1.937 0.60 WATERCOURSE / OUTLET ■ STM ID LENGT . (m) SHAPE SIZE1 T SIZE2 (m) (m) ROUGHNESS US INV. (m) Silver Creek (50) STM3539 32.62 CIRCULAR 0.300 0.300 0.009 225.17 224.80 0.086 0.58 Silver Creek (50) STM3712 39.79 CIRCULAR 0.300 0.300 0.009 218.24 216.86 0.151 0.58 Silver Creek (50) C77 12.00 CIRCULAR 0.975 0.000 0.013 217.92 217.82 1.153 0.56 Silver Creek (50) STM3367 8.22 CIRCULAR 1.500 1.500 0.013 213.57 213.50 3.579 0.55 Silver Creek (50) C66 49.90 CIRCULAR 0.300 0.000 0.009 225.70 224.60 0.109 0.53 Silver Creek (50) STM3546 27.47 CIRCULAR 0.300 0.300 0.009 225.47 225.38 0.041 0.52 Silver Creek (50) C81 24.70 CIRCULAR 0.375 0.000 0.009 224.95 224.41 0.179 0.48 Silver Creek (50) STM3540 46.21 CIRCULAR 0.300 0.300 0.009 225.59 225.24 0.054 0.44 Silver Creek (50) C65 30.90 CIRCULAR 0.300 0.000 0.009 225.97 225.73 0.047 0.38 Silver Creek (50) STM3555 8.30 CIRCULAR 0.900 0.900 0.009 220.17 220.13 0.674 0.37 Silver Creek (50) STM3724 17.66 CIRCULAR 0.300 0.300 0.009 217.89 217.64 0.061 0.37 Silver Creek (50) STM3711 28.39 CIRCULAR 0.300 0.300 0.009 219.14 218.32 0.085 0.36 Silver Creek (50) STM3352 39.24 CIRCULAR 0.300 0.300 0.009 217.40 216.98 0.048 0.33 Silver Creek (50) C80 39.80 CIRCULAR 0.375 0.000 0.009 225.86 224.98 0.122 0.32 Silver Creek (50) STM3347 23.25 CIRCULAR 0.300 0.300 0.009 216.72 216.23 0.065 0.32 Silver Creek (50) STM3710 35.23 CIRCULAR 0.300 0.300 0.009 219.58 219.24 0.041 0.30 Silver Creek (50) STM3545 49.41 CIRCULAR 0.300 0.300 0.009 225.77 225.52 0.027 0.27 Silver Creek (50) C79 10.40 CIRCULAR 0.375 0.000 0.009 226.09 225.89 0.076 0.22 Silver Creek (50) STM3541 45.52 CIRCULAR 0.300 0.300 0.009 225.94 225.64 0.024 0.21 Silver Creek (50) C68 24.60 CIRCULAR 1.000 0.000 0.009 222.55 222.01 0.916 0.18 Silver Creek (50) STM3349 37.27 CIRCULAR 0.300 0.300 0.009 217.81 216.79 0.025 0.11 Silver Creek (50) STM3723 10.83 CIRCULAR 0.375 0.375 0.009 216.95 216.91 0.018 0.11 Silver Creek (50) STM3720 10.02 CIRCULAR 0.300 0.300 0.009 220.05 219.64 0.027 0.09 Silver Creek (50) C78 21.90 CIRCULAR 0.300 0.000 0.009 226.59 226.15 0.010 0.05 Silver Creek (50) C7 74.70 CIRCULAR 0.300 0.000 0.009 226.60 226.00 0.004 0.03 Silver Creek (50) STM3350 42.55 CIRCULAR 0.300 0.300 0.009 218.00 217.59 0.000 0.00 TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - 1:5 YEAR STORM STRUCTURE PONDING DEFICIENCIES SUMMARY ERCO W " • UT T .; Al AX A.,. 0 , 0 NG D, 'TH CONDITION Watercourse 1 STST1614 200.11 201.51 201.83 0.320 Watercourse 1 STST1606 205.48 206.88 207.00 0.120 Watercourse 1 STST2624 210.69 213.14 213.25 0.110 Watercourse 1 STST2623 210.71 213.21 213.29 0.080 Watercourse 1 STST1608 205.39 206.88 206.48 0.000 Watercourse 1 STST1609 202.85 207.53 203.96 0.000 Watercourse 1 STST1610 205.73 207.06 205.78 0.000 Watercourse 1 STST1613 201.09 202.13 202.13 0.000 Watercourse 1 STST1615 199.61 201.75 199.80 0.000 Watercourse 1 STST1616 199.75 201.66 199.88 0.000 Watercourse 1 STST1619 195.72 198.29 195.94 0.000 Watercourse 1 STST2321 221.16 223.31 221.22 0.000 Watercourse 1 STST2322 220.90 223.08 221.05 0.000 Watercourse 1 STST2323 221.03 223.20 221.23 0.000 Watercourse 1 STST2324 221.04 223.01 221.13 0.000 Watercourse 1 STST2327 220.10 221.81 220.27 0.000 Watercourse 1 STST2330 219.15 220.92 219.33 0.000 Watercourse 1 STST2331 218.17 220.03 218.70 0.000 Watercourse 1 STST2332 218.10 220.03 218.76 0.000 Watercourse 1 STST2333 219.59 221.20 219.75 0.000 Watercourse 1 STST2334 217.00 218.84 217.49 0.000 Watercourse 1 STST2335 216.75 218.60 217.32 0.000 Watercourse 1 STST2336 216.64 218.43 217.32 0.000 Watercourse 1 STST2337 217.50 218.75 217.53 0.000 Watercourse 1 STST2345 216.21 218.22 216.25 0.000 Watercourse 1 STST2346 215.31 217.21 215.52 0.000 Watercourse 1 STST2347 215.07 216.90 215.34 0.000 Watercourse 1 STST2348 214.58 216.77 215.23 0.000 Watercourse 1 STST2349 214.60 216.51 215.04 0.000 Watercourse 1 STST2350 214.41 216.43 214.68 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO 215.50 214.01 0.000 Watercourse 1 STST2352 211.88 214.68 213.92 0.000 222.61 221.28 0.000 Watercourse 1 STST2557 216.75 219.60 217.10 0.000 216.75 214.45 0.000 Watercourse 1 STST2559 211.55 214.51 213.69 0.000 214.68 213.52 0.000 Watercourse 1 STST2561 211.66 214.90 213.59 0.000 216.01 213.88 0.000 Watercourse 1 STST2563 212.93 216.66 214.14 0.000 217.35 214.46 0.000 Watercourse 1 STST2565 215.05 217.86 215.29 0.000 217.83 215.67 0.000 Watercourse 1 STST2608 219.02 222.30 219.46 0.000 221.98 219.10 0.000 Watercourse 1 STST2610 217.86 221.16 218.65 0.000 220.96 218.25 0.000 Watercourse 1 STST2612 217.31 220.36 217.69 0.000 218.26 215.97 0.000 Watercourse 1 STST2614 214.54 217.67 215.35 0.000 217.21 214.73 0.000 Watercourse 1 STST2616 212.66 216.09 214.12 0.000 215.58 213.98 0.000 Watercourse 1 STST2618 211.70 215.08 213.83 0.000 214.18 213.61 0.000 Watercourse 1 STST2620 211.25 213.76 213.45 0.000 Watercourse 1 STST2621 210.84 213.70 213.37 0.000 Watercourse 1 STST2625 211.42 214.43 213.47 0.000 Watercourse 1 STST2626 213.81 214.68 213.98 0.000 Watercourse 1 STST2627 211.89 215.29 213.69 0.000 Watercourse 1 STST2628 212.05 215.54 213.74 0.000 Watercourse 1 STST2629 212.64 216.48 213.97 0.000 Watercourse 1 STST2630 213.24 215.91 214.11 0.000 Watercourse 1 STST2631 213.12 216.57 214.22 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 1 STST2632 213.27 216.73 214.30 0.000 Watercourse 1 STST2633 213.76 217.52 214.49 0.000 Watercourse 1 STST2634 215.56 217.48 215.74 0.000 Watercourse 1 STST2635 214.11 217.73 214.92 0.000 Watercourse 1 STST2636 214.31 217.94 215.19 0.000 Watercourse 1 STST2637 215.11 218.01 215.21 0.000 Watercourse 1 STST2638 214.71 217.51 214.85 0.000 Watercourse 1 STST2639 214.20 216.96 214.75 0.000 Watercourse 1 STST2640 214.48 217.70 215.39 0.000 Watercourse 1 STST2641 214.88 218.03 215.91 0.000 Watercourse 1 STST2642 215.29 218.43 216.27 0.000 Watercourse 1 STST2643 215.60 218.22 216.39 0.000 Watercourse 1 STST2644 215.53 218.01 216.03 0.000 Watercourse 1 STST2645 216.02 218.50 216.39 0.000 Watercourse 1 STST2646 215.90 218.72 216.52 0.000 Watercourse 1 STST2647 216.14 218.84 216.62 0.000 Watercourse 1 STST2648 216.60 219.26 216.84 0.000 Watercourse 1 STST832 229.65 231.51 230.98 0.000 Watercourse 1 STST835 230.95 233.26 230.99 0.000 Watercourse 1 STST847 230.21 231.75 230.52 0.000 Watercourse 1 STST849 229.60 231.25 230.99 0.000 Watercourse 1 STST850 229.59 230.69 230.06 0.000 Watercourse 1 STST851 229.59 231.23 230.06 0.000 Watercourse 1 STST852 229.27 230.85 229.67 0.000 Watercourse 1 STST853 229.29 230.68 229.72 0.000 Watercourse 1 STST854 229.58 231.00 229.83 0.000 Watercourse 1 STST857 230.02 231.59 230.08 0.000 Watercourse 1 STST858 229.52 231.11 229.67 0.000 Watercourse 1 STST859 229.22 230.85 229.62 0.000 Watercourse 1 STST860 229.47 230.69 230.06 0.000 Watercourse 1 STST861 229.56 231.25 230.51 0.000 Watercourse 1 STST862 230.12 231.75 230.52 0.000 Watercourse 1 STST863 230.81 232.41 230.89 0.000 Watercourse 1 STST864 230.55 232.22 230.64 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 1 STST865 229.75 231.41 229.85 0.000 Watercourse 1 STST865B 228.67 230.71 229.68 0.000 Watercourse 1 STST867 229.90 231.41 229.94 0.000 Watercourse 1 STST869 230.70 232.27 230.83 0.000 Watercourse 1 STST881 232.27 233.93 232.36 0.000 Watercourse 1 STST882 231.40 233.06 231.57 0.000 Watercourse 1 STST883 230.58 232.38 231.13 0.000 Watercourse 1 STST884 229.84 231.95 230.66 0.000 Watercourse 6 STST1373 224.59 225.46 226.64 1.180 Watercourse 6 STST1368 221.37 222.30 223.10 0.800 Watercourse 6 STST1526 222.72 224.32 224.77 0.450 Watercourse 6 STST1374 224.25 225.73 226.15 0.420 Watercourse 6 STST381A 221.54 225.11 225.38 0.270 Watercourse 6 STST381 227.97 227.97 228.16 0.190 Watercourse 6 STST1386 221.51 223.23 223.40 0.174 Watercourse 6 STST1392 222.89 224.47 224.63 0.160 Watercourse 6 STSTMH2-IROC 222.45 224.12 224.28 0.160 Watercourse 6 STST1399 227.58 229.84 229.99 0.150 Watercourse 6 STST1385 221.75 223.71 223.86 0.148 Watercourse 6 STST1370 221.56 223.01 223.14 0.135 Watercourse 6 STST1387 221.36 223.01 223.14 0.134 Watercourse 6 STST1413 224.12 226.01 226.14 0.130 Watercourse 6 STST1410 225.50 227.24 227.36 0.123 Watercourse 6 STST1377 226.85 228.59 228.71 0.120 Watercourse 6 STST1378 227.59 229.42 229.54 0.120 Watercourse 6 STST1525 222.58 224.47 224.59 0.120 Watercourse 6 STST1395 221.99 224.47 224.58 0.110 Watercourse 6 STST1376 226.39 227.84 227.95 0.110 Watercourse 6 STST840 230.97 232.47 232.58 0.107 Watercourse 6 STST622 223.57 225.34 225.44 0.100 Watercourse 6 STST1532 212.75 213.95 214.00 0.050 Watercourse 6 STST879 230.89 232.47 232.49 0.017 Watercourse 6 D8J1 228.02 229.91 228.72 0.000 Watercourse 6 STST1325 209.17 212.02 209.53 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO STST1329 208.21 0.000 Watercourse 6 207.57 211.67 Watercourse 6 STST1330 207.10 211.58 207.86 0.000 Watercourse 6 STST1331 207.45 211.33 208.21 0.000 Watercourse 6 STST1332 207.57 211.14 208.34 0.000 Watercourse 6 STST1333 207.87 210.84 208.49 0.000 Watercourse 6 STST1334 207.92 210.83 208.54 0.000 Watercourse 6 STST1335 208.28 211.25 208.75 0.000 Watercourse 6 STST1336 208.59 211.49 209.13 0.000 Watercourse 6 STST1337 208.80 211.47 209.36 0.000 Watercourse 6 STST1338 208.94 211.52 209.66 0.000 Watercourse 6 STST1339 209.08 211.67 209.95 0.000 Watercourse 6 STST1340 209.22 211.77 210.22 0.000 Watercourse 6 STST1341 209.43 212.02 210.45 0.000 Watercourse 6 STST1342 209.64 212.12 210.64 0.000 Watercourse 6 STST1346 207.96 211.77 208.51 0.000 Watercourse 6 STST1347 208.56 212.12 209.03 0.000 Watercourse 6 STST1348 209.21 212.17 209.78 0.000 Watercourse 6 STST1350 210.94 212.62 211.20 0.000 Watercourse 6 STST1351 211.54 213.22 211.74 0.000 Watercourse 6 STST1352 212.20 213.82 212.34 0.000 Watercourse 6 STST1360 208.52 211.25 208.75 0.000 Watercourse 6 STST1364 225.68 229.42 227.51 0.000 Watercourse 6 STST1365 226.21 228.51 227.14 0.000 Watercourse 6 STST1369 221.32 223.11 222.99 0.000 Watercourse 6 STST1388 221.30 223.11 222.78 0.000 Watercourse 6 STST1396 229.52 231.00 229.89 0.000 Watercourse 6 STST1397 228.89 230.97 230.05 0.000 Watercourse 6 STST1398 228.32 230.42 230.03 0.000 Watercourse 6 STST1401 225.82 227.37 226.23 0.000 Watercourse 6 STST1408 229.02 230.32 229.86 0.000 Watercourse 6 STST1419 208.98 211.72 209.35 0.000 Watercourse 6 STST1428 214.42 216.00 215.26 0.000 Watercourse 6 STST1431 205.59 208.83 206.34 0.000 Watercourse 6 STST1533 213.54 214.65 214.61 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 6 STST2015 226.61 229.10 226.95 0.000 Watercourse 6 STST2016 225.25 229.00 225.91 0.000 Watercourse 6 STST2017 225.08 228.52 225.58 0.000 Watercourse 6 STST2018 227.18 230.60 227.84 0.000 Watercourse 6 STST374 225.86 228.62 226.60 0.000 Watercourse 6 STST379 221.54 224.95 224.14 0.000 Watercourse 6 STST379A 220.77 224.38 223.75 0.000 Watercourse 6 STST379B 220.87 224.95 223.81 0.000 Watercourse 6 STST380 226.73 228.75 227.29 0.000 Watercourse 6 STST383 227.42 231.10 228.23 0.000 Watercourse 6 STST384 227.96 232.00 228.95 0.000 Watercourse 6 STST397 227.37 229.70 227.87 0.000 Watercourse 6 STST403 226.78 228.80 227.31 0.000 Watercourse 6 STST418 229.24 230.75 229.61 0.000 Watercourse 6 STST420 228.93 230.50 229.15 0.000 Watercourse 6 STST441 228.40 231.72 229.13 0.000 Watercourse 6 STST454 189.79 190.98 190.15 0.000 Watercourse 6 STST455 188.75 192.40 189.15 0.000 Watercourse 6 STST456 189.39 190.81 189.80 0.000 Watercourse 6 STST469 189.16 191.84 190.03 0.000 Watercourse 6 STST470 190.47 191.53 190.82 0.000 Watercourse 6 STST584 218.29 219.77 219.06 0.000 Watercourse 6 STST585 226.63 227.88 227.67 0.000 Watercourse 6 STST586 226.51 227.90 227.42 0.000 Watercourse 6 STST588 214.20 216.40 214.32 0.000 Watercourse 6 STST590 214.42 215.90 214.74 0.000 Watercourse 6 STST591 212.58 214.84 212.82 0.000 Watercourse 6 STST593 211.53 213.82 211.99 0.000 Watercourse 6 STST594 211.84 214.22 212.24 0.000 Watercourse 6 STST595 212.00 214.19 212.43 0.000 Watercourse 6 STST596 209.92 212.42 211.00 0.000 Watercourse 6 STST597 210.34 212.82 211.28 0.000 Watercourse 6 STST598 210.83 213.17 211.49 0.000 Watercourse 6 STST610 215.27 216.80 215.68 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 6 STST611 216.31 217.75 216.79 0.000 Watercourse 6 STST612 217.79 219.60 218.02 0.000 Watercourse 6 STST613 219.14 220.65 219.30 0.000 Watercourse 6 STST614 219.56 221.15 219.75 0.000 Watercourse 6 STST615 220.00 221.60 220.12 0.000 Watercourse 6 STST826 226.57 229.80 227.21 0.000 Watercourse 6 STST828 225.52 228.60 226.19 0.000 Watercourse 6 STST839 231.15 232.85 232.73 0.000 Watercourse 6 STST841 230.62 231.75 231.67 0.000 Watercourse 6 STST844 228.47 230.42 228.53 0.000 Watercourse 6 STST871 222.82 225.50 224.07 0.000 Watercourse 6 STST872 223.22 225.50 224.35 0.000 Watercourse 6 STST873 224.28 227.40 224.93 0.000 Watercourse 6 STST878 228.54 230.30 228.63 0.000 Watercourse 6 STST880 232.33 233.90 232.53 0.000 Watercourse 6 STSTMH3-IROC 222.35 223.69 223.54 0.000 Watercourse 6 STSTMH4-IROC 221.50 223.00 221.98 0.000 Watercourse 10 STST582 184.14 184.60 185.48 0.880 Watercourse 10 STST581 184.04 185.05 185.44 0.390 Watercourse 10 STST1183 214.12 216.10 216.24 0.140 Watercourse 10 STST1543 213.00 214.90 214.91 0.010 Watercourse 10 STST1182 213.30 216.00 214.94 0.000 Watercourse 10 STST1191 216.24 217.70 216.45 0.000 Watercourse 10 STST1192 218.07 219.54 218.23 0.000 Watercourse 10 STST1193 220.30 221.84 220.39 0.000 Watercourse 10 STST1199 221.61 223.07 221.63 0.000 Watercourse 10 STST1929 213.26 215.27 214.93 0.000 Watercourse 10 STST1930 184.14 188.08 186.63 0.000 Watercourse 10 STST359 189.03 190.62 189.09 0.000 Watercourse 10 STST360 188.06 189.78 188.19 0.000 Watercourse 10 STST361 186.29 187.92 186.71 0.000 Watercourse 10 STST362 185.55 188.25 185.66 0.000 Watercourse 10 STST369 207.55 209.35 207.70 0.000 Watercourse 10 STST370 209.43 211.36 209.54 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 10 STST371 211.08 212.97 211.17 0.000 Watercourse 10 STST372 212.76 214.57 212.82 0.000 Watercourse 10 STST373 213.71 216.62 213.75 0.000 Watercourse 10 STST684 223.46 226.29 223.64 0.000 Watercourse 10 STST689 224.11 226.81 224.24 0.000 Watercourse 10 STST701 221.91 223.40 222.13 0.000 Watercourse 10 STST702 222.58 224.12 222.73 0.000 Watercourse 10 STST705 221.25 223.21 222.12 0.000 Watercourse 10 STST706 221.41 223.37 222.11 0.000 Watercourse 10 STST709 222.11 223.89 222.38 0.000 Watercourse 10 STST710 222.80 225.17 223.02 0.000 Watercourse 10 STST724 230.61 233.78 232.78 0.000 Watercourse 10 STST726 231.81 234.79 233.27 0.000 Watercourse 10 STST729 233.13 235.57 233.92 0.000 Watercourse 10 STST732 234.28 236.75 234.51 0.000 Watercourse 10 STST741 228.58 230.81 229.90 0.000 Watercourse 10 STST743 229.17 231.35 230.48 0.000 Watercourse 10 STST745 229.79 231.46 230.79 0.000 Watercourse 10 STST748 230.16 231.91 231.57 0.000 Watercourse 10 STST755 224.49 227.89 226.19 0.000 Watercourse 10 STST762 226.10 229.00 227.72 0.000 Watercourse 10 STST767 227.87 230.28 229.29 0.000 Watercourse 10 STST768 219.28 221.92 221.13 0.000 Watercourse 10 STST775 221.10 224.50 222.84 0.000 Watercourse 10 STST781 222.73 226.02 224.53 0.000 Watercourse 10 STST795 217.68 219.67 219.03 0.000 Outlet 13 STST1523 182.03 183.85 184.11 0.260 Outlet 13 STST679 217.62 219.33 219.38 0.050 Outlet 13 STST680 218.14 219.80 219.82 0.020 Outlet 13 STST1424 239.35 241.03 239.47 0.000 Outlet 13 STST1425 242.40 244.58 242.50 0.000 Outlet 13 STST1522 181.75 184.00 183.24 0.000 Outlet 13 STST2668 195.47 196.95 195.61 0.000 Outlet 13 STST345 182.25 185.00 184.63 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Outlet 13 STST364 191.56 194.67 191.73 0.000 Outlet 13 STST366 197.88 200.52 197.98 0.000 Outlet 13 STST367 202.37 204.16 202.44 0.000 Outlet 13 STST630 184.68 186.95 186.33 0.000 Outlet 13 STST631 186.70 189.10 187.58 0.000 Outlet 13 STST634 194.35 197.05 194.88 0.000 Outlet 13 STST635 197.62 202.85 198.33 0.000 Outlet 13 STST638 203.12 207.20 203.78 0.000 Outlet 13 STST639 204.76 208.20 205.65 0.000 Outlet 13 STST646 187.28 189.85 188.77 0.000 Outlet 13 STST660 190.72 191.76 191.53 0.000 Outlet 13 STST662 198.95 201.00 199.10 0.000 Outlet 13 STST664 201.68 202.98 201.83 0.000 Outlet 13 STST665 203.56 204.99 203.63 0.000 Outlet 13 STST667 189.24 192.02 190.07 0.000 Outlet 13 STST671 216.80 218.83 217.37 0.000 Outlet 13 STST672 218.40 219.42 218.68 0.000 Outlet 13 STST673 218.76 220.38 219.00 0.000 Outlet 13 STST674 219.89 221.52 219.99 0.000 Outlet 13 STST678 217.16 219.06 218.26 0.000 Outlet 13 STST681 218.93 220.58 219.95 0.000 Outlet 13 STST685 221.86 223.43 222.37 0.000 Outlet 13 STST687 224.53 227.00 224.73 0.000 Outlet 13 STST696 223.95 226.73 224.14 0.000 Outlet 13 STST712 230.32 232.26 230.92 0.000 Outlet 13 STST713 218.74 220.98 219.68 0.000 Outlet 13 STST714 219.20 221.79 219.76 0.000 Outlet 13 STST715 220.18 222.74 220.56 0.000 Outlet 13 STST716 221.07 223.71 221.43 0.000 Outlet 13 STST717 221.40 224.14 221.79 0.000 Outlet 13 STST718 222.58 224.10 222.70 0.000 Outlet 13 STST720 222.19 224.92 222.46 0.000 Outlet 13 STST722 222.97 226.04 223.20 0.000 Outlet 13 STST737 233.47 235.85 233.77 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Outlet 13 STST891 230.18 232.47 230.78 0.000 Outlet 13 STST892 231.40 234.26 231.76 0.000 Outlet 13 STST895 236.29 238.68 236.44 0.000 Outlet 13 STST896 237.96 239.74 237.96 0.000 Outlet 13 STST899 219.38 222.63 220.23 0.000 Outlet 13 STST906 191.31 193.82 191.45 0.000 Outlet 13 STST909 210.01 212.50 210.91 0.000 Outlet 13 STST910 207.94 211.40 208.75 0.000 Outlet 13 STST910A 209.16 212.36 210.80 0.000 Outlet 13 STST914 215.24 218.68 215.84 0.000 Outlet 13 STST919 218.29 221.24 219.10 0.000 Outlet 13 STST922 219.09 222.10 219.90 0.000 Outlet 13 STST931 227.11 229.64 227.59 0.000 Outlet 13 STST934 224.91 227.65 225.33 0.000 Outlet 13 STST936 221.37 224.04 222.09 0.000 Outlet 13 STST938 220.29 222.84 220.97 0.000 Outlet 13 STST953 230.02 232.35 230.49 0.000 Watercourse 14 STST1904 238.59 239.40 238.65 0.000 Watercourse 14 STST657 198.00 200.00 198.17 0.000 Watercourse 14 STST658 203.65 205.60 203.82 0.000 Watercourse 14 STST898 238.45 239.89 238.50 0.000 Watercourse 15 STST965 220.07 222.61 222.81 0.205 Watercourse 15 STST968 223.27 225.69 225.84 0.155 Watercourse 15 STST943 225.99 229.18 229.31 0.135 Watercourse 15 STST1326A 229.83 232.28 232.37 0.090 Watercourse 15 STST1427 219.74 222.55 222.64 0.090 Watercourse 15 STST944 229.06 231.69 231.73 0.045 Watercourse 15 STMMH1-GW 223.58 225.20 224.45 0.000 Watercourse 15 STMMH2-GW 223.50 225.25 224.30 0.000 Watercourse 15 STST1014 220.62 222.92 222.16 0.000 Watercourse 15 STST1017 222.75 224.70 223.35 0.000 Watercourse 15 STST1065 221.65 222.99 221.97 0.000 Watercourse 15 STST1066 221.86 223.49 222.24 0.000 Watercourse 15 STST1067 222.70 224.34 222.81 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 15 STST1426 219.30 222.45 219.75 0.000 Watercourse 15 STST947 234.77 237.43 234.90 0.000 Watercourse 15 STST949 237.81 240.00 237.95 0.000 Watercourse 15 STST957 220.66 222.50 220.70 0.000 Watercourse 15 STST959 220.11 222.94 220.33 0.000 Watercourse 15 STST962 219.43 222.44 219.78 0.000 Watercourse 15 STST984 221.63 223.57 222.82 0.000 Watercourse 15 STST985 222.08 224.09 223.03 0.000 Watercourse 15 STST988 220.43 222.92 221.99 0.000 Watercourse 19 STST1007 220.70 224.96 222.19 0.000 Watercourse 19 STST1008 221.66 224.36 221.92 0.000 Watercourse 19 STST1068 223.55 225.48 223.71 0.000 Watercourse 19 STST1069 222.36 224.98 223.46 0.000 Watercourse 19 STST1070 222.66 224.36 222.93 0.000 Watercourse 19 STST1071 223.17 224.96 224.42 0.000 Watercourse 19 STST1190 223.88 225.14 223.98 0.000 Watercourse 19 STST2586 209.86 211.29 210.16 0.000 Watercourse 19 STST976 214.46 215.23 214.51 0.000 Watercourse 19 STST977 215.66 218.65 215.94 0.000 Watercourse 19 STST979 216.85 219.19 217.01 0.000 Watercourse 19 STST981 218.64 220.79 218.75 0.000 Watercourse 19 STST983 220.18 221.98 220.25 0.000 Watercourse 21 STST1042 226.09 226.09 226.51 0.420 Watercourse 21 STST1078 222.68 224.38 224.74 0.360 Watercourse 21 STST1046 223.46 224.15 224.48 0.330 Watercourse 21 STST1049 221.44 223.53 223.76 0.230 Watercourse 21 STST1047 222.81 224.15 224.34 0.190 Watercourse 21 STST1048 222.14 223.83 224.02 0.190 Watercourse 21 STST1052 221.24 223.54 223.73 0.190 Watercourse 21 STST1064 220.85 223.31 223.50 0.190 Watercourse 21 STST1050 221.06 223.51 223.69 0.180 Watercourse 21 STST1072 223.79 225.05 225.19 0.140 Watercourse 21 STST1063 220.31 222.64 222.77 0.130 Watercourse 21 STST1054 221.96 224.14 224.23 0.090 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 21 STST1062 220.13 222.00 222.09 0.090 Watercourse 21 STST1422 221.67 223.84 223.92 0.080 Watercourse 21 STST1053 221.77 224.03 224.07 0.040 Watercourse 21 STST1033 222.29 224.43 224.45 0.020 Watercourse 21 STST1032 222.38 224.79 224.52 0.000 Watercourse 21 STST1034 222.66 224.79 224.62 0.000 Watercourse 21 STST1036 224.99 226.75 225.98 0.000 Watercourse 21 STST1037 226.41 228.07 228.00 0.000 Watercourse 21 STST1039 227.72 229.24 228.22 0.000 Watercourse 21 STST1040 228.36 229.84 228.50 0.000 Watercourse 21 STST1041 226.12 227.87 226.35 0.000 Watercourse 21 STST1043 224.70 226.90 225.52 0.000 Watercourse 21 STST1044 224.95 226.08 225.67 0.000 Watercourse 21 STST1075 222.86 224.36 223.74 0.000 Watercourse 21 STST1076 223.51 225.54 223.98 0.000 Watercourse 21 STST1077 225.02 227.05 225.10 0.000 Watercourse 21 STST1079 223.17 225.18 224.99 0.000 Watercourse 21 STST1080 223.77 225.64 225.49 0.000 Watercourse 21 STST1081 224.59 226.51 226.10 0.000 Watercourse 21 STST1082 225.30 226.69 226.33 0.000 Watercourse 26 STST1088 181.84 182.01 182.48 0.470 Watercourse 26 STST1087 181.62 182.25 182.47 0.220 Watercourse 26 STST1086 181.47 182.26 182.44 0.180 Watercourse 26 STST1089 181.74 182.31 182.48 0.170 Watercourse 26 STST1085 181.33 182.23 182.33 0.100 Watercourse 26 STST1084 181.32 182.24 181.95 0.000 Watercourse 26 STST1092 181.41 182.44 182.14 0.000 Watercourse 26 STST1708 180.50 181.94 180.58 0.000 Watercourse 26 STST1710 180.13 181.65 180.37 0.000 Watercourse 26 STST1712 179.98 181.41 180.32 0.000 Watercourse 26 STST1714 179.88 181.41 180.02 0.000 Watercourse 31 STST1102 233.58 235.17 235.47 0.300 Watercourse 31 STST1100 232.56 234.86 235.01 0.148 Watercourse 31 STST1097 224.52 226.59 226.69 0.097 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 31 STST1098 227.59 229.42 229.51 0.094 Watercourse 31 STST1099 231.56 234.57 234.65 0.076 Watercourse 31 STST1174 224.71 226.46 226.49 0.030 Watercourse 31 D2791J1 195.17 198.78 195.63 0.000 Watercourse 31 D2791J2 190.40 192.95 191.26 0.000 Watercourse 31 PL1-CD 226.58 228.49 227.60 0.000 Watercourse 31 STST1093 191.87 197.69 195.05 0.000 Watercourse 31 STST1094 205.31 209.05 207.10 0.000 Watercourse 31 STST1095 215.08 218.64 215.46 0.000 Watercourse 31 STST1096 221.49 224.33 222.74 0.000 Watercourse 31 STST1096A 218.61 221.89 219.67 0.000 Watercourse 31 STST1113 220.68 221.98 220.68 0.000 Watercourse 31 STST1114 186.41 187.99 187.04 0.000 Watercourse 31 STST1116 188.28 189.95 188.44 0.000 Watercourse 31 STST1117 228.00 230.61 228.21 0.000 Watercourse 31 STST1118 225.68 229.86 227.38 0.000 Watercourse 31 STST1119 225.83 230.08 227.47 0.000 Watercourse 31 STST1120 226.09 229.71 227.55 0.000 Watercourse 31 STST1121 226.21 229.34 227.59 0.000 Watercourse 31 STST1122 226.52 228.49 227.59 0.000 Watercourse 31 STST1125 225.45 229.70 227.25 0.000 Watercourse 31 STST1126 225.57 229.86 227.31 0.000 Watercourse 31 STST1130 231.35 233.17 231.58 0.000 Watercourse 31 STST1135 227.34 229.53 227.61 0.000 Watercourse 31 STST1136 233.28 235.90 235.27 0.000 Watercourse 31 STST1137 233.07 235.91 235.03 0.000 Watercourse 31 STST1138 232.87 235.49 234.74 0.000 Watercourse 31 STST1139 232.34 234.54 233.79 0.000 Watercourse 31 STST1140 230.19 233.17 231.65 0.000 Watercourse 31 STST1143 229.77 233.22 230.87 0.000 Watercourse 31 STST1144 229.64 232.53 230.57 0.000 Watercourse 31 STST1145 229.30 231.98 229.61 0.000 Watercourse 31 STST1152 223.85 227.30 225.82 0.000 Watercourse 31 STST1153 224.14 227.34 226.10 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 31 STST1154 228.50 230.42 228.79 0.000 Watercourse 31 STST1155 229.29 231.16 229.43 0.000 Watercourse 31 STST1156 231.47 233.31 231.59 0.000 Watercourse 31 STST1157 234.00 235.68 234.09 0.000 Watercourse 31 STST1158 233.70 235.28 233.81 0.000 Watercourse 31 STST1159 229.17 231.02 229.34 0.000 Watercourse 31 STST1160 226.83 229.30 228.30 0.000 Watercourse 31 STST1161 227.80 229.49 229.00 0.000 Watercourse 31 STST1162 228.18 229.81 229.20 0.000 Watercourse 31 STST1163 229.83 231.38 230.51 0.000 Watercourse 31 STST1164 230.95 232.53 231.09 0.000 Watercourse 31 STST1165 231.68 233.17 231.81 0.000 Watercourse 31 STST1167 221.64 226.34 222.42 0.000 Watercourse 31 STST1168 221.73 226.22 222.53 0.000 Watercourse 31 STST1173 224.32 226.10 225.99 0.000 Watercourse 31 STST1175 226.01 227.73 227.57 0.000 Watercourse 31 STST1176 226.44 228.12 227.90 0.000 Watercourse 31 STST1177 227.30 228.91 228.63 0.000 Watercourse 31 STST1184 222.88 225.76 223.90 0.000 Watercourse 31 STST1185 222.75 225.91 223.72 0.000 Watercourse 31 STST1186 222.47 226.21 223.39 0.000 Watercourse 31 STST1187 222.27 226.46 223.18 0.000 Watercourse 31 STST1188 222.15 226.51 223.05 0.000 Watercourse 31 STST1189 221.78 226.22 222.58 0.000 Watercourse 31 STST1200 221.25 224.83 221.96 0.000 Watercourse 31 STST1201 220.95 225.17 221.67 0.000 Watercourse 31 STST1208 223.95 225.69 225.26 0.000 Watercourse 31 STST1209 223.80 225.61 225.09 0.000 Watercourse 31 STST1210 223.38 225.34 224.55 0.000 Watercourse 31 STST1211 223.52 225.39 224.66 0.000 Watercourse 31 STST1212 223.19 225.46 224.32 0.000 Watercourse 31 STST1214 223.01 225.61 224.08 0.000 Watercourse 31 STST1414 220.77 225.10 221.33 0.000 Watercourse 31 STST1416 224.91 226.49 224.98 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 31 STST1417 229.48 231.11 229.53 0.000 Watercourse 31 STST1511 224.49 227.32 226.80 0.000 Watercourse 31 STST1857 220.28 223.72 220.86 0.000 Watercourse 31 STST1858 219.89 223.42 220.51 0.000 Watercourse 31 STST1861 219.38 222.73 219.90 0.000 Watercourse 31 STST1862 218.33 220.60 219.51 0.000 Watercourse 31 STST1864 218.58 220.60 219.30 0.000 Watercourse 31 STST1865 218.50 220.56 219.22 0.000 Watercourse 31 STST1867 217.79 220.12 218.59 0.000 Watercourse 31 STST1869 214.12 216.95 215.96 0.000 Watercourse 31 STST1870 215.28 220.60 216.55 0.000 Watercourse 31 STST1871 216.30 220.84 217.29 0.000 Watercourse 31 STST1873 222.73 228.58 223.85 0.000 Watercourse 31 STST1875 218.62 221.20 219.39 0.000 Watercourse 31 STST1875A 219.85 222.76 220.67 0.000 Watercourse 31 STST1876 221.28 224.22 221.98 0.000 Watercourse 31 STST1878 227.34 229.15 227.38 0.000 Watercourse 31 STST1879 226.85 229.30 227.07 0.000 Watercourse 31 STST1882 222.98 228.25 224.45 0.000 Watercourse 31 STST1884 223.23 227.70 224.90 0.000 Watercourse 31 STST1887 223.48 227.00 225.31 0.000 Watercourse 31 STST1903 230.43 232.68 230.56 0.000 Watercourse 34 STSTTE008 209.15 209.44 209.23 0.000 Watercourse 34 STSTTE009 205.01 206.11 205.11 0.000 Watercourse 34 STSTTE010 200.06 201.27 200.20 0.000 Watercourse 40 CBMH14-CS 188.10 189.78 188.14 0.000 Watercourse 40 CBMH15-CS 186.55 188.34 186.62 0.000 Watercourse 40 CBMH16-CS 184.81 186.75 185.17 0.000 Watercourse 40 CBMH1-CS 188.10 189.61 188.24 0.000 Watercourse 40 CBMH2-CS 187.77 189.31 188.02 0.000 Watercourse 40 CBMH3-CS 187.47 189.09 187.72 0.000 Watercourse 40 CBMH4-CS 186.87 188.71 187.13 0.000 Watercourse 40 CBMH5-CS 186.54 188.41 186.84 0.000 Watercourse 40 CBMH7-CS 186.17 188.11 186.50 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 40 DCBMH17-CS 184.31 186.30 184.61 0.000 Watercourse 40 DCBMH8-CS 185.89 187.86 186.28 0.000 Watercourse 40 STMMH6-CS 186.34 188.25 186.65 0.000 Watercourse 40 STMMH9-CS 185.77 188.06 186.02 0.000 Outlet 45 STST2585 201.54 207.85 202.71 0.000 Outlet 45 STST355 204.80 208.70 205.32 0.000 Outlet 45 STST656 204.45 207.92 205.14 0.000 Watercourse 56 STST2152 199.83 201.27 201.78 0.510 Watercourse 56 STST2154 199.87 201.33 201.78 0.450 Watercourse 56 STST21756 184.87 188.00 188.33 0.330 Watercourse 56 STST86 208.34 210.30 210.61 0.308 Watercourse 56 STST51 208.52 210.36 210.61 0.251 Watercourse 56 STST2155 199.96 201.54 201.78 0.240 Watercourse 56 STST2158 200.08 201.61 201.79 0.180 Watercourse 56 STST2163 200.44 202.00 202.14 0.140 Watercourse 56 STST85 212.33 214.01 214.13 0.120 Watercourse 56 STST2150 199.49 201.66 201.77 0.110 Watercourse 56 STST2168 202.50 205.18 205.26 0.080 Watercourse 56 STST2119 202.18 204.69 204.76 0.070 Watercourse 56 STST2171 205.32 207.32 207.39 0.070 Watercourse 56 STST2117 203.58 206.03 206.09 0.060 Watercourse 56 STST2170 203.92 206.60 206.66 0.060 Watercourse 56 STST84 212.82 214.50 214.56 0.060 Watercourse 56 STST2116 206.23 208.63 208.67 0.040 Watercourse 56 STST31 209.08 211.65 211.69 0.040 Watercourse 56 J101 211.35 213.51 211.49 0.000 Watercourse 56 J104 209.19 211.36 209.36 0.000 Watercourse 56 J106 207.87 210.03 208.05 0.000 Watercourse 56 J108 206.46 208.62 206.66 0.000 Watercourse 56 J109 205.05 207.26 205.54 0.000 Watercourse 56 J110 204.86 206.75 205.50 0.000 Watercourse 56 J111 204.57 206.59 205.39 0.000 Watercourse 56 J113 210.65 212.38 210.75 0.000 Watercourse 56 J117 208.40 210.21 208.66 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 56 J119 207.56 209.42 208.31 0.000 Watercourse 56 J121 206.80 208.78 207.82 0.000 Watercourse 56 J122 206.25 208.36 207.23 0.000 Watercourse 56 J123 205.86 208.00 206.72 0.000 Watercourse 56 J127 205.49 207.68 206.26 0.000 Watercourse 56 J128 205.34 207.56 206.09 0.000 Watercourse 56 J129 205.17 207.39 205.91 0.000 Watercourse 56 J91 215.40 217.57 215.40 0.000 Watercourse 56 J94 214.21 216.38 214.26 0.000 Watercourse 56 J96 212.77 214.93 212.84 0.000 Watercourse 56 STST11 205.71 208.15 207.10 0.000 Watercourse 56 STST12 204.61 206.69 205.01 0.000 Watercourse 56 STST13 201.92 204.98 202.33 0.000 Watercourse 56 STST14 197.97 201.06 198.58 0.000 Watercourse 56 STST15 194.49 197.06 196.01 0.000 Watercourse 56 STST16 195.48 197.06 196.20 0.000 Watercourse 56 STST17 209.20 210.84 209.39 0.000 Watercourse 56 STST18 205.58 208.75 206.08 0.000 Watercourse 56 STST19 200.32 204.00 200.32 0.000 Watercourse 56 STST20 206.06 209.49 208.05 0.000 Watercourse 56 STST2094 204.40 206.66 204.68 0.000 Watercourse 56 STST2096 204.85 206.61 205.42 0.000 Watercourse 56 STST2097 205.24 208.24 205.62 0.000 Watercourse 56 STST21 206.34 210.48 208.75 0.000 Watercourse 56 STST2100 206.98 209.52 207.69 0.000 Watercourse 56 STST2101 208.47 211.36 209.03 0.000 Watercourse 56 STST2102 209.21 211.79 209.46 0.000 Watercourse 56 STST2104 210.41 213.05 210.58 0.000 Watercourse 56 STST2106 210.94 213.42 211.09 0.000 Watercourse 56 STST2107 212.47 214.94 212.54 0.000 Watercourse 56 STST2109 212.59 215.24 212.70 0.000 Watercourse 56 STST2110 212.20 214.84 212.32 0.000 Watercourse 56 STST2111 211.37 213.82 211.55 0.000 Watercourse 56 STST2113 208.72 211.22 210.22 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 56 STST2121 200.36 203.18 202.91 0.000 Watercourse 56 STST2124 199.67 202.84 202.20 0.000 Watercourse 56 STST2126 199.71 203.50 202.07 0.000 Watercourse 56 STST2129 200.44 204.29 202.37 0.000 Watercourse 56 STST2131 201.05 204.85 202.58 0.000 Watercourse 56 STST2133 201.33 205.19 202.69 0.000 Watercourse 56 STST2134 203.93 206.90 204.04 0.000 Watercourse 56 STST2138 201.69 205.50 202.78 0.000 Watercourse 56 STST2140 202.23 205.73 202.86 0.000 Watercourse 56 STST2144 202.89 206.06 203.21 0.000 Watercourse 56 STST2146 203.60 206.35 203.91 0.000 Watercourse 56 STST2148 199.28 203.07 201.68 0.000 Watercourse 56 STST2165 200.69 203.42 203.13 0.000 Watercourse 56 STST2175 198.09 202.12 199.77 0.000 Watercourse 56 STST21751 198.20 199.96 198.66 0.000 Watercourse 56 STST21752 194.91 198.32 195.50 0.000 Watercourse 56 STST21753 192.27 195.50 192.90 0.000 Watercourse 56 STST21754 191.19 193.09 191.72 0.000 Watercourse 56 STST21755 189.84 191.80 190.37 0.000 Watercourse 56 STST2176 204.84 206.32 204.84 0.000 Watercourse 56 STST22 206.59 210.69 209.41 0.000 Watercourse 56 STST23 206.55 210.66 209.30 0.000 Watercourse 56 STST24 212.07 213.79 212.18 0.000 Watercourse 56 STST25 209.08 211.62 210.45 0.000 Watercourse 56 STST26 207.43 211.42 210.52 0.000 Watercourse 56 STST27 207.61 210.54 209.91 0.000 Watercourse 56 STST28 206.86 210.99 209.87 0.000 Watercourse 56 STST29 207.11 211.41 210.31 0.000 Watercourse 56 STST3 211.60 213.24 211.75 0.000 Watercourse 56 STST30 207.17 211.43 210.50 0.000 Watercourse 56 STST32 207.65 211.17 210.54 0.000 Watercourse 56 STST33 207.85 210.65 210.58 0.000 Watercourse 56 STST34 210.07 212.95 210.72 0.000 Watercourse 56 STST35 213.43 215.63 214.55 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Watercourse 56 STST36 212.48 214.75 214.00 0.000 Watercourse 56 STST4 214.00 215.64 214.09 0.000 Watercourse 56 STST48 211.90 213.98 213.86 0.000 Watercourse 56 STST49 211.67 213.80 213.51 0.000 Watercourse 56 STST5 216.34 217.93 216.34 0.000 Watercourse 56 STST50 210.47 213.03 212.97 0.000 Watercourse 56 STST52 208.55 211.00 210.63 0.000 Watercourse 56 STST53 208.60 211.00 210.63 0.000 Watercourse 56 STST54 209.06 212.22 210.68 0.000 Watercourse 56 STST55 212.44 214.03 213.13 0.000 Watercourse 56 STST56 211.14 213.89 211.62 0.000 Watercourse 56 STST5? 213.90 215.65 213.98 0.000 Watercourse 56 STST58 213.14 214.73 213.44 0.000 Watercourse 56 STST59 212.90 214.51 213.30 0.000 Watercourse 56 STST61 207.72 210.87 210.56 0.000 Watercourse 56 STST62 212.29 214.04 212.42 0.000 Watercourse 56 STST63 212.75 214.50 212.83 0.000 Watercourse 56 STST64 216.18 217.91 216.33 0.000 Watercourse 56 STST65 214.67 216.24 215.62 0.000 Watercourse 56 STST66 214.10 215.70 215.21 0.000 Watercourse 56 STST67 215.82 217.55 215.94 0.000 Watercourse 56 STST68 214.87 216.63 215.24 0.000 Watercourse 56 STST69 210.49 213.69 211.37 0.000 Watercourse 56 STST70 210.68 213.86 211.47 0.000 Watercourse 56 STST71 209.84 213.41 211.12 0.000 Watercourse 56 STST83 213.48 215.26 215.06 0.000 Watercourse 56 STST87 209.15 210.82 210.61 0.000 Watercourse 56 STST88 213.91 215.60 214.96 0.000 Arthur St. W Outlet STST541 189.90 191.11 191.70 0.590 Arthur St. W Outlet STST510 196.09 196.84 196.95 0.110 Arthur St. W Outlet STST508 196.08 196.92 197.02 0.105 Arthur St. W Outlet STST545 187.47 189.22 189.31 0.086 Arthur St. W Outlet STST506 196.20 197.06 197.14 0.080 Arthur St. W Outlet STST542 188.81 190.42 190.48 0.061 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Arthur St. W Outlet STST507 197.28 196.31 197.23 0.050 Arthur St. W Outlet STST505 196.46 197.43 197.47 0.040 Arthur St. W Outlet STST1579 187.96 189.33 188.50 0.000 Arthur St. W Outlet STST509 196.02 197.15 196.95 0.000 Arthur St. W Outlet STST528 195.89 197.48 196.81 0.000 Arthur St. W Outlet STST529 195.59 197.82 196.49 0.000 Arthur St. W Outlet STST530 195.19 197.94 196.05 0.000 Arthur St. W Outlet STST531 194.39 197.05 194.64 0.000 Arthur St. W Outlet STST532 191.57 193.37 192.65 0.000 Arthur St. W Outlet STST533 189.60 192.05 192.05 0.000 Arthur St. W Outlet STST543 188.03 190.06 188.87 0.000 Arthur St. W Outlet STST544 187.83 189.89 188.86 0.000 Arthur St. W Outlet STST546 187.07 189.22 188.66 0.000 Arthur St. W Outlet STST547 186.69 189.38 187.76 0.000 Arthur St. W Outlet STST548 188.22 189.67 188.57 0.000 Arthur St. W Outlet STST549 187.85 189.30 188.45 0.000 Arthur St. W Outlet STST550 187.18 188.36 187.88 0.000 Arthur St. W Outlet STST551 186.86 188.49 187.53 0.000 Arthur St. W Outlet STST552 186.76 188.41 187.33 0.000 Arthur St. W Outlet STST553 185.66 188.53 186.18 0.000 Arthur St. W Outlet STST554 183.92 188.58 184.13 0.000 Arthur St. W Outlet STST555 188.80 190.36 188.90 0.000 Arthur St. W Outlet STST556 186.04 190.14 186.94 0.000 Arthur St. W Outlet STST557 185.94 189.70 185.96 0.000 Arthur St. W Outlet STST558 188.50 189.73 188.56 0.000 Cameron St. Outlet STST1515 182.40 184.40 183.38 0.000 Cameron St. Outlet STST1516 181.71 184.20 182.12 0.000 Cameron St. Outlet STST1517 179.00 180.80 180.10 0.000 Cameron St. Outlet STST1518 178.45 180.40 179.00 0.000 Cameron St. Outlet STST1519 177.61 179.50 178.32 0.000 Cameron St. Outlet STST1519A 177.70 179.58 178.34 0.000 Cameron St. Outlet STST1715 184.77 187.15 185.21 0.000 Cameron St. Outlet STST1716 184.32 186.75 184.84 0.000 Cameron St. Outlet STST1717 183.70 185.80 184.23 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Cameron St. Outlet STST191 201.39 202.92 201.49 0.000 Cameron St. Outlet STST192 199.40 200.82 199.65 0.000 Cameron St. Outlet STST193 199.75 201.42 200.02 0.000 Cameron St. Outlet STST194 200.91 202.42 201.08 0.000 Cameron St. Outlet STST195 200.39 201.97 200.60 0.000 Cameron St. Outlet STST196 198.05 199.62 198.33 0.000 Cameron St. Outlet STST197 198.74 200.22 199.02 0.000 Cameron St. Outlet STST199 194.25 196.52 194.49 0.000 Cameron St. Outlet STST200 195.64 197.22 196.24 0.000 Cameron St. Outlet STST201 196.45 198.02 196.76 0.000 Cameron St. Outlet STST202 197.05 198.72 197.37 0.000 Cameron St. Outlet STST220 192.00 197.30 192.20 0.000 Cameron St. Outlet STST221 189.50 191.50 189.76 0.000 Cameron St. Outlet STST222 188.50 190.20 188.77 0.000 Cameron St. Outlet STST2260 183.73 185.65 183.86 0.000 Cameron St. Outlet STST2261 182.63 184.35 182.88 0.000 Cameron St. Outlet STST2262 182.88 184.90 183.75 0.000 Cameron St. Outlet STST2275 187.31 189.05 187.48 0.000 Cameron St. Outlet STST2277 187.04 189.30 187.32 0.000 Cameron St. Outlet STST2279 186.75 189.20 187.09 0.000 Cameron St. Outlet STST2281 186.55 188.90 186.88 0.000 Cameron St. Outlet STST2283 186.26 188.60 186.59 0.000 Cameron St. Outlet STST2285 185.88 188.30 186.21 0.000 Cameron St. Outlet STST2286 185.23 187.70 185.59 0.000 Cameron St. Outlet STST2294 184.00 185.75 184.32 0.000 Cameron St. Outlet STST2295 185.14 186.65 185.26 0.000 Elgin St. Outlet STST252 184.80 186.22 186.59 0.370 Elgin St. Outlet STST254 184.50 186.32 186.59 0.270 Elgin St. Outlet STST266 186.00 187.32 187.52 0.200 Elgin St. Outlet STST1810 184.37 186.44 186.59 0.150 Elgin St. Outlet STST265 186.50 187.72 187.83 0.110 Elgin St. Outlet STST267 185.90 187.31 187.42 0.110 Elgin St. Outlet STST250 185.10 186.62 186.71 0.090 Elgin St. Outlet STST264 186.70 187.82 187.87 0.050 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Elgin St. Outlet STST1217 183.08 186.68 185.18 0.000 Elgin St. Outlet STST1218 182.33 185.83 183.51 0.000 Elgin St. Outlet STST1219 179.20 181.13 180.35 0.000 Elgin St. Outlet STST1500 178.46 180.34 179.86 0.000 Elgin St. Outlet STST1546 184.29 186.54 186.49 0.000 Elgin St. Outlet STST239 186.10 187.82 187.45 0.000 Elgin St. Outlet STST241 185.50 187.42 187.25 0.000 Elgin St. Outlet STST249 186.50 188.02 187.49 0.000 Elgin St. Outlet STST256 184.10 186.72 186.51 0.000 Elgin St. Outlet STST258 184.00 186.92 186.53 0.000 Elgin St. Outlet STST260 183.80 187.12 186.52 0.000 Elgin St. Outlet STST262 183.60 187.22 186.39 0.000 Elgin St. Outlet STST263 187.10 188.22 188.02 0.000 Little Beaver River (54) STST1706B 198.47 200.00 200.17 0.170 Little Beaver River (54) STST1300 196.71 198.12 198.27 0.150 Little Beaver River (54) STST1308 198.00 199.20 199.35 0.150 Little Beaver River (54) STST39 209.39 211.00 211.12 0.120 Little Beaver River (54) STST1296 197.21 198.36 198.48 0.120 Little Beaver River (54) STST38 209.20 211.00 211.09 0.090 Little Beaver River (54) STST1298 195.84 197.45 197.53 0.080 Little Beaver River (54) STST1302 197.65 199.22 199.30 0.080 Little Beaver River (54) STST1311 198.20 199.45 199.53 0.080 Little Beaver River (54) STST74 208.92 210.74 210.82 0.077 Little Beaver River (54) STST1312 198.35 199.49 199.56 0.070 Little Beaver River (54) STST1294 197.36 198.43 198.48 0.050 Little Beaver River (54) STST1304 198.60 199.83 199.88 0.050 Little Beaver River (54) STST513 196.03 196.95 196.99 0.041 Little Beaver River (54) STST1297 196.85 198.43 198.46 0.035 Little Beaver River (54) STST1310 198.50 199.90 199.93 0.030 Little Beaver River (54) STST1314 198.45 199.60 199.62 0.020 Little Beaver River (54) J4 187.52 189.94 187.68 0.000 Little Beaver River (54) J5 187.44 189.91 187.66 0.000 Little Beaver River (54) STST1282 196.41 198.55 197.95 0.000 Little Beaver River (54) STST1292 197.51 198.58 198.52 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Little Beaver River (54) STST1299 196.12 197.88 197.73 0.000 Little Beaver River (54) STST1303 199.99 201.84 200.37 0.000 Little Beaver River (54) STST1305 199.64 201.84 200.32 0.000 Little Beaver River (54) STST1315 198.21 199.60 198.47 0.000 Little Beaver River (54) STST1316 197.81 199.24 198.23 0.000 Little Beaver River (54) STST1438 194.18 195.37 194.50 0.000 Little Beaver River (54) STST1439 193.99 196.00 194.45 0.000 Little Beaver River (54) STST1440 194.24 196.23 194.95 0.000 Little Beaver River (54) STST1441 194.63 196.47 195.05 0.000 Little Beaver River (54) STST1442 194.88 196.67 195.06 0.000 Little Beaver River (54) STST1443 195.25 196.95 195.32 0.000 Little Beaver River (54) STST1444 192.42 194.73 193.14 0.000 Little Beaver River (54) STST1445 193.29 195.93 193.68 0.000 Little Beaver River (54) STST1446 193.61 196.01 194.01 0.000 Little Beaver River (54) STST1447 193.92 196.02 194.31 0.000 Little Beaver River (54) STST1449 197.17 198.82 197.32 0.000 Little Beaver River (54) STST1457 197.30 199.36 197.69 0.000 Little Beaver River (54) STST1458 197.49 199.40 198.13 0.000 Little Beaver River (54) STST1459 196.59 198.95 197.17 0.000 Little Beaver River (54) STST1628 187.49 189.53 188.39 0.000 Little Beaver River (54) STST1630 187.63 189.71 188.51 0.000 Little Beaver River (54) STST1631 188.32 189.77 188.62 0.000 Little Beaver River (54) STST1633 188.37 189.76 188.46 0.000 Little Beaver River (54) STST1634 187.31 189.69 188.17 0.000 Little Beaver River (54) STST1635 186.86 189.47 187.66 0.000 Little Beaver River (54) STST1638 187.90 189.70 188.29 0.000 Little Beaver River (54) STST1639 188.23 190.37 188.55 0.000 Little Beaver River (54) STST1640 188.56 190.94 188.85 0.000 Little Beaver River (54) STST1641 188.83 190.70 189.14 0.000 Little Beaver River (54) STST1657 195.12 196.96 195.12 0.000 Little Beaver River (54) STST1680 197.46 199.19 197.62 0.000 Little Beaver River (54) STST1682 197.01 198.42 197.54 0.000 Little Beaver River (54) STST1683 195.68 197.60 197.36 0.000 Little Beaver River (54) STST1685 194.87 198.12 195.73 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Little Beaver River (54) STST1686 194.58 198.12 195.56 0.000 Little Beaver River (54) STST1687 194.56 197.66 195.29 0.000 Little Beaver River (54) STST1688 194.97 197.93 195.74 0.000 Little Beaver River (54) STST1689 195.29 197.97 197.09 0.000 Little Beaver River (54) STST1690 194.05 197.36 194.87 0.000 Little Beaver River (54) STST1693 193.53 197.21 194.38 0.000 Little Beaver River (54) STST1694 193.02 197.05 193.94 0.000 Little Beaver River (54) STST1696 192.24 195.07 193.38 0.000 Little Beaver River (54) STST1697 195.38 198.03 196.07 0.000 Little Beaver River (54) STST1699 196.01 198.30 196.72 0.000 Little Beaver River (54) STST1700 196.31 198.60 197.00 0.000 Little Beaver River (54) STST1702 196.93 199.06 197.33 0.000 Little Beaver River (54) STST1703 196.59 198.92 197.21 0.000 Little Beaver River (54) STST1706 201.75 204.00 202.36 0.000 Little Beaver River (54) STST1706A 200.64 203.00 201.60 0.000 Little Beaver River (54) STST1706C 197.77 200.50 200.07 0.000 Little Beaver River (54) STST188 200.58 201.90 201.04 0.000 Little Beaver River (54) STST189 200.30 201.70 200.98 0.000 Little Beaver River (54) STST190 201.13 202.57 201.28 0.000 Little Beaver River (54) STST198 194.50 195.72 194.58 0.000 Little Beaver River (54) STST205 200.27 201.70 200.84 0.000 Little Beaver River (54) STST2065 201.85 203.50 201.90 0.000 Little Beaver River (54) STST2066 201.68 203.67 201.81 0.000 Little Beaver River (54) STST2067 202.05 203.75 202.12 0.000 Little Beaver River (54) STST2069 201.38 203.33 201.52 0.000 Little Beaver River (54) STST2071 200.93 202.44 201.17 0.000 Little Beaver River (54) STST2073 201.21 202.53 201.32 0.000 Little Beaver River (54) STST2074 200.75 202.30 201.09 0.000 Little Beaver River (54) STST2075 200.69 202.24 201.05 0.000 Little Beaver River (54) STST2077 200.55 202.08 200.94 0.000 Little Beaver River (54) STST2079 200.77 202.48 201.07 0.000 Little Beaver River (54) STST2080 200.88 201.78 201.08 0.000 Little Beaver River (54) STST2081 201.00 201.90 201.11 0.000 Little Beaver River (54) STST2083 200.86 202.73 201.10 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Little Beaver River (54) STST2084 201.02 202.94 201.21 0.000 Little Beaver River (54) STST2085 201.08 202.94 201.25 0.000 Little Beaver River (54) STST2086 201.24 202.68 201.26 0.000 Little Beaver River (54) STST2089 202.00 203.85 202.10 0.000 Little Beaver River (54) STST2091 202.56 204.51 202.59 0.000 Little Beaver River (54) STST2373 196.03 197.83 196.15 0.000 Little Beaver River (54) STST2373A 194.21 197.57 195.22 0.000 Little Beaver River (54) STST37 210.42 211.99 211.25 0.000 Little Beaver River (54) STST40 211.63 213.29 211.75 0.000 Little Beaver River (54) STST41 211.00 212.58 211.16 0.000 Little Beaver River (54) STST42 210.03 211.60 210.24 0.000 Little Beaver River (54) STST43 209.40 211.02 209.64 0.000 Little Beaver River (54) STST44 208.19 210.03 208.41 0.000 Little Beaver River (54) STST45 206.35 209.31 207.60 0.000 Little Beaver River (54) STST46 204.46 206.38 204.88 0.000 Little Beaver River (54) STST47 203.12 204.92 204.01 0.000 Little Beaver River (54) STST512 196.43 197.22 197.00 0.000 Little Beaver River (54) STST514 194.04 196.46 194.38 0.000 Little Beaver River (54) STST514A 194.75 196.46 194.84 0.000 Little Beaver River (54) STST515 191.22 192.51 191.90 0.000 Little Beaver River (54) STST516 191.14 192.61 191.59 0.000 Little Beaver River (54) STST517 190.72 192.19 191.06 0.000 Little Beaver River (54) STST518 189.59 191.08 190.16 0.000 Little Beaver River (54) STST519 195.70 196.58 196.09 0.000 Little Beaver River (54) STST520 194.33 195.87 195.11 0.000 Little Beaver River (54) STST522 193.28 194.44 193.32 0.000 Little Beaver River (54) STST523 190.67 191.67 191.22 0.000 Little Beaver River (54) STST524 190.35 191.39 190.45 0.000 Little Beaver River (54) STST525 188.78 190.10 189.95 0.000 Little Beaver River (54) STST526 188.59 189.80 189.47 0.000 Little Beaver River (54) STST527 188.69 190.04 189.91 0.000 Little Beaver River (54) STST580 177.59 178.53 178.23 0.000 Little Beaver River (54) STST72 211.15 212.97 211.37 0.000 Little Beaver River (54) STST73 210.85 212.78 211.36 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Little Beaver River (54) STST75 208.71 210.38 210.34 0.000 Little Beaver River (54) STST76 207.75 209.97 208.44 0.000 Little Beaver River (54) STST77 205.59 208.75 206.31 0.000 Little Beaver River (54) STST78 205.38 208.16 206.08 0.000 Little Beaver River (54) STST79 205.30 207.74 205.73 0.000 Little Beaver River (54) STST80 204.65 206.60 205.35 0.000 Little Beaver River (54) STST81 203.67 205.62 204.54 0.000 Little Beaver River (54) STST82 202.44 204.96 202.81 0.000 Little Beaver River (54) STST89 206.62 209.30 207.61 0.000 Little Beaver River (54) STST90 203.04 204.50 203.06 0.000 Little Beaver River (54) STST91 207.41 208.80 208.08 0.000 Little Beaver River (54) STST92 206.96 208.90 207.90 0.000 Lousia St. E Outlet STST1475 201.28 202.57 202.90 0.330 Lousia St. E Outlet STST1478 201.62 202.64 202.94 0.300 Lousia St. E Outlet STST540 189.68 191.36 191.61 0.255 Lousia St. E Outlet STST1756 201.26 202.69 202.94 0.250 Lousia St. E Outlet STST230 201.19 202.74 202.90 0.165 Lousia St. E Outlet STST275 199.75 201.45 201.56 0.115 Lousia St. E Outlet STST229 201.03 202.80 202.90 0.105 Lousia St. E Outlet STST278 198.26 200.59 200.68 0.095 Lousia St. E Outlet STST1801 201.96 203.70 203.78 0.080 Lousia St. E Outlet STST1795 203.35 204.90 204.97 0.070 Lousia St. E Outlet STST1256 188.04 190.88 190.35 0.000 Lousia St. E Outlet STST1258 189.09 191.88 191.69 0.000 Lousia St. E Outlet STST1259 188.72 191.19 191.15 0.000 Lousia St. E Outlet STST1263 187.78 190.91 189.05 0.000 Lousia St. E Outlet STST1285 197.79 199.16 198.86 0.000 Lousia St. E Outlet STST1286 197.72 199.16 198.61 0.000 Lousia St. E Outlet STST1789 203.77 205.68 205.58 0.000 Lousia St. E Outlet STST1790 204.51 205.80 205.59 0.000 Lousia St. E Outlet STST237 197.35 199.14 198.61 0.000 Lousia St. E Outlet STST279 197.01 199.29 198.59 0.000 Lousia St. E Outlet STST487 192.40 195.98 193.44 0.000 Lousia St. E Outlet STST492 196.90 199.54 197.85 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Lousia St. E Outlet STST493 195.92 198.20 197.05 0.000 Lousia St. E Outlet STST501 195.40 197.75 196.26 0.000 Lousia St. E Outlet STST502 195.98 197.65 196.27 0.000 Lousia St. E Outlet STST503 196.08 197.49 196.27 0.000 Lousia St. E Outlet STST504 196.60 197.37 196.62 0.000 Lousia St. E Outlet STST535 194.65 197.24 195.41 0.000 Lousia St. E Outlet STST536 194.25 197.11 195.06 0.000 Lousia St. E Outlet STST537 190.06 193.08 192.26 0.000 Lousia St. E Outlet STST538 190.60 193.16 192.64 0.000 Lousia St. E Outlet STST539 189.10 192.59 191.89 0.000 Mary St. Outlet STST1474 192.13 193.79 194.05 0.259 Mary St. Outlet STST1473 192.39 193.84 194.05 0.208 Mary St. Outlet STSTTE012 192.66 193.58 193.69 0.110 Mary St. Outlet STSTTE018 208.00 208.70 208.72 0.025 Mary St. Outlet STSTTE011 192.35 193.75 193.75 0.002 Mary St. Outlet STST1467 192.23 193.96 192.64 0.000 Mary St. Outlet STST1468 190.70 191.38 191.16 0.000 Mary St. Outlet STST1471 192.38 193.99 193.92 0.000 Mary St. Outlet STSTTE013 192.66 193.30 192.74 0.000 Mary St. Outlet STSTTE015 192.69 194.34 193.49 0.000 Mary St. Outlet STSTTE016 193.19 194.74 193.94 0.000 Mary St. Outlet STSTTE017 194.59 196.53 194.90 0.000 Mary St. Outlet STSTTE019 197.40 200.22 197.66 0.000 Mary St. Outlet STSTTE020 204.31 206.13 204.55 0.000 Mary St. Outlet STSTTE021 205.08 206.93 205.52 0.000 Mary St. Outlet STSTTE022 197.59 199.89 198.22 0.000 Mary St. Outlet STSTTE023 206.57 207.27 206.94 0.000 Mary St. Outlet STSTTE024 200.17 202.14 200.37 0.000 Mary St. Outlet STSTTE027 205.52 206.96 206.50 0.000 Mary St. Outlet STSTTE028 192.37 193.44 192.60 0.000 Mary St. Outlet STSTTE029 190.84 193.62 191.26 0.000 Misc. Camperdown STST1512 177.32 178.43 177.53 0.000 Misc. Camperdown STST1823 177.84 179.88 178.38 0.000 Misc. Camperdown STST1824 177.97 179.84 178.46 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Misc. Camperdown STST1847 178.59 180.37 178.79 0.000 Misc. Camperdown STST1848 177.36 179.37 178.16 0.000 Misc. Camperdown STST1851 177.27 179.21 178.07 0.000 Misc. Camperdown STST1852 177.15 179.11 177.97 0.000 Misc. Camperdown STST1853 177.43 179.08 178.04 0.000 Misc. Camperdown STST1854 177.75 179.47 178.09 0.000 Misc. Camperdown STST2356 178.37 180.25 178.67 0.000 Misc. Camperdown STST2357 178.63 180.49 178.88 0.000 Misc. Camperdown STST2358 177.89 180.06 178.15 0.000 Misc. Camperdown STST2363 177.66 179.68 178.04 0.000 Misc. Camperdown STST2364 177.55 179.43 177.88 0.000 Misc. Camperdown STST2365 177.45 179.37 177.76 0.000 Misc. Camperdown STST2367 177.29 178.88 177.69 0.000 Misc. Camperdown STST2368 177.12 178.75 177.61 0.000 Misc. Clarksburg STST1480 198.13 199.10 198.76 0.000 Misc. Clarksburg STST1481 198.02 199.08 198.75 0.000 Misc. Clarksburg STST1505 198.95 199.91 199.19 0.000 Misc. Clarksburg STST1506 196.30 197.64 196.45 0.000 Misc. Clarksburg STST1507 198.02 198.68 198.25 0.000 Misc. Clarksburg STST1508 200.65 202.35 200.94 0.000 Misc. Clarksburg STST1766 204.20 205.81 205.21 0.000 Misc. Clarksburg STST1767 203.33 205.15 205.06 0.000 Misc. Clarksburg STST1768 199.86 201.48 201.31 0.000 Misc. Clarksburg STST1769 199.61 201.51 200.96 0.000 Misc. Clarksburg STSTTE001 198.69 200.21 198.80 0.000 Misc. Clarksburg STSTTE002 197.85 199.70 198.19 0.000 Misc. Clarksburg STSTTE003 196.46 198.41 197.73 0.000 Misc. Clarksburg STSTTE004 196.22 197.73 196.35 0.000 Misc. Clarksburg STSTTE014 193.35 194.77 193.40 0.000 Misc. Lora Bay STST2254A 180.12 180.12 180.44 0.320 Misc. Lora Bay STST1488 180.95 181.70 181.76 0.060 Misc. Lora Bay STST1482 178.55 181.41 179.67 0.000 Misc. Lora Bay STST1484 179.33 181.30 180.40 0.000 Misc. Lora Bay STST1486 179.83 181.07 181.06 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Misc. Lora Bay STST1487 180.19 181.50 181.32 0.000 Misc. Lora Bay STST1488A 181.07 181.97 181.77 0.000 Misc. Lora Bay STST1489 180.55 182.31 181.57 0.000 Misc. Lora Bay STST1490 178.51 180.48 178.98 0.000 Misc. Lora Bay STST1520 179.52 180.25 179.59 0.000 Misc. Lora Bay STST1521 179.11 180.14 179.25 0.000 Misc. Lora Bay STST2254 180.24 181.15 180.83 0.000 Misc. Lora Bay STST2255 181.58 183.25 181.73 0.000 Misc. Lora Bay STST2256 183.62 185.60 183.69 0.000 Misc. Thornbury STST574 180.70 181.64 181.85 0.210 Misc. Thornbury STST570 181.93 182.74 182.83 0.090 Misc. Thornbury STST1266 196.43 197.86 197.95 0.090 Misc. Thornbury STST273 185.00 185.62 185.70 0.080 Misc. Thornbury STST1221 178.54 179.37 179.44 0.071 Misc. Thornbury STST1550 185.86 187.30 187.36 0.060 Misc. Thornbury STST1222 178.40 179.08 179.13 0.054 Misc. Thornbury STST1220 178.81 180.01 180.05 0.042 Misc. Thornbury STST1290 199.41 200.90 200.93 0.030 Misc. Thornbury STST1503 196.80 198.03 198.06 0.030 Misc. Thornbury STST566 186.71 187.85 187.88 0.030 Misc. Thornbury STST1552 186.90 188.22 188.24 0.020 Misc. Thornbury STST268 186.40 187.92 187.94 0.020 Misc. Thornbury STST1463 202.16 202.96 202.97 0.010 Misc. Thornbury STST571 178.15 179.88 179.89 0.010 Misc. Thornbury STST1223 178.91 179.91 179.43 0.000 Misc. Thornbury STST1227 187.10 188.42 188.34 0.000 Misc. Thornbury STST1231 195.29 196.18 195.67 0.000 Misc. Thornbury STST1232 194.97 196.44 195.67 0.000 Misc. Thornbury STST1234 192.31 197.90 192.54 0.000 Misc. Thornbury STST1236 194.53 197.81 195.56 0.000 Misc. Thornbury STST1238 178.80 180.14 179.29 0.000 Misc. Thornbury STST1239 178.74 180.31 179.23 0.000 Misc. Thornbury STST1242 176.97 178.57 177.83 0.000 Misc. Thornbury STST1245 178.57 180.27 178.98 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Misc. Thornbury STST1246 178.85 180.16 179.48 0.000 Misc. Thornbury STST1247 179.18 180.57 179.82 0.000 Misc. Thornbury STST1248 179.44 181.64 179.85 0.000 Misc. Thornbury STST1249 183.82 184.66 183.88 0.000 Misc. Thornbury STST1250 182.91 184.53 182.99 0.000 Misc. Thornbury STST1252 184.20 185.80 184.27 0.000 Misc. Thornbury STST1267 196.94 198.45 198.35 0.000 Misc. Thornbury STST1268 197.59 199.65 198.85 0.000 Misc. Thornbury STST1269 197.98 199.75 199.27 0.000 Misc. Thornbury STST1271 198.65 200.20 199.77 0.000 Misc. Thornbury STST1272 199.07 200.65 200.56 0.000 Misc. Thornbury STST1276 197.98 199.80 198.87 0.000 Misc. Thornbury STST1288 199.28 200.85 200.83 0.000 Misc. Thornbury STST1448 200.42 203.51 200.73 0.000 Misc. Thornbury STST1452 202.03 202.85 202.09 0.000 Misc. Thornbury STST1453 201.53 202.88 201.95 0.000 Misc. Thornbury STST1454 201.09 202.85 201.52 0.000 Misc. Thornbury STST1455 200.56 202.92 201.31 0.000 Misc. Thornbury STST1456 194.92 202.20 195.33 0.000 Misc. Thornbury STST1462 202.32 203.40 202.98 0.000 Misc. Thornbury STST1465 201.94 203.10 202.96 0.000 Misc. Thornbury STST1494 186.53 190.00 187.56 0.000 Misc. Thornbury STST1497 189.25 192.80 189.63 0.000 Misc. Thornbury STST1548 185.49 187.05 186.49 0.000 Misc. Thornbury STST1563 182.02 182.92 182.34 0.000 Misc. Thornbury STST1564 182.12 183.12 182.35 0.000 Misc. Thornbury STST1587 188.39 189.36 188.50 0.000 Misc. Thornbury STST1587A 187.65 188.50 188.08 0.000 Misc. Thornbury STST1590 187.52 188.50 188.07 0.000 Misc. Thornbury STST1818 188.67 193.00 188.94 0.000 Misc. Thornbury STST243 186.85 188.12 187.00 0.000 Misc. Thornbury STST244 186.70 187.97 186.96 0.000 Misc. Thornbury STST245 186.50 187.82 186.68 0.000 Misc. Thornbury STST247 185.80 187.72 186.23 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Misc. Thornbury STST271 185.70 187.22 186.90 0.000 Misc. Thornbury STST274 184.15 186.00 185.30 0.000 Misc. Thornbury STST485 195.95 197.61 196.01 0.000 Misc. Thornbury STST486 196.14 197.41 196.19 0.000 Misc. Thornbury STST488 195.31 197.55 195.60 0.000 Misc. Thornbury STST489 196.08 197.45 197.44 0.000 Misc. Thornbury STST490 196.28 197.90 197.63 0.000 Misc. Thornbury STST491 196.97 198.09 198.07 0.000 Misc. Thornbury STST494 195.90 197.58 195.93 0.000 Misc. Thornbury STST495 195.78 197.83 195.87 0.000 Misc. Thornbury STST496 195.57 197.66 195.86 0.000 Misc. Thornbury STST497 191.80 196.75 192.12 0.000 Misc. Thornbury STST498 195.35 197.56 195.69 0.000 Misc. Thornbury STST499 194.73 197.56 195.08 0.000 Misc. Thornbury STST500 195.43 197.61 195.60 0.000 Misc. Thornbury STST559 185.18 188.74 185.29 0.000 Misc. Thornbury STST560 184.33 187.25 184.79 0.000 Misc. Thornbury STST561 184.87 187.11 185.26 0.000 Misc. Thornbury STST562 185.20 187.70 185.50 0.000 Misc. Thornbury STST563 183.38 186.45 183.55 0.000 Misc. Thornbury STST564 183.74 186.58 184.20 0.000 Misc. Thornbury STST565 185.53 187.77 185.57 0.000 Misc. Thornbury STST567 186.51 187.65 187.63 0.000 Misc. Thornbury STST568 186.42 187.47 186.98 0.000 Misc. Thornbury STST569 181.68 182.94 182.20 0.000 Misc. Thornbury STST572 177.84 179.12 178.61 0.000 Misc. Thornbury STST573 180.10 181.74 180.43 0.000 Misc. Thornbury STST575 180.48 181.88 181.38 0.000 Misc. Thornbury STST576 177.12 178.70 178.03 0.000 Misc. Thornbury STST577 177.87 179.73 178.75 0.000 Misc. Thornbury STST578 176.81 178.90 177.73 0.000 Misc. Thornbury STST579 177.66 179.70 179.70 0.000 Silver Creek (50) J10-wf 221.93 224.56 223.30 0.000 Silver Creek (50) J11-wf 221.39 223.85 222.57 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Silver Creek (50) J12-wf 221.22 223.79 222.22 0.000 Silver Creek (50) J13-wf 220.87 223.50 221.85 0.000 Silver Creek (50) J14-wf 220.69 223.35 221.67 0.000 Silver Creek (50) J15-wf 220.47 223.20 221.42 0.000 Silver Creek (50) J16-wf 220.05 223.34 221.17 0.000 Silver Creek (50) J17-wf 219.57 222.96 220.45 0.000 Silver Creek (50) J18-wf 217.92 223.25 218.49 0.000 Silver Creek (50) J20-wf 226.09 228.81 226.21 0.000 Silver Creek (50) J21-wf 225.86 228.52 226.01 0.000 Silver Creek (50) J22-wf 224.95 227.64 225.13 0.000 Silver Creek (50) J23-wf 224.38 227.08 224.63 0.000 Silver Creek (50) J24-wf 222.35 225.13 223.82 0.000 Silver Creek (50) J25-wf 220.99 223.81 221.99 0.000 Silver Creek (50) J5-wf 226.59 228.99 226.64 0.000 Silver Creek (50) J6-wf 225.97 228.59 226.10 0.000 Silver Creek (50) J7-wf 225.70 228.25 225.85 0.000 Silver Creek (50) J8-wf 224.57 227.14 224.81 0.000 Silver Creek (50) J9-wf 222.55 225.13 223.11 0.000 Silver Creek (50) STST2185 218.01 221.69 218.79 0.000 Silver Creek (50) STST2186 217.04 220.42 217.82 0.000 Silver Creek (50) STST2188 216.37 219.80 217.18 0.000 Silver Creek (50) STST2189 215.54 218.80 216.66 0.000 Silver Creek (50) STST2191 214.80 218.30 215.70 0.000 Silver Creek (50) STST2192 215.53 217.97 215.93 0.000 Silver Creek (50) STST2193 215.75 217.68 216.09 0.000 Silver Creek (50) STST2195 215.93 218.04 216.30 0.000 Silver Creek (50) STST2196 216.17 218.70 216.49 0.000 Silver Creek (50) STST2198 216.72 219.38 216.84 0.000 Silver Creek (50) STST2200 217.81 220.45 217.88 0.000 Silver Creek (50) STST2201 217.40 220.11 217.52 0.000 Silver Creek (50) STST2203 216.91 219.70 217.25 0.000 Silver Creek (50) STST2205 218.51 221.73 219.35 0.000 Silver Creek (50) STST2206 218.64 221.66 219.78 0.000 Silver Creek (50) STST2208 214.53 218.30 215.61 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Silver Creek (50) STST2209 214.42 217.75 215.48 0.000 Silver Creek (50) STST2210 214.18 217.25 215.40 0.000 Silver Creek (50) STST2211 214.03 217.71 215.30 0.000 Silver Creek (50) STST2212 213.98 217.02 215.24 0.000 Silver Creek (50) STST2213 215.30 217.51 215.92 0.000 Silver Creek (50) STST2214 213.65 215.95 215.06 0.000 Silver Creek (50) STST2215 213.57 215.87 214.89 0.000 Silver Creek (50) STST2216 213.46 215.80 214.72 0.000 Silver Creek (50) STST2217 213.35 215.82 214.48 0.000 Silver Creek (50) STST2218 213.08 215.67 214.28 0.000 Silver Creek (50) STST2219 219.45 222.29 221.54 0.000 Silver Creek (50) STST2220 219.71 222.36 221.89 0.000 Silver Creek (50) STST2222 219.81 222.58 222.37 0.000 Silver Creek (50) STST2223 220.54 223.05 222.95 0.000 Silver Creek (50) STST2224 220.84 223.31 223.27 0.000 Silver Creek (50) STST2226 221.16 223.66 223.59 0.000 Silver Creek (50) STST2227 221.60 224.37 224.08 0.000 Silver Creek (50) STST2229 219.75 222.56 222.14 0.000 Silver Creek (50) STST2230 220.05 222.66 222.43 0.000 Silver Creek (50) STST2231 220.55 223.05 222.97 0.000 Silver Creek (50) STST2233 221.01 223.52 223.27 0.000 Silver Creek (50) STST2235 221.29 223.99 223.76 0.000 Silver Creek (50) STST2239 223.35 225.95 225.34 0.000 Silver Creek (50) STST2240 224.02 226.57 225.72 0.000 Silver Creek (50) STST2241 224.36 227.04 225.95 0.000 Silver Creek (50) STST2242 222.93 225.60 224.81 0.000 Silver Creek (50) STST2243 224.29 226.99 225.31 0.000 Silver Creek (50) STST2400 224.68 227.32 225.42 0.000 Silver Creek (50) STST2402 224.91 227.57 225.50 0.000 Silver Creek (50) STST2403 225.11 227.77 225.63 0.000 Silver Creek (50) STST2404 225.30 227.98 225.67 0.000 Silver Creek (50) STST2406 225.47 228.18 225.69 0.000 Silver Creek (50) STST2407 225.77 228.77 225.88 0.000 Silver Creek (50) STST2409 225.59 228.32 226.08 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. m) RIM ELEV. (m) MAX HGL (m) MAX PONDING DEPTH CONDITIO Silver Creek (50) STST2412 224.74 227.42 226.06 0.000 Silver Creek (50) STST2413 225.17 227.79 226.08 0.000 Silver Creek (50) STST2553 217.17 219.89 218.04 0.000 Silver Creek (50) STST2554 216.74 219.46 217.85 0.000 Silver Creek (50) STST2555 215.93 218.88 216.90 0.000 Silver Creek (50) STST2588 220.05 222.60 220.13 0.000 Silver Creek (50) STST2589 219.58 222.55 219.69 0.000 Silver Creek (50) STST2590 219.14 221.91 219.27 0.000 Silver Creek (50) STST2591 218.24 221.13 218.40 0.000 Silver Creek (50) STST2592 216.81 220.15 217.29 0.000 Silver Creek (50) STST2593 216.95 219.86 217.30 0.000 Silver Creek (50) STST2595 217.89 220.29 218.18 0.000 Silver Creek (50) STST2596 217.54 220.23 218.16 0.000 Silver Creek (50) STST2597 216.19 219.03 217.61 0.000 Silver Creek (50) STST2598 215.80 217.78 216.74 0.000 Silver Creek (50) STST2599 215.73 218.48 216.75 0.000 Silver Creek (50) STST2600 215.50 218.00 216.34 0.000 Silver Creek (50) STST2601 215.33 217.70 216.00 0.000 Silver Creek (50) STST2602 215.12 217.42 215.82 0.000 Silver Creek (50) STST2603 215.03 217.26 215.64 0.000 TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - STORM SEWER DESIGN STANDARDS DEFICIENCIES WATERCOURSE / �. . 23.80 0.009 CIRCULAR SIZE1 (m) 0.525 ' SIZE2 ON 0.000 ' SLOPE (m/m) 0.0269 FULL FLOW VELOCITY ' 4.707 . EFICIEN Watercourse 1 C103 Watercourse 1 STM2544 8.56 0.009 CIRCULAR 0.450 0.450 0.0018 1.083 Watercourse 1 STM2547 9.95 0.013 CIRCULAR 0.600 0.600 0.0009 0.651 1 Watercourse 1 STM2548 8.24 0.013 CIRCULAR 0.600 0.600 0.0001 0.238 1 Watercourse 1 STM2552 6.77 0.009 CIRCULAR 0.450 0.450 0.0390 5.114 1 Watercourse 1 STM2554 9.13 0.013 CIRCULAR 0.675 0.675 0.0000 0.000 1 Watercourse 1 STM2559_1 47.00 0.013 CIRCULAR 1.000 0.000 0.0228 4.606 1 Watercourse 1 STM2629 7.32 0.009 CIRCULAR 0.200 0.200 0.0123 1.672 1 Watercourse 1 STM2630 5.99 0.009 CIRCULAR 0.100 0.100 0.0117 1.027 1 Watercourse 1 STM2632 68.78 0.009 CIRCULAR 0.450 0.450 0.0432 5.383 1 Watercourse 1 STM3408 5.27 0.009 CIRCULAR 0.300 0.300 0.1088 6.517 1 Watercourse 1 STM3420 60.22 0.009 CIRCULAR 0.525 0.525 0.0429 5.943 1 Watercourse 1 STM3451 8.01 0.009 CIRCULAR 0.300 0.300 0.0038 1.210 1 Watercourse 1 STM3461 8.47 0.009 CIRCULAR 0.375 0.375 -0.0189 1 Watercourse 1 STM3465 46.08 0.009 CIRCULAR 0.300 0.300 0.0046 1.334 1 Watercourse 1 STM3740 10.46 0.013 CIRCULAR 1.500 1.500 -0.0010 1 Watercourse 1 STM3742 17.92 0.013 CIRCULAR 1.050 1.050 0.0017 1.289 1 Watercourse 1 STM3745 39.02 0.013 CIRCULAR 1.050 1.050 0.0018 1.334 1 Watercourse 1 STM3753 31.38 0.013 CIRCULAR 1.050 1.050 0.0013 1.124 1 Watercourse 1 STM3755 86.03 0.009 CIRCULAR 0.300 0.300 0.0042 1.278 1 Watercourse 1 STM3756 15.71 0.009 CIRCULAR 0.300 0.300 0.0038 1.221 1 Watercourse 1 STM3788 82.04 0.009 CIRCULAR 0.300 0.300 0.0049 1.380 1 Watercourse 1 STM3789 18.42 0.009 CIRCULAR 0.375 0.375 0.0038 1.414 1 Watercourse 1 C102 9.60 0.009 CIRCULAR 0.525 0.000 0.0167 3.705 0 Watercourse 1 STM2535 9.01 0.009 CIRCULAR 0.300 0.300 0.0144 2.375 0 Watercourse 1 STM2537 10.95 0.009 CIRCULAR 0.300 0.300 0.0082 1.792 0 Watercourse 1 STM2540 8.43 0.009 CIRCULAR 0.450 0.450 0.0085 2.393 0 Watercourse 1 STM2541 44.63 0.009 CIRCULAR 0.525 0.525 0.0054 2.105 0 Watercourse 1 STM2542 49.32 0.009 CIRCULAR 0.300 0.300 0.0133 2.282 0 Watercourse 1 STM2545 40.19 0.013 CIRCULAR 0.600 0.600 0.0022 1.016 0 Watercourse 1 STM2546 14.31 0.013 CIRCULAR 0.750 0.750 0.0073 2.149 0 Watercourse 1 STM2551 8.49 0.013 CIRCULAR 0.675 0.675 0.0106 2.418 0 Watercourse 1 STM2553 9.42 0.013 CIRCULAR 0.600 0.600 0.0165 2.785 0 Watercourse 1 STM2555 45.25 0.009 CIRCULAR 0.300 0.300 0.0050 1.403 0 Watercourse 1 STM2557 32.25 0.009 CIRCULAR 0.300 0.300 0.0101 1.987 0 WATERCOURSE / OUTLET STM I D. LENGTH (m) RO HAPE SIZE1 (m) SIZE2 (m) SLOPE FULL FLOW VELOCITY (mJcii ^EFIENTT Watercourse 1 STM2559 42.89 0.009 CIRCULAR 0.300 0.300 0.0187 2.699 0 Watercourse 1 STM2559_4 11.70 0.013 CIRCULAR 0.750 0.000 0.0077 2.210 0 Watercourse 1 STM2561 8.52 0.009 CIRCULAR 0.300 0.300 0.0308 3.466 0 Watercourse 1 STM2562 21.08 0.024 CIRCULAR 1.800 1.800 0.0034 1.420 0 Watercourse 1 STM2564 44.76 0.009 CIRCULAR 0.300 0.300 0.0165 2.538 0 Watercourse 1 STM2566 45.09 0.009 CIRCULAR 0.300 0.300 0.0172 2.588 0 Watercourse 1 STM2568 49.49 0.009 CIRCULAR 0.300 0.300 0.0158 2.484 0 Watercourse 1 STM2570 74.91 0.024 CIRCULAR 1.000 1.000 0.0172 2.169 0 Watercourse 1 STM2624 18.10 0.009 CIRCULAR 0.525 0.525 0.0216 4.213 0 Watercourse 1 STM2625 12.60 0.009 CIRCULAR 0.300 0.300 0.0072 1.671 0 Watercourse 1 STM2627 6.16 0.009 CIRCULAR 0.300 0.300 0.0179 2.642 0 Watercourse 1 STM2631 26.96 0.009 CIRCULAR 0.300 0.300 0.0330 3.592 0 Watercourse 1 STM3447 20.57 0.009 CIRCULAR 0.300 0.300 0.0102 1.997 0 Watercourse 1 STM3448 8.36 0.009 CIRCULAR 0.300 0.300 0.0108 2.051 0 Watercourse 1 STM3450 11.88 0.009 CIRCULAR 0.300 0.300 0.0051 1.404 0 Watercourse 1 STM3452 53.33 0.009 CIRCULAR 0.375 0.375 0.0143 2.737 0 Watercourse 1 STM3453 31.16 0.009 CIRCULAR 0.375 0.375 0.0273 3.788 0 Watercourse 1 STM3454 33.04 0.009 CIRCULAR 0.375 0.375 0.0267 3.743 0 Watercourse 1 STM3455 55.19 0.013 CIRCULAR 0.450 0.450 0.0147 2.172 0 Watercourse 1 STM3456 44.60 0.009 CIRCULAR 0.300 0.300 0.0052 1.419 0 Watercourse 1 STM3457 49.48 0.013 CIRCULAR 0.825 0.825 0.0045 1.791 0 Watercourse 1 STM3458 9.84 0.013 CIRCULAR 0.825 0.825 0.0071 2.264 0 Watercourse 1 STM3459 16.11 0.013 CIRCULAR 0.825 0.825 0.0031 1.495 0 Watercourse 1 STM3464 44.42 0.009 CIRCULAR 0.300 0.300 0.0191 2.734 0 Watercourse 1 STM3466 37.68 0.009 CIRCULAR 0.375 0.375 0.0053 1.671 0 Watercourse 1 STM3467 42.02 0.013 CIRCULAR 0.450 0.450 0.0048 1.237 0 Watercourse 1 STM3468 32.62 0.013 CIRCULAR 0.450 0.450 0.0049 1.255 0 Watercourse 1 STM3469 29.70 0.013 CIRCULAR 0.600 0.600 0.0145 2.613 0 Watercourse 1 STM3470 74.35 0.013 CIRCULAR 0.600 0.600 0.0028 1.153 0 Watercourse 1 STM3471 54.92 0.013 CIRCULAR 0.600 0.600 0.0031 1.209 0 Watercourse 1 STM3480 55.34 0.013 CIRCULAR 0.375 0.375 0.0202 2.258 0 Watercourse 1 STM3739 51.40 0.013 CIRCULAR 1.500 1.500 0.0016 1.580 0 Watercourse 1 STM3741 21.72 0.013 CIRCULAR 1.500 1.500 0.0028 2.102 0 Watercourse 1 STM3743 32.31 0.013 CIRCULAR 0.825 0.825 0.0059 2.059 0 Watercourse 1 STM3744 32.85 0.013 CIRCULAR 0.825 0.825 0.0061 2.096 0 Watercourse 1 STM3746 38.56 0.013 CIRCULAR 1.050 1.050 0.0023 1.522 0 Watercourse 1 STM3747 73.26 0.013 CIRCULAR 1.050 1.050 0.0022 1.472 0 Watercourse 1 STM3748 42.45 0.013 CIRCULAR 0.900 0.900 0.0057 2.139 0 Watercourse 1 STM3749 43.51 0.013 CIRCULAR 0.900 0.900 0.0053 2.070 0 WATERCOURSE O LENGTH (m) W y lE1 SIZE1 SIZE2 (m) SLOPE m/, m) FULL FLOW VELOCITY ( /s, DEFI ENT STM3750 ' 19.45 ' 0.013 CIRCULAR 0.900 ' 0.900 ' 0.0046 ' 1.936 0 Watercourse 1 Watercourse 1 STM3751 35.17 0.013 CIRCULAR 0.900 0.900 0.0048 1.978 0 Watercourse 1 STM3752 19.45 0.013 CIRCULAR 1.050 1.050 0.0036 1.892 0 Watercourse 1 STM3754 64.67 0.013 CIRCULAR 1.050 1.050 0.0029 1.710 0 Watercourse 1 STM3757 47.66 0.013 CIRCULAR 0.600 0.600 0.0103 2.202 0 Watercourse 1 STM3758 48.32 0.013 CIRCULAR 0.600 0.600 0.0108 2.253 0 Watercourse 1 STM3759 19.35 0.013 CIRCULAR 0.825 0.825 0.0057 2.024 0 Watercourse 1 STM3760 69.08 0.013 CIRCULAR 0.825 0.825 0.0043 1.769 0 Watercourse 1 STM3761 21.16 0.013 CIRCULAR 0.825 0.825 0.0061 2.104 0 Watercourse 1 STM3762 28.33 0.013 CIRCULAR 0.825 0.825 0.0057 2.018 0 Watercourse 1 STM3763 37.09 0.013 CIRCULAR 0.825 0.825 0.0046 1.817 0 Watercourse 1 STM3764 41.16 0.009 CIRCULAR 0.300 0.300 0.0097 1.948 0 Watercourse 1 STM3765 34.68 0.013 CIRCULAR 0.600 0.600 0.0049 1.520 0 Watercourse 1 STM3766 37.14 0.013 CIRCULAR 0.600 0.600 0.0049 1.512 0 Watercourse 1 STM3767 62.00 0.009 CIRCULAR 0.300 0.300 0.0061 1.547 0 Watercourse 1 STM3768 69.16 0.009 CIRCULAR 0.300 0.300 0.0051 1.406 0 Watercourse 1 STM3769 19.86 0.013 CIRCULAR 0.450 0.450 0.0045 1.207 0 Watercourse 1 STM3770 45.53 0.013 CIRCULAR 0.750 0.750 0.0073 2.146 0 Watercourse 1 STM3771 54.98 0.013 CIRCULAR 0.750 0.750 0.0084 2.305 0 Watercourse 1 STM3772 24.45 0.013 CIRCULAR 0.675 0.675 0.0098 2.328 0 Watercourse 1 STM3773 46.21 0.013 CIRCULAR 0.675 0.675 0.0186 3.204 0 Watercourse 1 STM3774 10.84 0.013 CIRCULAR 0.675 0.675 0.0046 1.595 0 Watercourse 1 STM3775 36.68 0.013 CIRCULAR 0.675 0.675 0.0101 2.360 0 Watercourse 1 STM3776 25.10 0.013 CIRCULAR 0.675 0.675 0.0203 3.348 0 Watercourse 1 STM3777 47.86 0.013 CIRCULAR 0.675 0.675 0.0255 3.751 0 Watercourse 1 STM3778 78.82 0.009 CIRCULAR 0.300 0.300 0.0202 2.807 0 Watercourse 1 STM3779 47.33 0.009 CIRCULAR 0.300 0.300 0.0078 1.747 0 Watercourse 1 STM3780 26.96 0.009 CIRCULAR 0.375 0.375 0.0074 1.975 0 Watercourse 1 STM3781 48.54 0.009 CIRCULAR 0.375 0.375 0.0082 2.081 0 Watercourse 1 STM3782 67.74 0.013 CIRCULAR 0.525 0.525 0.0053 1.448 0 Watercourse 1 STM3783 33.44 0.013 CIRCULAR 0.525 0.525 0.0051 1.416 0 Watercourse 1 STM3784 25.59 0.013 CIRCULAR 0.525 0.525 0.0055 1.469 0 Watercourse 1 STM3785 18.60 0.013 CIRCULAR 0.600 0.600 0.0048 1.511 0 Watercourse 1 STM3786 51.46 0.009 CIRCULAR 0.300 0.300 0.0074 1.698 0 Watercourse 1 STM3787 20.91 0.009 CIRCULAR 0.300 0.300 0.0091 1.884 0 Watercourse 1 STM3790 54.95 0.013 CIRCULAR 0.675 0.675 0.0082 2.126 0 Watercourse 1 STM3791 45.21 0.013 CIRCULAR 0.675 0.675 0.0073 2.007 0 Watercourse 1 STM3792 57.59 0.013 CIRCULAR 0.450 0.450 0.0097 1.768 0 Watercourse 6 STM1942 19.01 0.009 CIRCULAR 1.500 1.500 0.0311 10.183 WATERCOURSE / OUTLET STM ID LENGTH (m) R®• - HAPE SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (m/s) DEFICIENT Watercourse 6 STM1942_2 63.16 0.013 CIRCULAR 1.650 0.000 0.0179 5.701 Watercourse 6 STM2515 8.61 1 0.013 CIRCULAR 0.450 0.450 0.0023 0.863 Watercourse 6 STM2578 16.74 0.009 CIRCULAR 0.300 0.300 0.0761 5.452 1 Watercourse 6 STM662 110.77 0.009 CIRCULAR 0.900 0.900 0.0195 5.744 1 Watercourse 6 STM886 33.65 0.013 CIRCULAR 0.250 0.250 -0.0871 1 Watercourse 6 STM887_1 43.75 0.013 CIRCULAR 0.300 0.000 0.0023 0.655 1 Watercourse 6 STMIROC2 21.06 0.024 CIRCULAR 0.450 0.450 0.0048 0.669 1 Watercourse 6 STM1 30.05 0.009 CIRCULAR 0.525 0.525 0.0070 2.399 0 Watercourse 6 STM1004 80.03 0.024 CIRCULAR 0.600 0.600 0.0074 1.010 0 Watercourse 6 STM1049 12.02 0.013 CIRCULAR 0.825 0.825 0.0042 1.732 0 Watercourse 6 STM1122 35.94 0.024 CIRCULAR 0.450 0.450 0.0067 0.794 0 Watercourse 6 STM1123 30.34 0.024 CIRCULAR 0.450 0.450 0.0515 2.203 0 Watercourse 6 STM1214 111.54 0.024 CIRCULAR 1.200 1.200 0.0046 1.262 0 Watercourse 6 STM1220 81.39 0.024 CIRCULAR 1.200 1.200 0.0050 1.326 0 Watercourse 6 STM1465 20.12 0.009 CIRCULAR 0.375 0.375 0.0065 1.843 0 Watercourse 6 STM1933 61.02 0.013 CIRCULAR 1.350 1.350 0.0100 3.729 0 Watercourse 6 STM1934 99.70 0.013 CIRCULAR 1.350 1.350 0.0105 3.826 0 Watercourse 6 STM1937 112.86 0.013 CIRCULAR 1.350 1.350 0.0110 3.909 0 Watercourse 6 STM1940 98.89 0.013 CIRCULAR 1.350 1.350 0.0133 4.292 0 Watercourse 6 STM1941 21.10 0.009 CIRCULAR 0.900 0.900 0.0104 4.198 0 Watercourse 6 STM1942_1 74.05 0.01 CIRCULAR 1.000 0.000 0.0091 3.775 0 Watercourse 6 STM1942_3 6.00 0.024 CIRCULAR 1.000 0.000 0.0100 1.654 0 Watercourse 6 STM1942_5 6.00 0.024 CIRCULAR 1.000 0.000 0.0100 1.654 0 Watercourse 6 STM197 29.97 0.009 CIRCULAR 0.450 0.450 0.0080 2.317 0 Watercourse 6 STM198 30.01 0.009 CIRCULAR 0.525 0.525 0.0070 2.401 0 Watercourse 6 STM2 19.77 0.009 CIRCULAR 0.525 0.525 0.0071 2.415 0 Watercourse 6 STM218 112.49 0.009 CIRCULAR 0.900 0.900 0.0070 3.444 0 Watercourse 6 STM220 20.15 0.009 CIRCULAR 0.975 0.975 0.0040 2.732 0 Watercourse 6 STM2488 5.59 0.024 CIRCULAR 0.600 0.600 0.0807 3.342 0 Watercourse 6 STM2496 60.36 0.013 CIRCULAR 0.450 0.450 0.0219 2.651 0 Watercourse 6 STM2498 12.71 0.009 CIRCULAR 0.300 0.300 0.0126 2.217 0 Watercourse 6 STM2499 9.39 0.009 CIRCULAR 0.300 0.300 0.0139 2.326 0 Watercourse 6 STM2500 79.05 0.013 CIRCULAR 0.450 0.450 0.0118 1.945 0 Watercourse 6 STM2503 42.07 0.013 CIRCULAR 0.750 0.750 0.0057 1.904 0 Watercourse 6 STM2505 21.29 0.013 CIRCULAR 0.675 0.675 0.0038 1.440 0 Watercourse 6 STM2509 56.11 0.013 CIRCULAR 0.750 0.750 0.0043 1.649 0 Watercourse 6 STM2511 43.02 0.013 CIRCULAR 0.750 0.750 0.0035 1.489 0 Watercourse 6 STM2512 8.14 0.009 CIRCULAR 0.300 0.300 0.0098 1.958 0 Watercourse 6 STM2513 38.15 0.013 CIRCULAR 0.750 0.750 0.0047 1.731 0 WATERCOURSE / OUTLET STM LENGTH (m) aoUGkNE s SWAP . SIZE1 (m) SIZE2 (m) SLOPE FULL FLOW VELOCITY i..,.rr, ^EFI NTH STM2514 ' 7.41 ' 0.013 CIRCULAR ' 0.450 ' 0.450 ' 0.0068 ' 1.473 0 Watercourse 6 Watercourse 6 STM2516 10.64 0.013 CIRCULAR 0.450 0.450 0.0160 2.267 0 Watercourse 6 STM2516A 106.00 0.024 CIRCULAR 1.000 0.000 0.0201 2.344 0 Watercourse 6 STM2519 37.21 0.009 CIRCULAR 0.300 0.300 0.0118 2.149 0 Watercourse 6 STM2520 42.23 0.009 CIRCULAR 0.300 0.300 0.0100 1.971 0 Watercourse 6 STM2521 49.79 0.009 CIRCULAR 0.300 0.300 0.0297 3.408 0 Watercourse 6 STM2522 48.21 0.009 CIRCULAR 0.375 0.375 0.0216 3.368 0 Watercourse 6 STM2523 51.80 0.009 CIRCULAR 0.300 0.300 0.0261 3.191 0 Watercourse 6 STM2572 68.44 0.009 CIRCULAR 0.300 0.300 0.0206 2.833 0 Watercourse 6 STM2573 4.93 0.009 CIRCULAR 0.300 0.300 0.0367 3.786 0 Watercourse 6 STM2574 8.75 0.009 CIRCULAR 0.300 0.300 0.0063 1.567 0 Watercourse 6 STM2575 23.52 0.009 CIRCULAR 0.300 0.300 0.0059 1.514 0 Watercourse 6 STM2576 7.55 0.009 CIRCULAR 0.300 0.300 0.0093 1.903 0 Watercourse 6 STM3199 23.26 0.024 CIRCULAR 0.900 0.900 0.0262 2.496 0 Watercourse 6 STM3200 38.82 0.024 CIRCULAR 0.900 0.900 0.0044 1.020 0 Watercourse 6 STM3203 30.85 0.009 CIRCULAR 0.450 0.450 0.0276 4.299 0 Watercourse 6 STM3204 55.58 0.009 CIRCULAR 0.525 0.525 0.0158 3.612 0 Watercourse 6 STM3205 45.39 0.009 CIRCULAR 0.525 0.525 0.0174 3.786 0 Watercourse 6 STM3206 40.75 0.009 CIRCULAR 0.525 0.525 0.0140 3.394 0 Watercourse 6 STM340 15.18 0.024 CIRCULAR 0.975 0.975 0.0053 1.180 0 Watercourse 6 STM364 96.25 0.009 CIRCULAR 0.900 0.900 0.0069 3.404 0 Watercourse 6 STM3826 38.26 0.024 CIRCULAR 0.450 0.450 0.0162 1.235 0 Watercourse 6 STM3826_1 20.40 0.024 CIRCULAR 1.000 0.000 0.0044 1.098 0 Watercourse 6 STM393 39.05 0.009 CIRCULAR 0.300 0.300 0.0108 2.050 0 Watercourse 6 STM4 19.82 0.009 CIRCULAR 0.525 0.525 0.0071 2.411 0 Watercourse 6 STM487 24.83 0.024 CIRCULAR 1.350 1.350 0.0089 1.901 0 Watercourse 6 STMS 19.74 0.009 CIRCULAR 0.525 0.525 0.0071 2.416 0 Watercourse 6 STM567 16.89 0.024 CIRCULAR 1.000 1.000 0.0113 1.754 0 Watercourse 6 STM611 59.03 0.009 CIRCULAR 0.300 0.300 0.0100 1.976 0 Watercourse 6 STM613 16.60 0.009 CIRCULAR 0.375 0.375 0.0096 2.251 0 Watercourse 6 STM614 30.97 0.009 CIRCULAR 0.375 0.375 0.0100 2.294 0 Watercourse 6 STM616 50.15 0.009 CIRCULAR 0.375 0.375 0.0140 2.709 0 Watercourse 6 STM618 30.02 0.009 CIRCULAR 0.450 0.450 0.0140 3.063 0 Watercourse 6 STM619 30.00 0.009 CIRCULAR 0.450 0.450 0.0140 3.064 0 Watercourse 6 STM620 8.30 0.009 CIRCULAR 0.600 0.600 0.0048 2.178 0 Watercourse 6 STM621 19.76 0.009 CIRCULAR 0.525 0.525 0.0071 2.416 0 Watercourse 6 STM622 29.87 0.009 CIRCULAR 0.600 0.600 0.0037 1.903 0 Watercourse 6 STM624 59.54 0.013 CIRCULAR 0.825 0.825 0.0052 1.938 0 Watercourse 6 STM625 69.58 0.013 CIRCULAR 0.825 0.825 0.0101 2.693 0 Watercourse 6 57.89 CIRCULAR 0.825 0.825 0.0102 LILL LOW 2.711 STM626 0.013 0 Watercourse 6 STM658 8.76 0.009 CIRCULAR 0.350 0.350 0.0206 3.140 0 Watercourse 6 STM74 38.27 0.024 CIRCULAR 0.600 0.600 0.0055 0.872 0 Watercourse 6 STM745 68.01 0.009 CIRCULAR 0.450 0.450 0.0049 1.803 0 Watercourse 6 STM747 97.92 0.009 CIRCULAR 0.375 0.375 0.0066 1.868 0 Watercourse 6 STM777 18.76 0.024 CIRCULAR 0.600 0.600 0.0053 0.859 0 Watercourse 6 STM788 8.00 0.009 CIRCULAR 0.525 0.525 0.0050 2.029 0 Watercourse 6 STM799 10.81 0.013 CIRCULAR 0.825 0.825 0.0028 1.416 0 Watercourse 6 STM802 50.13 0.013 CIRCULAR 0.825 0.825 0.0054 1.971 0 Watercourse 6 STM803 33.81 0.013 CIRCULAR 0.825 0.825 0.0036 1.600 0 Watercourse 6 STM804 50.21 0.013 CIRCULAR 0.825 0.825 0.0050 1.895 0 Watercourse 6 STM807 21.18 0.009 CIRCULAR 0.600 0.600 0.0076 2.727 0 Watercourse 6 STM808 26.23 0.009 CIRCULAR 0.600 0.600 0.0057 2.372 0 Watercourse 6 STM810 59.25 0.009 CIRCULAR 0.525 0.525 0.0061 2.238 0 Watercourse 6 STM812 68.43 0.009 CIRCULAR 0.600 0.600 0.0061 2.458 0 Watercourse 6 STM814 31.19 0.009 CIRCULAR 0.600 0.600 0.0061 2.448 0 Watercourse 6 STM816 34.05 0.009 CIRCULAR 0.375 0.375 0.0103 2.325 0 Watercourse 6 STM818 60.57 0.009 CIRCULAR 0.375 0.375 0.0099 2.283 0 Watercourse 6 STM820 42.10 0.013 CIRCULAR 0.825 0.825 0.0150 3.285 0 Watercourse 6 STM821 80.70 0.013 CIRCULAR 0.525 0.525 0.0084 1.824 0 Watercourse 6 STM822 63.04 0.013 CIRCULAR 0.600 0.600 0.0062 1.709 0 Watercourse 6 STM823 56.99 0.013 CIRCULAR 0.600 0.600 0.0054 1.602 0 Watercourse 6 STM825 26.21 0.013 CIRCULAR 0.600 0.600 0.0073 1.849 0 Watercourse 6 STM828 78.86 0.009 CIRCULAR 0.300 0.300 0.0066 1.604 0 Watercourse 6 STM831 60.00 0.009 CIRCULAR 0.300 0.300 0.0270 3.248 0 Watercourse 6 STM834 50.14 0.009 CIRCULAR 0.300 0.300 0.0100 1.973 0 Watercourse 6 STM876 45.37 0.009 CIRCULAR 0.375 0.375 0.0181 3.083 0 Watercourse 6 STM884 24.01 0.024 CIRCULAR 0.825 0.900 0.0029 0.786 0 Watercourse 6 STM885 40.00 0.024 CIRCULAR 0.900 0.900 0.0183 2.083 0 Watercourse 6 STM887 179.86 0.013 CIRCULAR 0.300 0.000 0.0358 2.587 0 Watercourse 6 STM906 38.98 0.009 CIRCULAR 0.375 0.375 0.0159 2.892 0 Watercourse 6 STM908 41.27 0.009 CIRCULAR 0.450 0.450 0.0097 2.549 0 Watercourse 6 STM909 19.31 0.013 CIRCULAR 0.450 0.450 0.0456 3.829 0 Watercourse 6 STM980 61.25 0.024 ARCH 0.820 1.150 0.0258 2.656 0 Watercourse 6 STMIROC1 32.38 0.024 CIRCULAR 0.450 0.450 0.0170 1.266 0 Watercourse 6 STMIROC3 15.05 0.024 CIRCULAR 0.450 0.450 0.0566 2.310 0 Watercourse 6 STMIROC4 16.85 0.013 CIRCULAR 0.450 0.450 0.0595 4.371 0 Watercourse 10 STM2223 76.34 0.009 CIRCULAR 0.200 0.200 0.0119 1.646 1 WATERCOURSE / OUTLET STM ID LENGTH (m) +k^h rialaif aWAP . SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (m/s) DEFICIENT Watercourse 10 ' 0.009 CIRCULAR ' 0.450 ' 0.450 ' 0.0364 ' 4.940 ST; r 59.93 Watercourse 10 STM2403 39.39 0.009 CIRCULAR 0.450 0.450 0.0305 4.521 Watercourse 10 STM2406 46.01 0.009 CIRCULAR 0.450 0.450 0.0392 5.123 1 Watercourse 10 STM2415 21.66 0.013 CIRCULAR 0.900 0.900 0.0291 4.854 1 Watercourse 10 STM2664 11.55 0.009 CIRCULAR 0.525 0.525 0.0026 1.463 1 Watercourse 10 STM3158 10.97 0.009 CIRCULAR 0.525 0.525 0.1621 11.555 1 Watercourse 10 STM47 8.71 0.009 CIRCULAR 0.750 0.750 0.0184 4.933 1 Watercourse 10 STM517 16.58 0.009 CIRCULAR 0.750 0.750 0.0362 6.925 1 Watercourse 10 STMTE002 36.05 0.009 CIRCULAR 0.375 0.375 0.0457 4.899 1 Watercourse 10 STM1155 63.21 0.009 CIRCULAR 0.525 0.525 0.0161 3.646 0 Watercourse 10 STM1157 67.66 0.009 CIRCULAR 0.525 0.525 0.0182 3.869 0 Watercourse 10 STM1194 74.81 0.009 CIRCULAR 0.600 0.600 0.0142 3.734 0 Watercourse 10 STM1200 122.08 0.009 CIRCULAR 0.750 0.750 0.0027 1.891 0 Watercourse 10 STM1205 79.28 0.009 CIRCULAR 0.750 0.750 0.0047 2.487 0 Watercourse 10 STM2224 50.28 0.009 CIRCULAR 0.300 0.300 0.0330 3.591 0 Watercourse 10 STM2225 42.59 0.009 CIRCULAR 0.300 0.300 0.0143 2.365 0 Watercourse 10 STM2226 54.50 0.009 CIRCULAR 0.300 0.300 0.0252 3.134 0 Watercourse 10 STM2227 12.15 0.024 CIRCULAR 0.450 0.450 0.0082 0.881 0 Watercourse 10 STM2231 6.52 0.009 CIRCULAR 0.300 0.300 0.0092 1.895 0 Watercourse 10 STM2404 9.26 0.009 CIRCULAR 0.300 0.300 0.0130 2.250 0 Watercourse 10 STM2405 58.19 0.009 CIRCULAR 0.450 0.450 0.0213 3.780 0 Watercourse 10 STM2408 8.26 0.009 CIRCULAR 0.525 0.525 0.0182 3.867 0 Watercourse 10 STM2417 33.38 0.013 CIRCULAR 0.900 0.900 0.0156 3.552 0 Watercourse 10 STM2422 36.33 0.013 CIRCULAR 0.900 0.900 0.0187 3.893 0 Watercourse 10 STM2424 103.15 0.013 CIRCULAR 0.900 0.900 0.0170 3.707 0 Watercourse 10 STM2431 7.51 0.013 CIRCULAR 0.675 0.675 0.0347 4.373 0 Watercourse 10 STM2432 95.87 0.013 CIRCULAR 0.900 0.900 0.0165 3.653 0 Watercourse 10 STM2445 101.09 0.013 CIRCULAR 0.900 0.900 0.0171 3.723 0 Watercourse 10 STM2455 100.29 0.013 CIRCULAR 0.900 0.900 0.0160 3.595 0 Watercourse 10 STM2466 99.48 0.013 CIRCULAR 0.900 0.900 0.0183 3.849 0 Watercourse 10 STM2477 92.70 0.013 CIRCULAR 0.900 0.900 0.0140 3.369 0 Watercourse 10 STM2484 15.62 0.013 CIRCULAR 0.600 0.600 0.0250 3.432 0 Watercourse 10 STM2485 18.51 0.013 CIRCULAR 0.975 0.975 0.0173 3.947 0 Watercourse 10 STM2668 4.06 0.024 CIRCULAR 0.900 0.900 0.0123 1.712 0 Watercourse 10 STM2669 37.88 0.009 CIRCULAR 0.300 0.300 0.0095 1.926 0 Watercourse 10 STM2817 9.11 0.024 CIRCULAR 0.900 0.900 0.0099 1.532 0 Watercourse 10 STM3046 44.91 0.009 CIRCULAR 0.525 0.525 0.0058 2.184 0 Watercourse 10 STM309 58.98 0.009 CIRCULAR 0.750 0.750 0.0110 3.821 0 Watercourse 10 STM53 59.70 0.009 CIRCULAR 0.750 0.750 0.0111 3.828 0 WATERCOURSE / OUTLET STM I ' LENGTH (m) ROUGHNE - HAPE CIRCULAR SIZE1 (m) 0.750 SIZE2 (m) 0.750 SLOPE (m/m) 0.0121 FULL FLOW VELOCITY (m/s) 4.007 EF NTi 0 Watercourse 10 STM96 56.92 0.009 Watercourse 10 STM97 55.00 0.009 CIRCULAR 0.300 0.300 0.0122 2.181 0 Watercourse 10 STM98 58.39 0.009 CIRCULAR 0.750 0.750 0.0120 3.986 0 Watercourse 10 STMTE001 68.66 0.009 CIRCULAR 0.375 0.375 0.0140 2.709 0 Watercourse 10 STMTE003 46.23 0.009 CIRCULAR 0.375 0.375 0.0356 4.324 0 Watercourse 10 STMTE004 56.46 0.009 CIRCULAR 0.375 0.375 0.0333 4.186 0 Watercourse 10 STMTE005 44.73 0.009 CIRCULAR 0.375 0.375 0.0374 4.435 0 Outlet 13 C53 11.40 0.009 CIRCULAR 0.525 0.000 0.0881 8.516 1 Outlet 13 STM104 59.92 0.009 CIRCULAR 0.900 0.900 0.0150 5.037 1 Outlet 13 STM105 22.35 0.009 CIRCULAR 0.900 0.900 0.0148 4.995 1 Outlet 13 STM1052 161.19 0.013 CIRCULAR 1.200 1.200 0.0184 4.676 1 Outlet 13 STM1059_1 115.80 0.013 CIRCULAR 1.200 1.200 0.0525 7.900 1 Outlet 13 STM1059_2 17.58 0.013 CIRCULAR 1.200 1.200 0.0525 7.901 1 Outlet 13 STM1059_3 7.35 0.009 CIRCULAR 0.450 0.000 0.1155 8.798 1 Outlet 13 STM1240 29.53 0.013 CIRCULAR 1.200 1.200 0.0388 6.788 1 Outlet 13 STM1241 82.79 0.013 CIRCULAR 1.200 1.200 0.0374 6.664 1 Outlet 13 STM1334 42.77 0.013 CIRCULAR 1.200 1.200 0.0615 8.547 1 Outlet 13 STM1340 45.26 0.013 CIRCULAR 1.200 1.200 0.1024 11.031 1 Outlet 13 STM1374 48.69 0.013 CIRCULAR 1.200 1.200 0.0379 6.708 1 Outlet 13 STM1377 16.31 0.013 CIRCULAR 1.200 1.200 0.0288 5.853 1 Outlet 13 STM1380 76.85 0.013 CIRCULAR 1.200 1.200 0.0239 5.332 1 Outlet 13 STM1417_1 1.00 0.013 CIRCULAR 1.650 0.000 0.0000 0.000 1 Outlet 13 STM1561 99.52 0.009 CIRCULAR 0.900 0.900 0.0343 7.611 1 Outlet 13 STM1581 95.88 0.009 CIRCULAR 0.900 0.900 0.0212 5.982 1 Outlet 13 STM1742 21.17 0.009 CIRCULAR 0.450 0.450 0.1378 9.611 1 Outlet 13 STM1747 85.64 0.009 CIRCULAR 0.900 0.900 0.0565 9.769 1 Outlet 13 STM1748 57.32 0.009 CIRCULAR 0.900 0.900 0.0197 5.772 1 Outlet 13 STM1759 150.84 0.009 CIRCULAR 0.900 0.900 0.0190 5.660 1 Outlet 13 STM1790 8.57 0.009 CIRCULAR 0.900 0.900 0.0140 4.865 1 Outlet 13 STM1797 71.25 0.009 CIRCULAR 0.450 0.450 0.0437 5.412 1 Outlet 13 STM1808 51.82 0.009 CIRCULAR 0.900 0.900 0.0158 5.172 1 Outlet 13 STM2269 76.97 0.013 CIRCULAR 1.200 1.200 0.0225 5.169 1 Outlet 13 STM2372 19.12 0.009 CIRCULAR 0.450 0.450 0.1411 9.725 1 Outlet 13 STM2376 39.54 0.009 CIRCULAR 0.250 0.250 0.0073 1.498 1 Outlet 13 STM2387 40.45 0.009 CIRCULAR 0.375 0.375 0.1168 7.837 1 Outlet 13 STM2662 41.19 0.009 CIRCULAR 0.375 0.375 0.0655 5.868 1 Outlet 13 STM305 59.00 0.009 CIRCULAR 0.300 0.300 0.0041 1.261 1 Outlet 13 STM308 58.86 0.009 CIRCULAR 0.900 0.900 0.0151 5.054 1 Outlet 13 STM377 62.59 0.009 CIRCULAR 0.300 0.300 0.0795 5.573 .1 WATERCOURSE / ST.MJ LENGTH (m) ROUG.H.N.E - .:,' - SIZE1 1_ SIZE2 SLOPE aA . oA FULL FLOW VELOCITY �n DEFICIENT STM3793 ' 40.45 ' 0.009 CIRCULAR 0.375 0.375 ' 0.0846 6.668 Outlet 13 Outlet 13 STM512 42.76 0.009 CIRCULAR 0.375 0.375 0.0428 4.742 Outlet 13 I STM730 48.34 0.009 CIRCULAR 0.300 0.300 0.0695 5.210 Outlet 13 STM895 61.20 0.013 CIRCULAR 1.200 1.200 0.0623 8.604 Outlet 13 C50 8.30 0.009 CIRCULAR 0.450 0.000 0.0060 2.009 0 Outlet 13 C52 7.80 0.009 CIRCULAR 0.300 0.000 0.0051 1.415 0 Outlet 13 STM106 19.14 0.009 CIRCULAR 0.750 0.750 0.0084 3.328 0 Outlet 13 STM1417 43.42 0.024 CIRCULAR 1.500 1.500 0.0063 1.714 0 Outlet 13 STM1564 10.58 0.013 CIRCULAR 1.050 1.050 0.0128 3.562 0 Outlet 13 STM1741 49.24 0.009 CIRCULAR 0.300 0.300 0.0203 2.816 0 Outlet 13 STM1794 14.01 0.009 CIRCULAR 0.675 0.675 0.0157 4.253 0 Outlet 13 STM1813 85.87 0.009 CIRCULAR 0.900 0.900 0.0099 4.090 0 Outlet 13 STM1826 19.44 0.013 CIRCULAR 0.900 0.900 0.0072 2.415 0 Outlet 13 STM1829 56.01 0.013 CIRCULAR 1.050 1.050 0.0130 3.600 0 Outlet 13 STM221 59.66 0.009 CIRCULAR 0.300 0.300 0.0127 2.230 0 Outlet 13 STM222 58.96 0.009 CIRCULAR 0.350 0.350 0.0075 1.891 0 Outlet 13 STM224 51.16 0.009 CIRCULAR 0.300 0.300 0.0084 1.812 0 Outlet 13 STM226 47.33 0.009 CIRCULAR 0.350 0.350 0.0055 1.623 0 Outlet 13 STM228 11.22 0.009 CIRCULAR 0.375 0.375 0.0330 4.165 0 Outlet 13 STM234 19.69 0.009 CIRCULAR 0.375 0.375 0.0083 2.087 0 Outlet 13 STM2383 55.98 0.009 CIRCULAR 0.350 0.350 0.0197 3.070 0 Outlet 13 STM2384 50.31 0.009 CIRCULAR 0.350 0.350 0.0058 1.662 0 Outlet 13 STM2385 39.19 0.009 CIRCULAR 0.350 0.350 0.0166 2.821 0 Outlet 13 STM2389 37.39 0.009 CIRCULAR 0.525 0.525 0.0131 3.286 0 Outlet 13 STM2391 59.05 0.009 CIRCULAR 0.525 0.525 0.0132 3.298 0 Outlet 13 STM45 57.76 0.009 CIRCULAR 0.900 0.900 0.0080 3.667 0 Outlet 13 STM505 39.41 0.013 CIRCULAR 0.450 0.450 0.0147 2.175 0 Outlet 13 STM506 60.58 0.009 CIRCULAR 0.450 0.450 0.0149 3.156 0 Outlet 13 STM510 27.97 0.024 CIRCULAR 1.500 1.500 0.0059 1.664 0 Outlet 13 STMTE006 26.62 0.009 CIRCULAR 0.375 0.375 0.0258 3.684 0 Watercourse 14 STM231 55.29 0.009 CIRCULAR 0.375 0.375 0.1300 8.269 Watercourse 14 STM2386 65.68 0.009 CIRCULAR 0.375 0.375 0.0848 6.678 Watercourse 14 STM1709 37.34 0.009 CIRCULAR 0.375 0.375 0.0102 2.314 0 Watercourse 14 STM1710 27.46 0.009 CIRCULAR 0.375 0.375 0.0051 1.638 0 Watercourse 14 STM867 27.45 0.024 CIRCULAR 0.500 0.500 0.1033 3.348 0 Watercourse 15 STM1264 26.00 0.009 CIRCULAR 0.750 0.750 0.0258 5.844 Watercourse 15 STM1265 17.33 0.009 CIRCULAR 0.750 0.750 0.0260 5.867 Watercourse 15 STM1296 127.19 0.009 CIRCULAR 0.525 0.525 0.0247 4.510 Watercourse 15 STM1326 20.23 0.009 CIRCULAR 0.450 0.450 0.0366 4.954 WATERCOURSE / OUTLET STM ID STM1644 LENGTH (m) 7.96 ROUGHNE.,SHAPE 0.009 CIRCULAR SIZE1 (m) 0.525 SIZE2 (m) 0.525 SLOPE (m/m) 0.0352 FULL FLOW VELOCITY (m/s) 5.385 DEFICIENT Watercourse 15 Watercourse 15 STM1647 120.26 0.009 CIRCULAR 0.525 0.525 0.0474 6.246 Watercourse 15 STM1749 39.95 0.009 CIRCULAR 0.750 0.750 0.0253 5.789 1 Watercourse 15 STM1750 8.60 0.009 CIRCULAR 0.750 0.750 0.0221 5.410 1 Watercourse 15 STM2370 64.40 0.009 CIRCULAR 0.525 0.525 0.0471 6.228 1 Watercourse 15 STM3157 7.55 0.009 CIRCULAR 0.525 0.525 0.0384 5.625 1 Watercourse 15 STM372 99.21 0.009 CIRCULAR 0.525 0.525 0.0265 4.673 Watercourse 15 STM1478 16.78 0.009 CIRCULAR 0.450 0.450 0.0054 1.896 0 Watercourse 15 STM1479 117.77 0.009 CIRCULAR 0.750 0.750 0.0058 2.765 0 Watercourse 15 STM1625 91.09 0.009 CIRCULAR 0.750 0.750 0.0058 2.777 0 Watercourse 15 STM1637 30.91 0.009 CIRCULAR 0.750 0.750 0.0042 2.362 0 Watercourse 15 STM1642 9.97 0.009 CIRCULAR 0.750 0.750 0.0050 2.576 0 Watercourse 15 STM1708 54.59 0.009 CIRCULAR 0.300 0.300 0.0497 4.405 0 Watercourse 15 STM1751 19.86 0.009 CIRCULAR 0.750 0.750 0.0126 4.084 0 Watercourse 15 STM1959 33.72 0.009 CIRCULAR 0.300 0.300 0.0243 3.082 0 Watercourse 15 STM1960 27.32 0.009 CIRCULAR 0.300 0.300 0.0051 1.414 0 Watercourse 15 STM3850 13.67 0.013 CIRCULAR 0.750 0.750 0.0183 3.408 0 Watercourse 15 STM3851 3.90 0.013 CIRCULAR 0.750 0.750 0.0103 2.551 0 Watercourse 15 STM3852 22.05 0.013 CIRCULAR 0.750 0.750 0.0073 2.147 0 Watercourse 19 STM1958 45.09 0.009 CIRCULAR 0.300 0.300 0.0040 1.248 1 Watercourse 19 STM2266 31.66 0.009 CIRCULAR 0.450 0.450 0.0341 4.784 1 Watercourse 19 STM3706 37.63 0.024 CIRCULAR 1.000 0.000 0.1278 5.911 i Watercourse 19 STM1181 19.67 0.009 CIRCULAR 0.375 0.375 0.0142 2.735 0 Watercourse 19 STM1184 31.58 0.009 CIRCULAR 0.375 0.375 0.0345 4.261 0 Watercourse 19 STM1187 76.28 0.009 CIRCULAR 0.300 0.300 0.0232 3.010 0 Watercourse 19 STM1190 60.10 0.009 CIRCULAR 0.300 0.300 0.0251 3.133 0 Watercourse 19 STM2265 8.01 0.009 CIRCULAR 0.450 0.450 0.0100 2.588 0 Watercourse 19 STM2268 48.16 0.009 CIRCULAR 0.450 0.450 0.0075 2.238 0 Watercourse 19 STM2270 87.94 0.009 CIRCULAR 0.450 0.450 0.0039 1.611 0 Watercourse 19 STM280 8.35 0.009 CIRCULAR 0.300 0.300 0.0504 4.436 0 Watercourse 19 STM281 10.29 0.009 CIRCULAR 0.300 0.300 0.0487 4.359 0 Watercourse 19 STM3731 25.19 0.024 CIRCULAR 0.600 0.600 0.0944 3.615 0 Watercourse 19 STM3732 33.61 0.024 CIRCULAR 0.375 0.375 0.1382 3.196 0 Watercourse 21 STM151 19.15 0.009 CIRCULAR 0.300 0.300 0.0047 1.355 1 Watercourse 21 STM152 16.32 0.009 CIRCULAR 0.750 0.750 0.0233 5.555 1 Watercourse 21 STM153 11.22 0.009 CIRCULAR 0.600 0.600 0.1021 10.024 1 Watercourse 21 STM286 58.12 0.009 CIRCULAR 0.300 0.300 0.0048 1.372 1 Watercourse 21 STM367 5.47 0.009 CIRCULAR 0.750 0.750 0.0165 4.671 1 - Watercourse 21 STM155 25.93 0.009 CIRCULAR 0.300 0.300 0.0452 4.199 0 WATERCOURSE / OUTLET ST14 I.. LENGTH (m) n^h rialaf aWAP . SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (m/s) DEFIENT Watercourse 21 STM157 ' 64.19 ' 0.009 CIRCULAR ' 0.300 ' 0.300 ' 0.0345 ' 3.668 0 Watercourse 21 STM160 31.14 0.009 CIRCULAR 0.300 0.300 0.0399 3.945 0 Watercourse 21 STM162 31.39 0.009 CIRCULAR 0.300 0.300 0.0427 4.085 0 Watercourse 21 STM163 56.03 0.009 CIRCULAR 0.375 0.375 0.0382 4.483 0 Watercourse 21 STM164 17.62 0.009 CIRCULAR 0.525 0.525 0.0062 2.267 0 Watercourse 21 STM167 9.32 0.009 CIRCULAR 0.750 0.750 0.0032 2.065 0 Watercourse 21 STM260 23.60 0.009 CIRCULAR 0.300 0.300 0.0119 2.153 0 Watercourse 21 STM261 60.93 0.009 CIRCULAR 0.300 0.300 0.0102 1.994 0 Watercourse 21 STM263 45.48 0.009 CIRCULAR 0.600 0.600 0.0106 3.222 0 Watercourse 21 STM283 49.05 0.009 CIRCULAR 0.300 0.300 0.0298 3.410 0 Watercourse 21 STM285 40.01 0.009 CIRCULAR 0.300 0.300 0.0150 2.420 0 Watercourse 21 STM288 17.73 0.009 CIRCULAR 0.450 0.450 0.0260 4.172 0 Watercourse 21 STM291 26.20 0.009 CIRCULAR 0.450 0.450 0.0283 4.353 0 Watercourse 21 STM293 55.01 0.009 CIRCULAR 0.300 0.300 0.0096 1.940 0 Watercourse 21 STM366 29.13 0.009 CIRCULAR 0.750 0.750 0.0055 2.697 0 Watercourse 21 STM368 77.66 0.009 CIRCULAR 0.750 0.750 0.0058 2.770 0 Watercourse 21 STM572 10.57 0.009 CIRCULAR 0.600 0.600 0.0132 3.609 0 Watercourse 21 STM574 57.62 0.009 CIRCULAR 0.750 0.750 0.0052 2.627 0 Watercourse 21 STM575 25.13 0.009 CIRCULAR 0.750 0.750 0.0048 2.514 0 Watercourse 21 STM577 32.58 0.009 CIRCULAR 0.750 0.750 0.0025 1.805 0 Watercourse 21 STM579 59.38 0.009 CIRCULAR 0.750 0.750 0.0066 2.950 0 Watercourse 21 STM648 17.54 0.009 CIRCULAR 0.750 0.750 0.0051 2.607 0 Watercourse 21 STM649 18.96 0.009 CIRCULAR 0.750 0.750 0.0079 3.237 0 Watercourse 21 STM651 8.90 0.009 CIRCULAR 0.450 0.450 0.0112 2.745 0 Watercourse 21 STM652 29.00 0.009 CIRCULAR 0.300 0.300 0.0204 2.819 0 Watercourse 21 STM654 29.61 0.009 CIRCULAR 0.300 0.300 0.0210 2.860 0 Watercourse 26 STM2355 23.01 0.009 CIRCULAR 0.300 0.300 0.0044 1.303 1 Watercourse 26 STM2356 27.13 0.009 CIRCULAR 0.300 0.300 0.0044 1.314 1 Watercourse 26 STM3022 51.50 0.009 CIRCULAR 0.375 0.375 0.0019 1.010 1 Watercourse 26 STM3024 11.93 0.009 CIRCULAR 0.375 0.375 0.0017 0.940 IN 1 Watercourse 26 STM2357 26.12 0.009 CIRCULAR 0.450 0.450 0.0057 1.962 0 Watercourse 26 STM2358 25.48 0.009 CIRCULAR 0.450 0.450 0.0055 1.919 0 Watercourse 26 STM2359 26.14 0.009 CIRCULAR 0.450 0.450 0.0042 1.680 0 Watercourse 26 STM2360 5.38 0.009 CIRCULAR 0.300 0.300 0.0130 2.255 0 Watercourse 26 STM2361 11.37 0.009 CIRCULAR 0.300 0.300 0.0053 1.436 0 Watercourse 26 STM2807 8.64 0.009 CIRCULAR 0.375 0.375 0.0208 3.310 0 Watercourse 26 STM3020 57.55 0.009 CIRCULAR 0.300 0.300 0.0059 1.519 0 Watercourse 31 STM2309 99.88 0.009 CIRCULAR 0.450 0.450 0.0396 5.151 1 Watercourse 31 STM2311 83.16 0.009 CIRCULAR 0.450 0.450 0.0364 4.943 WATERCOURSE / OUTLET STM ID LENGTH (m) ROUGHNE - HAPE CIRCULAR SIZE1 (m) 0.450 SIZE2 (m) 0.450 SLOPE (m/m) 0.0972 FULL FLOW VELOCITY (m/s) 8.071 DEFICIENT Watercourse 31 STM2316 29.80 0.009 Watercourse 31 STM2316A 39.45 0.009 CIRCULAR 0.450 0.450 0.0846 7.532 Watercourse 31 STM2318 4.84 0.009 CIRCULAR 0.300 0.300 0.4726 13.585 1 Watercourse 31 STM2322 81.68 0.009 CIRCULAR 0.450 0.450 0.0972 8.073 1 Watercourse 31 STM2323 98.65 0.009 CIRCULAR 0.450 0.450 0.0952 7.990 1 Watercourse 31 STM2325 8.70 0.009 CIRCULAR 0.300 0.300 0.0039 1.236 1 Watercourse 31 STM2329 59.90 0.009 CIRCULAR 0.300 0.300 0.0753 5.424 1 Watercourse 31 STM2335 45.78 0.013 CIRCULAR 0.525 0.525 0.0002 0.243 1 Watercourse 31 STM2337 41.60 0.009 CIRCULAR 0.300 0.300 0.0603 4.850 1 Watercourse 31 STM2339 27.10 0.009 CIRCULAR 0.300 0.300 0.0785 5.535 1 Watercourse 31 STM2349 35.82 0.009 CIRCULAR 0.300 0.300 0.0548 4.626 1 Watercourse 31 STM2351 25.37 0.009 CIRCULAR 0.300 0.300 0.0877 5.853 1 Watercourse 31 STM2791B 94.50 0.013 CIRCULAR 1.200 0.000 0.0484 7.585 1 Watercourse 31 STM2791C 47.00 0.013 CIRCULAR 1.200 0.000 0.0177 4.581 1 Watercourse 31 STM2972 11.42 0.013 CIRCULAR 0.900 0.900 -0.0307 1 Watercourse 31 STM2996 8.58 0.009 CIRCULAR 0.300 0.300 0.0754 5.426 1 Watercourse 31 STM3000 17.21 0.009 CIRCULAR 0.300 0.300 0.0825 5.677 1 Watercourse 31 STM3126 24.15 0.009 CIRCULAR 0.450 0.450 0.0465 5.581 1 1 Watercourse 31 STM3147 47.65 0.009 CIRCULAR 0.300 0.300 0.0050 1.393 1 Watercourse 31 STM3148 30.91 0.009 CIRCULAR 0.300 0.300 0.0050 1.394 1 Watercourse 31 STM3154 38.36 0.013 CIRCULAR 0.450 0.450 0.0743 4.888 1 Watercourse 31 STM2274 59.94 0.009 CIRCULAR 0.300 0.300 0.0096 1.934 0 Watercourse 31 STM2275 38.45 0.009 CIRCULAR 0.300 0.300 0.0286 3.343 0 Watercourse 31 STM2276 22.34 0.009 CIRCULAR 0.300 0.300 0.0287 3.346 0 Watercourse 31 STM2277 21.17 0.009 CIRCULAR 0.375 0.375 0.0154 2.846 0 Watercourse 31 STM2278 37.66 0.009 CIRCULAR 0.375 0.375 0.0122 2.535 0 Watercourse 31 STM2280 37.93 0.009 CIRCULAR 0.375 0.375 0.0206 3.289 0 Watercourse 31 STM2282 54.85 0.013 CIRCULAR 0.450 0.450 0.0228 2.709 0 Watercourse 31 STM2284 17.44 0.013 CIRCULAR 0.450 0.450 0.0205 2.569 0 Watercourse 31 STM2285 16.16 0.013 CIRCULAR 0.450 0.450 0.0181 2.410 0 Watercourse 31 STM2286 20.16 0.013 CIRCULAR 0.450 0.450 0.0152 2.209 0 Watercourse 31 STM2287 4.90 0.013 CIRCULAR 0.450 0.450 0.0110 1.881 0 Watercourse 31 STM2289 32.10 0.013 CIRCULAR 0.525 0.525 0.0066 1.614 0 Watercourse 31 STM2290 13.23 0.013 CIRCULAR 0.600 0.600 0.0023 1.035 0 Watercourse 31 STM2291 28.60 0.013 CIRCULAR 0.600 0.600 0.0032 1.232 0 Watercourse 31 STM2293 28.25 0.013 CIRCULAR 0.600 0.600 0.0035 1.292 0 Watercourse 31 STM2295 28.99 0.013 CIRCULAR 0.675 0.675 0.0028 1.250 0 Watercourse 31 STM2296 32.07 0.013 CIRCULAR 0.675 0.675 0.0022 1.097 0 Watercourse 31 STM2298 56.38 0.013 CIRCULAR 0.675 0.675 0.0036 1.400 0 WATERCOURSE / OUTLET STM ID LENGTH (m) R. iiiial ESS SWAP . SIZE1 (m) SIZE2 (m) SLOPE FULL FLOW VELOCITY (m/s) REF NTH Watercourse 31 ' 0.013 CIRCULAR ' 0.750 ' 0.750 ' 0.0029 ' 1.355 0 ST , z5uu 51.29 Watercourse 31 STM2301 24.19 0.013 CIRCULAR 0.750 0.750 0.0021 1.147 0 Watercourse 31 STM2302 62.40 0.013 CIRCULAR 0.750 0.750 0.0029 1.345 0 Watercourse 31 STM2303 8.48 0.013 CIRCULAR 0.825 0.825 0.0060 2.083 0 Watercourse 31 STM2304 5.97 0.013 CIRCULAR 0.825 0.825 0.0142 3.203 0 Watercourse 31 STM2305 89.92 0.013 CIRCULAR 0.900 0.900 0.0040 1.788 0 Watercourse 31 STM2306 49.96 0.013 CIRCULAR 0.900 0.900 0.0023 1.365 0 Watercourse 31 STM2308 36.86 0.009 CIRCULAR 0.450 0.450 0.0193 3.594 0 Watercourse 31 STM2313 100.14 0.009 CIRCULAR 0.450 0.450 0.0195 3.612 0 Watercourse 31 STM2326 30.16 0.009 CIRCULAR 0.825 0.825 0.0116 4.179 0 Watercourse 31 STM2331 51.19 0.009 CIRCULAR 0.300 0.300 0.0452 4.203 0 Watercourse 31 STM2333 9.00 0.009 CIRCULAR 0.300 0.300 0.0349 3.692 0 Watercourse 31 STM2340 15.51 0.009 CIRCULAR 0.300 0.300 0.0491 4.377 0 Watercourse 31 STM2341 9.55 0.009 CIRCULAR 0.300 0.300 0.0459 4.235 0 Watercourse 31 STM2343 19.31 0.013 CIRCULAR 0.600 0.600 0.0048 1.508 0 Watercourse 31 STM2345 40.47 0.013 CIRCULAR 0.600 0.600 0.0050 1.534 0 Watercourse 31 STM2346 17.57 0.013 CIRCULAR 0.600 0.600 0.0050 1.537 0 Watercourse 31 STM2347 6.02 0.013 CIRCULAR 0.600 0.600 0.0096 2.131 0 Watercourse 31 STM2348 8.51 0.013 CIRCULAR 0.600 0.600 0.0100 2.171 0 Watercourse 31 STM2352 30.61 0.009 CIRCULAR 0.900 0.900 0.0050 2.915 0 Watercourse 31 STM2791 14.21 0.013 CIRCULAR 1.050 1.050 0.0070 2.646 0 Watercourse 31 STM2793 33.81 0.013 CIRCULAR 0.750 0.750 0.0053 1.838 0 Watercourse 31 STM2794 50.02 0.013 CIRCULAR 0.750 0.750 0.0046 1.709 0 Watercourse 31 STM2800 26.25 0.013 CIRCULAR 0.450 0.450 0.0041 1.145 0 Watercourse 31 STM2968 43.67 0.013 CIRCULAR 0.900 0.900 0.0066 2.319 0 Watercourse 31 STM2971 11.58 0.013 CIRCULAR 0.900 0.900 0.0052 2.048 0 Watercourse 31 STM2973 27.42 0.013 CIRCULAR 0.900 0.900 0.0139 3.350 0 Watercourse 31 STM2974 17.07 0.013 CIRCULAR 0.900 0.900 0.0082 2.577 0 Watercourse 31 STM2975 61.92 0.013 CIRCULAR 0.900 0.900 0.0099 2.824 0 Watercourse 31 STM2977 54.69 0.013 CIRCULAR 0.750 0.750 0.0119 2.748 0 Watercourse 31 STM2978 67.08 0.013 CIRCULAR 0.750 0.750 0.0113 2.682 0 Watercourse 31 STM2979 106.41 0.013 CIRCULAR 0.750 0.750 0.0076 2.198 0 Watercourse 31 STM2981 60.13 0.009 CIRCULAR 0.375 0.375 0.0063 1.823 0 Watercourse 31 STM2989 49.88 0.009 CIRCULAR 0.300 0.300 0.0101 1.982 0 Watercourse 31 STM2991 56.81 0.009 CIRCULAR 0.300 0.300 0.0353 3.711 0 Watercourse 31 STM2992 8.88 0.013 CIRCULAR 0.450 0.450 0.0090 1.702 0 Watercourse 31 STM2993 23.06 0.013 CIRCULAR 0.450 0.450 0.0043 1.181 0 Watercourse 31 STM2994 72.11 0.013 CIRCULAR 0.450 0.450 0.0049 1.255 0 Watercourse 31 STM2999 7.97 0.013 CIRCULAR 0.750 0.750 0.0054 1.850 0 WATERCOURSE / OUTLET STM I s. ENGTH (m) ROUGHNE . HAPE SIZE1 (m) SIZE2 (m) SLOPE (Wm) FULL FLOW VELOCITY .' EF NT Watercourse 31 STM3001 51.99 0.013 CIRCULAR 0.600 0.600 0.0155 2.701 0 Watercourse 31 STM3002 97.34 0.024 CIRCULAR 0.750 0.750 0.0030 0.750 0 Watercourse 31 STM3004 5.19 0.013 CIRCULAR 0.525 0.525 0.0052 1.433 0 Watercourse 31 STM3127 61.79 0.009 CIRCULAR 0.900 0.900 0.0079 3.646 0 Watercourse 31 STM3129 75.51 0.013 CIRCULAR 0.900 0.900 0.0034 1.669 0 Watercourse 31 STM3130 12.13 0.013 CIRCULAR 1.050 1.050 0.0082 2.863 0 Watercourse 31 STM3131 59.84 0.013 CIRCULAR 1.050 1.050 0.0107 3.262 0 Watercourse 31 STM3133 20.33 0.013 CIRCULAR 0.750 0.750 0.0138 2.957 0 Watercourse 31 STM3134 59.86 0.009 CIRCULAR 0.375 0.375 0.0074 1.966 0 Watercourse 31 STM3137 47.11 0.013 CIRCULAR 0.750 0.750 0.0049 1.760 0 Watercourse 31 STM3139 68.39 0.013 CIRCULAR 0.750 0.750 0.0048 1.751 0 Watercourse 31 STM3149 27.32 0.009 CIRCULAR 0.300 0.300 0.0051 1.414 0 Watercourse 31 STM3151 28.89 0.013 CIRCULAR 0.450 0.450 0.0094 1.740 0 Watercourse 31 STM3153 54.60 0.013 CIRCULAR 0.450 0.450 0.0354 3.370 0 Watercourse 34 STMTE014 62.80 0.009 CIRCULAR 0.600 0.600 0.0661 8.062 1 Watercourse 34 STMTE015 61.89 0.009 CIRCULAR 0.600 0.600 0.0803 8.887 i Watercourse 34 STMTE016 18.94 0.009 CIRCULAR 0.600 0.600 0.0671 8.126 1 Outlet 45 STM25 47.09 0.009 CIRCULAR 0.750 0.750 0.0049 2.543 0 Outlet 45 STM28 19.55 0.013 CIRCULAR 0.900 0.900 0.0092 2.731 0 Outlet 45 STM3709 12.94 0.013 CIRCULAR 0.900 0.900 0.0070 2.374 0 Watercourse 56 STM137 31.13 0.009 CIRCULAR 0.450 0.450 0.0337 4.756 1 Watercourse 56 STM2623 17.33 0.009 CIRCULAR 0.750 0.750 0.0527 8.353 1 Watercourse 56 STM3260 25.00 0.013 CIRCULAR 0.525 0.525 0.0028 1.051 lik 1 Watercourse 56 STM3291 36.26 0.009 CIRCULAR 0.300 0.300 0.0525 4.527 1 Watercourse 56 STM3886 52.42 0.013 CIRCULAR 0.750 0.750 0.0527 5.786 1 Watercourse 56 STM3887 25.71 0.013 CIRCULAR 0.750 0.750 0.0495 5.604 1 Watercourse 56 STM3888 20.61 0.013 CIRCULAR 0.750 0.750 0.0496 5.610 1 Watercourse 56 STM3889 22.81 0.013 CIRCULAR 0.750 0.750 0.0452 5.357 1 Watercourse 56 STM3890 68.53 0.013 CIRCULAR 0.750 0.750 0.0491 5.583 it 1 Watercourse 56 STM3891 27.36 0.013 CIRCULAR 0.750 0.750 0.0531 5.806 IIII 1 Watercourse 56 STM551 38.24 0.009 CIRCULAR 0.750 0.750 0.0251 5.766 1 Watercourse 56 STM552 43.98 0.009 CIRCULAR 0.750 0.750 0.0510 8.220 1 Watercourse 56 STM554 50.23 0.009 CIRCULAR 0.750 0.750 0.0497 8.117 1 Watercourse 56 STM555 5.63 0.009 CIRCULAR 0.300 0.450 0.0828 5.687 1 I Watercourse 56 STM557 50.53 0.009 CIRCULAR 0.750 0.750 0.0489 8.052 1 Watercourse 56 STM558 7.70 0.009 CIRCULAR 0.750 0.750 0.0510 8.221 1 Watercourse 56 STM605 59.99 0.009 CIRCULAR 0.600 0.600 0.0013 1.144 1 Watercourse 56 C25 29.50 0.013 CIRCULAR 0.600 0.000 0.0387 4.270 0 Watercourse 56 C26 33.80 0.013 CIRCULAR 0.600 0.000 0.0412 4.406 0 ® LILL LOW • Watercourse 56 C27 ' 32.70 ' 0.013 CIRCULAR ' 0.600 ' 0.000 ' 0.0419 ' 4.447 0 Watercourse 56 C28 50.50 0.013 CIRCULAR 0.600 0.000 0.0418 4.441 0 Watercourse 56 C29 30.40 0.013 CIRCULAR 0.600 0.000 0.0418 4.440 10) Watercourse 56 C30 32.50 0.013 CIRCULAR 0.600 0.000 0.0419 4.444 0 Watercourse 56 C31 32.80 0.013 CIRCULAR 0.600 0.000 0.0391 4.291 IL Watercourse 56 C32 23.40 0.013 iORIZ_ELLIPSI 0.730 1.150 0.0068 2.353 0 Watercourse 56 C33 26.00 0.013 1ORIZ_ELLIPSI 0.730 1.150 0.0069 2.367 IL Watercourse 56 C34 31.70 0.013 1ORIZ_ELLIPSI 0.855 1.345 0.0186 4.303 0 Watercourse 56 C35 67.80 0.009 CIRCULAR 0.300 0.000 0.0325 3.561 0 Watercourse 56 C36 30.90 0.009 CIRCULAR 0.300 0.000 0.0259 3.180 0 Watercourse 56 C37 31.00 0.009 CIRCULAR 0.300 0.000 0.0197 2.772 0 Watercourse 56 C38 31.00 0.013 CIRCULAR 0.450 0.000 0.0155 2.231 0 Watercourse 56 C39 56.40 0.013 CIRCULAR 0.525 0.000 0.0055 1.473 0 Watercourse 56 C40 66.00 0.013 CIRCULAR 0.600 0.000 0.0046 1.465 0 Watercourse 56 C41 26.30 0.013 CIRCULAR 0.675 0.000 0.0046 1.586 IL Watercourse 56 C42 35.20 0.013 CIRCULAR 0.675 0.000 0.0040 1.482 0 Watercourse 56 C43 17.90 0.013 CIRCULAR 0.675 0.000 0.0034 1.360 0 Watercourse 56 STM123 50.69 0.013 CIRCULAR 0.750 0.750 0.0055 1.872 0 Watercourse 56 STM124 40.86 0.013 CIRCULAR 0.750 0.750 0.0054 1.848 0 Watercourse 56 STM125 57.90 0.013 CIRCULAR 0.750 0.750 0.0045 1.689 0 Watercourse 56 STM126 61.69 0.013 CIRCULAR 0.750 0.750 0.0041 1.604 0 Watercourse 56 STM128 63.10 0.013 CIRCULAR 0.750 0.750 0.0056 1.877 0 Watercourse 56 STM131 60.41 0.009 CIRCULAR 0.450 0.450 0.0096 2.537 0 Watercourse 56 STM132 38.14 0.009 CIRCULAR 0.300 0.300 0.0213 2.881 0 Watercourse 56 STM133 6.27 0.009 CIRCULAR 0.300 0.300 0.0255 3.157 0 Watercourse 56 STM135 16.73 0.009 CIRCULAR 0.300 0.300 0.0185 2.690 0 Watercourse 56 STM136 18.13 0.009 CIRCULAR 0.450 0.450 0.0132 2.979 0 Watercourse 56 STM139 21.84 0.009 CIRCULAR 0.450 0.450 0.0256 4.146 0 Watercourse 56 STM140 16.13 0.013 CIRCULAR 0.750 0.750 0.0031 1.403 0 Watercourse 56 STM141 26.60 0.009 CIRCULAR 0.600 0.600 0.0030 1.721 0 Watercourse 56 STM176 23.94 0.009 CIRCULAR 0.300 0.300 0.0389 3.896 0 Watercourse 56 STM177 40.81 0.009 CIRCULAR 0.300 0.300 0.0253 3.140 0 Watercourse 56 STM178 58.75 0.009 CIRCULAR 0.600 0.600 0.0031 1.735 0 Watercourse 56 STM180 8.74 0.009 CIRCULAR 0.375 0.375 0.0309 4.032 0 Watercourse 56 STM181 40.01 0.009 CIRCULAR 0.300 0.300 0.0175 2.614 0 Watercourse 56 STM3246 36.84 0.009 CIRCULAR 0.300 0.300 0.0380 3.854 0 Watercourse 56 STM3248 45.57 0.009 CIRCULAR 0.300 0.300 0.0299 3.415 0 Watercourse 56 STM3250 59.95 0.009 CIRCULAR 0.300 0.300 0.0282 3.318 0 WATERCOURSE / OUTLET STM ID LENGTH (m) ROUGH,. - HAPE SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (m/s) ' EF NT Watercourse 56 STM3252 57.93 0.009 CIRCULAR 0.450 0.450 0.0036 1.560 0 Watercourse 56 STM3255 59.28 0.013 CIRCULAR 0.525 0.525 0.0057 1.505 0 Watercourse 56 STM3262 26.28 0.013 CIRCULAR 0.525 0.525 0.0034 1.162 0 Watercourse 56 STM3264 13.19 0.013 CIRCULAR 0.525 0.525 0.0030 1.094 0 Watercourse 56 STM3266 44.35 0.013 CIRCULAR 0.525 0.525 0.0077 1.740 0 Watercourse 56 STM3269 56.28 0.013 CIRCULAR 0.600 0.600 0.0023 1.044 0 Watercourse 56 STM3270 27.49 0.013 CIRCULAR 0.750 0.750 0.0149 3.078 0 Watercourse 56 STM3273 57.30 0.013 CIRCULAR 0.750 0.750 0.0208 3.632 0 Watercourse 56 STM3274 27.36 0.013 CIRCULAR 0.750 0.750 0.0135 2.931 0 Watercourse 56 STM3275 51.14 0.013 CIRCULAR 0.750 0.750 0.0147 3.052 0 Watercourse 56 STM3278 51.89 0.013 CIRCULAR 0.750 0.750 0.0135 2.927 0 Watercourse 56 STM3282 43.88 0.013 CIRCULAR 0.750 0.750 0.0144 3.020 0 Watercourse 56 STM3286 35.57 0.013 CIRCULAR 0.750 0.750 0.0149 3.076 0 Watercourse 56 STM3288 24.99 0.013 CIRCULAR 0.750 0.750 0.0136 2.940 0 Watercourse 56 STM3289 19.31 0.013 CIRCULAR 0.750 0.750 0.0140 2.980 0 Watercourse 56 STM3295 36.89 0.013 CIRCULAR 0.750 0.750 0.0165 3.241 0 Watercourse 56 STM3298 53.33 0.013 CIRCULAR 0.750 0.750 0.0152 3.106 0 Watercourse 56 STM3302 8.78 0.009 CIRCULAR 0.450 0.450 0.0239 4.004 0 Watercourse 56 STM3303 37.37 0.009 CIRCULAR 0.450 0.450 0.0104 2.646 0 Watercourse 56 STM3305 23.47 0.009 CIRCULAR 0.300 0.300 0.0508 4.452 0 Watercourse 56 STM3307 35.32 0.009 CIRCULAR 0.300 0.300 0.0428 4.088 0 Watercourse 56 STM3308 24.23 0.009 CIRCULAR 0.300 0.300 0.0306 3.454 0 Watercourse 56 STM3310 47.43 0.009 CIRCULAR 0.300 0.300 0.0228 2.982 0 Watercourse 56 STM3311 15.77 0.009 CIRCULAR 0.300 0.300 0.0311 3.484 0 Watercourse 56 STM3313 60.30 0.009 CIRCULAR 0.300 0.300 0.0254 3.148 0 Watercourse 56 STM3315 17.05 0.009 CIRCULAR 0.300 0.300 0.0188 2.707 0 Watercourse 56 STM3316 31.35 0.009 CIRCULAR 0.300 0.300 0.0236 3.036 0 Watercourse 56 STM3318 61.90 0.009 CIRCULAR 0.300 0.300 0.0416 4.028 0 Watercourse 56 STM3320 57.62 0.009 CIRCULAR 0.300 0.300 0.0427 4.085 0 Watercourse 56 STM3322 60.21 0.009 CIRCULAR 0.300 0.300 0.0434 4.116 0 Watercourse 56 STM3324 25.43 0.009 CIRCULAR 0.300 0.300 0.0476 4.313 0 Watercourse 56 STM3326 45.40 0.009 CIRCULAR 0.300 0.300 0.0357 3.734 0 Watercourse 56 STM3329 31.88 0.009 CIRCULAR 0.450 0.450 0.0210 3.754 0 Watercourse 56 STM3331 9.19 0.009 CIRCULAR 0.450 0.450 0.0120 2.834 0 Watercourse 56 STM338 19.02 0.009 CIRCULAR 0.300 0.300 0.0116 2.126 0 Watercourse 56 STM3885 4.81 0.013 CIRCULAR 0.750 0.750 0.0229 3.813 0 Watercourse 56 STM539 16.19 0.009 CIRCULAR 0.300 0.300 0.0117 2.141 0 Watercourse 56 STM540 25.13 0.009 CIRCULAR 0.300 0.300 0.0183 2.674 0 Watercourse 56 STM543 9.34 0.009 CIRCULAR 0.600 0.600 0.0054 2.294 0 WATERCOURSE / OUTLET ST14I.. LENGTH (m) -. '°• SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY - .EF NT Watercourse 56 STM544 ' 5.86 ' 0.009 CIRCULAR ' 0.600 ' 0.600 ' 0.0085 ' 2.899 0 Watercourse 56 STM547 30.10 0.009 CIRCULAR 0.300 0.300 0.0153 2.443 0 Watercourse 56 STM548 20.02 0.013 CIRCULAR 0.750 0.750 0.0057 1.909 0 Watercourse 56 STM560 68.28 0.009 CIRCULAR 0.300 0.300 0.0372 3.810 0 Watercourse 56 STM562 59.95 0.009 CIRCULAR 0.300 0.300 0.0401 3.956 0 Watercourse 56 STM564 59.45 0.009 CIRCULAR 0.300 0.300 0.0404 3.972 0 Watercourse 56 STM566 64.97 0.009 CIRCULAR 0.300 0.300 0.0360 3.751 0 Watercourse 56 STM601 17.47 0.009 CIRCULAR 0.300 0.300 0.0235 3.027 0 Watercourse 56 STM602 22.63 0.009 CIRCULAR 0.300 0.300 0.0274 3.272 0 Watercourse 56 STM603 18.73 0.009 CIRCULAR 0.300 0.300 0.0305 3.448 0 Watercourse 56 STM604 42.86 0.009 CIRCULAR 0.300 0.300 0.0343 3.661 0 Watercourse 56 STM606 8.24 0.013 CIRCULAR 0.750 0.750 0.0049 1.757 0 Watercourse 56 STM607 19.63 0.009 CIRCULAR 0.300 0.300 0.0148 2.402 0 Watercourse 56 STM608 37.34 0.009 CIRCULAR 0.300 0.300 0.0166 2.547 0 Watercourse 56 STM666 23.21 0.009 CIRCULAR 0.300 0.300 0.0449 4.185 0 Watercourse 56 STM667 8.54 0.009 CIRCULAR 0.300 0.300 0.0398 3.944 0 Watercourse 56 STM675 58.52 0.009 CIRCULAR 0.375 0.375 0.0075 1.988 0 Watercourse 56 STM685 26.39 0.009 CIRCULAR 0.300 0.300 0.0080 1.763 0 Watercourse 56 STM686 59.46 0.009 CIRCULAR 0.300 0.300 0.0128 2.234 0 Watercourse 56 STM690 42.27 0.009 CIRCULAR 0.300 0.300 0.0324 3.559 0 Watercourse 56 STM691 27.88 0.009 CIRCULAR 0.300 0.300 0.0319 3.532 0 Watercourse 56 STM692 56.62 0.009 CIRCULAR 0.300 0.300 0.0453 4.204 0 Watercourse 56 STM693 50.21 0.009 CIRCULAR 0.600 0.600 0.0030 1.715 0 Watercourse 56 STM694 26.99 0.009 CIRCULAR 0.600 0.600 0.0048 2.178 0 Watercourse 56 STM695 37.28 0.009 CIRCULAR 0.600 0.600 0.0046 2.118 0 Watercourse 56 STM696 52.93 0.009 CIRCULAR 0.300 0.300 0.0119 2.156 0 Arthur St. W Outlet STM2108 122.36 0.013 CIRCULAR 0.525 0.525 0.0029 1.077 1 Arthur St. W Outlet STM2122 77.34 0.013 CIRCULAR 0.300 0.300 0.0030 0.746 1 Arthur St. W Outlet STM2134 11.81 0.013 CIRCULAR 0.375 0.375 0.0025 0.800 1 Arthur St. W Outlet STM2135 16.30 0.013 CIRCULAR 0.300 0.300 0.0025 0.677 1 Arthur St. W Outlet STM2185 52.23 0.013 CIRCULAR 0.300 0.300 0.0038 0.847 1 Arthur St. W Outlet STM2209 27.96 0.013 CIRCULAR 0.900 0.900 0.1912 12.441 1 Arthur St. W Outlet STM2740 9.22 0.013 CIRCULAR 0.600 0.600 -0.0033 1 Arthur St. W Outlet STM2758 48.29 0.013 CIRCULAR 0.375 0.375 0.0031 0.885 1 Arthur St. W Outlet STM3056 61.45 0.013 CIRCULAR 0.375 0.375 0.0029 0.859 1 Arthur St. W Outlet STM1415 13.13 0.013 CIRCULAR 0.300 0.300 0.0841 3.967 0 Arthur St. W Outlet STM1425 39.15 0.013 CIRCULAR 0.600 0.600 0.0064 1.736 0 Arthur St. W Outlet STM1426 22.65 0.013 CIRCULAR 0.300 0.300 0.0424 2.818 0 Arthur St. W Outlet STM1953 108.37 0.013 CIRCULAR 0.600 0.600 0.0055 1.616 0 WATERCOURSE / •:UTLET STM ID LENGTH (m) ROUGH,. = HAPE SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (m/s) ' EF NT Arthur St. W Outlet STM2109 83.69 0.013 CIRCULAR 0.375 0.375 0.0091 1.513 0 Arthur St. W Outlet STM2115 10.95 0.013 CIRCULAR 0.300 0.300 0.0292 2.339 0 Arthur St. W Outlet STM2124 46.16 0.013 CIRCULAR 0.300 0.300 0.0184 1.857 0 Arthur St. W Outlet STM2203 9.55 0.009 CIRCULAR 0.300 0.300 0.0272 3.261 0 Arthur St. W Outlet STM2205 3.64 0.009 CIRCULAR 0.300 0.300 0.0247 3.106 0 Arthur St. W Outlet STM2208 14.06 0.024 CIRCULAR 0.300 0.300 0.0763 2.047 0 Arthur St. W Outlet STM2218 86.90 0.013 CIRCULAR 0.450 0.450 0.0032 1.017 0 Arthur St. W Outlet STM2827 23.87 0.013 CIRCULAR 0.300 0.300 0.0256 2.187 0 Arthur St. W Outlet STM2828 6.63 0.013 CIRCULAR 0.300 0.300 0.0483 3.008 0 Arthur St. W Outlet STM2829 6.80 0.013 CIRCULAR 0.300 0.300 0.0147 1.659 0 Arthur St. W Outlet STM2874 53.60 0.013 CIRCULAR 0.375 0.375 0.0471 3.444 0 Arthur St. W Outlet STM2875 49.40 0.013 CIRCULAR 0.375 0.375 0.0148 1.930 0 Arthur St. W Outlet STM2876 51.75 0.013 CIRCULAR 0.450 0.450 0.0058 1.365 0 Arthur St. W Outlet STM2877 44.43 0.013 CIRCULAR 0.450 0.450 0.0061 1.398 0 Arthur St. W Outlet STM2878 18.61 0.013 CIRCULAR 0.450 0.450 0.0048 1.247 0 Arthur St. W Outlet STM3055 7.04 0.013 CIRCULAR 0.600 0.600 0.0170 2.835 0 Arthur St. W Outlet STM3058 51.78 0.013 CIRCULAR 0.300 0.300 0.0143 1.635 0 Arthur St. W Outlet STM3059 15.71 0.013 CIRCULAR 0.375 0.375 0.0389 3.130 0 Cameron St. Outlet STM1290 60.02 0.009 CIRCULAR 0.525 0.525 0.0028 1.527 1 Cameron St. Outlet STM1461 91.40 0.009 CIRCULAR 0.525 0.525 0.0362 5.463 1 Cameron St. Outlet STM1481 60.02 0.009 CIRCULAR 0.525 0.525 0.0290 4.887 1 Cameron St. Outlet STM1505 55.11 0.009 CIRCULAR 0.300 0.300 0.0035 1.161 1 Cameron St. Outlet STM1530 98.04 0.009 CIRCULAR 0.525 0.525 0.0022 1.340 1 Cameron St. Outlet STM1982 25.12 0.009 CIRCULAR 0.525 0.525 0.0799 8.111 1 Cameron St. Outlet STM1983 27.99 0.009 CIRCULAR 0.525 0.525 0.0322 5.147 1 Cameron St. Outlet STM1984 83.70 0.009 CIRCULAR 0.750 0.750 0.0295 6.254 1 Cameron St. Outlet STM1985 18.31 0.009 CIRCULAR 0.750 0.750 0.0257 5.833 1 Cameron St. Outlet STM1279 19.92 0.009 CIRCULAR 0.300 0.300 0.0173 2.601 0 Cameron St. Outlet STM1284 34.34 0.009 CIRCULAR 0.750 0.750 0.0079 3.239 0 Cameron St. Outlet STM1286 17.01 0.009 CIRCULAR 0.375 0.375 0.0088 2.153 0 Cameron St. Outlet STM1287 51.51 0.009 CIRCULAR 0.750 0.750 0.0087 3.395 0 Cameron St. Outlet STM1288 60.02 0.009 CIRCULAR 0.750 0.750 0.0130 4.150 0 Cameron St. Outlet STM1291 60.02 0.009 CIRCULAR 0.525 0.525 0.0045 1.931 0 Cameron St. Outlet STM1459 60.02 0.009 CIRCULAR 0.525 0.525 0.0061 2.234 0 Cameron St. Outlet STM1462 60.02 0.009 CIRCULAR 0.525 0.525 0.0092 2.749 0 Cameron St. Outlet STM1466 36.01 0.009 CIRCULAR 0.525 0.525 0.0111 3.029 0 Cameron St. Outlet STM1467 24.80 0.009 CIRCULAR 0.750 0.750 0.0140 4.299 0 Cameron St. Outlet STM1508 42.70 0.009 CIRCULAR 0.450 0.450 0.0138 3.044 0 Cameron St. Outlet STM1509 50.07 0.009 CIRCULAR 0.450 0.450 0.0150 3.169 0 WATERCOURSE / • TLET STM ID LENGTH (m) ' - . 0.009 E . • CIRCULAR ' SIZE1 (m) 0.450 ' SIZE2 Cm) 0.450 ' SLOPE (m/m) 0.0108 FULL FLOW VELOCITY - . EF NT ' 2.693 0 Cameron St. Outlet STM1512° 50.83 Cameron St. Outlet STM1514 59.53 0.009 CIRCULAR 0.375 0.375 0.0151 2.820 0 Cameron St. Outlet STM1515 60.50 0.009 CIRCULAR 0.375 0.375 0.0101 2.302 0 Cameron St. Outlet STM1516 59.48 0.009 CIRCULAR 0.375 0.375 0.0050 1.628 0 Cameron St. Outlet STM1519 60.03 0.009 CIRCULAR 0.300 0.300 0.0098 1.959 0 Cameron St. Outlet STM1520 59.99 0.009 CIRCULAR 0.300 0.300 0.0082 1.786 0 Cameron St. Outlet STM1523 60.13 0.009 CIRCULAR 0.300 0.300 0.0075 1.709 0 Cameron St. Outlet STM1529 60.02 0.009 CIRCULAR 0.450 0.450 0.0035 1.538 0 Cameron St. Outlet STM1533 25.01 0.009 CIRCULAR 0.375 0.375 0.0370 4.411 0 Cameron St. Outlet STM1537 60.12 0.009 CIRCULAR 0.375 0.375 0.0108 2.384 0 Cameron St. Outlet STM1685 66.88 0.009 CIRCULAR 0.750 0.750 0.0078 3.211 0 Cameron St. Outlet STM1986_1 68.04 0.013 CIRCULAR 1.200 0.900 0.0097 3.393 0 Cameron St. Outlet STM1986_2 6.55 0.013 IORIZ_ELLIPSI 9.000 0.000 0.0108 3.589 0 Cameron St. Outlet STM2666 68.10 0.013 CIRCULAR 1.200 1.200 0.0107 3.569 0 Cameron St. Outlet STM2888 35.33 0.009 CIRCULAR 0.300 0.300 0.0300 3.423 0 Elgin St. Outlet STM1489 12.13 0.013 CIRCULAR 0.450 0.450 0.1931 7.877 1 Elgin St. Outlet STM1494 41.04 0.013 CIRCULAR 0.300 0.300 0.0049 0.955 1 Elgin St. Outlet STM1882 45.05 0.013 CIRCULAR 0.525 0.525 0.0022 0.936 1 Elgin St. Outlet STM2935 20.13 0.013 CIRCULAR 0.375 0.375 0.0046 1.073 1 Elgin St. Outlet STM1281 60.40 0.013 CIRCULAR 0.600 0.600 0.0124 2.420 0 Elgin St. Outlet STM1486 4.15 0.013 CIRCULAR 0.300 0.300 0.0483 3.007 0 Elgin St. Outlet STM1487 46.93 0.013 CIRCULAR 0.300 0.300 0.0107 1.412 0 Elgin St. Outlet STM1488 15.09 0.013 CIRCULAR 0.300 0.300 0.0133 1.575 0 Elgin St. Outlet STM1496 50.45 0.013 CIRCULAR 0.300 0.300 0.0060 1.055 0 Elgin St. Outlet STM1498 13.72 0.013 CIRCULAR 0.375 0.375 0.0098 1.569 0 Elgin St. Outlet STM1500 50.78 0.013 CIRCULAR 0.300 0.300 0.0079 1.214 0 Elgin St. Outlet STM1503 40.45 0.013 CIRCULAR 0.600 0.600 0.0129 2.463 0 Elgin St. Outlet STM1878 45.79 0.013 CIRCULAR 0.300 0.300 0.0066 1.107 0 Elgin St. Outlet STM1879 42.33 0.013 CIRCULAR 0.300 0.300 0.0106 1.410 0 Elgin St. Outlet STM1880 46.26 0.013 CIRCULAR 0.300 0.300 0.0087 1.272 0 Elgin St. Outlet STM1884 47.65 0.013 CIRCULAR 0.525 0.525 0.0042 1.288 0 Elgin St. Outlet STM1886 37.71 0.013 CIRCULAR 0.525 0.525 0.0040 1.253 0 Elgin St. Outlet STM1887 108.94 0.013 CIRCULAR 0.600 0.600 0.0214 3.176 0 Elgin St. Outlet STM2779 11.45 0.013 CIRCULAR 0.375 0.375 0.0065 1.277 0 Elgin St. Outlet STM3114 26.09 0.013 CIRCULAR 0.675 0.675 0.0284 3.957 0 Elgin St. Outlet STM3115 19.91 0.013 CIRCULAR 0.675 0.675 0.0030 1.289 0 Little Beaver River (54) C100 6.01 0.009 CIRCULAR 0.300 0.000 0.0050 1.396 1 Little Beaver River (54) STM115 7.14 0.009 CIRCULAR 0.600 0.600 0.0224 4.696 1 Little Beaver River (54) STM1387 9.79 0.013 CIRCULAR 0.675 0.675 0.0004 0.476 1 WATERCOURSE / OUTLET STM ID LENGTH (m) R HAPE CIRCULAR SIZE1 (m) 0.300 SIZE2 (m) 0.300 SLOPE (m/m) 0.0040 FULL FLOW VELOCITY (m/s) 0.870 DEFICIENT Little Beaver River (54) STM1435 24.73 0.013 Little Beaver River (54) STM1436 44.71 0.013 CIRCULAR 0.375 0.400 0.0022 0.751 Little Beaver River (54) STM1535 61.33 0.013 CIRCULAR 0.375 0.400 0.0033 0.906 1 Little Beaver River (54) STM1630 57.42 0.009 CIRCULAR 0.300 0.300 0.0039 1.240 1 Little Beaver River (54) STM1631 7.68 0.009 CIRCULAR 0.300 0.300 0.0039 1.236 1 Little Beaver River (54) STM170 11.66 0.013 CIRCULAR 0.300 0.300 0.0043 0.896 1 Little Beaver River (54) STM171 30.93 0.013 CIRCULAR 0.300 0.300 0.0032 0.777 1 Little Beaver River (54) STM1766 23.50 0.013 CIRCULAR 0.375 0.375 0.0030 0.867 1 Little Beaver River (54) STM2082 33.82 0.024 CIRCULAR 0.600 0.600 0.0021 0.535 1 Little Beaver River (54) STM2083 28.39 0.024 CIRCULAR 0.600 0.600 0.0021 0.540 1 Little Beaver River (54) STM2144 8.08 0.013 CIRCULAR 0.750 0.750 -0.0037 1 Little Beaver River (54) STM2213 25.26 0.024 CIRCULAR 0.200 0.300 0.0095 0.551 1 Little Beaver River (54) STM2860 44.34 0.024 1ORIZ ELLIPSI 0.820 1.150 0.0015 0.638 1 Little Beaver River (54) STM2869 44.91 0.009 CIRCULAR 0.375 0.450 0.0042 1.491 1 Little Beaver River (54) STM3216 28.26 0.009 CIRCULAR 0.300 0.300 0.0043 1.288 1 Little Beaver River (54) STM3224 22.70 0.009 CIRCULAR 0.375 0.375 0.0049 1.597 1 Little Beaver River (54) STM3227 20.16 0.009 CIRCULAR 0.375 0.375 0.0025 1.142 1 Little Beaver River (54) STM3231 31.56 0.009 CIRCULAR 0.300 0.300 0.0029 1.055 1 Little Beaver River (54) STM3232 26.43 0.009 CIRCULAR 0.300 0.300 0.0030 1.088 1 Little Beaver River (54) STM3238 33.51 0.009 CIRCULAR 0.300 0.300 0.0030 1.079 1 Little Beaver River (54) STM3243 62.02 0.009 CIRCULAR 0.450 0.450 0.0023 1.231 1 Little Beaver River (54) STM541 36.71 0.009 CIRCULAR 0.600 0.600 0.0215 4.603 1 Little Beaver River (54) STM597 59.94 0.009 CIRCULAR 0.300 0.300 0.0035 1.169 1 Little Beaver River (54) STM664 15.04 0.009 CIRCULAR 0.900 0.900 0.0173 5.405 1 Little Beaver River (54) STM676 10.33 0.009 CIRCULAR 0.450 0.450 0.0826 7.441 1 Little Beaver River (54) STM704_4 19.00 0.013 CIRCULAR 0.750 0.000 0.0668 6.512 1 Little Beaver River (54) C101 11.22 0.013 CIRCULAR 0.375 0.000 0.0054 1.161 0 Little Beaver River (54) STM1042 20.09 0.013 CIRCULAR 0.750 0.750 0.0144 3.028 0 Little Beaver River (54) STM1043 70.98 0.013 CIRCULAR 0.300 0.300 0.0118 1.489 0 Little Beaver River (54) STM1050 84.31 0.013 CIRCULAR 0.675 0.675 0.0033 1.353 0 Little Beaver River (54) STM1386 27.91 0.013 CIRCULAR 0.600 0.600 0.0123 2.411 0 Little Beaver River (54) STM1388 16.46 0.009 CIRCULAR 0.300 0.300 0.0145 2.376 0 Little Beaver River (54) STM1389 53.74 0.013 CIRCULAR 0.675 0.675 0.0045 1.572 0 Little Beaver River (54) STM1399 60.06 0.013 CIRCULAR 0.675 0.675 0.0049 1.644 0 Little Beaver River (54) STM1401 60.84 0.013 CIRCULAR 0.675 0.675 0.0047 1.602 0 Little Beaver River (54) STM1430 73.87 0.013 CIRCULAR 0.300 0.300 0.0118 1.485 0 Little Beaver River (54) STM1433 29.63 0.013 CIRCULAR 0.450 0.450 0.0071 1.509 0 Little Beaver River (54) STM1438 8.80 0.009 CIRCULAR 0.300 0.300 0.0130 2.250 0 Little Beaver River (54) STM1440 9.20 0.009 CIRCULAR 0.300 0.300 0.0227 2.978 0 WATERCOURSE / OUTLET STM I w_ ENGTH (m) - - - SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (_Ainigail ipEFILENti Little Beaver River (54) STM1441 36.57 ' 0.009 CIRCULAR ' 0.300 0.300 0.0111 ' 2.082 0 Little Beaver River (54) STM1442 56.57 0.013 CIRCULAR 0.600 0.600 0.0064 1.740 0 Little Beaver River (54) STM168 66.51 0.013 CIRCULAR 0.300 0.300 0.0065 1.100 0 Little Beaver River (54) STM1683 65.09 0.009 CIRCULAR 0.300 0.300 0.0120 2.164 0 Little Beaver River (54) STM1684 59.82 0.009 CIRCULAR 0.600 0.600 0.0054 2.294 0 Little Beaver River (54) STM169 10.93 0.013 CIRCULAR 0.675 0.675 0.0064 1.881 0 Little Beaver River (54) STM1701 60.17 0.009 CIRCULAR 0.600 0.600 0.0052 2.251 0 Little Beaver River (54) STM1702 17.41 0.009 CIRCULAR 0.525 0.525 0.0075 2.480 0 Little Beaver River (54) STM1703 17.72 0.009 CIRCULAR 0.600 0.600 0.0040 1.971 0 Little Beaver River (54) STM172 25.57 0.013 CIRCULAR 0.300 0.300 0.0078 1.210 0 Little Beaver River (54) STM173 5.47 0.013 CIRCULAR 0.300 0.300 0.0642 3.465 0 Little Beaver River (54) STM174 73.01 0.013 CIRCULAR 0.300 0.300 0.0140 1.617 0 Little Beaver River (54) STM1768 38.94 0.013 CIRCULAR 0.600 0.600 0.0036 1.303 0 Little Beaver River (54) STM1769 76.45 0.013 CIRCULAR 0.600 0.600 0.0039 1.360 0 Little Beaver River (54) STM1770 54.63 0.013 CIRCULAR 0.600 0.600 0.0040 1.379 0 Little Beaver River (54) STM1771 32.52 0.013 CIRCULAR 0.675 0.675 0.0043 1.542 0 Little Beaver River (54) STM1772 75.20 0.013 CIRCULAR 0.750 0.750 0.0049 1.768 0 Little Beaver River (54) STM1773 83.58 0.024 CIRCULAR 0.750 0.750 0.0050 0.968 0 Little Beaver River (54) STM182 17.07 0.009 CIRCULAR 0.300 0.300 0.0176 2.620 0 Little Beaver River (54) STM184 44.23 0.009 CIRCULAR 0.300 0.300 0.0097 1.948 0 Little Beaver River (54) STM1969 30.38 0.009 CIRCULAR 0.600 0.600 0.0069 2.607 0 Little Beaver River (54) STM2079 17.73 0.024 CIRCULAR 0.600 0.600 0.0276 1.956 0 Little Beaver River (54) STM2080 48.44 0.009 CIRCULAR 0.450 0.450 0.0300 4.481 0 Little Beaver River (54) STM2081 12.28 0.009 CIRCULAR 0.600 0.600 0.0065 2.531 0 Little Beaver River (54) STM2085 60.65 0.024 CIRCULAR 0.450 0.450 0.0484 2.136 0 Little Beaver River (54) STM2145 11.45 0.013 CIRCULAR 0.675 0.675 0.0058 1.783 0 Little Beaver River (54) STM2211 11.03 0.009 CIRCULAR 0.300 0.300 0.0154 2.453 0 Little Beaver River (54) STM2212 96.10 0.024 CIRCULAR 0.525 0.525 0.0138 1.266 0 Little Beaver River (54) STM2215 33.43 0.024 CIRCULAR 0.800 0.800 0.0370 2.740 0 Little Beaver River (54) STM2216 14.33 0.024 CIRCULAR 0.800 0.800 0.0052 1.032 0 Little Beaver River (54) STM2217 27.54 0.024 CIRCULAR 0.800 0.800 0.0401 2.854 0 Little Beaver River (54) STM2615 75.48 0.013 CIRCULAR 0.375 0.375 0.0077 1.391 0 Little Beaver River (54) STM2746 24.43 0.013 CIRCULAR 1.200 1.200 0.0037 2.091 0 Little Beaver River (54) STM2747 37.21 0.013 CIRCULAR 0.600 0.600 0.0051 1.552 0 Little Beaver River (54) STM2750 31.79 0.009 CIRCULAR 0.750 0.750 0.0035 2.141 0 Little Beaver River (54) STM2753 38.67 0.009 CIRCULAR 0.375 0.375 0.0062 1.807 0 Little Beaver River (54) STM2754 55.10 0.009 CIRCULAR 0.300 0.300 0.0064 1.575 0 Little Beaver River (54) STM2845 31.85 0.009 CIRCULAR 0.300 0.300 0.0050 1.400 0 Little Beaver River (54) STM2846 42.86 0.013 CIRCULAR 1.200 1.200 0.0035 2.039 0 WATERCOURSE / OUTLET STM ID LENGTH (m) ROUGHNE., HAPE CIRCULAR SIZE1 (m) 1.500 SIZE2 (m) 1.500 SLOPE (m/m) 0.0050 FULL FLOW VELOCITY (m/s) 2.837 ,'EF NTi 0 Little Beaver River (54) STM2850 51.71 0.013 Little Beaver River (54) STM2851 41.38 0.013 CIRCULAR 0.675 0.675 0.0053 1.713 0 Little Beaver River (54) STM2852 67.73 0.013 CIRCULAR 0.675 0.675 0.0049 1.639 0 Little Beaver River (54) STM2853 46.44 0.013 CIRCULAR 0.600 0.600 0.0056 1.625 0 Little Beaver River (54) STM2861 25.01 0.024 CIRCULAR 0.800 0.800 0.0167 1.842 0 Little Beaver River (54) STM2862 16.50 0.024 CIRCULAR 0.800 0.800 0.0373 2.752 0 Little Beaver River (54) STM2870 47.66 0.009 CIRCULAR 0.375 0.375 0.0057 1.727 0 Little Beaver River (54) STM2882 104.42 0.013 CIRCULAR 1.000 1.000 0.0050 2.154 0 Little Beaver River (54) STM2884 101.90 0.013 CIRCULAR 1.000 1.000 0.0050 2.159 0 Little Beaver River (54) STM2886 94.64 0.013 CIRCULAR 1.000 1.000 0.0050 2.152 0 Little Beaver River (54) STM2887 15.90 0.013 CIRCULAR 1.000 1.000 0.0044 2.025 0 Little Beaver River (54) STM3063 37.52 0.013 CIRCULAR 1.200 1.200 0.0035 2.028 0 Little Beaver River (54) STM3072 6.00 0.009 CIRCULAR 0.300 0.300 0.0300 3.423 0 Little Beaver River (54) STM3076 42.26 0.024 CIRCULAR 0.300 0.300 0.0379 1.442 0 Little Beaver River (54) STM3079 28.45 0.013 CIRCULAR 1.000 1.000 0.0123 3.386 0 Little Beaver River (54) STM3079A 65.57 0.013 CIRCULAR 1.000 1.000 0.0024 1.508 0 Little Beaver River (54) STM3082 5.78 0.009 CIRCULAR 0.375 0.375 0.0052 1.652 0 Little Beaver River (54) STM3218 18.72 0.009 CIRCULAR 0.300 0.300 0.0053 1.444 0 Little Beaver River (54) STM3219 41.32 0.009 CIRCULAR 0.300 0.300 0.0056 1.475 0 Little Beaver River (54) STM3221 44.96 0.009 CIRCULAR 0.300 0.300 0.0087 1.841 0 Little Beaver River (54) STM3222 36.20 0.009 CIRCULAR 0.300 0.300 0.0061 1.541 0 Little Beaver River (54) STM3226 8.37 0.009 CIRCULAR 0.450 0.450 0.0036 1.551 0 Little Beaver River (54) STM3228 27.59 0.009 CIRCULAR 0.600 0.600 0.0040 1.981 0 Little Beaver River (54) STM3229 20.72 0.009 CIRCULAR 0.600 0.600 0.0043 2.066 0 Little Beaver River (54) STM3234 57.60 0.009 CIRCULAR 0.300 0.300 0.0092 1.895 0 Little Beaver River (54) STM3237 55.02 0.009 CIRCULAR 0.300 0.300 0.0165 2.541 0 Little Beaver River (54) STM3240 9.01 0.009 CIRCULAR 0.450 0.450 0.0033 1.494 0 Little Beaver River (54) STM3241 42.67 0.009 CIRCULAR 0.450 0.450 0.0031 1.430 0 Little Beaver River (54) STM339 8.43 0.009 CIRCULAR 0.450 0.450 0.0071 2.185 0 Little Beaver River (54) STM343 11.35 0.009 CIRCULAR 0.450 0.450 0.0300 4.483 0 Little Beaver River (54) STM3504 67.29 0.009 CIRCULAR 0.300 0.300 0.0271 3.251 0 Little Beaver River (54) STM542 6.52 0.009 CIRCULAR 0.300 0.300 0.0292 3.374 0 Little Beaver River (54) STM584 55.03 0.009 CIRCULAR 0.450 0.450 0.0187 3.543 0 Little Beaver River (54) STM586 60.06 0.009 CIRCULAR 0.450 0.450 0.0103 2.630 0 Little Beaver River (54) STM587 42.34 0.009 CIRCULAR 0.600 0.600 0.0050 2.209 0 Little Beaver River (54) STM589 59.49 0.009 CIRCULAR 0.600 0.600 0.0108 3.254 0 Little Beaver River (54) STM590 23.67 0.009 CIRCULAR 0.600 0.600 0.0025 1.578 0 Little Beaver River (54) STM594 31.77 0.009 CIRCULAR 0.600 0.600 0.0167 4.052 0 Little Beaver River (54) STM595 12.26 0.009 CIRCULAR 0.600 0.600 0.0155 3.907 0 WATERCOURSE / OUTLET STM ID LENGTH (m) - • . - . .. , • -, SIZE1 (m) SIZE2 (m) SLOPE ” ,� . FULL FLOW VELOCITY (m/s) • EF NT Little Beaver River (54) STM596 ' 34.18 ' 0.009 CIRCULAR ' 0.300 ' 0.300 ' 0.0088 ' 1.852 0 Little Beaver River (54) STM671 30.18 0.009 CIRCULAR 0.300 0.300 0.0206 2.833 0 Little Beaver River (54) STM672 54.90 0.009 CIRCULAR 0.300 0.300 0.0173 2.600 0 Little Beaver River (54) STM673 55.49 0.009 CIRCULAR 0.300 0.300 0.0195 2.757 0 Little Beaver River (54) STM674 45.28 0.009 CIRCULAR 0.300 0.300 0.0133 2.275 0 Little Beaver River (54) STM689 30.99 0.009 CIRCULAR 0.300 0.300 0.0090 1.879 0 Little Beaver River (54) STM697 59.45 0.009 CIRCULAR 0.300 0.300 0.0067 1.621 0 Little Beaver River (54) STM698 51.07 0.009 CIRCULAR 0.300 0.300 0.0188 2.709 0 Little Beaver River (54) STM704 54.38 0.009 CIRCULAR 0.750 0.750 0.0114 3.886 0 Little Beaver River (54) STM704_1 72.00 0.013 CIRCULAR 0.675 0.000 0.0126 2.637 0 Little Beaver River (54) STM704_2 167.50 0.013 CIRCULAR 0.675 0.000 0.0125 2.626 0 Little Beaver River (54) STM704_3 117.50 0.013 CIRCULAR 0.750 0.000 0.0060 1.952 0 Little Beaver River (54) STMCUL440 21.45 0.01 CIRCULAR 1.000 0.000 0.0103 4.020 0 Little Beaver River (54) TW_C2581 71.58 0.024 CIRCULAR 0.600 0.000 0.0398 2.346 0 Little Beaver River (54) TW_C2582 63.95 0.024 CIRCULAR 0.600 0.000 0.0128 1.329 0 Little Beaver River (54) TW_C5091 5.22 0.013 CIRCULAR 1.000 0.000 0.0115 3.272 0 Lousia St. E Outlet STM1422 13.95 0.013 CIRCULAR 0.600 0.600 0.0007 0.583 1 Lousia St. E Outlet STM2920 104.70 0.013 CIRCULAR 0.300 0.300 0.0040 0.866 1 Lousia St. E Outlet STM456 104.26 0.013 CIRCULAR 0.600 0.600 0.0011 0.707 1 Lousia St. E Outlet STM458 6.14 0.009 CIRCULAR 0.300 0.300 0.0049 1.380 1 Lousia St. E Outlet STM491 32.41 0.024 CIRCULAR 0.300 0.300 0.0077 0.651 1 Lousia St. E Outlet STM1404 10.80 0.013 CIRCULAR 0.300 0.300 0.0130 1.557 0 Lousia St. E Outlet STM1405 3.10 0.009 CIRCULAR 0.300 0.300 0.0226 2.972 0 Lousia St. E Outlet STM1413 5.69 0.009 CIRCULAR 0.300 0.300 0.0070 1.657 0 Lousia St. E Outlet STM1414 40.44 0.013 CIRCULAR 0.600 0.600 0.0346 4.042 0 Lousia St. E Outlet STM1421 56.96 0.013 CIRCULAR 0.600 0.600 0.0116 2.338 0 Lousia St. E Outlet STM1570 106.02 0.013 CIRCULAR 0.350 0.450 0.0134 1.755 0 Lousia St. E Outlet STM1588 108.92 0.013 CIRCULAR 0.350 0.450 0.0117 1.641 0 Lousia St. E Outlet STM1608 67.68 0.013 CIRCULAR 0.600 0.600 0.0083 1.975 0 Lousia St. E Outlet STM1609 29.25 0.013 CIRCULAR 0.600 0.600 0.0068 1.796 0 Lousia St. E Outlet STM1681 106.83 0.013 CIRCULAR 0.600 0.600 0.0077 1.903 0 Lousia St. E Outlet STM1891 72.37 0.013 CIRCULAR 0.450 0.450 0.0124 1.995 0 Lousia St. E Outlet STM1954 88.35 0.013 CIRCULAR 0.600 0.600 0.0084 1.988 0 Lousia St. E Outlet STM2004 112.48 0.013 CIRCULAR 0.600 0.600 0.0041 1.389 0 Lousia St. E Outlet STM2174 4.03 0.009 CIRCULAR 0.400 0.400 0.0109 2.500 0 Lousia St. E Outlet STM2175 7.62 0.009 CIRCULAR 0.375 0.375 0.0087 2.135 0 Lousia St. E Outlet STM2186 37.52 0.024 CIRCULAR 0.300 0.300 0.0131 0.847 0 Lousia St. E Outlet STM2195 6.70 0.013 CIRCULAR 0.600 0.600 0.0239 3.358 0 Lousia St. E Outlet STM2198 39.34 0.013 CIRCULAR 0.600 0.600 0.0094 2.107 0 WATERCOURSE / OUTLET STM ID LENGTH (m) ROUGHNESc cHAPE SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY m/s) EF NTT Lousia St. E Outlet STM2773 114.25 0.013 CIRCULAR 0.375 0.375 0.0115 1.703 0 Lousia St. E Outlet STM2895 25.79 0.024 CIRCULAR 0.600 0.600 0.0369 2.258 0 Lousia St. E Outlet STM2919 43.82 0.013 CIRCULAR 0.300 0.300 0.0153 1.692 0 Lousia St. E Outlet STM378 109.02 0.013 CIRCULAR 0.350 0.600 0.0113 1.609 0 Lousia St. E Outlet STM418 7.50 0.013 CIRCULAR 0.300 0.300 0.0067 1.116 0 Lousia St. E Outlet STM459 7.53 0.009 CIRCULAR 0.300 0.300 0.0266 3.221 0 Lousia St. E Outlet STM488 10.01 0.009 CIRCULAR 0.300 0.300 0.0080 1.767 0 Lousia St. E Outlet STM489 24.58 0.024 CIRCULAR 0.600 0.600 0.0085 1.087 0 Lousia St. E Outlet STM490 8.03 0.013 CIRCULAR 0.600 0.600 0.0349 4.056 0 Mary St. Outlet C95 41.54 0.013 CIRCULAR 0.250 0.000 -0.0082 1 Mary St. Outlet STM2913 6.67 0.024 CIRCULAR 0.250 0.250 0.0392 1.299 1 Mary St. Outlet STM2915 22.73 0.024 CIRCULAR 0.250 0.250 -0.0175 1 Mary St. Outlet STM2916 12.55 0.009 CIRCULAR 0.300 0.300 -0.0073 _ 1 Mary St. Outlet STM3101 6.78 0.024 CIRCULAR 0.300 0.300 0.0044 0.493 1 Mary St. Outlet STMTE017 48.78 0.024 CIRCULAR 0.250 0.250 0.0064 0.525 1 Mary St. Outlet STMTE025 22.33 0.013 CIRCULAR 0.600 0.600 0.0924 6.600 1 Mary St. Outlet STMTE026 45.90 0.013 CIRCULAR 0.600 0.600 0.0581 5.235 1 Mary St. Outlet STMTE018 14.15 0.024 CIRCULAR 0.300 0.300 0.0205 1.061 0 Mary St. Outlet STMTE019 123.14 0.024 CIRCULAR 0.300 0.300 0.0186 1.011 0 Mary St. Outlet STMTE021 116.30 0.024 CIRCULAR 0.500 0.500 0.0083 0.950 0 Mary St. Outlet STMTE022 54.13 0.013 CIRCULAR 0.500 0.500 0.0193 2.671 0 Mary St. Outlet STMTE023 77.64 0.013 CIRCULAR 0.500 0.500 0.0095 1.869 0 Mary St. Outlet STMTE024 69.95 0.013 CIRCULAR 0.500 0.500 0.0539 4.466 0 Mary St. Outlet STMTE027 34.87 0.013 CIRCULAR 0.600 0.600 0.0360 4.122 0 Mary St. Outlet STMTE028 24.84 0.013 CIRCULAR 0.600 0.600 0.0135 2.526 0 Mary St. Outlet STMTE029 34.09 0.013 CIRCULAR 0.600 0.600 0.0408 4.385 0 Mary St. Outlet STMTE030 24.92 0.013 CIRCULAR 0.600 0.350 0.0269 3.558 0 Mary St. Outlet STMTE031 72.00 0.024 CIRCULAR 0.500 0.500 0.0191 1.441 0 Mary St. Outlet STMTE032 22.91 0.024 CIRCULAR 0.500 0.500 0.0084 0.954 0 Mary St. Outlet STMTE034 19.72 0.013 CIRCULAR 0.600 0.600 0.0228 3.277 0 Mary St. Outlet STMTE035 142.16 0.024 ARCH 1.000 1.800 0.0070 1.812 0 Misc. Camperdown STM2802 61.18 0.024 CIRCULAR 0.450 0.450 0.0057 0.733 1 Misc. Camperdown STM2965 16.52 0.013 CIRCULAR 0.600 0.600 0.0018 0.926 1 Misc. Camperdown STM2966 83.26 0.013 CIRCULAR 0.675 0.675 0.0018 0.997 1 Misc. Camperdown STM2967 17.48 0.009 CIRCULAR 0.450 0.450 0.0029 1.385 1 Misc. Camperdown STM3486 46.62 0.009 CIRCULAR 0.375 0.375 0.0043 1.505 1 Misc. Camperdown STM2786 79.63 0.009 CIRCULAR 0.450 0.450 0.0031 1.451 0 Misc. Camperdown STM2959 112.45 0.009 CIRCULAR 0.375 0.375 0.0055 1.702 0 Misc. Camperdown STM2964 21.98 0.013 CIRCULAR 0.600 0.600 0.0023 1.035 0 WATERCOURSE / OUTLET STM ID LENGTH (m) ROUGHNESS SWAP . SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY _ardiati EFILENT41 Misc. Camperdown STM3006 ' 12.17 ' 0.024 CIRCULAR ' 0.450 ' 0.450 ' 0.0094 ' 0.940 0 Misc. Camperdown STM3122 12.60 0.009 CIRCULAR 0.450 0.450 0.0095 2.526 0 Misc. Camperdown STM3125 68.03 0.009 CIRCULAR 0.450 0.450 0.0050 1.831 0 Misc. Camperdown STM3487 38.42 0.009 CIRCULAR 0.375 0.375 0.0050 1.621 0 Misc. Camperdown STM3490 71.50 0.009 CIRCULAR 0.675 0.675 0.0031 1.883 0 Misc. Camperdown STM3491 19.94 0.009 CIRCULAR 0.675 0.675 0.0020 1.521 0 Misc. Camperdown STM3494 37.24 0.009 CIRCULAR 0.675 0.675 0.0022 1.573 0 Misc. Camperdown STM3496 19.75 0.009 CIRCULAR 0.675 0.675 0.0061 2.644 0 Misc. Camperdown STM3497 15.31 0.009 CIRCULAR 0.675 0.675 0.0069 2.810 0 Misc. Camperdown STM3498 58.05 0.009 CIRCULAR 0.675 0.675 0.0021 1.544 0 Misc. Clarksburg STM2927 21.54 0.009 CIRCULAR 0.600 0.600 0.0220 4.649 1 Misc. Clarksburg STMTE011 10.26 0.024 CIRCULAR 0.300 0.300 0.0010 0.231 1 Misc. Clarksburg STM2768 79.34 0.013 CIRCULAR 0.300 0.300 0.0437 2.861 0 Misc. Clarksburg STM2769 7.14 0.013 CIRCULAR 0.300 0.300 0.0374 2.647 0 Misc. Clarksburg STM2774 28.53 0.024 CIRCULAR 0.500 0.500 0.0221 1.547 0 Misc. Clarksburg STM2775 2.79 0.024 CIRCULAR 0.300 0.300 0.0638 1.872 0 Misc. Clarksburg STM2912 46.21 0.013 CIRCULAR 0.300 0.300 0.0189 1.881 0 Misc. Clarksburg STM2924 36.02 0.024 CIRCULAR 0.300 0.300 0.0165 0.952 0 Misc. Clarksburg STM2925 6.33 0.024 CIRCULAR 0.300 0.300 0.0138 0.869 0 Misc. Clarksburg STM2928 59.36 0.024 CIRCULAR 0.400 0.400 0.0246 1.407 0 Misc. Clarksburg STM2929 33.69 0.024 CIRCULAR 0.300 0.300 0.0411 1.503 0 Misc. Clarksburg STM2930 35.05 0.024 CIRCULAR 0.400 0.400 0.0279 1.499 0 Misc. Clarksburg STMTE007 16.72 0.013 CIRCULAR 0.300 0.300 0.0314 2.422 0 Misc. Clarksburg STMTE008 69.46 0.013 CIRCULAR 0.300 0.300 0.0121 1.505 0 Misc. Clarksburg STMTE009 65.93 0.013 CIRCULAR 0.300 0.300 0.0128 1.549 0 Misc. Clarksburg STMTE010 22.73 0.024 CIRCULAR 0.300 0.300 0.0180 0.993 0 Misc. Clarksburg STMTE020 11.03 0.024 CIRCULAR 0.300 0.300 0.0369 1.424 0 Misc. Lora Bay STM2635 20.33 0.013 CIRCULAR 0.525 0.525 0.0026 1.005 1 Misc. Lora Bay STM1471 52.75 0.009 CIRCULAR 0.300 0.300 0.0376 3.834 0 Misc. Lora Bay STM1472 53.59 0.009 CIRCULAR 0.300 0.300 0.0225 2.965 0 Misc. Lora Bay STM1474 11.80 0.009 CIRCULAR 0.375 0.375 0.0102 2.312 0 Misc. Lora Bay STM2633 16.91 0.009 CIRCULAR 0.450 0.450 0.0201 3.672 0 Misc. Lora Bay STM2634 63.00 0.013 CIRCULAR 0.450 0.450 0.0049 1.260 0 Misc. Lora Bay STM2640 49.94 0.013 CIRCULAR 0.450 0.450 0.0033 1.030 0 Misc. Lora Bay STM2641 52.04 0.013 CIRCULAR 0.450 0.450 0.0044 1.189 0 Misc. Lora Bay STM2643 99.43 0.013 CIRCULAR 0.450 0.450 0.0047 1.232 0 Misc. Lora Bay STM2644 42.30 0.013 CIRCULAR 0.450 0.450 0.0053 1.305 0 Misc. Lora Bay STM2647 68.10 0.013 CIRCULAR 0.450 0.450 0.0053 1.305 0 Misc. Lora Bay STM2648 81.34 0.013 CIRCULAR 0.450 0.450 0.0048 1.243 0 WATERCOURSE / OUTLET Misc. Lora Bay STM ID STM2649 LENGTH (m) 16.03 ROUGHNE., 0.013 HAPE CIRCULAR SIZE1 (m) 0.450 SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY (m/s) 1.251 DEFICIENT _ w 0.450 0.0049 Misc. Thornbury STM1490 33.85 T 0.013 CIRCULAR 0.300 0.300 0.0015 0.526 Misc. Thornbury STM1607 60.65 0.013 CIRCULAR 0.300 0.300 0.0040 0.861 1 Misc. Thornbury STM1922 96.02 0.013 CIRCULAR 0.375 0.375 0.0049 1.110 1 Misc. Thornbury STM2088 14.38 0.024 CIRCULAR 0.450 0.450 0.0038 0.595 1 Misc. Thornbury STM2095 21.35 0.024 CIRCULAR 0.300 0.300 0.0028 0.393 1 Misc. Thornbury STM2100 12.73 0.013 CIRCULAR 0.525 0.525 0.5722 15.028 1 Misc. Thornbury STM2150 56.27 0.013 CIRCULAR 0.525 0.525 0.0784 5.564 1 Misc. Thornbury STM2168 14.62 0.024 CIRCULAR 0.600 0.600 0.1750 4.921 1 Misc. Thornbury STM2591 10.58 0.009 CIRCULAR 0.375 0.375 0.0038 1.410 1 Misc. Thornbury STM2592 68.22 0.009 CIRCULAR 0.375 0.375 0.0047 1.570 1 Misc. Thornbury STM2596 41.30 0.009 CIRCULAR 0.375 0.375 0.0782 6.412 1 Misc. Thornbury STM2598 7.85 0.009 CIRCULAR 0.300 0.300 0.1128 6.636 1 Misc. Thornbury STM2762 42.52 0.009 CIRCULAR 0.375 0.375 0.0045 1.533 1 Misc. Thornbury STM2763 46.44 0.009 CIRCULAR 0.375 0.375 0.0047 1.579 1 Misc. Thornbury STM2826 134.78 0.013 CIRCULAR 0.600 0.600 0.0015 0.835 1 Misc. Thornbury STM2835 3.68 0.009 CIRCULAR 0.450 0.450 -0.0555 1 Misc. Thornbury STM2902 20.26 0.013 CIRCULAR 0.300 0.300 0.0025 0.680 1 Misc. Thornbury STM2905 66.03 0.013 CIRCULAR 0.300 0.375 0.0023 0.652 1 Misc. Thornbury STM2941 78.56 0.024 CIRCULAR 0.250 0.250 0.0017 0.273 1 Misc. Thornbury STM2942 13.14 0.024 CIRCULAR 0.250 0.250 0.0516 1.491 Op 1 Misc. Thornbury STM2954 10.92 0.013 CIRCULAR 0.525 0.525 0.0837 5.746 1 Misc. Thornbury STM2955 5.00 0.013 CIRCULAR 0.525 0.525 0.0641 5.030 1 Misc. Thornbury STM3086 29.09 0.009 CIRCULAR 0.375 0.375 0.0034 1.345 1 Misc. Thornbury STM3091 49.76 0.013 CIRCULAR 0.525 0.525 0.0519 4.527 1 Misc. Thornbury STM3093 10.74 0.013 CIRCULAR 0.300 0.300 0.0000 0.000 1 Misc. Thornbury STM3116 66.32 0.024 CIRCULAR 0.250 0.250 0.0041 0.418 1 Misc. Thornbury STM3730 19.63 0.024 CIRCULAR 0.500 0.500 -0.0237 1 Misc. Thornbury STM424 26.99 0.013 CIRCULAR 0.450 0.450 0.0706 4.762 1 Misc. Thornbury STM1410 9.89 0.009 CIRCULAR 0.300 0.300 0.0425 4.075 0 Misc. Thornbury STM1427 55.56 0.013 CIRCULAR 0.600 0.600 0.0130 2.472 0 Misc. Thornbury STM1428 31.23 0.013 CIRCULAR 0.600 0.600 0.0099 2.164 0 Misc. Thornbury STM1484 6.26 0.009 CIRCULAR 0.450 0.450 0.0128 2.927 0 Misc. Thornbury STM1492 17.36 0.013 CIRCULAR 0.300 0.300 0.0058 1.038 0 Misc. Thornbury STM1493 23.89 0.013 CIRCULAR 0.300 0.300 0.0251 2.168 0 Misc. Thornbury STM1501 19.69 0.013 CIRCULAR 0.300 0.300 0.0051 0.975 0 Misc. Thornbury STM1502 58.67 0.013 CIRCULAR 0.375 0.375 0.0051 1.135 0 Misc. Thornbury STM1576 32.76 0.013 CIRCULAR 0.375 0.375 0.0179 2.122 0 Misc. Thornbury STM1577 48.67 0.013 CIRCULAR 0.750 0.750 0.0049 1.769 0 WATERCOURSE / O = 5-1714 II LENGTH (m) .RO _C..HNE .. .:,' SIZE1 �_ SIZE2 � SLOPE ,mm) FULL FLOW VELOCITY C /s, DEFI ENT Misc. Thornbury STM1876 ' 71.46 ' 0.013 CIRCULAR 0.375 0.375 ' 0.0076 ' 1.380 0 Misc. Thornbury STM1888 43.93 0.013 CIRCULAR 0.450 0.450 0.0048 1.239 0 Misc. Thornbury STM1890 37.01 0.013 CIRCULAR 0.525 0.525 0.0229 3.004 0 Misc. Thornbury STM1923 52.30 0.009 CIRCULAR 0.450 0.450 0.0125 2.897 0 Misc. Thornbury STM1925 54.72 0.009 CIRCULAR 0.450 0.450 0.0064 2.071 0 Misc. Thornbury STM1927 8.89 0.009 CIRCULAR 0.300 0.300 0.0090 1.875 0 Misc. Thornbury STM1928 37.54 0.009 CIRCULAR 0.300 0.300 0.0099 1.962 0 Misc. Thornbury STM2072 23.75 0.024 CIRCULAR 0.300 0.300 0.0312 1.308 0 Misc. Thornbury STM2089 10.74 0.024 CIRCULAR 0.450 0.450 0.0162 1.236 0 Misc. Thornbury STM2090 13.39 0.024 CIRCULAR 0.600 0.600 0.0105 1.202 0 Misc. Thornbury STM2096 9.63 0.024 CIRCULAR 0.300 0.300 0.0208 1.068 0 Misc. Thornbury STM2101 49.54 0.013 CIRCULAR 0.600 0.600 0.0109 2.267 0 Misc. Thornbury STM2118 58.27 0.013 CIRCULAR 0.600 0.600 0.0057 1.634 0 Misc. Thornbury STM2121 18.73 0.013 CIRCULAR 0.600 0.600 0.0160 2.749 0 Misc. Thornbury STM2147 81.70 0.013 CIRCULAR 0.525 0.525 0.0094 1.928 0 Misc. Thornbury STM2152 56.02 0.009 CIRCULAR 0.375 0.375 0.0107 2.373 0 Misc. Thornbury STM2155 18.13 0.009 CIRCULAR 0.300 0.300 0.0072 1.673 0 Misc. Thornbury STM2156 9.47 0.009 CIRCULAR 0.300 0.300 0.0053 1.436 0 Misc. Thornbury STM2157 11.61 0.024 CIRCULAR 0.375 0.450 0.0146 1.040 0 Misc. Thornbury STM2167 73.49 0.013 CIRCULAR 0.450 0.450 0.0095 1.750 0 Misc. Thornbury STM2170 96.96 0.013 CIRCULAR 0.600 0.600 0.0067 1.778 0 Misc. Thornbury STM2171 46.66 0.013 CIRCULAR 0.300 0.300 0.0054 1.002 0 Misc. Thornbury STM2580 14.03 0.024 CIRCULAR 0.300 0.300 0.0455 1.581 0 Misc. Thornbury STM2584 52.87 0.009 CIRCULAR 0.375 0.375 0.0293 3.927 0 Misc. Thornbury STM2585 37.89 0.013 CIRCULAR 0.675 0.675 0.0032 1.323 0 Misc. Thornbury STM2589 18.73 0.009 CIRCULAR 0.375 0.375 0.0080 2.052 0 Misc. Thornbury STM2590 6.25 0.009 CIRCULAR 0.375 0.375 0.0080 2.051 0 Misc. Thornbury STM2593 32.13 0.009 CIRCULAR 0.375 0.375 0.0062 1.810 0 Misc. Thornbury STM2600 8.49 0.009 CIRCULAR 0.300 0.300 0.0436 4.128 0 Misc. Thornbury STM2610 64.37 0.013 CIRCULAR 0.525 0.525 0.0035 1.169 0 Misc. Thornbury STM2611 107.29 0.013 CIRCULAR 0.525 0.525 0.0084 1.820 0 Misc. Thornbury STM2612 60.08 0.013 CIRCULAR 0.450 0.450 0.0053 1.309 0 Misc. Thornbury STM2741 61.09 0.009 CIRCULAR 0.450 0.450 0.0121 2.852 0 Misc. Thornbury STM2764 16.57 0.009 CIRCULAR 0.375 0.375 0.0103 2.323 0 Misc. Thornbury STM2766 65.46 0.013 CIRCULAR 0.600 0.600 0.0028 1.139 0 Misc. Thornbury STM2781 29.51 0.013 CIRCULAR 0.450 0.450 0.0149 2.189 0 Misc. Thornbury STM2820 33.10 0.009 CIRCULAR 0.300 0.300 0.0051 1.417 0 Misc. Thornbury STM2834 6.87 0.009 CIRCULAR 0.450 0.450 0.0169 3.365 0 Misc. Thornbury STM2834A 13.71 0.009 CIRCULAR 0.450 0.450 0.0163 3.310 0 WATERCOURSE / OUTLET STM I LENGTH (m) ROUGH,- HAPE CIRCULAR SIZE1 (m) 0.300 SIZE2 (m) 0.300 SLOPE (Wm) 0.0277 FULL FLOW VELOCITY (m/s) 3.289 ,' EF NT 0 Misc. Thornbury STM2901 5.78 0.009 Misc. Thornbury STM2907 95.80 0.013 CIRCULAR 0.600 0.600 0.0253 3.452 0 Misc. Thornbury STM2909 48.89 0.013 CIRCULAR 0.600 0.600 0.0086 2.013 0 Misc. Thornbury STM2911 20.09 0.024 CIRCULAR 0.600 0.600 0.0759 3.240 0 Misc. Thornbury STM2956 4.51 0.013 CIRCULAR 0.600 0.600 0.0067 1.771 0 Misc. Thornbury STM3053 58.22 0.013 CIRCULAR 0.600 0.600 0.0141 2.578 0 Misc. Thornbury STM3094 47.19 0.013 CIRCULAR 0.600 0.600 0.0025 1.094 0 Misc. Thornbury STM3109 6.09 0.013 CIRCULAR 0.300 0.300 0.0328 2.479 0 Misc. Thornbury STM3118 21.38 0.013 CIRCULAR 0.375 0.375 0.0051 1.138 0 Misc. Thornbury STM3119 35.77 0.009 CIRCULAR 0.525 0.525 0.0084 2.628 0 Misc. Thornbury STM3824 13.55 0.013 CIRCULAR 0.750 0.750 0.0030 1.369 0 Misc. Thornbury STM405 37.03 0.009 CIRCULAR 0.450 0.450 0.0120 2.839 0 Misc. Thornbury STM406 16.81 0.009 CIRCULAR 0.525 0.525 0.0077 2.525 0 Misc. Thornbury STM420 10.39 0.024 CIRCULAR 0.600 0.600 0.0067 0.966 0 Misc. Thornbury STM421 11.85 0.013 CIRCULAR 0.450 0.450 0.0245 2.805 0 Misc. Thornbury STM425 35.54 0.013 CIRCULAR 0.525 0.525 0.0175 2.624 0 Misc. Thornbury TW_C4253 20.22 0.024 CIRCULAR 0.300 0.000 0.0208 1.068 0 Peasemarsh Outlet (40) STM3892 59.53 0.009 CIRCULAR 0.300 0.300 0.0049 1.389 1 Peasemarsh Outlet (40) STM3893 59.83 0.009 CIRCULAR 0.300 0.300 0.0049 1.383 1 Peasemarsh Outlet (40) STM3900 9.64 0.009 CIRCULAR 0.375 0.375 0.0483 5.040 1 Peasemarsh Outlet (40) STM3894 59.41 0.013 CIRCULAR 0.525 0.525 0.0096 1.950 0 Peasemarsh Outlet (40) STM3895 60.08 0.013 CIRCULAR 0.600 0.600 0.0049 1.517 0 Peasemarsh Outlet (40) STM3896 31.18 0.013 CIRCULAR 0.600 0.600 0.0050 1.531 0 Peasemarsh Outlet (40) STM3897 26.56 0.013 CIRCULAR 0.600 0.600 0.0052 1.560 0 Peasemarsh Outlet (40) STM3898 48.77 0.013 CIRCULAR 0.600 0.600 0.0052 1.564 0 Peasemarsh Outlet (40) STM3899 6.78 0.013 CIRCULAR 0.600 0.600 0.0064 1.730 0 Peasemarsh Outlet (40) STM3901 59.97 0.009 CIRCULAR 0.375 0.375 0.0230 3.479 0 Peasemarsh Outlet (40) STM3902 50.25 0.013 CIRCULAR 0.600 0.600 0.0180 2.914 0 Peasemarsh Outlet (40) STM3903 29.77 0.013 CIRCULAR 0.600 0.600 0.0138 2.548 0 Peasemarsh Outlet (40) STM3904 14.05 0.013 CIRCULAR 0.600 0.600 0.0150 2.655 0 Silver Creek (50) C68 24.60 0.009 CIRCULAR 1.000 0.000 0.0220 6.534 1 Silver Creek (50) STM3344 30.87 0.009 CIRCULAR 0.375 0.375 0.0042 1.488 1 Silver Creek (50) STM3345 32.02 0.009 CIRCULAR 0.300 0.300 0.0047 1.352 1 Silver Creek (50) STM3353 18.32 0.009 CIRCULAR 0.375 0.375 0.0044 1.516 1 Silver Creek (50) STM3359 42.11 0.013 CIRCULAR 1.200 1.200 0.0017 1.405 1 Silver Creek (50) STM3546 27.47 0.009 CIRCULAR 0.300 0.300 0.0033 1.132 1 Silver Creek (50) STM3723 10.83 0.009 CIRCULAR 0.375 0.375 0.0037 1.393 1 Silver Creek (50) C65 30.90 0.009 CIRCULAR 0.300 0.000 0.0078 1.742 0 Silver Creek (50) C66 49.90 0.009 CIRCULAR 0.300 0.000 0.0221 2.934 0 WATERCOURSE / OUTLET I • LENGTH (m) - . E . SIZE1 � , SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY ,diatifi EFILENT41 Silver Creek (50) C67 ' 90.20 ' 0.009 CIRCULAR ' 0.300 ' 0.000 ' 0.0221 ' 2.936 0 Silver Creek (50) C69 34.70 0.009 CIRCULAR 0.375 0.000 0.0136 2.669 0 Silver Creek (50) C7 74.70 0.009 CIRCULAR 0.300 0.000 0.0080 1.771 0 Silver Creek (50) C70 16.90 0.009 CIRCULAR 0.375 0.000 0.0083 2.087 0 Silver Creek (50) C71 39.50 0.009 CIRCULAR 0.450 0.000 0.0081 2.330 0 Silver Creek (50) C72 19.60 0.009 CIRCULAR 0.450 0.000 0.0077 2.265 0 Silver Creek (50) C73 24.00 0.009 CIRCULAR 0.450 0.000 0.0079 2.304 0 Silver Creek (50) C74 15.60 0.009 CIRCULAR 0.450 0.000 0.0077 2.271 0 Silver Creek (50) C75 44.80 0.013 CIRCULAR 0.675 0.000 0.0101 2.355 0 Silver Creek (50) C76 29.30 0.013 CIRCULAR 0.675 0.000 0.0099 2.337 0 Silver Creek (50) C77 12.00 0.013 CIRCULAR 0.975 0.000 0.0083 2.740 0 Silver Creek (50) C78 21.90 0.009 CIRCULAR 0.300 0.000 0.0201 2.802 0 Silver Creek (50) C79 10.40 0.009 CIRCULAR 0.375 0.000 0.0192 3.180 0 Silver Creek (50) C80 39.80 0.009 CIRCULAR 0.375 0.000 0.0221 3.410 0 Silver Creek (50) C81 24.70 0.009 CIRCULAR 0.375 0.000 0.0219 3.391 0 Silver Creek (50) C82 88.80 0.009 CIRCULAR 0.375 0.000 0.0220 3.398 0 Silver Creek (50) C83 85.20 0.009 CIRCULAR 0.375 0.000 0.0150 2.811 0 Silver Creek (50) C84 46.40 0.009 CIRCULAR 0.450 0.000 0.0138 3.041 0 Silver Creek (50) STM3335 43.20 0.013 CIRCULAR 0.675 0.675 0.0213 3.428 0 Silver Creek (50) STM3337 19.55 0.013 CIRCULAR 0.675 0.675 0.0184 3.188 0 Silver Creek (50) STM3338 31.20 0.013 CIRCULAR 0.750 0.750 0.0192 3.494 0 Silver Creek (50) STM3340 34.89 0.013 CIRCULAR 0.750 0.750 0.0146 3.047 0 Silver Creek (50) STM3341 40.26 0.009 CIRCULAR 0.450 0.450 0.0050 1.825 0 Silver Creek (50) STM3342 24.66 0.009 CIRCULAR 0.375 0.375 0.0057 1.728 0 Silver Creek (50) STM3347 23.25 0.009 CIRCULAR 0.300 0.300 0.0211 2.869 0 Silver Creek (50) STM3349 37.27 0.009 CIRCULAR 0.300 0.300 0.0274 3.270 0 Silver Creek (50) STM3350 42.55 0.009 CIRCULAR 0.300 0.300 0.0096 1.940 0 Silver Creek (50) STM3352 39.24 0.009 CIRCULAR 0.300 0.300 0.0107 2.044 0 Silver Creek (50) STM3355 24.28 0.013 CIRCULAR 0.675 0.675 0.0190 3.234 0 Silver Creek (50) STM3356 9.61 0.013 CIRCULAR 0.600 0.600 0.0083 1.982 0 Silver Creek (50) STM3358 8.54 0.013 CIRCULAR 0.975 0.975 0.0059 2.296 0 Silver Creek (50) STM3360 33.80 0.013 CIRCULAR 1.200 1.200 0.0021 1.568 0 Silver Creek (50) STM3361 53.88 0.013 CIRCULAR 1.350 1.350 0.0019 1.608 0 Silver Creek (50) STM3363 8.24 0.013 CIRCULAR 1.350 1.350 0.0036 2.250 0 Silver Creek (50) STM3364 12.50 0.009 CIRCULAR 0.300 0.300 0.0288 3.354 0 Silver Creek (50) STM3365 69.41 0.013 CIRCULAR 1.350 1.350 0.0025 1.846 0 Silver Creek (50) STM3366 15.70 0.013 CIRCULAR 1.500 1.500 0.0032 2.256 0 Silver Creek (50) STM3367 8.22 0.013 CIRCULAR 1.500 1.500 0.0085 3.692 0 Silver Creek (50) STM3368 17.99 0.013 CIRCULAR 1.500 1.500 0.0033 2.308 0 WATERCOURSE / OUTLET STM I D. STM3369 LENGTH (m) R ®• - 0.013 HAPE CIRCULAR SIZE1 (m) SIZE2 (m) 1.500 SLOPE (m/m) 0.0039 FULL FLOW VELOCITY (m/s) ,' EF NT Silver Creek (50) 49.13 1.500 2.488 0 Silver Creek (50) STM3370 65.44 1 0.013 CIRCULAR 1.500 1.500 0.0057 3.007 0 Silver Creek (50) STM3371 55.90 0.013 CIRCULAR 0.600 0.600 0.0135 2.524 0 Silver Creek (50) STM3372 32.85 0.009 CIRCULAR 0.525 0.525 0.0062 2.250 0 Silver Creek (50) STM3373 16.79 0.009 CIRCULAR 0.525 0.525 0.0131 3.286 0 Silver Creek (50) STM3374 39.75 0.009 CIRCULAR 0.525 0.525 0.0110 3.015 0 Silver Creek (50) STM3375 46.44 0.009 CIRCULAR 0.525 0.525 0.0088 2.686 0 Silver Creek (50) STM3376 46.36 0.009 CIRCULAR 0.450 0.450 0.0057 1.950 0 Silver Creek (50) STM3377 20.62 0.013 CIRCULAR 0.525 0.525 0.0075 1.723 0 Silver Creek (50) STM3378 23.09 0.013 CIRCULAR 0.450 0.450 0.0075 1.556 0 Silver Creek (50) STM3379 36.49 0.013 CIRCULAR 0.450 0.450 0.0075 1.554 0 Silver Creek (50) STM3380 19.97 0.013 CIRCULAR 0.450 0.450 0.0073 1.527 0 Silver Creek (50) STM3381 25.96 0.013 CIRCULAR 0.450 0.450 0.0103 1.822 0 Silver Creek (50) STM3382 43.92 0.009 CIRCULAR 0.375 0.375 0.0085 2.110 0 Silver Creek (50) STM3390 75.95 0.009 CIRCULAR 0.375 0.375 0.0194 3.190 0 Silver Creek (50) STM3392 81.74 0.009 CIRCULAR 0.375 0.375 0.0158 2.880 0 Silver Creek (50) STM3394 74.57 0.009 CIRCULAR 0.300 0.300 0.0215 2.899 0 Silver Creek (50) STM3396 29.33 0.009 CIRCULAR 0.300 0.300 0.0214 2.891 0 Silver Creek (50) STM3397 26.20 0.009 CIRCULAR 0.300 0.300 0.0110 2.075 0 Silver Creek (50) STM3538 33.70 0.009 CIRCULAR 0.300 0.300 0.0097 1.949 0 Silver Creek (50) STM3539 32.62 0.009 CIRCULAR 0.300 0.300 0.0113 2.104 0 Silver Creek (50) STM3540 46.21 0.009 CIRCULAR 0.300 0.300 0.0076 1.719 0 Silver Creek (50) STM3541 45.52 0.009 CIRCULAR 0.300 0.300 0.0066 1.604 0 Silver Creek (50) STM3545 49.41 0.009 CIRCULAR 0.300 0.300 0.0051 1.406 0 Silver Creek (50) STM3547 28.00 0.009 CIRCULAR 0.300 0.300 0.0050 1.397 0 Silver Creek (50) STM3548 27.83 0.009 CIRCULAR 0.300 0.300 0.0061 1.545 0 Silver Creek (50) STM3549 28.18 0.009 CIRCULAR 0.375 0.375 0.0064 1.833 0 Silver Creek (50) STM3550 27.85 0.009 CIRCULAR 0.375 0.375 0.0122 2.534 0 Silver Creek (50) STM3555 8.30 0.009 CIRCULAR 0.900 0.900 0.0048 2.854 0 Silver Creek (50) STM3710 35.23 0.009 CIRCULAR 0.300 0.300 0.0097 1.941 0 Silver Creek (50) STM3711 28.39 0.009 CIRCULAR 0.300 0.300 0.0289 3.359 0 Silver Creek (50) STM3712 39.79 0.009 CIRCULAR 0.300 0.300 0.0347 3.681 0 Silver Creek (50) STM3713 49.74 0.009 CIRCULAR 0.375 0.375 0.0137 2.681 0 Silver Creek (50) STM3714 23.25 0.009 CIRCULAR 0.450 0.450 0.0060 2.009 0 Silver Creek (50) STM3715 42.12 0.009 CIRCULAR 0.450 0.450 0.0036 1.545 0 Silver Creek (50) STM3716 36.64 0.009 CIRCULAR 0.525 0.525 0.0046 1.955 0 Silver Creek (50) STM3717 20.53 0.009 CIRCULAR 0.525 0.525 0.0127 3.230 0 Silver Creek (50) STM3718 19.97 0.009 CIRCULAR 0.525 0.525 0.0035 1.700 0 Silver Creek (50) STM3719 26.21 0.009 CIRCULAR 0.600 0.600 0.0053 2.292 0 WATERCOURSE / OUTLET STM ID LENGTH (m) - - SIZE1 (m) SIZE2 (m) SLOPE (m/m) FULL FLOW VELOCITY '..,.ice' ^EF NTT Silver Creek (50) ' 0.009 CIRCULAR ' 0.300 ' 0.300 ' 0.0410 ' 3.999 0 ST 10.02 Silver Creek (50) STM3724 17.66 0.009 CIRCULAR 0.300 0.300 0.0142 2.351 0 Silver Creek (50) STM3725 17.62 0.009 CIRCULAR 0.300 0.300 0.0153 2.446 0 Silver Creek (50) STM3726 13.27 0.009 CIRCULAR 0.300 0.300 0.0249 3.116 0 Silver Creek (50) STM3727 15.95 0.009 CIRCULAR 0.300 0.300 0.0295 3.392 0 Silver Creek (50) STM3728 57.50 0.009 CIRCULAR 0.300 0.300 0.0056 1.475 0 Silver Creek (50) STM3729 32.84 0.009 CIRCULAR 0.300 0.300 0.0128 2.235 0 Silver Creek (50) STM3883 18.01 0.024 CIRCULAR 0.900 0.900 0.0044 1.027 0 TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - 1:100 YEAR OVERLAND FLOW DEFICIENCIES SUMMARY WATERCOURSE," FUL" DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY Watercourse 1 STM2546-S 20mROW 0.73 0.060 1 0.394 T 0.024 I 1 Watercourse 1 STM2559_4-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 1 STM2561-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 1 STM2562-S 20mROW 0.73 1.180 0.475 0.560 1 Watercourse 1 D1_Cl-S DitchOverland 0.5 0.000 0.250 0.000 0 Watercourse 1 STM2540-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2541-S 20mROW 0.73 0.000 0.066 0.000 0 Watercourse 1 STM2542-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2544-S 20mROW 0.73 0.820 0.197 0.162 0 Watercourse 1 STM2545-S 20mROW 0.73 1.260 0.131 0.166 0 Watercourse 1 STM2547-S 20mROW 0.73 0.150 0.080 0.012 0 Watercourse 1 STM2548-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 1 STM2551-S 20mROW 0.73 0.000 0.139 0.000 0 Watercourse 1 STM2552-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2553-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2554-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2555-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2557-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2559_1-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2559-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2564-S 20mROW 0.73 0.470 0.015 0.007 0 Watercourse 1 STM2566-S 20mROW 0.73 0.000 0.007 0.000 0 Watercourse 1 STM2568-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2570-S 20mROW 0.73 0.000 0.110 0.000 0 Watercourse 1 STM2624-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 1 STM2625-S MajorOverlandEasement 0.5 0.380 0.250 0.095 0 Watercourse 1 STM2627-S 20mROW 0.73 0.000 0.015 0.000 0 Watercourse 1 STM2629-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2630-S 20mROW 0.73 0.670 0.204 0.137 0 Watercourse 1 STM2631-S MajorOverlandEasement 0.5 0.210 0.135 0.028 0 Watercourse 1 STM2632-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3408-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3420-S 20mROW 0.73 0.000 0.139 0.000 0 Watercourse 1 STM3447-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3448-S 20mROW 0.73 0.000 0.000 0.000 0 WATERC•URSE / • T C• FULL • EPTH ) MAX VEL•CITY (m/s) MAX DEPTH (m) MAX •E�TH VEL•CITY (m2/s) Watercourse 1 STM3450-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3451-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3452-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3453-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3454-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 1 STM3455-S 20mROW 0.73 0.750 0.058 0.044 0 Watercourse 1 STM3456-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3457-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3458-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3459-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3461-S 20mROW 0.73 0.380 0.095 0.036 0 Watercourse 1 STM3464-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3465-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3466-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3467-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3468-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3469-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3470-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 1 STM3471-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 1 STM3480-S 20mROW 0.73 0.000 0.051 0.000 0 Watercourse 1 STM3739-S 20mROW 0.73 0.000 0.007 0.000 0 Watercourse 1 STM3740-S 20mROW 0.73 0.290 0.015 0.004 0 Watercourse 1 STM3741-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3742-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3743-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3744-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3745-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3746-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3747-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3748-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3749-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3750-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3751-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3752-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3753-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3754-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3755-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3756-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3757-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH Cm) MAX DEPTH*VELOCITY (m2/s) Watercourse 1 T STM3758-S 20mROW 0.73 0.000 0.000 0.000 7 0 Watercourse 1 STM3759-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3760-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3761-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3762-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3763-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3764-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3765-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3766-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3767-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3768-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3769-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3770-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3771-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3772-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3773-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3774-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3775-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3776-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3777-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 1 STM3778-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 1 STM3779-S 20mROW 0.73 0.570 0.102 0.058 0 Watercourse 1 STM3780-S 20mROW 0.73 0.620 0.110 0.065 0 Watercourse 1 STM3781-S 20mROW 0.73 0.770 0.102 0.065 0 Watercourse 1 STM3782-S 20mROW 0.73 0.590 0.110 0.065 0 Watercourse 1 STM3783-S 20mROW 0.73 0.610 0.117 0.071 0 Watercourse 1 STM3784-S 20mROW 0.73 0.780 0.131 0.102 0 Watercourse 1 STM3785-S 20mROW 0.73 0.000 0.066 0.000 0 Watercourse 1 STM3786-S 20mROW 0.73 0.030 0.183 0.005 0 Watercourse 1 STM3787-S 20mROW 0.73 1.260 0.212 0.267 0 Watercourse 1 STM3788-S 20mROW 0.73 0.390 0.175 0.068 0 Watercourse 1 STM3789-S 20mROW 0.73 1.360 0.256 0.347 0 Watercourse 1 STM3790-S 20mROW 0.73 0.470 0.051 0.024 0 Watercourse 1 STM3791-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3792-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D3C7-S 20mROW 0.73 0.000 0.365 0.000 Watercourse 6 D7C1-S MajorOverlandEasement 0.5 0.890 0.500 0.430 1 Watercourse 6 STM218-S 20mROW 0.73 0.740 0.365 0.270 1 Watercourse 6 STM220-S 20mROW 0.73 0.950 0.372 0.343 1 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 STM2488-S 20mROW 0.73 0.920 0.467 0.423 1 Watercourse 6 I STM2496-S 20mROW 0.73 1.880 0.183 0.343 I 1 Watercourse 6 STM2498-S 20mROW 0.73 0.590 0.584 0.340 1 Watercourse 6 STM2499-S 20mROW 0.73 1.100 0.321 0.337 1 Watercourse 6 STM2500-S 20mROW 0.73 1.910 0.190 0.363 1 Watercourse 6 STM2513-S 20mROW 0.73 1.740 0.226 0.394 1 Watercourse 6 STM2514-S 20mROW 0.73 0.190 0.445 0.080 1 Watercourse 6 STM2516A-S 20mROW 0.73 1.770 0.234 0.413 1 Watercourse 6 STM340-S 20mROW 0.73 0.590 0.438 0.258 1 Watercourse 6 STM364-S 20mROW 0.73 1.580 0.277 0.438 1 Watercourse 6 STM567-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 6 STM745-S 20mROW 0.73 1.420 0.299 0.425 1 Watercourse 6 STM74-S 20mROW 0.73 0.060 0.409 0.025 1 Watercourse 6 STM886-S MajorOverlandEasement 0.5 0.880 0.400 0.343 1 Watercourse 6 STM887_1-S MajorOverlandEasement 0.5 1.160 0.350 0.406 1 Watercourse 6 STM887-S MajorOverlandEasement 0.5 0.870 0.345 0.286 1 Watercourse 6 STM906-S 20mROW 0.73 1.950 0.168 0.327 1 Watercourse 6 STM908-S 20mROW 0.73 1.840 0.168 0.309 1 Watercourse 6 STM909-S 20mROW 0.73 2.030 0.168 0.341 1 Watercourse 6 STMIROC1-S MajorOverlandEasement 0.5 0.940 0.410 0.385 1 Watercourse 6 STMIROC2-S MajorOverlandEasement 0.5 1.310 0.310 0.406 1 Watercourse 6 STMIROC4-S MajorOverlandEasement 0.5 1.890 0.220 0.293 1 Watercourse 6 CUL168-S DitchOverland 0.5 1.520 0.140 0.213 0 Watercourse 6 D2C1-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 6 D2C2-S DitchOverland 0.5 0.600 0.025 0.015 0 Watercourse 6 D2C3-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 6 D3_4 -S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 6 D3C1-S DitchOverland 0.5 0.750 0.035 0.026 0 Watercourse 6 D3C3-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D304 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D3C5-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D3C6-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D4C1-S DitchOverland 0.5 0.740 0.060 0.044 0 Watercourse 6 STM1004-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM102-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM102-S1 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1049-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1122-S 20mROW 0.73 0.450 0.044 0.016 0 Watercourse 6 STM1123-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 T STM1214-S 20mROW 0.73 0.000 0.000 0.000 7 0 Watercourse 6 STM1220-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1465-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 6 STM1933-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1934-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1937-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1940-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1941-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1942_1-S 20mROW 0.73 1.260 0.183 0.230 0 Watercourse 6 STM1942_2-S 20mROW 0.73 0.740 0.037 0.027 0 Watercourse 6 STM1942_3-S MajorOverlandEasement 0.5 0.000 0.020 0.000 0 Watercourse 6 STM1942_5-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Watercourse 6 STM1942-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 6 STM197-S 20mROW 0.73 0.840 0.117 0.098 0 Watercourse 6 STM198-S 20mROW 0.73 0.630 0.117 0.074 0 Watercourse 6 STM1-S 20mROW 0.73 0.640 0.088 0.056 0 Watercourse 6 STM2503-S 20mROW 0.73 1.610 0.219 0.353 0 Watercourse 6 STM2505-S 20mROW 0.73 0.750 0.212 0.148 0 Watercourse 6 STM2509-S 20mROW 0.73 1.310 0.256 0.335 0 Watercourse 6 STM2511-S 20mROW 0.73 1.230 0.270 0.332 0 Watercourse 6 STM2512-S 20mROW 0.73 0.350 0.226 0.066 0 Watercourse 6 STM2515-S 20mROW 0.73 0.590 0.139 0.080 0 Watercourse 6 STM2516-S 20mROW 0.73 0.170 0.131 0.019 0 Watercourse 6 STM2519-S 20mROW 0.73 0.000 0.015 0.000 0 Watercourse 6 STM2520-S 20mROW 0.73 0.250 0.029 0.007 0 Watercourse 6 STM2521-S 20mROW 0.73 0.630 0.066 0.037 0 Watercourse 6 STM2522-S 20mROW 0.73 0.820 0.073 0.060 0 Watercourse 6 STM2523-S 20mROW 0.73 0.270 0.044 0.012 0 Watercourse 6 STM2572-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 6 STM2573-S 20mROW 0.73 0.380 0.102 0.039 0 Watercourse 6 STM2574-S 20mROW 0.73 0.570 0.131 0.075 0 Watercourse 6 STM2575-S 20mROW 0.73 1.240 0.095 0.118 0 Watercourse 6 STM2576-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM2578-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM2-S 20mROW 0.73 0.510 0.051 0.026 0 Watercourse 6 STM3199-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM3200-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM3203-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM3204-S 20mROW 0.73 0.000 0.073 0.000 0 WATERC•URSE / • T :' FULL ®EPTH ) MAX VEL•CITY (m/s) MAX DEPTH (m) MAX •E�TH VEL•CITY (m2/s) Watercourse 6 STM3205-S MajorOverlandEasement 0.5 0.510 0.215 0.110 0 Watercourse 6 I STM3206-S MajorOverlandEasement 0.5 0.310 0.185 0.057 0 Watercourse 6 STM3826-S 20mROW 0.73 0.190 0.263 0.044 0 Watercourse 6 STM393-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 6 STM487-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM4-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM5-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM611-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM613-S 20mROW 0.73 0.350 0.124 0.043 0 Watercourse 6 STM614-S 20mROW 0.73 0.630 0.073 0.046 0 Watercourse 6 STM616-S 20mROW 0.73 0.690 0.073 0.050 0 Watercourse 6 STM618-S 20mROW 0.73 0.550 0.080 0.044 0 Watercourse 6 STM619-S 20mROW 0.73 0.940 0.095 0.069 0 Watercourse 6 STM620-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM621-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM622-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM624-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM625-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM626-S 20mROW 0.73 0.000 0.139 0.000 0 Watercourse 6 STM658-S 20mROW 0.73 1.340 0.226 0.303 0 Watercourse 6 STM662-S 20mROW 0.73 1.210 0.197 0.238 0 Watercourse 6 STM747-S 20mROW 0.73 0.070 0.183 0.013 0 Watercourse 6 STM777-S 20mROW 0.73 0.550 0.168 0.092 0 Watercourse 6 STM788-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM799-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM802-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM803-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM804-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM807-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM808-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM810-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM812-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM814-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM816-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM818-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM820-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM821-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM822-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM823-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 T STM825-S 20mROW 0.73 0.000 0.000 0.000 7 0 Watercourse 6 STM828-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 6 STM831-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 6 STM834-S 20mROW 0.73 0.130 0.110 0.014 0 Watercourse 6 STM876-S 20mROW 0.73 0.170 0.117 0.020 0 Watercourse 6 STM884-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM885-S 20mROW 0.73 0.000 0.212 0.000 0 Watercourse 6 STM980-S 20mROW 0.73 0.000 0.285 0.000 0 Watercourse 6 STMIROC3-S MajorOverlandEasement 0.5 1.610 0.240 0.386 0 Watercourse 10 D5C2-S DitchOverland 0.5 2.530 0.125 0.316 1 Watercourse 10 D5C3-S DitchOverland 0.5 2.540 0.125 0.318 1 Watercourse 10 D5C4-S DitchOverland 0.5 2.270 0.125 0.284 1 Watercourse 10 D5C5-S DitchOverland 0.5 2.330 0.115 0.268 1 Watercourse 10 D5C6-S DitchOverland 0.5 2.230 0.120 0.268 1 Watercourse 10 STM2226-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 10 STM2227-S 20mROW 0.73 0.730 0.730 0.533 1 Watercourse 10 STM2228-S 20mROW 0.73 0.320 0.730 0.226 1 Watercourse 10 STM2403-S 20mROW 0.73 0.200 0.701 0.140 1 Watercourse 10 STM2406-S 20mROW 0.73 0.000 0.336 0.000 1 Watercourse 10 STM2408-S 20mROW 0.73 0.940 0.730 0.686 1 Watercourse 10 STM2417-S 20mROW 0.73 1.860 0.234 0.434 1 Watercourse 10 STM2422-S 20mROW 0.73 1.920 0.248 0.477 1 Watercourse 10 STM2424-S 20mROW 0.73 1.820 0.256 0.465 1 Watercourse 10 STM2431-S 20mROW 0.73 1.570 0.511 0.802 1 Watercourse 10 STM2432-S 20mROW 0.73 1.800 0.256 0.460 1 Watercourse 10 STM2445-S 20mROW 0.73 2.070 0.234 0.484 1 Watercourse 10 STM2455-S 20mROW 0.73 2.000 0.241 0.482 1 Watercourse 10 STM2466-S 20mROW 0.73 2.340 0.212 0.495 1 Watercourse 10 STM2477-S 20mROW 0.73 2.430 0.219 0.532 1 Watercourse 10 STM2484-S 20mROW 0.73 0.010 0.438 0.004 1 Watercourse 10 STM2485-S 20mROW 0.73 0.540 0.438 0.237 1 Watercourse 10 STM2669-S 20mROW 0.73 0.000 0.329 0.000 1 Watercourse 10 STM3158-S 20mROW 0.73 0.060 0.438 0.026 1 Watercourse 10 D5C1-S DitchOverland 0.5 1.200 0.215 0.258 0 Watercourse 10 D5C7-S DitchOverland 0.5 1.230 0.225 0.277 0 Watercourse 10 STM1155-S 20mROW 0.73 0.050 0.095 0.005 0 Watercourse 10 STM1157-S 20mROW 0.73 1.300 0.146 0.190 0 Watercourse 10 STM1194-S 20mROW 0.73 1.320 0.168 0.222 0 Watercourse 10 STM1200-S 20mROW 0.73 1.370 0.226 0.310 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 10 STM1205-S 20mROW 0.73 1.110 0.277 0.308 0 Watercourse 10 STM2223-S 20mROW 0.73 0.000 0.000 I 0.000 0 Watercourse 10 STM2224-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2225-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 10 STM2231-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2400-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2405-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2415-S 20mROW 0.73 1.270 0.292 0.371 0 Watercourse 10 STM2664-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2668-S DitchOverland 0.5 1.550 0.150 0.233 0 Watercourse 10 STM2817-S DitchOverland 0.5 1.150 0.270 0.311 0 Watercourse 10 STM3046-S 20mROW 0.73 0.000 0.073 0.000 0 Watercourse 10 STM309-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM47-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM517-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM53-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM96-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM98-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 D10C3-S DitchOverland 0.5 1.690 0.310 0.423 1 Watercourse 13 STM1059_2-S 20mROW 0.73 3.130 0.168 0.526 1 Watercourse 13 STM1374-S 20mROW 0.73 1.730 0.161 0.278 1 Watercourse 13 STM1377-S 20mROW 0.73 3.060 0.183 0.558 1 Watercourse 13 STM1417-S MajorOverlandEasement 0.5 1.800 0.500 0.900 1 Watercourse 13 STM1826-S 20mROW 0.73 1.250 0.511 0.639 1 Watercourse 13 STM1829-S 20mROW 0.73 1.860 0.161 0.299 1 Watercourse 13 STM2269-S 20mROW 0.73 1.480 0.482 0.713 1 Watercourse 13 STM45-S 20mROW 0.73 0.150 0.409 0.061 1 Watercourse 13 STM510-S MajorOverlandEasement 0.5 1.950 0.500 0.975 1 Watercourse 13 C50 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 C52 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 CUL145-S DitchOverland 0.5 0.500 0.085 0.043 0 Watercourse 13 CUL292-S DitchOverland 0.5 0.480 0.070 0.034 0 Watercourse 13 CUL408-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 13 CUL496-S DitchOverland 0.5 0.360 0.065 0.023 0 Watercourse 13 D10C1-S DitchOverland 0.5 0.830 0.130 0.108 0 Watercourse 13 D10C2-S DitchOverland 0.5 1.320 0.225 0.297 0 Watercourse 13 D15C1-S DitchOverland 0.5 0.750 0.035 0.026 0 Watercourse 13 D15C2-S DitchOverland 0.5 0.920 0.025 0.023 0 Watercourse 13 D15C3-S DitchOverland 0.5 0.770 0.035 0.027 0 WATERCOURSE / T FULL EPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 13 T D15C4-S DitchOverland 0.5 I 0.180 0.220 0.040 7 0 Watercourse 13 D1505 -S DitchOverland 0.5 0.910 0.035 0.032 0 Watercourse 13 D6C1-S DitchOverland 0.5 0.000 0.005 0.000 0 Watercourse 13 D6C3-S DitchOverland 0.5 0.340 0.015 0.005 0 Watercourse 13 STM104-S 20mROW 0.73 0.000 0.058 0.000 0 0 Watercourse 13 STM1052-S 20mROW 0.73 1.350 0.131 0.177 Watercourse 13 STM1059_1-S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 13 STM1059_3-S 20mROW 0.73 1.190 0.139 0.165 0 Watercourse 13 STM105-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM106-S 20mROW 0.73 0.000 0.168 0.000 0 Watercourse 13 STM1240-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1241-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1334-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1340-S 20mROW 0.73 0.000 0.066 0.000 0 Watercourse 13 STM1380-S 20mROW 0.73 1.580 0.197 0.311 0 Watercourse 13 STM1561-S 20mROW 0.73 0.000 0.088 0.000 0 Watercourse 13 STM1564-S 20mROW 0.73 1.130 0.131 0.148 0 Watercourse 13 STM1581-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1741-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1742-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1747-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1748-S 20mROW 0.73 0.000 0.066 0.000 0 Watercourse 13 STM1759-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1790-S 20mROW 0.73 1.300 0.139 0.180 0 Watercourse 13 STM1794-S 20mROW 0.73 0.200 0.131 0.026 0 Watercourse 13 STM1797-S 20mROW 0.73 0.000 0.088 0.000 0 Watercourse 13 STM1808-S 20mROW 0.73 1.080 0.256 0.276 0 Watercourse 13 STM1813-S 20mROW 0.73 1.450 0.212 0.307 0 Watercourse 13 STM221-S 20mROW 0.73 0.000 0.051 0.000 0 Watercourse 13 STM222-S 20mROW 0.73 0.560 0.110 0.054 0 Watercourse 13 STM224-S 20mROW 0.73 0.700 0.131 0.092 0 Watercourse 13 STM226-S 20mROW 0.73 0.820 0.139 0.114 0 Watercourse 13 STM228-S 20mROW 0.73 0.730 0.080 0.059 0 Watercourse 13 STM234-S 20mROW 0.73 0.240 0.241 0.058 0 Watercourse 13 STM2372-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2376-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2383-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2384-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 13 STM2385-S 20mROW 0.73 0.090 0.153 0.014 0 WATERC•URSE / • .. T C• FULL • E�TH ) MAX VEL•CITY (m/s) MAX DEPTH (m) MAX �E�TH VEL•CITY (m2/s) Watercourse 13 STM2387-S 20mROW 0.73 0.750 0.073 0.055 0 Watercourse 13 STM2389-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2391-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2662-S 20mROW 0.73 1.190 0.066 0.078 0 Watercourse 13 STM305-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM308-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM3793-S 20mROW 0.73 0.530 0.044 0.023 0 Watercourse 13 STM505-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM506-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM512-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 13 STM895-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 14 CUL144-S DitchOverland 0.5 0.280 0.045 0.013 0 Watercourse 14 D16C1-S DitchOverland 0.5 0.860 0.030 0.026 0 Watercourse 14 D16C2-S DitchOverland 0.5 0.490 0.050 0.025 0 Watercourse 14 D16C3-S DitchOverland 0.5 0.950 0.025 0.024 0 Watercourse 14 D16C4-S DitchOverland 0.5 0.870 0.030 0.026 0 Watercourse 14 D16C5-S DitchOverland 0.5 0.830 0.030 0.025 0 Watercourse 14 D16C6-S DitchOverland 0.5 0.850 0.030 0.026 0 Watercourse 14 D16C7-S DitchOverland 0.5 0.830 0.035 0.029 0 Watercourse 14 STM1709-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 14 STM1710-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 14 STM231-S 20mROW 0.73 0.000 0.190 0.000 0 Watercourse 14 STM2386-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 14 STM867-S 20mROW 0.73 0.910 0.058 0.053 0 Watercourse 15 STM1296-S 20mROW 0.73 1.940 0.285 0.552 1 Watercourse 15 STM1326-S 20mROW 0.73 2.120 0.153 0.325 1 Watercourse 15 STM1642-S 20mROW 0.73 0.000 0.314 0.000 1 Watercourse 15 STM1644-S 20mROW 0.73 1.060 0.387 0.410 1 Watercourse 15 STM1749-S 20mROW 0.73 1.720 0.321 0.424 1 Watercourse 15 STM1750-S 20mROW 0.73 1.360 0.533 0.725 1 Watercourse 15 STM1751-S 20mROW 0.73 1.010 0.394 0.398 1 Watercourse 15 STM3157-S 20mROW 0.73 1.610 0.321 0.517 1 Watercourse 15 STM372-S 20mROW 0.73 2.710 0.234 0.633 1 Watercourse 15 STM1264-S 20mROW 0.73 1.530 0.124 0.190 0 Watercourse 15 STM1265-S 20mROW 0.73 1.250 0.146 0.183 0 Watercourse 15 STM1478-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1479-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1625-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1637-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / NEli DEPTH OUTLET CONDUIT ID FULL (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 15 T STM1647-S 20mROW 0.73 0.000 0.073 0.000 0 Watercourse 15 STM1708-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1959-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1960-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM2370-S 20mROW 0.73 1.690 0.190 0.296 0 Watercourse 15 STM3850-S 20mROW 0.73 0.570 0.175 0.100 0 Watercourse 15 STM3851-S 20mROW 0.73 0.180 0.088 0.016 0 Watercourse 15 STM3852-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM280-S 20mROW 0.73 0.660 0.504 0.332 1 Watercourse 19 STM3731-S 20mROW 0.73 2.380 0.153 0.365 1 Watercourse 19 STM1181-S 20mROW 0.73 0.000 0.197 0.000 0 Watercourse 19 STM1184-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM1187-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM1190-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM1958-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM2265-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM2266-S 20mROW 0.73 0.000 0.124 0.000 0 Watercourse 19 STM2268-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM2270-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM281-S 20mROW 0.73 0.000 0.248 0.000 0 Watercourse 19 STM3706-S 20mROW 0.73 0.000 0.241 0.000 0 Watercourse 19 STM3732-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 21 STM151-S 20mROW 0.73 0.730 0.467 0.341 1 Watercourse 21 STM153-S 20mROW 0.73 0.840 0.467 0.392 1 Watercourse 21 STM167-S 20mROW 0.73 2.490 0.168 0.366 1 Watercourse 21 STM260-S 20mROW 0.73 1.210 0.336 0.406 1 Watercourse 21 STM261-S 20mROW 0.73 0.980 0.394 0.386 1 Watercourse 21 STM263-S 20mROW 0.73 0.220 0.343 0.075 1 Watercourse 21 STM366-S 20mROW 0.73 2.500 0.263 0.657 1 Watercourse 21 STM367-S 20mROW 0.73 1.350 0.380 0.512 1 Watercourse 21 STM368-S 20mROW 0.73 1.830 0.336 0.615 1 Watercourse 21 STM572-S 20mROW 0.73 1.400 0.358 0.501 1 Watercourse 21 STM648-S 20mROW 0.73 0.850 0.321 0.254 1 Watercourse 21 STM649-S 20mROW 0.73 1.870 0.329 0.614 1 Watercourse 21 STM651-S 20mROW 0.73 1.330 0.336 0.447 1 Watercourse 21 STM652-S 20mROW 0.73 1.450 0.314 0.455 1 Watercourse 21 STM654-S 20mROW 0.73 1.760 0.277 0.488 1 Watercourse 21 STM152-S 20mROW 0.73 0.230 0.197 0.045 0 Watercourse 21 STM155-S 20mROW 0.73 1.050 0.066 0.069 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 21 STM157-S 20mROW 0.73 0.560 0.058 0.033 0 Watercourse 21 STM160-S 20mROW 0.73 0.000 0.051 0.000 0 Watercourse 21 STM162-S 20mROW 0.73 1.610 0.102 0.165 0 Watercourse 21 STM163-S 20mROW 0.73 1.090 0.146 0.159 0 Watercourse 21 STM164-S 20mROW 0.73 1.190 0.175 0.203 0 Watercourse 21 STM283-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 21 STM285-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 21 STM286-S 20mROW 0.73 0.060 0.183 0.010 0 Watercourse 21 STM288-S 20mROW 0.73 1.450 0.131 0.191 0 Watercourse 21 STM291-S 20mROW 0.73 1.390 0.117 0.162 0 Watercourse 21 STM293-S 20mROW 0.73 0.380 0.102 0.039 0 Watercourse 21 STM574-S 20mROW 0.73 1.320 0.226 0.270 0 Watercourse 21 STM575-S 20mROW 0.73 1.550 0.234 0.318 0 Watercourse 21 STM577-S 20mROW 0.73 1.220 0.219 0.258 0 Watercourse 21 STM579-S 20mROW 0.73 0.750 0.270 0.203 0 Watercourse 26 STM2355-S 20mROW 0.73 0.500 0.577 0.271 1 Watercourse 26 STM2356-S 20mROW 0.73 0.330 0.460 0.147 1 Watercourse 26 STM2357-S 20mROW 0.73 0.660 0.489 0.323 1 Watercourse 26 STM2358-S 20mROW 0.73 0.880 0.496 0.437 1 Watercourse 26 STM2359-S 20mROW 0.73 0.400 0.621 0.248 1 Watercourse 26 STM2360-S 20mROW 0.73 0.060 0.584 0.035 1 Watercourse 26 STM2361-S 20mROW 0.73 0.850 0.336 0.108 1 Watercourse 26 STM2807-S 20mROW 0.73 0.000 0.358 0.000 1 Watercourse 26 STM3020-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 26 STM3022-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 26 STM3024-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2289-S 20mROW 0.73 0.820 0.431 0.353 1 Watercourse 31 STM2290-S 20mROW 0.73 0.990 0.548 0.493 1 Watercourse 31 STM2291-S 20mROW 0.73 0.340 0.511 0.174 1 Watercourse 31 STM2293-S 20mROW 0.73 1.370 0.380 0.370 1 Watercourse 31 STM2309-S 20mROW 0.73 2.550 0.161 0.410 1 Watercourse 31 STM2311-S 20mROW 0.73 2.300 0.183 0.420 1 Watercourse 31 STM2313-S 20mROW 0.73 2.200 0.190 0.418 1 Watercourse 31 STM2316A-S 20mROW 0.73 3.390 0.146 0.495 1 Watercourse 31 STM2316-S 20mROW 0.73 3.390 0.146 0.495 1 Watercourse 31 STM2322-S 20mROW 0.73 3.600 0.131 0.473 1 Watercourse 31 STM2323-S 20mROW 0.73 3.750 0.139 0.520 1 Watercourse 31 STM2326-S 20mROW 0.73 0.410 0.548 0.224 1 Watercourse 31 STM3002-S MajorOverlandEasement 0.5 0.500 0.345 0.173 1 WATERCOURSE / OU T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 31 T STM3004-S 20mROW 0.73 1 0.420 0.569 T 0.184 1 Watercourse 31 STM3147-S 20mROW 0.73 0.350 0.460 0.161 Watercourse 31 STM2274-S 20mROW 0.73 0.720 0.080 0.058 0 Watercourse 31 STM2275-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 31 STM2276-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2277-S 20mROW 0.73 0.840 0.095 0.080 0 Watercourse 31 STM2278-S 20mROW 0.73 0.780 0.102 0.080 0 Watercourse 31 STM2280-S 20mROW 0.73 1.150 0.110 0.126 0 Watercourse 31 STM2282-S 20mROW 0.73 1.170 0.117 0.137 0 Watercourse 31 STM2284-S 20mROW 0.73 1.210 0.110 0.132 0 Watercourse 31 STM2285-S 20mROW 0.73 1.330 0.124 0.165 0 Watercourse 31 STM2286-S 20mROW 0.73 1.260 0.175 0.221 0 Watercourse 31 STM2287-S 20mROW 0.73 1.060 0.285 0.302 0 Watercourse 31 STM2295-S 20mROW 0.73 1.310 0.277 0.363 0 Watercourse 31 STM2296-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2298-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2300-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2301-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2302-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2303-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2305-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2306-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2308-S 20mROW 0.73 1.430 0.234 0.334 0 Watercourse 31 STM2318-S 20mROW 0.73 1.020 0.110 0.112 0 Watercourse 31 STM2329-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 31 STM2331-S 20mROW 0.73 0.150 0.117 0.013 0 Watercourse 31 STM2333-S 20mROW 0.73 0.450 0.146 0.066 0 Watercourse 31 STM2335-S 20mROW 0.73 0.000 0.285 0.000 0 Watercourse 31 STM2337-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2339-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 31 STM2340-S 20mROW 0.73 0.060 0.161 0.010 0 Watercourse 31 STM2341-S 20mROW 0.73 1.050 0.190 0.192 0 Watercourse 31 STM2343-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2345-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2346-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2347-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2348-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2349-S 20mROW 0.73 0.810 0.066 0.053 0 Watercourse 31 STM2351-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 31 STM2352-S MajorOverlandEasement 0.5 0.000 0.075 0.000 0 Watercourse 31 I STM2791B-S MajorOverlandEasement 0.5 0.000 0.000 I 0.000 0 Watercourse 31 STM2791C-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2791-S MajorOverlandEasement 0.5 0.360 0.265 0.095 0 Watercourse 31 STM2793-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2794-S 20mROW 0.73 0.000 0.088 0.000 0 Watercourse 31 STM2800-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2968-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2971-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2972-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2973-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2974-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2975-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2977-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2978-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2979-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2981-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2989-S 20mROW 0.73 1.020 0.095 0.097 0 Watercourse 31 STM2991-S 20mROW 0.73 1.120 0.095 0.106 0 Watercourse 31 STM2992-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2993-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2994-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2996-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2999-S 20mROW 0.73 0.920 0.153 0.141 0 Watercourse 31 STM3000-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 31 STM3001-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Watercourse 31 STM3126-S 20mROW 0.73 0.770 0.277 0.214 0 Watercourse 31 STM3127-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3129-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3130-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM3131-S MajorOverlandEasement 0.5 0.000 0.040 0.000 0 Watercourse 31 STM3133-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM3134-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3137-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3139-S 20mROW 0.73 0.720 0.153 0.110 0 Watercourse 31 STM3148-S 20mROW 0.73 0.470 0.153 0.072 0 Watercourse 31 STM3149-S 20mROW 0.73 0.940 0.102 0.096 0 Watercourse 31 STM3151-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3153-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / NEli DEPTH OUTLET CONDUIT ID TRANSECT FULL (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 31 T STM3154-S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 34 D23C1-S DitchOverland 0.5 0.120 0.205 0.023 0 Watercourse 34 D23C2-S DitchOverland 0.5 0.080 0.010 0.001 0 Watercourse 34 STMTE014-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 34 STMTE015-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 34 STMTE016-S 20mROW 0.73 0.000 0.153 0.000 0 Watercourse 40 STM3892-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3893-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3894-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3895-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3896-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3897-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3898-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3899-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3900-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3901-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3902-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3903-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3904-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 45 D18C1-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 45 D18C2-S DitchOverland 0.5 0.200 0.025 0.005 0 Watercourse 45 D18C3-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 45 STM25-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 45 STM28-S 20mROW 0.73 0.000 0.299 0.000 0 Watercourse 45 STM3709-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C1 -S_1 MajorOverlandl 0.5 1.600 0.350 0.560 1 Watercourse 56 C34 -S 20mROW 0.73 0.560 0.307 0.172 1 Watercourse 56 STM178-S 20mROW 0.73 1.340 0.642 0.784 1 Watercourse 56 STM3250-S 20mROW 0.73 1.710 0.124 0.212 1 Watercourse 56 STM3260-S 20mROW 0.73 0.880 0.380 0.334 1 Watercourse 56 STM3262-S 20mROW 0.73 0.710 0.511 0.363 1 Watercourse 56 STM3264-S 20mROW 0.73 0.640 0.642 0.398 1 Watercourse 56 STM3266-S 20mROW 0.73 1.190 0.482 0.564 1 Watercourse 56 STM3324-S 20mROW 0.73 1.730 0.102 0.164 1 Watercourse 56 STM3329-S 20mROW 0.73 0.920 0.358 0.322 1 Watercourse 56 STM3331-S 20mROW 0.73 1.190 0.387 0.460 1 Watercourse 56 STM3891-S MajorOverlandEasement 0.5 1.790 0.365 0.653 1 Watercourse 56 STM544-S 20mROW 0.73 0.160 0.482 0.077 1 Watercourse 56 STM605-S 20mROW 0.73 1.930 0.321 0.620 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH Cm) MAX DEPTH*VELOCITY (m2/s) Watercourse 56 STM694-S 20mROW 0.73 1.220 0.438 0.442 1 Watercourse 56 STM695-S 20mROW 0.73 0.380 0.730 0.222 I 1 Watercourse 56 STM696-S 20mROW 0.73 0.320 0.584 0.181 1 Watercourse 56 C25 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C26 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C27 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C28 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C29 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C30 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C31 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C32 -S 20mROW 0.73 0.000 0.073 0.000 0 Watercourse 56 C33 -S 20mROW 0.73 0.920 0.146 0.134 0 Watercourse 56 C35 -S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 56 C36 -S 20mROW 0.73 0.620 0.066 0.041 0 Watercourse 56 C37 -S 20mROW 0.73 0.530 0.088 0.046 0 Watercourse 56 C38 -S 20mROW 0.73 0.870 0.117 0.102 0 Watercourse 56 C39 -S 20mROW 0.73 0.750 0.131 0.099 0 Watercourse 56 C40 -S 20mROW 0.73 0.850 0.139 0.105 0 Watercourse 56 C41 -S 20mROW 0.73 0.830 0.139 0.115 0 Watercourse 56 C42 -S 20mROW 0.73 0.790 0.131 0.104 0 Watercourse 56 C43 -S 20mROW 0.73 0.770 0.117 0.090 0 Watercourse 56 STM123-S 20mROW 0.73 0.990 0.095 0.094 0 Watercourse 56 STM124-S 20mROW 0.73 0.910 0.168 0.153 0 Watercourse 56 STM125-S 20mROW 0.73 1.250 0.161 0.201 0 Watercourse 56 STM126-S 20mROW 0.73 0.760 0.139 0.105 0 Watercourse 56 STM128-S 20mROW 0.73 0.830 0.073 0.061 0 Watercourse 56 STM131-S 20mROW 0.73 0.240 0.110 0.026 0 Watercourse 56 STM132-S 20mROW 0.73 1.030 0.088 0.090 0 Watercourse 56 STM133-S 20mROW 0.73 0.850 0.146 0.114 0 Watercourse 56 STM135-S 20mROW 0.73 0.460 0.153 0.071 0 Watercourse 56 STM136-S 20mROW 0.73 1.210 0.146 0.177 0 Watercourse 56 STM137-S 20mROW 0.73 1.200 0.131 0.158 0 Watercourse 56 STM138-S 20mROW 0.73 1.420 0.168 0.238 0 Watercourse 56 STM139-S 20mROW 0.73 1.480 0.190 0.281 0 Watercourse 56 STM140-S 20mROW 0.73 0.780 0.175 0.137 0 Watercourse 56 STM141-S 20mROW 0.73 0.690 0.161 0.093 0 Watercourse 56 STM176-S 20mROW 0.73 0.000 0.277 0.000 0 Watercourse 56 STM177-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM180-S 20mROW 0.73 0.000 0.124 0.000 0 WATERCOURSE / OU T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 56 T STM181-S 20mROW 0.73 0.000 0.000 0.000 7 0 Watercourse 56 STM2623-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 56 STM3246-S 20mROW 0.73 1.290 0.117 0.151 0 Watercourse 56 STM3248-S 20mROW 0.73 1.340 0.117 0.157 0 Watercourse 56 STM3252-S 20mROW 0.73 0.800 0.175 0.140 0 Watercourse 56 STM3255-S 20mROW 0.73 0.960 0.285 0.273 0 Watercourse 56 STM3269-S 20mROW 0.73 0.090 0.146 0.011 0 Watercourse 56 STM3270-S 20mROW 0.73 1.130 0.102 0.115 0 Watercourse 56 STM3273-S MajorOverlandEasement 0.5 0.260 0.025 0.007 0 Watercourse 56 STM3274-S 20mROW 0.73 0.120 0.095 0.009 0 Watercourse 56 STM3275-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3278-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3282-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3286-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3288-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3289-S 20mROW 0.73 0.000 0.015 0.000 0 Watercourse 56 STM3291-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3295-S 20mROW 0.73 0.090 0.037 0.003 0 Watercourse 56 STM3298-S 20mROW 0.73 0.200 0.073 0.015 0 Watercourse 56 STM3302-S 20mROW 0.73 0.220 0.102 0.022 0 Watercourse 56 STM3303-S 20mROW 0.73 0.000 0.066 0.000 0 Watercourse 56 STM3305-S 20mROW 0.73 1.330 0.066 0.085 0 Watercourse 56 STM3307-S 20mROW 0.73 1.230 0.066 0.081 0 Watercourse 56 STM3308-S 20mROW 0.73 0.820 0.080 0.066 0 Watercourse 56 STM3310-S 20mROW 0.73 0.160 0.058 0.009 0 Watercourse 56 STM3311-S 20mROW 0.73 0.580 0.044 0.025 0 Watercourse 56 STM3313-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 56 STM3315-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3316-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 56 STM3318-S 20mROW 0.73 0.560 0.058 0.033 0 Watercourse 56 STM3320-S 20mROW 0.73 0.970 0.080 0.078 0 Watercourse 56 STM3322-S 20mROW 0.73 1.230 0.088 0.108 0 Watercourse 56 STM3326-S 20mROW 0.73 1.310 0.153 0.193 0 Watercourse 56 STM338-S 20mROW 0.73 0.600 0.080 0.046 0 Watercourse 56 STM3885-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3886-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3887-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3888-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3889-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 WATERCOURSE / 0 .. T ; FULL ® EPTH ) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 56 STM3890-S MajorOverlandEasement 0.5 0.000 0.180 0.000 0 Watercourse 56 STM539-S 20mROW 0.73 0.000 0.000 I 0.000 0 Watercourse 56 STM540-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM543-S 20mROW 0.73 0.490 0.241 0.118 0 Watercourse 56 STM547-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM548-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM551-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM552-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM554-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 56 STM555-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 56 STM557-S 20mROW 0.73 1.170 0.051 0.060 0 Watercourse 56 STM558-S 20mROW 0.73 0.350 0.080 0.028 0 Watercourse 56 STM560-S 20mROW 0.73 0.560 0.037 0.020 0 Watercourse 56 STM562-S 20mROW 0.73 0.650 0.037 0.024 0 Watercourse 56 STM564-S 20mROW 0.73 0.000 0.015 0.000 0 Watercourse 56 STM566-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM601-S 20mROW 0.73 1.060 0.139 0.124 0 Watercourse 56 STM602-S 20mROW 0.73 0.870 0.095 0.083 0 Watercourse 56 STM603-S 20mROW 0.73 0.870 0.095 0.081 0 Watercourse 56 STM604-S 20mROW 0.73 0.170 0.058 0.010 0 Watercourse 56 STM606-S 20mROW 0.73 0.900 0.168 0.151 0 Watercourse 56 STM607-S 20mROW 0.73 0.680 0.161 0.109 0 Watercourse 56 STM608-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM666-S 20mROW 0.73 0.880 0.197 0.173 0 Watercourse 56 STM667-S 20mROW 0.73 0.770 0.241 0.185 0 Watercourse 56 STM675-S 20mROW 0.73 0.550 0.080 0.044 0 Watercourse 56 STM685-S 20mROW 0.73 0.620 0.088 0.054 0 Watercourse 56 STM686-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 56 STM690-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 56 STM691-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM692-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 56 STM693-S 20mROW 0.73 0.700 0.131 0.092 0 Arthur St. W STM2218-S 20mROW 0.73 0.090 0.423 0.038 1 Arthur St. W STM1415-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM1425-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM1426-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM1953-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2108-S 20mROW 0.73 0.280 0.139 0.039 0 Arthur St. W STM2109-S 20mROW 0.73 0.040 0.088 0.004 0 WATERCOURSE / T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Arthur St. W T STM2115-S 20mROW 0.73 0.660 0.183 0.111 1 0 Arthur St. W STM2122-S 20mROW 0.73 0.230 0.102 0.024 0 Arthur St. W STM2124-S 20mROW 0.73 0.810 0.131 0.095 0 Arthur St. W STM2134-S 20mROW 0.73 1.060 0.190 0.201 0 Arthur St. W STM2135-S 20mROW 0.73 0.000 0.131 0.000 0 Arthur St. W STM2185-S 20mROW 0.73 0.360 0.161 0.055 0 Arthur St. W STM2203-S 20mROW 0.73 0.060 0.051 0.003 0 Arthur St. W STM2205-S 20mROW 0.73 0.590 0.080 0.045 0 Arthur St. W STM2208-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2740-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2758-S 20mROW 0.73 0.210 0.102 0.021 0 Arthur St. W STM2827-S 20mROW 0.73 0.480 0.117 0.056 0 Arthur St. W STM2828-S 20mROW 0.73 0.740 0.131 0.097 0 Arthur St. W STM2829-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2874-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2875-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2876-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2877-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2878-S 20mROW 0.73 0.000 0.015 0.000 0 Arthur St. W STM3055-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM3056-S 20mROW 0.73 0.000 0.015 0.000 0 Arthur St. W STM3058-S 20mROW 0.73 1.050 0.080 0.084 0 Arthur St. W STM3059-S 20mROW 0.73 0.000 0.037 0.000 0 Cameron St. Outlet STM1279-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1284-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1286-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1287-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1288-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1290-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1291-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1459-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1461-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1462-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1466-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1467-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1505-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1508-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1509-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1512-S 20mROW 0.73 0.000 0.000 0.000 0 WATERC•URSE / •UTLET ; FULL • EPTH ) MAX VEL•CITY (m/s) MAX DEPTH (m) MAX •E�TH VEL•CITY (m2/s) Cameron St. Outlet STM1514-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1515-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1516-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1519-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1520-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1523-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1529-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1530-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1533-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1537-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1685-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1982-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1983-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1984-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1985-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1986_1-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1986_2-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM2888-S 20mROW 0.73 0.000 0.000 0.000 0 Elgin St. STM1494-S 20mROW 0.73 0.280 0.402 0.099 IV 1 Elgin St. STM1496-S 20mROW 0.73 0.350 0.548 0.171 1 Elgin St. STM1498-S 20mROW 0.73 0.740 0.438 0.286 1 1 Elgin St. STM1281-S 20mROW 0.73 0.000 0.000 0.000 0 Elgin St. STM1486-S 20mROW 0.73 0.260 0.095 0.025 0 Elgin St. STM1487-S 20mROW 0.73 0.490 0.183 0.089 0 Elgin St. STM1488-S 20mROW 0.73 0.830 0.219 0.182 0 Elgin St. STM1489-S 20mROW 0.73 1.200 0.175 0.210 0 Elgin St. STM1500-S 20mROW 0.73 0.010 0.037 0.000 0 Elgin St. STM1503-S 20mROW 0.73 0.880 0.102 0.090 0 Elgin St. STM1878-S 20mROW 0.73 0.050 0.037 0.002 0 Elgin St. STM1879-S 20mROW 0.73 0.420 0.058 0.025 0 Elgin St. STM1880-S 20mROW 0.73 0.300 0.124 0.032 0 Elgin St. STM1882-S 20mROW 0.73 0.610 0.117 0.071 0 Elgin St. STM1884-S 20mROW 0.73 0.580 0.117 0.068 0 Elgin St. STM1886-S 20mROW 0.73 0.340 0.110 0.037 0 Elgin St. STM1887-S 20mROW 0.73 0.000 0.000 0.000 0 Elgin St. STM2935-S 20mROW 0.73 1.290 0.197 0.235 0 Elgin St. STM3114-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1768-S 20mROW 0.73 0.370 0.307 0.113 1 W TE•C.U•SE/ • UTLET FULL �E_'TH M X VEL.CITY M (m/s) X 'E•TH (m) M • X •E•TH*VEL.CITY (m2/s) Little Beaver River (54) STM1769-S 20mROW 0.73 0.870 0.358 0.305 1 1 Little Beaver River (54) STM2860-S 20mROW 0.73 0.030 0.402 0.012 Little Beaver River (54) STM339-S 20mROW 0.73 0.750 0.613 0.454 Little Beaver River (54) STM343-S 20mROW 0.73 1.250 0.372 0.447 1 Little Beaver River (54) STM676-S 20mROW 0.73 0.000 0.329 0.000 Little Beaver River (54) C1 20mROW 0.73 0.000 0.270 0.000 0 Little Beaver River (54) CUL322-S DitchOverland 0.5 0.000 0.000 0.000 0 Little Beaver River (54) D29C1-S DitchOverland 0.5 0.760 0.050 0.038 0 Little Beaver River (54) STM1042-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1043-S 20mROW 0.73 0.000 0.073 0.000 0 Little Beaver River (54) STM1050-S 20mROW 0.73 0.110 0.212 0.018 0 Little Beaver River (54) STM115-S 20mROW 0.73 0.480 0.146 0.070 0 Little Beaver River (54) STM1386-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1387-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1388-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1389-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1399-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1401-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1430-S 20mROW 0.73 0.780 0.095 0.051 0 Little Beaver River (54) STM1433-S 20mROW 0.73 0.250 0.190 0.042 0 Little Beaver River (54) STM1435-S 20mROW 0.73 0.530 0.131 0.070 0 Little Beaver River (54) STM1436-S 20mROW 0.73 0.390 0.153 0.060 0 Little Beaver River (54) STM1438-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1440-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1441-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1442-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1535-S 20mROW 0.73 0.370 0.146 0.054 0 Little Beaver River (54) STM1630-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1631-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1683-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1684-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM168-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM169-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1701-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1702-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1703-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM170-S 20mROW 0.73 0.750 0.102 0.060 0 Little Beaver River (54) STM171-S 20mROW 0.73 0.140 0.073 0.010 0 Little Beaver River (54) STM172-S 20mROW 0.73 0.460 0.088 0.040 0 W TE•CSU'SE/ • U . T FULL •E'TH ) M X VEL.CITY M (m/s) X 'E•TH (m) M X •E•TH*VEL.CITY (m2/s) Little Beaver River (54) STM173-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM174-S 20mROW 0.73 0.000 0.037 I 0.000 0 Little Beaver River (54) STM1766-S 20mROW 0.73 0.200 0.190 0.036 0 Little Beaver River (54) STM1770-S 20mROW 0.73 0.000 0.037 0.000 0 Little Beaver River (54) STM1771-S 20mROW 0.73 1.400 0.285 0.378 0 Little Beaver River (54) STM1772-S 20mROW 0.73 0.000 0.073 0.000 0 Little Beaver River (54) STM1773-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM182-S 20mROW 0.73 0.000 0.073 0.000 0 Little Beaver River (54) STM184-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1969-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2079-S 20mROW 0.73 0.700 0.029 0.020 0 Little Beaver River (54) STM2080-S 20mROW 0.73 0.000 0.058 0.000 0 Little Beaver River (54) STM2081-S 20mROW 0.73 0.620 0.124 0.077 0 Little Beaver River (54) STM2082-S 20mROW 0.73 0.860 0.131 0.113 0 Little Beaver River (54) STM2083-S 20mROW 0.73 0.460 0.124 0.057 0 Little Beaver River (54) STM2085-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2144-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2145-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2211-S DitchOverland 0.5 0.000 0.115 0.000 0 Little Beaver River (54) STM2212-S 20mROW 0.73 0.560 0.080 0.045 0 Little Beaver River (54) STM2213-S 20mROW 0.73 0.000 0.022 0.000 0 Little Beaver River (54) STM2216-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2217-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2615-S 20mROW 0.73 0.860 0.131 0.109 0 Little Beaver River (54) STM2746-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2747-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2750-S 20mROW 0.73 0.000 0.044 0.000 0 Little Beaver River (54) STM2753-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2754-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2845-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2846-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2850-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Little Beaver River (54) STM2851-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2852-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2853-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2861-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2862-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2869-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2870-S 20mROW 0.73 0.000 0.000 0.000 0 W TE•C.U•SE/ • UTLET FULL �E_'TH M X VEL.CITY M (m/s) X 'E•TH (m) M • X •E•TH*VEL.CITY (m2/s) Little Beaver River (54) STM2882-S 20mROW 0.73 0.000 0.000 0.000 7 0 Little Beaver River (54) STM2884-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2886-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2887-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3063-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3072-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3076-S 20mROW 0.73 0.860 0.044 0.038 0 Little Beaver River (54) STM3079A-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3079-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3082-S 20mROW 0.73 0.000 0.146 0.000 0 Little Beaver River (54) STM3216-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3218 S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3219-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3221-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3222-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3224-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3226-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3227-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3228-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3229-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3231-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3232-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3234-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3237-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3238-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3240-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3241-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3243-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM541-S 20mROW 0.73 0.590 0.095 0.056 0 Little Beaver River (54) STM542-S 20mROW 0.73 0.580 0.131 0.075 0 Little Beaver River (54) STM584-S 20mROW 0.73 0.000 0.073 0.000 0 Little Beaver River (54) STM586-S 20mROW 0.73 1.110 0.146 0.162 0 Little Beaver River (54) STM587-S 20mROW 0.73 0.860 0.095 0.082 0 Little Beaver River (54) STM589-S 20mROW 0.73 0.370 0.095 0.035 0 Little Beaver River (54) STM590-S 20mROW 0.73 1.010 0.102 0.103 0 Little Beaver River (54) STM594-S 20mROW 0.73 0.910 0.146 0.133 0 Little Beaver River (54) STM595-S 20mROW 0.73 1.270 0.117 0.148 0 Little Beaver River (54) STM596-S 20mROW 0.73 0.000 0.007 0.000 0 Little Beaver River (54) STM597-S 20mROW 0.73 0.740 0.124 0.092 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Little Beaver River (54) STM664-S 20mROW 0.73 0.400 0.161 0.064 0 Little Beaver River (54) STM671-S 20mROW 0.73 0.660 0.058 0.039 0 Little Beaver River (54) STM672-S 20mROW 0.73 0.000 0.029 0.000 0 Little Beaver River (54) STM673-S 20mROW 0.73 0.810 0.058 0.047 0 Little Beaver River (54) STM674-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM689-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM697-S 20mROW 0.73 0.590 0.117 0.069 0 Little Beaver River (54) STM698-S 20mROW 0.73 0.880 0.124 0.109 0 Little Beaver River (54) STM704_1-S MajorOverland2 0.27 0.450 0.062 0.028 0 Little Beaver River (54) STM704_2-S MajorOverland2 0.27 0.140 0.103 0.007 0 Little Beaver River (54) STM704_3-S MajorOverland2 0.27 0.000 0.103 0.000 0 Little Beaver River (54) STM704_4-S MajorOverland2 0.27 0.000 0.000 0.000 0 Little Beaver River (54) STM704-S 20mROW 0.73 0.000 0.044 0.000 0 Little Beaver River (54) TW_C2581-S 20mROW 0.73 0.000 0.015 0.000 0 Little Beaver River (54) TW_C2582-S 20mROW 0.73 0.710 0.080 0.057 0 Little Beaver River (54) TW_C5091-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM1413-S 20mROW 0.73 0.170 0.372 0.036 Louisa St. E STM418-S 20mROW 0.73 0.870 0.445 0.383 1 Louisa St. E STM458-S 20mROW 0.73 0.970 0.504 0.446 1 Louisa St. E STM459-S 20mROW 0.73 1.730 0.511 0.745 1 Louisa St. E STM1414-S 20mROW 0.73 0.000 0.080 0.000 0 Louisa St. E STM1421-S 20mROW 0.73 0.730 0.139 0.101 0 Louisa St. E STM1422-S 20mROW 0.73 0.000 0.037 0.000 0 Louisa St. E STM1570-S 20mROW 0.73 1.040 0.146 0.152 0 Louisa St. E STM1588-S 20mROW 0.73 1.140 0.139 0.150 0 Louisa St. E STM1608-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM1609-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM1681-S 20mROW 0.73 0.000 0.029 0.000 0 Louisa St. E STM1891-S 20mROW 0.73 0.990 0.124 0.123 0 Louisa St. E STM1954-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2004-S 20mROW 0.73 0.510 0.058 0.026 0 Louisa St. E STM2174-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2175-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2186-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2198-S 20mROW 0.73 0.340 0.095 0.031 0 Louisa St. E STM2773-S 20mROW 0.73 0.720 0.110 0.079 0 Louisa St. E STM2919-S 20mROW 0.73 0.140 0.044 0.006 0 Louisa St. E STM2920-S 20mROW 0.73 0.230 0.080 0.018 0 Louisa St. E STM378-S 20mROW 0.73 1.010 0.241 0.243 0 WATERCOURSE / OUTLET FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Louisa St. E _ STM456-S 20mROW 0.73 0.490 0.110 0.054 7 0 Louisa St. E STM488-S 20mROW 0.73 1.090 0.270 0.294 0 Louisa St. E STM489-S 20mROW 0.73 0.300 0.117 0.035 0 Louisa St. E STM491-S 20mRow 0.73 0.000 0.277 0.000 0 Mary St. Outlet STM2913-S 20mROW 0.73 0.740 0.584 0.181 Mary St. Outlet STM2915-S 20mROW 0.73 0.840 0.394 0.331 Mary St. Outlet STMTE019-S 20mROW 0.73 0.000 0.365 0.000 Mary St. Outlet C95 -S 20mROW 0.73 0.050 0.088 0.004 0 Mary St. Outlet STM2916-S 20mROW 0.73 0.000 0.095 0.000 0 Mary St. Outlet STM3101-S 20mROW 0.73 1.220 0.088 0.107 0 Mary St. Outlet STMTE017-S 20mROW 0.73 0.720 0.248 0.176 0 Mary St. Outlet STMTE021-S 20mROW 0.73 0.640 0.139 0.089 0 Mary St. Outlet STMTE022-S 20mROW 0.73 0.680 0.124 0.084 0 Mary St. Outlet STMTE023-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE024-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE025-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE026-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE027-S 20mROW 0.73 0.000 0.051 0.000 0 Mary St. Outlet STMTE028-S 20mROW 0.73 0.670 0.037 0.024 0 Mary St. Outlet STMTE031-S 20mROW 0.73 1.030 0.102 0.105 0 Mary St. Outlet STMTE032-S 20mROW 0.73 0.500 0.124 0.062 0 Mary St. Outlet STMTE034-S 20mROW 0.73 1.090 0.102 0.111 0 Mary St. Outlet STMTE035-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Misc. Camperdown STM2786-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2959-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2964-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2965-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2967-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3006-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3122-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3125-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3486-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3487-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3490-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3491-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3494-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3496-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3497-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STM2768-S 20mROW 0.73 1.060 0.146 0.153 0 WATERCOURSE / FULL • EPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Clarksburg STM2774-S 20mROW 0.73 0.000 0.110 0.000 0 Misc. Clarksburg STM2775-S 20mROW 0.73 0.000 0.000 I 0.000 0 Misc. Clarksburg STM2912-S 20mROW 0.73 0.140 0.058 0.008 0 Misc. Clarksburg STM2924-S 20mROW 0.73 0.100 0.110 0.011 0 Misc. Clarksburg STM2925-S 20mROW 0.73 0.590 0.044 0.022 0 Misc. Clarksburg STM2927-S 20mROW 0.73 0.000 0.161 0.000 0 Misc. Clarksburg STM2928-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STM2929-S 20mROW 0.73 0.900 0.073 0.066 0 Misc. Clarksburg STM2930-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STMTE008-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STMTE009-S 20mROW 0.73 0.000 0.015 0.000 0 Misc. Clarksburg STMTE010-S 20mROW 0.73 0.980 0.037 0.035 0 Misc. Craigleith CUL397-S DitchOverland 0.5 0.350 0.230 0.081 0 Misc. Craigleith CUL399-S DitchOverland 0.5 0.000 0.135 0.000 0 Misc. Craigleith D6C2-S DitchOverland 0.5 0.480 0.015 0.007 0 Misc. Craigleith D6C4-S DitchOverland 0.5 0.230 0.090 0.021 0 Misc. Craigleith D6C5-S DitchOverland 0.5 0.090 0.020 0.002 0 Misc. Lora Bay C5 MajorOverlandEasement 0.5 0.550 0.305 0.168 1 Misc. Lora Bay C6 MajorOverlandEasement 0.5 2.000 0.110 0.220 1 Misc. Lora Bay STM1471-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM1472-S 20mROW 0.73 0.000 0.022 0.000 0 Misc. Lora Bay STM1474-S 20mROW 0.73 0.030 0.204 0.006 0 Misc. Lora Bay STM2633-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM2634-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM2641-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM2643-S 20mROW 0.73 0.660 0.226 0.149 0 Misc. Lora Bay STM2644-S 20mROW 0.73 0.090 0.183 0.016 0 Misc. Lora Bay STM2647-S 20mROW 0.73 0.000 0.029 0.000 0 Misc. Lora Bay STM2648-S 20mROW 0.73 0.000 0.175 0.000 0 Misc. Lora Bay STM2649-S 20mROW 0.73 0.100 0.219 0.022 0 Misc. Thornbury STM2095-S 20mROW 0.73 0.630 0.504 0.317 1 Misc. Thornbury STM2096-S 20mROW 0.73 0.960 0.314 0.301 1 Misc. Thornbury STM2580-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury STM2956-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury STM3091-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury STM3119-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury C3 MajorOverlandEasement 0.5 1.270 0.160 0.203 0 Misc. Thornbury STM1410-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM1427-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / T CONDUIT ID FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Thornbury T STM1428-S 20mROW 0.73 0.000 0.000 0.000 7 0 Misc. Thornbury STM1484-S 20mROW 0.73 0.480 0.146 0.070 0 Misc. Thornbury STM1490-S 20mROW 0.73 0.000 0.007 0.000 0 Misc. Thornbury STM1492-S 20mROW 0.73 0.380 0.015 0.006 0 Misc. Thornbury STM1493-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM1501-S 20mROW 0.73 0.460 0.073 0.034 0 Misc. Thornbury STM1502-S 20mROW 0.73 0.490 0.088 0.043 0 Misc. Thornbury STM1576-S 20mROW 0.73 0.750 0.124 0.089 0 Misc. Thornbury STM1577-S 20mROW 0.73 0.000 0.088 0.000 0 Misc. Thornbury STM1607-S 20mROW 0.73 0.750 0.088 0.066 0 Misc. Thornbury STM1876-S 20mROW 0.73 0.350 0.110 0.038 0 Misc. Thornbury STM1888-S 20mROW 0.73 0.570 0.110 0.062 0 Misc. Thornbury STM1890-S 20mROW 0.73 0.000 0.183 0.000 0 Misc. Thornbury STM1922-S 20mROW 0.73 0.280 0.088 0.025 0 Misc. Thornbury STM1923-S 20mROW 0.73 0.000 0.037 0.000 0 Misc. Thornbury STM1925-S 20mROW 0.73 0.430 0.110 0.047 0 Misc. Thornbury STM1927-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM1928-S 20mROW 0.73 0.790 0.095 0.075 0 Misc. Thornbury STM2072-S DitchOverland 0.5 0.040 0.255 0.010 0 Misc. Thornbury STM2088-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2089-S 20mROW 0.73 0.000 0.183 0.000 0 Misc. Thornbury STM2090-S 20mROW 0.73 0.000 0.197 0.000 0 Misc. Thornbury STM2101-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2118-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2121-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2147-S 20mROW 0.73 0.150 0.131 0.020 0 Misc. Thornbury STM2150-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2152-S 20mROW 0.73 0.650 0.110 0.069 0 Misc. Thornbury STM2155-S 20mROW 0.73 0.820 0.088 0.063 0 Misc. Thornbury STM2156-S 20mROW 0.73 0.490 0.088 0.043 0 Misc. Thornbury STM2157-S 20mROW 0.73 0.020 0.073 0.001 0 Misc. Thornbury STM2167-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2168-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2170-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2171-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2584-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2589-S 20mROW 0.73 0.350 0.051 0.018 0 Misc. Thornbury STM2590-S 20mROW 0.73 1.080 0.183 0.195 0 Misc. Thornbury STM2591-S 20mROW 0.73 0.700 0.226 0.145 0 WATERCOURSE / FULL • EPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Thornbury STM2592-S 20mROW 0.73 0.390 0.153 0.057 0 Misc. Thornbury STM2593-S 20mROW 0.73 0.000 0.044 0.000 0 Misc. Thornbury STM2596-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2598-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2600-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2610-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2611-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2612-S 20mROW 0.73 0.000 0.080 0.000 0 Misc. Thornbury STM2741-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2762-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2763-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2764-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2766-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2781-S 20mROW 0.73 0.000 0.183 0.000 0 Misc. Thornbury STM2820-S 20mROW 0.73 1.210 0.234 0.283 0 Misc. Thornbury STM2826-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2834A-S 20mROW 0.73 0.000 0.204 0.000 0 Misc. Thornbury STM2834-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2835-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2901-S 20mROW 0.73 0.000 0.102 0.000 0 Misc. Thornbury STM2902-S 20mROW 0.73 0.740 0.161 0.119 0 Misc. Thornbury STM2905-S 20mROW 0.73 0.520 0.051 0.027 0 Misc. Thornbury STM2907-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2909-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2911-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2941-S 20mROW 0.73 0.450 0.139 0.057 0 Misc. Thornbury STM2954-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2955-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3053-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3086-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3093-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3094-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3116-S 20mROW 0.73 0.300 0.073 0.022 0 Misc. Thornbury STM3118-S 20mROW 0.73 0.690 0.124 0.086 0 Misc. Thornbury STM405-S 20mROW 0.73 0.220 0.124 0.027 0 Misc. Thornbury STM406-S 20mROW 0.73 0.150 0.117 0.018 0 Misc. Thornbury STM420-S 20mROW 0.73 0.940 0.256 0.240 0 Misc. Thornbury STM421-S 20mROW 0.73 1.120 0.131 0.147 0 Misc. Thornbury STM424-S 20mROW 0.73 1.640 0.088 0.144 0 WATERCOURSE / ABET FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Thornbury T STM425-S 20mROW 0.73 I 1.140 0.131 0.150 7 0 Silver Creek (50) STM3337-S 20mROW 0.73 1.740 0.124 0.216 Silver Creek (50) STM3555-S 20mROW 0.73 0.230 0.599 0.138 Silver Creek (50) STM3883-S 20mROW 0.73 0.300 0.599 0.129 Silver Creek (50) C10 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C11 -S 20mROW 0.73 0.000 0.037 0.000 0 Silver Creek (50) C12 -S 20mROW 0.73 0.690 0.095 0.065 0 Silver Creek (50) C13 -S 20mROW 0.73 0.700 0.117 0.078 0 Silver Creek (50) C14 -S 20mROW 0.73 0.700 0.088 0.061 0 Silver Creek (50) C15 -S 20mROW 0.73 0.470 0.058 0.026 0 Silver Creek (50) C16 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C17 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C18 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C19 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C20 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C21 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C22 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C23 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C24 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C44 -S 20mROW 0.73 0.000 0.044 0.000 0 Silver Creek (50) C45 -S 20mROW 0.73 0.910 0.088 0.075 0 Silver Creek (50) C46 -S 20mROW 0.73 0.560 0.066 0.036 0 Silver Creek (50) C7 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C8 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C9 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3335-S 20mROW 0.73 1.700 0.124 0.211 0 Silver Creek (50) STM3338-S 20mROW 0.73 1.220 0.095 0.116 0 Silver Creek STM3340-S 20mROW 0.73 0.900 0.102 0.092 0 (50) Silver Creek (50) STM3341-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3342-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3344-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3345-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3347-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3349-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3350-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3352-S 20mROW 0.73 0.000 0.095 0.000 0 Silver Creek (50) STM3353-S 20mROW 0.73 0.360 0.139 0.050 0 Silver Creek (50) STM3355-S 20mROW 0.73 0.870 0.226 0.197 0 Silver Creek (50) STM3356-S 20mROW 0.73 0.680 0.292 0.199 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL MAX VELOCITY AK_ (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Silver Creek (50) STM3359-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3360-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3361-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3363-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3364-S 20mROW 0.73 0.000 0.080 0.000 0 Silver Creek (50) STM3365-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3366-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3367-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3368-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3369-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3370-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3371-S 20mROW 0.73 1.540 0.256 0.371 0 Silver Creek (50) STM3372-S 20mROW 0.73 1.050 0.161 0.146 0 Silver Creek (50) STM3373-S 20mROW 0.73 0.940 0.153 0.144 0 Silver Creek (50) STM3374-S 20mROW 0.73 0.860 0.139 0.119 0 Silver Creek (50) STM3375-S 20mROW 0.73 0.680 0.117 0.079 0 Silver Creek (50) STM3376-S 20mROW 0.73 0.880 0.110 0.096 0 Silver Creek (50) STM3377-S 20mROW 0.73 0.740 0.168 0.123 0 Silver Creek (50) STM3378-S 20mROW 0.73 0.810 0.146 0.118 0 Silver Creek (50) STM3379-S 20mROW 0.73 0.890 0.124 0.110 0 Silver Creek (50) STM3380-S 20mROW 0.73 0.980 0.117 0.114 0 Silver Creek (50) STM3381-S 20mROW 0.73 0.900 0.110 0.099 0 Silver Creek (50) STM3382-S 20mROW 0.73 0.820 0.102 0.084 0 Silver Creek (50) STM3390-S 20mROW 0.73 0.660 0.095 0.063 0 Silver Creek (50) STM3392-S 20mROW 0.73 0.440 0.073 0.032 0 Silver Creek (50) STM3394-S 20mROW 0.73 0.850 0.088 0.074 0 Silver Creek (50) STM3396-S 20mROW 0.73 0.870 0.080 0.070 0 Silver Creek (50) STM3397-S 20mROW 0.73 0.760 0.080 0.061 0 Silver Creek (50) STM3538-S 20mROW 0.73 0.520 0.073 0.038 0 Silver Creek (50) STM3539-S 20mROW 0.73 0.030 0.044 0.001 0 Silver Creek (50) STM3540-S 20mROW 0.73 0.000 0.015 0.000 0 Silver Creek (50) STM3541-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3545-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3546-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3547-S 20mROW 0.73 0.000 0.037 0.000 0 Silver Creek (50) STM3548-S 20mROW 0.73 0.600 0.066 0.032 0 Silver Creek (50) STM3549-S 20mROW 0.73 0.350 0.058 0.020 0 Silver Creek (50) STM3550-S 20mROW 0.73 0.510 0.058 0.030 0 Silver Creek (50) STM3710-S 20mROW 0.73 0.000 0.000 0.000 0 W TE•C.U•SE/ • UTLET FULL �E_'TH M X VEL.CITY M (m/s) X 'E•TH (m) M X •E•TH*VEL,CITY (m2/s) Silver Creek (50) STM3711-S 20mROW 0.73 0.000 0.000 0.000 7 0 Silver Creek (50) STM3712-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3713-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3714-S 20mROW 0.73 0.000 0.022 0.000 0 Silver Creek (50) STM3715-S 20mROW 0.73 0.810 0.044 0.030 0 Silver Creek (50) STM3716-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3717-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3718-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3719-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3720-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3723-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3724-S 20mROW 0.73 0.560 0.058 0.025 0 Silver Creek (50) STM3725-S 20mROW 0.73 0.510 0.058 0.030 0 Silver Creek (50) STM3726-S 20mROW 0.73 0.900 0.066 0.059 0 Silver Creek (50) STM3727-S 20mROW 0.73 0.930 0.073 0.068 0 Silver Creek (50) STM3728-S 20mROW 0.73 0.830 0.088 0.067 0 Silver Creek (50) STM3729-S 20mROW 0.73 0.670 0.124 0.083 0 Appendix N: HEC-RAS Existing Conditions Analysis TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - BRIDGE/CULVERT CROSSINGS DEFICIENCY SUMMARY WATERCOURSE / OUTLET CROSSING ID CROSSING TYPE DESIGN FREQUENCY (YEARS) DESIGN FLOW (m3/s) CAPACITY (m3/s) CAPACITY DEFICIENCIES OVERTOPPING DEFICIENCIES OVERALL ASSESSMENT CONDITION Watercourse 1 1 4100 mm x 1520 mm Concrete Box Culvert 25 2.36 15.86 NW Sufficient Sufficient • Sufficient Watercourse 1 2 4100 mm x 800 mm Concrete Box Culvert 100 2.59 9.12 Sufficient Sufficient Sufficient Watercourse 1 j 3 2 - 1200 mm Dia. CSP Culverts 25 . 2.62 3.80 Sufficient Sufficient Sufficient Watercourse 1 4 1500 mm x 1000 mm Horizontal Ellipse Culvert 5 1.71 2.20 Sufficient Sufficient Sufficient Watercourse 1 5 1500 mm x 1000 mm Horizontal Ellipse Culvert 5 1.71 1.91 Sufficient Sufficient Sufficient Watercourse 1 6 1500 mm x 1000 mm Horizontal Ellipse Culvert 5 1.69 1.75 Sufficient Sufficient Sufficient Watercourse 1 7 1800 mm Dia. CSP Culvert 25 1.83 3.30 Sufficient Sufficient Sufficient Watercourse 1 8 4 - 900 mm Dia. CSP Culverts 5 1.65 3.60 Sufficient Sufficient Sufficient Watercourse 1 9 2.85 m Wide Bridge Crossing 5 1.53 2.80 Sufficient Sufficient Sufficient Watercourse 1 10 1200 mm Dia. CSP Culvert 5 1.53 2.70 Sufficient Sufficient Sufficient Watercourse 1 11 4877 mm x 1219 mm Concrete Box Culvert 25 14.96 12.50 Deficient Deficient Deficient Watercourse 1 12 4500 mm x 1500 mm Box Culvert 25 14.79 15.77 Sufficient Sufficient Sufficient Watercourse 1 13 4500 mm x 1900 mm Concrete Box Culvert 50 16.08 11.79 Deficient Sufficient Deficient Watercourse 1 14 1800 mm Dia. CSP Culvert 100 18.79 5.12 Deficient Deficient Deficient Watercourse 1 15 1500 mm Dia. CSP Culvert & 1200 mm Dia. CSP Culvert 25 13.82 4.00 Deficient Deficient Deficient Watercourse 1 16 2 - 1200 mm Dia. CSP Culverts 25 4.31 5.60 Sufficient Sufficient Sufficient Watercourse 1 17 750 mm Dia. Concrete Culvert 25 1.95 1.35 Deficient Sufficient Deficient Watercourse 2 18 900 mm Dia. CSP Culvert 5 0.30 0.59 Sufficient Deficient Deficient Watercourse 2 19 1200 mm x 700 mm CSP Arch Culvert 5 0.28 0.58 Sufficient Deficient Deficient Watercourse 2 20 1500 mm x 750 mm CSP Arch Culvert 25 0.43 0.53 Sufficient Deficient Deficient Watercourse 2 21 1100 mm x 700 mm CSP Arch Culvert 25 0.31 0.96 Sufficient Sufficient Sufficient Watercourse 2 22 1000 mm x 820 mm CSP Arch Culvert 25 0.31 1.34 Sufficient Deficient Deficient Silver Creek 23 600 mm Dia. Culvert 100 1.37 1.10 Deficient Sufficient Deficient Silver Creek 24 600 mm Dia. Culvert 100 0.26 1.10 Sufficient Sufficient Sufficient Silver Creek 25 1400 mm x 750 mm CSP Arch Culvert 100 17.71 3.00 Deficient Deficient Deficient Silver Creek 26 25 m Wide Bridge Crossing 5 7.90 12.50 Sufficient Sufficient Sufficient Silver Creek 27 1840 mm x 1260 mm CSP Arch Culvert 5 6.68 2.52 Deficient Deficient Deficient Silver Creek 28 1200 mm Dia. CSP Culvert 100 4.67 3.09 Deficient Sufficient Deficient Silver Creek 29 600 mm Dia. Culvert 5 6.60 0.48 Sufficient Sufficient Sufficient Silver Creek 30 1840 mm x 2 - 1200 mm CSP Arch Culvert 5 6.60 5.47 Deficient Sufficient Deficient Silver Creek 31 2400 mm x 1800 mm Concrete Box Culvert 50 10.97 11.50 Sufficient Sufficient Sufficient Silver Creek 32 1840 mm x 1260 mm CSP Arch Culvert 5 5.18 3.10 Deficient Sufficient Deficient Silver Creek 33 1840 mm x 1260 mm CSP Arch Culvert 5 5.18 3.24 Deficient Sufficient Deficient Silver Creek 34 2400 mm x 1200 mm Concrete Box Culvert 100 9.16 9.50 Sufficient Sufficient Sufficient Silver Creek 35 1880 mm x 1260 mm Horizontal Ellipse Culvert 5 5.18 5.20 Sufficient Sufficient Sufficient Silver Creek 36 2 - 1800 mm x 900 mm Concrete Box Culvert 100 9.16 6.50 Deficient Sufficient Deficient Silver Creek 37 2000 mm x 1500 mm Horizontal Ellipse Culvert 100 2.19 2.70 Deficient Sufficient Deficient Silver Creek 38 5000 mm x 2500 mm CSP Arch Culvert 100 69.53 30.50 Deficient Deficient Deficient Silver Creek 39 6.5 m Wide Bridge Crossing 25 49.70 15.26 Deficient Deficient Deficient Watercourse 6 40 3650 mm x 1540 mm Concrete Box Culvert 25 21.58 17.89 Sufficient Deficient Deficient Watercourse 6 41 2400 mm x 1900 mm CSP Arch Culvert 5 10.94 7.40 Deficient Sufficient Deficient Watercourse 6 42 1830 mm x 1150 mm CSP Arch Culvert 25 5.10 4.40 Deficient Sufficient Deficient Watercourse 6 43 1800 mm Dia. CSP Culvert 100 4.62 7.00 Sufficient Sufficient Sufficient Watercourse 6 44 1900 mm x 1500 mm CSP Arch Culvert 25 12.43 8.00 Deficient Sufficient Deficient Watercourse 6 45 2060 mm x 1500 mm CSP Arch Culvert 25 9.63 3.50 Deficient Deficient Deficient Watercourse 6 46 2100 mm x 1300 mm CSP Arch Culvert 25 9.63 5.70 Deficient Deficient Deficient Watercourse 6 47 2000 mm x 1500 mm CSPA Culvert 25 9.63 5.50 Deficient Sufficient Deficient Watercourse 6 48 2000 mm x 1500 mm CSPA Culvert 25 7.49 6.37 Deficient Sufficient Deficient Watercourse 6 49 2000 mm x 1500 mm CSPA Culvert 5 4.32 2.90 Deficient Deficient Deficient Watercourse 6 50 2000 mm x 1500 mm CSPA Culvert 25 7.22 4.20 Deficient Deficient Deficient Watercourse 6 51 2130 mm x 1400 mm CSPA Culvert 25 7.24 1.90 Deficient Deficient Deficient Watercourse 6 52 1500 mm Dia. CSP Culvert 100 4.58 2.50 Deficient Deficient Deficient TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - BRIDGE/CULVERT CROSSINGS DEFICIENCY SUMMARY W•TE•C•U'SE/ • UTLET C••SSING I • C • • SSING TY • E •ESIGNF•E�UENCY (YE • ' S) 'ESIGN C 3 FL • W (m /s) CITY 3 (m /s) C•• CITY •EFICIENCIES •VE•T•••ING •VE• LL • EFICIENCIES SSESSMENT C • N ITI • N 1 Sufficient Deficient Watercourse 7 53 1390 mm x 970 mm CSP Arch Culvert 25 2.54 _ 2.20 Deficient Watercourse 7 54 Double 1200 mm Dia. CSP Culvert 5 1.67 __ 4.58 Deficient Sufficient Deficient Watercourse 7 55 1900 mm x 900 mm Concrete Box 25 5.14 1.88 Deficient Deficient Deficient Watercourse 7 56 700 mm Dia. Steel Culvert and 1100 mm x 650 mm CSP Arch Culvert 25 9.53 1.79 Deficient Deficient Deficient Watercourse 7 57 2130 mm x 1400 mm CSP Arch Culvert 100 ' 13.52 3.94 Deficient Deficient Deficient Watercourse 7 58 2000 mm x 1320 mm Horizontal Ellipse Culvert 25 5.92 4.60 Deficient Deficient Deficient Watercourse 7 59 1750 mm x 900 mm Concrete Box Culvert 25 5.28 4.27 Deficient Deficient Deficient h Outlet 8 60 914 mm x 737 mm CSP Arch Culvert 25 7.17 1.25 Deficient Sufficient Deficient Outlet 8 61 2 - 910 mm x 737 mm CSP Arch Culvert 5 1.38 2.50 Sufficient Sufficient Sufficient Outlet 8 62 450 mm Concrete Culvert 25 0.35 0.45 Sufficient Deficient Deficient Watercourse 9 63 2250 mm x 860 mm Concrete Box Culvert 100 5.69 4.94 Deficient Sufficient Deficient Watercourse 9 64 1600 mm Dia. CSP Culvert 5 4.67 2.36 Deficient Sufficient Deficient Watercourse 9 65 1600 mm x 1600 mm Concrete Box Culvert 25 10.90 3.90 Deficient Sufficient Deficient Watercourse 9 66 1500 mm Dia. CSP Culvert 100 13.05 3.10 Deficient Deficient Deficient Watercourse 9 67 1600 mm Dia. CSP Culvert 25 6.79 7.00 Sufficient Sufficient Sufficient Watercourse 10 68 2000 mm x 1000 mm CSP Arch Culvert 25 7.56 4.19 Deficient Sufficient Deficient Watercourse 10 69 2 - 900 mm Dia. CSP Culvert 5 4.39 2.80 Deficient Sufficient Deficient Watercourse 10 70 1400 mm x 1000 mm CSP Arch Culvert 5 4.33 1.61 Deficient Sufficient Deficient Watercourse 10 71 1150 mm x 820 mm CSP Arch Culvert 5 4.33 1.00 Deficient Sufficient Deficient Watercourse 10 72 900 mm Dia. CSP Culvert 25 7.33 0.80 Deficient Sufficient Deficient Watercourse 10 73 1500 mm x 1100 mm CSP Arch Culvert 100 9.25 2.70 Deficient Deficient Deficient Outlet 11 74 900 mm Dia. CSP Culvert 25 0.70 2.00 Sufficient Sufficient Sufficient Outlet 12 75 900 mm Dia. CSP Culvert 25 0.00 2.85 Sufficient Sufficient Sufficient Watercourse 14 76 2700 mm x 1700 mm Concrete Box Culvert 25 6.45 22.00 Sufficient Sufficient Sufficient Watercourse 14 77 2130 mm x 1400 mm CSP Arch Culvert 5 3.35 4.70 Sufficient Sufficient Sufficient Watercourse 14 78 2130 mm x 1400 mm CSP Arch Culvert 25 5.74 5.00 Deficient Deficient Deficient Watercourse 14 79 1200 mm x 900 mm CSP Arch Culvert 5 3.06 1.90 Deficient Deficient Deficient Watercourse 14 80 1600 mm Dia. CSP Culvert 5 3.06 9.00 Sufficient Sufficient Sufficient Watercourse 14 81 1400 mm Dia. CSP Culvert 5 3.06 3.90 Sufficient Sufficient Sufficient Watercourse 14 82 1300 mm Dia. CSP Culvert 5 3.06 4.00 Sufficient Deficient Deficient Watercourse 14 83 1300 mm Dia. CSP Culvert 5 3.06 2.49 Deficient Deficient Deficient Watercourse 14 84 1600 mm Dia. CSP Culvert 25 5.11 4.80 Deficient Deficient Deficient Watercourse 14 85 1600 mm Dia. CSP Culvert 25 4.67 3.04 Deficient Deficient Deficient Watercourse 14 86 2400 mm x 1500 mm Concrete Box Culvert 25 4.54 12.50 Sufficient Deficient Deficient Watercourse 14 87 1150 mm x 820 mm CSP Arch Culvert 25 4.41 1.76 Deficient Deficient Deficient Watercourse 14 88 800 mm Dia. CSP Culvert 25 4.38 1.10 Deficient Deficient Deficient Watercourse 15 89 3400 mm x 1500 mm Concrete Box Culvert 25 7.07 16.66 Sufficient Sufficient Sufficient Watercourse 15 90 2150 mm x 1250 mm CSP Arch Culvert 5 4.03 2.10 Deficient Sufficient Deficient Watercourse 18 91 2400 mm x 1300 mm Concrete Box Culvert 25 1.48 15.50 Sufficient Sufficient Sufficient Watercourse 18 92 2 - 450 mm CSP Culverts 5 0.59 0.40 Deficient Sufficient Deficient Watercourse 19 93 4000 mm x 1500 mm Concrete Box Culvert 25 26.35 17.50 Sufficient Sufficient Sufficient Watercourse 19 94 4000 mm x 2500 mm CSPA Culvert 5 14.01 3.00 Deficient Sufficient Deficient Watercourse 19 95 2 - 2050 mm x 1200 mm CSP Arch Culvert 25 24.05 12.00 Deficient Deficient Deficient Watercourse 19 96 2 - 1900 mm x 1200 mm Horizontal Ellipse Culverts 25 23.57 8.60 Deficient Deficient Deficient Watercourse 19 97 8 m Wide Bridge Crossing 5 13.25 7.52 Deficient Deficient Deficient Watercourse 19 98 3810 mm x 1500 mm CSP Arch Culvert 5 12.16 7.30 Deficient Deficient Deficient Watercourse 21 99 3 - 450 mm Dia. CSP Culvert 5 4.83 0.84 Deficient Sufficient Deficient Watercourse 21 100 3 - 450 mm Dia. CSP Culvert 5 4.83 0.32 Deficient Deficient Deficient Watercourse 21 101 2500 mm x 1200 mm Concrete Box Culvert 25 8.87 8.43 Sufficient Sufficient Sufficient Watercourse 21 102 1800 mm Dia. CSP Culvert 5 4.79 2.00 Deficient Sufficient Deficient Watercourse 21 - Relief 205 2200 mm x 750 mm CSP Arch Culvert 25 3.51 2.00 Deficient Sufficient Deficient TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - BRIDGE/CULVERT CROSSINGS DEFICIENCY SUMMARY W•TE•C•U'SE/ • UTLET C••SSING I• C • • SSING TY • E •ESIGNF•EeUENCY (YE • ' S) DESIGN a FL • W (m /s) C•••CITY a (m /s) C•••CITY •VE•T•••ING •VE••LL EFICIENCIES SSESSMENT C • N ITI • Watercourse 21 - Relief 206 2 - 800 mm Dia. CSP Culvert 5 1.51 1.00 Deficient Sufficient Deficient Watercourse 22 103 1300 mm x 800 mm CSP Arch Culvert 25 2.42 2.16 Deficient Sufficient Deficient Watercourse 22 104 875 mm Dia. CSP Culvert 5 1.31 1.47 Sufficient Sufficient Sufficient Outlet 23 105 600 mm Dia. CSP Culvert 25 0.73 0.54 Deficient Sufficient Deficient Outlet 23 106 600 mm Dia. CSP Culvert 25 0.73 0.31 Deficient Sufficient Deficient Outlet 24 107 870 mm x 500 mm CSP Arch Culvert 25 0.97 0.61 Deficient Sufficient Deficient Outlet 25 108 2100 mm x 900 mm Concrete Box Culvert 25 4.72 3.99 Deficient Deficient Deficient Outlet 25 109 2500 mm x 750 mm Concrete Box Culvert 25 4.58 4.58 Sufficient Sufficient Sufficient Outlet 25 110 2 - 750 mm Dia. CSP Culverts 5 2.67 2.20 Deficient Sufficient Deficient Outlet 26 111 4270 mm x 1840 mm Multi -Plate Arch Culvert 25 7.19 10.00 Sufficient Sufficient Sufficient Outlet 26 112 2500 mm x 1250 mm Concrete Box Culvert 25 7.13 9.70 Sufficient Sufficient Sufficient Outlet 26 113 2000 mm x 1400 mm CSP Arch Culvert 5 4.26 5.34 Sufficient Sufficient Sufficient Outlet 26 114 3050 mm x 600 mm Concrete Box Culvert 25 6.99 2.20 Deficient Sufficient Deficient Watercourse 28 115 3050 mm x 910 mm Concrete Box Culvert 25 5.25 4.00 Sufficient Sufficient Sufficient Watercourse 28 115A 1830 mm x 910 mm Concrete Box Culvert 25 5.25 3.50 Sufficient Sufficient Sufficient Watercourse 28 116 2100 mm x 1000 mm CSP Arch Culvert 5 2.72 3.69 Sufficient Sufficient Sufficient Watercourse 28 117 1100 mm x 870 mm Concrete Box Culvert 25 4.61 2.04 Deficient Sufficient Deficient Watercourse 29 118 1830 mm x 1220 mm Concrete Box Culvert 25 2.89 7.70 Sufficient Sufficient Sufficient Watercourse 29 119 1200 mm Dia. CSP Culvert 5 0.72 5.00 Sufficient Sufficient Sufficient Watercourse 29 120 1500 mm x 850 mm Concrete Box Culvert 25 0.95 3.80 Sufficient Sufficient Sufficient Outlet 30 121 800 mm Dia. CSP Culvert 25 2.95 1.05 Deficient Deficient Deficient Outlet 30 122 750 mm Dia. CSP Culvert 5 1.83 1.20 Deficient Sufficient Deficient Outlet 30 123 1500 mm x 600 mm CSP Arch Culvert 25 3.34 1.20 Deficient Deficient Deficient Watercourse 31 124 2 - 800 mm Dia. CSP Culvert 25 10.70 0.64 Deficient Deficient Deficient Watercourse 31 125 3050 mm x 1220 mm Concrete Box Culvert 25 10.70 12.00 Sufficient Sufficient Sufficient Watercourse 31 126 2600 mm x 1400 mm CSP Culvert 5 4.92 6.40 Sufficient Sufficient Sufficient Watercourse 31 127 2 - 900 mm Dia. CSP Culvert 25 4.73 5.40 Sufficient Sufficient Sufficient Watercourse 31 128 2 - 1200 mm Dia. CSP Culvert 25 4.69 3.00 Deficient Deficient Deficient Watercourse 31 129 2000 mm Dia. CSP Culvert 25 4.69 21.00 Sufficient Sufficient Sufficient Watercourse 32 130 3050 mm x 1830 mm Box Culvert 25 20.04 16.22 Deficient Sufficient Deficient Watercourse 32 131 3000 mm x 2100 mm CSP Arch Culvert 5 11.81 12.00 Sufficient Sufficient Sufficient Watercourse 32 132 2 - 900 mm Dia. CSP Culvert 25 3.19 2.64 Deficient Sufficient Deficient Watercourse 32 133 2 - 900 mm Dia. CSP Culvert 25 2.78 4.10 Sufficient Sufficient Sufficient Watercourse 32 134 3 - 910 mm x 660 mm CSP Arch Culvert 25 2.78 2.43 Deficient Sufficient Deficient Watercourse 34 135 3660 mm x 1830 mm Concrete Box Culvert 25 35.76 17.00 Deficient Deficient Deficient Watercourse 34 135A 1600 mm x 1200 mm CSP Arch Culvert 25 35.76 5.40 Deficient Deficient Deficient Watercourse 34 136 3900 mm x 2850 mm CSP Arch Culvert 5 19.33 14.00 Deficient Sufficient Deficient Watercourse 34 137 2 - 2400 mm x 1500 mm Concrete Box Culvert 25 32.63 19.20 Deficient Deficient Deficient h. Watercourse 34 138 3000 mm Dia. CSP Culvert 25 30.95 19.00 Deficient Deficient Deficient Watercourse 40 139 1800 mm Dia. CSP Culvert 5 1.56 2.50 Sufficient Sufficient Sufficient Watercourse 40 140 4270 mm x 1500 mm Concrete Box Culvert 25 2.81 27.17 Sufficient Sufficient Sufficient Watercourse 40 141 1300 mm Dia. CSP Culvert 5 1.56 4.05 Sufficient Sufficient Sufficient Indian Brook 142 15 m Wide Bridge Crossing 25 170.59 118.68 Deficient Deficient Deficient Indian Brook 143 7.8 m Wide Bridge Crossing 5 83.71 42.05 Deficient Sufficient Deficient Indian Brook 144 14 m Wide Bridge Crossing 100 204.64 49.79 Deficient Deficient Deficient Watercourse 41 145 2700 mm x 1100 mm Concrete Box Culvert 25 0.84 9.80 Sufficient Sufficient Sufficient Watercourse 41 146 2 - 1850 mm Dia. CSP Culvert 25 0.72 27.00 Sufficient Sufficient Sufficient Watercourse 52 147 2400 mm x 800 mm Concrete Box Culvert 25 5.35 5.35 Sufficient Deficient Deficient Watercourse 52 148 1500 mm Dia. CSP Culvert 5 2.80 7.06 Sufficient Sufficient Sufficient Watercourse 52 149 1800 mm x 1100 mm CSP Arch Culvert 25 5.31 5.46 Sufficient Sufficient Sufficient Watercourse 52 150 1700 mm x 1300 mm CSP Arch Culvert 100 7.73 3.60 Deficient Deficient Deficient TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - BRIDGE/CULVERT CROSSINGS DEFICIENCY SUMMARY WATERCOURSE / OUTLET CROSSING ID CROSSING TYPE DESIGN FREQUENCY (YEARS) DESIGN FLOW (m3/s) CAPACITY (m3/s) CAPACITY DEFICIENCIES OVERTOPPING OVERALL DEFICIENCIES ASSESSMENT CONDITION Watercourse 52 • 151 • 600 mm Dia. CSP Culvert 5 1.23 0.50 NW Deficient • Deficient Deficient Watercourse 52 152 450 mm Dia. CSP Culvert 5 1.23 0.22 Deficient Deficient Deficient Watercourse 52 153 450 mm Dia. CSP Culvert 5 I 1.17 0.40 Deficient Sufficient Deficient Watercourse 52 154 7.8 m Wide Bridge Crossing 5 1.18 3.00 Deficient Sufficient Deficient Watercourse 52 155 450 mm Dia. CSP Culvert 5 1.18 0.30 Deficient Sufficient Deficient Watercourse 52 156 600 mm Dia. CSP Culvert 25 3.46 0.30 Deficient Deficient Deficient Watercourse 52 157 750 mm Dia. CSP Culvert 25 0.27 1.30 Sufficient Sufficient Sufficient Watercourse 42 158 2 - 600 mm Dia. CSP Culvert 25 1.24 1.00 Deficient Sufficient Deficient Watercourse 42 159 1900 mm x 1100 mm CSP Arch Culvert 25 0.48 6.10 Sufficient Sufficient Sufficient Watercourse 42 160 1550 mm x 1200 mm CSP Arch Culvert 5 0.24 2.90 Sufficient Sufficient Sufficient Watercourse 42 161 2400 mm x 1000 mm Conc. Box Culvert 25 0.46 9.58 Sufficient Sufficient Sufficient Beaver River 162 47.4 m Wide Bridge Crossing 100 138.40 250.00 Sufficient Sufficient Sufficient Beaver River 163 26 m Wide Bridge Crossing 25 112.20 215.00 Sufficient Sufficient Sufficient Beaver River 164 26 m Wide Bridge Crossing 25 112.20 200.00 Sufficient Sufficient Sufficient Little Beaver River 165 1200 mm Dia. Conc. Culvert 25 2.42 1.00 Deficient Deficient Deficient Little Beaver River 166 1300 mm x 700 mm CSP Arch Culvert and 750 mm CSP Culvert 25 2.42 0.60 Deficient Deficient Deficient Little Beaver River 167 1120 mm Dia. CSP Culvert 25 1.98 2.40 Sufficient Sufficient Sufficient Little Beaver River 168 1500 mm Dia. CSP Culvert 25 0.99 3.00 Sufficient Sufficient Sufficient Little Beaver River 169 15.4 m Wide Bridge Crossing 5 32.72 85.39 Sufficient Sufficient Sufficient Little Beaver River 170 6.3 m Wide Bridge Crossing 25 56.18 85.39 Sufficient Sufficient Sufficient Little Beaver River 171 6.2 m Wide Bridge Crossing 25 56.19 45.78 Deficient Deficient Deficient Little Beaver River 172 4500 mm x 3000 mm CSP Arch Culvert 100 31.08 34.00 Sufficient Sufficient Sufficient Little Beaver River 173 2000 mm Dia. CSP Culvert 25 22.44 9.39 Deficient Deficient Deficient Little Beaver River 174 2000 mm Dia. CSP Culvert 25 22.18 10.16 Deficient Deficient Deficient Little Beaver River 175 3600 mm x 1400 mm Concrete Box Culvert 100 46.88 19.35 Deficient Deficient Deficient Little Beaver River 176 2 - 900 mm Dia. CSP Culvert 5 4.43 2.40 Deficient Sufficient Deficient Little Beaver River 177 1500 mm x 950 mm Concrete Box Culvert 25 1.70 2.64 Sufficient Sufficient Sufficient Little Beaver River 178 800 mm Dia. CSP Culvert 25 1.35 0.87 Deficient Sufficient Deficient Little Beaver River 179 700 mm x 400 mm Concrete Box Culvert 25 1.32 0.56 Deficient Sufficient Deficient Little Beaver River 180 700 mm Dia. HDPE Culvert 100 1.87 0.41 Deficient Sufficient Deficient Little Beaver River 181 4100 mm x 1400 mm Concrete Box Culvert 25 6.73 10.73 Sufficient Sufficient Sufficient Little Beaver River 182 1800 mm x 1200 mm Concrete Box Culvert 25 5.95 6.95 Sufficient Sufficient Sufficient Little Beaver River 183 3 - 500 mm Dia. CSP Culvert 5 1.20 0.30 Deficient Sufficient Deficient Little Beaver River 184 3 - 500 mm Dia. CSP Culvert 5 1.20 1.20 Deficient Sufficient Deficient Boulder Channel 185 2010 mm x 1530 mm CSPA Culvert 25 9.99 5.74 Deficient Deficient Deficient Boulder Channel 186 2010 mm x 1530 mm CSPA Culvert 5 3.69 6.50 Sufficient Deficient Deficient Boulder Channel 187 3 - 900 mm CSP Culverts 5 6.95 3.00 Deficient Sufficient Deficient Boulder Channel 188 4.68 m Bridge Opening 5 5.40 0.74 Deficient Sufficient Deficient Boulder Channel 189 2 - 750 mm CSP Culverts 5 5.40 1.50 Deficient Sufficient Deficient Boulder Channel 190 3 - 900 mm CSP Culverts 5 5.40 1.65 Deficient Sufficient Deficient Boulder Channel 191 1800 mm x 1200 mm Concrete Box Culvert 25 9.20 5.76 Deficient Deficient Deficient Boulder Channel 192 3.7 m Bridge Opening 5 4.95 3.94 Deficient Sufficient Deficient Boulder Channel 193 2.7 m Bridge Opening 5 4.95 0.91 Deficient Sufficient Deficient Boulder Channel 194 750 mm Dia. CSP Culvert 5 3.89 0.55 Deficient Sufficient Deficient Boulder Channel 195 3.8 m Bridge Opening 5 3.89 2.24 Deficient Sufficient Deficient Boulder Channel 196 900 mm Dia. Concrete Culvert 5 1.81 1.43 Deficient Sufficient Deficient Boulder Channel 197 1800 mm x 900 mm Concrete Box Culvert 5 1.81 2.50 Sufficient Sufficient Sufficient Watercourse 55 198 2300 mm x 1500 mm CSPA 25 11.80 5.70 Deficient Deficient Deficient Watercourse 55 199 1500 mm Dia. CSP Culvert 25 9.98 5.00 Deficient Deficient Deficient _ Watercourse 55 200 1500 mm Dia. CSP Culvert 5 6.00 3.20 Deficient Deficient Deficient Watercourse 55 201 1500 mm Dia. CSP Culvert 5 5.98 4.80 Deficient Deficient Deficient TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN EXISTING CONDITIONS - BRIDGE/CULVERT CROSSINGS DEFICIENCY SUMMARY DESIGN FREQUENCY DESIGN CAPACITY CAPACITY OVERTOPPING OVERALL CONDITION (YEARS) FLOW (m3/s) (m3/s) DEFICIENCIES DEFICIENCIES ASSESSMENT Appendix 0: SWMF Water Quantity Existing Conditions Analysis **Note: TOBM 25mm - 4hr Chicago, MTO 24hr SCS Design Storms used for all reservoirs** 1402 - Second Nature Phase 1 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.226 0.007 0.219 (97%) 401 216.80 Primary 2 -Year 0.382 0.010 0.372 (97%) 949 217.16 Primary 5 -Year 0.569 0.026 0.543 (95%) 1333 217.38 Secondary 10 -Year 0.698 0.063 0.635 (91%) 1458 217.44 Secondary 25 -Year 0.948 0.156 0.792 (84%) 1623 217.52 Secondary 50 -Year 1.089 0.198 0.891 (82%) 1771 217.60 Secondary 100 -Year 1.232 0.216 1.016 (82%) 1981 217.70 Secondary Regional 0.445 0.266 0.179 (40%) 2322 217.85 Emergency Overflow 1403 - Second Nature Phase 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.736 0.012 0.724 (98%) 2109 211.00 Primary Orifice 2 -Year 1.470 0.020 1.450 (99%) 5766 211.55 Primary Orifice 5 -Year 2.498 0.025 2.473 (99%) 8656 211.93 Secondary DICB 10 -Year 3.117 0.071 3.046 (98%) 9493 212.04 Secondary DICB 25 -Year 3.906 0.135 3.771 (97%) 10540 212.17 Secondary DICB 50 -Year 4.503 0.234 4.269 (95%) 11471 212.28 Secondary MH 100 -Year 5.111 0.396 4.715 (92%) 12195 212.37 Secondary MH Regional 2.149 1.517 0.632 (29%) 14295 212.61 Emergency Overflow 6401 - Blue Mountain Pond 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 1.459 0.470 0.989 (68%) 3230 220.17 Primary 2 -Year 4.549 1.513 3.036 (67%) 8695 220.44 Overflow MH 5 -Year 7.281 3.144 4.137 (57%) 12011 220.60 Overflow MH 10 -Year 9.129 4.128 5.001 (55%) 14391 220.71 Overflow MH 25 -Year 11.691 4.316 7.375 (63%) 19048 220.92 Overflow MH 50 -Year 13.747 4.447 9.300 (68%) 23175 221.10 Overflow MH 100 -Year 15.755 4.544 11.211 (71%) 27727 221.29 Overflow MH Regional 9.646 4.698 4.948 (51%) 34962 >221.30 Overtopping 6402 - Blue Mountain IROC Facility STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.174 0.015 0.159 (91%) 379 222.11 Primary 2 -Year 0.402 0.023 0.379 (94%) 950 222.25 Primary 5 -Year 0.616 0.090 0.526 (85%) 1287 222.33 Overflow Weir 10 -Year 0.808 0.183 0.625 (77%) 1442 222.37 Overflow Weir 25 -Year 1.117 0.336 0.781 (70%) 1633 222.41 Overflow Weir 50 -Year 1.294 0.482 0.812 (62%) 1778 222.44 Overflow Weir 100 -Year 1.476 0.630 0.846 (57%) 1932 222.47 Overflow Weir Regional 0.566 0.530 0.036 (6%) 1823 222.45 Overflow Weir Note: There is no secondary outlet. 6403 - Snowbridge STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.572 0.006 0.566 (99%) 1292 188.58 Primary 2 -Year 0.906 0.095 0.811 (90%) 2571 188.77 Secondary 5 -Year 1.413 0.206 1.207 (85%) 3626 188.90 Secondary 10 -Year 1.760 0.296 1.464 (83%) 4372 189.00 Secondary 25 -Year 2.475 0.433 2.042 (83%) 5364 189.13 Secondary 50 -Year 2.904 0.574 2.330 (80%) 6124 189.22 Emergency Overflow 100 -Year 3.356 0.863 2.493 (74%) 6676 189.28 Emergency Overflow Regional 1.782 1.427 0.355 (20%) 7345 189.36 Emergency Overflow 6405 - Monterra Estates STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.414 0.025 0.389 (94%) 709 186.50 Primary 2 -Year 0.612 0.091 0.521 (85%) 1382 186.64 Primary 5 -Year 0.944 0.123 0.821 (87%) 2116 186.74 Primary 10 -Year 1.163 0.138 1.025 (88%) 2669 186.80 Primary 25 -Year 1.631 0.151 1.480 (91%) 3465 186.87 Primary 50 -Year 1.911 0.184 1.727 (10%) 4048 186.91 Emergency Overflow 100 -Year 2.207 0.270 1.937 (88%) 4487 186.94 Emergency Overflow Regional 1.087 0.651 0.436 (40%) 5847 187.03 Emergency Overflow 6406 - Blue Mountain Pond 2 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.483 0.401 0.082 (17%) 1301 215.42 Primary 2 -Year 1.559 1.040 0.519 (33%) 4140 215.67 Overflow MH 5 -Year 3.245 2.525 0.72 (22%) 6080 215.84 Overflow MH 10 -Year 4.273 3.548 0.725 (17%) 7245 215.94 Overflow MH 25 -Year 4.487 4.132 0.355 (8%) 8115 216.01 Overflow MH 50 -Year 4.662 4.185 0.477 (10%) 8757 216.06 Overflow MH 100 -Year 4.786 4.228 0.558 (12%) 9575 216.13 Overflow MH Regional 4.837 4.491 0.346 (7%) 14195 216.48 Overflow MH 6408 - Fairway Court STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.624 0.174 0.450 (72%) 1086 213.47 Primary 2 -Year L373 0.529 0.844 (61%) 2429 213.68 Primary 5 -Year 2.221 0.839 1.382 (62%) 3860 213.84 Emergency Overflow 10 -Year 2.777 1.172 1.605 (58%) 4352 213.92 Emergency Overflow 25 -Year 3.636 1.645 1.991 (55%) 5109 214.00 Emergency Overflow 50 -Year 4.220 2.028 2.192 (52%) 5630 >214.05 Overtopping 100 -Year 4.816 2.402 2.414 (50%) 6166 >214.05 Overtopping Regional 2.673 2.279 0.394 (15%) 5989 >214.05 Overtopping 6409 - Willow Creek STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.034 0.003 0.031 (91%) 33 210.69 Primary 2 -Year 0.041 0.004 0.037 (90%) 59 210.80 Primary 5 -Year 0.057 0.005 0.052 (92%) 87 210.90 Primary 10 -Year 0.069 0.005 0.064 (92%) 107 210.97 Primary 25 -Year 0.088 0.006 0.082 (94%) 134 211.05 Primary 50 -Year 0.100 0.006 0.094 (94%) 155 211.10 Primary 100 -Year 0.113 0.006 0.107 (94%) 176 211.16 Primary Regional 0.039 0.022 0.017 (43%) 210 211.24 Primary 9401 - Craigleith Parking Lot STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.522 0.122 0.400 (77%) 754 227.32 Emergency Overflow 2 -Year 1.174 0.712 0.462 (39%) 1224 227.52 Emergency Overflow 5 -Year 1.815 1.232 0.583 (32%) 1534 227.67 Emergency Overflow 10 -Year 2.246 1.584 0.662 (29%) 1715 227.71 Emergency Overflow 25 -Year 2.792 2.049 0.743 (27%) 1924 227.78 Emergency Overflow 50 -Year 3.205 2.445 0.760 (24%) 2083 227.84 Emergency Overflow 100 -Year 3.621 2.852 0.769 (21%) 2231 227.89 Emergency Overflow Regional 1.408 1.389 0.019 (1%) 1603 227.66 Emergency Overflow 9402 - Orchard Condo STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.657 0.049 0.608 (93%) 1225 221.46 Primary 2 -Year 1.195 0.171 1.024 (86%) 2421 222.04 Secondary 5 -Year 1.756 0.391 1.365 (78%) 3122 222.24 Secondary 10 -Year 2.140 0.540 1.600 (75%) 3617 222.37 Secondary 25 -Year 2.642 0.755 1.887 (71%) 4239 222.53 Secondary 50 -Year 3.020 0.932 2.088 (69%) 4685 222.64 Secondary 100 -Year 3.701 1.133 2.568 (69%) 5179 222.76 Secondary Regional 1.330 1.008 0.322 (24%) 4886 222.10 Secondary 10401 - Craigleith Meadows STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.200 0.124 0.076 (38%) 90 221.22 Primary Orifice 2 -Year 0.495 0.233 0.262 (53%) 331 221.67 Primary Orifice 5 -Year 0.767 0.296 0.471 (61%) 611 222.06 Primary Orifice 10 -Year 0.958 0.330 0.628 (66%) 822 222.30 Primary Orifice 25 -Year 1.210 0.445 0.765 (63%) 1077 222.55 Secondary Orifice 50 -Year 1.528 0.562 0.966 (63%) 1274 222.72 Emergency Overflow 100 -Year 1.771 0.853 0.918 (52%) 1383 222.81 Emergency Overflow Regional 0.664 0.506 0.158 (24%) 1202 222.66 Secondary Orifice 10402 - Istvan Lendvay STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.098 0.045 0.053 (54%) 72 213.66 Primary 2 -Year 0.254 0.089 0.165 (65%) 269 214.44 Primary 5 -Year 0.405 0.275 0.130 (32%) 349 >216 Surcharging MH 10 -Year 0.512 0.402 0.110 (21%) 379 >216 Surcharging MH 25 -Year 0.745 0.618 0.127 (17%) 442 >216 Surcharging MH 50 -Year 0.868 0.730 0.138 (15%) 475 >216 Surcharging MH 100 -Year 0.993 0.844 0.109 (15%) 509 >216 Surcharging MH Regional 0.384 0.380 0.004 (1%) 372 >216 Surcharging MH 15401 - Georgian Woodlands STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.394 0.017 0.377 (96%) 858 223.46 Primary 2 -Year 0.755 0.148 0.607 (80%) 1497 223.71 Secondary 5 -Year 1.123 0.305 0.818 (73%) 1979 223.89 Secondary 10 -Year 1.378 0.423 0.955 (69%) 2300 224.00 Secondary 25 -Year 1.892 0.697 1.195 (63%) 2674 224.12 Emergency Overflow 50 -Year 2.171 0.98 1.191 (55%) 2872 224.19 Emergency Overflow 100 -Year 2.454 1.293 1.161 (47%) 3073 224.26 Emergency Overflow Regional 0.897 0.831 0.066 (7%) 2768 224.15 Emergency Overflow 15402 - Alpine STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.880 0.086 0.794 (90%) 1080 221.07 Secondary Orifice 2 -Year 1.169 0.261 0.908 (78%) 1797 221.57 Secondary Orifice 5 -Year 1.638 0.340 1.298 (79%) 2483 221.97 Secondary Orifice 10 -Year 2.044 0.382 1.662 (81%) 2957 222.22 Secondary Orifice 25 -Year 2.478 0.561 1.917 (77%) 3410 222.45 Secondary DICB 50 -Year 2.853 0.825 2.028 (71%) 3716 222.60 Secondary DICB 100 -Year 3.183 1.237 1.946 (61%) 3925 222.71 Secondary DICB Regional 1.028 0.814 0.214 (21%) 3698 222.59 Secondary DICB 31401 - Georgian Bay Club 1 - Insufficient information to complete water quantity analysis. 33401 - Georgian Bay Club 2 - Insufficient information to complete water quantity analysis. 34401 - Georgian Bay Club 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.181 0.008 0.173 (96%) 309 211.92 Primary 2 -Year 0.280 0.013 0.267 (95%) 744 212.27 Primary 5 -Year 0.416 0.044 0.372 (89%) 1036 212.49 Secondary 10 -Year 0.574 0.088 0.486 (85%) 1175 212.59 Secondary 25 -Year 0.739 0.140 0.599 (81%) 1396 212.74 Secondary 50 -Year 0.867 0.200 0.667 (67%) 1580 212.86 Secondary 100 -Year 1.002 0.345 0.657 (66%) 1668 212.92 Secondary Regional 0.487 0.458 0.029 (6%) 1733 212.96 Emergency Overflow 40401 - Clarksbury STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.025 0.003 0.017 (86%) 92 184.02 Primary 2 -Year 0.068 0.010 0.058 (85%) 450 184.11 Primary 5 -Year 0.128 0.016 0.112 (87%) 881 184.20 Primary 10 -Year 0.174 0.019 0.155 (89%) 1240 184.27 Primary 25 -Year 0.241 0.022 0.219 (91%) 1795 184.40 Primary 50 -Year 0.295 0.025 0.270 (92%) 2256 184.51 Primary 100 -Year 0.353 0.071 0.282 (80%) 2418 184.56 Primary Regional 0.449 0.376 0.073 (16%) 2801 184.66 Primary 50401 - Windfall STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 1.309 0.062 1.247 (95%) 2792 212.88 Primary 2 -Year 2.199 0.126 2.073 (94%) 7515 213.31 Secondary 5 -Year 3.541 0.471 3.07 (87%) 9689 213.49 Secondary 10 -Year 4.387 0.739 3.648 (83%) 11002 213.59 Secondary 25 -Year 5.521 1.025 4.496 (81%) 12966 213.74 Secondary 50 -Year 6.389 1.309 5.080 (80%) 14449 213.85 Secondary 100 -Year 7.276 1.666 5.610 (77%) 15754 213.95 Secondary Regional 3.947 2.689 1.258 (32%) 19182 214.19 Emergency Overflow 50402 - Mountain House STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.305 0.035 0.270 (89%) 436 211.89 Primary 2 -Year 0.502 0.064 0.438 (87%) 813 212.40 Secondary 5 -Year 0.723 0.167 0.556 (77%) 1035 212.60 Secondary 10 -Year 0.873 0.239 0.634 (73%) 1191 212.74 Secondary 25 -Year 1.153 0.343 0.810 (70%) 1414 212.94 Secondary 50 -Year 1.312 0.418 0.894 (68%) 1580 >212.95 Emergency Overflow 100 -Year 1.472 0.494 0.978 (66%) 1746 >212.95 Emergency Overflow Regional 0.513 0.425 0.088 (17%) 1588 >212.95 Emergency Overflow 52401 - Cedar Pond 2 and 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.005 0.001 0.004 (80%) 15 196.36 Primary 2 -Year 0.022 0.006 0.016 (70%) 66 196.37 Primary 5 -Year 0.041 0.012 0.029 (70%) 125 196.39 Primary 10 -Year 0.055 0.017 0.038 (70%) 171 196.40 Primary 25 -Year 0.077 0.023 0.054 (70%) 237 196.42 Primary 50 -Year 0.095 0.028 0.067 (70%) 292 196.44 Primary 100 -Year 0.114 0.035 0.079 (69%) 349 196.46 Primary Regional 0.122 0.080 0.042 (35%) 604 196.53 Primary Note: There is no primary low flow discharge outlet. The primary outlet is a DICB, and therefore there is no secondary outlet. 52402 - Cedar Pond 1 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.007 0.003 0.004 (57%) 26 196.61 Primary 2 -Year 0.029 0.014 0.015 (51%) 106 196.64 Primary 5 -Year 0.053 0.026 0.027 (51%) 196 196.68 Primary 10 -Year 0.072 0.037 0.035 (49%) 264 196.71 Primary 25 -Year 0.100 0.056 0.044 (44%) 345 196.74 Primary 50 -Year 0.123 0.071 0.052 (42%) 409 196.77 Primary 100 -Year 0.147 0.087 0.060 (41%) 477 196.79 Primary Regional 0.188 0.172 0.016 (8%) 595 196.84 Emergency Overflow Note: There is no primary low flow discharge outlet. The primary outlet is a DICB, and therefore there is no secondary outlet. 54401 - Thornbury Meadows STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.174 0.005 0.169 (97%) 245 200.67 Primary Orifice 2 -Year 0.219 0.016 0.203 (93%) 478 200.87 Secondary DICB 5 -Year 0.310 0.019 0.219 (94%) 720 201.06 Secondary DICB 10 -Year 0.386 0.021 0.365 (95%) 901 201.18 Secondary DICB 25 -Year 0.476 0.023 0.453 (95%) 1147 201.35 Secondary DICB 50 -Year 0.585 0.025 0.560 (96%) 1344 201.47 Secondary DICB 100 -Year 0.668 0.037 0.631 (94%) 1502 201.56 Emergency Outflow Regional 0.302 0.189 0.113 (37%) 1817 201.74 Emergency Outflow 54402 - Lora Bay Pond 2 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.239 0.008 0.231 (97%) 979 198.20 Primary Orifice 2 -Year 0.543 0.017 0.526 (97%) 3350 198.64 Primary Orifice 5 -Year 0.980 0.107 0.873 (89%) 4148 198.78 Secondary Weir 10 -Year 1.253 0.239 1.014 (81%) 4588 198.86 Secondary Weir 25 -Year 1.636 0.432 1.204 (74%) 5101 198.94 Secondary Weir 50 -Year 1.926 0.584 1.342 (70%) 5464 199.00 Secondary Weir 100 -Year 2.233 0.742 1.491 (67%) 5842 199.07 Secondary Weir Regional 1.543 1.232 0.311 (20%) 7012 199.26 Secondary Weir 54403 - Foodland Roof Storage - Foodland Roof Storage does not require a Water Quantity Assessment 54404 - Foodland STORM; INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.084 0.017 0.067 (80%) 104 187.95 CULTEC 2 -Year 0.173 0.029 0.144 (83%) 218 188.44 CULTEC 5 -Year 0.256 0.046 0.210 (82%) 316 189.61 Contained in Parking Lot 10 -Year 0.312 0.047 0.265 (85%) 392 189.67 Contained in Parking Lot 25 -Year 0.384 0.048 0.336 (88%) 497 189.74 Contained in Parking Lot 50 -Year 0.460 0.048 0.412 (90%) 577 189.80 Contained in Parking Lot 100 -Year 0.514 0.049 0.465 (90%) 653 >189.85 Spillway Regional 0.160 0.051 0.109 (68%) 896 >189.85 Spillway 54405 - Bluewater Storage STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.141 0.120 0.021 (15%) 28 209.20 Primary 2 -Year 0.293 0.204 0.089 (30%) 100 209.72 Primary 5 -Year 0.506 0.259 0.247 (49%) 242 210.22 Primary 10 -Year 0.631 0.278 0.353 (56%) 350 210.42 Primary 25 -Year 0.798 0.365 0.433 (54%) 487 210.59 Emergency Spillway 50 -Year 0.925 0.491 0.434 (47%) 561 210.67 Emergency Spillway 100 -Year 1.054 0.619 0.435 (41%) 624 210.72 Emergency Spillway Regional 0.395 0.290 0.105 (27%) 441 210.34 Primary Note: There is no secondary outlet. 56401 - Lora Bay Pond 1 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 1.801 0.276 1.525 (85%) 9486 185.47 Primary Outlet 2 -Year 4.056 1.833 2.223 (55%) 23361 185.98 Primary Outlet 5 -Year 6.946 3.630 3.316 (48%) 35767 186.36 Primary Outlet 10 -Year 9.072 5.663 3.409 (38%) 43437 186.57 Emergency Overflow 25 -Year 11.896 9.885 2.011 (17%) 48762 186.71 Emergency Overflow 50 -Year 13.998 12.381 1.617 (12%) 51100 186.78 Emergency Overflow 100 -Year 16.236 14.633 1.603 (10%) 53139 186.83 Emergency Overflow Regional 18.805 18.641 0.164 (1%) 56207 186.91 Emergency Overflow 57401-4 - Keepers Cove Ponds STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.502 0.087 0.415 (83%) 31 183.29 Primary Outlet 2 -Year 0.792 0.356 0.436 (55%) 96 183.68 Primary Outlet 5 -Year 1.237 0.549 0.688 (56%) 182 >184.00 Emergency Overflow 10 -Year 1.52 0.670 0.85 (56%) 246 >184.00 Emergency Overflow 25 -Year 1.965 0.834 1.131 (58%) 331 >184.00 Emergency Overflow 50 -Year 2.26 0.955 1.305 (58%) 395 >184.00 Emergency Overflow 100 -Year 2.708 1.100 1.608 (59%) 473 >184.00 Emergency Overflow Regional 0.994 0.832 0.162 (16%) 330 >184.00 Emergency Overflow 61401 - Sleepy Hollow Stormtech STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.104 0.075 0.029 (28%) 37 216.19 Contained in Stormtech 2 -Year 0.169 0.124 0.045 (27%) 67 216.35 Contained in Stormtech 5 -Year 0.255 0.173 0.082 (32%) 105 216.58 Contained in Stormtech 10 -Year 0.315 0.207 0.108 (34%) 135 216.78 Contained in Stormtech 25 -Year 0.436 0.375 0.061 (14%) 175 >217.00 Surcharging MH 50 -Year 0.505 0.534 -0.029 (-6%) 157 217.00 Contained in Stormtech 100 -Year 0.577 0.750 -0.173 (-30%) 139 216.81 Contained in Stormtech Regional 0.218 0.207 0.011 (5%) 135 216.78 Contained in Stormtech Appendix P: SWMF Water Quality Existing Conditions Analysis TATHAM V E N G I N E E R I N G PROJECT SUBJECT Lora Bay Development - Phase 5 Pond Settling Calculations FILE DATE NAME PAGE 120141 2021-03-02 J. Macdonald 1 OF 2 25 mm storm pond discharge (Q) = Average top width of pond (W) = 25 mm design storm W.S. = Pond outlet invert = Flow velocity through pond = Length of pond = Travel time = Settling depth = 0.32 m3/s 70 m 185.50 m 182.50 m 0.003 m/s 250 m 22.79 hr 3.00 m use W/2 for effective flow width Refer to H.P.A Drawing SWM4 (2004) Q/(W/2 * (25mm W.S.- Outlet invert)) 25mm W.S.- Outlet Invert The velocity at which a spherical particle will settle out of suspension (fall to the botto defined by Stokes' Law: 9 where pia = mass density of the sphere /m3) pf= mass density of the fluid /m3) = viscosity of the fluid (leg-m-l.s-l) g = acceleration of gravity (m -s-2) R = radius of particle (m) Stoke's Law is valid for Re < 0.5 where Re = Vs*d/v density of particles = density of water = dynamic viscosity of water (4) = kinematic viscosity of water (v) = 2650 kg/m3 1000.00 kg/m3 1.522E-03 N*s/m2 1.522E-06 m2/s Eel_ 5-1 CLOCA Particle Size Distribution Stoke's Law Settling Velocity VS (m/s) Reynolds Number Settling Time (hrs) Particle Size (µm) Percent Less Than Average Sample Spring Sample Summer Sample 11000 100 100 100 71.5145 516961 - 9000 97.5 99 96 47.8733 283144 - 4000 92.5 95 90 9.4565 24858 - 1000 80 87 73 0.5910 388 - 800 74.5 79 70 0.3783 199 - 300 51.5 63 40 0.0532 10.5 - 250 37 44 30 3.69E-02 6.1 - 100 17 22 12 5.91E-03 0.4 0.14 70 13.5 17 10 2.90E-03 0.1 0.29 35 8.5 10 7 7.24E-04 1.67E-02 1.15 21 7.5 10 5 2.61E-04 3.60E-03 3.20 12 7 9 5 8.51E-05 6.71E-04 9.79 9 7 9 5 4.79E-05 2.83E-04 17.41 6.5 6 8 4 2.50E-05 1.07E-04 33.37 3 4.5 6 3 5.32E-06 1.05E-05 156.66 0.5 4.5 6 3 1.48E-07 4.86E-08 5639.89 % of particles settled 93 91 95 TATHAM V E N G I N E E R I N G PROJECT SUBJECT Lora Bay Development - Phase 5 Pond Settling Calculations FILE DATE NAME PAGE 120141 2021-03-02 J. Macdonald 2 OF 2 25 mm storm pond discharge (Q) = Average top width of pond (W) = 25 mm design storm W.S. = Pond outlet invert = Flow velocity through pond = Length of pond = Travel time = Settling depth = 0.32 m3/s 70 m 185.50 m 182.50 m 0.003 m/s 250 m 22.79 hr 3.00 m use W/2 for effective flow width Refer to H.P.A Drawing SWM4 (2004) Q/(W/2 * (25mm W.S.- Outlet invert)) 25mm W.S.- Outlet Invert The velocity at which a spherical particle will settle out of suspension (fall to the bottom) is defined by Stokes' Law: where pp = mass density of the sphere (kg/m3 pr= mass density of the fluid (kg/m3) µ = viscosity of the fluid (kg -m -1-s-1) _ (Fp-PI) gay 9 ex g = acceleration of gravity (m`s- R = radius of particle (m) Stoke's Law is valid for Re < 0.5 where Re = Vs*d/v density of particles = density of water = dynamic viscosity of water (µ) = kinematic viscosity of water (v) = 2650 kg/m3 1000.00 kg/m3 1.522E-03 N*s/m2 1.522E-06 m2/s ETV Canada Particle Size Distribution Stoke's Law Settling Velocity Vs (m/s) Reynolds Number Settling Time (hrs) Particle Size (µm) Percent Less Than 1000 100 0.5910 388 - 500 95 0.1478 49 - 250 90 0.0369 6 - 150 75 0.0133 1 - 100 60 0.0059 0.4 0.14 75 50 0.0033 0.2 0.25 50 45 1.48E-03 4.86E-02 0.56 20 35 2.36E-04 3.11E-03 3.52 8 20 3.78E-05 1.99E-04 22.03 5 10 1.48E-05 4.86E-05 56.40 2 5 2.36E-06 3.11E-06 352.49 % of particles settled 80 Eq.ti-l r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 1120 4.07 40.22% Total 4.07 40.2% SWMF 1402 Second Nature Phase 1 West Wetland Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wetlands Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 298 Provided > Required Extended Detention Storage Provided 1,284 Provided > Required 351 M3 163 m3 188 M3 11 mm 452 m3 452 m3 509 m3 Active Storage Provided 2,096 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 1121 1135 18.35 1.40 43.33% 43.33% Total 19.75 43.3% SWMF 1403 Second Nature Phase 3 Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 8,631 Extended Detention Storage Provided Active Storage Provided 7,060 13,337 Provided > Required Provided > Required Provided > Required 3,159 m3 790 m3 2,370 m3 11 mm 2,203 m3 2,203 m3 1,975 m3 1, E G I N E R I N G r TNA T HE AM Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6116 4.94 8.26% 6119 0.91 50.09% 6128 8.37 66.73% 6121 4.08 62.18% 6120 5.46 44.19% 6129 6.90 16.53% 6118 1.25 25.71% 6130 1.19 37.62% 6122 0.86 52.19% 6127 15.86 5.49% 6123 3.13 35.63% 6124 19.99 3.56% 6125 10.13 1.83% 6126 4.85 5.19% Total 87.92 19.2% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 6401 Blue Mountain Pond 3 Treatment Method Details SWM Facility Type Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 46,100 5,900 28,000 Provided > Required Provided < Required Provided > Required 8,792 m3 3,517 m3 5,275 m3 7 mm 6,157 m3 6,157 m3 5,275 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6118 1.25 25.71% 6122 0.86 52.19% 6123 3.13 35.63% Total 5.24 36.0% SWMF 6402 Blue Mountain Village IROC Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 4,220 Provided > Required Extended Detention Storage Provided 1,148 Provided > Required 734 210 m3 524 1113 10 mm 501 m3 501 m3 485 m3 Active Storage Provided 2,095 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6110 6111 3.93 19.76 5.52% 31.79% Total 23.69 27.4% SWMF 6403 Snowbridge 6th Hole Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 8,436 Provided > Required Extended Detention Storage Provided 1,400 Provided > Required 2,842 m3 947 m3 1,895 m3 6 mm 1,328 m3 1,328 m3 3,553 m3 Active Storage Provided 6,000 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6109 15.59 29.72% Total 15.59 29.7% SWMF 6405 Monterra Estates Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 3,625 Provided > Required Extended Detention Storage Provided 3,915 Provided > Required 1,949 624 1,325 M3 m3 M3 6 mm 890 M3 890 m3 1,715 m3 Active Storage Provided 3,915 Provided > Required 1, E G I N E R I N G TNA T HE AM Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6115 2.49 0.58% 6116 4.94 8.26% 6119 0.91 50.09% 6128 8.37 66.73% 6121 4.08 62.18% 6120 5.46 44.19% 6129 6.90 16.53% 6118 1.25 25.71% 6130 1.19 37.62% 6122 0.86 52.19% 6127 15.86 5.49% 6123 3.13 35.63% 6124 19.99 3.56% 6125 10.13 1.83% 6126 4.85 5.19% Total 90.41 18.7% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 6406 Blue Mountain Pond 2 Treatment Method Details SWM Facility Type Target Treatment Lev:. Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 26,500 3,300 15,800 Provided > Required Provided < Required Provided > Required 8,815 m3 3,617 m3 5,199 m3 7 mm 6,291 m3 6,291 m3 5,425 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6136 8.14 19.44% 6137 3.99 6.69% 6138 5.29 30.52% 6139 9.12 35.65% Total 26.53 25.3% SWMF 6408 Fairway Court Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 6,674 Provided > Required Extended Detention Storage Provided - Provided < Required 3,051 m3 1,061 m3 1,990 m3 8 mm 2,036 m3 2,036 m3 1,857 m3 Active Storage Provided 2,798 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 6113 0.41 67.79% Total 0.41 67.8% SWMF 6409 Willow Creek Dry Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Dry Pond Basic Level 60% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided - Provided > Required Extended Detention Storage Provided 193 Provided > Required 78 m3 78 m3 M3 12 mm 48 m3 78 m3 87 m3 Active Storage Provided 193 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 9112 3.27 82.39% 9113 10.17 5.34% 22101 0.41 36.77% Total 13.86 24.5% SWMF 9401 Craigleith Parking Lot Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 1,350 Extended Detention Storage Provided Active Storage Provided 587 1,672 Provided > Required Provided < Required Provided > Required 1,559 m3 554 m3 1,005 m3 9 mm 1,194 m3 1,194 m3 1,247 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 9106 11.96 54.27% Total 11.96 54.3% SWMF 9402 Orchard Condos Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 2,722 Provided > Required Extended Detention Storage Provided 2,285 Provided > Required 2,242 m3 478 m3 1,764 m3 13 mm 1,543 m3 1,543 m3 1,614 m3 Active Storage Provided 8,539 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 10109 10108 4.79 1.44 29.43% 16.14% Total 6.23 26.4% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 10401 Craigleith Meadows Dry Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Dry Pond Basic Level 60% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 1,250 1,250 Provided = Required Provided > Required Provided > Required 416 m3 416 m3 M3 9 mm 539 M3 539 m3 623 m3 VTATHAM E N G I N E E R I N G Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Prepared By Jonathan Paul December 17, 2021 Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. SWMF 15401 Georgian Woodlands Wet Pond Contributing Catchments Catchment ID Area (ha) Impervious (%) 15106 15107 6.84 1.27 33.16% 31.52% Total 8.11 32.9% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 1,377 954 2,604 Provided > Required Provided < Required Provided > Required 1,074 m3 324 m3 750 m3 12 mm 966 m3 966 m3 770 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 15109 9.10 67.36% Total 9.10 67.4% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 15402 Alpine Flatlands Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 414 1,252 3,112 Provided < Required Provided < Required Provided > Required 1,984 m3 364 m3 1,620 m3 16 mm 1,426 m3 1,426 m3 1,638 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 31105 4.94 4.68% 31106 10.49 17.29% 31108 1.20 22.94% 31109 4.01 23.63% 31112 4.79 14.91% 31113 8.72 18.68% Total 34.15 16.4% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 31401 Georgian Bay Club SWMF #1 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 18,374 5,877 Provided > equired Provided > equired Provided > Required Note: SWMF information incomplete, active storage unknown 3,158 m3 1,366 m3 1,793 m3 5 mm 1,836 m3 1,836 m3 2,049 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 34125 6.91 1.77% 34126 1.43 68.96% 34127 5.11 13.45% 34128 31.73 2.71% Total 45.19 5.9% SWMF 33401 Georgian Bay Club SWMF #2 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wetlands Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 1,160 Provided > Required Extended Detention Storage Provided 3,930 Provided > Required 1,920 m3 1,807 m3 113 m3 2 mm 1,086 m3 1,807 m3 2,711 m3 Active Storage Provided 20,906 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 34104 6.22 21.13% Total 6.22 21.1% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 34401 Georgian Bay Club SWMF#3 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Hybrid Wet Pond/Wetlands Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 843 846 1,744 Provided > Required Provided > Required Provided > Required 510 M3 249 m3 261 M3 6 mm 377 M3 377 m3 746 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 40107 11.41 10.63% Total 11.41 10.6% SWMF 40401 Clarksbury SWMF Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 1,721 Extended Detention Storage Provided Active Storage Provided 2,396 3,396 Provided > Required Provided > Required Provided > Required 884 456 m3 428 1113 1 mm 107 1113 456 m3 913 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 50106 2.46 10.41% 50107 26.78 43.15% 50108 19.20 16.80% Total 48.43 31.0% SWMF 50401 Windfall SWM Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 6,990 Provided > Required Extended Detention Storage Provided 7,400 Provided > Required 6,296 m3 1,937 m3 4,359 m3 7 mm 3,472 m3 3,472 m3 4,359 m3 Active Storage Provided 16,490 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 50143 4.55 47.84% Total 4.55 47.8% SWMF 50402 Mountain House Bioretention Swale Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Infiltration Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Infiltration Volume Provided 759 Provided > Required Extended Detention Storage Provided 759 Provided > Required 127 m3 127 m3 M3 15 mm 679 m3 679 m3 659 m3 Active Storage Provided 1,419 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 52115 2.89 0.06% Total 2.89 0.1% SWMF 52401 Cedar Run Wake Park Pond 2 & 3 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 5,776 Extended Detention Storage Provided Active Storage Provided 331 671 Provided > Required Provided > Required Provided > Required 152 M3 116 m3 36 m 3 1 mm 23 M3 116 m3 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 52114 5.23 0.00% Total 5.23 0.0% SWMF 52402 Cedar Run Wake Park Pond 1 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 4,083 Provided > Required Extended Detention Storage Provided 244 Provided > Required 275 M3 209 m3 65 M3 1 mm 50 m 3 209 m3 m3 Active Storage Provided 495 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 54111 5.14 26.31% Total 5.14 26.3% Permanent Pool Volume Provided Extended Detention Storage Provided Active Storage Provided SWMF 54401 Thornbury Meadows Wet Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 954 306 1,365 Provided > Required Provided > Required Provided > Required 604 M3 206 m3 399 M3 5 mm 276 M3 276 m3 669 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 54158 54159 11.90 10.24 1.63% 30.32% Total 22.14 14.9% SWMF 54402 Lora Bay Wet Pond 2 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 8,212 Extended Detention Storage Provided Active Storage Provided 3,662 5,440 Provided > Required Provided > Required Provided > Required 1,937 m3 885 m3 1,051 m3 5 mm 1,051 m3 1,051 m3 1,992 m3 r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 54162 3.75 66.60% Total 3.75 66.6% SWMF 54405 Bluewater Storage Dry Pond Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Dry Pond Basic Level 60% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided - Provided > Required Extended Detention Storage Provided 446 Provided < Required 700 m3 700 m3 - m 3 10 mm 377 m3 700 m3 431 m3 Active Storage Provided 738 Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 56106 8.33 3.41% 56107 12.60 50.00% 56108 6.80 4.43% 56109 4.38 19.83% 56110 9.08 17.61% 56111 16.01 50.00% 56112 8.13 4.83% 56113 5.26 10.03% 56114 43.20 4.66% 56115 12.53 14.93% 56116 23.31 8.69% 56117 50.05 3.25% 56118 1.68 50.00% 56119 6.41 50.00% 56120 12.80 1.11% Continued on Next Page SWMF 56401 Lora Bay Wet Pond 1 Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required 24,121 m3 12,060 m3 12,060 m3 4 mm 11,644 m3 12,060 m3 13,568 m3 56121 19.1 6.04% 56122 25.60 1.81% 56123 2.09 50.00% 56124 18.64 6.38% 56125 5.30 5.14% 56126 4.21 2.25% 56127 6.00 8.57% Total 301.51 11.5% Permanent Pool Volume Provided 31,697 Extended Detention Storage Provided 7,338 Active Storage Provided 59,520 Provided > Required Provided < Required Provided > Required r TNA T HGINEE A, M Project Details Water Quality Requirements Town of The Blue Mountains Drainage Master Plan 121076 Water Quality Sizing Criteria Methodology & Volumetric water quality criteria as presented in Table 3.2 in Ministry of Environment, Data Source Conservation and Parks (MECP) Stormwater Management Planning & Design Manual (SWMPDM) March 2003. Prepared By Jonathan Paul December 17, 2021 Contributing Catchments Catchment ID Area (ha) Impervious (%) 57101 1.42 70.33% 57102 5.41 28.56% 57103 2.53 52.86% Total 9.36 41.5% SWMF 57401, 57402, 57403, 57404 Keepers Cove Ponds Treatment Method Details SWM Facility Type Target Treatment Leve Treatment Percentage Wet Pond Enhanced Level 80% Treatment Water Quality Storage Requirement Extended Detention Volume (40 m3) Permanent Pool Volume Required 25 mm Storm Runoff Depth 25 mm Storm Runoff Volume Required Extended Detention Volume Erosion Control Storage Required Permanent Pool Volume Provided 746 Provided < Required Extended Detention Storage Provided - Provided < Required 1,451 m3 374 m3 1,076 m3 10 mm 890 m3 890 m3 1,170 m3 Active Storage Provided 2,049 Provided > Required VTATHAM 1 F E N G I N E E R I N G SWM Facility Type 1_ Infiltration 2 - Wetland 3 Hybrid Wetland /Wet Pond 4 - Wet Pond 5 - Dry Pond Notes: - All volume requirements shown are to achieve Enhanced level of treatment per the MECP Stormwater Management Planning and Design Manual (2003). - Red cells indicate volume provided by the SWM facility does not meet the requirement. Project: File No.: Revision: Description: TOBM Drainage Master Plan Prepared By: Reviewed By: Date: - Existing Conditions JP 121076 DAM 1 17 -Dec -21 SWMF Water Quality Requirements SWMF ID No. SWMF Type Drainage Area (ha) Percent Impervious 25 mm Storm Runoff Volume (mm) Water Quality Storage Requirement (m /ha) Permanent Pool / Infiltration Volume Required (m3) Extended Detention Volume Required (m3) Erosion Control Volume 3 Required (m) Permanent Pool / Infiltration Volume Provided (m3) Extended Detention Volume Provided (m3) Active Storage Volume Provided (m3) Level of Treatment Provided 1402 2 4.07 40.2 11.10 86 188 452 509 298 1,284 2,096 Enhanced 1403 4 19.75 43.3 11.16 160 2,370 2,203 1,975 8,631 7,060 13,337 Enhanced 6401 4 87.92 19.2 7.00 100 5,275 6,157 5,275 46,100 5,900 28,000 Enhanced'' 2 6402 4 5.24 36.0 9.57 140 524 501 485 4,220 1,148 2,095 Enhanced 6403 4 23.69 27.4 5.61 120 1,895 1,328 3,553 8,436 1,400 6,000 Enhanced 6405 4 15.59 29.7 5.71 125 1,325 890 1,715 3,625 3,915 3,915 Enhanced 6406 4 90.41 18.7 6.96 98 5,199 6,291 5,425 26,500 3,300 15,800 2 Enhanced'' 6408 4 26.53 25.3 7.67 115 1,990 2,036 1,857 6,674 0 2,798 None 6409 5 0.41 67.8 11.74 190 - 78 87 - 193 193 Basic 9401 4 13.86 24.5 8.80 113 1,005 1,194 1,247 1,350 587 1,672 Enhanced- 9402 4 11.96 54.3 12.91 188 1,764 1,543 1,614 2,722 2,285 8,539 Enhanced 10401 5 6.23 26.4 8.62 67 - 539 623 - 1,250 1,250 Basic 15401 4 8.11 32.9 11.91 133 1,074 966 770 1,377 954 2,604 Enhanced- 15402 4 9.10 67.4 15.67 218 1,620 1,426 1,638 414 1,252 3,112 Basic' 31401 4 34.15 16.4 5.38 93 1,793 1,836 2,049 18,374 5,877 Unknown3 Enhanced 33401 3 45.19 5.9 2.40 43 113 1,807 2,711 1,160 3,930 20,906 Enhanced TATI I /� !I /� - II -'I AAA lVV! k1 1 F E N G I N E E R I N G SWM Facility Type 1_ Infiltration 2 - Wetland 3 Hybrid Wetland /Wet Pond 4 - Wet Pond 5 - Dry Pond Notes: All volume requirements shown are to achieve Enhanced level of treatment per the MECP Stormwater Management Planning and Design Manual (2003). - Red cells indicate volume provided by the SWM facility does not meet the requirement. Project: File No.: Revision: Description: TOBM Drainage Master Plan Prepared By: Reviewed By: Date: - Existing Conditions JP 121076 DAM 1 17 -Dec -21 SWMF Water Quality Requirements SWMF ID No. SWMF Type Drainage Area (ha) Percent Impervious 25 mm Storm Runoff Volume (mm) Water Quality Storage Requirement (m3 /ha) Permanent Pool / Infiltration Volume Required (m3) Extended Detention Volume Required (m3) Erosion Control Volume Required (m3) Permanent Pool / Infiltration Volume Provided (m3) Extended Detention/Erosio n Control Volume Provided (m3) Active Storage Volume Provided (m3) Level of Treatment Provided 34401 3 6.22 21.1 6.07 82 261 377 746 843 846 1,744 Enhanced 40401 4 11.41 10.6 0.94 78 428 456 913 1,721 2,396 3,396 Enhanced 50401 4 48.43 31.0 7.17 130 4,359 3,472 4,359 6,990 7,400 16,490 Enhanced 50402 1 4.55 47.8 14.94 28 - 679 659 759 759 1,419 Enhanced 52401 4 2.89 0.1 0.79 53 36 116 - 5,776 331 671 Enhanced 52402 4 5.23 0.0 0.96 53 65 209 - 4,083 244 495 Enhanced 54401 4 5.14 26.3 5.37 118 399 276 669 954 306 1,365 Enhanced 54402 4 22.14 14.9 4.75 88 1,051 1,051 1,992 8,212 3,662 5,440 Enhanced 54405 5 3.75 66.6 10.05 187 - 700 431 - 446 738 None 56401 4 301.51 11.5 3.86 80 12,060 12,060 13,568 31,697 7,388 59,520 Enhanced - 57401 -4 4 9.36 41.5 9.51 155 1,076 890 1,170 746 0 2,049 None 1. SWMF meets the criteria specified in the MECP SWMPD manual for the level of treatment specified but does not provide extended detention for all runoff from the 25 mm storm. 2. Ponds are in series and together provide sufficient extended detention volume to retain runoff from the 25 mm storm. 3. SWMF information incomplete, active storage unknown Appendix 0: PCSWMM Climate Change Scenario Analysis TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN CLIMATE CHANGE CONDITIONS - 1:5 YEAR STORM SEWER CAPACITY DEFICIENCIES SUMMARY STM ID (m) SHAPE c m) ROUGHNESS (m (m) (m�/s) a MAX/ C FULL C • N I ITI • Watercourse 1 STM2554 9.13 CIRCULAR 0.675 0.675 0.013 229.27 229.27 0.240 4.94 Watercourse 1 STM2630 5.99 CIRCULAR 0.100 0.100 0.009 200.11 200.04 0.034 4.23 Watercourse 1 STM2544 8.56 CIRCULAR 0.450 0.450 0.009 229.60 229.58 0.513 2.97 Watercourse 1 STM2545 40.19 CIRCULAR 0.600 0.600 0.013 229.67 229.58 0.607 2.11 Watercourse 1 STM2625 12.60 CIRCULAR 0.300 0.300 0.009 205.48 205.39 0.187 1.58 Watercourse 1 STM3742 17.92 CIRCULAR 1.050 1.050 0.013 211.25 211.22 1.745 1.56 Watercourse 1 STM3740 10.46 CIRCULAR 1.500 1.500 0.013 210.71 210.72 3.265 1.49 Watercourse 1 STM3784 25.59 CIRCULAR 0.525 0.525 0.013 214.66 214.52 0.473 1.49 Watercourse 1 STM2627 6.16 CIRCULAR 0.300 0.300 0.009 205.39 205.28 0.269 1.44 Watercourse 1 STM3745 39.02 CIRCULAR 1.050 1.050 0.013 211.70 211.63 1.609 1.39 Watercourse 1 STM2562 21.08 CIRCULAR 1.800 1.800 0.024 229.65 229.58 4.993 1.38 Watercourse 1 STM3791 45.21 CIRCULAR 0.675 0.675 0.013 214.54 214.21 0.985 1.37 Watercourse 1 STM3766 37.14 CIRCULAR 0.600 0.600 0.013 214.11 213.93 0.566 1.32 Watercourse 1 STM3747 73.26 CIRCULAR 1.050 1.050 0.013 211.44 211.28 1.675 1.31 Watercourse 1 STM3753 31.38 CIRCULAR 1.050 1.050 0.013 211.50 211.46 1.277 1.31 Watercourse 1 STM3774 10.84 CIRCULAR 0.675 0.675 0.013 217.86 217.81 0.746 1.31 Watercourse 1 STM3783 33.44 CIRCULAR 0.525 0.525 0.013 214.88 214.71 0.395 1.29 Watercourse 1 STM3790 54.95 CIRCULAR 0.675 0.675 0.013 215.05 214.60 0.958 1.26 Watercourse 1 STM3765 34.68 CIRCULAR 0.600 0.600 0.013 214.31 214.14 0.536 1.25 Watercourse 1 STM3746 38.56 CIRCULAR 1.050 1.050 0.013 211.55 211.46 1.628 1.23 Watercourse 1 STM3468 32.62 CIRCULAR 0.450 0.450 0.013 214.60 214.44 0.237 1.19 Watercourse 1 STM3770 45.53 CIRCULAR 0.750 0.750 0.013 213.82 213.49 1.120 1.18 Watercourse 1 STM3744 32.85 CIRCULAR 0.825 0.825 0.013 212.42 212.22 1.299 1.16 Watercourse 1 STM3785 18.60 CIRCULAR 0.600 0.600 0.013 214.48 214.39 0.496 1.16 Watercourse 1 STM3739 51.40 CIRCULAR 1.500 1.500 0.013 210.84 210.76 3.210 1.15 Watercourse 1 STM3743 32.31 CIRCULAR 0.825 0.825 0.013 212.66 212.47 1.264 1.15 Watercourse 1 STM3771 54.98 CIRCULAR 0.750 0.750 0.013 213.41 212.95 1.147 1.13 Watercourse 1 STM3788 82.04 CIRCULAR 0.300 0.300 0.009 216.02 215.62 0.109 1.12 Watercourse 1 STM3782 67.74 CIRCULAR 0.525 0.525 0.013 215.29 214.93 0.340 1.08 Watercourse 1 STM3756 15.71 CIRCULAR 0.300 0.300 0.009 213.24 213.18 0.090 1.05 Watercourse 1 STM3455 55.19 CIRCULAR 0.450 0.450 0.013 218.17 217.36 0.356 1.03 Watercourse 1 STM3467 42.02 CIRCULAR 0.450 0.450 0.013 214.85 214.65 0.195 0.99 Watercourse 1 STM3763 37.09 CIRCULAR 0.825 0.825 0.013 212.93 212.76 0.948 0.98 Watercourse 1 STM3754 64.67 CIRCULAR 1.050 1.050 0.013 211.42 211.23 1.349 0.91 Watercourse 1 STM3787 20.91 CIRCULAR 0.300 0.300 0.009 215.60 215.41 0.121 0.91 Watercourse 1 STM3470 74.35 CIRCULAR 0.600 0.600 0.013 212.15 211.94 0.291 0.89 Watercourse 1 STM3741 21.72 CIRCULAR 1.500 1.500 0.013 210.69 210.63 3.304 0.89 Watercourse 1 STM3750 19.45 CIRCULAR 0.900 0.900 0.013 212.05 211.96 1.094 0.89 Watercourse 1 STM3751 35.17 CIRCULAR 0.900 0.900 0.013 211.89 211.72 1.126 0.89 Watercourse 1 STM3775 36.68 CIRCULAR 0.675 0.675 0.013 217.77 217.40 0.749 0.89 Watercourse 1 STM3760 69.08 CIRCULAR 0.825 0.825 0.013 213.61 213.31 0.834 0.88 Watercourse 1 STM3789 18.42 CIRCULAR 0.375 0.375 0.009 215.53 215.46 0.136 0.87 Watercourse 1 STM3762 28.33 CIRCULAR 0.825 0.825 0.013 213.12 212.96 0.908 0.84 Watercourse 1 STM3781 48.54 CIRCULAR 0.375 0.375 0.009 215.90 215.50 0.192 0.84 WATERCOURSE / • . _. .. -f LENGTH mm.i n _, SIZE mm ,. SIZE2 .� ma , z� � � , . _. -. US INV. mm DS INV. mmi 0MAx ml 3 .-,..-. Watercourse 1 STM2548 8.24 CIRCULAR 0.600 0.600 0.013 229.59 229.59 0.056 0.83 Watercourse 1 STM3769 19.86 CIRCULAR 0.450 0.450 0.013 214.20 214.11 0.159 0.83 Watercourse 1 STM3451 8.01 CIRCULAR 0.300 0.300 0.009 221.08 221.05 0.070 0.82 Watercourse 1 STM3471 54.92 CIRCULAR 0.600 0.600 0.013 211.88 211.71 0.282 0.82 Watercourse 1 STM3450 11.88 CIRCULAR 0.300 0.300 0.009 221.03 220.97 0.081 0.81 Watercourse 1 STM3768 69.16 CIRCULAR 0.300 0.300 0.009 214.71 214.36 0.080 0.81 Watercourse 1 STM3755 86.03 CIRCULAR 0.300 0.300 0.009 213.69 213.33 0.072 0.80 Watercourse 1 STM3779 47.33 CIRCULAR 0.300 0.300 0.009 216.60 216.23 0.099 0.80 Watercourse 1 STM3749 43.51 CIRCULAR 0.900 0.900 0.013 212.35 212.12 1.038 0.79 Watercourse 1 STM3761 21.16 CIRCULAR 0.825 0.825 0.013 213.27 213.14 0.892 0.79 Watercourse 1 STM3772 24.45 CIRCULAR 0.675 0.675 0.013 219.02 218.78 0.659 0.79 Watercourse 1 STM2561 8.52 CIRCULAR 0.300 0.300 0.009 229.84 229.58 0.190 0.78 Watercourse 1 STM3465 46.08 CIRCULAR 0.300 0.300 0.009 215.31 215.10 0.072 0.76 Watercourse 1 STM3466 37.68 CIRCULAR 0.375 0.375 0.009 215.07 214.87 0.141 0.76 Watercourse 1 STM3752 19.45 CIRCULAR 1.050 1.050 0.013 211.66 211.59 1.245 0.76 Watercourse 1 STM3759 19.35 CIRCULAR 0.825 0.825 0.013 213.76 213.65 0.827 0.76 Watercourse 1 STM2546 14.31 CIRCULAR 0.750 0.750 0.013 229.47 229.37 0.704 0.74 Watercourse 1 STM3748 42.45 CIRCULAR 0.900 0.900 0.013 212.64 212.40 0.991 0.73 Watercourse 1 STM3780 26.96 CIRCULAR 0.375 0.375 0.009 216.14 215.94 0.157 0.72 Watercourse 1 STM2564 44.76 CIRCULAR 0.300 0.300 0.009 230.58 229.84 0.124 0.69 Watercourse 1 STM3459 16.11 CIRCULAR 0.825 0.825 0.013 216.64 216.59 0.522 0.65 Watercourse 1 STM2629 7.32 CIRCULAR 0.200 0.200 0.009 199.75 199.66 0.033 0.63 Watercourse 1 STM3776 25.10 CIRCULAR 0.675 0.675 0.013 217.31 216.80 0.756 0.63 Watercourse 1 STM3773 46.21 CIRCULAR 0.675 0.675 0.013 218.75 217.89 0.675 0.59 Watercourse 1 STM2566 45.09 CIRCULAR 0.300 0.300 0.009 231.40 230.63 0.104 0.57 Watercourse 1 STM3777 47.86 CIRCULAR 0.675 0.675 0.013 216.75 215.53 0.765 0.57 Watercourse 1 STM3786 51.46 CIRCULAR 0.300 0.300 0.009 216.02 215.64 0.064 0.53 Watercourse 1 STM3457 49.48 CIRCULAR 0.825 0.825 0.013 217.00 216.78 0.490 0.51 Watercourse 1 STM3767 62.00 CIRCULAR 0.300 0.300 0.009 215.12 214.74 0.054 0.49 Watercourse 1 STM3454 33.04 CIRCULAR 0.375 0.375 0.009 219.15 218.27 0.198 0.48 Watercourse 1 STM2555 45.25 CIRCULAR 0.300 0.300 0.009 229.52 229.29 0.046 0.46 Watercourse 1 STM2631 26.96 CIRCULAR 0.300 0.300 0.009 201.09 200.20 0.116 0.45 Watercourse 1 STM2547 9.95 CIRCULAR 0.600 0.600 0.013 229.59 229.58 0.080 0.44 Watercourse 1 STM3458 9.84 CIRCULAR 0.825 0.825 0.013 216.75 216.68 0.517 0.43 Watercourse 1 STM3453 31.16 CIRCULAR 0.375 0.375 0.009 220.10 219.25 0.171 0.41 Watercourse 1 STM3469 29.70 CIRCULAR 0.600 0.600 0.013 214.41 213.98 0.288 0.39 Watercourse 1 STM3452 53.33 CIRCULAR 0.375 0.375 0.009 220.90 220.14 0.111 0.37 Watercourse 1 STM3480 55.34 CIRCULAR 0.375 0.375 0.013 219.59 218.47 0.093 0.37 Watercourse 1 STM2551 8.49 CIRCULAR 0.675 0.675 0.013 229.22 229.13 0.309 0.36 Watercourse 1 STM3461 8.47 CIRCULAR 0.375 0.375 0.009 218.10 218.26 0.118 0.34 Watercourse 1 STM3758 48.32 CIRCULAR 0.600 0.600 0.013 215.05 214.53 0.209 0.33 Watercourse 1 STM2624 18.10 CIRCULAR 0.525 0.525 0.009 202.85 202.46 0.291 0.32 Watercourse 1 STM2537 10.95 CIRCULAR 0.300 0.300 0.009 230.70 230.61 0.039 0.31 Watercourse 1 STM2553 9.42 CIRCULAR 0.600 0.600 0.013 229.45 229.29 0.236 0.30 Watercourse 1 STM3792 57.59 CIRCULAR 0.450 0.450 0.013 213.81 213.25 0.080 0.29 Watercourse 1 STM2552 6.77 CIRCULAR 0.450 0.450 0.009 229.58 229.32 0.225 0.28 Watercourse 1 STM2632 68.78 CIRCULAR 0.450 0.450 0.009 199.61 196.64 0.241 0.28 Watercourse 1 STM3420 60.22 CIRCULAR 0.525 0.525 0.009 195.72 193.14 0.331 0.26 WATERCOURSE / '' LENGTH mp_i. n SIZE II .. SIZE2 .� m m , ',,f; � � � _ r ,, -'. US INV. ml DS INV. mm 0MAx 3 mm Watercourse 1 STM2559 42.89 CIRCULAR 0.300 0.300 0.009 230.55 229.75 0.048 0.25 Watercourse 1 STM3764 41.16 CIRCULAR 0.300 0.300 0.009 215.11 214.71 0.033 0.24 Watercourse 1 STM2568 49.49 CIRCULAR 0.300 0.300 0.009 232.27 231.48 0.037 0.21 Watercourse 1 STM3757 47.66 CIRCULAR 0.600 0.600 0.013 215.56 215.07 0.126 0.20 Watercourse 1 STM2541 44.63 CIRCULAR 0.525 0.525 0.009 230.12 229.88 0.071 0.16 Watercourse 1 STM2542 49.32 CIRCULAR 0.300 0.300 0.009 230.81 230.15 0.024 0.15 Watercourse 1 STM3448 8.36 CIRCULAR 0.300 0.300 0.009 221.04 220.95 0.020 0.14 Watercourse 1 STM2559_4 11.70 CIRCULAR 0.750 0.000 0.013 228.67 228.58 0.118 0.12 Watercourse 1 STM3447 20.57 CIRCULAR 0.300 0.300 0.009 221.16 220.95 0.013 0.09 Watercourse 1 STM2557 32.25 CIRCULAR 0.300 0.300 0.009 230.02 229.69 0.012 0.08 Watercourse 1 STM3778 78.82 CIRCULAR 0.300 0.300 0.009 218.24 216.65 0.011 0.06 Watercourse 1 STM3408 5.27 CIRCULAR 0.300 0.300 0.009 205.73 205.16 0.023 0.05 Watercourse 1 STM2535 9.01 CIRCULAR 0.300 0.300 0.009 229.90 229.77 0.006 0.04 Watercourse 1 STM3464 44.42 CIRCULAR 0.300 0.300 0.009 216.21 215.36 0.007 0.04 Watercourse 1 STM3456 44.60 CIRCULAR 0.300 0.300 0.009 217.50 217.27 0.003 0.03 Watercourse 1 STM2540 8.43 CIRCULAR 0.450 0.450 0.009 230.21 230.14 0.009 0.02 Watercourse 1 STM2559_1 47.00 CIRCULAR 1.000 0.000 0.013 229.75 228.68 0.083 0.02 Watercourse 1 STM2570 74.91 CIRCULAR 1.000 1.000 0.024 230.95 229.66 0.022 0.01 Watercourse 1 C102 9.60 CIRCULAR 0.525 0.000 0.009 205.89 205.73 0.000 0.00 Watercourse 1 C103 23.80 CIRCULAR 0.525 0.000 0.009 201.04 200.40 0.000 0.00 Watercourse 6 STMIROC2 21.06 CIRCULAR 0.450 0.450 0.024 222.45 222.35 0.384 3.61 Watercourse 6 STM340 15.18 CIRCULAR 0.975 0.975 0.024 222.58 222.50 2.449 2.78 Watercourse 6 STM2515 8.61 CIRCULAR 0.450 0.450 0.013 221.32 221.30 0.348 2.53 Watercourse 6 STM2575 23.52 CIRCULAR 0.300 0.300 0.009 230.89 230.75 0.254 2.38 Watercourse 6 STM745 68.01 CIRCULAR 0.450 0.450 0.009 227.58 227.25 0.683 2.38 Watercourse 6 STM2514 7.41 CIRCULAR 0.450 0.450 0.013 221.37 221.32 0.542 2.32 Watercourse 6 STM887_1 43.75 CIRCULAR 0.300 0.000 0.013 221.54 221.44 0.103 2.23 Watercourse 6 STM220 20.15 CIRCULAR 0.975 0.975 0.009 222.72 222.64 4.354 2.13 Watercourse 6 STM2499 9.39 CIRCULAR 0.300 0.300 0.009 224.25 224.12 0.335 2.04 Watercourse 6 STM2511 43.02 CIRCULAR 0.750 0.750 0.013 221.51 221.36 1.115 1.70 Watercourse 6 STM74 38.27 CIRCULAR 0.600 0.600 0.024 226.51 226.30 0.410 1.66 Watercourse 6 STM2503 42.07 CIRCULAR 0.750 0.750 0.013 221.99 221.75 1.388 1.65 Watercourse 6 STM777 18.76 CIRCULAR 0.600 0.600 0.024 226.63 226.53 0.401 1.65 Watercourse 6 STM2574 8.75 CIRCULAR 0.300 0.300 0.009 230.97 230.92 0.182 1.64 Watercourse 6 STM2500 79.05 CIRCULAR 0.450 0.450 0.013 224.16 223.23 0.490 1.58 Watercourse 6 STM2513 38.15 CIRCULAR 0.750 0.750 0.013 221.36 221.18 1.202 1.57 Watercourse 6 STM658 8.76 CIRCULAR 0.350 0.350 0.009 226.21 226.03 0.472 1.56 Watercourse 6 STM3826 38.26 CIRCULAR 0.450 0.450 0.024 230.62 230.00 0.279 1.42 Watercourse 6 STM1465 20.12 CIRCULAR 0.375 0.375 0.009 218.29 218.16 0.284 1.39 Watercourse 6 STM2498 12.71 CIRCULAR 0.300 0.300 0.009 224.59 224.43 0.214 1.36 Watercourse 6 STM2509 56.11 CIRCULAR 0.750 0.750 0.013 221.75 221.51 0.990 1.36 Watercourse 6 STMIROC1 32.38 CIRCULAR 0.450 0.450 0.024 223.00 222.45 0.275 1.36 Watercourse 6 STMIROC3 15.05 CIRCULAR 0.450 0.450 0.024 222.35 221.50 0.485 1.32 Watercourse 6 STM906 38.98 CIRCULAR 0.375 0.375 0.009 227.59 226.97 0.419 1.31 Watercourse 6 STM2505 21.29 CIRCULAR 0.675 0.675 0.013 222.89 222.81 0.647 1.26 Watercourse 6 STM197 29.97 CIRCULAR 0.450 0.450 0.009 209.92 209.68 0.454 1.23 Watercourse 6 STM2496 60.36 CIRCULAR 0.450 0.450 0.013 225.50 224.18 0.516 1.22 Watercourse 6 STM884 24.01 CIRCULAR 0.825 0.900 0.024 226.73 226.66 0.492 1.17 WATERCOURSE • / LENGTH 1 SIZE a SIZE2 ma - � •: s .. . US INV. m! DS INV. U. OMAX Al 3 Watercourse 6 STM908 41.27 CIRCULAR 0.450 0.450 0.009 226.85 226.45 0.476 1.17 Watercourse 6 STM364 96.25 CIRCULAR 0.900 0.900 0.009 226.62 225.96 2.422 1.12 Watercourse 6 STM1004 80.03 CIRCULAR 0.600 0.600 0.024 227.37 226.78 0.315 1.10 Watercourse 6 STM1214 111.54 CIRCULAR 1.200 1.200 0.024 227.96 227.45 1.560 1.09 Watercourse 6 STM621 19.76 CIRCULAR 0.525 0.525 0.009 208.80 208.66 0.567 1.08 Watercourse 6 STM1122 35.94 CIRCULAR 0.450 0.450 0.024 229.24 229.00 0.135 1.07 Watercourse 6 STM1942_1 74.05 CIRCULAR 1.000 0.000 0.01 221.54 220.87 3.169 1.07 Watercourse 6 STM5 19.74 CIRCULAR 0.525 0.525 0.009 208.94 208.80 0.561 1.07 Watercourse 6 STM622 29.87 CIRCULAR 0.600 0.600 0.009 208.59 208.48 0.574 1.07 Watercourse 6 STM2516A 106.00 CIRCULAR 1.000 0.000 0.024 221.13 219.00 1.418 1.06 Watercourse 6 STM4 19.82 CIRCULAR 0.525 0.525 0.009 209.08 208.94 0.549 1.05 Watercourse 6 STM3826_1 20.40 CIRCULAR 1.000 0.000 0.024 228.02 227.93 0.885 1.03 Watercourse 6 STM626 57.89 CIRCULAR 0.825 0.825 0.013 205.59 205.00 1.493 1.03 Watercourse 6 STM2 19.77 CIRCULAR 0.525 0.525 0.009 209.22 209.08 0.535 1.02 Watercourse 6 STM625 69.58 CIRCULAR 0.825 0.825 0.013 207.10 206.40 1.473 1.02 Watercourse 6 STM2516 10.64 CIRCULAR 0.450 0.450 0.013 221.30 221.13 0.362 1.00 Watercourse 6 STM3200 38.82 CIRCULAR 0.900 0.900 0.024 225.25 225.08 0.650 1.00 Watercourse 6 STM803 33.81 CIRCULAR 0.825 0.825 0.013 207.57 207.45 0.858 1.00 Watercourse 6 STM614 30.97 CIRCULAR 0.375 0.375 0.009 211.84 211.53 0.252 0.99 Watercourse 6 STM810 59.25 CIRCULAR 0.525 0.525 0.009 208.56 208.20 0.480 0.99 Watercourse 6 STM1 30.05 CIRCULAR 0.525 0.525 0.009 209.43 209.22 0.511 0.98 Watercourse 6 STM198 30.01 CIRCULAR 0.525 0.525 0.009 209.64 209.43 0.483 0.93 Watercourse 6 STM2522 48.21 CIRCULAR 0.375 0.375 0.009 216.31 215.27 0.346 0.93 Watercourse 6 STM218 112.49 CIRCULAR 0.900 0.900 0.009 223.57 222.78 2.011 0.92 Watercourse 6 STM616 50.15 CIRCULAR 0.375 0.375 0.009 211.53 210.83 0.271 0.91 Watercourse 6 STM2521 49.79 CIRCULAR 0.300 0.300 0.009 217.79 216.31 0.213 0.89 Watercourse 6 STM804 50.21 CIRCULAR 0.825 0.825 0.013 207.45 207.20 0.881 0.87 Watercourse 6 STM834 50.14 CIRCULAR 0.300 0.300 0.009 212.58 212.08 0.121 0.87 Watercourse 6 STM799 10.81 CIRCULAR 0.825 0.825 0.013 207.92 207.89 0.650 0.86 Watercourse 6 STM3206 40.75 CIRCULAR 0.525 0.525 0.009 212.75 212.18 0.604 0.85 Watercourse 6 STM619 30.00 CIRCULAR 0.450 0.450 0.009 210.34 209.92 0.408 0.84 Watercourse 6 STM788 8.00 CIRCULAR 0.525 0.525 0.009 209.21 209.17 0.364 0.83 Watercourse 6 STM613 16.60 CIRCULAR 0.375 0.375 0.009 212.00 211.84 0.204 0.82 Watercourse 6 STM808 26.23 CIRCULAR 0.600 0.600 0.009 207.57 207.42 0.553 0.82 Watercourse 6 STM820 42.10 CIRCULAR 0.825 0.825 0.013 189.16 188.53 1.423 0.81 Watercourse 6 STM2573 4.93 CIRCULAR 0.300 0.300 0.009 231.15 230.97 0.213 0.79 Watercourse 6 STM802 50.13 CIRCULAR 0.825 0.825 0.013 207.87 207.60 0.819 0.78 Watercourse 6 STMIROC4 16.85 CIRCULAR 0.450 0.450 0.013 221.50 220.50 0.543 0.78 Watercourse 6 STM1942_3 6.00 CIRCULAR 1.000 0.000 0.024 220.93 220.87 0.984 0.76 Watercourse 6 STM816 34.05 CIRCULAR 0.375 0.375 0.009 210.94 210.59 0.195 0.76 Watercourse 6 STM3203 30.85 CIRCULAR 0.450 0.450 0.009 215.27 214.42 0.505 0.74 Watercourse 6 STM1942_5 6.00 CIRCULAR 1.000 0.000 0.024 222.95 222.89 0.950 0.73 Watercourse 6 STM487 24.83 CIRCULAR 1.350 1.350 0.024 227.42 227.20 1.963 0.72 Watercourse 6 STM821 80.70 CIRCULAR 0.525 0.525 0.013 190.47 189.79 0.285 0.72 Watercourse 6 STM1220 81.39 CIRCULAR 1.200 1.200 0.024 228.40 227.99 1.059 0.71 Watercourse 6 STM909 19.31 CIRCULAR 0.450 0.450 0.013 226.39 225.51 0.428 0.70 Watercourse 6 STM618 30.02 CIRCULAR 0.450 0.450 0.009 210.83 210.41 0.335 0.69 Watercourse 6 STM807 21.18 CIRCULAR 0.600 0.600 0.009 207.96 207.80 0.531 0.69 WATERCOURSE / • , _. .. r LENGTH AA ;. n __ SIZE a A . . :� ' , SIZE2 � �f; � � � , -... -.: _ US INV. AI DS INV AA A 0MAX 3. A1 Watercourse 6 STM3205 45.39 CIRCULAR 0.525 0.525 0.009 213.54 212.75 0.560 0.68 Watercourse 6 STM662 110.77 CIRCULAR 0.900 0.900 0.009 225.86 223.70 2.467 0.67 Watercourse 6 STM2520 42.23 CIRCULAR 0.300 0.300 0.009 219.56 219.14 0.092 0.66 Watercourse 6 STM3204 55.58 CIRCULAR 0.525 0.525 0.009 214.42 213.54 0.516 0.66 Watercourse 6 STM823 56.99 CIRCULAR 0.600 0.600 0.013 189.39 189.08 0.294 0.65 Watercourse 6 STM747 97.92 CIRCULAR 0.375 0.375 0.009 228.32 227.67 0.131 0.64 Watercourse 6 STM876 45.37 CIRCULAR 0.375 0.375 0.009 229.02 228.20 0.215 0.63 Watercourse 6 STM567 16.89 CIRCULAR 1.000 1.000 0.024 214.70 214.51 0.851 0.62 Watercourse 6 STM822 63.04 CIRCULAR 0.600 0.600 0.013 189.79 189.40 0.300 0.62 Watercourse 6 STM812 68.43 CIRCULAR 0.600 0.600 0.009 208.98 208.56 0.412 0.59 Watercourse 6 STM624 59.54 CIRCULAR 0.825 0.825 0.013 208.28 207.97 0.603 0.58 Watercourse 6 STM2523 51.80 CIRCULAR 0.300 0.300 0.009 219.14 217.79 0.129 0.57 Watercourse 6 STM814 31.19 CIRCULAR 0.600 0.600 0.009 209.17 208.98 0.392 0.57 Watercourse 6 STM887 179.86 CIRCULAR 0.300 0.000 0.013 227.97 221.54 0.105 0.57 Watercourse 6 STM825 26.21 CIRCULAR 0.600 0.600 0.013 188.75 188.56 0.294 0.56 Watercourse 6 STM1123 30.34 CIRCULAR 0.450 0.450 0.024 228.93 227.37 0.188 0.54 Watercourse 6 STM828 78.86 CIRCULAR 0.300 0.300 0.009 228.89 228.37 0.061 0.53 Watercourse 6 STM1049 12.02 CIRCULAR 0.825 0.825 0.013 226.78 226.73 0.486 0.52 Watercourse 6 STM1933 61.02 CIRCULAR 1.350 1.350 0.013 227.18 226.57 2.774 0.52 Watercourse 6 STM2512 8.14 CIRCULAR 0.300 0.300 0.009 221.56 221.48 0.072 0.52 Watercourse 6 STM818 60.57 CIRCULAR 0.375 0.375 0.009 211.54 210.94 0.132 0.52 Watercourse 6 STM885 40.00 CIRCULAR 0.900 0.900 0.024 225.08 224.35 0.690 0.52 Watercourse 6 STM1934 99.70 CIRCULAR 1.350 1.350 0.013 226.57 225.52 2.794 0.51 Watercourse 6 STM1937 112.86 CIRCULAR 1.350 1.350 0.013 225.52 224.28 2.824 0.50 Watercourse 6 STM1940 98.89 CIRCULAR 1.350 1.350 0.013 224.28 222.97 2.864 0.47 Watercourse 6 STM980 61.25 ARCH 0.820 1.150 0.024 214.42 212.84 0.853 0.44 Watercourse 6 STM611 59.03 CIRCULAR 0.300 0.300 0.009 212.20 211.61 0.060 0.43 Watercourse 6 STM2488 5.59 CIRCULAR 0.600 0.600 0.024 227.25 226.80 0.398 0.42 Watercourse 6 STM1942_2 63.16 CIRCULAR 1.650 0.000 0.013 220.77 219.64 4.069 0.40 Watercourse 6 STM393 39.05 CIRCULAR 0.300 0.300 0.009 229.52 229.10 0.056 0.39 Watercourse 6 STM2519 37.21 CIRCULAR 0.300 0.300 0.009 220.00 219.56 0.050 0.33 Watercourse 6 STM3199 23.26 CIRCULAR 0.900 0.900 0.024 226.61 226.00 0.499 0.31 Watercourse 6 STM831 60.00 CIRCULAR 0.300 0.300 0.009 214.20 212.58 0.071 0.31 Watercourse 6 STM886 33.65 CIRCULAR 0.250 0.250 0.013 225.05 227.97 0.045 0.26 Watercourse 6 STM2572 68.44 CIRCULAR 0.300 0.300 0.009 232.33 230.92 0.048 0.24 Watercourse 6 STM1942 19.01 CIRCULAR 1.500 1.500 0.009 222.82 222.23 3.275 0.18 Watercourse 6 STM2576 7.55 CIRCULAR 0.300 0.300 0.009 228.54 228.47 0.023 0.17 Watercourse 6 STM1941 21.10 CIRCULAR 0.900 0.900 0.009 223.22 223.00 0.409 0.15 Watercourse 6 STM2578 16.74 CIRCULAR 0.300 0.300 0.009 228.47 227.20 0.031 0.08 Watercourse 6 STM620 8.30 CIRCULAR 0.600 0.600 0.009 208.52 208.48 0.020 0.03 Watercourse 10 STM2228 18.50 CIRCULAR 0.450 0.450 0.024 184.04 183.99 0.274 3.41 Watercourse 10 STM2227 12.15 CIRCULAR 0.450 0.450 0.024 184.14 184.04 0.362 2.58 Watercourse 10 STM2668 4.06 CIRCULAR 0.900 0.900 0.024 213.00 212.95 2.503 2.30 Watercourse 10 STM1200 122.08 CIRCULAR 0.750 0.750 0.009 230.61 230.28 1.747 2.09 Watercourse 10 STM2408 8.26 CIRCULAR 0.525 0.525 0.009 214.12 213.97 1.456 1.74 Watercourse 10 STM2817 9.11 CIRCULAR 0.900 0.900 0.024 213.52 213.43 1.627 1.67 Watercourse 10 STM1205 79.28 CIRCULAR 0.750 0.750 0.009 230.16 229.79 1.648 1.50 Watercourse 10 STM2477 92.70 CIRCULAR 0.900 0.900 0.013 219.28 217.98 2.438 1.14 • ._ .. �' m e , "_ -- a , . No -. , r •_ _ AI u Al Watercourse 10 STM2417 33.38 CIRCULAR 0.900 0.900 0.013 229.17 228.65 2.489 1.10 Watercourse 10 STM2422 36.33 CIRCULAR 0.900 0.900 0.013 228.58 227.90 2.667 1.08 Watercourse 10 STM2415 21.66 CIRCULAR 0.900 0.900 0.013 229.83 229.20 3.284 1.06 Watercourse 10 STM2455 100.29 CIRCULAR 0.900 0.900 0.013 222.73 221.13 2.405 1.05 Watercourse 10 STM2432 95.87 CIRCULAR 0.900 0.900 0.013 226.10 224.52 2.395 1.03 Watercourse 10 STM2431 7.51 CIRCULAR 0.675 0.675 0.013 230.14 229.88 1.597 1.02 Watercourse 10 STM2231 6.52 CIRCULAR 0.300 0.300 0.009 186.29 186.23 0.136 1.01 Watercourse 10 STM2424 103.15 CIRCULAR 0.900 0.900 0.013 227.87 226.12 2.377 1.01 Watercourse 10 STM2445 101.09 CIRCULAR 0.900 0.900 0.013 224.49 222.76 2.393 1.01 Watercourse 10 STM2466 99.48 CIRCULAR 0.900 0.900 0.013 221.10 219.28 2.420 0.99 Watercourse 10 STM2669 37.88 CIRCULAR 0.300 0.300 0.009 186.20 185.84 0.127 0.93 Watercourse 10 STM1157 67.66 CIRCULAR 0.525 0.525 0.009 233.13 231.90 0.730 0.87 Watercourse 10 STM2404 9.26 CIRCULAR 0.300 0.300 0.009 221.91 221.79 0.134 0.84 Watercourse 10 STM2485 18.51 CIRCULAR 0.975 0.975 0.013 217.68 217.36 2.467 0.84 Watercourse 10 STM1194 74.81 CIRCULAR 0.600 0.600 0.009 231.81 230.75 0.763 0.72 Watercourse 10 STM97 55.00 CIRCULAR 0.300 0.300 0.009 222.58 221.91 0.088 0.57 Watercourse 10 STM1155 63.21 CIRCULAR 0.525 0.525 0.009 234.28 233.26 0.356 0.45 Watercourse 10 STM2403 39.39 CIRCULAR 0.450 0.450 0.009 216.24 215.04 0.315 0.44 Watercourse 10 STM2664 11.55 CIRCULAR 0.525 0.525 0.009 213.30 213.27 0.128 0.40 Watercourse 10 STM2225 42.59 CIRCULAR 0.300 0.300 0.009 186.23 185.62 0.063 0.38 Watercourse 10 STM2224 50.28 CIRCULAR 0.300 0.300 0.009 188.06 186.40 0.093 0.37 Watercourse 10 STM2484 15.62 CIRCULAR 0.600 0.600 0.013 218.49 218.10 0.313 0.32 Watercourse 10 STM2226 54.50 CIRCULAR 0.300 0.300 0.009 185.55 184.18 0.069 0.31 Watercourse 10 STM47 8.71 CIRCULAR 0.750 0.750 0.009 221.41 221.25 0.682 0.31 Watercourse 10 STM2406 46.01 CIRCULAR 0.450 0.450 0.009 218.07 216.27 0.248 0.30 Watercourse 10 STM3046 44.91 CIRCULAR 0.525 0.525 0.009 213.26 213.00 0.135 0.29 Watercourse 10 STM98 58.39 CIRCULAR 0.750 0.750 0.009 222.11 221.41 0.462 0.26 Watercourse 10 STMTE005 44.73 CIRCULAR 0.375 0.375 0.009 207.57 205.90 0.110 0.23 Watercourse 10 STM517 16.58 CIRCULAR 0.750 0.750 0.009 221.60 221.00 0.681 0.22 Watercourse 10 STM96 56.92 CIRCULAR 0.750 0.750 0.009 222.80 222.11 0.360 0.20 Watercourse 10 STMTE004 56.46 CIRCULAR 0.375 0.375 0.009 209.43 207.55 0.082 0.18 Watercourse 10 STM2223 76.34 CIRCULAR 0.200 0.200 0.009 189.03 188.12 0.009 0.16 Watercourse 10 STM53 59.70 CIRCULAR 0.750 0.750 0.009 223.46 222.80 0.228 0.14 Watercourse 10 STMTE003 46.23 CIRCULAR 0.375 0.375 0.009 211.08 209.44 0.058 0.12 Watercourse 10 STM2400 59.93 CIRCULAR 0.450 0.450 0.009 220.30 218.12 0.069 0.09 Watercourse 10 STM309 58.98 CIRCULAR 0.750 0.750 0.009 224.11 223.46 0.104 0.06 Watercourse 10 STM3158 10.97 CIRCULAR 0.525 0.525 0.009 233.65 231.90 0.156 0.06 Watercourse 10 STMTE002 36.05 CIRCULAR 0.375 0.375 0.009 212.76 211.11 0.034 0.06 Watercourse 10 STMTE001 68.66 CIRCULAR 0.375 0.375 0.009 213.71 212.76 0.007 0.02 Watercourse 10 STM2405 58.19 CIRCULAR 0.450 0.450 0.009 221.61 220.37 0.002 0.00 Outlet 13 STM1417_1 1.00 CIRCULAR 1.650 0.000 0.013 181.75 181.75 5.001 3.14 Outlet 13 STM226 47.33 CIRCULAR 0.350 0.350 0.009 217.16 216.90 0.317 2.03 Outlet 13 STM2376 39.54 CIRCULAR 0.250 0.250 0.009 207.94 207.65 0.127 1.72 Outlet 13 STM510 27.97 CIRCULAR 1.500 1.500 0.024 182.25 182.09 5.013 1.70 Outlet 13 STM224 51.16 CIRCULAR 0.300 0.300 0.009 217.62 217.19 0.204 1.59 Outlet 13 STM1417 43.42 CIRCULAR 1.500 1.500 0.024 182.03 181.76 4.630 1.53 Outlet 13 STM234 19.69 CIRCULAR 0.375 0.375 0.009 190.72 190.56 0.314 1.36 Outlet 13 STM1813 85.87 CIRCULAR 0.900 0.900 0.009 221.37 220.52 2.795 1.07 WATERCOURSE / • -. T LENGTH mfl: - SIZE ii SIZE2 ,fi. _ � US INV. m• DS INV. flm'. 0MAx Al3 Outlet 13 STM1564 10.58 CIRCULAR 1.050 1.050 0.013 219.38 219.24 3.205 1.04 Outlet 13 STM1829 56.01 CIRCULAR 1.050 1.050 0.013 219.09 218.36 3.160 1.01 Outlet 13 - STM1797 71.25 CIRCULAR 0.450 0.450 0.009 233.47 230.36 0.816 0.95 Outlet 13 STM1826 19.44 CIRCULAR 0.900 0.900 0.013 218.74 218.60 1.459 0.95 Outlet 13 C50 8.30 CIRCULAR 0.450 0.000 0.009 217.64 217.59 0.300 0.94 Outlet 13 STM1808 51.82 CIRCULAR 0.900 0.900 0.009 220.29 219.47 3.089 0.94 Outlet 13 STM222 58.96 CIRCULAR 0.350 0.350 0.009 218.14 217.70 0.171 0.94 Outlet 13 STM1052 161.19 CIRCULAR 1.200 1.200 0.013 218.29 215.33 4.633 0.88 Outlet 13 STM2384 50.31 CIRCULAR 0.350 0.350 0.009 218.76 218.47 0.138 0.86 Outlet 13 STM1380 76.85 CIRCULAR 1.200 1.200 0.013 186.70 184.86 5.137 0.85 Outlet 13 STM2269 76.97 CIRCULAR 1.200 1.200 0.013 184.68 182.95 4.927 0.84 Outlet 13 STM2385 39.19 CIRCULAR 0.350 0.350 0.009 218.40 217.75 0.213 0.79 Outlet 13 STM1377 16.31 CIRCULAR 1.200 1.200 0.013 187.28 186.81 5.141 0.78 Outlet 13 STM228 11.22 CIRCULAR 0.375 0.375 0.009 216.80 216.43 0.338 0.73 Outlet 13 STM1241 82.79 CIRCULAR 1.200 1.200 0.013 208.06 204.97 5.122 0.68 Outlet 13 STM1374 48.69 CIRCULAR 1.200 1.200 0.013 189.24 187.40 5.151 0.68 Outlet 13 STM1240 29.53 CIRCULAR 1.200 1.200 0.013 204.76 203.62 5.154 0.67 Outlet 13 STM1581 95.88 CIRCULAR 0.900 0.900 0.009 227.11 225.08 2.419 0.64 Outlet 13 STM1759 150.84 CIRCULAR 0.900 0.900 0.009 230.02 227.16 2.260 0.63 Outlet 13 STM1059_2 17.58 CIRCULAR 1.200 1.200 0.013 209.16 208.24 5.247 0.59 Outlet 13 STM45 57.76 CIRCULAR 0.900 0.900 0.009 219.20 218.74 1.379 0.59 Outlet 13 STM1059_1 115.80 CIRCULAR 1.200 1.200 0.013 215.24 209.16 5.148 0.58 Outlet 13 STM1561 99.52 CIRCULAR 0.900 0.900 0.009 224.91 221.50 2.699 0.56 Outlet 13 STM1794 14.01 CIRCULAR 0.675 0.675 0.009 230.32 230.10 0.849 0.56 Outlet 13 STM1334 42.77 CIRCULAR 1.200 1.200 0.013 197.62 195.00 5.188 0.54 Outlet 13 STM895 61.20 CIRCULAR 1.200 1.200 0.013 203.12 199.31 5.164 0.53 Outlet 13 STM2389 37.39 CIRCULAR 0.525 0.525 0.009 222.19 221.70 0.366 0.51 Outlet 13 STM221 59.66 CIRCULAR 0.300 0.300 0.009 218.93 218.17 0.078 0.49 Outlet 13 STM1790 8.57 CIRCULAR 0.900 0.900 0.009 230.18 230.06 1.489 0.48 Outlet 13 STM106 19.14 CIRCULAR 0.750 0.750 0.009 221.86 221.70 0.688 0.47 Outlet 13 STM1340 45.26 CIRCULAR 1.200 1.200 0.013 194.35 189.74 5.196 0.42 Outlet 13 STM104 59.92 CIRCULAR 0.900 0.900 0.009 220.18 219.28 1.290 0.40 Outlet 13 STM2391 59.05 CIRCULAR 0.525 0.525 0.009 222.97 222.19 0.277 0.39 Outlet 13 STM2662 41.19 CIRCULAR 0.375 0.375 0.009 201.68 198.99 0.256 0.39 Outlet 13 STM3793 40.45 CIRCULAR 0.375 0.375 0.009 198.95 195.54 0.287 0.39 Outlet 13 STM1059_3 7.35 CIRCULAR 0.450 0.000 0.009 210.01 209.16 0.525 0.38 Outlet 13 STM308 58.86 CIRCULAR 0.900 0.900 0.009 221.07 220.18 1.181 0.37 Outlet 13 STM505 39.41 CIRCULAR 0.450 0.450 0.013 224.53 223.95 0.129 0.37 Outlet 13 STM105 22.35 CIRCULAR 0.900 0.900 0.009 221.40 221.07 1.152 0.36 Outlet 13 STM1748 57.32 CIRCULAR 0.900 0.900 0.009 231.40 230.27 1.328 0.36 Outlet 13 STM2387 40.45 CIRCULAR 0.375 0.375 0.009 195.47 190.78 0.306 0.35 Outlet 13 STM506 60.58 CIRCULAR 0.450 0.450 0.009 223.95 223.05 0.178 0.35 Outlet 13 STM305 59.00 CIRCULAR 0.300 0.300 0.009 222.58 222.34 0.030 0.33 Outlet 13 STMTE006 26.62 CIRCULAR 0.375 0.375 0.009 191.56 190.87 0.120 0.30 Outlet 13 STM2383 55.98 CIRCULAR 0.350 0.350 0.009 219.89 218.79 0.064 0.22 Outlet 13 STM377 62.59 CIRCULAR 0.300 0.300 0.009 197.88 192.92 0.086 0.22 Outlet 13 STM2372 19.12 CIRCULAR 0.450 0.450 0.009 239.35 236.68 0.258 0.17 Outlet 13 C53 11.40 CIRCULAR 0.525 0.000 0.009 217.17 216.17 0.300 0.16 WATERCOURSE / • - T LENGTH mn.r SIZE u, SIZE2 ma- - a US INV. DS INV. em, 0MAx nn3 Outlet 13 STM1742 21.17 CIRCULAR 0.450 0.450 0.009 242.40 239.51 0.211 0.14 Outlet 13 STM730 48.34 CIRCULAR 0.300 0.300 0.009 202.37 199.02 0.032 0.09 Outlet 13 STM1747 85.64 CIRCULAR 0.900 0.900 0.009 236.29 231.46 0.491 0.08 Outlet 13 STM512 42.76 CIRCULAR 0.375 0.375 0.009 203.56 201.73 0.039 0.08 Outlet 13 C52 7.80 CIRCULAR 0.300 0.000 0.009 217.56 217.52 0.000 0.00 Outlet 13 STM1741 49.24 CIRCULAR 0.300 0.300 0.009 237.96 236.96 0.000 0.00 Watercourse 14 STM2386 65.68 CIRCULAR 0.375 0.375 0.009 203.65 198.10 0.299 0.40 Watercourse 14 STM231 55.29 CIRCULAR 0.375 0.375 0.009 198.00 190.87 0.343 0.38 Watercourse 14 STM1710 27.46 CIRCULAR 0.375 0.375 0.009 238.59 238.45 0.009 0.05 Watercourse 14 STM1709 37.34 CIRCULAR 0.375 0.375 0.009 238.45 238.07 0.009 0.04 Watercourse 14 STM867 27.45 CIRCULAR 0.500 0.500 0.024 206.50 203.68 0.014 0.02 Watercourse 15 STM1960 27.32 CIRCULAR 0.300 0.300 0.009 221.86 221.72 0.125 1.25 Watercourse 15 STM1644 7.96 CIRCULAR 0.525 0.525 0.009 219.74 219.46 1.437 1.23 Watercourse 15 STM1751 19.86 CIRCULAR 0.750 0.750 0.009 220.43 220.18 2.125 1.18 Watercourse 15 STM372 99.21 CIRCULAR 0.525 0.525 0.009 225.99 223.36 1.132 1.12 Watercourse 15 STM3157 7.55 CIRCULAR 0.525 0.525 0.009 220.07 219.78 1.276 1.05 Watercourse 15 STM1296 127.19 CIRCULAR 0.525 0.525 0.009 223.27 220.13 1.002 1.03 Watercourse 15 STM1326 20.23 CIRCULAR 0.450 0.450 0.009 229.83 229.09 0.711 0.90 Watercourse 15 STM1750 8.60 CIRCULAR 0.750 0.750 0.009 220.62 220.43 2.111 0.88 Watercourse 15 STM2370 64.40 CIRCULAR 0.525 0.525 0.009 229.06 226.03 1.157 0.86 Watercourse 15 STM3852 22.05 CIRCULAR 0.750 0.750 0.013 223.50 223.34 0.800 0.84 Watercourse 15 STM3851 3.90 CIRCULAR 0.750 0.750 0.013 223.58 223.54 0.801 0.71 Watercourse 15 STM1749 39.95 CIRCULAR 0.750 0.750 0.009 221.63 220.62 1.692 0.66 Watercourse 15 STM1264 26.00 CIRCULAR 0.750 0.750 0.009 222.75 222.08 1.606 0.62 Watercourse 15 STM1265 17.33 CIRCULAR 0.750 0.750 0.009 222.08 221.63 1.596 0.62 Watercourse 15 STM1478 16.78 CIRCULAR 0.450 0.450 0.009 221.65 221.56 0.160 0.53 Watercourse 15 STM3850 13.67 CIRCULAR 0.750 0.750 0.013 223.83 223.58 0.793 0.53 Watercourse 15 STM1708 54.59 CIRCULAR 0.300 0.300 0.009 237.81 235.10 0.146 0.47 Watercourse 15 STM1637 30.91 CIRCULAR 0.750 0.750 0.009 219.43 219.30 0.345 0.33 Watercourse 15 STM1642 9.97 CIRCULAR 0.750 0.750 0.009 219.30 219.25 0.359 0.31 Watercourse 15 STM1959 33.72 CIRCULAR 0.300 0.300 0.009 222.70 221.88 0.066 0.30 Watercourse 15 STM1479 117.77 CIRCULAR 0.750 0.750 0.009 220.11 219.43 0.246 0.20 Watercourse 15 STM1647 120.26 CIRCULAR 0.525 0.525 0.009 234.77 229.08 0.223 0.16 Watercourse 15 STM1625 91.09 CIRCULAR 0.750 0.750 0.009 220.66 220.13 0.009 0.01 Watercourse 19 STM281 10.29 CIRCULAR 0.300 0.300 0.009 220.70 220.20 0.390 1.26 Watercourse 19 STM280 8.35 CIRCULAR 0.300 0.300 0.009 223.17 222.75 0.359 1.15 Watercourse 19 STM2268 48.16 CIRCULAR 0.450 0.450 0.009 223.12 222.76 0.257 0.72 Watercourse 19 STM1181 19.67 CIRCULAR 0.375 0.375 0.009 215.66 215.38 0.200 0.66 Watercourse 19 STM2265 8.01 CIRCULAR 0.450 0.450 0.009 222.66 222.58 0.257 0.62 Watercourse 19 STM2266 31.66 CIRCULAR 0.450 0.450 0.009 221.66 220.58 0.321 0.42 Watercourse 19 STM1184 31.58 CIRCULAR 0.375 0.375 0.009 216.85 215.76 0.159 0.34 Watercourse 19 STM1187 76.28 CIRCULAR 0.300 0.300 0.009 218.64 216.87 0.068 0.32 Watercourse 19 STM2270 87.94 CIRCULAR 0.450 0.450 0.009 223.55 223.21 0.080 0.31 Watercourse 19 STM1958 45.09 CIRCULAR 0.300 0.300 0.009 223.88 223.70 0.023 0.25 Watercourse 19 STM3706 37.63 CIRCULAR 1.000 0.000 0.024 209.86 205.09 1.062 0.23 Watercourse 19 STM1190 60.10 CIRCULAR 0.300 0.300 0.009 220.18 218.67 0.030 0.14 Watercourse 19 STM3731 25.19 CIRCULAR 0.600 0.600 0.024 212.23 209.86 0.126 0.12 Watercourse 19 STM3732 33.61 CIRCULAR 0.375 0.375 0.024 214.46 209.86 0.011 0.03 WATERCOURSE / • . _. .. �' LENGTH mmi. n _ SIZE ml ,. SIZE2 .� ma , � ,f; � � � _... -.: _ ml US INV. DS INV. mm, 0MAx . mA 3. .., , . m ._ ..- Watercourse 21 STM167 9.32 CIRCULAR 0.750 0.750 0.009 222.38 222.35 3.142 3.44 Watercourse 21 STM164 17.62 CIRCULAR 0.525 0.525 0.009 222.66 222.55 1.303 2.65 Watercourse 21 STM366 29.13 CIRCULAR 0.750 0.750 0.009 220.31 220.15 2.133 1.79 Watercourse 21 STM260 23.60 CIRCULAR 0.300 0.300 0.009 223.79 223.51 0.255 1.68 Watercourse 21 STM652 29.00 CIRCULAR 0.300 0.300 0.009 222.14 221.55 0.333 1.67 Watercourse 21 STM577 32.58 CIRCULAR 0.750 0.750 0.009 221.77 221.69 1.314 1.65 Watercourse 21 STM151 19.15 CIRCULAR 0.300 0.300 0.009 224.95 224.86 0.154 1.60 Watercourse 21 STM286 58.12 CIRCULAR 0.300 0.300 0.009 222.86 222.58 0.146 1.51 Watercourse 21 STM651 8.90 CIRCULAR 0.450 0.450 0.009 221.44 221.34 0.656 1.50 Watercourse 21 STM572 10.57 CIRCULAR 0.600 0.600 0.009 222.68 222.54 1.509 1.48 Watercourse 21 STM162 31.39 CIRCULAR 0.300 0.300 0.009 226.41 225.07 0.373 1.29 Watercourse 21 STM261 60.93 CIRCULAR 0.300 0.300 0.009 223.46 222.84 0.178 1.26 Watercourse 21 STM654 29.61 CIRCULAR 0.300 0.300 0.009 222.81 222.19 0.251 1.24 Watercourse 21 STM575 25.13 CIRCULAR 0.750 0.750 0.009 221.96 221.84 1.355 1.22 Watercourse 21 STM368 77.66 CIRCULAR 0.750 0.750 0.009 220.85 220.40 1.433 1.17 Watercourse 21 STM163 56.03 CIRCULAR 0.375 0.375 0.009 224.99 222.85 0.550 1.11 Watercourse 21 STM649 18.96 CIRCULAR 0.750 0.750 0.009 221.06 220.91 1.494 1.04 Watercourse 21 STM288 17.73 CIRCULAR 0.450 0.450 0.009 223.77 223.31 0.656 0.99 Watercourse 21 STM574 57.62 CIRCULAR 0.750 0.750 0.009 222.29 221.99 1.107 0.95 Watercourse 21 STM367 5.47 CIRCULAR 0.750 0.750 0.009 220.13 220.04 1.864 0.90 Watercourse 21 STM291 26.20 CIRCULAR 0.450 0.450 0.009 224.59 223.85 0.616 0.89 Watercourse 21 STM160 31.14 CIRCULAR 0.300 0.300 0.009 227.72 226.48 0.236 0.85 Watercourse 21 STM263 45.48 CIRCULAR 0.600 0.600 0.009 223.17 222.69 0.769 0.84 Watercourse 21 STM293 55.01 CIRCULAR 0.300 0.300 0.009 225.30 224.77 0.116 0.84 Watercourse 21 STM648 17.54 CIRCULAR 0.750 0.750 0.009 221.24 221.15 0.952 0.83 Watercourse 21 STM155 25.93 CIRCULAR 0.300 0.300 0.009 226.12 224.95 0.224 0.75 Watercourse 21 STM579 59.38 CIRCULAR 0.750 0.750 0.009 221.67 221.28 0.923 0.71 Watercourse 21 STM285 40.01 CIRCULAR 0.300 0.300 0.009 223.51 222.91 0.106 0.62 Watercourse 21 STM157 64.19 CIRCULAR 0.300 0.300 0.009 228.36 226.15 0.144 0.55 Watercourse 21 STM152 16.32 CIRCULAR 0.750 0.750 0.009 224.70 224.32 1.118 0.46 Watercourse 21 STM153 11.22 CIRCULAR 0.600 0.600 0.009 226.09 224.95 0.960 0.34 Watercourse 21 STM283 49.05 CIRCULAR 0.300 0.300 0.009 225.02 223.56 0.034 0.14 Watercourse 26 STM2355 23.01 CIRCULAR 0.300 0.300 0.009 181.84 181.74 0.151 1.63 Watercourse 26 STM2361 11.37 CIRCULAR 0.300 0.300 0.009 181.41 181.35 0.159 1.57 Watercourse 26 STM2356 27.13 CIRCULAR 0.300 0.300 0.009 181.74 181.62 0.133 1.43 Watercourse 26 STM2359 26.14 CIRCULAR 0.450 0.450 0.009 181.33 181.22 0.335 1.26 Watercourse 26 STM3024 11.93 CIRCULAR 0.375 0.375 0.009 179.98 179.96 0.116 1.12 Watercourse 26 STM2360 5.38 CIRCULAR 0.300 0.300 0.009 181.32 181.25 0.171 1.07 Watercourse 26 STM2358 25.48 CIRCULAR 0.450 0.450 0.009 181.47 181.33 0.298 0.98 Watercourse 26 STM2357 26.12 CIRCULAR 0.450 0.450 0.009 181.62 181.47 0.267 0.85 Watercourse 26 STM3022 51.50 CIRCULAR 0.375 0.375 0.009 180.13 180.03 0.066 0.59 Watercourse 26 STM2807 8.64 CIRCULAR 0.375 0.375 0.009 179.88 179.70 0.118 0.32 Watercourse 26 STM3020 57.55 CIRCULAR 0.300 0.300 0.009 180.50 180.16 0.016 0.15 Watercourse 31 STM2290 13.23 CIRCULAR 0.600 0.600 0.013 223.52 223.49 0.581 1.99 Watercourse 31 STM3149 27.32 CIRCULAR 0.300 0.300 0.009 233.07 232.93 0.188 1.88 Watercourse 31 STM3148 30.91 CIRCULAR 0.300 0.300 0.009 233.28 233.13 0.183 1.86 Watercourse 31 STM3147 47.65 CIRCULAR 0.300 0.300 0.009 233.58 233.34 0.171 1.73 Watercourse 31 STM2291 28.60 CIRCULAR 0.600 0.600 0.013 223.38 223.28 0.589 1.69 WATERCOURSE / • . _. .. -r LENGTH H n , SIZE n n ,. SIZE2 •�H � �f; � � � _... -.:_ US INV. nA DS INV. fln �. 0MAx 3 Al Watercourse 31 STM2800 26.25 CIRCULAR 0.450 0.450 0.013 229.77 229.67 0.304 1.67 Watercourse 31 STM3002 97.34 CIRCULAR 0.750 0.750 0.024 224.49 224.20 0.552 1.67 Watercourse 31 STM2293 28.25 CIRCULAR 0.600 0.600 0.013 223.19 223.09 0.608 1.66 Watercourse 31 STM2296 32.07 CIRCULAR 0.675 0.675 0.013 222.88 222.81 0.650 1.65 Watercourse 31 STM2308 36.86 CIRCULAR 0.450 0.450 0.009 232.56 231.85 0.943 1.65 Watercourse 31 STM2287 4.90 CIRCULAR 0.450 0.450 0.013 223.95 223.89 0.487 1.63 Watercourse 31 STM2289 32.10 CIRCULAR 0.525 0.525 0.013 223.80 223.58 0.551 1.58 Watercourse 31 STM2301 24.19 CIRCULAR 0.750 0.750 0.013 222.27 222.22 0.788 1.56 Watercourse 31 STM2335 45.78 CIRCULAR 0.525 0.525 0.013 226.52 226.51 0.081 1.53 Watercourse 31 STM2994 72.11 CIRCULAR 0.450 0.450 0.013 230.19 229.83 0.298 1.49 Watercourse 31 STM3126 24.15 CIRCULAR 0.450 0.450 0.009 191.87 190.74 1.315 1.48 Watercourse 31 STM3151 28.89 CIRCULAR 0.450 0.450 0.013 229.64 229.36 0.402 1.45 Watercourse 31 STM2989 49.88 CIRCULAR 0.300 0.300 0.009 232.87 232.37 0.198 1.42 Watercourse 31 STM3137 47.11 CIRCULAR 0.750 0.750 0.013 223.23 223.00 1.103 1.42 Watercourse 31 STM2274 59.94 CIRCULAR 0.300 0.300 0.009 229.83 229.25 0.193 1.41 Watercourse 31 STM2295 28.99 CIRCULAR 0.675 0.675 0.013 223.01 222.93 0.628 1.40 Watercourse 31 STM2302 62.40 CIRCULAR 0.750 0.750 0.013 222.15 221.97 0.831 1.40 Watercourse 31 STM2793 33.81 CIRCULAR 0.750 0.750 0.013 222.98 222.80 1.129 1.39 Watercourse 31 STM2794 50.02 CIRCULAR 0.750 0.750 0.013 223.48 223.25 1.028 1.36 Watercourse 31 STM2298 56.38 CIRCULAR 0.675 0.675 0.013 222.75 222.55 0.677 1.35 Watercourse 31 STM2313 100.14 CIRCULAR 0.450 0.450 0.009 224.52 222.58 0.770 1.34 Watercourse 31 STM2979 106.41 CIRCULAR 0.750 0.750 0.013 222.73 221.92 1.290 1.33 Watercourse 31 STM2286 20.16 CIRCULAR 0.450 0.450 0.013 224.32 224.01 0.455 1.30 Watercourse 31 STM3139 68.39 CIRCULAR 0.750 0.750 0.013 223.85 223.52 0.982 1.27 Watercourse 31 STM2300 51.29 CIRCULAR 0.750 0.750 0.013 222.47 222.32 0.753 1.26 Watercourse 31 STM2306 49.96 CIRCULAR 0.900 0.900 0.013 221.25 221.13 1.096 1.26 Watercourse 31 STM2791 14.21 CIRCULAR 1.050 1.050 0.013 214.12 214.02 2.836 1.24 Watercourse 31 STM2316A 39.45 CIRCULAR 0.450 0.450 0.009 218.61 215.28 1.438 1.20 Watercourse 31 STM2999 7.97 CIRCULAR 0.750 0.750 0.013 224.14 224.10 0.978 1.20 Watercourse 31 STM2977 54.69 CIRCULAR 0.750 0.750 0.013 219.85 219.20 1.396 1.15 Watercourse 31 STM3130 12.13 CIRCULAR 1.050 1.050 0.013 216.30 216.20 2.820 1.14 Watercourse 31 STM2285 16.16 CIRCULAR 0.450 0.450 0.013 224.71 224.42 0.432 1.13 Watercourse 31 STM3129 75.51 CIRCULAR 0.900 0.900 0.013 218.50 218.24 1.197 1.13 Watercourse 31 STM2978 67.08 CIRCULAR 0.750 0.750 0.013 221.28 220.52 1.326 1.12 Watercourse 31 STM2309 99.88 CIRCULAR 0.450 0.450 0.009 231.56 227.61 0.913 1.11 Watercourse 31 STM3133 20.33 CIRCULAR 0.750 0.750 0.013 218.62 218.34 1.430 1.09 Watercourse 31 STM2316 29.80 CIRCULAR 0.450 0.450 0.009 221.49 218.61 1.386 1.08 Watercourse 31 STM2322 81.68 CIRCULAR 0.450 0.450 0.009 215.08 207.18 1.359 1.06 Watercourse 31 STM2278 37.66 CIRCULAR 0.375 0.375 0.009 227.80 227.34 0.289 1.03 Watercourse 31 STM2323 98.65 CIRCULAR 0.450 0.450 0.009 205.31 195.96 1.310 1.03 Watercourse 31 STM2333 9.00 CIRCULAR 0.300 0.300 0.009 226.83 226.51 0.267 1.02 Watercourse 31 STM3131 59.84 CIRCULAR 1.050 1.050 0.013 215.28 214.64 2.821 1.00 Watercourse 31 STM2280 37.93 CIRCULAR 0.375 0.375 0.009 227.30 226.52 0.355 0.98 Watercourse 31 STM2282 54.85 CIRCULAR 0.450 0.450 0.013 226.01 224.76 0.421 0.98 Watercourse 31 STM2284 17.44 CIRCULAR 0.450 0.450 0.013 226.44 226.08 0.402 0.98 Watercourse 31 STM2311 83.16 CIRCULAR 0.450 0.450 0.009 227.59 224.56 0.769 0.98 Watercourse 31 STM2305 89.92 CIRCULAR 0.900 0.900 0.013 221.64 221.29 1.070 0.94 Watercourse 31 STM2991 56.81 CIRCULAR 0.300 0.300 0.009 232.34 230.34 0.247 0.94 WATERCOURSE / LENGTH mm . __ SIZE i� . SIZE2 ma -, , .., US INV. DS INV. 0MAx CONDITION Watercourse 31 STM2347 6.02 CIRCULAR 0.600 0.600 0.013 225.57 225.51 0.560 0.93 Watercourse 31 STM2348 8.51 CIRCULAR 0.600 0.600 0.013 225.68 225.60 0.566 0.92 Watercourse 31 STM2968 43.67 CIRCULAR 0.900 0.900 0.013 217.79 217.50 1.357 0.92 Watercourse 31 STM2971 11.58 CIRCULAR 0.900 0.900 0.013 218.58 218.52 1.195 0.92 Watercourse 31 STM2277 21.17 CIRCULAR 0.375 0.375 0.009 228.18 227.85 0.273 0.87 Watercourse 31 STM2303 8.48 CIRCULAR 0.825 0.825 0.013 221.78 221.73 0.943 0.85 Watercourse 31 STM2346 17.57 CIRCULAR 0.600 0.600 0.013 225.83 225.74 0.358 0.82 -111 Watercourse 31 STM3153 54.60 CIRCULAR 0.450 0.450 0.013 229.30 227.37 0.442 0.82 Watercourse 31 STM2345 40.47 CIRCULAR 0.600 0.600 0.013 226.09 225.89 0.350 0.81 Watercourse 31 STM2343 19.31 CIRCULAR 0.600 0.600 0.013 226.21 226.12 0.340 0.80 Watercourse 31 STM2974 17.07 CIRCULAR 0.900 0.900 0.013 219.89 219.75 1.151 0.70 Watercourse 31 STM3001 51.99 CIRCULAR 0.600 0.600 0.013 225.45 224.64 0.538 0.70 Watercourse 31 STM2975 61.92 CIRCULAR 0.900 0.900 0.013 219.38 218.77 1.163 0.65 Watercourse 31 STM2304 5.97 CIRCULAR 0.825 0.825 0.013 221.73 221.65 1.070 0.62 Watercourse 31 STM2352 30.61 CIRCULAR 0.900 0.900 0.009 220.95 220.80 1.129 0.61 Watercourse 31 STM3134 59.86 CIRCULAR 0.375 0.375 0.009 226.85 226.41 0.132 0.61 Watercourse 31 STM3154 38.36 CIRCULAR 0.450 0.450 0.013 227.34 224.50 0.473 0.61 Watercourse 31 STM2331 51.19 CIRCULAR 0.300 0.300 0.009 229.17 226.86 0.173 0.58 Watercourse 31 STM2349 35.82 CIRCULAR 0.300 0.300 0.009 228.00 226.04 0.187 0.57 Watercourse 31 STM2791C 47.00 CIRCULAR 1.200 0.000 0.013 190.40 189.57 2.974 0.57 Watercourse 31 STM2993 23.06 CIRCULAR 0.450 0.450 0.013 231.35 231.25 0.107 0.57 Watercourse 31 STM2341 9.55 CIRCULAR 0.300 0.300 0.009 228.50 228.06 0.165 0.55 Watercourse 31 STM2326 30.16 CIRCULAR 0.825 0.825 0.009 186.41 186.06 1.198 0.54 Watercourse 31 STM2973 27.42 CIRCULAR 0.900 0.900 0.013 220.33 219.95 1.132 0.53 Watercourse 31 STM2340 15.51 CIRCULAR 0.300 0.300 0.009 229.29 228.53 0.160 0.52 Watercourse 31 STM3127 61.79 CIRCULAR 0.900 0.900 0.009 220.77 220.28 1.132 0.49 Watercourse 31 STM2275 38.45 CIRCULAR 0.300 0.300 0.009 230.95 229.85 0.112 0.48 Watercourse 31 STM2276 22.34 CIRCULAR 0.300 0.300 0.009 231.68 231.04 0.099 0.42 Watercourse 31 STM2972 11.42 CIRCULAR 0.900 0.900 0.013 218.33 218.68 1.193 0.38 Watercourse 31 STM2325 8.70 CIRCULAR 0.300 0.300 0.009 188.28 188.24 0.032 0.37 Watercourse 31 STM2791B 94.50 CIRCULAR 1.200 0.000 0.013 195.17 190.60 2.961 0.35 Watercourse 31 STM2339 27.10 CIRCULAR 0.300 0.300 0.009 231.47 229.35 0.127 0.32 Watercourse 31 STM2329 59.90 CIRCULAR 0.300 0.300 0.009 233.70 229.20 0.113 0.30 Watercourse 31 STM2992 8.88 CIRCULAR 0.450 0.450 0.013 231.49 231.41 0.081 0.30 Watercourse 31 STM2337 41.60 CIRCULAR 0.300 0.300 0.009 234.00 231.50 0.074 0.22 Watercourse 31 STM2351 25.37 CIRCULAR 0.300 0.300 0.009 224.91 222.69 0.047 0.11 Watercourse 31 STM2996 8.58 CIRCULAR 0.300 0.300 0.009 230.43 229.79 0.044 0.11 Watercourse 31 STM3000 17.21 CIRCULAR 0.300 0.300 0.009 229.48 228.06 0.035 0.09 Watercourse 31 STM2981 60.13 CIRCULAR 0.375 0.375 0.009 227.34 226.96 0.006 0.03 Watercourse 31 STM2318 4.84 CIRCULAR 0.300 0.300 0.009 220.68 218.61 0.018 0.02 Watercourse 31 STM3004 5.19 CIRCULAR 0.525 0.525 0.013 226.58 226.55 0.006 0.02 Watercourse 34 STMTE016 18.94 CIRCULAR 0.600 0.600 0.009 200.06 198.79 0.216 0.09 Watercourse 34 STMTE015 61.89 CIRCULAR 0.600 0.600 0.009 205.01 200.06 0.144 0.06 Watercourse 34 STMTE014 62.80 CIRCULAR 0.600 0.600 0.009 209.15 205.01 0.081 0.04 Outlet 45 STM3893 59.83 CIRCULAR 0.300 0.300 0.009 187.77 187.47 0.094 0.96 Outlet 45 STM3898 48.77 CIRCULAR 0.600 0.600 0.013 186.17 185.92 0.236 0.53 Outlet 45 STM3897 26.56 CIRCULAR 0.600 0.600 0.013 186.34 186.20 0.227 0.51 Watercourse 56 STM3904 14.05 CIRCULAR 0.600 0.600 0.013 184.31 184.10 0.371 0.49 Watercourse 56 STM3896 31.18 CIRCULAR 0.600 0.600 0.013 186.54 186.38 0.208 0.48 Watercourse 56 STM3899 6.78 CIRCULAR 0.600 0.600 0.013 185.89 185.85 0.235 0.48 Watercourse 56 STM3903 29.77 CIRCULAR 0.600 0.600 0.013 184.81 184.40 0.347 0.48 Watercourse 56 STM3892 59.53 CIRCULAR 0.300 0.300 0.009 188.10 187.81 0.040 0.41 Watercourse 56 STM3895 60.08 CIRCULAR 0.600 0.600 0.013 186.87 186.57 0.164 0.38 Watercourse 56 STM3902 50.25 CIRCULAR 0.600 0.600 0.013 185.77 184.86 0.297 0.36 Watercourse 56 STM3894 59.41 CIRCULAR 0.525 0.525 0.013 187.52 186.95 0.124 0.29 Watercourse 56 STM3900 9.64 CIRCULAR 0.375 0.375 0.009 186.55 186.09 0.036 0.06 Watercourse 56 STM3901 59.97 CIRCULAR 0.375 0.375 0.009 188.10 186.72 0.008 0.02 Watercourse 56 STM3709 12.94 CIRCULAR 0.900 0.900 0.013 204.45 204.36 1.538 1.02 Watercourse 56 STM28 19.55 CIRCULAR 0.900 0.900 0.013 201.88 201.70 1.539 0.89 Watercourse 56 STM25 47.09 CIRCULAR 0.750 0.750 0.009 204.80 204.57 0.598 0.53 Watercourse 56 STM3891 27.36 CIRCULAR 0.750 0.750 0.013 184.87 183.42 2.031 5.51 Watercourse 56 STM605 59.99 CIRCULAR 0.600 0.600 0.009 207.73 207.65 0.860 2.65 Watercourse 56 STM178 58.75 CIRCULAR 0.600 0.600 0.009 208.34 208.16 1.294 2.63 Watercourse 56 STM3252 57.93 CIRCULAR 0.450 0.450 0.009 200.69 200.48 0.595 2.40 Watercourse 56 STM3269 56.28 CIRCULAR 0.600 0.600 0.013 199.56 199.43 0.693 2.35 Watercourse 56 STM3266 44.35 CIRCULAR 0.525 0.525 0.013 199.83 199.49 0.812 2.16 Watercourse 56 STM694 26.99 CIRCULAR 0.600 0.600 0.009 207.85 207.72 1.235 2.01 Watercourse 56 STM3264 13.19 CIRCULAR 0.525 0.525 0.013 199.87 199.83 0.473 2.00 Watercourse 56 STM140 16.13 CIRCULAR 0.750 0.750 0.013 207.17 207.12 1.150 1.85 Watercourse 56 STM548 20.02 CIRCULAR 0.750 0.750 0.013 205.71 205.60 1.424 1.69 Watercourse 56 STM3260 25.00 CIRCULAR 0.525 0.525 0.013 200.08 200.01 0.377 1.65 Watercourse 56 STM128 63.10 CIRCULAR 0.750 0.750 0.013 206.06 205.71 1.354 1.63 Watercourse 56 STM141 26.60 CIRCULAR 0.600 0.600 0.009 207.43 207.35 0.783 1.61 Watercourse 56 STM3262 26.28 CIRCULAR 0.525 0.525 0.013 199.96 199.87 0.401 1.59 Watercourse 56 STM126 61.69 CIRCULAR 0.750 0.750 0.013 207.11 206.86 1.110 1.57 Watercourse 56 STM123 50.69 CIRCULAR 0.750 0.750 0.013 206.35 206.07 1.284 1.55 Watercourse 56 STM3331 9.19 CIRCULAR 0.450 0.450 0.009 199.67 199.56 0.695 1.54 Watercourse 56 STM124 40.86 CIRCULAR 0.750 0.750 0.013 206.56 206.34 1.247 1.53 Watercourse 56 STM125 57.90 CIRCULAR 0.750 0.750 0.013 206.86 206.60 1.091 1.46 Watercourse 56 STM693 50.21 CIRCULAR 0.600 0.600 0.009 207.65 207.50 0.706 1.46 Watercourse 56 STM606 8.24 CIRCULAR 0.750 0.750 0.013 206.59 206.55 1.106 1.43 Watercourse 56 C39 56.40 CIRCULAR 0.525 0.000 0.013 206.25 205.94 0.438 1.37 Watercourse 56 STM338 19.02 CIRCULAR 0.300 0.300 0.009 212.44 212.22 0.205 1.37 Watercourse 56 C43 17.90 CIRCULAR 0.675 0.000 0.013 205.17 205.11 0.653 1.34 Watercourse 56 STM3326 45.40 CIRCULAR 0.300 0.300 0.009 202.18 200.56 0.336 1.27 Watercourse 56 STM607 19.63 CIRCULAR 0.300 0.300 0.009 212.33 212.04 0.212 1.25 Watercourse 56 C40 66.00 CIRCULAR 0.600 0.000 0.013 205.86 205.56 0.508 1.23 Watercourse 56 STM3250 59.95 CIRCULAR 0.300 0.300 0.009 202.50 200.81 0.289 1.23 Watercourse 56 STM139 21.84 CIRCULAR 0.450 0.450 0.009 209.08 208.52 0.779 1.18 Watercourse 56 C42 35.20 CIRCULAR 0.675 0.000 0.013 205.34 205.20 0.610 1.15 Watercourse 56 STM136 18.13 CIRCULAR 0.450 0.450 0.009 211.91 211.67 0.543 1.15 Watercourse 56 STM539 16.19 CIRCULAR 0.300 0.300 0.009 210.68 210.49 0.167 1.11 Watercourse 56 C38 31.00 CIRCULAR 0.450 0.000 0.013 206.80 206.32 0.387 1.09 Watercourse 56 C41 26.30 CIRCULAR 0.675 0.000 0.013 205.49 205.37 0.605 1.07 Watercourse 56 STM3273 57.30 CIRCULAR 0.750 0.750 0.013 199.28 198.09 1.703 1.06 Watercourse 56 STM3305 23.47 CIRCULAR 0.300 0.300 0.009 206.98 205.79 0.331 1.05 WATERCOURSE / • , _. .. r LENGTH Afl_i. " __ SIZE Alai SIZE2 .,A A A • z� � � � , _. -. A I US IN ' DS INV Am , 0MAx AlA1 Watercourse 56 STM3329 31.88 CIRCULAR 0.450 0.450 0.009 200.36 199.69 0.624 1.05 Watercourse 56 STM3255 59.28 CIRCULAR 0.525 0.525 0.013 200.44 200.10 0.340 1.04 Watercourse 56 STM138 58.68 CIRCULAR 0.450 0.450 0.009 210.47 209.10 0.646 1.03 Watercourse 56 STM3885 4.81 CIRCULAR 0.750 0.750 0.013 198.31 198.20 1.728 1.03 Watercourse 56 STM685 26.39 CIRCULAR 0.300 0.300 0.009 213.15 212.94 0.128 1.03 Watercourse 56 STM181 40.01 CIRCULAR 0.300 0.300 0.009 209.84 209.14 0.188 1.02 Watercourse 56 STM135 16.73 CIRCULAR 0.300 0.300 0.009 213.91 213.60 0.193 1.01 Watercourse 56 STM601 17.47 CIRCULAR 0.300 0.300 0.009 212.82 212.41 0.215 1.01 Watercourse 56 STM608 37.34 CIRCULAR 0.300 0.300 0.009 210.49 209.87 0.181 1.00 Watercourse 56 STM132 38.14 CIRCULAR 0.300 0.300 0.009 213.43 212.62 0.202 0.99 Watercourse 56 STM3248 45.57 CIRCULAR 0.300 0.300 0.009 203.92 202.56 0.239 0.99 Watercourse 56 STM3307 35.32 CIRCULAR 0.300 0.300 0.009 208.49 206.98 0.282 0.98 Watercourse 56 STM3322 60.21 CIRCULAR 0.300 0.300 0.009 206.23 203.62 0.270 0.93 Watercourse 56 STM3324 25.43 CIRCULAR 0.300 0.300 0.009 203.58 202.37 0.279 0.92 Watercourse 56 STM602 22.63 CIRCULAR 0.300 0.300 0.009 213.48 212.86 0.209 0.91 Watercourse 56 STM3320 57.62 CIRCULAR 0.300 0.300 0.009 208.72 206.26 0.261 0.90 Watercourse 56 C37 31.00 CIRCULAR 0.300 0.000 0.009 207.56 206.95 0.174 0.89 Watercourse 56 STM3246 36.84 CIRCULAR 0.300 0.300 0.009 205.32 203.92 0.233 0.86 Watercourse 56 STM540 25.13 CIRCULAR 0.300 0.300 0.009 211.14 210.68 0.163 0.86 Watercourse 56 STM3308 24.23 CIRCULAR 0.300 0.300 0.009 209.21 208.47 0.207 0.85 Watercourse 56 STM667 8.54 CIRCULAR 0.300 0.300 0.009 207.61 207.27 0.238 0.85 Watercourse 56 STM3270 27.49 CIRCULAR 0.750 0.750 0.013 199.72 199.31 1.119 0.82 Watercourse 56 STM3303 37.37 CIRCULAR 0.450 0.450 0.009 205.24 204.85 0.343 0.81 Watercourse 56 STM137 31.13 CIRCULAR 0.450 0.450 0.009 211.68 210.63 0.600 0.79 Watercourse 56 STM3889 22.81 CIRCULAR 0.750 0.750 0.013 191.19 190.16 1.835 0.78 Watercourse 56 STM560 68.28 CIRCULAR 0.300 0.300 0.009 209.20 206.67 0.211 0.78 Watercourse 56 STM695 37.28 CIRCULAR 0.600 0.600 0.009 208.52 208.35 0.468 0.78 Watercourse 56 STM133 6.27 CIRCULAR 0.300 0.300 0.009 214.10 213.94 0.170 0.76 Watercourse 56 STM3890 68.53 CIRCULAR 0.750 0.750 0.013 189.84 186.48 1.856 0.75 Watercourse 56 STM3888 20.61 CIRCULAR 0.750 0.750 0.013 192.27 191.25 1.822 0.74 Watercourse 56 STM3887 25.71 CIRCULAR 0.750 0.750 0.013 194.91 193.64 1.774 0.72 Watercourse 56 STM675 58.52 CIRCULAR 0.375 0.375 0.009 212.90 212.46 0.159 0.72 Watercourse 56 STM551 38.24 CIRCULAR 0.750 0.750 0.009 205.58 204.62 1.815 0.71 Watercourse 56 STM666 23.21 CIRCULAR 0.300 0.300 0.009 209.08 208.04 0.211 0.71 Watercourse 56 STM3298 53.33 CIRCULAR 0.750 0.750 0.013 200.52 199.71 0.958 0.70 Watercourse 56 STM603 18.73 CIRCULAR 0.300 0.300 0.009 214.67 214.10 0.170 0.70 Watercourse 56 STM3886 52.42 CIRCULAR 0.750 0.750 0.013 198.20 195.44 1.728 0.68 Watercourse 56 STM3289 19.31 CIRCULAR 0.750 0.750 0.013 201.33 201.06 0.867 0.66 Watercourse 56 C36 30.90 CIRCULAR 0.300 0.000 0.009 208.40 207.60 0.147 0.65 Watercourse 56 STM3310 47.43 CIRCULAR 0.300 0.300 0.009 210.41 209.33 0.136 0.64 Watercourse 56 STM3318 61.90 CIRCULAR 0.300 0.300 0.009 211.37 208.80 0.182 0.64 Watercourse 56 STM557 50.53 CIRCULAR 0.750 0.750 0.009 197.97 195.50 2.254 0.63 Watercourse 56 STM558 7.70 CIRCULAR 0.750 0.750 0.009 195.48 195.09 2.290 0.63 Watercourse 56 C32 23.40 HORIZ ELLIPSE 0.730 1.150 0.013 205.05 204.89 0.980 0.62 Watercourse 56 C33 26.00 HORIZ_ELLIPSE 0.730 1.150 0.013 204.86 204.68 0.991 0.62 Watercourse 56 STM2623 17.33 CIRCULAR 0.750 0.750 0.009 194.49 193.58 2.298 0.62 Watercourse 56 STM3295 36.89 CIRCULAR 0.750 0.750 0.013 201.05 200.44 0.885 0.62 Watercourse 56 STM3302 8.78 CIRCULAR 0.450 0.450 0.009 204.85 204.64 0.389 0.61 WATERCOURSE / • , _. .. LENGTH Afl_i "_ .: SIZE AI .. SIZE2 .a p p ' , � �f; � � � , _. -. A I US INV. DS INV Am� 0MAX 3 A1 Watercourse 56 C34 31.70 HORIZ_ELLIPSE 0.855 1.345 0.013 204.57 203.98 2.374 0.60 Watercourse 56 STM562 59.95 CIRCULAR 0.300 0.300 0.009 211.60 209.20 0.167 0.60 Watercourse 56 STM180 8.74 CIRCULAR 0.375 0.375 0.009 209.06 208.79 0.259 0.58 Watercourse 56 STM131 60.41 CIRCULAR 0.450 0.450 0.009 212.48 211.90 0.223 0.55 Watercourse 56 STM554 50.23 CIRCULAR 0.750 0.750 0.009 201.92 199.43 1.984 0.55 Watercourse 56 STM3288 24.99 CIRCULAR 0.750 0.750 0.013 201.69 201.35 0.688 0.53 Watercourse 56 STM552 43.98 CIRCULAR 0.750 0.750 0.009 204.61 202.37 1.925 0.53 Watercourse 56 STM3311 15.77 CIRCULAR 0.300 0.300 0.009 210.94 210.45 0.127 0.52 Watercourse 56 STM3286 35.57 CIRCULAR 0.750 0.750 0.013 202.23 201.70 0.653 0.48 Watercourse 56 STM604 42.86 CIRCULAR 0.300 0.300 0.009 216.18 214.71 0.120 0.46 Watercourse 56 STM176 23.94 CIRCULAR 0.300 0.300 0.009 210.07 209.14 0.125 0.45 Watercourse 56 STM690 42.27 CIRCULAR 0.300 0.300 0.009 214.87 213.50 0.109 0.43 Watercourse 56 STM544 5.86 CIRCULAR 0.600 0.600 0.009 208.57 208.52 0.342 0.42 Watercourse 56 STM3282 43.88 CIRCULAR 0.750 0.750 0.013 202.89 202.26 0.536 0.40 Watercourse 56 STM3316 31.35 CIRCULAR 0.300 0.300 0.009 212.20 211.46 0.086 0.40 Watercourse 56 STM543 9.34 CIRCULAR 0.600 0.600 0.009 208.60 208.55 0.258 0.40 Watercourse 56 STM3278 51.89 CIRCULAR 0.750 0.750 0.013 203.60 202.90 0.487 0.38 Watercourse 56 STM696 52.93 CIRCULAR 0.300 0.300 0.009 209.15 208.52 0.058 0.38 Watercourse 56 STM177 40.81 CIRCULAR 0.300 0.300 0.009 212.30 211.27 0.070 0.31 Watercourse 56 STM3275 51.14 CIRCULAR 0.750 0.750 0.013 204.40 203.65 0.421 0.31 Watercourse 56 STM3315 17.05 CIRCULAR 0.300 0.300 0.009 212.59 212.27 0.057 0.30 Watercourse 56 STM691 27.88 CIRCULAR 0.300 0.300 0.009 215.82 214.93 0.075 0.30 Watercourse 56 C31 32.80 CIRCULAR 0.600 0.000 0.013 206.46 205.18 0.343 0.28 Watercourse 56 STM692 56.62 CIRCULAR 0.300 0.300 0.009 212.07 209.51 0.082 0.28 Watercourse 56 C35 67.80 CIRCULAR 0.300 0.000 0.009 210.65 208.45 0.068 0.27 Watercourse 56 STM3291 36.26 CIRCULAR 0.300 0.300 0.009 203.93 202.03 0.086 0.27 Arthur St. W Outlet C30 32.50 CIRCULAR 0.600 0.000 0.013 207.87 206.51 0.274 0.22 Arthur St. W Outlet C29 30.40 CIRCULAR 0.600 0.000 0.013 209.19 207.92 0.250 0.20 Arthur St. W Outlet STM686 59.46 CIRCULAR 0.300 0.300 0.009 213.90 213.14 0.030 0.19 Arthur St. W Outlet STM547 30.10 CIRCULAR 0.300 0.300 0.009 212.75 212.29 0.030 0.18 Arthur St. W Outlet STM564 59.45 CIRCULAR 0.300 0.300 0.009 214.00 211.60 0.049 0.18 Arthur St. W Outlet STM3313 60.30 CIRCULAR 0.300 0.300 0.009 212.47 210.94 0.034 0.15 Arthur St. W Outlet C28 50.50 CIRCULAR 0.600 0.000 0.013 211.35 209.24 0.157 0.13 Arthur St. W Outlet C27 32.70 CIRCULAR 0.600 0.000 0.013 212.77 211.40 0.042 0.03 Arthur St. W Outlet C26 33.80 CIRCULAR 0.600 0.000 0.013 214.21 212.82 0.023 0.02 Arthur St. W Outlet C25 29.50 CIRCULAR 0.600 0.000 0.013 215.40 214.26 0.000 0.00 Arthur St. W Outlet STM3274 27.36 CIRCULAR 0.750 0.750 0.013 204.84 204.47 0.000 0.00 Arthur St. W Outlet STM555 5.63 CIRCULAR 0.300 0.450 0.009 200.32 199.86 0.000 0.00 Arthur St. W Outlet STM566 64.97 CIRCULAR 0.300 0.300 0.009 216.34 214.00 0.000 0.00 Arthur St. W Outlet STM2108 122.36 CIRCULAR 0.525 0.525 0.013 187.07 186.71 0.382 1.64 Arthur St. W Outlet STM2134 11.81 CIRCULAR 0.375 0.375 0.013 196.08 196.05 0.136 1.54 Arthur St. W Outlet STM1425 39.15 CIRCULAR 0.600 0.600 0.013 186.04 185.79 0.750 1.53 Arthur St. W Outlet STM3058 51.78 CIRCULAR 0.300 0.300 0.013 189.60 188.86 0.173 1.50 Arthur St. W Outlet STM2124 46.16 CIRCULAR 0.300 0.300 0.013 188.81 187.96 0.188 1.43 Arthur St. W Outlet STM2185 52.23 CIRCULAR 0.300 0.300 0.013 196.31 196.11 0.084 1.41 Arthur St. W Outlet STM2115 10.95 CIRCULAR 0.300 0.300 0.013 187.47 187.15 0.226 1.37 Arthur St. W Outlet STM2218 86.90 CIRCULAR 0.450 0.450 0.013 189.90 189.62 0.220 1.36 Arthur St. W Outlet STM2878 18.61 CIRCULAR 0.450 0.450 0.013 196.02 195.93 0.264 1.33 • 00 __. 11 .. pp_. , z, �, r ,_ Al IM Al ! " Arthur St. W Outlet STM2875 49.40 CIRCULAR 0.375 0.375 0.013 195.19 194.46 0.277 1.30 Arthur St. W Outlet STM2829 6.80 CIRCULAR 0.300 0.300 0.013 186.86 186.76 0.150 1.28 Arthur St. W Outlet STM2758 48.29 CIRCULAR 0.375 0.375 0.013 196.20 196.05 0.120 1.23 Arthur St. W Outlet STM2122 77.34 CIRCULAR 0.300 0.300 0.013 196.46 196.23 0.064 1.22 Arthur St. W Outlet STM2876 51.75 CIRCULAR 0.450 0.450 0.013 195.59 195.29 0.265 1.22 Arthur St. W Outlet STM1953 108.37 CIRCULAR 0.600 0.600 0.013 186.69 186.09 0.539 1.18 Arthur St. W Outlet STM2877 44.43 CIRCULAR 0.450 0.450 0.013 195.89 195.62 0.251 1.13 Arthur St. W Outlet STM2208 14.06 CIRCULAR 0.300 0.300 0.024 186.76 185.69 0.151 1.04 Arthur St. W Outlet STM3055 7.04 CIRCULAR 0.600 0.600 0.013 185.66 185.54 0.775 0.97 Cameron St. Outlet STM3059 15.71 CIRCULAR 0.375 0.375 0.013 191.57 190.96 0.333 0.96 Cameron St. Outlet STM2827 23.87 CIRCULAR 0.300 0.300 0.013 187.85 187.24 0.129 0.83 Cameron St. Outlet STM2874 53.60 CIRCULAR 0.375 0.375 0.013 194.39 191.87 0.294 0.77 Cameron St. Outlet STM2828 6.63 CIRCULAR 0.300 0.300 0.013 187.18 186.86 0.149 0.70 Cameron St. Outlet STM2205 3.64 CIRCULAR 0.300 0.300 0.009 187.96 187.87 0.131 0.60 Cameron St. Outlet STM3056 61.45 CIRCULAR 0.375 0.375 0.013 188.03 187.85 0.056 0.59 Cameron St. Outlet STM2109 83.69 CIRCULAR 0.375 0.375 0.013 187.83 187.07 0.094 0.56 Cameron St. Outlet STM2135 16.30 CIRCULAR 0.300 0.300 0.013 196.09 196.05 0.027 0.56 Cameron St. Outlet STM2203 9.55 CIRCULAR 0.300 0.300 0.009 188.22 187.96 0.117 0.51 Cameron St. Outlet STM1415 13.13 CIRCULAR 0.300 0.300 0.013 188.80 187.70 0.059 0.21 Cameron St. Outlet STM2209 27.96 CIRCULAR 0.900 0.900 0.013 183.92 178.67 0.933 0.12 Cameron St. Outlet STM1426 22.65 CIRCULAR 0.300 0.300 0.013 188.50 187.54 0.015 0.08 Cameron St. Outlet STM2740 9.22 CIRCULAR 0.600 0.600 0.013 189.70 189.73 0.000 0.00 Cameron St. Outlet STM1284 34.34 CIRCULAR 0.750 0.750 0.009 182.40 182.13 1.263 0.88 Cameron St. Outlet STM1514 59.53 CIRCULAR 0.375 0.375 0.009 198.05 197.15 0.264 0.85 Cameron St. Outlet STM1287 51.51 CIRCULAR 0.750 0.750 0.009 182.88 182.43 1.233 0.82 Cameron St. Outlet STM1537 60.12 CIRCULAR 0.375 0.375 0.009 198.74 198.09 0.216 0.82 Cameron St. Outlet STM1508 42.70 CIRCULAR 0.450 0.450 0.009 195.64 195.05 0.389 0.80 Cameron St. Outlet STM1516 59.48 CIRCULAR 0.375 0.375 0.009 199.75 199.45 0.144 0.80 Cameron St. Outlet STM1519 60.03 CIRCULAR 0.300 0.300 0.009 200.39 199.80 0.109 0.79 Cameron St. Outlet STM1512 50.83 CIRCULAR 0.450 0.450 0.009 197.05 196.50 0.329 0.77 Cameron St. Outlet STM1515 60.50 CIRCULAR 0.375 0.375 0.009 199.40 198.79 0.185 0.73 Cameron St. Outlet STM1685 66.88 CIRCULAR 0.750 0.750 0.009 184.32 183.80 1.041 0.73 Cameron St. Outlet STM1466 36.01 CIRCULAR 0.525 0.525 0.009 185.23 184.83 0.475 0.72 Cameron St. Outlet STM1509 50.07 CIRCULAR 0.450 0.450 0.009 196.45 195.70 0.359 0.71 Cameron St. Outlet STM1290 60.02 CIRCULAR 0.525 0.525 0.009 186.75 186.58 0.227 0.69 Cameron St. Outlet STM1459 60.02 CIRCULAR 0.525 0.525 0.009 186.26 185.89 0.326 0.67 Cameron St. Outlet STM1291 60.02 CIRCULAR 0.525 0.525 0.009 186.55 186.28 0.275 0.66 Cameron St. Outlet STM1462 60.02 CIRCULAR 0.525 0.525 0.009 185.88 185.33 0.394 0.66 Cameron St. Outlet STM1279 19.92 CIRCULAR 0.300 0.300 0.009 182.63 182.28 0.120 0.65 Cameron St. Outlet STM1288 60.02 CIRCULAR 0.750 0.750 0.009 183.70 182.92 1.198 0.65 Cameron St. Outlet STM1985 18.31 CIRCULAR 0.750 0.750 0.009 179.00 178.53 1.497 0.58 Cameron St. Outlet STM1286 17.01 CIRCULAR 0.375 0.375 0.009 184.00 183.85 0.136 0.57 Cameron St. Outlet STM1520 59.99 CIRCULAR 0.300 0.300 0.009 200.91 200.42 0.071 0.56 Cameron St. Outlet STM1467 24.80 CIRCULAR 0.750 0.750 0.009 184.77 184.42 1.008 0.53 Cameron St. Outlet STM1530 98.04 CIRCULAR 0.525 0.525 0.009 187.04 186.82 0.146 0.50 Elgin St. Outlet STM1984 83.70 CIRCULAR 0.750 0.750 0.009 181.71 179.24 1.370 0.50 Elgin St. Outlet STM2666 68.10 CIRCULAR 1.200 1.200 0.013 177.61 176.88 1.863 0.46 Elgin St. Outlet STM1983 27.99 CIRCULAR 0.525 0.525 0.009 189.50 188.60 0.489 0.44 *UTLET , me u, U -a - m!. flm Mn Elgin St. Outlet STM1461 91.40 CIRCULAR 0.525 0.525 0.009 188.50 185.19 0.488 0.41 Elgin St. Outlet STM1481 60.02 CIRCULAR 0.525 0.525 0.009 194.25 192.51 0.431 0.41 Elgin St. Outlet STM1986_1 68.04 CIRCULAR 1.200 0.900 0.013 178.45 177.79 1.541 0.40 Elgin St. Outlet STM2888 35.33 CIRCULAR 0.300 0.300 0.009 183.73 182.67 0.095 0.39 Elgin St. Outlet STM1986_2 6.55 HORIZ_ELLIPSE 9.000 0.000 0.013 177.70 177.63 1.538 0.36 Elgin St. Outlet STM1529 60.02 CIRCULAR 0.450 0.450 0.009 187.31 187.10 0.069 0.28 Elgin St. Outlet STM1982 25.12 CIRCULAR 0.525 0.525 0.009 192.00 190.00 0.488 0.28 Elgin St. Outlet STM1523 60.13 CIRCULAR 0.300 0.300 0.009 201.39 200.94 0.030 0.25 Elgin St. Outlet STM1533 25.01 CIRCULAR 0.375 0.375 0.009 185.14 184.21 0.099 0.20 Elgin St. Outlet STM1505 55.11 CIRCULAR 0.300 0.300 0.009 194.50 194.31 0.011 0.13 Elgin St. Outlet STM2779 11.45 CIRCULAR 0.375 0.375 0.013 184.37 184.29 0.669 4.74 Elgin St. Outlet STM2935 20.13 CIRCULAR 0.375 0.375 0.013 184.29 184.20 0.425 3.59 Elgin St. Outlet STM1498 13.72 CIRCULAR 0.375 0.375 0.013 184.50 184.37 0.592 3.41 Elgin St. Outlet STM3115 19.91 CIRCULAR 0.675 0.675 0.013 178.46 178.40 1.100 2.38 Elgin St. Outlet STM1496 50.45 CIRCULAR 0.300 0.300 0.013 184.80 184.50 0.154 2.06 Elgin St. Outlet STM1882 45.05 CIRCULAR 0.525 0.525 0.013 184.10 184.00 0.411 2.03 Elgin St. Outlet STM1488 15.09 CIRCULAR 0.300 0.300 0.013 186.20 186.00 0.212 1.90 Elgin St. Outlet STM1886 37.71 CIRCULAR 0.525 0.525 0.013 183.80 183.65 0.447 1.65 Little Beaver River (54) STM1503 40.45 CIRCULAR 0.600 0.600 0.013 183.60 183.08 1.055 1.52 Little Beaver River (54) STM1281 60.40 CIRCULAR 0.600 0.600 0.013 183.08 182.33 1.025 1.50 Little Beaver River (54) STM1884 47.65 CIRCULAR 0.525 0.525 0.013 184.00 183.80 0.380 1.36 Little Beaver River (54) STM1494 41.04 CIRCULAR 0.300 0.300 0.013 185.10 184.90 0.091 1.35 Little Beaver River (54) STM1880 46.26 CIRCULAR 0.300 0.300 0.013 185.50 185.10 0.108 1.20 Little Beaver River (54) STM1887 108.94 CIRCULAR 0.600 0.600 0.013 182.33 180.00 0.999 1.11 Little Beaver River (54) STM1487 46.93 CIRCULAR 0.300 0.300 0.013 186.50 186.00 0.082 0.82 Little Beaver River (54) STM3114 26.09 CIRCULAR 0.675 0.675 0.013 179.20 178.46 1.080 0.76 Little Beaver River (54) STM1879 42.33 CIRCULAR 0.300 0.300 0.013 186.10 185.65 0.067 0.67 Little Beaver River (54) STM1489 12.13 CIRCULAR 0.450 0.450 0.013 185.90 183.60 0.733 0.58 Little Beaver River (54) STM1500 50.78 CIRCULAR 0.300 0.300 0.013 187.10 186.70 0.046 0.54 Little Beaver River (54) STM1878 45.79 CIRCULAR 0.300 0.300 0.013 186.50 186.20 0.040 0.51 Little Beaver River (54) STM1486 4.15 CIRCULAR 0.300 0.300 0.013 186.70 186.50 0.056 0.26 Little Beaver River (54) STM2083 28.39 CIRCULAR 0.600 0.600 0.024 188.59 188.53 0.430 2.81 Little Beaver River (54) STM1387 9.79 CIRCULAR 0.675 0.675 0.013 196.59 196.59 0.458 2.70 Little Beaver River (54) STM2082 33.82 CIRCULAR 0.600 0.600 0.024 188.69 188.62 0.396 2.62 Little Beaver River (54) STM2144 8.08 CIRCULAR 0.750 0.750 0.013 194.58 194.61 1.568 2.31 Little Beaver River (54) STM597 59.94 CIRCULAR 0.300 0.300 0.009 208.92 208.71 0.176 2.13 Little Beaver River (54) STM1438 8.80 CIRCULAR 0.300 0.300 0.009 197.49 197.37 0.289 1.82 Little Beaver River (54) STM1773 83.58 CIRCULAR 0.750 0.750 0.024 195.29 194.87 0.777 1.82 Little Beaver River (54) STM1631 7.68 CIRCULAR 0.300 0.300 0.009 200.30 200.27 0.157 1.80 Little Beaver River (54) STM1436 44.71 CIRCULAR 0.375 0.400 0.013 198.00 197.90 0.142 1.71 Little Beaver River (54) STM2615 75.48 CIRCULAR 0.375 0.375 0.013 197.65 197.07 0.246 1.60 Little Beaver River (54) STM586 60.06 CIRCULAR 0.450 0.450 0.009 206.35 205.73 0.648 1.55 Little Beaver River (54) STM590 23.67 CIRCULAR 0.600 0.600 0.009 205.38 205.32 0.684 1.53 Little Beaver River (54) STM3079A 65.57 CIRCULAR 1.000 1.000 0.013 194.21 194.05 1.654 1.40 Little Beaver River (54) STM1770 54.63 CIRCULAR 0.600 0.600 0.013 196.41 196.19 0.520 1.33 Little Beaver River (54) STM1769 76.45 CIRCULAR 0.600 0.600 0.013 196.71 196.41 0.503 1.31 Little Beaver River (54) STM2869 44.91 CIRCULAR 0.375 0.450 0.009 194.24 194.05 0.209 1.27 Little Beaver River (54) STM698 51.07 CIRCULAR 0.300 0.300 0.009 208.71 207.75 0.243 1.27 S �' 1M, " -- m l .. @ 6 �.: '� r •. - m m Q m Al Little Beaver River (54) STM172 25.57 CIRCULAR 0.300 0.300 0.013 198.50 198.30 0.105 1.23 Little Beaver River (54) STM339 8.43 CIRCULAR 0.450 0.450 0.009 207.41 207.35 0.429 1.23 Little Beaver River (54) STM1430 73.87 CIRCULAR 0.300 0.300 0.013 198.60 197.73 0.124 1.18 Little Beaver River (54) STM1768 38.94 CIRCULAR 0.600 0.600 0.013 196.85 196.71 0.434 1.18 Little Beaver River (54) STM697 59.45 CIRCULAR 0.300 0.300 0.009 209.32 208.92 0.135 1.18 Little Beaver River (54) TW_C2582 63.95 CIRCULAR 0.600 0.000 0.024 194.33 193.51 0.428 1.14 Little Beaver River (54) STM1766 23.50 CIRCULAR 0.375 0.375 0.013 197.36 197.29 0.108 1.13 Little Beaver River (54) STM3082 5.78 CIRCULAR 0.375 0.375 0.009 200.27 200.24 0.203 1.11 Little Beaver River (54) STM1050 84.31 CIRCULAR 0.675 0.675 0.013 196.12 195.84 0.533 1.10 Little Beaver River (54) STM1771 32.52 CIRCULAR 0.675 0.675 0.013 195.84 195.70 0.608 1.10 Little Beaver River (54) STM2887 15.90 CIRCULAR 1.000 1.000 0.013 192.24 192.17 1.754 1.10 Little Beaver River (54) STM1535 61.33 CIRCULAR 0.375 0.400 0.013 198.20 198.00 0.109 1.08 Little Beaver River (54) STM2079 17.73 CIRCULAR 0.600 0.600 0.024 190.67 190.18 0.598 1.08 Little Beaver River (54) STM587 42.34 CIRCULAR 0.600 0.600 0.009 205.59 205.38 0.666 1.07 Little Beaver River (54) STM704_3 117.50 CIRCULAR 0.750 0.000 0.013 198.47 197.77 0.898 1.04 Little Beaver River (54) STM174 73.01 CIRCULAR 0.300 0.300 0.013 199.64 198.62 0.116 1.01 Little Beaver River (54) STM2886 94.64 CIRCULAR 1.000 1.000 0.013 193.02 192.55 1.713 1.01 Little Beaver River (54) STM1399 60.06 CIRCULAR 0.675 0.675 0.013 196.01 195.72 0.584 0.99 Little Beaver River (54) STM2884 101.90 CIRCULAR 1.000 1.000 0.013 193.53 193.02 1.673 0.99 Little Beaver River (54) STM1389 53.74 CIRCULAR 0.675 0.675 0.013 196.59 196.34 0.550 0.98 Little Beaver River (54) STM1401 60.84 CIRCULAR 0.675 0.675 0.013 196.31 196.03 0.560 0.98 Little Beaver River (54) STM2882 104.42 CIRCULAR 1.000 1.000 0.013 194.05 193.53 1.665 0.98 Little Beaver River (54) STM2145 11.45 CIRCULAR 0.675 0.675 0.013 194.97 194.90 0.606 0.95 Little Beaver River (54) STM2216 14.33 CIRCULAR 0.800 0.800 0.024 191.22 191.14 0.494 0.95 Little Beaver River (54) STM2860 44.34 HORIZ_ELLIPSE 0.820 1.150 0.024 189.59 189.52 0.519 0.95 Little Beaver River (54) STM704_1 72.00 CIRCULAR 0.675 0.000 0.013 201.75 200.84 0.889 0.94 Little Beaver River (54) STM704_2 167.50 CIRCULAR 0.675 0.000 0.013 200.64 198.55 0.873 0.93 Little Beaver River (54) STM1433 29.63 CIRCULAR 0.450 0.450 0.013 197.21 197.00 0.219 0.91 Little Beaver River (54) STM169 10.93 CIRCULAR 0.675 0.675 0.013 195.38 195.31 0.606 0.90 Little Beaver River (54) STM170 11.66 CIRCULAR 0.300 0.300 0.013 198.35 198.30 0.057 0.90 Little Beaver River (54) STM1772 75.20 CIRCULAR 0.750 0.750 0.013 195.68 195.31 0.707 0.90 Little Beaver River (54) STM2212 96.10 CIRCULAR 0.525 0.525 0.024 195.70 194.37 0.241 0.88 Little Beaver River (54) STM673 55.49 CIRCULAR 0.300 0.300 0.009 209.40 208.32 0.170 0.87 Little Beaver River (54) TW_C2581 71.58 CIRCULAR 0.600 0.000 0.024 193.51 190.67 0.536 0.81 Little Beaver River (54) STM1435 24.73 CIRCULAR 0.300 0.300 0.013 197.51 197.41 0.048 0.78 Little Beaver River (54) STM1441 36.57 CIRCULAR 0.300 0.300 0.009 198.21 197.81 0.115 0.78 Little Beaver River (54) STM171 30.93 CIRCULAR 0.300 0.300 0.013 198.45 198.35 0.043 0.78 Little Beaver River (54) STM589 59.49 CIRCULAR 0.600 0.600 0.009 205.30 204.66 0.720 0.78 Little Beaver River (54) STM1442 56.57 CIRCULAR 0.600 0.600 0.013 197.30 196.93 0.379 0.77 Little Beaver River (54) STM2750 31.79 CIRCULAR 0.750 0.750 0.009 192.42 192.31 0.714 0.76 Little Beaver River (54) STM1703 17.72 CIRCULAR 0.600 0.600 0.009 193.99 193.92 0.408 0.73 Little Beaver River (54) STM704_4 19.00 CIRCULAR 0.750 0.000 0.013 197.77 196.50 0.907 0.73 Little Beaver River (54) STM595 12.26 CIRCULAR 0.600 0.600 0.009 204.65 204.46 0.795 0.72 Little Beaver River (54) STM671 30.18 CIRCULAR 0.300 0.300 0.009 210.03 209.41 0.144 0.72 Little Beaver River (54) STM1042 20.09 CIRCULAR 0.750 0.750 0.013 194.87 194.58 0.946 0.71 Little Beaver River (54) STM1684 59.82 CIRCULAR 0.600 0.600 0.009 193.61 193.29 0.463 0.71 Little Beaver River (54) STM594 31.77 CIRCULAR 0.600 0.600 0.009 203.68 203.15 0.815 0.71 Little Beaver River (54) STM182 17.07 CIRCULAR 0.300 0.300 0.009 210.42 210.12 0.129 0.70 S �' ,.. m@. ` "___ II .. @6 - a r . _ nA flm Al Little Beaver River (54) STM1043 70.98 CIRCULAR 0.300 0.300 0.013 197.01 196.17 0.071 0.68 Little Beaver River (54) STM1440 9.20 CIRCULAR 0.300 0.300 0.009 197.81 197.60 0.140 0.67 Little Beaver River (54) STM1969 30.38 CIRCULAR 0.600 0.600 0.009 193.29 193.08 0.495 0.67 Little Beaver River (54) STM2846 42.86 CIRCULAR 1.200 1.200 0.013 187.31 187.16 1.551 0.67 Little Beaver River (54) STM1701 60.17 CIRCULAR 0.600 0.600 0.009 193.92 193.61 0.423 0.66 Little Beaver River (54) STM3063 37.52 CIRCULAR 1.200 1.200 0.013 187.49 187.36 1.504 0.66 Little Beaver River (54) STM1386 27.91 CIRCULAR 0.600 0.600 0.013 196.93 196.59 0.442 0.65 Little Beaver River (54) STM115 7.14 CIRCULAR 0.600 0.600 0.009 203.12 202.96 0.830 0.63 Little Beaver River (54) STM2746 24.43 CIRCULAR 1.200 1.200 0.013 187.63 187.54 1.496 0.63 Little Beaver River (54) STM542 6.52 CIRCULAR 0.300 0.300 0.009 209.39 209.20 0.148 0.62 Little Beaver River (54) STM3224 22.70 CIRCULAR 0.375 0.375 0.009 200.93 200.82 0.108 0.61 Little Beaver River (54) STM343 11.35 CIRCULAR 0.450 0.450 0.009 206.96 206.62 0.434 0.61 Little Beaver River (54) STM541 36.71 CIRCULAR 0.600 0.600 0.009 204.46 203.67 0.794 0.61 Little Beaver River (54) STM3079 28.45 CIRCULAR 1.000 1.000 0.013 194.56 194.21 1.570 0.59 Little Beaver River (54) STM2870 47.66 CIRCULAR 0.375 0.375 0.009 194.63 194.36 0.109 0.57 Little Beaver River (54) STM184 44.23 CIRCULAR 0.300 0.300 0.009 210.85 210.42 0.076 0.55 Little Beaver River (54) STM2081 12.28 CIRCULAR 0.600 0.600 0.009 188.78 188.70 0.394 0.55 Little Beaver River (54) STM2861 25.01 CIRCULAR 0.800 0.800 0.024 191.14 190.72 0.506 0.55 Little Beaver River (54) STM3228 27.59 CIRCULAR 0.600 0.600 0.009 200.69 200.58 0.296 0.53 Little Beaver River (54) STM3229 20.72 CIRCULAR 0.600 0.600 0.009 200.55 200.46 0.313 0.53 Little Beaver River (54) STM672 54.90 CIRCULAR 0.300 0.300 0.009 211.00 210.05 0.095 0.52 Little Beaver River (54) STM168 66.51 CIRCULAR 0.300 0.300 0.013 197.46 197.03 0.040 0.51 Little Beaver River (54) C100 6.01 CIRCULAR 0.300 0.000 0.009 187.52 187.49 0.049 0.50 Little Beaver River (54) STM704 54.38 CIRCULAR 0.750 0.750 0.009 202.44 201.82 0.821 0.48 Little Beaver River (54) STM173 5.47 CIRCULAR 0.300 0.300 0.013 199.99 199.64 0.115 0.47 Little Beaver River (54) STM2851 41.38 CIRCULAR 0.675 0.675 0.013 187.90 187.68 0.286 0.47 Little Beaver River (54) STM3243 62.02 CIRCULAR 0.450 0.450 0.009 200.86 200.72 0.090 0.46 Little Beaver River (54) STM1630 57.42 CIRCULAR 0.300 0.300 0.009 200.58 200.35 0.039 0.45 Little Beaver River (54) STM1683 65.09 CIRCULAR 0.300 0.300 0.009 201.13 200.35 0.069 0.45 Little Beaver River (54) STM2853 46.44 CIRCULAR 0.600 0.600 0.013 188.56 188.30 0.203 0.44 Little Beaver River (54) STM3221 44.96 CIRCULAR 0.300 0.300 0.009 201.38 200.99 0.058 0.44 Little Beaver River (54) STM3227 20.16 CIRCULAR 0.375 0.375 0.009 200.77 200.72 0.055 0.44 Little Beaver River (54) STM2753 38.67 CIRCULAR 0.375 0.375 0.009 194.88 194.64 0.086 0.43 Little Beaver River (54) STM2852 67.73 CIRCULAR 0.675 0.675 0.013 188.23 187.90 0.250 0.43 Little Beaver River (54) STM3226 8.37 CIRCULAR 0.450 0.450 0.009 200.75 200.72 0.107 0.43 Little Beaver River (54) STM584 55.03 CIRCULAR 0.450 0.450 0.009 208.19 207.16 0.232 0.41 Little Beaver River (54) C101 11.22 CIRCULAR 0.375 0.000 0.013 187.44 187.38 0.052 0.40 Little Beaver River (54) STM2747 37.21 CIRCULAR 0.600 0.600 0.013 188.83 188.64 0.176 0.40 Little Beaver River (54) STM2850 51.71 CIRCULAR 1.500 1.500 0.013 186.86 186.60 1.910 0.38 Little Beaver River (54) STM3219 41.32 CIRCULAR 0.300 0.300 0.009 201.68 201.45 0.039 0.38 Little Beaver River (54) STM2217 27.54 CIRCULAR 0.800 0.800 0.024 190.72 189.62 0.516 0.36 Little Beaver River (54) STM1388 16.46 CIRCULAR 0.300 0.300 0.009 197.17 196.93 0.057 0.34 Little Beaver River (54) STM1702 17.41 CIRCULAR 0.525 0.525 0.009 194.18 194.05 0.185 0.34 Little Beaver River (54) STMCUL440 21.45 CIRCULAR 1.000 0.000 0.01 188.15 187.93 1.054 0.33 Little Beaver River (54) STM3241 42.67 CIRCULAR 0.450 0.450 0.009 201.02 200.89 0.073 0.32 Little Beaver River (54) STM3504 67.29 CIRCULAR 0.300 0.300 0.009 196.03 194.21 0.069 0.30 Little Beaver River (54) STM2215 33.43 CIRCULAR 0.800 0.800 0.024 194.04 192.80 0.395 0.29 Little Beaver River (54) STM674 45.28 CIRCULAR 0.300 0.300 0.009 211.63 211.03 0.046 0.29 :24:31./Ii :i iiIiiii. srui [, E , 2 ma - - .. (Visl\t mm CL IsINt mm Gim,ax Al Little Beaver River (54) STM676 10.33 CIRCULAR 0.450 0.450 0.009 208.29 207.44 0.343 0.29 Little Beaver River (54) STM3240 9.01 CIRCULAR 0.450 0.450 0.009 201.08 201.05 0.067 0.28 Little Beaver River (54) STM3222 36.20 CIRCULAR 0.300 0.300 0.009 201.21 200.99 0.029 0.26 Little Beaver River (54) STM3232 26.43 CIRCULAR 0.300 0.300 0.009 200.88 200.80 0.020 0.26 Little Beaver River (54) STM3231 31.56 CIRCULAR 0.300 0.300 0.009 201.00 200.91 0.019 0.25 Little Beaver River (54) STM2213 25.26 CIRCULAR 0.200 0.300 0.024 196.43 196.19 0.004 0.22 Little Beaver River (54) STM3237 55.02 CIRCULAR 0.300 0.300 0.009 202.00 201.09 0.039 0.22 Little Beaver River (54) STM2211 11.03 CIRCULAR 0.300 0.300 0.009 177.59 177.42 0.035 0.20 Little Beaver River (54) STM2845 31.85 CIRCULAR 0.300 0.300 0.009 188.37 188.21 0.020 0.20 Little Beaver River (54) STM689 30.99 CIRCULAR 0.300 0.300 0.009 211.15 210.87 0.024 0.18 Lousia St. E Outlet TW_C5091 5.22 CIRCULAR 1.000 0.000 0.013 188.32 188.26 0.440 0.17 Lousia St. E Outlet STM664 15.04 CIRCULAR 0.900 0.900 0.009 206.62 206.36 0.445 0.13 Lousia St. E Outlet STM2080 48.44 CIRCULAR 0.450 0.450 0.009 190.35 188.90 0.077 0.11 Lousia St. E Outlet STM2754 55.10 CIRCULAR 0.300 0.300 0.009 195.25 194.90 0.012 0.11 Lousia St. E Outlet STM3218 18.72 CIRCULAR 0.300 0.300 0.009 202.05 201.95 0.009 0.09 Lousia St. E Outlet STM3216 28.26 CIRCULAR 0.300 0.300 0.009 201.85 201.73 0.005 0.05 Lousia St. E Outlet STM3076 42.26 CIRCULAR 0.300 0.300 0.024 196.95 195.35 0.004 0.04 Lousia St. E Outlet STM3234 57.60 CIRCULAR 0.300 0.300 0.009 202.56 202.03 0.004 0.03 Lousia St. E Outlet STM2085 60.65 CIRCULAR 0.450 0.450 0.024 193.28 190.35 0.006 0.02 Lousia St. E Outlet STM2862 16.50 CIRCULAR 0.800 0.800 0.024 194.75 194.14 0.034 0.02 Lousia St. E Outlet STM3238 33.51 CIRCULAR 0.300 0.300 0.009 201.24 201.14 0.001 0.01 Lousia St. E Outlet STM596 34.18 CIRCULAR 0.300 0.300 0.009 203.04 202.74 0.001 0.01 Lousia St. E Outlet STM3072 6.00 CIRCULAR 0.300 0.300 0.009 195.12 194.94 0.000 0.00 Lousia St. E Outlet STM1422 13.95 CIRCULAR 0.600 0.600 0.013 189.10 189.09 0.686 4.17 Lousia St. E Outlet STM456 104.26 CIRCULAR 0.600 0.600 0.013 197.01 196.90 0.557 2.79 Lousia St. E Outlet STM488 10.01 CIRCULAR 0.300 0.300 0.009 201.28 201.20 0.318 2.54 Lousia St. E Outlet STM489 24.58 CIRCULAR 0.600 0.600 0.024 188.04 187.83 0.763 2.48 Lousia St. E Outlet STM491 32.41 CIRCULAR 0.300 0.300 0.024 189.68 189.43 0.106 2.31 Lousia St. E Outlet STM418 7.50 CIRCULAR 0.300 0.300 0.013 197.35 197.30 0.164 2.08 Lousia St. E Outlet STM458 6.14 CIRCULAR 0.300 0.300 0.009 197.79 197.76 0.155 1.59 Lousia St. E Outlet STM378 109.02 CIRCULAR 0.350 0.600 0.013 198.26 197.03 0.242 1.57 Lousia St. E Outlet STM2004 112.48 CIRCULAR 0.600 0.600 0.013 195.92 195.46 0.593 1.51 Lousia St. E Outlet STM1405 3.10 CIRCULAR 0.300 0.300 0.009 201.19 201.12 0.298 1.42 Lousia St. E Outlet STM2920 104.70 CIRCULAR 0.300 0.300 0.013 203.77 203.35 0.079 1.29 Lousia St. E Outlet STM1609 29.25 CIRCULAR 0.600 0.600 0.013 194.65 194.45 0.647 1.27 Lousia St. E Outlet STM1608 67.68 CIRCULAR 0.600 0.600 0.013 194.25 193.69 0.687 1.23 Lousia St. E Outlet STM1588 108.92 CIRCULAR 0.350 0.450 0.013 201.03 199.75 0.192 1.21 Lousia St. E Outlet STM2895 25.79 CIRCULAR 0.600 0.600 0.024 187.78 186.83 0.774 1.21 Lousia St. E Outlet STM2198 39.34 CIRCULAR 0.600 0.600 0.013 189.09 188.72 0.711 1.19 Lousia St. E Outlet STM1421 56.96 CIRCULAR 0.600 0.600 0.013 188.72 188.06 0.731 1.11 Lousia St. E Outlet STM1954 88.35 CIRCULAR 0.600 0.600 0.013 195.40 194.66 0.626 1.11 Lousia St. E Outlet STM1570 106.02 CIRCULAR 0.350 0.450 0.013 199.75 198.33 0.183 1.08 Mary St. Outlet STM1681 106.83 CIRCULAR 0.600 0.600 0.013 196.90 196.08 0.564 1.05 Mary St. Outlet STM2773 114.25 CIRCULAR 0.375 0.375 0.013 203.35 202.04 0.195 1.04 Mary St. Outlet STM1891 72.37 CIRCULAR 0.450 0.450 0.013 201.96 201.06 0.314 0.99 Mary St. Outlet STM2195 6.70 CIRCULAR 0.600 0.600 0.013 190.06 189.90 0.739 0.78 Mary St. Outlet STM1404 10.80 CIRCULAR 0.300 0.300 0.013 201.26 201.12 0.081 0.74 Mary St. Outlet STM459 7.53 CIRCULAR 0.300 0.300 0.009 197.72 197.52 0.163 0.72 *UTLEll T me i u - mm u mn Mary St. Outlet STM1413 5.69 CIRCULAR 0.300 0.300 0.009 201.62 201.58 0.083 0.71 Mary St. Outlet STM1414 40.44 CIRCULAR 0.600 0.600 0.013 192.40 191.00 0.733 0.64 Mary St. Outlet STM490 8.03 CIRCULAR 0.600 0.600 0.013 190.60 190.32 0.739 0.64 Mary St. Outlet STM2919 43.82 CIRCULAR 0.300 0.300 0.013 204.51 203.84 0.034 0.28 Mary St. Outlet STM2174 4.03 CIRCULAR 0.400 0.400 0.009 195.98 195.94 0.018 0.06 Mary St. Outlet STM2175 7.62 CIRCULAR 0.375 0.375 0.009 196.08 196.01 0.013 0.05 Mary St. Outlet STM2186 37.52 CIRCULAR 0.300 0.300 0.024 196.60 196.11 0.001 0.01 Mary St. Outlet STM3101 6.78 CIRCULAR 0.300 0.300 0.024 192.38 192.35 0.200 5.74 Mary St. Outlet STMTE032 22.91 CIRCULAR 0.500 0.500 0.024 205.52 205.33 0.386 2.06 Mary St. Outlet STM2915 22.73 CIRCULAR 0.250 0.250 0.024 192.29 192.69 0.066 1.54 Mary St. Outlet STMTE028 24.84 CIRCULAR 0.600 0.600 0.013 192.69 192.35 0.842 1.18 Mary St. Outlet STMTE031 72.00 CIRCULAR 0.500 0.500 0.024 208.00 206.62 0.329 1.16 Mary St. Outlet C95 41.54 CIRCULAR 0.250 0.000 0.013 192.35 192.69 0.058 1.07 Mary St. Outlet STMTE023 77.64 CIRCULAR 0.500 0.500 0.013 205.08 204.35 0.391 1.06 Mary St. Outlet STMTE017 48.78 CIRCULAR 0.250 0.250 0.024 192.66 192.35 0.027 1.03 Mary St. Outlet STMTE019 123.14 CIRCULAR 0.300 0.300 0.024 192.37 190.08 0.068 0.95 Misc. Camperdown STMTE029 34.09 CIRCULAR 0.600 0.600 0.013 192.23 190.84 0.991 0.80 Misc. Camperdown STMTE034 19.72 CIRCULAR 0.600 0.600 0.013 193.19 192.74 0.723 0.78 Misc. Camperdown STMTE022 54.13 CIRCULAR 0.500 0.500 0.013 206.57 205.52 0.367 0.70 Misc. Camperdown STM2916 12.55 CIRCULAR 0.300 0.300 0.009 190.70 190.79 0.074 0.62 Misc. Camperdown STMTE027 34.87 CIRCULAR 0.600 0.600 0.013 194.59 193.34 0.673 0.58 Misc. Camperdown STMTE024 69.95 CIRCULAR 0.500 0.500 0.013 204.31 200.54 0.422 0.48 Misc. Camperdown STM2913 6.67 CIRCULAR 0.250 0.250 0.024 192.39 192.13 0.030 0.47 Misc. Camperdown STMTE035 142.16 ARCH 1.000 1.800 0.024 190.84 189.85 1.016 0.46 Misc. Camperdown STMTE026 45.90 CIRCULAR 0.600 0.600 0.013 197.40 194.73 0.629 0.42 Misc. Camperdown STMTE025 22.33 CIRCULAR 0.600 0.600 0.013 200.17 198.12 0.459 0.25 Misc. Camperdown STMTE021 116.30 CIRCULAR 0.500 0.500 0.024 208.98 208.02 0.029 0.15 Misc. Camperdown STMTE030 24.92 CIRCULAR 0.600 0.350 0.013 198.09 197.42 0.133 0.13 Misc. Camperdown STMTE018 14.15 CIRCULAR 0.300 0.300 0.024 192.66 192.37 0.009 0.12 Misc. Camperdown STM2966 83.26 CIRCULAR 0.675 0.675 0.013 177.15 177.00 0.505 1.42 Misc. Camperdown STM2965 16.52 CIRCULAR 0.600 0.600 0.013 177.27 177.24 0.326 1.25 Misc. Camperdown STM2964 21.98 CIRCULAR 0.600 0.600 0.013 177.36 177.31 0.301 1.03 Misc. Camperdown STM3487 38.42 CIRCULAR 0.375 0.375 0.009 178.37 178.18 0.159 0.89 Misc. Camperdown STM3125 68.03 CIRCULAR 0.450 0.450 0.009 177.84 177.50 0.222 0.76 Misc. Clarksburg STM2967 17.48 CIRCULAR 0.450 0.450 0.009 177.43 177.38 0.165 0.75 Misc. Clarksburg STM3486 46.62 CIRCULAR 0.375 0.375 0.009 178.63 178.43 0.113 0.68 Misc. Clarksburg STM2959 112.45 CIRCULAR 0.375 0.375 0.009 178.59 177.97 0.108 0.58 Misc. Clarksburg STM3498 58.05 CIRCULAR 0.675 0.675 0.009 177.12 177.00 0.293 0.53 Misc. Clarksburg STM3122 12.60 CIRCULAR 0.450 0.450 0.009 178.04 177.92 0.204 0.51 Misc. Clarksburg STM3494 37.24 CIRCULAR 0.675 0.675 0.009 177.55 177.47 0.247 0.44 Misc. Clarksburg STM3491 19.94 CIRCULAR 0.675 0.675 0.009 177.66 177.62 0.236 0.43 Misc. Clarksburg STM2786 79.63 CIRCULAR 0.450 0.450 0.009 177.75 177.50 0.082 0.36 Misc. Clarksburg STM2802 61.18 CIRCULAR 0.450 0.450 0.024 177.32 176.97 0.039 0.33 Misc. Clarksburg STM3490 71.50 CIRCULAR 0.675 0.675 0.009 177.89 177.67 0.190 0.28 Misc. Clarksburg STM3496 19.75 CIRCULAR 0.675 0.675 0.009 177.45 177.33 0.267 0.28 Misc. Clarksburg STM3497 15.31 CIRCULAR 0.675 0.675 0.009 177.29 177.19 0.280 0.28 Misc. Clarksburg STM3006 12.17 CIRCULAR 0.450 0.450 0.024 177.43 177.32 0.009 0.06 Misc. Clarksburg STMTE010 22.73 CIRCULAR 0.300 0.300 0.024 196.46 196.05 0.123 1.76 WATERCOURSE / DU,TL-ET LENGTH SIZE u, SIZE2 mm - US IN mm DS INV. mm , 0MAx mm3 Misc. Clarksburg STMTE007 16.72 CIRCULAR 0.300 0.300 0.013 199.61 199.09 0.238 1.39 Misc. Clarksburg STM2924 36.02 CIRCULAR 0.300 0.300 0.024 198.02 197.43 0.077 1.15 Misc. Clarksburg STM2769 7.14 CIRCULAR 0.300 0.300 0.013 199.88 199.61 0.206 1.10 Misc. Lora Bay STM2768 79.34 CIRCULAR 0.300 0.300 0.013 203.33 199.86 0.201 0.99 Misc. Lora Bay STMTE009 65.93 CIRCULAR 0.300 0.300 0.013 197.98 197.14 0.085 0.78 Misc. Lora Bay STM2928 59.36 CIRCULAR 0.400 0.400 0.024 198.02 196.56 0.110 0.62 Misc. Lora Bay STM2912 46.21 CIRCULAR 0.300 0.300 0.013 204.20 203.33 0.069 0.52 Misc. Lora Bay STM2774 28.53 CIRCULAR 0.500 0.500 0.024 200.65 200.02 0.148 0.49 Misc. Lora Bay STM2930 35.05 CIRCULAR 0.400 0.400 0.024 198.99 198.02 0.092 0.49 Misc. Lora Bay STMTE011 10.26 CIRCULAR 0.300 0.300 0.024 196.22 196.11 0.018 0.34 Misc. Lora Bay STMTE008 69.46 CIRCULAR 0.300 0.300 0.013 198.69 197.85 0.028 0.26 Misc. Lora Bay STM2925 6.33 CIRCULAR 0.300 0.300 0.024 198.13 198.04 0.015 0.24 Misc. Lora Bay STM2927 21.54 CIRCULAR 0.600 0.600 0.009 196.30 195.82 0.140 0.11 Misc. Lora Bay STM2929 33.69 CIRCULAR 0.300 0.300 0.024 200.34 198.95 0.011 0.10 Misc. Lora Bay STMTE020 11.03 CIRCULAR 0.300 0.300 0.024 193.35 192.94 0.006 0.06 Misc. Lora Bay STM2775 2.79 CIRCULAR 0.300 0.300 0.024 201.49 201.31 0.000 0.00 Misc. Thornbury STM2640 49.94 CIRCULAR 0.450 0.450 0.013 178.55 178.38 0.350 2.14 Misc. Thornbury STM2641 52.04 CIRCULAR 0.450 0.450 0.013 179.33 179.10 0.314 1.66 Misc. Thornbury STM2643 99.43 CIRCULAR 0.450 0.450 0.013 179.83 179.36 0.248 1.27 Misc. Thornbury STM2635 20.33 CIRCULAR 0.525 0.525 0.013 178.51 178.45 0.252 1.16 Misc. Thornbury STM2644 42.30 CIRCULAR 0.450 0.450 0.013 180.19 179.96 0.218 1.05 Misc. Thornbury STM2647 68.10 CIRCULAR 0.450 0.450 0.013 180.55 180.19 0.207 1.00 Misc. Thornbury STM2648 81.34 CIRCULAR 0.450 0.450 0.013 180.95 180.56 0.192 0.97 Misc. Thornbury STM1474 11.80 CIRCULAR 0.375 0.375 0.009 180.24 180.12 0.236 0.93 Misc. Thornbury STM2649 16.03 CIRCULAR 0.450 0.450 0.013 181.07 181.00 0.135 0.68 Misc. Thornbury STM1472 53.59 CIRCULAR 0.300 0.300 0.009 181.58 180.38 0.099 0.47 Misc. Thornbury STM2634 63.00 CIRCULAR 0.450 0.450 0.013 179.11 178.80 0.039 0.20 Misc. Thornbury STM1471 52.75 CIRCULAR 0.300 0.300 0.009 183.62 181.64 0.035 0.13 Misc. Thornbury STM2633 16.91 CIRCULAR 0.450 0.450 0.009 179.52 179.18 0.020 0.03 Misc. Thornbury STM2095 21.35 CIRCULAR 0.300 0.300 0.024 186.51 186.45 0.091 3.29 Misc. Thornbury STM2905 66.03 CIRCULAR 0.300 0.375 0.013 201.94 201.79 0.113 2.45 Misc. Thornbury STM1607 60.65 CIRCULAR 0.300 0.300 0.013 178.15 177.91 0.147 2.41 Misc. Thornbury STM2941 78.56 CIRCULAR 0.250 0.250 0.024 178.54 178.40 0.031 2.30 Misc. Thornbury STM3118 21.38 CIRCULAR 0.375 0.375 0.013 185.86 185.75 0.287 2.28 Misc. Thornbury STM420 10.39 CIRCULAR 0.600 0.600 0.024 180.70 180.63 0.615 2.25 Misc. Thornbury STM2072 23.75 CIRCULAR 0.300 0.300 0.024 177.66 176.92 0.160 1.73 Misc. Thornbury STM2610 64.37 CIRCULAR 0.525 0.525 0.013 194.53 194.31 0.431 1.70 Misc. Thornbury TW_C4253 20.22 CIRCULAR 0.300 0.000 0.024 186.42 186.00 0.125 1.65 Misc. Thornbury STM2820 33.10 CIRCULAR 0.300 0.300 0.009 181.93 181.76 0.160 1.60 Misc. Thornbury STM3116 66.32 CIRCULAR 0.250 0.250 0.024 178.81 178.54 0.031 1.51 Misc. Thornbury STM1928 37.54 CIRCULAR 0.300 0.300 0.009 199.07 198.70 0.207 1.49 Misc. Thornbury STM2155 18.13 CIRCULAR 0.300 0.300 0.009 199.28 199.15 0.177 1.49 Misc. Thornbury STM1888 43.93 CIRCULAR 0.450 0.450 0.013 185.70 185.49 0.284 1.44 Misc. Thornbury STM3094 47.19 CIRCULAR 0.600 0.600 0.013 200.56 200.44 0.447 1.44 Misc. Thornbury STM2147 81.70 CIRCULAR 0.525 0.525 0.013 196.08 195.31 0.576 1.38 Misc. Thornbury STM3824 13.55 CIRCULAR 0.750 0.750 0.013 176.81 176.77 0.835 1.38 Misc. Thornbury STM2781 29.51 CIRCULAR 0.450 0.450 0.013 185.49 185.05 0.477 1.37 Misc. Thornbury STM2585 37.89 CIRCULAR 0.675 0.675 0.013 176.97 176.85 0.586 1.24 WATERCOURSE / ! i LENGTH me ;. n __ SIZE t l .. SIZE2 o 1 p ',, z,� � � �, r ,_ _. -. A I US INV. DS INV. AA , 0MAx 3. .., MA .-..-;. Misc. Thornbury STM2591 10.58 CIRCULAR 0.375 0.375 0.009 178.85 178.81 0.193 1.24 Misc. Thornbury STM2942 13.14 CIRCULAR 0.250 0.250 0.024 178.53 177.86 0.087 1.19 Misc. Thornbury STM2096 9.63 CIRCULAR 0.300 0.300 0.024 186.71 186.51 0.088 1.17 Misc. Thornbury STM421 11.85 CIRCULAR 0.450 0.450 0.013 180.48 180.19 0.514 1.15 Misc. Thornbury STM1501 19.69 CIRCULAR 0.300 0.300 0.013 187.10 187.00 0.079 1.14 Misc. Thornbury STM1925 54.72 CIRCULAR 0.450 0.450 0.009 197.98 197.63 0.352 1.07 Misc. Thornbury STM406 16.81 CIRCULAR 0.525 0.525 0.009 196.28 196.15 0.582 1.07 Misc. Thornbury STM1922 96.02 CIRCULAR 0.375 0.375 0.013 196.80 196.33 0.129 1.05 Misc. Thornbury STM1492 17.36 CIRCULAR 0.300 0.300 0.013 186.70 186.60 0.077 1.04 Misc. Thornbury STM1577 48.67 CIRCULAR 0.750 0.750 0.013 177.12 176.88 0.815 1.04 Misc. Thornbury STM1876 71.46 CIRCULAR 0.375 0.375 0.013 186.40 185.86 0.157 1.03 Misc. Thornbury STM1502 58.67 CIRCULAR 0.375 0.375 0.013 186.90 186.60 0.125 0.99 Misc. Thornbury STM2156 9.47 CIRCULAR 0.300 0.300 0.009 199.41 199.36 0.099 0.98 Misc. Thornbury STM1576 32.76 CIRCULAR 0.375 0.375 0.013 177.84 177.25 0.228 0.97 Misc. Thornbury STM425 35.54 CIRCULAR 0.525 0.525 0.013 177.87 177.25 0.537 0.94 Misc. Thornbury STM2592 68.22 CIRCULAR 0.375 0.375 0.009 179.18 178.86 0.158 0.91 Misc. Thornbury STM405 37.03 CIRCULAR 0.450 0.450 0.009 196.94 196.49 0.410 0.91 Misc. Thornbury STM1484 6.26 CIRCULAR 0.450 0.450 0.009 196.43 196.35 0.419 0.90 Misc. Thornbury STM2152 56.02 CIRCULAR 0.375 0.375 0.009 198.65 198.05 0.237 0.90 Misc. Thornbury STM3119 35.77 CIRCULAR 0.525 0.525 0.009 184.24 183.94 0.510 0.90 Misc. Thornbury STM2589 18.73 CIRCULAR 0.375 0.375 0.009 178.74 178.59 0.201 0.89 Misc. Thornbury STM1428 31.23 CIRCULAR 0.600 0.600 0.013 183.74 183.43 0.539 0.88 Misc. Thornbury STM2090 13.39 CIRCULAR 0.600 0.600 0.024 181.68 181.54 0.299 0.88 Misc. Thornbury STM2590 6.25 CIRCULAR 0.375 0.375 0.009 178.80 178.75 0.199 0.88 Misc. Thornbury STM2956 4.51 CIRCULAR 0.600 0.600 0.013 186.53 186.50 0.440 0.88 Misc. Thornbury STM2584 52.87 CIRCULAR 0.375 0.375 0.009 178.57 177.02 0.375 0.86 Misc. Thornbury STM1923 52.30 CIRCULAR 0.450 0.450 0.009 197.59 196.94 0.384 0.83 Misc. Thornbury STM2766 65.46 CIRCULAR 0.600 0.600 0.013 201.53 201.35 0.264 0.82 Misc. Thornbury STM2580 14.03 CIRCULAR 0.300 0.300 0.024 178.91 178.27 0.090 0.81 Misc. Thornbury STM2763 46.44 CIRCULAR 0.375 0.375 0.009 195.57 195.35 0.142 0.81 Misc. Thornbury STM3109 6.09 CIRCULAR 0.300 0.300 0.013 185.80 185.60 0.137 0.78 Misc. Thornbury STM2089 10.74 CIRCULAR 0.450 0.450 0.024 182.02 181.84 0.152 0.77 Misc. Thornbury STM2909 48.89 CIRCULAR 0.600 0.600 0.013 201.09 200.67 0.435 0.76 Misc. Thornbury STM2101 49.54 CIRCULAR 0.600 0.600 0.013 184.33 183.79 0.484 0.75 Misc. Thornbury STM424 26.99 CIRCULAR 0.450 0.450 0.013 180.10 178.20 0.555 0.73 Misc. Thornbury STM1890 37.01 CIRCULAR 0.525 0.525 0.013 185.00 184.15 0.469 0.72 Misc. Thornbury STM3091 49.76 CIRCULAR 0.525 0.525 0.013 189.25 186.67 0.708 0.72 Misc. Thornbury STM2764 16.57 CIRCULAR 0.375 0.375 0.009 195.35 195.18 0.167 0.65 Misc. Thornbury STM2911 20.09 CIRCULAR 0.600 0.600 0.024 194.92 193.40 0.591 0.65 Misc. Thornbury STM1493 23.89 CIRCULAR 0.300 0.300 0.013 186.50 185.90 0.093 0.61 Misc. Thornbury STM2150 56.27 CIRCULAR 0.525 0.525 0.013 195.31 190.91 0.683 0.57 Misc. Thornbury STM2170 96.96 CIRCULAR 0.600 0.600 0.013 194.73 194.08 0.284 0.56 Misc. Thornbury STM2118 58.27 CIRCULAR 0.600 0.600 0.013 185.20 184.87 0.243 0.53 Misc. Thornbury STM2168 14.62 CIRCULAR 0.600 0.600 0.024 191.80 189.28 0.733 0.53 Misc. Thornbury STM2907 95.80 CIRCULAR 0.600 0.600 0.013 200.42 198.00 0.482 0.49 Misc. Thornbury STM2121 18.73 CIRCULAR 0.600 0.600 0.013 184.87 184.57 0.376 0.48 Misc. Thornbury STM1490 33.85 CIRCULAR 0.300 0.300 0.013 186.85 186.80 0.017 0.46 Misc. Thornbury STM2955 5.00 CIRCULAR 0.525 0.525 0.013 188.67 188.35 0.439 0.40 WATERCOURSE / ! , -, .. LENGTH It . " __ SIZE I l .. SIZE2 n 1 6 ',, z, „ �, r ,_ _. -. US INV. A I DS INV. OM 0MAx AA 3 Misc. Thornbury STM2593 32.13 CIRCULAR 0.375 0.375 0.009 179.44 179.24 0.073 0.37 Misc. Thornbury STM2954 10.92 CIRCULAR 0.525 0.525 0.013 192.31 191.40 0.431 0.35 Misc. Thornbury STM3093 10.74 CIRCULAR 0.300 0.300 0.013 202.03 202.03 0.002 0.31 Misc. Thornbury STM2167 73.49 CIRCULAR 0.450 0.450 0.013 195.43 194.73 0.082 0.29 Misc. Thornbury STM3730 19.63 CIRCULAR 0.500 0.500 0.024 178.27 178.73 0.086 0.27 Misc. Thornbury STM2902 20.26 CIRCULAR 0.300 0.300 0.013 202.16 202.11 0.013 0.26 Misc. Thornbury STM2611 107.29 CIRCULAR 0.525 0.525 0.013 195.50 194.60 0.089 0.23 Misc. Thornbury STM2100 12.73 CIRCULAR 0.525 0.525 0.013 183.38 177.06 0.552 0.17 Misc. Thornbury STM2612 60.08 CIRCULAR 0.450 0.450 0.013 195.29 194.97 0.028 0.13 Misc. Thornbury STM2762 42.52 CIRCULAR 0.375 0.375 0.009 195.78 195.59 0.022 0.13 Misc. Thornbury STM1927 8.89 CIRCULAR 0.300 0.300 0.009 197.98 197.90 0.015 0.12 Misc. Thornbury STM2741 61.09 CIRCULAR 0.450 0.450 0.009 188.39 187.65 0.054 0.12 Misc. Thornbury STM2834 6.87 CIRCULAR 0.450 0.450 0.009 187.65 187.53 0.046 0.09 Misc. Thornbury STM2157 11.61 CIRCULAR 0.375 0.450 0.024 196.97 196.80 0.010 0.08 Peasemarsh Outlet (40) STM2596 41.30 CIRCULAR 0.375 0.375 0.009 182.91 179.69 0.060 0.08 Peasemarsh Outlet (40) STM2600 8.49 CIRCULAR 0.300 0.300 0.009 184.20 183.83 0.023 0.08 Peasemarsh Outlet (40) STM2835 3.68 CIRCULAR 0.450 0.450 0.009 187.52 187.73 0.082 0.08 Peasemarsh Outlet (40) STM1410 9.89 CIRCULAR 0.300 0.300 0.009 195.95 195.53 0.019 0.07 Peasemarsh Outlet (40) STM3053 58.22 CIRCULAR 0.600 0.600 0.013 185.18 184.36 0.050 0.07 Peasemarsh Outlet (40) STM2171 46.66 CIRCULAR 0.300 0.300 0.013 196.14 195.89 0.004 0.06 Peasemarsh Outlet (40) STM2598 7.85 CIRCULAR 0.300 0.300 0.009 183.82 182.94 0.028 0.06 Peasemarsh Outlet (40) STM2834A 13.71 CIRCULAR 0.450 0.450 0.009 187.87 187.65 0.029 0.05 Peasemarsh Outlet (40) STM2901 5.78 CIRCULAR 0.300 0.300 0.009 202.32 202.16 0.011 0.05 Peasemarsh Outlet (40) STM2088 14.38 CIRCULAR 0.450 0.450 0.024 182.12 182.07 0.002 0.02 Peasemarsh Outlet (40) STM3086 29.09 CIRCULAR 0.375 0.375 0.009 195.90 195.80 0.002 0.02 Peasemarsh Outlet (40) STM2826 134.78 CIRCULAR 0.600 0.600 0.013 185.53 185.33 0.003 0.01 Peasemarsh Outlet (40) STM1427 55.56 CIRCULAR 0.600 0.600 0.013 185.94 185.22 0.001 0.00 Silver Creek (50) STM3356 9.61 CIRCULAR 0.600 0.600 0.013 218.64 218.56 1.164 2.08 Silver Creek (50) STM3728 57.50 CIRCULAR 0.300 0.300 0.009 216.19 215.87 0.182 1.75 Silver Creek (50) C70 16.90 CIRCULAR 0.375 0.000 0.009 221.39 221.25 0.393 1.70 Silver Creek (50) STM3378 23.09 CIRCULAR 0.450 0.450 0.013 220.12 219.95 0.399 1.61 Silver Creek (50) STM3715 42.12 CIRCULAR 0.450 0.450 0.009 215.73 215.58 0.387 1.57 Silver Creek (50) STM3371 55.90 CIRCULAR 0.600 0.600 0.013 219.45 218.69 1.116 1.56 Silver Creek (50) C74 15.60 CIRCULAR 0.450 0.000 0.009 220.47 220.35 0.530 1.47 Silver Creek (50) STM3379 36.49 CIRCULAR 0.450 0.450 0.013 220.54 220.27 0.363 1.47 Silver Creek (50) STM3380 19.97 CIRCULAR 0.450 0.450 0.013 220.84 220.69 0.344 1.42 Silver Creek (50) STM3718 19.97 CIRCULAR 0.525 0.525 0.009 215.12 215.05 0.522 1.42 Silver Creek (50) C76 29.30 CIRCULAR 0.675 0.000 0.013 219.57 219.28 1.180 1.41 Silver Creek (50) STM3376 46.36 CIRCULAR 0.450 0.450 0.009 221.29 221.03 0.435 1.40 Silver Creek (50) STM3729 32.84 CIRCULAR 0.300 0.300 0.009 215.80 215.38 0.212 1.34 Silver Creek (50) C75 44.80 CIRCULAR 0.675 0.000 0.013 220.05 219.60 1.092 1.30 Silver Creek (50) C69 34.70 CIRCULAR 0.375 0.000 0.009 221.93 221.46 0.376 1.27 Silver Creek (50) STM3372 32.85 CIRCULAR 0.525 0.525 0.009 219.75 219.55 0.621 1.27 Silver Creek (50) STM3382 43.92 CIRCULAR 0.375 0.375 0.009 221.60 221.23 0.291 1.25 Silver Creek (50) C83 85.20 CIRCULAR 0.375 0.000 0.009 222.35 221.07 0.380 1.22 Silver Creek (50) STM3377 20.62 CIRCULAR 0.525 0.525 0.013 219.71 219.55 0.444 1.19 Silver Creek (50) STM3883 18.01 CIRCULAR 0.900 0.900 0.024 220.26 220.18 0.775 1.19 Silver Creek (50) C73 24.00 CIRCULAR 0.450 0.000 0.009 220.69 220.50 0.427 1.17 W•TE'C•U'SE/ LENGTH SIZE SIZE2 US INV. •S INV. CM•x Silver Creek (50) STM3548 27.83 CIRCULAR 0.300 0.300 0.009 225.11 224.94 0.127 1.17 Silver Creek (50) C72 19.60 CIRCULAR 0.450 0.000 0.009 220.87 220.72 0.418 1.16 Silver Creek (50) C84 46.40 CIRCULAR 0.450 0.000 0.009 220.99 220.35 0.564 1.16 Silver Creek (50) STM3397 26.20 CIRCULAR 0.300 0.300 0.009 224.36 224.07 0.169 1.15 Silver Creek (50) STM3337 19.55 CIRCULAR 0.675 0.675 0.013 217.04 216.68 1.278 1.12 Silver Creek (50) STM3345 32.02 CIRCULAR 0.300 0.300 0.009 216.17 216.02 0.108 1.12 Silver Creek (50) STM3359 42.11 CIRCULAR 1.200 1.200 0.013 214.53 214.46 1.750 1.10 Silver Creek (50) STM3381 25.96 CIRCULAR 0.450 0.450 0.013 221.16 220.89 0.315 1.09 Silver Creek (50) C71 39.50 CIRCULAR 0.450 0.000 0.009 221.22 220.90 0.402 1.08 Silver Creek (50) STM3340 34.89 CIRCULAR 0.750 0.750 0.013 215.54 215.03 1.423 1.06 Silver Creek (50) STM3355 24.28 CIRCULAR 0.675 0.675 0.013 218.51 218.05 1.219 1.05 Silver Creek (50) STM3716 36.64 CIRCULAR 0.525 0.525 0.009 215.50 215.33 0.442 1.04 Silver Creek (50) STM3335 43.20 CIRCULAR 0.675 0.675 0.013 218.01 217.09 1.251 1.02 Silver Creek (50) STM3342 24.66 CIRCULAR 0.375 0.375 0.009 215.75 215.61 0.195 1.02 Silver Creek (50) STM3394 74.57 CIRCULAR 0.300 0.300 0.009 223.35 221.74 0.208 1.02 Silver Creek (50) STM3360 33.80 CIRCULAR 1.200 1.200 0.013 214.42 214.35 1.771 1.00 Silver Creek (50) STM3358 8.54 CIRCULAR 0.975 0.975 0.013 214.80 214.75 1.700 0.99 Silver Creek (50) C67 90.20 CIRCULAR 0.300 0.000 0.009 224.57 222.58 0.202 0.98 Silver Creek (50) STM3365 69.41 CIRCULAR 1.350 1.350 0.013 213.98 213.81 2.589 0.98 Silver Creek (50) STM3366 15.70 CIRCULAR 1.500 1.500 0.013 213.65 213.60 3.861 0.97 Silver Creek (50) STM3714 23.25 CIRCULAR 0.450 0.450 0.009 215.93 215.79 0.311 0.97 Silver Creek (50) STM3364 12.50 CIRCULAR 0.300 0.300 0.009 215.30 214.94 0.228 0.96 Silver Creek (50) STM3396 29.33 CIRCULAR 0.300 0.300 0.009 224.02 223.40 0.196 0.96 Silver Creek (50) STM3368 17.99 CIRCULAR 1.500 1.500 0.013 213.46 213.40 3.866 0.95 Silver Creek (50) STM3390 75.95 CIRCULAR 0.375 0.375 0.009 222.93 221.46 0.328 0.93 Silver Creek (50) STM3338 31.20 CIRCULAR 0.750 0.750 0.013 216.37 215.77 1.404 0.91 Silver Creek (50) STM3538 33.70 CIRCULAR 0.300 0.300 0.009 224.74 224.41 0.123 0.89 Silver Creek (50) STM3344 30.87 CIRCULAR 0.375 0.375 0.009 215.93 215.80 0.145 0.88 Silver Creek (50) STM3369 49.13 CIRCULAR 1.500 1.500 0.013 213.35 213.16 3.888 0.88 Silver Creek (50) STM3375 46.44 CIRCULAR 0.525 0.525 0.009 221.01 220.60 0.514 0.88 Silver Creek (50) STM3392 81.74 CIRCULAR 0.375 0.375 0.009 224.29 223.00 0.276 0.87 Silver Creek (50) STM3549 28.18 CIRCULAR 0.375 0.375 0.009 224.91 224.73 0.176 0.87 Silver Creek (50) STM3374 39.75 CIRCULAR 0.525 0.525 0.009 220.55 220.11 0.554 0.85 Silver Creek (50) STM3341 40.26 CIRCULAR 0.450 0.450 0.009 215.53 215.33 0.242 0.84 Silver Creek (50) STM3373 16.79 CIRCULAR 0.525 0.525 0.009 220.05 219.83 0.593 0.83 Silver Creek (50) STM3719 26.21 CIRCULAR 0.600 0.600 0.009 215.03 214.89 0.534 0.82 Silver Creek (50) STM3550 27.85 CIRCULAR 0.375 0.375 0.009 224.68 224.34 0.218 0.78 Silver Creek (50) STM3726 13.27 CIRCULAR 0.300 0.300 0.009 217.17 216.84 0.172 0.78 Silver Creek (50) STM3361 53.88 CIRCULAR 1.350 1.350 0.013 214.18 214.08 1.762 0.77 Silver Creek (50) STM3713 49.74 CIRCULAR 0.375 0.375 0.009 216.81 216.13 0.223 0.75 Silver Creek (50) STM3727 15.95 CIRCULAR 0.300 0.300 0.009 216.74 216.27 0.178 0.74 Silver Creek (50) STM3370 65.44 CIRCULAR 1.500 1.500 0.013 213.08 212.71 3.897 0.73 Silver Creek (50) STM3717 20.53 CIRCULAR 0.525 0.525 0.009 215.43 215.17 0.511 0.73 Silver Creek (50) STM3353 18.32 CIRCULAR 0.375 0.375 0.009 216.91 216.83 0.115 0.68 Silver Creek (50) STM3546 27.47 CIRCULAR 0.300 0.300 0.009 225.47 225.38 0.054 0.68 Silver Creek (50) STM3547 28.00 CIRCULAR 0.300 0.300 0.009 225.30 225.16 0.067 0.68 Silver Creek (50) C82 88.80 CIRCULAR 0.375 0.000 0.009 224.38 222.43 0.249 0.66 Silver Creek (50) STM3363 8.24 CIRCULAR 1.350 1.350 0.013 214.03 214.00 2.063 0.64 WATERCOURSE / • . -, _ ". �' LENGTH me.i "t SIZE ml .. SIZE2 .A6", �a; � � � - - ml US INV. DS INV. mm � 0MAx mm3 -. Silver Creek (50) STM3541 45.52 CIRCULAR 0.300 0.300 0.009 225.94 225.64 0.069 0.61 Silver Creek (50) STM3725 17.62 CIRCULAR 0.300 0.300 0.009 217.54 217.27 0.106 0.61 Silver Creek (50) STM3367 8.22 CIRCULAR 1.500 1.500 0.013 213.57 213.50 3.865 0.59 Silver Creek (50) C77 12.00 CIRCULAR 0.975 0.000 0.013 217.92 217.82 1.179 0.58 Silver Creek (50) STM3539 32.62 CIRCULAR 0.300 0.300 0.009 225.17 224.80 0.086 0.58 Silver Creek (50) STM3712 39.79 CIRCULAR 0.300 0.300 0.009 218.24 216.86 0.147 0.56 Silver Creek (50) C66 49.90 CIRCULAR 0.300 0.000 0.009 225.70 224.60 0.107 0.52 Silver Creek (50) C81 24.70 CIRCULAR 0.375 0.000 0.009 224.95 224.41 0.175 0.47 Silver Creek (50) STM3540 46.21 CIRCULAR 0.300 0.300 0.009 225.59 225.24 0.052 0.43 Silver Creek (50) STM3545 49.41 CIRCULAR 0.300 0.300 0.009 225.77 225.52 0.042 0.43 Silver Creek (50) STM3555 8.30 CIRCULAR 0.900 0.900 0.009 220.17 220.13 0.775 0.43 Silver Creek (50) STM3724 17.66 CIRCULAR 0.300 0.300 0.009 217.89 217.64 0.063 0.38 Silver Creek (50) C65 30.90 CIRCULAR 0.300 0.000 0.009 225.97 225.73 0.046 0.37 Silver Creek (50) STM3711 28.39 CIRCULAR 0.300 0.300 0.009 219.14 218.32 0.082 0.35 Silver Creek (50) STM3347 23.25 CIRCULAR 0.300 0.300 0.009 216.72 216.23 0.070 0.34 Silver Creek (50) STM3352 39.24 CIRCULAR 0.300 0.300 0.009 217.40 216.98 0.049 0.34 Silver Creek (50) C80 39.80 CIRCULAR 0.375 0.000 0.009 225.86 224.98 0.119 0.32 Silver Creek (50) STM3710 35.23 CIRCULAR 0.300 0.300 0.009 219.58 219.24 0.039 0.29 Silver Creek (50) C68 24.60 CIRCULAR 1.000 0.000 0.009 222.55 222.01 1.075 0.21 Silver Creek (50) C79 10.40 CIRCULAR 0.375 0.000 0.009 226.09 225.89 0.074 0.21 Silver Creek (50) STM3349 37.27 CIRCULAR 0.300 0.300 0.009 217.81 216.79 0.026 0.11 Silver Creek (50) STM3720 10.02 CIRCULAR 0.300 0.300 0.009 220.05 219.64 0.030 0.11 Silver Creek (50) STM3723 10.83 CIRCULAR 0.375 0.375 0.009 216.95 216.91 0.017 0.11 Silver Creek (50) C78 21.90 CIRCULAR 0.300 0.000 0.009 226.59 226.15 0.010 0.05 Silver Creek (50) C7 74.70 CIRCULAR 0.300 0.000 0.009 226.60 226.00 0.004 0.03 Silver Creek (50) STM3350 42.55 CIRCULAR 0.300 0.300 0.009 218.00 217.59 0.000 0.00 TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN CLIMATE CHANGE CONDITIONS - 1:5 YEAR STORM STRUCTURE PONDING DEFICIENCIES SUMMARY Q. LET_ , 200.11 T RI '' 201.51 M _ X P `TH NG CONDITION HID 201.83 0.320 Watercourse 1 STST1614 Watercourse 1 STST849 229.60 231.25 231.34 0.090 Watercourse 1 STST1606 205.48 206.88 206.93 0.050 Watercourse 1 STST1608 205.39 206.88 206.44 0.000 1 Watercourse 1 STST1609 202.85 207.53 203.87 0.000 Watercourse 1 STST1610 205.73 207.06 205.78 0.000 Watercourse 1 STST1613 201.09 202.13 202.08 0.000 Watercourse 1 STST1615 199.61 201.75 199.79 0.000 Watercourse 1 STST1616 199.75 201.66 199.88 0.000 Watercourse 1 STST1619 195.72 198.29 195.93 0.000 Watercourse 1 STST2321 221.16 223.31 221.22 0.000 Watercourse 1 STST2322 220.90 223.08 221.06 0.000 Watercourse 1 STST2323 221.03 223.20 221.25 0.000 Watercourse 1 STST2324 221.04 223.01 221.13 0.000 Watercourse 1 STST2327 220.10 221.81 220.27 0.000 Watercourse 1 STST2330 219.15 220.92 219.34 0.000 Watercourse 1 STST2331 218.17 220.03 218.83 0.000 Watercourse 1 STST2332 218.10 220.03 218.91 0.000 Watercourse 1 STST2333 219.59 221.20 219.75 0.000 Watercourse 1 STST2334 217.00 218.84 217.50 0.000 Watercourse 1 STST2335 216.75 218.60 217.37 0.000 Watercourse 1 STST2336 216.64 218.43 217.37 0.000 Watercourse 1 STST2337 217.50 218.75 217.53 0.000 Watercourse 1 STST2345 216.21 218.22 216.25 0.000 Watercourse 1 STST2346 215.31 217.21 215.52 0.000 Watercourse 1 STST2347 215.07 216.90 215.34 0.000 Watercourse 1 STST2348 214.58 216.77 215.23 0.000 Watercourse 1 STST2349 214.60 216.51 215.04 0.000 Watercourse 1 STST2350 214.41 216.43 214.68 0.000 Watercourse 1 STST2351 212.15 215.50 214.05 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 1 STST2352 211.88 214.68 213.93 0.000 Watercourse 1 STST2353 221.08 222.61 221.30 0.000 Watercourse 1 STST2557 216.75 219.60 217.12 0.000 Watercourse 1 STST2558 213.41 216.75 214.58 0.000 Watercourse 1 STST2559 211.55 214.51 213.62 0.000 Watercourse 1 STST2560 211.50 214.68 213.41 0.000 Watercourse 1 STST2561 211.66 214.90 213.48 0.000 Watercourse 1 STST2562 212.35 216.01 213.82 0.000 Watercourse 1 STST2563 212.93 216.66 214.14 0.000 Watercourse 1 STST2564 213.61 217.35 214.52 0.000 Watercourse 1 STST2565 215.05 217.86 215.31 0.000 Watercourse 1 STST2566 214.66 217.83 215.88 0.000 Watercourse 1 STST2608 219.02 222.30 219.50 0.000 Watercourse 1 STST2609 218.75 221.98 219.16 0.000 Watercourse 1 STST2610 217.86 221.16 218.73 0.000 Watercourse 1 STST2611 217.77 220.96 218.29 0.000 Watercourse 1 STST2612 217.31 220.36 217.72 0.000 Watercourse 1 STST2613 215.05 218.26 216.26 0.000 Watercourse 1 STST2614 214.54 217.67 215.52 0.000 Watercourse 1 STST2615 213.82 217.21 214.91 0.000 Watercourse 1 STST2616 212.66 216.09 214.16 0.000 Watercourse 1 STST2617 212.42 215.58 213.99 0.000 Watercourse 1 STST2618 211.70 215.08 213.80 0.000 Watercourse 1 STST2619 211.44 214.18 213.51 0.000 Watercourse 1 STST2620 211.25 213.76 213.33 0.000 Watercourse 1 STST2621 210.84 213.70 213.25 0.000 Watercourse 1 STST2623 210.71 213.21 213.15 0.000 Watercourse 1 STST2624 210.69 213.14 213.10 0.000 Watercourse 1 STST2625 211.42 214.43 213.36 0.000 Watercourse 1 STST2626 213.81 214.68 213.98 0.000 Watercourse 1 STST2627 211.89 215.29 213.61 0.000 Watercourse 1 STST2628 212.05 215.54 213.66 0.000 Watercourse 1 STST2629 212.64 216.48 213.94 0.000 Watercourse 1 STST2630 213.24 215.91 214.16 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 1 STST2631 213.12 216.57 214.23 0.000 Watercourse 1 STST2632 213.27 216.73 214.33 0.000 Watercourse 1 STST2633 213.76 217.52 214.57 0.000 Watercourse 1 STST2634 215.56 217.48 215.75 0.000 Watercourse 1 STST2635 214.11 217.73 214.99 0.000 Watercourse 1 STST2636 214.31 217.94 215.28 0.000 Watercourse 1 STST2637 215.11 218.01 215.27 0.000 Watercourse 1 STST2638 214.71 217.51 215.13 0.000 Watercourse 1 STST2639 214.20 216.96 214.95 0.000 Watercourse 1 STST2640 214.48 217.70 215.53 0.000 Watercourse 1 STST2641 214.88 218.03 216.18 0.000 Watercourse 1 STST2642 215.29 218.43 216.62 0.000 Watercourse 1 STST2643 215.60 218.22 216.78 0.000 Watercourse 1 STST2644 215.53 218.01 216.34 0.000 Watercourse 1 STST2645 216.02 218.50 216.78 0.000 Watercourse 1 STST2646 215.90 218.72 216.92 0.000 Watercourse 1 STST2647 216.14 218.84 217.04 0.000 Watercourse 1 STST2648 216.60 219.26 217.33 0.000 Watercourse 1 STST832 229.65 231.51 231.13 0.000 Watercourse 1 STST835 230.95 233.26 231.14 0.000 Watercourse 1 STST847 230.21 231.75 230.73 0.000 Watercourse 1 STST850 229.59 230.69 230.16 0.000 Watercourse 1 STST851 229.59 231.23 230.16 0.000 Watercourse 1 STST852 229.27 230.85 229.68 0.000 Watercourse 1 STST853 229.29 230.68 229.75 0.000 Watercourse 1 STST854 229.58 231.00 229.86 0.000 Watercourse 1 STST857 230.02 231.59 230.08 0.000 Watercourse 1 STST858 229.52 231.11 229.66 0.000 Watercourse 1 STST859 229.22 230.85 229.61 0.000 Watercourse 1 STST860 229.47 230.69 230.16 0.000 Watercourse 1 STST861 229.56 231.25 230.72 0.000 Watercourse 1 STST862 230.12 231.75 230.73 0.000 Watercourse 1 STST863 230.81 232.41 230.89 0.000 Watercourse 1 STST864 230.55 232.22 230.65 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 1 STST865 229.75 231.41 229.85 0.000 Watercourse 1 STST865B 228.67 230.71 229.75 0.000 Watercourse 1 STST867 229.90 231.41 229.94 0.000 Watercourse 1 STST869 230.70 232.27 230.85 0.000 Watercourse 1 STST881 232.27 233.93 232.36 0.000 Watercourse 1 STST882 231.40 233.06 231.57 0.000 Watercourse 1 STST883 230.58 232.38 231.10 0.000 Watercourse 1 STST884 229.84 231.95 230.63 0.000 Watercourse 6 STST1373 224.59 225.46 226.63 1.170 Watercourse 6 STST1368 221.37 222.30 223.24 0.940 Watercourse 6 STST1526 222.72 224.32 224.78 0.460 Watercourse 6 STST1374 224.25 225.73 226.16 0.430 Watercourse 6 STST381A 221.54 225.11 225.40 0.290 Watercourse 6 STST381 227.97 227.97 228.17 0.200 Watercourse 6 STSTMH2-IROC 222.45 224.12 224.32 0.200 Watercourse 6 STST1386 221.51 223.23 223.42 0.194 Watercourse 6 STST1392 222.89 224.47 224.65 0.180 Watercourse 6 STST1399 227.58 229.84 230.02 0.180 Watercourse 6 STST1385 221.75 223.71 223.88 0.168 Watercourse 6 STST1370 221.56 223.01 223.16 0.155 Watercourse 6 STST1387 221.36 223.01 223.16 0.154 Watercourse 6 STST1413 224.12 226.01 226.15 0.140 Watercourse 6 STST622 223.57 225.34 225.48 0.140 Watercourse 6 STST1410 225.50 227.24 227.37 0.133 Watercourse 6 STST1378 227.59 229.42 229.55 0.130 Watercourse 6 STST1377 226.85 228.59 228.72 0.130 Watercourse 6 STST1395 221.99 224.47 224.60 0.130 Watercourse 6 STST1525 222.58 224.47 224.60 0.130 Watercourse 6 STST1376 226.39 227.84 227.96 0.120 Watercourse 6 STST840 230.97 232.47 232.59 0.117 Watercourse 6 STSTMH3-IROC 222.35 223.69 223.77 0.080 Watercourse 6 STST1532 212.75 213.95 214.01 0.060 Watercourse 6 STST879 230.89 232.47 232.52 0.047 Watercourse 6 STST1369 221.32 223.11 223.14 0.034 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 6 STST841 230.62 231.75 231.76 0.011 Watercourse 6 STST1533 213.54 214.65 214.66 0.010 Watercourse 6 D8J1 228.02 229.91 228.80 0.000 Watercourse 6 STST1325 209.17 212.02 209.52 0.000 Watercourse 6 STST1329 207.57 211.67 208.20 0.000 Watercourse 6 STST1330 207.10 211.58 207.84 0.000 Watercourse 6 STST1331 207.45 211.33 208.21 0.000 Watercourse 6 STST1332 207.57 211.14 208.33 0.000 Watercourse 6 STST1333 207.87 210.84 208.49 0.000 Watercourse 6 STST1334 207.92 210.83 208.54 0.000 Watercourse 6 STST1335 208.28 211.25 208.76 0.000 Watercourse 6 STST1336 208.59 211.49 209.13 0.000 Watercourse 6 STST1337 208.80 211.47 209.37 0.000 Watercourse 6 STST1338 208.94 211.52 209.68 0.000 Watercourse 6 STST1339 209.08 211.67 209.98 0.000 Watercourse 6 STST1340 209.22 211.77 210.27 0.000 Watercourse 6 STST1341 209.43 212.02 210.52 0.000 Watercourse 6 STST1342 209.64 212.12 210.74 0.000 Watercourse 6 STST1346 207.96 211.77 208.50 0.000 Watercourse 6 STST1347 208.56 212.12 209.01 0.000 Watercourse 6 STST1348 209.21 212.17 209.76 0.000 Watercourse 6 STST1350 210.94 212.62 211.20 0.000 Watercourse 6 STST1351 211.54 213.22 211.73 0.000 Watercourse 6 STST1352 212.20 213.82 212.34 0.000 Watercourse 6 STST1360 208.52 211.25 208.76 0.000 Watercourse 6 STST1364 225.68 229.42 228.54 0.000 Watercourse 6 STST1365 226.21 228.51 227.39 0.000 Watercourse 6 STST1388 221.30 223.11 222.99 0.000 Watercourse 6 STST1396 229.52 231.00 230.01 0.000 Watercourse 6 STST1397 228.89 230.97 230.21 0.000 Watercourse 6 STST1398 228.32 230.42 230.15 0.000 Watercourse 6 STST1401 225.82 227.37 226.28 0.000 Watercourse 6 STST1408 229.02 230.32 229.96 0.000 Watercourse 6 STST1419 208.98 211.72 209.34 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 6 STST1428 214.42 216.00 215.32 0.000 Watercourse 6 STST1431 205.59 208.83 206.33 0.000 Watercourse 6 STST2015 226.61 229.10 226.96 0.000 Watercourse 6 STST2016 225.25 229.00 225.96 0.000 Watercourse 6 STST2017 225.08 228.52 225.60 0.000 Watercourse 6 STST2018 227.18 230.60 227.90 0.000 Watercourse 6 STST374 225.86 228.62 227.11 0.000 Watercourse 6 STST379 221.54 224.95 224.15 0.000 Watercourse 6 STST379A 220.77 224.38 223.73 0.000 Watercourse 6 STST379B 220.87 224.95 223.80 0.000 Watercourse 6 STST380 226.73 228.75 227.32 0.000 Watercourse 6 STST383 227.42 231.10 228.31 0.000 Watercourse 6 STST384 227.96 232.00 229.08 0.000 Watercourse 6 STST397 227.37 229.70 227.99 0.000 Watercourse 6 STST403 226.78 228.80 227.35 0.000 Watercourse 6 STST418 229.24 230.75 229.64 0.000 Watercourse 6 STST420 228.93 230.50 229.16 0.000 Watercourse 6 STST441 228.40 231.72 229.26 0.000 Watercourse 6 STST454 189.79 190.98 190.14 0.000 Watercourse 6 STST455 188.75 192.40 189.15 0.000 Watercourse 6 STST456 189.39 190.81 189.80 0.000 Watercourse 6 STST469 189.16 191.84 190.05 0.000 Watercourse 6 STST470 190.47 191.53 190.82 0.000 Watercourse 6 STST584 218.29 219.77 219.11 0.000 Watercourse 6 STST585 226.63 227.88 227.75 0.000 Watercourse 6 STST586 226.51 227.90 227.46 0.000 Watercourse 6 STST588 214.20 216.40 214.31 0.000 Watercourse 6 STST590 214.42 215.90 214.77 0.000 Watercourse 6 STST591 212.58 214.84 213.03 0.000 Watercourse 6 STST593 211.53 213.82 212.27 0.000 Watercourse 6 STST594 211.84 214.22 212.54 0.000 Watercourse 6 STST595 212.00 214.19 212.73 0.000 Watercourse 6 STST596 209.92 212.42 211.16 0.000 Watercourse 6 STST597 210.34 212.82 211.51 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 6 STST598 210.83 213.17 211.74 0.000 Watercourse 6 STST610 215.27 216.80 215.81 0.000 Watercourse 6 STST611 216.31 217.75 216.80 0.000 Watercourse 6 STST612 217.79 219.60 218.02 0.000 Watercourse 6 STST613 219.14 220.65 219.30 0.000 Watercourse 6 STST614 219.56 221.15 219.75 0.000 Watercourse 6 STST615 220.00 221.60 220.12 0.000 Watercourse 6 STST826 226.57 229.80 227.27 0.000 Watercourse 6 STST828 225.52 228.60 226.26 0.000 Watercourse 6 STST839 231.15 232.85 232.76 0.000 Watercourse 6 STST844 228.47 230.42 228.53 0.000 Watercourse 6 STST871 222.82 225.50 224.16 0.000 Watercourse 6 STST872 223.22 225.50 224.21 0.000 Watercourse 6 STST873 224.28 227.40 224.99 0.000 Watercourse 6 STST878 228.54 230.30 228.63 0.000 Watercourse 6 STST880 232.33 233.90 232.58 0.000 Watercourse 6 STSTMH4-IROC 221.50 223.00 222.33 0.000 Watercourse 10 STST582 184.14 184.60 185.49 0.890 Watercourse 10 STST581 184.04 185.05 185.45 0.400 Watercourse 10 STST1183 214.12 216.10 216.46 0.360 Watercourse 10 STST745 229.79 231.46 231.61 0.155 Watercourse 10 STST748 230.16 231.91 232.04 0.135 Watercourse 10 STST741 228.58 230.81 230.91 0.100 Watercourse 10 STST743 229.17 231.35 231.45 0.100 Watercourse 10 STST767 227.87 230.28 230.36 0.080 Watercourse 10 STST1543 213.00 214.90 214.92 0.020 Watercourse 10 STST1182 213.30 216.00 214.95 0.000 Watercourse 10 STST1191 216.24 217.70 216.46 0.000 Watercourse 10 STST1192 218.07 219.54 218.24 0.000 Watercourse 10 STST1193 220.30 221.84 220.39 0.000 Watercourse 10 STST1199 221.61 223.07 221.63 0.000 Watercourse 10 STST1929 213.26 215.27 214.95 0.000 Watercourse 10 STST1930 184.14 188.08 186.60 0.000 Watercourse 10 STST359 189.03 190.62 189.08 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 10 STST360 188.06 189.78 188.19 0.000 Watercourse 10 STST361 186.29 187.92 186.68 0.000 Watercourse 10 STST362 185.55 188.25 185.67 0.000 Watercourse 10 STST369 207.55 209.35 207.69 0.000 Watercourse 10 STST370 209.43 211.36 209.53 0.000 Watercourse 10 STST371 211.08 212.97 211.17 0.000 Watercourse 10 STST372 212.76 214.57 212.82 0.000 Watercourse 10 STST373 213.71 216.62 213.75 0.000 Watercourse 10 STST684 223.46 226.29 223.65 0.000 Watercourse 10 STST689 224.11 226.81 224.24 0.000 Watercourse 10 STST701 221.91 223.40 222.14 0.000 Watercourse 10 STST702 222.58 224.12 222.74 0.000 Watercourse 10 STST705 221.25 223.21 222.11 0.000 Watercourse 10 STST706 221.41 223.37 222.12 0.000 Watercourse 10 STST709 222.11 223.89 222.39 0.000 Watercourse 10 STST710 222.80 225.17 223.03 0.000 Watercourse 10 STST724 230.61 233.78 233.52 0.000 Watercourse 10 STST726 231.81 234.79 234.09 0.000 Watercourse 10 STST729 233.13 235.57 235.04 0.000 Watercourse 10 STST732 234.28 236.75 235.26 0.000 Watercourse 10 STST755 224.49 227.89 227.06 0.000 Watercourse 10 STST762 226.10 229.00 228.79 0.000 Watercourse 10 STST768 219.28 221.92 221.44 0.000 Watercourse 10 STST775 221.10 224.50 223.32 0.000 Watercourse 10 STST781 222.73 226.02 225.20 0.000 Watercourse 10 STST795 217.68 219.67 219.12 0.000 Outlet 13 STST1523 182.03 183.85 184.37 0.520 Outlet 13 STST679 217.62 219.33 219.41 0.080 Outlet 13 STST630 184.68 186.95 187.02 0.070 Outlet 13 STST680 218.14 219.80 219.85 0.050 Outlet 13 STST345 182.25 185.00 185.03 0.030 Outlet 13 STST1424 239.35 241.03 239.48 0.000 Outlet 13 STST1425 242.40 244.58 242.51 0.000 Outlet 13 STST1522 181.75 184.00 183.39 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Outlet 13 STST2668 195.47 196.95 195.62 0.000 Outlet 13 STST364 191.56 194.67 191.73 0.000 Outlet 13 I STST366 197.88 200.52 197.98 0.000 Outlet 13 STST367 202.37 204.16 202.43 0.000 Outlet 13 STST631 186.70 189.10 188.50 0.000 Outlet 13 STST634 194.35 197.05 194.92 0.000 Outlet 13 STST635 197.62 202.85 198.41 0.000 Outlet 13 STST638 203.12 207.20 203.85 0.000 Outlet 13 STST639 204.76 208.20 205.76 0.000 Outlet 13 STST646 187.28 189.85 189.57 0.000 Outlet 13 STST660 190.72 191.76 191.69 0.000 Outlet 13 STST662 198.95 201.00 199.12 0.000 Outlet 13 STST664 201.68 202.98 201.85 0.000 Outlet 13 STST665 203.56 204.99 203.63 0.000 Outlet 13 STST667 189.24 192.02 190.89 0.000 Outlet 13 STST671 216.80 218.83 217.50 0.000 Outlet 13 STST672 218.40 219.42 218.72 0.000 Outlet 13 STST673 218.76 220.38 219.02 0.000 Outlet 13 STST674 219.89 221.52 220.00 0.000 Outlet 13 STST678 217.16 219.06 218.65 0.000 Outlet 13 STST681 218.93 220.58 220.05 0.000 Outlet 13 STST685 221.86 223.43 222.43 0.000 Outlet 13 STST687 224.53 227.00 224.72 0.000 Outlet 13 STST696 223.95 226.73 224.14 0.000 Outlet 13 STST712 230.32 232.26 231.04 0.000 Outlet 13 STST713 218.74 220.98 219.80 0.000 Outlet 13 STST714 219.20 221.79 219.94 0.000 Outlet 13 STST715 220.18 222.74 220.59 0.000 Outlet 13 STST716 221.07 223.71 221.47 0.000 Outlet 13 STST717 221.40 224.14 221.82 0.000 Outlet 13 STST718 222.58 224.10 222.71 0.000 Outlet 13 STST720 222.19 224.92 222.47 0.000 Outlet 13 STST722 222.97 226.04 223.20 0.000 Outlet 13 STST737 233.47 235.85 233.83 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Outlet 13 STST891 230.18 232.47 230.86 0.000 Outlet 13 STST892 231.40 234.26 231.81 0.000 Outlet 13 I STST895 236.29 238.68 236.46 0.000 Outlet 13 STST896 237.96 239.74 237.96 0.000 Outlet 13 STST899 219.38 222.63 220.48 0.000 Outlet 13 STST906 191.31 193.82 191.47 0.000 Outlet 13 STST909 210.01 212.50 211.37 0.000 Outlet 13 STST910 207.94 211.40 208.81 0.000 Outlet 13 STST910A 209.16 212.36 211.22 0.000 Outlet 13 STST914 215.24 218.68 215.89 0.000 Outlet 13 STST919 218.29 221.24 219.19 0.000 Outlet 13 STST922 219.09 222.10 220.12 0.000 Outlet 13 STST931 227.11 229.64 227.66 0.000 Outlet 13 STST934 224.91 227.65 225.39 0.000 Outlet 13 STST936 221.37 224.04 222.55 0.000 Outlet 13 STST938 220.29 222.84 221.38 0.000 Outlet 13 STST953 230.02 232.35 230.55 0.000 Watercourse 14 STST1904 238.59 239.40 238.65 0.000 Watercourse 14 STST657 198.00 200.00 198.16 0.000 Watercourse 14 STST658 203.65 205.60 203.82 0.000 Watercourse 14 STST898 238.45 239.89 238.50 0.000 Watercourse 15 STST965 220.07 222.61 222.83 0.225 Watercourse 15 STST968 223.27 225.69 225.86 0.175 Watercourse 15 STST943 225.99 229.18 229.33 0.155 Watercourse 15 STST1326A 229.83 232.28 232.39 0.110 Watercourse 15 STST1427 219.74 222.55 222.65 0.100 Watercourse 15 STST944 229.06 231.69 231.77 0.085 Watercourse 15 STMMH1-GW 223.58 225.20 224.42 0.000 Watercourse 15 STMMH2-GW 223.50 225.25 224.27 0.000 Watercourse 15 STST1014 220.62 222.92 222.38 0.000 Watercourse 15 STST1017 222.75 224.70 223.64 0.000 Watercourse 15 STST1065 221.65 222.99 221.97 0.000 Watercourse 15 STST1066 221.86 223.49 222.23 0.000 Watercourse 15 STST1067 222.70 224.34 222.81 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 15 STST1426 219.30 222.45 219.80 0.000 Watercourse 15 STST947 234.77 237.43 234.91 0.000 Watercourse 15 STST949 237.81 240.00 237.95 0.000 Watercourse 15 STST957 220.66 222.50 220.70 0.000 Watercourse 15 STST959 220.11 222.94 220.33 0.000 Watercourse 15 STST962 219.43 222.44 219.81 0.000 Watercourse 15 STST984 221.63 223.57 223.18 0.000 Watercourse 15 STST985 222.08 224.09 223.38 0.000 Watercourse 15 STST988 220.43 222.92 222.14 0.000 Watercourse 19 STST1071 223.17 224.96 224.98 0.020 Watercourse 19 STST1007 220.70 224.96 222.85 0.000 Watercourse 19 STST1008 221.66 224.36 221.94 0.000 Watercourse 19 STST1068 223.55 225.48 223.72 0.000 Watercourse 19 STST1069 222.36 224.98 223.49 0.000 Watercourse 19 STST1070 222.66 224.36 222.95 0.000 Watercourse 19 STST1190 223.88 225.14 223.98 0.000 Watercourse 19 STST2586 209.86 211.29 210.19 0.000 Watercourse 19 STST976 214.46 215.23 214.51 0.000 Watercourse 19 STST977 215.66 218.65 215.96 0.000 Watercourse 19 STST979 216.85 219.19 217.01 0.000 Watercourse 19 STST981 218.64 220.79 218.75 0.000 Watercourse 19 STST983 220.18 221.98 220.25 0.000 Watercourse 21 STST1078 222.68 224.38 224.90 0.520 Watercourse 21 STST1042 226.09 226.09 226.59 0.500 Watercourse 21 STST1046 223.46 224.15 224.51 0.360 Watercourse 21 STST1049 221.44 223.53 223.79 0.260 Watercourse 21 STST1064 220.85 223.31 223.53 0.220 Watercourse 21 STST1050 221.06 223.51 223.72 0.210 Watercourse 21 STST1052 221.24 223.54 223.75 0.210 Watercourse 21 STST1047 222.81 224.15 224.35 0.200 Watercourse 21 STST1048 222.14 223.83 224.03 0.200 Watercourse 21 STST1063 220.31 222.64 222.80 0.160 Watercourse 21 STST1072 223.79 225.05 225.21 0.160 Watercourse 21 STST1054 221.96 224.14 224.27 0.130 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 21 STST1422 221.67 223.84 223.96 0.120 Watercourse 21 STST1062 220.13 222.00 222.11 0.110 Watercourse 21 STST1033 222.29 224.43 224.54 0.110 Watercourse 21 STST1053 221.77 224.03 224.13 0.100 Watercourse 21 STST1032 222.38 224.79 224.86 0.070 Watercourse 21 STST1034 222.66 224.79 224.86 0.070 Watercourse 21 STST1037 226.41 228.07 228.13 0.060 Watercourse 21 STST1080 223.77 225.64 225.69 0.050 Watercourse 21 STST1079 223.17 225.18 225.20 0.020 Watercourse 21 STST1082 225.30 226.69 226.70 0.010 Watercourse 21 STST1036 224.99 226.75 226.38 0.000 Watercourse 21 STST1039 227.72 229.24 228.42 0.000 Watercourse 21 STST1040 228.36 229.84 228.52 0.000 Watercourse 21 STST1041 226.12 227.87 226.40 0.000 Watercourse 21 STST1043 224.70 226.90 225.71 0.000 Watercourse 21 STST1044 224.95 226.08 225.88 0.000 Watercourse 21 STST1075 222.86 224.36 223.75 0.000 Watercourse 21 STST1076 223.51 225.54 224.00 0.000 Watercourse 21 STST1077 225.02 227.05 225.10 0.000 Watercourse 21 STST1081 224.59 226.51 226.38 0.000 Watercourse 26 STST1088 181.84 182.01 182.50 0.490 Watercourse 26 STST1087 181.62 182.25 182.50 0.250 Watercourse 26 STST1086 181.47 182.26 182.46 0.200 Watercourse 26 STST1089 181.74 182.31 182.50 0.190 Watercourse 26 STST1085 181.33 182.23 182.34 0.110 Watercourse 26 STST1084 181.32 182.24 181.95 0.000 Watercourse 26 STST1092 181.41 182.44 182.11 0.000 Watercourse 26 STST1708 180.50 181.94 180.58 0.000 Watercourse 26 STST1710 180.13 181.65 180.38 0.000 Watercourse 26 STST1712 179.98 181.41 180.33 0.000 Watercourse 26 STST1714 179.88 181.41 180.03 0.000 Watercourse 31 STST1102 233.58 235.17 235.62 0.450 Watercourse 31 STST1100 232.56 234.86 235.03 0.168 Watercourse 31 STST1097 224.52 226.59 226.72 0.127 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 31 STST1098 227.59 229.42 229.53 0.114 Watercourse 31 STST1099 231.56 234.57 234.67 0.096 Watercourse 31 STST1096 221.49 224.33 224.42 0.088 Watercourse 31 STST1173 224.32 226.10 226.18 0.080 Watercourse 31 STST1208 223.95 225.69 225.77 0.080 Watercourse 31 STST1174 224.71 226.46 226.54 0.080 Watercourse 31 STST1096A 218.61 221.89 221.95 0.060 Watercourse 31 STST1175 226.01 227.73 227.79 0.060 Watercourse 31 STST1176 226.44 228.12 228.18 0.060 Watercourse 31 STST1177 227.30 228.91 228.97 0.060 Watercourse 31 STST1209 223.80 225.61 225.67 0.060 Watercourse 31 STST1511 224.49 227.32 227.36 0.040 Watercourse 31 STST1161 227.80 229.49 229.51 0.020 Watercourse 31 D2791J1 195.17 198.78 195.66 0.000 Watercourse 31 D2791J2 190.40 192.95 191.34 0.000 Watercourse 31 PL1-CD 226.58 228.49 228.36 0.000 Watercourse 31 STST1093 191.87 197.69 196.09 0.000 Watercourse 31 STST1094 205.31 209.05 208.98 0.000 Watercourse 31 STST1095 215.08 218.64 217.99 0.000 Watercourse 31 STST1113 220.68 221.98 221.96 0.000 Watercourse 31 STST1114 186.41 187.99 187.28 0.000 Watercourse 31 STST1116 188.28 189.95 188.43 0.000 Watercourse 31 STST1117 228.00 230.61 228.85 0.000 Watercourse 31 STST1118 225.68 229.86 228.09 0.000 Watercourse 31 STST1119 225.83 230.08 228.20 0.000 Watercourse 31 STST1120 226.09 229.71 228.30 0.000 Watercourse 31 STST1121 226.21 229.34 228.35 0.000 Watercourse 31 STST1122 226.52 228.49 228.35 0.000 Watercourse 31 STST1125 225.45 229.70 227.93 0.000 Watercourse 31 STST1126 225.57 229.86 228.00 0.000 Watercourse 31 STST1130 231.35 233.17 231.64 0.000 Watercourse 31 STST1135 227.34 229.53 227.67 0.000 Watercourse 31 STST1136 233.28 235.90 235.40 0.000 Watercourse 31 STST1137 233.07 235.91 235.21 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH STST1138 232.87 235.49 234.96 0.000 Watercourse 31 Watercourse 31 STST1139 232.34 234.54 234.01 0.000 Watercourse 31 STST1140 230.19 233.17 231.71 0.000 Watercourse 31 STST1143 229.77 233.22 230.93 0.000 Watercourse 31 STST1144 229.64 232.53 230.63 0.000 Watercourse 31 STST1145 229.30 231.98 229.62 0.000 Watercourse 31 STST1152 223.85 227.30 226.27 0.000 Watercourse 31 STST1153 224.14 227.34 226.57 0.000 Watercourse 31 STST1154 228.50 230.42 229.14 0.000 Watercourse 31 STST1155 229.29 231.16 229.46 0.000 Watercourse 31 STST1156 231.47 233.31 231.60 0.000 Watercourse 31 STST1157 234.00 235.68 234.10 0.000 Watercourse 31 STST1158 233.70 235.28 233.81 0.000 Watercourse 31 STST1159 229.17 231.02 229.71 0.000 Watercourse 31 STST1160 226.83 229.30 229.17 0.000 Watercourse 31 STST1162 228.18 229.81 229.80 0.000 Watercourse 31 STST1163 229.83 231.38 231.00 0.000 Watercourse 31 STST1164 230.95 232.53 231.20 0.000 Watercourse 31 STST1165 231.68 233.17 231.82 0.000 Watercourse 31 STST1167 221.64 226.34 222.51 0.000 Watercourse 31 STST1168 221.73 226.22 222.63 0.000 Watercourse 31 STST1184 222.88 225.76 224.17 0.000 Watercourse 31 STST1185 222.75 225.91 223.96 0.000 Watercourse 31 STST1186 222.47 226.21 223.57 0.000 Watercourse 31 STST1187 222.27 226.46 223.32 0.000 Watercourse 31 STST1188 222.15 226.51 223.18 0.000 Watercourse 31 STST1189 221.78 226.22 222.69 0.000 Watercourse 31 STST1200 221.25 224.83 222.02 0.000 Watercourse 31 STST1201 220.95 225.17 221.75 0.000 Watercourse 31 STST1210 223.38 225.34 224.99 0.000 Watercourse 31 STST1211 223.52 225.39 225.14 0.000 Watercourse 31 STST1212 223.19 225.46 224.70 0.000 Watercourse 31 STST1214 223.01 225.61 224.40 0.000 Watercourse 31 STST1414 220.77 225.10 221.38 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH STST1416 224.91 226.49 224.98 0.000 Watercourse 31 Watercourse 31 STST1417 229.48 231.11 229.54 0.000 Watercourse 31 STST1857 220.28 223.72 220.90 0.000 Watercourse 31 STST1858 219.89 223.42 220.55 0.000 Watercourse 31 STST1861 219.38 222.73 219.94 0.000 Watercourse 31 STST1862 218.33 220.60 219.58 0.000 Watercourse 31 STST1864 218.58 220.60 219.38 0.000 Watercourse 31 STST1865 218.50 220.56 219.29 0.000 Watercourse 31 STST1867 217.79 220.12 218.73 0.000 Watercourse 31 STST1869 214.12 216.95 216.23 0.000 Watercourse 31 STST1870 215.28 220.60 216.95 0.000 Watercourse 31 STST1871 216.30 220.84 217.37 0.000 Watercourse 31 STST1873 222.73 228.58 224.05 0.000 Watercourse 31 STST1875 218.62 221.20 219.45 0.000 Watercourse 31 STST1875A 219.85 222.76 220.81 0.000 Watercourse 31 STST1876 221.28 224.22 222.20 0.000 Watercourse 31 STST1878 227.34 229.15 227.39 0.000 Watercourse 31 STST1879 226.85 229.30 227.09 0.000 Watercourse 31 STST1882 222.98 228.25 224.73 0.000 Watercourse 31 STST1884 223.23 227.70 225.24 0.000 Watercourse 31 STST1887 223.48 227.00 225.70 0.000 Watercourse 31 STST1903 230.43 232.68 230.65 0.000 Watercourse 34 STSTTE008 209.15 209.44 209.23 0.000 Watercourse 34 STSTTE009 205.01 206.11 205.11 0.000 Watercourse 34 STSTTE010 200.06 201.27 200.19 0.000 Watercourse 40 CBMH14-CS 188.10 189.78 188.14 0.000 Watercourse 40 CBMH15-CS 186.55 188.34 186.62 0.000 Watercourse 40 CBMH16-CS 184.81 186.75 185.16 0.000 Watercourse 40 CBMH1-CS 188.10 189.61 188.23 0.000 Watercourse 40 CBMH2-CS 187.77 189.31 188.01 0.000 Watercourse 40 CBMH3-CS 187.47 189.09 187.72 0.000 Watercourse 40 CBMH4-CS 186.87 188.71 187.13 0.000 Watercourse 40 CBMH5-CS 186.54 188.41 186.84 0.000 Watercourse 40 CBMH7-CS 186.17 188.11 186.49 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 40 DCBMH17-CS 184.31 186.30 184.61 0.000 Watercourse 40 DCBMH8-CS 185.89 187.86 186.28 0.000 Watercourse 40 STMMH6-CS 186.34 188.25 186.65 0.000 Watercourse 40 STMMH9-CS 185.77 188.06 186.01 0.000 Outlet 45 STST2585 201.54 207.85 202.91 0.000 Outlet 45 STST355 204.80 208.70 205.37 0.000 Outlet 45 STST656 204.45 207.92 205.24 0.000 Watercourse 56 STST2152 199.83 201.27 201.82 0.550 Watercourse 56 STST2154 199.87 201.33 201.82 0.490 Watercourse 56 STST86 208.34 210.30 210.70 0.398 Watercourse 56 STST51 208.52 210.36 210.70 0.341 Watercourse 56 STST21756 184.87 188.00 188.32 0.320 Watercourse 56 STST2155 199.96 201.54 201.82 0.280 Watercourse 56 STST2158 200.08 201.61 201.83 0.220 Watercourse 56 STST2150 199.49 201.66 201.82 0.160 Watercourse 56 STST2163 200.44 202.00 202.15 0.150 Watercourse 56 STST85 212.33 214.01 214.15 0.140 Watercourse 56 STST48 211.90 213.98 214.08 0.096 Watercourse 56 STST2168 202.50 205.18 205.27 0.090 Watercourse 56 STST31 209.08 211.65 211.74 0.090 Watercourse 56 STST2119 202.18 204.69 204.77 0.080 Watercourse 56 STST2170 203.92 206.60 206.68 0.080 Watercourse 56 STST2171 205.32 207.32 207.40 0.080 Watercourse 56 STST33 207.85 210.65 210.73 0.077 Watercourse 56 STST50 210.47 213.03 213.10 0.071 Watercourse 56 STST2117 203.58 206.03 206.10 0.070 Watercourse 56 STST2121 200.36 203.18 203.25 0.070 Watercourse 56 STST84 212.82 214.50 214.57 0.070 Watercourse 56 STST61 207.72 210.87 210.93 0.064 Watercourse 56 STST66 214.10 215.70 215.76 0.064 Watercourse 56 STST2116 206.23 208.63 208.69 0.060 Watercourse 56 STST2165 200.69 203.42 203.47 0.050 Watercourse 56 STST88 213.91 215.60 215.65 0.049 Watercourse 56 STST65 214.67 216.24 216.28 0.041 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 56 STST49 211.67 213.80 213.84 0.040 Watercourse 56 STST83 213.48 215.26 215.28 0.020 Watercourse 56 J101 211.35 213.51 211.50 0.000 Watercourse 56 J104 209.19 211.36 209.38 0.000 Watercourse 56 J106 207.87 210.03 208.06 0.000 Watercourse 56 J108 206.46 208.62 206.68 0.000 Watercourse 56 J109 205.05 207.26 205.92 0.000 Watercourse 56 J110 204.86 206.75 205.85 0.000 Watercourse 56 J111 204.57 206.59 205.73 0.000 Watercourse 56 J113 210.65 212.38 210.76 0.000 Watercourse 56 J117 208.40 210.21 209.28 0.000 Watercourse 56 J119 207.56 209.42 208.84 0.000 Watercourse 56 J121 206.80 208.78 208.29 0.000 Watercourse 56 J122 206.25 208.36 207.61 0.000 Watercourse 56 J123 205.86 208.00 207.03 0.000 Watercourse 56 J127 205.49 207.68 206.53 0.000 Watercourse 56 J128 205.34 207.56 206.34 0.000 Watercourse 56 J129 205.17 207.39 206.15 0.000 Watercourse 56 J91 215.40 217.57 215.40 0.000 Watercourse 56 J94 214.21 216.38 214.27 0.000 Watercourse 56 J96 212.77 214.93 212.85 0.000 Watercourse 56 STST11 205.71 208.15 207.17 0.000 Watercourse 56 STST12 204.61 206.69 205.03 0.000 Watercourse 56 STST13 201.92 204.98 202.35 0.000 Watercourse 56 STST14 197.97 201.06 198.64 0.000 Watercourse 56 STST15 194.49 197.06 195.77 0.000 Watercourse 56 STST16 195.48 197.06 196.10 0.000 Watercourse 56 STST17 209.20 210.84 209.41 0.000 Watercourse 56 STST18 205.58 208.75 206.10 0.000 Watercourse 56 STST19 200.32 204.00 200.32 0.000 Watercourse 56 STST20 206.06 209.49 208.17 0.000 Watercourse 56 STST2094 204.40 206.66 204.69 0.000 Watercourse 56 STST2096 204.85 206.61 205.51 0.000 Watercourse 56 STST2097 205.24 208.24 205.80 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 56 STST21 206.34 210.48 208.91 0.000 Watercourse 56 STST2100 206.98 209.52 207.91 0.000 Watercourse 56 STST2101 208.47 211.36 209.47 0.000 Watercourse 56 STST2102 209.21 211.79 210.07 0.000 Watercourse 56 STST2104 210.41 213.05 210.62 0.000 Watercourse 56 STST2106 210.94 213.42 211.10 0.000 Watercourse 56 STST2107 212.47 214.94 212.55 0.000 Watercourse 56 STST2109 212.59 215.24 212.72 0.000 Watercourse 56 STST2110 212.20 214.84 212.33 0.000 Watercourse 56 STST2111 211.37 213.82 211.82 0.000 Watercourse 56 STST2113 208.72 211.22 210.80 0.000 Watercourse 56 STST2124 199.67 202.84 202.48 0.000 Watercourse 56 STST2126 199.71 203.50 202.28 0.000 Watercourse 56 STST2129 200.44 204.29 202.67 0.000 Watercourse 56 STST2131 201.05 204.85 202.93 0.000 Watercourse 56 STST2133 201.33 205.19 203.08 0.000 Watercourse 56 STST2134 203.93 206.90 204.04 0.000 Watercourse 56 STST2138 201.69 205.50 203.19 0.000 Watercourse 56 STST2140 202.23 205.73 203.33 0.000 Watercourse 56 STST2144 202.89 206.06 203.37 0.000 Watercourse 56 STST2146 203.60 206.35 203.92 0.000 Watercourse 56 STST2148 199.28 203.07 201.79 0.000 Watercourse 56 STST2175 198.09 202.12 199.81 0.000 Watercourse 56 STST21751 198.20 199.96 198.67 0.000 Watercourse 56 STST21752 194.91 198.32 195.52 0.000 Watercourse 56 STST21753 192.27 195.50 192.92 0.000 Watercourse 56 STST21754 191.19 193.09 191.74 0.000 Watercourse 56 STST21755 189.84 191.80 190.39 0.000 Watercourse 56 STST2176 204.84 206.32 204.84 0.000 Watercourse 56 STST22 206.59 210.69 209.59 0.000 Watercourse 56 STST23 206.55 210.66 209.48 0.000 Watercourse 56 STST24 212.07 213.79 212.18 0.000 Watercourse 56 STST25 209.08 211.62 211.03 0.000 Watercourse 56 STST26 207.43 211.42 210.65 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Watercourse 56 STST27 207.61 210.54 210.30 0.000 Watercourse 56 STST28 206.86 210.99 210.04 0.000 Watercourse 56 STST29 207.11 211.41 210.46 0.000 Watercourse 56 STST3 211.60 213.24 211.77 0.000 Watercourse 56 STST30 207.17 211.43 210.65 0.000 Watercourse 56 STST32 207.65 211.17 211.04 0.000 Watercourse 56 STST34 210.07 212.95 211.23 0.000 Watercourse 56 STST35 213.43 215.63 215.06 0.000 Watercourse 56 STST36 212.48 214.75 214.26 0.000 Watercourse 56 STST4 214.00 215.64 214.09 0.000 Watercourse 56 STST5 216.34 217.93 216.34 0.000 Watercourse 56 STST52 208.55 211.00 210.72 0.000 Watercourse 56 STST53 208.60 211.00 210.73 0.000 Watercourse 56 STST54 209.06 212.22 210.77 0.000 Watercourse 56 STST55 212.44 214.03 213.36 0.000 Watercourse 56 STST56 211.14 213.89 211.73 0.000 Watercourse 56 STST57 213.90 215.65 213.99 0.000 Watercourse 56 STST58 213.14 214.73 213.85 0.000 Watercourse 56 STST59 212.90 214.51 213.61 0.000 Watercourse 56 STST62 212.29 214.04 212.42 0.000 Watercourse 56 STST63 212.75 214.50 212.84 0.000 Watercourse 56 STST64 216.18 217.91 216.62 0.000 Watercourse 56 STST67 215.82 217.55 215.94 0.000 Watercourse 56 STST68 214.87 216.63 215.52 0.000 Watercourse 56 STST69 210.49 213.69 211.46 0.000 Watercourse 56 STST70 210.68 213.86 211.56 0.000 Watercourse 56 STST71 209.84 213.41 211.21 0.000 Watercourse 56 STST87 209.15 210.82 210.73 0.000 Arthur St. W Outlet STST541 189.90 191.11 191.76 0.650 Arthur St. W Outlet STST510 196.09 196.84 196.96 0.120 Arthur St. W Outlet STST508 196.08 196.92 197.03 0.115 Arthur St. W Outlet STST545 187.47 189.22 189.32 0.096 Arthur St. W Outlet STST506 196.20 197.06 197.15 0.090 Arthur St. W Outlet STST542 188.81 190.42 190.48 0.061 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Arthur St. W Outlet STST507 196.31 197.23 197.28 0.050 Arthur St. W Outlet STST505 196.46 197.43 197.46 0.030 Arthur St. W Outlet STST533 189.60 192.05 192.06 0.010 Arthur St. W Outlet STST1579 187.96 189.33 188.44 0.000 Arthur St. W Outlet STST509 196.02 197.15 196.96 0.000 Arthur St. W Outlet STST528 195.89 197.48 196.82 0.000 Arthur St. W Outlet STST529 195.59 197.82 196.50 0.000 Arthur St. W Outlet STST530 195.19 197.94 196.06 0.000 Arthur St. W Outlet STST531 194.39 197.05 194.64 0.000 Arthur St. W Outlet STST532 191.57 193.37 192.69 0.000 Arthur St. W Outlet STST543 188.03 190.06 189.02 0.000 Arthur St. W Outlet STST544 187.83 189.89 189.01 0.000 Arthur St. W Outlet STST546 187.07 189.22 188.81 0.000 Arthur St. W Outlet STST547 186.69 189.38 187.85 0.000 Arthur St. W Outlet STST548 188.22 189.67 188.49 0.000 Arthur St. W Outlet STST549 187.85 189.30 188.38 0.000 Arthur St. W Outlet STST550 187.18 188.36 187.84 0.000 Arthur St. W Outlet STST551 186.86 188.49 187.50 0.000 Arthur St. W Outlet STST552 186.76 188.41 187.30 0.000 Arthur St. W Outlet STST553 185.66 188.53 186.19 0.000 Arthur St. W Outlet STST554 183.92 188.58 184.13 0.000 Arthur St. W Outlet STST555 188.80 190.36 188.90 0.000 Arthur St. W Outlet STST556 186.04 190.14 186.96 0.000 Arthur St. W Outlet STST557 185.94 189.70 185.96 0.000 Arthur St. W Outlet STST558 188.50 189.73 188.56 0.000 Cameron St. Outlet STST1515 182.40 184.40 183.36 0.000 Cameron St. Outlet STST1516 181.71 184.20 182.11 0.000 Cameron St. Outlet STST1517 179.00 180.80 180.08 0.000 Cameron St. Outlet STST1518 178.45 180.40 179.00 0.000 Cameron St. Outlet STST1519 177.61 179.50 178.32 0.000 Cameron St. Outlet STST1519A 177.70 179.58 178.34 0.000 Cameron St. Outlet STST1715 184.77 187.15 185.20 0.000 Cameron St. Outlet STST1716 184.32 186.75 184.83 0.000 Cameron St. Outlet STST1717 183.70 185.80 184.20 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Cameron St. Outlet STST191 201.39 202.92 201.49 0.000 Cameron St. Outlet STST192 199.40 200.82 199.65 0.000 Cameron St. Outlet STST193 199.75 201.42 200.01 0.000 Cameron St. Outlet STST194 200.91 202.42 201.07 0.000 Cameron St. Outlet STST195 200.39 201.97 200.60 0.000 Cameron St. Outlet STST196 198.05 199.62 198.33 0.000 Cameron St. Outlet STST197 198.74 200.22 199.01 0.000 Cameron St. Outlet STST199 194.25 196.52 194.49 0.000 Cameron St. Outlet STST200 195.64 197.22 196.20 0.000 Cameron St. Outlet STST201 196.45 198.02 196.75 0.000 Cameron St. Outlet STST202 197.05 198.72 197.36 0.000 Cameron St. Outlet STST220 192.00 197.30 192.20 0.000 Cameron St. Outlet STST221 189.50 191.50 189.76 0.000 Cameron St. Outlet STST222 188.50 190.20 188.77 0.000 Cameron St. Outlet STST2260 183.73 185.65 183.86 0.000 Cameron St. Outlet STST2261 182.63 184.35 182.87 0.000 Cameron St. Outlet STST2262 182.88 184.90 183.71 0.000 Cameron St. Outlet STST2275 187.31 189.05 187.48 0.000 Cameron St. Outlet STST2277 187.04 189.30 187.31 0.000 Cameron St. Outlet STST2279 186.75 189.20 187.08 0.000 Cameron St. Outlet STST2281 186.55 188.90 186.87 0.000 Cameron St. Outlet STST2283 186.26 188.60 186.58 0.000 Cameron St. Outlet STST2285 185.88 188.30 186.21 0.000 Cameron St. Outlet STST2286 185.23 187.70 185.59 0.000 Cameron St. Outlet STST2294 184.00 185.75 184.30 0.000 Cameron St. Outlet STST2295 185.14 186.65 185.25 0.000 Elgin St. Outlet STST252 184.80 186.22 186.63 0.410 Elgin St. Outlet STST254 184.50 186.32 186.63 0.310 Elgin St. Outlet STST1810 184.37 186.44 186.63 0.190 Elgin St. Outlet STST266 186.00 187.32 187.51 0.190 Elgin St. Outlet STST265 186.50 187.72 187.83 0.110 Elgin St. Outlet STST267 185.90 187.31 187.42 0.110 Elgin St. Outlet STST250 185.10 186.62 186.71 0.090 Elgin St. Outlet STST264 186.70 187.82 187.87 0.050 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Elgin St. Outlet STST1217 183.08 186.68 185.23 0.000 Elgin St. Outlet STST1218 182.33 185.83 183.58 0.000 Elgin St. Outlet STST1219 179.20 181.13 180.36 0.000 Elgin St. Outlet STST1500 178.46 180.34 179.87 0.000 Elgin St. Outlet STST1546 184.29 186.54 186.52 0.000 Elgin St. Outlet STST239 186.10 187.82 187.51 0.000 Elgin St. Outlet STST241 185.50 187.42 187.30 0.000 Elgin St. Outlet STST249 186.50 188.02 187.55 0.000 Elgin St. Outlet STST256 184.10 186.72 186.53 0.000 Elgin St. Outlet STST258 184.00 186.92 186.54 0.000 Elgin St. Outlet STST260 183.80 187.12 186.54 0.000 Elgin St. Outlet STST262 183.60 187.22 186.41 0.000 Elgin St. Outlet STST263 187.10 188.22 188.00 0.000 Little Beaver River (54) STST1300 196.71 198.12 198.32 0.200 Little Beaver River (54) STST1706B 198.47 200.00 200.17 0.170 Little Beaver River (54) STST1308 198.00 199.20 199.36 0.160 Little Beaver River (54) STST1296 197.21 198.36 198.51 0.150 Little Beaver River (54) STST1298 195.84 197.45 197.57 0.120 Little Beaver River (54) STST39 209.39 211.00 211.12 0.120 Little Beaver River (54) STST38 209.20 211.00 211.10 0.100 Little Beaver River (54) STST74 208.92 210.74 210.84 0.097 Little Beaver River (54) STST1302 197.65 199.22 199.31 0.090 Little Beaver River (54) STST1311 198.20 199.45 199.53 0.080 Little Beaver River (54) STST1294 197.36 198.43 198.51 0.080 Little Beaver River (54) STST75 208.71 210.38 210.46 0.077 Little Beaver River (54) STST1297 196.85 198.43 198.50 0.075 Little Beaver River (54) STST1312 198.35 199.49 199.56 0.070 Little Beaver River (54) STST1304 198.60 199.83 199.89 0.060 Little Beaver River (54) STST513 196.03 196.95 196.99 0.041 Little Beaver River (54) STST1310 198.50 199.90 199.93 0.030 Little Beaver River (54) STST1314 198.45 199.60 199.61 0.010 Little Beaver River (54) J4 187.52 189.94 187.69 0.000 Little Beaver River (54) J5 187.44 189.91 187.69 0.000 Little Beaver River (54) STST1282 196.41 198.55 198.00 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Little Beaver River (54) STST1292 197.51 198.58 198.54 0.000 Little Beaver River (54) STST1299 196.12 197.88 197.78 0.000 Little Beaver River (54) STST1303 199.99 201.84 200.40 0.000 Little Beaver River (54) STST1305 199.64 201.84 200.36 0.000 Little Beaver River (54) STST1315 198.21 199.60 198.45 0.000 Little Beaver River (54) STST1316 197.81 199.24 198.21 0.000 Little Beaver River (54) STST1438 194.18 195.37 194.49 0.000 Little Beaver River (54) STST1439 193.99 196.00 194.44 0.000 Little Beaver River (54) STST1440 194.24 196.23 194.91 0.000 Little Beaver River (54) STST1441 194.63 196.47 195.00 0.000 Little Beaver River (54) STST1442 194.88 196.67 195.06 0.000 Little Beaver River (54) STST1443 195.25 196.95 195.32 0.000 Little Beaver River (54) STST1444 192.42 194.73 193.13 0.000 Little Beaver River (54) STST1445 193.29 195.93 193.68 0.000 Little Beaver River (54) STST1446 193.61 196.01 194.01 0.000 Little Beaver River (54) STST1447 193.92 196.02 194.30 0.000 Little Beaver River (54) STST1449 197.17 198.82 197.32 0.000 Little Beaver River (54) STST1457 197.30 199.36 197.70 0.000 Little Beaver River (54) STST1458 197.49 199.40 198.18 0.000 Little Beaver River (54) STST1459 196.59 198.95 197.20 0.000 Little Beaver River (54) STST1628 187.49 189.53 188.40 0.000 Little Beaver River (54) STST1630 187.63 189.71 188.52 0.000 Little Beaver River (54) STST1631 188.32 189.77 188.63 0.000 Little Beaver River (54) STST1633 188.37 189.76 188.46 0.000 Little Beaver River (54) STST1634 187.31 189.69 188.19 0.000 Little Beaver River (54) STST1635 186.86 189.47 187.68 0.000 Little Beaver River (54) STST1638 187.90 189.70 188.28 0.000 Little Beaver River (54) STST1639 188.23 190.37 188.54 0.000 Little Beaver River (54) STST1640 188.56 190.94 188.85 0.000 Little Beaver River (54) STST1641 188.83 190.70 189.13 0.000 Little Beaver River (54) STST1657 195.12 196.96 195.12 0.000 Little Beaver River (54) STST1680 197.46 199.19 197.64 0.000 Little Beaver River (54) STST1682 197.01 198.42 197.60 0.000 Little Beaver River (54) STST1683 195.68 197.60 197.41 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Little Beaver River (54) STST1685 194.87 198.12 195.76 0.000 Little Beaver River (54) STST1686 194.58 198.12 195.58 0.000 Little Beaver River (54) STST1687 194.56 197.66 195.33 0.000 Little Beaver River (54) STST1688 194.97 197.93 195.77 0.000 Little Beaver River (54) STST1689 195.29 197.97 197.14 0.000 Little Beaver River (54) STST1690 194.05 197.36 194.90 0.000 Little Beaver River (54) STST1693 193.53 197.21 194.43 0.000 Little Beaver River (54) STST1694 193.02 197.05 193.99 0.000 Little Beaver River (54) STST1696 192.24 195.07 193.40 0.000 Little Beaver River (54) STST1697 195.38 198.03 196.07 0.000 Little Beaver River (54) STST1699 196.01 198.30 196.72 0.000 Little Beaver River (54) STST1700 196.31 198.60 197.01 0.000 Little Beaver River (54) STST1702 196.93 199.06 197.35 0.000 Little Beaver River (54) STST1703 196.59 198.92 197.24 0.000 Little Beaver River (54) STST1706 201.75 204.00 202.88 0.000 Little Beaver River (54) STST1706A 200.64 203.00 201.87 0.000 Little Beaver River (54) STST1706C 197.77 200.50 200.05 0.000 Little Beaver River (54) STST188 200.58 201.90 201.00 0.000 Little Beaver River (54) STST189 200.30 201.70 200.94 0.000 Little Beaver River (54) STST190 201.13 202.57 201.27 0.000 Little Beaver River (54) STST198 194.50 195.72 194.57 0.000 Little Beaver River (54) STST205 200.27 201.70 200.81 0.000 Little Beaver River (54) STST2065 201.85 203.50 201.90 0.000 Little Beaver River (54) STST2066 201.68 203.67 201.81 0.000 Little Beaver River (54) STST2067 202.05 203.75 202.12 0.000 Little Beaver River (54) STST2069 201.38 203.33 201.52 0.000 Little Beaver River (54) STST2071 200.93 202.44 201.17 0.000 Little Beaver River (54) STST2073 201.21 202.53 201.32 0.000 Little Beaver River (54) STST2074 200.75 202.30 201.09 0.000 Little Beaver River (54) STST2075 200.69 202.24 201.05 0.000 Little Beaver River (54) STST2077 200.55 202.08 200.98 0.000 Little Beaver River (54) STST2079 200.77 202.48 201.06 0.000 Little Beaver River (54) STST2080 200.88 201.78 201.07 0.000 Little Beaver River (54) STST2081 201.00 201.90 201.11 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Little Beaver River (54) STST2083 200.86 202.73 201.09 0.000 Little Beaver River (54) STST2084 201.02 202.94 201.20 0.000 Little Beaver River (54) STST2085 201.08 202.94 201.25 0.000 Little Beaver River (54) STST2086 201.24 202.68 201.26 0.000 Little Beaver River (54) STST2089 202.00 203.85 202.10 0.000 Little Beaver River (54) STST2091 202.56 204.51 202.59 0.000 Little Beaver River (54) STST2373 196.03 197.83 196.14 0.000 Little Beaver River (54) STST2373A 194.21 197.57 195.25 0.000 Little Beaver River (54) STST37 210.42 211.99 211.29 0.000 Little Beaver River (54) STST40 211.63 213.29 211.74 0.000 Little Beaver River (54) STST41 211.00 212.58 211.15 0.000 Little Beaver River (54) STST42 210.03 211.60 210.24 0.000 Little Beaver River (54) STST43 209.40 211.02 209.64 0.000 Little Beaver River (54) STST44 208.19 210.03 208.43 0.000 Little Beaver River (54) STST45 206.35 209.31 208.07 0.000 Little Beaver River (54) STST46 204.46 206.38 205.09 0.000 Little Beaver River (54) STST47 203.12 204.92 204.12 0.000 Little Beaver River (54) STST512 196.43 197.22 197.00 0.000 Little Beaver River (54) STST514 194.04 196.46 194.37 0.000 Little Beaver River (54) STST514A 194.75 196.46 194.84 0.000 Little Beaver River (54) STST515 191.22 192.51 191.89 0.000 Little Beaver River (54) STST516 191.14 192.61 191.58 0.000 Little Beaver River (54) STST517 190.72 192.19 191.05 0.000 Little Beaver River (54) STST518 189.59 191.08 190.18 0.000 Little Beaver River (54) STST519 195.70 196.58 196.08 0.000 Little Beaver River (54) STST520 194.33 195.87 195.07 0.000 Little Beaver River (54) STST522 193.28 194.44 193.32 0.000 Little Beaver River (54) STST523 190.67 191.67 191.21 0.000 Little Beaver River (54) STST524 190.35 191.39 190.45 0.000 Little Beaver River (54) STST525 188.78 190.10 189.99 0.000 Little Beaver River (54) STST526 188.59 189.80 189.49 0.000 Little Beaver River (54) STST527 188.69 190.04 189.96 0.000 Little Beaver River (54) STST580 177.59 178.53 178.33 0.000 Little Beaver River (54) STST72 211.15 212.97 211.44 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Little Beaver River (54) STST73 210.85 212.78 211.43 0.000 Little Beaver River (54) STST76 207.75 209.97 208.84 0.000 Little Beaver River (54) STST77 205.59 208.75 206.48 0.000 Little Beaver River (54) STST78 205.38 208.16 206.20 0.000 Little Beaver River (54) STST79 205.30 207.74 205.92 0.000 Little Beaver River (54) STST80 204.65 206.60 205.53 0.000 Little Beaver River (54) STST81 203.67 205.62 204.75 0.000 Little Beaver River (54) STST82 202.44 204.96 202.99 0.000 Little Beaver River (54) STST89 206.62 209.30 208.09 0.000 Little Beaver River (54) STST90 203.04 204.50 203.06 0.000 Little Beaver River (54) STST91 207.41 208.80 208.74 0.000 Little Beaver River (54) STST92 206.96 208.90 208.49 0.000 Lousia St. E Outlet STST1475 201.28 202.57 202.90 0.330 Lousia St. E Outlet STST540 189.68 191.36 191.67 0.315 Lousia St. E Outlet STST1478 201.62 202.64 202.95 0.310 Lousia St. E Outlet STST1756 201.26 202.69 202.95 0.260 Lousia St. E Outlet STST230 201.19 202.74 202.91 0.175 Lousia St. E Outlet STST275 199.75 201.45 201.56 0.115 Lousia St. E Outlet STST229 201.03 202.80 202.90 0.105 Lousia St. E Outlet STST278 198.26 200.59 200.69 0.105 Lousia St. E Outlet STST1801 201.96 203.70 203.78 0.080 Lousia St. E Outlet STST1795 203.35 204.90 204.98 0.080 Lousia St. E Outlet STST1259 188.72 191.19 191.25 0.058 Lousia St. E Outlet STST1285 197.79 199.16 199.21 0.050 Lousia St. E Outlet STST237 197.35 199.14 199.19 0.050 Lousia St. E Outlet STST1286 197.72 199.16 199.20 0.040 Lousia St. E Outlet STST1256 188.04 190.88 190.48 0.000 Lousia St. E Outlet STST1258 189.09 191.88 191.82 0.000 Lousia St. E Outlet STST1263 187.78 190.91 189.13 0.000 Lousia St. E Outlet STST1789 203.77 205.68 205.68 0.000 Lousia St. E Outlet STST1790 204.51 205.80 205.71 0.000 Lousia St. E Outlet STST279 197.01 199.29 199.17 0.000 Lousia St. E Outlet STST487 192.40 195.98 193.69 0.000 Lousia St. E Outlet STST492 196.90 199.54 198.32 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Lousia St. E Outlet STST493 195.92 198.20 197.39 0.000 Lousia St. E Outlet STST501 195.40 197.75 196.34 0.000 Lousia St. E Outlet STST502 195.98 197.65 196.34 0.000 Lousia St. E Outlet STST503 196.08 197.49 196.34 0.000 Lousia St. E Outlet STST504 196.60 197.37 196.62 0.000 Lousia St. E Outlet STST535 194.65 197.24 195.46 0.000 Lousia St. E Outlet STST536 194.25 197.11 195.09 0.000 Lousia St. E Outlet STST537 190.06 193.08 192.43 0.000 Lousia St. E Outlet STST538 190.60 193.16 192.84 0.000 Lousia St. E Outlet STST539 189.10 192.59 192.04 0.000 Mary St. Outlet STST1474 192.13 193.79 194.10 0.309 Mary St. Outlet STST1473 192.39 193.84 194.10 0.258 Mary St. Outlet STSTTE012 192.66 193.58 193.72 0.140 Mary St. Outlet STSTTE018 208.00 208.70 208.74 0.045 Mary St. Outlet STSTTE011 192.35 193.75 193.78 0.032 Mary St. Outlet STST1467 192.23 193.96 192.66 0.000 Mary St. Outlet STST1468 190.70 191.38 191.14 0.000 Mary St. Outlet STST1471 192.38 193.99 193.82 0.000 Mary St. Outlet STSTTE013 192.66 193.30 192.73 0.000 Mary St. Outlet STSTTE015 192.69 194.34 193.58 0.000 Mary St. Outlet STSTTE016 193.19 194.74 194.10 0.000 Mary St. Outlet STSTTE017 194.59 196.53 194.94 0.000 Mary St. Outlet STSTTE019 197.40 200.22 197.68 0.000 Mary St. Outlet STSTTE020 204.31 206.13 204.56 0.000 Mary St. Outlet STSTTE021 205.08 206.93 205.57 0.000 Mary St. Outlet STSTTE022 197.59 199.89 198.23 0.000 Mary St. Outlet STSTTE023 206.57 207.27 207.12 0.000 Mary St. Outlet STSTTE024 200.17 202.14 200.38 0.000 Mary St. Outlet STSTTE027 205.52 206.96 206.58 0.000 Mary St. Outlet STSTTE028 192.37 193.44 192.61 0.000 Mary St. Outlet STSTTE029 190.84 193.62 191.27 0.000 Misc. Camperdown STST1512 177.32 178.43 177.53 0.000 Misc. Camperdown STST1823 177.84 179.88 178.35 0.000 Misc. Camperdown STST1824 177.97 179.84 178.43 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Misc. Camperdown STST1847 178.59 180.37 178.79 0.000 Misc. Camperdown STST1848 177.36 179.37 178.14 0.000 Misc. Camperdown STST1851 177.27 179.21 178.06 0.000 Misc. Camperdown STST1852 177.15 179.11 177.96 0.000 Misc. Camperdown STST1853 177.43 179.08 178.04 0.000 Misc. Camperdown STST1854 177.75 179.47 178.07 0.000 Misc. Camperdown STST2356 178.37 180.25 178.66 0.000 Misc. Camperdown STST2357 178.63 180.49 178.87 0.000 Misc. Camperdown STST2358 177.89 180.06 178.14 0.000 Misc. Camperdown STST2363 177.66 179.68 178.04 0.000 Misc. Camperdown STST2364 177.55 179.43 177.87 0.000 Misc. Camperdown STST2365 177.45 179.37 177.75 0.000 Misc. Camperdown STST2367 177.29 178.88 177.68 0.000 Misc. Camperdown STST2368 177.12 178.75 177.61 0.000 Misc. Clarksburg STST1767 203.33 205.15 205.16 0.013 Misc. Clarksburg STST1480 198.13 199.10 198.70 0.000 Misc. Clarksburg STST1481 198.02 199.08 198.69 0.000 Misc. Clarksburg STST1505 198.95 199.91 199.19 0.000 Misc. Clarksburg STST1506 196.30 197.64 196.44 0.000 Misc. Clarksburg STST1507 198.02 198.68 198.25 0.000 Misc. Clarksburg STST1508 200.65 202.35 200.93 0.000 Misc. Clarksburg STST1766 204.20 205.81 205.34 0.000 Misc. Clarksburg STST1768 199.86 201.48 201.35 0.000 Misc. Clarksburg STST1769 199.61 201.51 200.98 0.000 Misc. Clarksburg STSTTE001 198.69 200.21 198.80 0.000 Misc. Clarksburg STSTTE002 197.85 199.70 198.18 0.000 Misc. Clarksburg STSTTE003 196.46 198.41 197.69 0.000 Misc. Clarksburg STSTTE004 196.22 197.73 196.35 0.000 Misc. Clarksburg STSTTE014 193.35 194.77 193.40 0.000 Misc. Lora Bay STST2254A 180.12 180.12 180.44 0.320 Misc. Lora Bay STST1488 180.95 181.70 181.82 0.120 Misc. Lora Bay STST1486 179.83 181.07 181.14 0.066 Misc. Lora Bay STST1482 178.55 181.41 179.78 0.000 Misc. Lora Bay STST1484 179.33 181.30 180.55 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Misc. Lora Bay STST1487 180.19 181.50 181.41 0.000 Misc. Lora Bay STST1488A 181.07 181.97 181.84 0.000 Misc. Lora Bay STST1489 180.55 182.31 181.66 0.000 Misc. Lora Bay STST1490 178.51 180.48 179.02 0.000 Misc. Lora Bay STST1520 179.52 180.25 179.59 0.000 Misc. Lora Bay STST1521 179.11 180.14 179.24 0.000 Misc. Lora Bay STST2254 180.24 181.15 180.80 0.000 Misc. Lora Bay STST2255 181.58 183.25 181.73 0.000 Misc. Lora Bay STST2256 183.62 185.60 183.69 0.000 Misc. Thornbury STST574 180.70 181.64 181.93 0.290 Misc. Thornbury STST570 181.93 182.74 182.90 0.160 Misc. Thornbury STST568 186.42 187.47 187.61 0.140 Misc. Thornbury STST273 185.00 185.62 185.76 0.140 Misc. Thornbury STST1266 196.43 197.86 197.96 0.100 Misc. Thornbury STST1222 178.40 179.08 179.16 0.084 Misc. Thornbury STST1550 185.86 187.30 187.38 0.080 Misc. Thornbury STST567 186.51 187.65 187.73 0.080 Misc. Thornbury STST1221 178.54 179.37 179.44 0.071 Misc. Thornbury STST566 186.71 187.85 187.91 0.060 Misc. Thornbury STST268 186.40 187.92 187.96 0.040 Misc. Thornbury STST1503 196.80 198.03 198.07 0.040 Misc. Thornbury STST1552 186.90 188.22 188.26 0.040 Misc. Thornbury STST571 178.15 179.88 179.92 0.040 Misc. Thornbury STST1220 178.81 180.01 180.04 0.032 Misc. Thornbury STST489 196.08 197.45 197.47 0.016 Misc. Thornbury STST1223 178.91 179.91 179.49 0.000 Misc. Thornbury STST1227 187.10 188.42 188.38 0.000 Misc. Thornbury STST1231 195.29 196.18 195.67 0.000 Misc. Thornbury STST1232 194.97 196.44 195.67 0.000 Misc. Thornbury STST1234 192.31 197.90 192.54 0.000 Misc. Thornbury STST1236 194.53 197.81 195.56 0.000 Misc. Thornbury STST1238 178.80 180.14 179.24 0.000 Misc. Thornbury STST1239 178.74 180.31 179.18 0.000 Misc. Thornbury STST1242 176.97 178.57 177.81 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Misc. Thornbury STST1245 178.57 180.27 178.90 0.000 Misc. Thornbury STST1246 178.85 180.16 179.43 0.000 Misc. Thornbury STST1247 179.18 180.57 179.79 0.000 Misc. Thornbury STST1248 179.44 181.64 179.82 0.000 Misc. Thornbury STST1249 183.82 184.66 183.88 0.000 Misc. Thornbury STST1250 182.91 184.53 182.98 0.000 Misc. Thornbury STST1252 184.20 185.80 184.27 0.000 Misc. Thornbury STST1267 196.94 198.45 198.37 0.000 Misc. Thornbury STST1268 197.59 199.65 198.87 0.000 Misc. Thornbury STST1269 197.98 199.75 199.28 0.000 Misc. Thornbury STST1271 198.65 200.20 199.76 0.000 Misc. Thornbury STST1272 199.07 200.65 200.49 0.000 Misc. Thornbury STST1276 197.98 199.80 198.88 0.000 Misc. Thornbury STST1288 199.28 200.85 200.73 0.000 Misc. Thornbury STST1290 199.41 200.90 200.83 0.000 Misc. Thornbury STST1448 200.42 203.51 200.72 0.000 Misc. Thornbury STST1452 202.03 202.85 202.09 0.000 Misc. Thornbury STST1453 201.53 202.88 201.94 0.000 Misc. Thornbury STST1454 201.09 202.85 201.50 0.000 Misc. Thornbury STST1455 200.56 202.92 201.29 0.000 Misc. Thornbury STST1456 194.92 202.20 195.33 0.000 Misc. Thornbury STST1462 202.32 203.40 202.95 0.000 Misc. Thornbury STST1463 202.16 202.96 202.95 0.000 Misc. Thornbury STST1465 201.94 203.10 202.94 0.000 Misc. Thornbury STST1494 186.53 190.00 187.56 0.000 Misc. Thornbury STST1497 189.25 192.80 189.63 0.000 Misc. Thornbury STST1548 185.49 187.05 186.60 0.000 Misc. Thornbury STST1563 182.02 182.92 182.37 0.000 Misc. Thornbury STST1564 182.12 183.12 182.37 0.000 Misc. Thornbury STST1587 188.39 189.36 188.50 0.000 Misc. Thornbury STST1587A 187.65 188.50 188.10 0.000 Misc. Thornbury STST1590 187.52 188.50 188.10 0.000 Misc. Thornbury STST1818 188.67 193.00 188.94 0.000 Misc. Thornbury STST243 186.85 188.12 187.00 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Misc. Thornbury STST244 186.70 187.97 186.95 0.000 Misc. Thornbury STST245 186.50 187.82 186.67 0.000 Misc. Thornbury STST247 185.80 187.72 186.21 0.000 Misc. Thornbury STST271 185.70 187.22 187.03 0.000 Misc. Thornbury STST274 184.15 186.00 185.34 0.000 Misc. Thornbury STST485 195.95 197.61 196.01 0.000 Misc. Thornbury STST486 196.14 197.41 196.19 0.000 Misc. Thornbury STST488 195.31 197.55 195.60 0.000 Misc. Thornbury STST490 196.28 197.90 197.66 0.000 Misc. Thornbury STST491 196.97 198.09 198.07 0.000 Misc. Thornbury STST494 195.90 197.58 195.93 0.000 Misc. Thornbury STST495 195.78 197.83 195.87 0.000 Misc. Thornbury STST496 195.57 197.66 195.85 0.000 Misc. Thornbury STST497 191.80 196.75 192.11 0.000 Misc. Thornbury STST498 195.35 197.56 195.68 0.000 Misc. Thornbury STST499 194.73 197.56 195.07 0.000 Misc. Thornbury STST500 195.43 197.61 195.60 0.000 Misc. Thornbury STST559 185.18 188.74 185.29 0.000 Misc. Thornbury STST560 184.33 187.25 184.79 0.000 Misc. Thornbury STST561 184.87 187.11 185.27 0.000 Misc. Thornbury STST562 185.20 187.70 185.51 0.000 Misc. Thornbury STST563 183.38 186.45 183.55 0.000 Misc. Thornbury STST564 183.74 186.58 184.20 0.000 Misc. Thornbury STST565 185.53 187.77 185.58 0.000 Misc. Thornbury STST569 181.68 182.94 182.26 0.000 Misc. Thornbury STST572 177.84 179.12 178.78 0.000 Misc. Thornbury STST573 180.10 181.74 180.47 0.000 Misc. Thornbury STST575 180.48 181.88 181.48 0.000 Misc. Thornbury STST576 177.12 178.70 178.10 0.000 Misc. Thornbury STST577 177.87 179.73 178.88 0.000 Misc. Thornbury STST578 176.81 178.90 177.76 0.000 Misc. Thornbury STST579 177.66 179.70 179.70 0.000 Silver Creek (50) STST2230 220.05 222.66 222.75 0.090 Silver Creek (50) STST2231 220.55 223.05 223.13 0.080 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Silver Creek (50) STST2222 219.81 222.58 222.65 0.070 Silver Creek (50) STST2223 220.54 223.05 223.12 0.070 Silver Creek (50) STST2224 220.84 223.31 223.38 0.070 Silver Creek (50) STST2226 221.16 223.66 223.72 0.060 Silver Creek (50) STST2235 221.29 223.99 224.04 0.050 Silver Creek (50) J10-wf 221.93 224.56 223.46 0.000 Silver Creek (50) J11-wf 221.39 223.85 222.67 0.000 Silver Creek (50) J12-wf 221.22 223.79 222.32 0.000 Silver Creek (50) J13-wf 220.87 223.50 221.94 0.000 Silver Creek (50) J14-wf 220.69 223.35 221.75 0.000 Silver Creek (50) J15-wf 220.47 223.20 221.50 0.000 Silver Creek (50) J16-wf 220.05 223.34 221.24 0.000 Silver Creek (50) J17-wf 219.57 222.96 220.48 0.000 Silver Creek (50) J18-wf 217.92 223.25 218.51 0.000 Silver Creek (50) J20-wf 226.09 228.81 226.21 0.000 Silver Creek (50) J21-wf 225.86 228.52 226.00 0.000 Silver Creek (50) J22-wf 224.95 227.64 225.13 0.000 Silver Creek (50) J23-wf 224.38 227.08 224.65 0.000 Silver Creek (50) J24-wf 222.35 225.13 224.02 0.000 Silver Creek (50) J25-wf 220.99 223.81 222.10 0.000 Silver Creek (50) J5-wf 226.59 228.99 226.64 0.000 Silver Creek (50) J6-wf 225.97 228.59 226.10 0.000 Silver Creek (50) J7-wf 225.70 228.25 225.85 0.000 Silver Creek (50) J8-wf 224.57 227.14 224.81 0.000 Silver Creek (50) J9-wf 222.55 225.13 223.23 0.000 Silver Creek (50) STST2185 218.01 221.69 218.98 0.000 Silver Creek (50) STST2186 217.04 220.42 217.93 0.000 Silver Creek (50) STST2188 216.37 219.80 217.39 0.000 Silver Creek (50) STST2189 215.54 218.80 216.81 0.000 Silver Creek (50) STST2191 214.80 218.30 215.80 0.000 Silver Creek (50) STST2192 215.53 217.97 215.99 0.000 Silver Creek (50) STST2193 215.75 217.68 216.11 0.000 Silver Creek (50) STST2195 215.93 218.04 216.30 0.000 Silver Creek (50) STST2196 216.17 218.70 216.50 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Silver Creek (50) STST2198 216.72 219.38 216.85 0.000 Silver Creek (50) STST2200 217.81 220.45 217.88 0.000 Silver Creek (50) STST2201 217.40 220.11 217.52 0.000 Silver Creek (50) STST2203 216.91 219.70 217.47 0.000 Silver Creek (50) STST2205 218.51 221.73 219.58 0.000 Silver Creek (50) STST2206 218.64 221.66 220.03 0.000 Silver Creek (50) STST2208 214.53 218.30 215.71 0.000 Silver Creek (50) STST2209 214.42 217.75 215.58 0.000 Silver Creek (50) STST2210 214.18 217.25 215.51 0.000 Silver Creek (50) STST2211 214.03 217.71 215.42 0.000 Silver Creek (50) STST2212 213.98 217.02 215.36 0.000 Silver Creek (50) STST2213 215.30 217.51 216.12 0.000 Silver Creek (50) STST2214 213.65 215.95 215.16 0.000 Silver Creek (50) STST2215 213.57 215.87 214.99 0.000 Silver Creek (50) STST2216 213.46 215.80 214.82 0.000 Silver Creek (50) STST2217 213.35 215.82 214.57 0.000 Silver Creek (50) STST2218 213.08 215.67 214.37 0.000 Silver Creek (50) STST2219 219.45 222.29 221.92 0.000 Silver Creek (50) STST2220 219.71 222.36 222.32 0.000 Silver Creek (50) STST2227 221.60 224.37 224.35 0.000 Silver Creek (50) STST2229 219.75 222.56 222.55 0.000 Silver Creek (50) STST2233 221.01 223.52 223.49 0.000 Silver Creek (50) STST2239 223.35 225.95 225.71 0.000 Silver Creek (50) STST2240 224.02 226.57 226.10 0.000 Silver Creek (50) STST2241 224.36 227.04 226.32 0.000 Silver Creek (50) STST2242 222.93 225.60 225.34 0.000 Silver Creek (50) STST2243 224.29 226.99 225.97 0.000 Silver Creek (50) STST2400 224.68 227.32 226.11 0.000 Silver Creek (50) STST2402 224.91 227.57 226.21 0.000 Silver Creek (50) STST2403 225.11 227.77 226.40 0.000 Silver Creek (50) STST2404 225.30 227.98 226.44 0.000 Silver Creek (50) STST2406 225.47 228.18 226.47 0.000 Silver Creek (50) STST2407 225.77 228.77 226.47 0.000 Silver Creek (50) STST2409 225.59 228.32 226.47 0.000 WATERCOURSE / OUTLET MH ID INVERT ELEV. (m) RIM ELEV. (m) MAX HGL (m) MAX PONDING CONDITION DEPTH Silver Creek (50) STST2412 224.74 227.42 226.42 0.000 Silver Creek (50) STST2413 225.17 227.79 226.45 0.000 Silver Creek (50) STST2553 217.17 219.89 218.62 0.000 Silver Creek (50) STST2554 216.74 219.46 218.39 0.000 Silver Creek (50) STST2555 215.93 218.88 216.92 0.000 Silver Creek (50) STST2588 220.05 222.60 220.13 0.000 Silver Creek (50) STST2589 219.58 222.55 219.69 0.000 Silver Creek (50) STST2590 219.14 221.91 219.27 0.000 Silver Creek (50) STST2591 218.24 221.13 218.40 0.000 Silver Creek (50) STST2592 216.81 220.15 217.29 0.000 Silver Creek (50) STST2593 216.95 219.86 217.29 0.000 Silver Creek (50) STST2595 217.89 220.29 218.79 0.000 Silver Creek (50) STST2596 217.54 220.23 218.76 0.000 Silver Creek (50) STST2597 216.19 219.03 218.10 0.000 Silver Creek (50) STST2598 215.80 217.78 217.08 0.000 Silver Creek (50) STST2599 215.73 218.48 216.77 0.000 Silver Creek (50) STST2600 215.50 218.00 216.36 0.000 Silver Creek (50) STST2601 215.33 217.70 216.02 0.000 Silver Creek (50) STST2602 215.12 217.42 215.84 0.000 Silver Creek (50) STST2603 215.03 217.26 215.65 0.000 TOWN OF THE BLUE MOUNTAINS DRAINAGE MASTER PLAN CLIMATE CHANGE CONDITIONS - 1:100 YEAR OVERLAND FLOW DEFICIENCIES SUMMARY WATERCOURSE OUTLET FU k DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH L (m) MAX DEPTH*VELOCIT Sm2/s) Watercourse 1 STM2546-S 20mROW 0.73 0.080 T 0.409 0.033 1 Watercourse 1 STM2559_4-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 1 STM2561-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 1 STM2562-S 20mROW 0.73 1.350 0.482 0.650 1 Watercourse 1 STM3784-S 20mROW 0.73 0.700 0.336 0.235 1 Watercourse 1 Dl_C1-S DitchOverland 0.5 0.000 0.250 0.000 0 Watercourse 1 STM2540-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2541-S 20mROW 0.73 0.000 0.073 0.000 0 Watercourse 1 STM2542-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2544-S 20mROW 0.73 0.830 0.204 0.170 0 Watercourse 1 STM2545-S 20mROW 0.73 1.330 0.139 0.184 0 Watercourse 1 STM2547-S 20mROW 0.73 0.330 0.088 0.022 0 Watercourse 1 STM2548-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 1 STM2551-S 20mROW 0.73 0.000 0.146 0.000 0 Watercourse 1 STM2552-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2553-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2554-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2555-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2557-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2559_1-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2559-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2564-S 20mROW 0.73 0.350 0.029 0.010 0 Watercourse 1 STM2566-S 20mROW 0.73 0.000 0.015 0.000 0 Watercourse 1 STM2568-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2570-S 20mROW 0.73 0.000 0.117 0.000 0 Watercourse 1 STM2624-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 1 STM2625-S MajorOverlandEasement 0.5 0.390 0.255 0.099 0 Watercourse 1 STM2627-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 1 STM2629-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM2630-S 20mROW 0.73 0.620 0.204 0.123 0 Watercourse 1 STM2631-S MajorOverlandEasement 0.5 0.220 0.135 0.030 0 Watercourse 1 STM2632-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3408-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3420-S 20mROW 0.73 0.000 0.139 0.000 0 Watercourse 1 STM3447-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 1 STM3448-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3450-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3451-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3452-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3453-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3454-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 1 STM3455-S 20mROW 0.73 0.880 0.073 0.064 0 Watercourse 1 STM3456-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3457-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3458-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3459-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3461-S 20mROW 0.73 0.410 0.102 0.042 0 Watercourse 1 STM3464-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3465-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3466-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3467-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3468-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3469-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3470-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 1 STM3471-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 1 STM3480-S 20mROW 0.73 0.000 0.058 0.000 0 Watercourse 1 STM3739-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3740-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3741-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3742-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3743-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3744-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3745-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3746-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3747-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3748-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3749-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3750-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3751-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3752-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3753-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3754-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3755-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3756-S 20mROW 0.73 0.000 0.000 0.000 0 W•TE'C•U•SE/ FULL •E'TH M•X VELOCITY M•X •- M X •E•TH*VELOCITY Watercourse 1 1 STM3757-S 20mROW 0.73 0.000 0.000 1 0.000 1 0 Watercourse 1 STM3758-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3759-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3760-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3761-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3762-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3763-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3764-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 1 STM3765-S 20mROW 0.73 0.520 0.051 0.027 0 Watercourse 1 STM3766-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3767-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3768-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 1 STM3769-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 1 STM3770-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3771-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3772-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3773-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3774-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3775-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3776-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3777-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 1 STM3778-S 20mROW 0.73 0.000 0.051 0.000 0 Watercourse 1 STM3779-S 20mROW 0.73 0.580 0.110 0.064 0 Watercourse 1 STM3780-S 20mROW 0.73 0.620 0.117 0.072 0 Watercourse 1 STM3781-S 20mROW 0.73 0.690 0.110 0.076 0 Watercourse 1 STM3782-S 20mROW 0.73 0.680 0.124 0.084 0 Watercourse 1 STM3783-S 20mROW 0.73 1.430 0.212 0.167 0 Watercourse 1 STM3785-S 20mROW 0.73 1.320 0.292 0.385 0 Watercourse 1 STM3786-S 20mROW 0.73 0.030 0.190 0.006 0 Watercourse 1 STM3787-S 20mROW 0.73 0.940 0.248 0.233 0 Watercourse 1 STM3788-S 20mROW 0.73 0.480 0.190 0.084 0 Watercourse 1 STM3789-S 20mROW 0.73 1.280 0.270 0.346 0 Watercourse 1 STM3790-S 20mROW 0.73 0.630 0.066 0.038 0 Watercourse 1 STM3791-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 1 STM3792-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D3C7-S 20mROW 0.73 0.000 0.365 0.000 Watercourse 6 D7C1-S MajorOverlandEasement 0.5 0.890 0.500 0.435 Watercourse 6 STM218-S 20mROW 0.73 0.790 0.380 0.300 Watercourse 6 STM220-S 20mROW 0.73 0.950 0.387 0.356 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 STM2488-S 20mROW 0.73 1.020 0.467 0.469 1 Watercourse 6 STM2496-S 20mROW 0.73 1.920 0.183 0.350 1 Watercourse 6 STM2498-S 20mROW 0.73 0.590 0.591 0.345 1 Watercourse 6 STM2499-S 20mROW 0.73 1.100 0.329 0.353 1 Watercourse 6 STM2500-S 20mROW 0.73 1.930 0.197 0.380 1 Watercourse 6 STM2513-S 20mROW 0.73 1.770 0.234 0.413 1 Watercourse 6 STM2514-S 20mROW 0.73 0.100 0.445 0.045 1 Watercourse 6 STM2516A-S 20mROW 0.73 1.790 0.241 0.431 1 Watercourse 6 STM340-S 20mROW 0.73 0.670 0.445 0.298 1 Watercourse 6 STM364-S 20mROW 0.73 1.630 0.292 0.476 1 Watercourse 6 STM567-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 6 STM745-S 20mROW 0.73 1.450 0.307 0.445 1 Watercourse 6 STM74-S 20mROW 0.73 0.070 0.409 0.029 1 Watercourse 6 STM886-S MajorOverlandEasement 0.5 0.900 0.405 0.351 1 Watercourse 6 STM887_1-S MajorOverlandEasement 0.5 1.180 0.365 0.431 1 Watercourse 6 STM887-S MajorOverlandEasement 0.5 0.880 0.360 0.310 1 Watercourse 6 STM906-S 20mROW 0.73 1.990 0.175 0.349 1 Watercourse 6 STM908-S 20mROW 0.73 1.880 0.175 0.329 1 Watercourse 6 STM909-S 20mROW 0.73 2.080 0.168 0.349 1 Watercourse 6 STMIROC1-S MajorOverlandEasement 0.5 0.990 0.420 0.416 1 Watercourse 6 STMIROC2-S MajorOverlandEasement 0.5 1.350 0.325 0.439 1 Watercourse 6 STMIROC3-S MajorOverlandEasement 0.5 1.660 0.255 0.423 1 Watercourse 6 STMIROC4-S MajorOverlandEasement 0.5 2.030 0.220 0.355 1 Watercourse 6 CUL168-S DitchOverland 0.5 1.570 0.150 0.236 0 Watercourse 6 D2C1-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 6 D2C2-S DitchOverland 0.5 0.640 0.025 0.016 0 Watercourse 6 D2C3-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 6 D3_4 -S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 6 D3C1-S DitchOverland 0.5 0.860 0.045 0.039 0 Watercourse 6 D3C3-S 20mROW 0.73 0.000 0.007 0.000 0 Watercourse 6 D3C4-S 20mROW 0.73 0.360 0.015 0.005 0 Watercourse 6 D3C5-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 D3C6-S 20mROW 0.73 0.450 0.015 0.007 0 Watercourse 6 D4C1-S DitchOverland 0.5 0.780 0.065 0.051 0 Watercourse 6 STM1004-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM102-S 20mROW 0.73 0.000 0.007 0.000 0 Watercourse 6 STM102-S1 20mROW 0.73 0.000 0.007 0.000 0 Watercourse 6 STM1049-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1122-S 20mROW 0.73 0.490 0.066 0.032 0 WATERCOURSE / T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 T STM1123-S 20mROW 0.73 0.000 0.000 I 0.000 1 0 Watercourse 6 STM1214-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1220-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1465-S 20mROW 0.73 0.000 0.102 0.000 0 Watercourse 6 STM1933-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1934-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1937-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1940-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1941-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1942_1-S 20mROW 0.73 1.300 0.197 0.256 0 Watercourse 6 STM1942_2-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM1942_3-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 6 STM1942_5-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Watercourse 6 STM1942-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 6 STM197-S 20mROW 0.73 1.350 0.124 0.148 0 Watercourse 6 STM198-S 20mROW 0.73 0.700 0.131 0.092 0 Watercourse 6 STM1-S 20mROW 0.73 0.730 0.117 0.085 0 Watercourse 6 STM2503-S 20mROW 0.73 1.640 0.226 0.371 0 Watercourse 6 STM2505-S 20mROW 0.73 0.710 0.219 0.149 0 Watercourse 6 STM2509-S 20mROW 0.73 1.330 0.263 0.350 0 Watercourse 6 STM2511-S 20mROW 0.73 1.260 0.285 0.359 0 Watercourse 6 STM2512-S 20mROW 0.73 0.330 0.234 0.068 0 Watercourse 6 STM2515-S 20mROW 0.73 0.590 0.139 0.082 0 Watercourse 6 STM2516-S 20mROW 0.73 0.210 0.146 0.025 0 Watercourse 6 STM2519-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 6 STM2520-S 20mROW 0.73 0.380 0.044 0.017 0 Watercourse 6 STM2521-S 20mROW 0.73 0.650 0.066 0.039 0 Watercourse 6 STM2522-S 20mROW 0.73 0.950 0.080 0.071 0 Watercourse 6 STM2523-S 20mROW 0.73 0.400 0.051 0.020 0 Watercourse 6 STM2572-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 6 STM2573-S 20mROW 0.73 0.390 0.102 0.040 0 Watercourse 6 STM2574-S 20mROW 0.73 0.810 0.131 0.101 0 Watercourse 6 STM2575-S 20mROW 0.73 1.260 0.095 0.120 0 Watercourse 6 STM2576-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM2578-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM2-S 20mROW 0.73 0.760 0.124 0.094 0 Watercourse 6 STM3199-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM3200-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM3203-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 STM3204-S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 6 STM3205-S MajorOverlandEasement 0.5 0.520 0.235 0.122 0 Watercourse 6 STM3206-S MajorOverlandEasement 0.5 0.340 0.205 0.070 0 Watercourse 6 STM3826-S 20mROW 0.73 0.200 0.270 0.048 0 Watercourse 6 STM393-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 6 STM487-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM4-S 20mROW 0.73 0.560 0.080 0.045 0 Watercourse 6 STM5-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM611-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM613-S 20mROW 0.73 0.370 0.131 0.049 0 Watercourse 6 STM614-S 20mROW 0.73 0.670 0.080 0.054 0 Watercourse 6 STM616-S 20mROW 0.73 0.740 0.088 0.065 0 Watercourse 6 STM618-S 20mROW 0.73 0.630 0.088 0.055 0 Watercourse 6 STM619-S 20mROW 0.73 0.950 0.102 0.068 0 Watercourse 6 STM620-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM621-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM622-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM624-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM625-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM626-S 20mROW 0.73 0.000 0.139 0.000 0 Watercourse 6 STM658-S 20mROW 0.73 1.450 0.226 0.296 0 Watercourse 6 STM662-S 20mROW 0.73 1.320 0.204 0.270 0 Watercourse 6 STM747-S 20mROW 0.73 0.080 0.197 0.016 0 Watercourse 6 STM777-S 20mROW 0.73 0.570 0.175 0.100 0 Watercourse 6 STM788-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM799-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM802-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM803-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM804-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM807-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM808-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM810-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM812-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM814-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM816-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM818-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM820-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM821-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM822-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSE:6' FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 6 T STM823-S 20mROW 0.73 0.000 0.000 T 0.000 1 0 Watercourse 6 STM825-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM828-S 20mROW 0.73 0.010 0.051 0.001 0 Watercourse 6 STM831-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 6 STM834-S 20mROW 0.73 0.150 0.117 0.018 0 Watercourse 6 STM876-S 20mROW 0.73 0.200 0.124 0.025 0 Watercourse 6 STM884-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 6 STM885-S 20mROW 0.73 0.000 0.197 0.000 0 Watercourse 6 STM980-S 20mROW 0.73 0.000 0.292 0.000 0 Watercourse 10 D5C2-S DitchOverland 0.5 2.670 0.135 0.360 1 Watercourse 10 D5C3-S DitchOverland 0.5 2.670 0.135 0.360 1 Watercourse 10 D5C4-S DitchOverland 0.5 2.410 0.140 0.337 1 Watercourse 10 D5C5-S DitchOverland 0.5 2.470 0.130 0.321 1 Watercourse 10 D5C6-S DitchOverland 0.5 2.370 0.135 0.320 1 Watercourse 10 STM2226-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 10 STM2227-S 20mROW 0.73 0.730 0.730 0.526 1 Watercourse 10 STM2228-S 20mROW 0.73 0.310 0.730 0.219 1 Watercourse 10 STM2403-S 20mROW 0.73 0.210 0.730 0.153 1 Watercourse 10 STM2406-S 20mROW 0.73 0.010 0.387 0.004 1 Watercourse 10 STM2408-S 20mROW 0.73 0.960 0.730 0.701 1 Watercourse 10 STM2415-S 20mROW 0.73 1.330 0.314 0.417 1 Watercourse 10 STM2417-S 20mROW 0.73 1.900 0.248 0.472 1 Watercourse 10 STM2422-S 20mROW 0.73 1.980 0.263 0.520 1 Watercourse 10 STM2424-S 20mROW 0.73 1.880 0.270 0.508 1 Watercourse 10 STM2431-S 20mROW 0.73 1.580 0.518 0.807 1 Watercourse 10 STM2432-S 20mROW 0.73 1.860 0.277 0.516 1 Watercourse 10 STM2445-S 20mROW 0.73 2.150 0.248 0.534 1 Watercourse 10 STM2455-S 20mROW 0.73 2.060 0.256 0.526 1 Watercourse 10 STM2466-S 20mROW 0.73 2.450 0.226 0.554 1 Watercourse 10 STM2477-S 20mROW 0.73 2.500 0.234 0.584 1 Watercourse 10 STM2484-S 20mROW 0.73 0.010 0.445 0.004 1 Watercourse 10 STM2485-S 20mROW 0.73 0.660 0.445 0.294 1 Watercourse 10 STM2669-S 20mROW 0.73 0.000 0.358 0.000 1 Watercourse 10 STM3158-S 20mROW 0.73 0.060 0.438 0.026 1 Watercourse 10 D5C1-S DitchOverland 0.5 1.280 0.235 0.301 0 Watercourse 10 D5C7-S DitchOverland 0.5 1.310 0.245 0.321 0 Watercourse 10 STM1155-S 20mROW 0.73 0.160 0.102 0.016 0 Watercourse 10 STM1157-S 20mROW 0.73 1.340 0.153 0.205 0 Watercourse 10 STM1194-S 20mROW 0.73 1.340 0.175 0.235 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 10 STM1200-S 20mROW 0.73 1.420 0.241 0.342 0 Watercourse 10 STM1205-S 20mROW 0.73 1.150 0.292 0.336 0 Watercourse 10 STM2223-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2224-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2225-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 10 STM2231-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2400-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 10 STM2405-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2664-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM2668-S DitchOverland 0.5 1.670 0.170 0.284 0 Watercourse 10 STM2817-S DitchOverland 0.5 1.220 0.290 0.354 0 Watercourse 10 STM3046-S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 10 STM309-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM47-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM517-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM53-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM96-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 10 STM98-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 DlOC3-S DitchOverland 0.5 1.800 0.310 0.459 1 Watercourse 13 STM1052-S 20mROW 0.73 1.720 0.168 0.289 1 Watercourse 13 STM1059_2-S 20mROW 0.73 3.390 0.190 0.643 1 Watercourse 13 STM1374-S 20mROW 0.73 1.890 0.168 0.317 1 Watercourse 13 STM1377-S 20mROW 0.73 3.130 0.190 0.594 1 Watercourse 13 STM1417-S MajorOverlandEasement 0.5 1.940 0.500 0.970 1 Watercourse 13 STM1826-S 20mROW 0.73 1.250 0.511 0.639 1 Watercourse 13 STM1829-S 20mROW 0.73 1.730 0.175 0.303 1 Watercourse 13 STM2269-S 20mROW 0.73 1.490 0.489 0.729 1 Watercourse 13 STM45-S 20mROW 0.73 0.180 0.416 0.075 1 Watercourse 13 STM510-S MajorOverlandEasement 0.5 2.040 0.500 1.020 1 Watercourse 13 C50 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 C52 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 CUL145-S DitchOverland 0.5 0.530 0.145 0.077 0 Watercourse 13 CUL292-S DitchOverland 0.5 0.510 0.090 0.046 0 Watercourse 13 CUL408-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 13 CUL496-S DitchOverland 0.5 0.530 0.100 0.053 0 Watercourse 13 D10C1-S DitchOverland 0.5 0.930 0.150 0.140 0 Watercourse 13 D10C2-S DitchOverland 0.5 1.390 0.245 0.341 0 Watercourse 13 D15C1-S DitchOverland 0.5 0.840 0.040 0.034 0 Watercourse 13 D15C2-S DitchOverland 0.5 1.020 0.030 0.031 0 WATERCOURSE / -MET FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 13 1 D1503 -S DitchOverland 0.5 0.880 1 0.045 I 0.040 I 0 Watercourse 13 D15C4-S DitchOverland 0.5 0.200 0.230 0.046 0 Watercourse 13 D15C5-S DitchOverland 0.5 0.980 0.040 0.039 0 Watercourse 13 D6C1-S DitchOverland 0.5 0.000 0.015 0.000 0 Watercourse 13 D6C3-S DitchOverland 0.5 0.380 0.015 0.006 0 Watercourse 13 STM104-S 20mROW 0.73 0.000 0.058 0.000 0 Watercourse 13 STM1059_1-S 20mROW 0.73 0.000 0.095 0.000 0 Watercourse 13 STM1059_3-S 20mROW 0.73 1.250 0.153 0.192 0 Watercourse 13 STM105-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM106-S 20mROW 0.73 0.000 0.226 0.000 0 Watercourse 13 STM1240-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1241-S 20mROW 0.73 1.290 0.080 0.104 0 Watercourse 13 STM1334-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1340-S 20mROW 0.73 0.000 0.073 0.000 0 Watercourse 13 STM1380-S 20mROW 0.73 1.650 0.212 0.349 0 Watercourse 13 STM1561-S 20mROW 0.73 0.000 0.088 0.000 0 Watercourse 13 STM1564-S 20mROW 0.73 1.410 0.146 0.206 0 Watercourse 13 STM1581-S 20mROW 0.73 0.640 0.051 0.033 0 Watercourse 13 STM1741-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1742-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1747-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM1748-S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 13 STM1759-S 20mROW 0.73 0.980 0.095 0.093 0 Watercourse 13 STM1790-S 20mROW 0.73 1.580 0.168 0.265 0 Watercourse 13 STM1794-S 20mROW 0.73 0.360 0.175 0.063 0 Watercourse 13 STM1797-S 20mROW 0.73 0.000 0.117 0.000 0 Watercourse 13 STM1808-S 20mROW 0.73 1.120 0.263 0.294 0 Watercourse 13 STM1813-S 20mROW 0.73 1.450 0.219 0.318 0 Watercourse 13 STM221-S 20mROW 0.73 0.010 0.058 0.001 0 Watercourse 13 STM222-S 20mROW 0.73 0.570 0.117 0.058 0 Watercourse 13 STM224-S 20mROW 0.73 0.710 0.139 0.098 0 Watercourse 13 STM226-S 20mROW 0.73 0.850 0.146 0.124 0 Watercourse 13 STM228-S 20mROW 0.73 0.800 0.088 0.070 0 Watercourse 13 STM234-S 20mROW 0.73 0.270 0.256 0.069 0 Watercourse 13 STM2372-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2376-S 20mROW 0.73 1.440 0.080 0.116 0 Watercourse 13 STM2383-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2384-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 13 STM2385-S 20mROW 0.73 0.120 0.175 0.021 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 13 STM2387-S 20mROW 0.73 1.160 0.080 0.093 0 Watercourse 13 STM2389-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2391-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM2662-S 20mROW 0.73 1.350 0.080 0.108 0 Watercourse 13 STM305-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM308-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM3793-S 20mROW 0.73 1.290 0.066 0.085 0 Watercourse 13 STM505-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM506-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 13 STM512-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 13 STM895-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 14 CUL144-S DitchOverland 0.5 0.310 0.050 0.016 0 Watercourse 14 D16C1-S DitchOverland 0.5 0.860 0.035 0.030 0 Watercourse 14 D16C2-S DitchOverland 0.5 0.510 0.050 0.026 0 Watercourse 14 D16C3-S DitchOverland 0.5 0.980 0.025 0.025 0 Watercourse 14 D16C4-S DitchOverland 0.5 0.890 0.030 0.027 0 Watercourse 14 D16C5-S DitchOverland 0.5 0.860 0.030 0.026 0 Watercourse 14 D16C6-S DitchOverland 0.5 0.880 0.030 0.026 0 Watercourse 14 D16C7-S DitchOverland 0.5 0.860 0.035 0.030 0 Watercourse 14 STM1709-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 14 STM1710-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 14 STM231-S 20mROW 0.73 0.000 0.190 0.000 0 Watercourse 14 STM2386-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 14 STM867-S 20mROW 0.73 0.940 0.066 0.062 0 Watercourse 15 STM1296-S 20mROW 0.73 2.000 0.292 0.584 1 Watercourse 15 STM1326-S 20mROW 0.73 2.200 0.161 0.353 1 Watercourse 15 STM1642-S 20mROW 0.73 0.000 0.329 0.000 1 Watercourse 15 STM1644-S 20mROW 0.73 1.130 0.402 0.454 1 Watercourse 15 STM1749-S 20mROW 0.73 1.720 0.350 0.473 1 Watercourse 15 STM1750-S 20mROW 0.73 0.900 0.548 0.493 1 Watercourse 15 STM1751-S 20mROW 0.73 0.970 0.387 0.375 1 Watercourse 15 STM2370-S 20mROW 0.73 1.750 0.197 0.319 1 Watercourse 15 STM3157-S 20mROW 0.73 1.660 0.329 0.545 1 Watercourse 15 STM372-S 20mROW 0.73 2.750 0.248 0.683 1 Watercourse 15 STM1264-S 20mROW 0.73 1.570 0.124 0.195 0 Watercourse 15 STM1265-S 20mROW 0.73 1.280 0.146 0.187 0 Watercourse 15 STM1478-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1479-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1625-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSE:6' FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 15 T STM1637-S 20mROW 0.73 0.000 0.000 T 0.000 1 0 Watercourse 15 STM1647-S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 15 STM1708-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1959-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM1960-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 15 STM3850-S 20mROW 0.73 0.620 0.212 0.131 0 Watercourse 15 STM3851-S 20mROW 0.73 0.460 0.139 0.064 0 Watercourse 15 STM3852-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM280-S 20mROW 0.73 0.660 0.635 0.419 1 Watercourse 19 STM281-S 20mROW 0.73 0.000 0.321 0.000 1 Watercourse 19 STM3731-S 20mROW 0.73 2.440 0.153 0.374 1 Watercourse 19 STM1181-S 20mROW 0.73 0.000 0.197 0.000 0 Watercourse 19 STM1184-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM1187-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM1190-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM1958-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM2265-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM2266-S 20mROW 0.73 0.000 0.161 0.000 0 Watercourse 19 STM2268-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM2270-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 19 STM3706-S 20mROW 0.73 0.000 0.270 0.000 0 Watercourse 19 STM3732-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 21 STM151-S 20mROW 0.73 0.600 0.460 0.276 1 Watercourse 21 STM153-S 20mROW 0.73 0.850 0.467 0.397 1 Watercourse 21 STM167-S 20mROW 0.73 3.650 0.175 0.639 1 Watercourse 21 STM260-S 20mROW 0.73 1.260 0.350 0.442 1 Watercourse 21 STM261-S 20mROW 0.73 1.020 0.402 0.410 1 Watercourse 21 STM263-S 20mROW 0.73 0.240 0.350 0.084 1 Watercourse 21 STM366-S 20mROW 0.73 2.560 0.277 0.710 1 Watercourse 21 STM367-S 20mROW 0.73 1.420 0.394 0.560 1 Watercourse 21 STM368-S 20mROW 0.73 1.880 0.350 0.659 1 Watercourse 21 STM572-S 20mROW 0.73 1.400 0.365 0.511 1 Watercourse 21 STM648-S 20mROW 0.73 0.940 0.336 0.268 1 Watercourse 21 STM649-S 20mROW 0.73 1.920 0.343 0.659 1 Watercourse 21 STM651-S 20mROW 0.73 1.360 0.350 0.477 1 Watercourse 21 STM652-S 20mROW 0.73 1.480 0.329 0.486 1 Watercourse 21 STM654-S 20mROW 0.73 1.800 0.292 0.526 1 Watercourse 21 STM152-S 20mROW 0.73 0.350 0.212 0.074 0 Watercourse 21 STM155-S 20mROW 0.73 1.120 0.073 0.082 0 WATERCOURSE / OUTLET FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 21 STM157-S 20mROW 0.73 0.630 0.066 0.041 0 Watercourse 21 STM160-S 20mROW 0.73 0.000 0.051 0.000 0 Watercourse 21 STM162-S 20mROW 0.73 1.680 0.110 0.184 0 Watercourse 21 STM163-S 20mROW 0.73 1.130 0.153 0.173 0 Watercourse 21 STM164-S 20mROW 0.73 0.950 0.183 0.144 0 Watercourse 21 STM283-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 21 STM285-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 21 STM286-S 20mROW 0.73 0.070 0.190 0.012 0 Watercourse 21 STM288-S 20mROW 0.73 1.510 0.131 0.198 0 Watercourse 21 STM291-S 20mROW 0.73 1.480 0.124 0.184 0 Watercourse 21 STM293-S 20mROW 0.73 0.390 0.102 0.039 0 Watercourse 21 STM574-S 20mROW 0.73 1.300 0.234 0.247 0 Watercourse 21 STM575-S 20mROW 0.73 1.490 0.241 0.352 0 Watercourse 21 STM577-S 20mROW 0.73 1.270 0.226 0.269 0 Watercourse 21 STM579-S 20mROW 0.73 0.770 0.285 0.219 0 Watercourse 26 STM2355-S 20mROW 0.73 0.500 0.650 0.299 0 1 Watercourse 26 STM2356-S 20mROW 0.73 0.580 0.591 0.250 1 Watercourse 26 STM2357-S 20mROW 0.73 0.680 0.613 0.417 1 Watercourse 26 STM2358-S 20mROW 0.73 0.900 0.621 0.558 1 Watercourse 26 STM2359-S 20mROW 0.73 0.440 0.686 0.302 1 Watercourse 26 STM2360-S 20mROW 0.73 0.290 0.642 0.186 1 Watercourse 26 STM2361-S 20mROW 0.73 0.760 0.460 0.230 1 Watercourse 26 STM2807-S 20mROW 0.73 0.000 0.365 0.000 1 Watercourse 26 STM3020-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 26 STM3022-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 26 STM3024-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2287-S 20mROW 0.73 1.080 0.307 0.331 1 Watercourse 31 STM2289-S 20mROW 0.73 0.830 0.460 0.382 1 Watercourse 31 STM2290-S 20mROW 0.73 1.140 0.577 0.634 1 Watercourse 31 STM2291-S 20mROW 0.73 0.360 0.548 0.197 1 Watercourse 31 STM2293-S 20mROW 0.73 0.860 0.416 0.358 1 Watercourse 31 STM2309-S 20mROW 0.73 2.650 0.168 0.445 1 Watercourse 31 STM2311-S 20mROW 0.73 2.370 0.190 0.450 1 Watercourse 31 STM2313-S 20mROW 0.73 2.250 0.197 0.443 1 Watercourse 31 STM2316A-S 20mROW 0.73 3.540 0.153 0.543 1 Watercourse 31 STM2316-S 20mROW 0.73 3.540 0.153 0.543 1 Watercourse 31 STM2322-S 20mROW 0.73 3.780 0.139 0.524 1 Watercourse 31 STM2323-S 20mROW 0.73 3.920 0.146 0.572 1 Watercourse 31 STM2326-S 20mROW 0.73 0.410 0.621 0.248 1 W•TE'C•U•SE/ FULL •E'TH M•X VELOCITY M•X •- M X •E•TH*VELOCITY Watercourse 31 T STM2335-S 20mROW 0.73 0.010 0.329 T 0.003 I Watercourse 31 STM3002-S MajorOverlandEasement 0.5 0.540 0.350 0.189 Watercourse 31 STM3004-S 20mROW 0.73 0.660 0.657 0.342 Watercourse 31 STM3147-S 20mROW 0.73 0.350 0.467 0.158 Watercourse 31 STM2274-S 20mROW 0.73 0.750 0.088 0.066 0 Watercourse 31 STM2275-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 31 STM2276-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2277-S 20mROW 0.73 0.870 0.095 0.083 0 Watercourse 31 STM2278-S 20mROW 0.73 0.820 0.102 0.084 0 Watercourse 31 STM2280-S 20mROW 0.73 1.200 0.110 0.131 0 Watercourse 31 STM2282-S 20mROW 0.73 1.230 0.117 0.144 0 Watercourse 31 STM2284-S 20mROW 0.73 1.260 0.110 0.138 0 Watercourse 31 STM2285-S 20mROW 0.73 1.390 0.124 0.172 0 Watercourse 31 STM2286-S 20mROW 0.73 1.290 0.204 0.264 0 Watercourse 31 STM2295-S 20mROW 0.73 0.960 0.285 0.273 0 Watercourse 31 STM2296-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 31 STM2298-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2300-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2301-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2302-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2303-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2305-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2306-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2308-S 20mROW 0.73 1.440 0.248 0.357 0 Watercourse 31 STM2318-S 20mROW 0.73 1.310 0.110 0.143 0 Watercourse 31 STM2329-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 31 STM2331-S 20mROW 0.73 0.190 0.124 0.018 0 Watercourse 31 STM2333-S 20mROW 0.73 0.480 0.153 0.074 0 Watercourse 31 STM2337-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2339-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 31 STM2340-S 20mROW 0.73 0.070 0.168 0.012 0 Watercourse 31 STM2341-S 20mROW 0.73 1.050 0.190 0.192 0 Watercourse 31 STM2343-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 31 STM2345-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2346-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2347-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2348-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2349-S 20mROW 0.73 0.880 0.073 0.064 0 Watercourse 31 STM2351-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 31 STM2352-S MajorOverlandEasement 0.5 0.000 0.080 0.000 0 Watercourse 31 STM2791B-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2791C-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2791-S MajorOverlandEasement 0.5 0.460 0.275 0.127 0 Watercourse 31 STM2793-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2794-S 20mROW 0.73 0.000 0.124 0.000 0 Watercourse 31 STM2800-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2968-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2971-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2972-S 20mROW 0.73 0.120 0.029 0.004 0 Watercourse 31 STM2973-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2974-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2975-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 31 STM2977-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2978-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2979-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM2981-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2989-S 20mROW 0.73 1.120 0.110 0.123 0 Watercourse 31 STM2991-S 20mROW 0.73 1.260 0.110 0.138 0 Watercourse 31 STM2992-S 20mROW 0.73 0.250 0.066 0.016 0 Watercourse 31 STM2993-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2994-S 20mROW 0.73 0.030 0.051 0.002 0 Watercourse 31 STM2996-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM2999-S 20mROW 0.73 0.960 0.161 0.154 0 Watercourse 31 STM3000-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 31 STM3001-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Watercourse 31 STM3126-S 20mROW 0.73 0.820 0.292 0.239 0 Watercourse 31 STM3127-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3129-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3130-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM3131-S MajorOverlandEasement 0.5 0.000 0.045 0.000 0 Watercourse 31 STM3133-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 31 STM3134-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3137-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3139-S 20mROW 0.73 0.720 0.197 0.140 0 Watercourse 31 STM3148-S 20mROW 0.73 0.510 0.168 0.086 0 Watercourse 31 STM3149-S 20mROW 0.73 1.020 0.110 0.112 0 Watercourse 31 STM3151-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 31 STM3153-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 311. STM3154-S 20mROW 0.73 0.000 1 0.080 1 0.000 1 0 Watercourse 34 D23C1-S DitchOverland 0.5 0.120 0.215 0.026 0 Watercourse 34 D23C2-S DitchOverland 0.5 0.140 0.020 0.003 0 Watercourse 34 STMTE014-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 34 STMTE015-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 34 STMTE016-S 20mROW 0.73 0.000 0.153 0.000 0 Watercourse 40 STM3892-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3893-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3894-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3895-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3896-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3897-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3898-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3899-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3900-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3901-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3902-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3903-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 40 STM3904-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 45 STM28-S 20mROW 0.73 0.000 0.307 0.000 Watercourse 45 D18C1-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 45 D18C2-S DitchOverland 0.5 0.280 0.040 0.011 0 Watercourse 45 D18C3-S DitchOverland 0.5 0.000 0.000 0.000 0 Watercourse 45 STM25-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 45 STM3709-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C1 -S_1 MajorOverlandl 0.5 1.620 0.360 0.583 Watercourse 56 C34 -S 20mROW 0.73 0.600 0.321 0.193 Watercourse 56 STM178-S 20mROW 0.73 1.340 0.650 0.812 Watercourse 56 STM3250-S 20mROW 0.73 1.730 0.124 0.215 Watercourse 56 STM3260-S 20mROW 0.73 0.880 0.394 0.347 Watercourse 56 STM3262-S 20mROW 0.73 0.730 0.526 0.384 Watercourse 56 STM3264-S 20mROW 0.73 0.700 0.657 0.460 Watercourse 56 STM3266-S 20mROW 0.73 1.200 0.496 0.586 Watercourse 56 STM3329-S 20mROW 0.73 0.920 0.365 0.332 Watercourse 56 STM3331-S 20mROW 0.73 1.190 0.394 0.461 Watercourse 56 STM3891-S MajorOverlandEasement 0.5 1.770 0.355 0.628 Watercourse 56 STM544-S 20mROW 0.73 0.120 0.482 0.053 Watercourse 56 STM694-S 20mROW 0.73 1.070 0.467 0.467 Watercourse 56 STM695-S 20mROW 0.73 0.370 0.730 0.227 WATERCOURSE / 1 OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 56 STM696-S 20mROW 0.73 0.120 0.577 0.052 1 Watercourse 56 C25 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C26 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C27 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C28 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C29 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C30 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C31 -S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 C32 -S 20mROW 0.73 0.000 0.080 0.000 0 Watercourse 56 C33 -S 20mROW 0.73 1.000 0.161 0.161 0 Watercourse 56 C35 -S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 56 C36 -S 20mROW 0.73 0.680 0.073 0.050 0 Watercourse 56 C37 -S 20mROW 0.73 0.550 0.095 0.052 0 Watercourse 56 C38 -S 20mROW 0.73 0.890 0.117 0.104 0 Watercourse 56 C39 -S 20mROW 0.73 0.840 0.139 0.107 0 Watercourse 56 C40 -S 20mROW 0.73 0.820 0.146 0.112 0 Watercourse 56 C41 -S 20mROW 0.73 1.280 0.153 0.168 0 Watercourse 56 C42 -S 20mROW 0.73 0.840 0.146 0.123 0 Watercourse 56 C43 -S 20mROW 0.73 0.890 0.131 0.117 0 Watercourse 56 STM123-S 20mROW 0.73 1.210 0.110 0.132 0 Watercourse 56 STM124-S 20mROW 0.73 0.950 0.183 0.173 0 Watercourse 56 STM125-S 20mROW 0.73 1.280 0.175 0.196 0 Watercourse 56 STM126-S 20mROW 0.73 0.810 0.146 0.118 0 Watercourse 56 STM128-S 20mROW 0.73 1.180 0.146 0.172 0 Watercourse 56 STM131-S 20mROW 0.73 0.330 0.117 0.039 0 Watercourse 56 STM132-S 20mROW 0.73 1.090 0.095 0.103 0 Watercourse 56 STM133-S 20mROW 0.73 1.080 0.153 0.142 0 Watercourse 56 STM135-S 20mROW 0.73 0.500 0.161 0.080 0 Watercourse 56 STM136-S 20mROW 0.73 1.260 0.153 0.193 0 Watercourse 56 STM137-S 20mROW 0.73 1.290 0.139 0.179 0 Watercourse 56 STM138-S 20mROW 0.73 1.480 0.175 0.259 0 Watercourse 56 STM139-S 20mROW 0.73 1.510 0.197 0.298 0 Watercourse 56 STM140-S 20mROW 0.73 0.800 0.183 0.146 0 Watercourse 56 STM141-S 20mROW 0.73 0.620 0.168 0.104 0 Watercourse 56 STM176-S 20mROW 0.73 0.000 0.285 0.000 0 Watercourse 56 STM177-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM180-S 20mROW 0.73 0.000 0.117 0.000 0 Watercourse 56 STM181-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM2623-S 20mROW 0.73 0.000 0.117 0.000 0 W•TE'C•U•SE/ T FULL •E'TH M•X VELOCITY (m/s) M•X •- (m) •E•TH*VELOCITY M X (m2/s) Watercourse 56 T STM3246-S 20mROW 0.73 1.320 1 0.117 1 0.154 0 Watercourse 56 STM3248-S 20mROW 0.73 1.370 0.117 0.160 0 Watercourse 56 STM3252-S 20mROW 0.73 0.800 0.175 0.140 0 Watercourse 56 STM3255-S 20mROW 0.73 0.960 0.292 0.280 0 Watercourse 56 STM3269-S 20mROW 0.73 0.130 0.183 0.018 0 Watercourse 56 STM3270-S 20mROW 0.73 1.110 0.117 0.130 0 Watercourse 56 STM3273-S MajorOverlandEasement 0.5 0.460 0.055 0.025 0 Watercourse 56 STM3274-S 20mROW 0.73 0.120 0.095 0.010 0 Watercourse 56 STM3275-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3278-S 20mROW 0.73 0.000 0.007 0.000 0 Watercourse 56 STM3282-S 20mROW 0.73 0.010 0.044 0.000 0 Watercourse 56 STM3286-S 20mROW 0.73 0.640 0.073 0.047 0 Watercourse 56 STM3288-S 20mROW 0.73 0.040 0.029 0.001 0 Watercourse 56 STM3289-S 20mROW 0.73 0.480 0.058 0.028 0 Watercourse 56 STM3291-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 56 STM3295-S 20mROW 0.73 0.560 0.073 0.041 0 Watercourse 56 STM3298-S 20mROW 0.73 0.400 0.095 0.038 0 Watercourse 56 STM3302-S 20mROW 0.73 0.370 0.139 0.051 0 Watercourse 56 STM3303-S 20mROW 0.73 0.000 0.088 0.000 0 Watercourse 56 STM3305-S 20mROW 0.73 1.380 0.073 0.101 0 Watercourse 56 STM3307-S 20mROW 0.73 1.470 0.073 0.091 0 Watercourse 56 STM3308-S 20mROW 0.73 0.860 0.080 0.069 0 Watercourse 56 STM3310-S 20mROW 0.73 0.310 0.066 0.020 0 Watercourse 56 STM3311-S 20mROW 0.73 0.670 0.051 0.034 0 Watercourse 56 STM3313-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 56 STM3315-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM3316-S 20mROW 0.73 0.000 0.029 0.000 0 Watercourse 56 STM3318-S 20mROW 0.73 0.620 0.066 0.041 0 Watercourse 56 STM3320-S 20mROW 0.73 1.010 0.080 0.081 0 Watercourse 56 STM3322-S 20mROW 0.73 1.260 0.095 0.120 0 Watercourse 56 STM3324-S 20mROW 0.73 1.470 0.102 0.150 0 Watercourse 56 STM3326-S 20mROW 0.73 1.310 0.161 0.204 0 Watercourse 56 STM338-S 20mROW 0.73 0.610 0.088 0.053 0 Watercourse 56 STM3885-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3886-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3887-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3888-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3889-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Watercourse 56 STM3890-S MajorOverlandEasement 0.5 0.000 0.180 0.000 0 WATERCOURSE . T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Watercourse 56 STM539-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM540-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM543-S 20mROW 0.73 0.280 0.234 0.044 0 Watercourse 56 STM547-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM548-S 20mROW 0.73 0.000 0.088 0.000 0 Watercourse 56 STM551-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM552-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM554-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 56 STM555-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 56 STM557-S 20mROW 0.73 1.620 0.073 0.118 0 Watercourse 56 STM558-S 20mROW 0.73 0.350 0.088 0.031 0 Watercourse 56 STM560-S 20mROW 0.73 1.320 0.044 0.031 0 Watercourse 56 STM562-S 20mROW 0.73 0.780 0.044 0.034 0 Watercourse 56 STM564-S 20mROW 0.73 0.000 0.022 0.000 0 Watercourse 56 STM566-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM601-S 20mROW 0.73 0.830 0.139 0.111 0 Watercourse 56 STM602-S 20mROW 0.73 0.910 0.095 0.086 0 Watercourse 56 STM603-S 20mROW 0.73 0.930 0.102 0.095 0 Watercourse 56 STM604-S 20mROW 0.73 0.410 0.073 0.030 0 Watercourse 56 STM605-S 20mROW 0.73 0.740 0.219 0.162 0 Watercourse 56 STM606-S 20mROW 0.73 0.920 0.183 0.168 0 Watercourse 56 STM607-S 20mROW 0.73 0.680 0.168 0.114 0 Watercourse 56 STM608-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM666-S 20mROW 0.73 0.900 0.197 0.177 0 Watercourse 56 STM667-S 20mROW 0.73 0.770 0.241 0.185 0 Watercourse 56 STM675-S 20mROW 0.73 0.580 0.088 0.051 0 Watercourse 56 STM685-S 20mROW 0.73 0.650 0.095 0.062 0 Watercourse 56 STM686-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 56 STM690-S 20mROW 0.73 0.000 0.044 0.000 0 Watercourse 56 STM691-S 20mROW 0.73 0.000 0.000 0.000 0 Watercourse 56 STM692-S 20mROW 0.73 0.000 0.037 0.000 0 Watercourse 56 STM693-S 20mROW 0.73 0.760 0.139 0.105 0 Arthur St. W STM2218-S 20mROW 0.73 0.080 0.423 0.034 Arthur St. W STM1415-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM1425-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM1426-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM1953-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2108-S 20mROW 0.73 0.280 0.161 0.045 0 Arthur St. W STM2109-S 20mROW 0.73 0.050 0.117 0.004 0 WATERCOURSE / OUTLET FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Arthur St. W STM2115-S 20mROW 0.73 0.610 1 0.234 MI 0.142 0 Arthur St. W STM2122-S 20mROW 0.73 0.230 0.110 0.024 0 Arthur St. W STM2124-S 20mROW 0.73 0.850 0.161 0.117 0 Arthur St. W STM2134-S 20mROW 0.73 1.060 0.197 0.209 0 Arthur St. W STM2135-S 20mROW 0.73 0.000 0.146 0.000 0 Arthur St. W STM2185-S 20mROW 0.73 0.360 0.168 0.058 0 Arthur St. W STM2203-S 20mROW 0.73 0.090 0.058 0.005 0 Arthur St. W STM2205-S 20mROW 0.73 0.570 0.080 0.046 0 Arthur St. W STM2208-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2740-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2758-S 20mROW 0.73 0.110 0.110 0.012 0 Arthur St. W STM2827-S 20mROW 0.73 0.490 0.117 0.057 0 Arthur St. W STM2828-S 20mROW 0.73 1.250 0.131 0.155 0 Arthur St. W STM2829-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2874-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2875-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2876-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2877-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM2878-S 20mROW 0.73 0.000 0.007 0.000 0 Arthur St. W STM3055-S 20mROW 0.73 0.000 0.000 0.000 0 Arthur St. W STM3056-S 20mROW 0.73 0.000 0.022 0.000 0 Arthur St. W STM3058-S 20mROW 0.73 1.230 0.095 0.117 0 Arthur St. W STM3059-S 20mROW 0.73 0.000 0.044 0.000 0 Cameron St. Outlet STM1279-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1284-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1286-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1287-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1288-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1290-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1291-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1459-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1461-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1462-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1466-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1467-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1505-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1508-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1509-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1512-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSE FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Cameron St. Outlet STM1514-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1515-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1516-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1519-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1520-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1523-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1529-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1530-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1533-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1537-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1685-S 20mROW 0.73 0.000 0.000 0.000 0 Cameron St. Outlet STM1982-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1983-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1984-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1985-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1986_1-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM1986_2-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Cameron St. Outlet STM2888-S 20mROW 0.73 0.000 0.000 0.000 0 Elgin St. STM1494-S 20mROW 0.73 0.280 0.431 0.108 1 Elgin St. STM1496-S 20mROW 0.73 0.350 0.577 0.174 1 Elgin St. STM1498 S 20mROW 0.73 0.430 0.475 0.173 01 1 Elgin St. STM2779-S 20mROW 0.73 0.670 0.365 0.230 Elgin St. STM1281-S 20mROW 0.73 0.400 0.022 0.009 0 Elgin St. STM1486-S 20mROW 0.73 0.270 0.095 0.026 0 Elgin St. STM1487-S 20mROW 0.73 0.490 0.183 0.089 0 Elgin St. STM1488-S 20mROW 0.73 0.840 0.219 0.184 0 Elgin St. STM1489-S 20mROW 0.73 1.210 0.175 0.212 0 Elgin St. STM1500-S 20mROW 0.73 0.020 0.037 0.001 0 Elgin St. STM1503-S 20mROW 0.73 0.910 0.102 0.093 0 Elgin St. STM1878-S 20mROW 0.73 0.060 0.044 0.003 0 Elgin St. STM1879-S 20mROW 0.73 0.430 0.058 0.025 0 Elgin St. STM1880-S 20mROW 0.73 0.310 0.139 0.033 0 Elgin St. STM1882-S 20mROW 0.73 0.630 0.117 0.074 0 Elgin St. STM1884-S 20mROW 0.73 0.590 0.117 0.069 0 Elgin St. STM1886-S 20mROW 0.73 0.360 0.110 0.039 0 Elgin St. STM1887-S 20mROW 0.73 0.000 0.000 0.000 0 Elgin St. STM2935-S 20mROW 0.73 1.260 0.226 0.258 0 Elgin St. STM3114-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1768-S 20mROW 0.73 0.370 0.321 0.119 1 W•TE'C•U•SE/ FULL •E'TH M•X VELOCITY M•X •- M X •E•TH*VELOCITY Little Beaver River (54) STM1769-S 20mROW 0.73 0.810 1 0.358 0.290 1 Little Beaver River (54) STM2860-S 20mROW 0.73 0.040 0.402 0.016 Little Beaver River (54) STM339-S 20mROW 0.73 0.740 0.628 0.465 Little Beaver River (54) STM343-S 20mROW 0.73 1.240 0.380 0.463 Little Beaver River (54) STM676-S 20mROW 0.73 0.010 0.350 0.004 Little Beaver River (54) C1 20mROW 0.73 0.000 0.285 0.000 0 Little Beaver River (54) CUL322-S DitchOverland 0.5 0.000 0.000 0.000 0 Little Beaver River (54) D29C1-S DitchOverland 0.5 0.770 0.050 0.039 0 Little Beaver River (54) STM1042-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1043-S 20mROW 0.73 0.000 0.095 0.000 0 Little Beaver River (54) STM1050-S 20mROW 0.73 0.090 0.212 0.015 0 Little Beaver River (54) STM115-S 20mROW 0.73 0.610 0.183 0.111 0 Little Beaver River (54) STM1386-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1387-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1388-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1389-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1399-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1401-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1430-S 20mROW 0.73 0.780 0.095 0.049 0 Little Beaver River (54) STM1433-S 20mROW 0.73 0.240 0.204 0.040 0 Little Beaver River (54) STM1435-S 20mROW 0.73 0.920 0.139 0.121 0 Little Beaver River (54) STM1436-S 20mROW 0.73 0.390 0.153 0.060 0 Little Beaver River (54) STM1438-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1440-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1441-S 20mROW 0.73 0.610 0.000 0.000 0 Little Beaver River (54) STM1442-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1535-S 20mROW 0.73 0.370 0.146 0.054 0 Little Beaver River (54) STM1630-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1631-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1683-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1684-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM168-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM169-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1701-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1702-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1703-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM170-S 20mROW 0.73 0.820 0.102 0.066 0 Little Beaver River (54) STM171-S 20mROW 0.73 0.140 0.073 0.010 0 Little Beaver River (54) STM172-S 20mROW 0.73 0.460 0.088 0.040 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Little Beaver River (54) STM173-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM174-S 20mROW 0.73 0.000 0.037 0.000 0 Little Beaver River (54) STM1766-S 20mROW 0.73 0.200 0.204 0.037 0 Little Beaver River (54) STM1770-S 20mROW 0.73 1.270 0.037 0.046 0 Little Beaver River (54) STM1771-S 20mROW 0.73 1.400 0.292 0.378 0 Little Beaver River (54) STM1772-S 20mROW 0.73 0.000 0.095 0.000 0 Little Beaver River (54) STM1773-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM182-S 20mROW 0.73 0.000 0.073 0.000 0 Little Beaver River (54) STM184-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM1969-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2079-S 20mROW 0.73 1.000 0.037 0.037 0 Little Beaver River (54) STM2080-S 20mROW 0.73 0.000 0.058 0.000 0 Little Beaver River (54) STM2081-S 20mROW 0.73 0.650 0.124 0.081 0 Little Beaver River (54) STM2082-S 20mROW 0.73 0.870 0.139 0.121 0 Little Beaver River (54) STM2083-S 20mROW 0.73 0.510 0.131 0.067 0 Little Beaver River (54) STM2085-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2144-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2145-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2211-S DitchOverland 0.5 0.000 0.135 0.000 0 Little Beaver River (54) STM2212-S 20mROW 0.73 0.570 0.080 0.046 0 Little Beaver River (54) STM2213-S 20mROW 0.73 0.000 0.022 0.000 0 Little Beaver River (54) STM2216-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2217-S 20mROW 0.73 0.000 0.022 0.000 0 Little Beaver River (54) STM2615-S 20mROW 0.73 0.860 0.139 0.115 0 Little Beaver River (54) STM2746-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2747-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2750-S 20mROW 0.73 0.000 0.058 0.000 0 Little Beaver River (54) STM2753-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2754-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2845-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2846-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2850-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Little Beaver River (54) STM2851-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2852-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2853-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2861-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2862-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2869-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2870-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Little Beaver River (54) STM2882-S 20mROW 0.73 0.000 0.000 1 0.000 1 0 Little Beaver River (54) STM2884-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2886-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM2887-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3063-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3072-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3076-S 20mROW 0.73 0.860 0.044 0.038 0 Little Beaver River (54) STM3079A-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3079-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3082-S 20mROW 0.73 0.000 0.146 0.000 0 Little Beaver River (54) STM3216-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3218-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3219-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3221-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3222-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3224-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3226-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3227-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3228-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3229-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3231-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3232-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3234-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3237-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3238-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3240-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3241-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM3243-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM541-S 20mROW 0.73 0.910 0.110 0.100 0 Little Beaver River (54) STM542-S 20mROW 0.73 0.590 0.131 0.078 0 Little Beaver River (54) STM584-S 20mROW 0.73 0.000 0.080 0.000 0 Little Beaver River (54) STM586-S 20mROW 0.73 1.190 0.153 0.182 0 Little Beaver River (54) STM587-S 20mROW 0.73 1.010 0.117 0.118 0 Little Beaver River (54) STM589-S 20mROW 0.73 0.680 0.117 0.079 0 Little Beaver River (54) STM590-S 20mROW 0.73 1.190 0.117 0.139 0 Little Beaver River (54) STM594-S 20mROW 0.73 0.910 0.168 0.153 0 Little Beaver River (54) STM595-S 20mROW 0.73 1.450 0.131 0.191 0 Little Beaver River (54) STM596-S 20mROW 0.73 0.000 0.066 0.000 0 Little Beaver River (54) STM597-S 20mROW 0.73 0.760 0.124 0.094 0 WATERCOURSE / OUTLET FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Little Beaver River (54) STM664-S 20mROW 0.73 0.440 0.168 0.074 0 Little Beaver River (54) STM671-S 20mROW 0.73 0.700 0.066 0.046 0 Little Beaver River (54) STM672-S 20mROW 0.73 0.000 0.029 0.000 0 Little Beaver River (54) STM673-S 20mROW 0.73 0.800 0.066 0.053 0 Little Beaver River (54) STM674-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM689-S 20mROW 0.73 0.000 0.000 0.000 0 Little Beaver River (54) STM697-S 20mROW 0.73 0.610 0.124 0.076 0 Little Beaver River (54) STM698-S 20mROW 0.73 0.910 0.124 0.113 0 Little Beaver River (54) STM704_1-S MajorOverland2 0.27 0.530 0.078 0.041 0 Little Beaver River (54) STM704_2-S MajorOverland2 0.27 0.340 0.092 0.027 0 Little Beaver River (54) STM704_3-S MajorOverland2 0.27 0.000 0.092 0.000 0 Little Beaver River (54) STM704_4-S MajorOverland2 0.27 0.000 0.000 0.000 0 Little Beaver River (54) STM704-S 20mROW 0.73 0.000 0.051 0.000 0 Little Beaver River (54) TW_C2581-S 20mROW 0.73 0.000 0.015 0.000 0 Little Beaver River (54) TW_C2582-S 20mROW 0.73 0.730 0.080 0.059 0 Little Beaver River (54) TW_C5091-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM1413-S 20mROW 0.73 0.240 0.394 0.088 1 Louisa St. E STM418-S 20mROW 0.73 0.870 0.460 0.396 1 Louisa St. E STM458-S 20mROW 0.73 1.880 0.526 0.988 1 Louisa St. E STM459-S 20mROW 0.73 1.300 0.533 0.617 1 Louisa St. E STM491-S 20mRow 0.73 0.000 0.314 0.000 1 Louisa St. E STM1414-S 20mROW 0.73 0.000 0.095 0.000 0 Louisa St. E STM1421-S 20mROW 0.73 0.730 0.146 0.107 0 Louisa St. E STM1422-S 20mROW 0.73 0.000 0.037 0.000 0 Louisa St. E STM1570-S 20mROW 0.73 1.070 0.146 0.156 0 Louisa St. E STM1588-S 20mROW 0.73 1.140 0.139 0.157 0 Louisa St. E STM1608-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM1609-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM1681-S 20mROW 0.73 0.000 0.037 0.000 0 Louisa St. E STM1891-S 20mROW 0.73 1.000 0.124 0.124 0 Louisa St. E STM1954-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2004-S 20mROW 0.73 0.400 0.073 0.028 0 Louisa St. E STM2174-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2175-S 20mROW 0.73 0.000 0.000 0.000 0 Louisa St. E STM2186-S 20mROW 0.73 0.000 0.037 0.000 0 Louisa St. E STM2198-S 20mROW 0.73 0.340 0.095 0.030 0 Louisa St. E STM2773-S 20mROW 0.73 0.730 0.110 0.080 0 Louisa St. E STM2919-S 20mROW 0.73 0.140 0.044 0.005 0 Louisa St. E STM2920-S 20mROW 0.73 0.230 0.088 0.020 0 WATERC•URSE / •UTLET C•N.UIT 11 TRANSE FULL •ERTH (m) MAX VEL•CITY (m/s) MAX BERTH (m) MAX BERTH VEL•CITY (m2/s) Louisa St. E STM378-S 20mROW 0.73 1.020 1 0.248 0.251 0 Louisa St. E STM456-S 20mROW 0.73 0.570 0.161 0.092 0 Louisa St. E STM488-S 20mROW 0.73 1.090 0.270 0.294 0 Louisa St. E STM489-S 20mROW 0.73 0.340 0.131 0.045 0 Mary St. Outlet STM2913-S 20mROW 0.73 0.740 0.584 0.187 Mary St. Outlet STM2915-S 20mROW 0.73 0.850 0.394 0.335 Mary St. Outlet STMTE019-S 20mROW 0.73 0.000 0.372 0.000 Mary St. Outlet STMTE034-S 20mROW 0.73 2.250 0.110 0.164 1 Mary St. Outlet C95 -S 20mROW 0.73 0.280 0.124 0.035 0 Mary St. Outlet STM2916-S 20mROW 0.73 0.000 0.095 0.000 0 Mary St. Outlet STM3101-S 20mROW 0.73 0.630 0.095 0.052 0 Mary St. Outlet STMTE017-S 20mROW 0.73 0.720 0.292 0.207 0 Mary St. Outlet STMTE021-S 20mROW 0.73 0.640 0.139 0.089 0 Mary St. Outlet STMTE022-S 20mROW 0.73 0.690 0.131 0.086 0 Mary St. Outlet STMTE023-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE024-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE025-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE026-S 20mROW 0.73 0.000 0.000 0.000 0 Mary St. Outlet STMTE027-S 20mROW 0.73 0.000 0.058 0.000 0 Mary St. Outlet STMTE028-S 20mROW 0.73 0.750 0.080 0.060 0 Mary St. Outlet STMTE031-S 20mROW 0.73 1.030 0.110 0.113 0 Mary St. Outlet STMTE032-S 20mROW 0.73 0.520 0.124 0.065 0 Mary St. Outlet STMTE035-S MajorOverlandEasement 0.5 0.000 0.250 0.000 0 Misc. Camperdown STM2786-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2959-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2964-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2965-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM2967-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3006-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3122-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3125-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3486-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3487-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3490-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3491-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3494-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3496-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Camperdown STM3497-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STM2768-S 20mROW 0.73 1.060 0.146 0.149 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Clarksburg STM2774-S 20mROW 0.73 0.000 0.117 0.000 0 Misc. Clarksburg STM2775-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STM2912-S 20mROW 0.73 0.150 0.058 0.009 0 Misc. Clarksburg STM2924-S 20mROW 0.73 0.110 0.110 0.012 0 Misc. Clarksburg STM2925-S 20mROW 0.73 0.170 0.044 0.007 0 Misc. Clarksburg STM2927-S 20mROW 0.73 0.000 0.161 0.000 0 Misc. Clarksburg STM2928-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STM2929-S 20mROW 0.73 0.900 0.073 0.066 0 Misc. Clarksburg STM2930-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STMTE008-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Clarksburg STMTE009-S 20mROW 0.73 0.000 0.015 0.000 0 Misc. Clarksburg STMTE010-S 20mROW 0.73 1.530 0.037 0.056 0 Misc. Craigleith CUL397-S DitchOverland 0.5 0.480 0.265 0.127 0 Misc. Craigleith CUL399-S DitchOverland 0.5 0.050 0.150 0.008 0 Misc. Craigleith D6C2-S DitchOverland 0.5 0.540 0.015 0.008 0 Misc. Craigleith D6C4-S DitchOverland 0.5 0.270 0.105 0.028 0 Misc. Craigleith D6C5-S DitchOverland 0.5 0.130 0.030 0.004 0 Misc. Lora Bay C5 MajorOverlandEasement 0.5 0.570 0.310 0.177 1 Misc. Lora Bay C6 MajorOverlandEasement 0.5 2.060 0.120 0.247 1 Misc. Lora Bay STM1471-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM1472-S 20mROW 0.73 0.000 0.022 0.000 0 Misc. Lora Bay STM1474-S 20mROW 0.73 0.030 0.212 0.006 0 Misc. Lora Bay STM2633-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM2634-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM2641-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Lora Bay STM2643-S 20mROW 0.73 0.700 0.212 0.148 0 Misc. Lora Bay STM2644-S 20mROW 0.73 0.100 0.153 0.015 0 Misc. Lora Bay STM2647-S 20mROW 0.73 0.000 0.037 0.000 0 Misc. Lora Bay STM2648-S 20mROW 0.73 0.000 0.190 0.000 0 Misc. Lora Bay STM2649-S 20mROW 0.73 0.150 0.241 0.036 0 Misc. Thornbury STM2095-S 20mROW 0.73 0.640 0.548 0.350 1 Misc. Thornbury STM2096-S 20mROW 0.73 0.970 0.358 0.347 1 Misc. Thornbury STM2580-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury STM2956-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury STM3091-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury STM3119-S 20mROW 0.73 0.000 0.365 0.000 1 Misc. Thornbury C3 MajorOverlandEasement 0.5 1.350 0.175 0.236 0 Misc. Thornbury STM1410-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM1427-S 20mROW 0.73 0.000 0.000 0.000 0 WATERCOURSE / T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Thornbury STM1428-S 20mROW 0.73 0.000 0.000 7 0.000 1 0 Misc. Thornbury STM1484-S 20mROW 0.73 0.480 0.146 0.070 0 Misc. Thornbury STM1490-S 20mROW 0.73 0.000 0.015 0.000 0 Misc. Thornbury STM1492-S 20mROW 0.73 0.320 0.029 0.009 0 Misc. Thornbury STM1493-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM1501-S 20mROW 0.73 0.470 0.073 0.034 0 Misc. Thornbury STM1502-S 20mROW 0.73 0.500 0.088 0.044 0 Misc. Thornbury STM1576-S 20mROW 0.73 0.760 0.204 0.151 0 Misc. Thornbury STM1577-S 20mROW 0.73 0.870 0.299 0.260 0 Misc. Thornbury STM1607-S 20mROW 0.73 0.760 0.088 0.067 0 Misc. Thornbury STM1876-S 20mROW 0.73 0.360 0.110 0.039 0 Misc. Thornbury STM1888-S 20mROW 0.73 0.580 0.110 0.064 0 Misc. Thornbury STM1890-S 20mROW 0.73 0.900 0.299 0.269 0 Misc. Thornbury STM1922-S 20mROW 0.73 0.590 0.088 0.047 0 Misc. Thornbury STM1923-S 20mROW 0.73 0.000 0.037 0.000 0 Misc. Thornbury STM1925-S 20mROW 0.73 0.580 0.110 0.064 0 Misc. Thornbury STM1927-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM1928-S 20mROW 0.73 0.870 0.095 0.075 0 Misc. Thornbury STM2072-S DitchOverland 0.5 0.050 0.255 0.013 0 Misc. Thornbury STM2088-S 20mROW 0.73 0.000 0.015 0.000 0 Misc. Thornbury STM2089-S 20mROW 0.73 0.020 0.219 0.004 0 Misc. Thornbury STM2090-S 20mROW 0.73 0.050 0.241 0.012 0 Misc. Thornbury STM2101-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2118-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2121-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2147-S 20mROW 0.73 0.160 0.131 0.021 0 Misc. Thornbury STM2150-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2152-S 20mROW 0.73 0.630 0.110 0.069 0 Misc. Thornbury STM2155-S 20mROW 0.73 0.730 0.095 0.069 0 Misc. Thornbury STM2156-S 20mROW 0.73 0.490 0.088 0.043 0 Misc. Thornbury STM2157-S 20mROW 0.73 0.730 0.080 0.048 0 Misc. Thornbury STM2167-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2168-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2170-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2171-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2584-S 20mROW 0.73 0.950 0.007 0.007 0 Misc. Thornbury STM2589-S 20mROW 0.73 0.370 0.073 0.026 0 Misc. Thornbury STM2590-S 20mROW 0.73 1.080 0.183 0.197 0 Misc. Thornbury STM2591-S 20mROW 0.73 0.710 0.248 0.159 0 WATERCOURSE . T FULL DEPTH MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Misc. Thornbury STM2592-S 20mROW 0.73 0.400 0.161 0.059 0 Misc. Thornbury STM2593-S 20mROW 0.73 0.000 0.044 0.000 0 Misc. Thornbury STM2596-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2598-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2600-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2610-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2611-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2612-S 20mROW 0.73 0.000 0.080 0.000 0 Misc. Thornbury STM2741-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2762-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2763-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2764-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2766-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2781-S 20mROW 0.73 0.000 0.197 0.000 0 Misc. Thornbury STM2820-S 20mROW 0.73 1.210 0.234 0.283 0 Misc. Thornbury STM2826-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2834A-S 20mROW 0.73 0.000 0.219 0.000 0 Misc. Thornbury STM2834-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2835-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2901-S 20mROW 0.73 0.000 0.102 0.000 0 Misc. Thornbury STM2902-S 20mROW 0.73 0.750 0.168 0.126 0 Misc. Thornbury STM2905-S 20mROW 0.73 0.410 0.051 0.017 0 Misc. Thornbury STM2907-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2909-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2911-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2941-S 20mROW 0.73 0.520 0.146 0.069 0 Misc. Thornbury STM2954-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM2955-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3053-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3086-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3093-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3094-S 20mROW 0.73 0.000 0.000 0.000 0 Misc. Thornbury STM3116-S 20mROW 0.73 0.300 0.073 0.022 0 Misc. Thornbury STM3118-S 20mROW 0.73 0.700 0.124 0.087 0 Misc. Thornbury STM405-S 20mROW 0.73 0.230 0.131 0.030 0 Misc. Thornbury STM406-S 20mROW 0.73 0.180 0.124 0.022 0 Misc. Thornbury STM420-S 20mROW 0.73 0.940 0.256 0.233 0 Misc. Thornbury STM421-S 20mROW 0.73 1.160 0.131 0.152 0 Misc. Thornbury STM424-S 20mROW 0.73 1.690 0.095 0.160 0 W•TE•C•U•SE/ •UTLET FULL •E'T_H M•X VELOCITY (m/s) M•X •- (m) M X •E•TH*VELOCITY (m2/s) • EFICIENT Misc. Thornbury STM425-S 20mROW 0.73 1.160 1 0.219 0.247 1 0 Silver Creek (50) STM3335-S 20mROW 0.73 1.850 0.131 0.243 Silver Creek (50) STM3337-S 20mROW 0.73 1.910 0.131 0.251 Silver Creek (50) STM3356-S 20mROW 0.73 0.690 0.307 0.212 Silver Creek (50) STM3364-S 20mROW 0.73 1.120 0.402 0.450 Silver Creek (50) STM3555-S 20mROW 0.73 0.230 0.715 0.165 Silver Creek (50) STM3729-S 20mROW 0.73 0.820 0.402 0.329 Silver Creek (50) STM3883-S 20mROW 0.73 0.300 0.715 0.153 Silver Creek (50) C10 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C11 -S 20mROW 0.73 0.000 0.037 0.000 0 Silver Creek (50) C12 -S 20mROW 0.73 0.670 0.102 0.064 0 Silver Creek (50) C13 -S 20mROW 0.73 0.660 0.117 0.077 0 Silver Creek (50) C14 -S 20mROW 0.73 0.680 0.102 0.066 0 Silver Creek (50) C15 -S 20mROW 0.73 0.660 0.095 0.062 0 Silver Creek (50) C16 -S 20mROW 0.73 0.560 0.088 0.049 0 Silver Creek (50) C17 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C18 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C19 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C20 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C21 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C22 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C23 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C24 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C44 -S 20mROW 0.73 0.000 0.044 0.000 0 Silver Creek (50) C45 -S 20mROW 0.73 0.960 0.095 0.084 0 Silver Creek (50) C46 -S 20mROW 0.73 0.670 0.088 0.059 0 Silver Creek (50) C7 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C8 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) C9 -S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3338-S 20mROW 0.73 1.580 0.131 0.208 0 Silver Creek (50) STM3340-S 20mROW 0.73 1.430 0.146 0.209 0 Silver Creek (50) STM3341-S 20mROW 0.73 0.220 0.029 0.006 0 Silver Creek (50) STM3342-S 20mROW 0.73 0.210 0.110 0.023 0 Silver Creek (50) STM3344-S 20mROW 0.73 0.410 0.131 0.054 0 Silver Creek (50) STM3345-S 20mROW 0.73 0.380 0.051 0.019 0 Silver Creek (50) STM3347-S 20mROW 0.73 0.010 0.022 0.000 0 Silver Creek (50) STM3349-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3350-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3352-S 20mROW 0.73 0.000 0.110 0.000 0 WATERCOURSE / OUTLET CONDUIT ID TRANSECT FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Silver Creek (50) STM3353-S 20mROW 0.73 0.400 0.168 0.067 0 Silver Creek (50) STM3355-S 20mROW 0.73 0.890 0.241 I 0.214 0 Silver Creek (50) STM3359-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3360-S MajorOverlandEasement 0.5 0.000 0.040 0.000 0 Silver Creek (50) STM3361-S MajorOverlandEasement 0.5 0.000 0.040 0.000 0 Silver Creek (50) STM3363-S MajorOverlandEasement 0.5 0.000 0.055 0.000 0 Silver Creek (50) STM3365-S MajorOverlandEasement 0.5 0.580 0.085 0.049 0 Silver Creek (50) STM3366-S MajorOverlandEasement 0.5 0.230 0.040 0.009 0 Silver Creek (50) STM3367-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3368-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3369-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3370-S MajorOverlandEasement 0.5 0.000 0.000 0.000 0 Silver Creek (50) STM3371-S 20mROW 0.73 1.200 0.270 0.319 0 Silver Creek (50) STM3372-S 20mROW 0.73 1.070 0.168 0.164 0 Silver Creek (50) STM3373-S 20mROW 0.73 0.980 0.153 0.150 0 Silver Creek (50) STM3374-S 20mROW 0.73 0.910 0.146 0.133 0 Silver Creek (50) STM3375-S 20mROW 0.73 0.750 0.124 0.093 0 Silver Creek (50) STM3376-S 20mROW 0.73 0.930 0.117 0.109 0 Silver Creek (50) STM3377-S 20mROW 0.73 0.750 0.175 0.131 0 Silver Creek (50) STM3378-S 20mROW 0.73 0.940 0.153 0.144 0 Silver Creek (50) STM3379-S 20mROW 0.73 0.940 0.124 0.117 0 Silver Creek (50) STM3380-S 20mROW 0.73 1.020 0.117 0.119 0 Silver Creek (50) STM3381-S 20mROW 0.73 0.940 0.117 0.110 0 Silver Creek (50) STM3382-S 20mROW 0.73 0.850 0.102 0.087 0 Silver Creek (50) STM3390-S 20mROW 0.73 0.720 0.102 0.074 0 Silver Creek (50) STM3392-S 20mROW 0.73 0.530 0.080 0.043 0 Silver Creek (50) STM3394-S 20mROW 0.73 0.860 0.095 0.082 0 Silver Creek (50) STM3396-S 20mROW 0.73 0.890 0.088 0.078 0 Silver Creek (50) STM3397-S 20mROW 0.73 0.780 0.080 0.063 0 Silver Creek (50) STM3538-S 20mROW 0.73 0.530 0.073 0.039 0 Silver Creek (50) STM3539-S 20mROW 0.73 0.100 0.051 0.005 0 Silver Creek (50) STM3540-S 20mROW 0.73 0.000 0.015 0.000 0 Silver Creek (50) STM3541-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3545-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3546-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3547-S 20mROW 0.73 0.000 0.037 0.000 0 Silver Creek (50) STM3548-S 20mROW 0.73 0.700 0.073 0.051 0 Silver Creek (50) STM3549-S 20mROW 0.73 0.420 0.066 0.028 0 Silver Creek (50) STM3550-S 20mROW 0.73 0.560 0.066 0.037 0 WATERCOURSE / OUTLET CONDUIT ID TRANSE:6' FULL DEPTH (m) MAX VELOCITY (m/s) MAX DEPTH (m) MAX DEPTH*VELOCITY (m2/s) Silver Creek (50) STM3710-S 20mROW 0.73 0.000 0.000 T 0.000 1 0 Silver Creek (50) STM3711-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3712-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3713-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3714-S 20mROW 0.73 0.000 0.037 0.000 0 Silver Creek (50) STM3715-S 20mROW 0.73 0.990 0.073 0.072 0 Silver Creek (50) STM3716-S 20mROW 0.73 0.490 0.044 0.021 0 Silver Creek (50) STM3717-S 20mROW 0.73 0.000 0.007 0.000 0 Silver Creek (50) STM3718-S 20mROW 0.73 0.350 0.015 0.005 0 Silver Creek (50) STM3719-S 20mROW 0.73 0.760 0.051 0.039 0 Silver Creek (50) STM3720-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3723-S 20mROW 0.73 0.000 0.000 0.000 0 Silver Creek (50) STM3724-S 20mROW 0.73 0.430 0.058 0.025 0 Silver Creek (50) STM3725-S 20mROW 0.73 0.520 0.058 0.030 0 Silver Creek (50) STM3726-S 20mROW 0.73 0.920 0.066 0.060 0 Silver Creek (50) STM3727-S 20mROW 0.73 0.950 0.073 0.069 0 Silver Creek (50) STM3728-S 20mROW 0.73 0.850 0.161 0.122 0 Appendix R: SWMF Water Quantity Climate Change Scenario Analysis **Note: TOBM 25mm - 4hr Chicago, MTO 24hr SCS Design Storms used for all reservoirs** 1402 - Second Nature Phase 1 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.226 0.007 0.219 (97%) 401 216.80 Primary 2 -Year 0.464 0.011 0.453 (98%) 1159 217.28 Primary 5 -Year 0.644 0.046 0.598 (93%) 1399 217.41 Secondary 10 -Year 0.779 0.106 0.673 (86%) 1538 217.48 Secondary 25 -Year 1.034 0.190 0.844 (82%) 1703 217.56 Secondary 50 -Year 1.190 0.212 0.978 (82%) 1915 217.67 Secondary 100 -Year 1.317 0.224 1.093 (83%) 2113 217.76 Secondary Regional 0.445 0.266 0.179 (40%) 2322 217.85 Emergency Overflow 1403 - Second Nature Phase 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.736 0.012 0.724 (98%) 2109 211.00 Primary Orifice 2 -Year 2.015 0.022 1.993 (99%) 7034 211.72 Primary Orifice 5 -Year 2.866 0.053 2.813 (98%) 9191 212.00 Secondary DICB 10 -Year 3.493 0.108 3.385 (97%) 9939 212.09 Secondary DICB 25 -Year 4.270 0.172 4.098 (96%) 11192 212.25 Secondary MH 50 -Year 4.934 0.345 4.589 (93%) 11967 212.34 Secondary MH 100 -Year 5.473 0.503 4.97 (91%) 12678 212.42 Secondary MH Regional 2.149 1.517 0.632 (29%) 14295 212.61 Emergency Overflow 6401 - Blue Mountain Pond 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 1.459 0.47 0.989 (68%) 3230 220.17 Primary 2 -Year 5.695 2.188 3.507 (62%) 10209 220.51 Overflow MH 5 -Year 8.351 3.738 4.6127 (55%) 13358 220.66 Overflow MH 10 -Year 10.306 4.200 6.106 (59%) 16459 220.80 Overflow MH 25 -Year 12.987 4.412 8.575 (66%) 21547 221.03 Overflow MH 50 -Year 15.160 4.516 10.644 (70%) 26367 221.23 Overflow MH 100 -Year 16.986 4.602 12.384 (73%) 30461 >221.30 Overflow MH Regional 9.646 4.698 4.948 (51%) 34962 >221.30 Overtopping 6402 - Blue Mountain IROC Facility STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.174 0.015 0.159 (91%) 379 222.11 Primary 2 -Year 0.495 0.033 0.462 (93%) 1165 222.30 Primary 5 -Year 0.730 0.138 0.592 (81%) 1382 222.35 Overflow Weir 10 -Year 0.908 0.251 0.657 (72%) 1529 222.38 Overflow Weir 25 -Year 1.225 0.423 0.802 (65%) 1719 222.42 Overflow Weir 50 -Year 1.423 0.587 0.836 (59%) 1889 222.46 Overflow Weir 100 -Year 1.584 0.731 0.853 (54%) 2016 222.48 Overflow Weir Regional 0.566 0.530 0.036 (6%) 1823 222.45 Overflow Weir Note: There is no secondary outlet. 6403 - Snowbridge STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.572 0.006 0.566 (99%) 1292 188.58 Primary 2 -Year 1.144 0.141 1.003 (88%) 3017 188.83 Secondary 5 -Year 1.609 0.258 1.351 (84%) 4052 188.96 Secondary 10 -Year 2.187 0.364 1.823 (83%) 4841 189.06 Secondary 25 -Year 2.735 0.490 2.245 (82%) 5844 189.18 Secondary 50 -Year 3.223 0.781 2.442 (76%) 6521 189.27 Emergency Overflow 100 -Year 3.632 1.069 2.563 (71%) 6964 189.32 Emergency Overflow Regional 1.782 1.427 0.355 (20%) 7345 189.36 Emergency Overflow 6405 - Monterra Estates STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.414 0.025 0.389 (94%) 709 186.50 Primary 2 -Year 0.770 0.109 0.661 (86%) 1692 186.69 Primary 5 -Year 1.070 0.132 0.938 (88%) 2433 186.78 Primary 10 -Year 1.304 0.144 1.160 (89%) 3037 186.83 Primary 25 -Year 1.801 0.157 1.644 (91%) 3841 186.89 Primary 50 -Year 2.120 0.245 1.875 (88%) 4361 186.93 Emergency Overflow 100 -Year 2.388 0.320 2.068 (87%) 4746 186.96 Emergency Overflow Regional 1.087 0.651 0.436 (40%) 5847 187.03 Emergency Overflow 6406 - Blue Mountain Pond 2 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.483 0.401 0.082 (17%) 1301 215.42 Primary 2 -Year 2.256 1.640 0.616 (27%) 5039 215.75 Overflow MH 5 -Year 3.854 3.163 0.691 (18%) 6757 215.90 Overflow MH 10 -Year 4.388 3.979 0.409 (9%) 7805 215.99 Overflow MH 25 -Year 4.601 4.169 0.432 (9%) 8486 216.04 Overflow MH 50 -Year 4.752 4.209 0.543 (11%) 9333 216.11 Overflow MH 100 -Year 4.853 4.267 0.586 (12%) 10077 216.17 Overflow MH Regional 4.837 4.491 0.346 (7%) 14195 216.48 Overflow MH 6408 - Fairway Court STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.624 0.174 0.450 (72%) 1086 213.47 Primary 2 -Year 1.774 0.649 1.125 (63%) 2965 213.75 Primary 5 -Year 2.542 1.028 1.514 (60%) 4073 213.89 Emergency Overflow 10 -Year 3.127 1.400 1.727 (55%) 4729 213.96 Emergency Overflow 25 -Year 3.992 1.880 2.112 (53%) 5431 214.04 Emergency Overflow 50 -Year 4.642 2.294 2.348 (51%) 6012 >214.05 Overtopping 100 -Year 5.173 2.624 2.549 (49%) 6478 >214.05 Overtopping Regional 2.673 2.279 0.394 (15%) 5989 >214.05 Overtopping 6409 - Willow Creek STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.034 0.003 0.031 (91%) 33 210.69 Primary 2 -Year 0.048 0.004 0.044 (92%) 71 210.84 Primary 5 -Year 0.064 0.005 0.059 (92%) 99 210.94 Primary 10 -Year 0.079 0.005 0.074 (94%) 120 211.01 Primary 25 -Year 0.095 0.006 0.089 (94%) 147 211.08 Primary 50 -Year 0.109 0.006 0.103 (94%) 170 211.14 Primary 100 -Year 0.121 0.006 0.115 (95%) 189 211.19 Primary Regional 0.039 0.022 0.017 (43%) 210 211.24 Primary 9401 - Craigleith Parking Lot STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.522 0.122 0.400 (77%) 754 227.32 Emergency Overflow 2 -Year 1.453 0.932 0.521 (36%) 1369 227.57 Emergency Overflow 5 -Year 2.065 1.441 0.624 (30%) 1642 227.68 Emergency Overflow 10 -Year 2.510 1.810 0.7 (28%) 1816 227.74 Emergency Overflow 25 -Year 3.042 2.275 0.767 (25%) 2020 227.81 Emergency Overflow 50 -Year 3.501 2.743 0.758 (22%) 2193 227.87 Emergency Overflow 100 -Year 3.864 3.074 0.79 (20%) 2309 227.91 Emergency Overflow Regional 1.408 1.389 0.019 (1%) 1603 227.66 Emergency Overflow 9402 - Orchard Condo STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.657 0.049 0.608 (93%) 1225 221.46 Primary 2 -Year 1.440 0.284 1.156 (80%) 2706 222.12 Secondary 5 -Year 1.979 0.473 1.506 (76%) 3416 222.32 Secondary 10 -Year 2.379 0.643 1.736 (73%) 3917 222.45 Secondary 25 -Year 2.872 0.863 2.009 (70%) 4510 222.60 Secondary 50 -Year 3.580 1.077 2.503 (70%) 5048 222.73 Secondary 100 -Year 3.948 1.245 2.703 (68%) 5453 222.83 Secondary Regional 1.330 1.008 0.322 (24%) 4886 222.10 Secondary 10401 - Craigleith Meadows STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.200 0.124 0.076 (38%) 90 221.22 Primary Orifice 2 -Year 0.613 0.263 0.35 (57%) 446 221.85 Primary Orifice 5 -Year 0.878 0.316 0.562 (64%) 731 222.20 Primary Orifice 10 -Year 1.078 0.369 0.709 (66%) 956 222.44 Primary Orifice 25 -Year 1.327 0.496 0.831 (63%) 1184 222.64 Secondary Orifice 50 -Year 1.679 0.778 0.901 (54%) 1352 222.78 Emergency Overflow 100 -Year 1.867 1.033 0.834 (45%) 1445 222.86 Emergency Overflow Regional 0.664 0.506 0.158 (24%) 1202 222.66 Secondary Orifice 10402 - Istvan Lendvay STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.098 0.045 0.053 (54%) 72 213.66 Primary 2 -Year 0.320 0.169 0.151 (47%) 316 >216.00 Surcharging MH 5 -Year 0.467 0.349 0.118 (25%) 365 >216.00 Surcharging MH 10 -Year 0.660 0.524 0.136 (21%) 412 >216.00 Surcharging MH 25 -Year 0.820 0.686 0.134 (16%) 462 >216.00 Surcharging MH 50 -Year 0.957 0.811 0.146 (15%) 499 >216.00 Surcharging MH 100 -Year 1.068 0.913 0.155 (15%) 530 >216.00 Surcharging MH Regional 0.384 0.380 0.004 (1%) 372 >216.00 Surcharging MH 15401 - Georgian Woodlands STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.394 0.017 0.377 (96%) 858 223.46 Primary 2 -Year 0.915 0.214 0.701 (77%) 1712 223.79 Secondary 5 -Year 1.271 0.374 0.897 (71%) 2165 223.95 Secondary 10 -Year 1.561 0.534 1.027 (66%) 2477 224.06 Secondary 25 -Year 2.063 0.873 1.19 (58%) 2800 224.16 Emergency Overflow 50 -Year 2.372 1.213 1.159 (49%) 3026 224.24 Emergency Overflow 100 -Year 2.622 1.453 1.169 (45%) 3166 224.31 Emergency Overflow Regional 0.897 0.831 0.066 (7%) 2768 224.15 Emergency Overflow 15402 - Alpine STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.880 0.086 0.794 (90%) 1080 221.07 Secondary Orifice 2 -Year 1.375 0.300 1.075 (78%) 2100 221.75 Secondary Orifice 5 -Year 1.822 0.366 1.456 (80%) 2749 222.11 Secondary Orifice 10 -Year 2.251 0.442 1.809 (80%) 3199 222.34 Secondary DICB 25 -Year 2.676 0.697 1.979 (74%) 3585 222.54 Secondary DICB 50 -Year 3.087 1.085 2.002 (65%) 3869 222.68 Secondary DICB 100 -Year 3.378 1.404 1.974 (58%) 4064 222.78 Secondary DICB Regional 1.028 0.814 0.214 (21%) 3698 222.59 Secondary DICB 31401 - Georgian Bay Club 1 - Insufficient information to complete water quantity analysis. 33401 - Georgian Bay Club 2 - Insufficient information to complete water quantity analysis. 34401 - Georgian Bay Club 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.181 0.008 0.173 (96%) 309 211.92 Primary 2 -Year 0.338 0.019 0.319 (94%) 903 212.39 Secondary 5 -Year 0.473 0.070 0.403 (85%) 1114 212.55 Secondary 10 -Year 0.653 0.116 0.537 (82%) 1274 212.66 Secondary 25 -Year 0.816 0.159 0.657 (81%) 1513 212.82 Secondary 50 -Year 0.962 0.305 0.657 (68%) 1642 212.90 Secondary 100 -Year 1.085 0.436 0.649 (60%) 1723 212.96 Emergency Overflow Regional 0.487 0.458 0.029 (6%) 1733 212.96 Emergency Overflow 40401 - Clarksbury STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.015 0.003 0.012 (80%) 92 184.02 Primary 2 -Year 0.093 0.013 0.080 (86%) 627 184.29 Primary 5 -Year 0.154 0.018 0.136 (88%) 1084 184.48 Primary 10 -Year 0.205 0.021 0.184 (90%) 1489 184.63 Primary 25 -Year 0.274 0.024 0.250 (91%) 2073 184.84 Primary 50 -Year 0.336 0.054 0.282 (84%) 2410 184.95 Secondary 100 -Year 0.389 0.122 0.267 (69%) 2444 184.96 Secondary Regional 0.449 0.376 0.073 (16%) 2801 185.07 Emergency Overflow* *Note: The emergency overflow weir sill elevation and dimensions differ between the SSD and the As -Recorded drawing. 50401 - Windfall STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 1.309 0.062 1.247 (95%) 2792 212.88 Primary 2 -Year 2.660 0.250 2.41 (91%) 8551 213.39 Secondary 5 -Year 4.029 0.626 3.403 (84%) 10451 213.54 Secondary 10 -Year 4.925 0.874 4.051 (82%) 11903 213.66 Secondary 25 -Year 6.049 1.177 4.872 (81%) 13915 213.81 Secondary 50 -Year 7.016 1.557 5.459 (78%) 15391 213.92 Secondary 100 -Year 7.810 1.885 5.925 (76%) 16481 213.99 Secondary Regional 3.947 2.689 1.258 (32%) 19182 214.19 Emergency Overflow 50402 - Mountain House STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.305 0.035 0.27 (89%) 436 211.89 Primary 2 -Year 0.599 0.110 0.489 (82%) 913 212.49 Secondary 5 -Year 0.810 0.210 0.600 (74%) 1127 212.68 Secondary 10 -Year 0.967 0.286 0.681 (70%) 1290 212.83 Secondary 25 -Year 1.250 0.389 0.861 (69%) 1515 >212.95 Emergency Overflow 50 -Year 1.426 0.472 0.954 (67%) 1699 >212.95 Emergency Overflow 100 -Year 1.568 0.540 1.028 (66%) 1842 >212.95 Emergency Overflow Regional 0.513 0.425 0.088 (17%) 1588 >212.95 Emergency Overflow 52401 - Cedar Pond 2 and 3 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.005 0.001 0.004 (80%) 15 196.36 Primary 2 -Year 0.029 0.009 0.02 (69%) 90 196.38 Primary 5 -Year 0.049 0.015 0.034 (69%) 151 196.40 Primary 10 -Year 0.065 0.020 0.045 (69%) 202 196.41 Primary 25 -Year 0.088 0.026 0.062 (70%) 270 196.43 Primary 50 -Year 0.108 0.033 0.075 (69%) 333 196.45 Primary 100 -Year 0.125 0.041 0.084 (67%) 381 196.46 Primary Regional 0.122 0.080 0.042 (35%) 604 196.53 Primary Note: There is no primary low flow discharge outlet. The primary outlet is a DICB, and therefore there is no secondary outlet. 52402 - Cedar Pond 1 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.007 0.003 0.004 (57%) 26 196.61 Primary 2 -Year 0.039 0.019 0.020 (51%) 143 196.66 Primary 5 -Year 0.064 0.031 0.033 (52%) 236 196.70 Primary 10 -Year 0.085 0.046 0.039 (46%) 302 196.72 Primary 25 -Year 0.114 0.065 0.049 (43%) 383 196.76 Primary 50 -Year 0.140 0.082 0.058 (41%) 457 196.78 Primary 100 -Year 0.162 0.104 0.058 (36%) 511 196.81 Emergency Overflow Regional 0.188 0.172 0.016 (8%) 595 196.84 Emergency Overflow Note: There is no primary low flow discharge outlet. The primary outlet is a DICB, and therefore there is no secondary outlet. 54401 - Thornbury Meadows STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.174 0.005 0.169 (97%) 245 200.67 Primary Orifice 2 -Year 0.260 0.018 0.242 (93%) 581 200.95 Secondary DICB 5 -Year 0.358 0.020 0.338 (94%) 720 201.13 Secondary DICB 10 -Year 0.429 0.022 0.407 (95%) 1017 201.26 Secondary DICB 25 -Year 0.554 0.024 0.530 (96%) 1267 201.42 Secondary DICB 50 -Year 0.644 0.033 0.611 (95%) 1460 201.54 Emergency Outflow 100 -Year 0.722 0.052 0.670 (93%) 1569 201.60 Emergency Outflow Regional 0.302 0.189 0.113 (37%) 1817 201.74 Emergency Outflow 54402 - Lora Bay Pond 2 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.239 0.008 0.231 (97%) 979 198.20 Primary Orifice 2 -Year 0.686 0.042 0.644 (94%) 3797 198.72 Primary Orifice 5 -Year 1.136 0.182 0.954 (84%) 4416 198.83 Secondary Weir 10 -Year 1.433 0.325 1.108 (77%) 4845 198.90 Secondary Weir 25 -Year 1.811 0.525 1.286 (71%) 5322 198.98 Secondary Weir 50 -Year 2.143 0.696 1.447 (68%) 5732 199.05 Secondary Weir 100 -Year 2.418 0.838 1.580 (65%) 6073 199.10 Secondary Weir Regional 1.543 1.232 0.311 (20%) 7012 199.26 Secondary Weir 54403 - Foodland Roof Storage - Foodland Roof Storage does not require a Water Quantity Assessment 54404 - Foodland STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER OUTLET CONTROL (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) 25mm 0.084 0.017 0.067 (80%) 104 187.95 CULTEC 2 -Year 0.210 0.045 0.165 (79%) 255 189.53 Contained in Parking Lot 5 -Year 0.289 0.047 0.242 (84%) 358 189.61 Contained in Parking Lot 10 -Year 0.346 0.047 0.299 (86%) 442 189.67 Contained in Parking Lot 25 -Year 0.439 0.048 0.391 (89%) 546 189.75 Contained in Parking Lot 50 -Year 0.498 0.049 0.449 (90%) 630 189.81 Contained in Parking Lot 100 -Year 0.546 0.050 0.496 (91%) 701 >189.85 Spillway Regional 0.160 0.051 0.109 (68%) 896 >189.85 Spillway 54405 - Bluewater Storage STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.141 0.120 0.021 (15%) 28 209.20 Primary 2 -Year 0.360 0.229 0.131 (36%) 149 209.95 Primary 5 -Year 0.578 0.270 0.308 (53%) 302 210.34 Primary 10 -Year 0.710 0.287 0.423 (60%) 423 210.52 Primary 25 -Year 0.875 0.440 0.435 (50%) 532 210.64 Emergency Spillway 50 -Year 1.016 0.586 0.43 (42%) 608 210.71 Emergency Spillway 100 -Year 1.132 0.693 0.439 (39%) 654 210.75 Emergency Spillway Regional 0.395 0.290 0.105 (27%) 441 210.34 Primary Note: There is no secondary outlet. 56401 - Lora Bay Pond 1 STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 1.801 0.276 1.525 (85%) 9486 185.47 Primary Outlet 2 -Year 5.261 2.612 2.649 (50%) 28773 186.15 Primary Outlet 5 -Year 8.160 4.363 3.797 (47%) 40778 186.50 Primary Outlet 10 -Year 10.436 7.786 2.65 (25%) 46392 186.65 Emergency Overflow 25 -Year 13.164 11.484 1.68 (13%) 50241 186.75 Emergency Overflow 50 -Year 15.596 13.989 1.607 (10%) 52592 186.82 Emergency Overflow 100 -Year 17.415 15.919 1.496 (9%) 54192 186.86 Emergency Overflow Regional 18.805 18.641 0.164 (1%) 56207 >186.90 Emergency Overflow 57401-4 - Keepers Cove Ponds STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.502 0.087 0.415 (83%) 31 183.29 Primary Outlet 2 -Year 1.009 0.450 0.559 (55%) 130 183.82 Primary Outlet 5 -Year 1.401 0.620 0.781 (56%) 219 >184.00 Emergency Overflow 10 -Year 1.761 0.750 1.011 (57%) 287 >184.00 Emergency Overflow 25 -Year 2.145 0.908 1.237 (58%) 370 >184.00 Emergency Overflow 50 -Year 2.615 1.064 1.551 (59%) 454 >184.00 Emergency Overflow 100 -Year 2.899 1.174 1.725 (60%) 513 >184.00 Emergency Overflow Regional 0.994 0.832 0.162 (16%) 330 >184.00 Emergency Overflow Note: The inflow values are the sum of Pond 1 (57404) and the catchment 57103 that flows into pond 3. The outflow and storage values are from Pond 4 (57401). 61401 - Sleepy Hollow Stormtech STORM INFLOW OUTFLOW FLOW REDUCTION STORAGE WATER (m3/s) (m3/s) (m3/s) (m3) LEVEL (m) OUTLET CONTROL 25mm 0.104 0.075 0.029 (28%) 37 216.19 Contained in Stormtech 2 -Year 0.206 0.147 0.059 (29%) 83 216.44 Contained in Stormtech 5 -Year 0.290 0.192 0.098 (34%) 122 216.68 Contained in Stormtech 10 -Year 0.388 0.330 0.058 (15%) 172 >217.00 Surcharging MH 25 -Year 0.478 0.455 0.023 (5%) 163 >217.00 Surcharging MH 50 -Year 0.556 0.699 -0.143 (-26%) 141 216.83 Contained in Stormtech 100 -Year 0.620 0.814 -0.194 (-31%) 134 216.77 Contained in Stormtech Regional 0.218 0.207 0.011 (5%) 135 216.78 Contained in Stormtech