HomeMy Public PortalAboutAppendix I - LID Design Drawings and Analytical Results - AODA
Appendix I:
LID Design Drawings and
Analytical Results
LID-1LINEAR LID URBAN ROAD CROSS-SECTION
TOWN OF THE BLUE MOUNTAINS
DRAINAGE MASTER PLAN
LID-2URBAN LINEAR LID DETAIL
TOWN OF THE BLUE MOUNTAINS
DRAINAGE MASTER PLAN
LID-3LINEAR LID RURAL ROAD CROSS-SECTION
TOWN OF THE BLUE MOUNTAINS
DRAINAGE MASTER PLAN
Table 1: Linear LID Parameters – Perforated Pipe/Bioswale
PARAMETER DESCRIPTION AND SOURCE
Subcatchment Name Unique user assigned subcatchment name (PCSWMM)
LID Control Name Unique name assigned based on subcatchment (generated in Excel)
Total Area (m2) Subcatchment total area (measured in PCSWMM)
Impervious Area (m2) Subcatchment total impervious area (measured in PCSWMM)
Road Length (m)
Length of road eligible for LID application within subcatchment
(measured in GIS and applied factor of 0.60 to account for driveways
interfering with infiltration trench and upstream ends of roads without
storm sewer/perforated pipe)
LID Capture Area
(m2) Total subcatchment area.
LID Footprint Area
(m2)
Based on Road Length value multiplied by assumed LID unit width of
1.4 m.
Impervious Capture
Ratio
LID Impervious Capture Area divided by LID Footprint Area (calculated
in Excel); target ratio is between 5 and 10 for perforated pipe systems
and between 5 and 20 for bioswale systems
Replicate Units Number of LID units in given subcatchment (constant; Set to 1)
% of Subcatchment
Occupied
Percentage of total subcatchment area occupied by LID Footprint
(calculated by PCSWMM)
Surface Width per
Unit (m)
LID Surface Width (constant; assumed to be 1.4 m but does not apply
to LIDs with no surface storage component as assumed for this analysis)
% Initially Saturated Percentage of area that is initially saturated (constant; assumed to be 0)
% Impervious Area
Treated
Percentage of impervious area that is treated by LID (assumed to be
100%)
% Pervious Area
Treated Percentage of pervious area that is treated by LID (assumed to be 100%)
Seepage (mm/hr) Hydraulic conductivity based on soil type (PCSWMM)
Infiltration (mm/hr)
Seepage value (hydraulic conductivity) converted to infiltration rate
using TRCA, CVC conversion equation for all other subcatchments
(determined in Excel)
Safety Factor Assumed based on calculated infiltration rate (generally sandy soils
have lower safety factors than clays)
Design Infiltration
(mm/hr) Calculated infiltration rate divided by safety factor
Design Depth (mm) Set to 900 mm for all LIDs. Underdrain offset height to vary based on
infiltration rate.
Underdrain Diameter Assumed 200 mm underdrain for all LIDs
Orifice Coefficient Constant; assumed to be 0.6
Gravity Constant Acceleration due to gravity (constant; equals 9.81 m/s2)
Orifice Area (m2) Calculated based on underdrain diameter (calculated in Excel)
Area Ratio Orifice Area divided by LID Footprint Area (calculated in Excel)
Alternate Drain
Outlet Outlet from LID (constant; blank to use outlet of current subcatchment)
To Pervious Area Does LID drain to pervious area within subcatchment (constant;
assumed to be no = 0)
Surface Berm Height Constant; assumed to be 0
Vegetation Volume
(fraction) Constant; assumed to be 0
Surface Roughness
(Manning’s n) Constant; assumed to be 0.013 (roadway)
Surface Slope (%) Constant; assumed to be 0
Storage Thickness Design depth (calculated in Excel)
Void Ratio
(Voids/Solids)
Constant; assumed to be 0.43 (equal to a porosity of 0.30 to account for
some clogging of storage layer over time – Design porosity would be
0.40)
Seepage Rate
(mm/hr) Set to Design Infiltration Rate
Clogging Factor Constant; assumed to be 0
Drain Coefficient
For subcatchments with underdrains, a formula based on Gravity
Constant, Orifice Coefficient, Lid Area and Orifice Area provided by CHI
via online PCSWMM Support website.
Drain Exponent Constant; assumed to be 0.5 per CHI PSWMM Support website
Drain Offset Height
Calculation based on design infiltration, design void ratio of 0.4 and
drain time of 48 hours (calculated in Excel). Set to 0 for subcatchments
with no infiltration.
INFILTRATION RATE GIVEN HYDRAULIC CONDUCTIVITY
Reference: TRCA, CVC Low Impact Development Stormwater Management Planning and Design Guide (2011) - Appendix C
(1.6667*(10^10) * kfs)^(1/3.7363)where k fs = saturated hydraulic conductivity (cm/s)Infiltration rate (mm/hr) =
Soil
0.000606
0.000367
Sand
Sandy Loam
Loam
Project:
Town of The Blue Mountains
DMP Date: 17-Jan-22
File No.: 121076 Designed: DAM
Infiltration rate (mm/hr)
Subject: Infiltration Rate Calculation Checked: JM
kfs (cm/s)
0.000017 29
Silty Clay Loam
Clay
Hydraulic Conductivity (mm/hr)
235.6
21.8
13.2
2
0.6
0.000056
142
75
66
40
0.006544
Infiltration Rate C.C. Tatham Associates Ltd.2022-10-06
Safety Factors for Calculating Design Infiltration Rates
Source: Table 10.4 Green and Ampt Method Parameters (NVCA Stormwater Technical Guide)
Minimum Infiltration Rates From Minnesota Stormwater Manual (https://stormwater.pca.state.mn.us/index.php/Design_infiltration_rates)
Revision:1 Date:January 17, 2022
Low Impact Development Safety Correction Factors
Project:Town of The Blue Mountains DMP Prepared By:DAM
File No.:121076 Reviewed By:JM
Soil Texture Class
Minimum
Infiltration Rate
(mm/hr)
Kfs
(cm/s)
Ratio of Mean
Measured Infiltration
Rates
Description:
7.60
7.60
Clay
Sand
Loamy Sand
Sandy Loam
Loam
Silt Loam
Sandy Clay Loam
Clay Loam
Silty Clay Loam
Sandy Clay
Silty Clay
0.000366667
0.000188889
1.50
Kfs
(mm/hr)
235.6
59.8
21.8
13.2
6.8
3
2
2
1.2
1
0.6
5.10
1.50
1.50
1.50
1.50
141.00
42.00
20.30
7.2
1.66667E-05
Design
Infiltration Rate
(mm/hr)
141.66
98.15
74.92
65.50
54.85
44.06
39.53
39.53
34.48
32.84
28.64
8.33333E-05
5.55556E-05
5.55556E-05
3.33333E-05
2.77778E-05
0.006544444
0.001661111
0.000605556
8.519.1
Safety
Correction
Factor
2.5
3.5
3.5
6.5
6.5
6.5
8.5
8.5
8.5
8.5
8.6
26.4
26.4
23.0
21.9
1.0
2.3
3.7
8.6
1 of 2 I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\LIDs\Safety Correction Factors
(mm/hr)
##236 0 ##1.0
##59.8 0.0
##
Description:Low Impact Development Safety Correction Factors
Project:Town of The Blue Mountains DMP Prepared By:DAM
File No.:121076 Reviewed By:JM
Revision:1 Date:January 17, 2022
2 of 2 I:\2021 Projects\121076 - TOBM Drainage Master Plan\Design\LIDs\Safety Correction Factors
121076 - TOBM Drainage Master Plan
LID Application Summary
AREA IMPERV AREA
(ha)(ha)
Watercourse 1 332.9 14%33.23 0.75 45
Watercourse 2 32.8 0%4.43 0.00 -
Watercourse 6 614.51 38%87.41 2.21 40
Watercourse 7 150.2 5%7.71 0.09 86
Outlet 8 19.6 0%0.50 0.00 -
Watercourse 9 191.8 0%-0.00 -
Watercourse 10 67.6 73%9.45 0.27 35
Outlet 13 84.9 84%14.66 0.63 23
Watercourse 14 93 31%7.54 0.31 24
Outlet 45 31.5 54%7.26 0.27 27
Watercourse 15 80 44%15.29 0.41 37
Watercourse 18 24.4 0%-0.00 -
Watercourse 19 341.1 8%8.39 0.19 44
Watercourse 21 112.2 34%5.45 0.16 33
Watercourse 22 60.8 99%6.02 0.26 23
Watercourse 25 57.5 0%2.31 0.00 -
Watercourse 26 113.7 26%6.48 0.09 70
Watercourse 28 55.9 10%4.69 0.01 335
Watercourse 29 23.6 29%1.52 0.02 82
Outlet 30 34.8 19%1.64 0.04 43
Watercourse 31 129.5 32%9.60 0.41 23
Watercourse 32 352.6 0%4.98 0.00 1493
Outlet 33 60.5 19%5.05 0.05 94
Watercourse 34 575.5 3%22.56 0.09 247
Watercourse 40 115.3 17%4.82 0.18 26
Watercourse 42 29 34%6.96 0.10 67
Silver Creek North of Holly Court
(50)29.2 14%1.64 0.03 47
Silver Creek South of Holly Court
(50)199 62%29.78 0.89 33
Silver Creek South of Mount View
Court (50)1412.3 7%24.14 0.36 67
Indian Brook (51)3,544.80 0%-0.00 -
Watercourse 52 310 26%11.56 0.18 63
Little Beaver River (54)1,559.80 13%93.36 1.84 51
Watercourse 55 160.3 0%-0.00 -
Boulder Creek (56)324.6 10%30.15 0.29 105
Arthur St. W 14.9 98%6.01 0.26 23
Cameron St.26.1 97%6.22 0.26 24
Elgin St.13.9 97%7.23 0.26 28
Louisa St. E 14.6 62%6.33 0.08 80
Mary St.55.2 22%6.04 0.17 35
Alfred St. W 42.2 78%12.40 0.41 30
Victoria St.25.3 80%9.26 0.34 27
AREA CAPTURED BY
LID (%)WATERCOURSE/OUTLET LID AREA
(ha)AIMP/ALID
THORNBURY WEST DRAINAGE MASTER PLAN
LID APPLICATION - PEAK FLOW COMPARISON
MARCH, 2022
25mm STORM (24.97 mm)
WATERCOURSE PEAK FLOWS - EXISTING CONDITIONS
OF13 67.60 9.45
OF36 84.90 14.66
D18OUT 31.50 7.26
OF10 60.80 6.02
OF30 199.00 29.78
STO2 14.90 6.01
STO113 26.10 6.22
STO78 13.90 7.23
STO158 14.60 6.33
STST1696 42.20 12.40
STO1 25.30 9.26
-19.1%
0.8%
-32.0%
-34.4%
-33.7%
-51.1%
-10.6%
-9.0%
-43.6%
Peak Flows (m3/s)% Change
0.532 0.496
1.757 1.519
-6.7%
-13.5%
Linear LIDsNo LIDs
0.793
0.632
0.663
0.595
0.881
0.566
0.558
0.465
0.107
1.166
0.963
0.820
0.590
0.985
0.622
0.989
0.701
0.219
Watercourse 10
Alfred St. W
Victoria St.
Outfall Junction Contributing
Area (ha)
Contributing
Impervious Area (ha)
Outlet 13
Outlet 45
Elgin St.
Louisa St. E
Watercourse 22
Silver Creek South of Holly Court (50)
Arthur St. W
Cameron St.
THORNBURY WEST DRAINAGE MASTER PLAN
LID APPLICATION - PEAK FLOW COMPARISON
MARCH, 2022
1:5-YEAR MTO (2010) CHICAGO 3HR STORM (38.70 mm)
WATERCOURSE PEAK FLOWS - EXISTING CONDITIONS
OF13 67.60 9.45
OF36 84.90 14.66
D18OUT 31.50 7.26
OF10 60.80 6.02
OF30 199.00 29.78
STO2 14.90 6.01
STO113 26.10 6.22
STO78 13.90 7.23
STO158 14.60 6.33
STST1696 42.20 12.40
STO1 25.30 9.26
Victoria St.1.894 1.37 -28%
Louisa St. E 0.737 0.754 2%
Alfred St. W 1.691 1.495 -12%
Cameron St.1.859 1.525 -18%
Elgin St.1.096 1.037 -5%
Silver Creek South of Holly Court (50)2.667 2.631 -1%
Arthur St. W 0.921 0.776 -16%
Outlet 45 1.054 0.902 -14%
Watercourse 22 0.381 0.239 -37%
Watercourse 10 1.311 1.266 -3.4%
Outlet 13 3.652 3.283 -10.1%
Outfall Junction Contributing
Area (ha)
Contributing
Impervious Area (ha)
Peak Flows (m3/s)% ChangeNo LIDs Linear LIDs
THORNBURY WEST DRAINAGE MASTER PLAN
LID APPLICATION - PEAK FLOW COMPARISON
MARCH, 2022
1:100-YEAR MTO (2010) CHICAGO 3HR STORM (67.65 mm)
WATERCOURSE PEAK FLOWS - EXISTING CONDITIONS
OF13 67.60 9.45
OF36 84.90 14.66
D18OUT 31.50 7.26
OF10 60.80 6.02
OF30 199.00 29.78
STO2 14.90 6.01
STO113 26.10 6.22
STO78 13.90 7.23
STO158 14.60 6.33
STST1696 42.20 12.40
STO1 25.30 9.26
Victoria St.2.769 2.503 -9.6%
Louisa St. E 0.848 0.865 2.0%
Alfred St. W 1.941 1.908 -1.7%
Cameron St.2.721 2.674 -1.7%
Elgin St.1.295 1.251 -3.4%
Silver Creek South of Holly Court (50)7.499 7.423 -1.0%
Arthur St. W 1.253 1.179 -5.9%
Outlet 45 1.481 1.466 -1.0%
Watercourse 22 0.685 0.608 -11.2%
Watercourse 10 3.309 3.303 -0.2%
Outlet 13 6.652 6.587 -1.0%
Outfall Junction Contributing
Area (ha)
Contributing
Impervious Area (ha)
Peak Flows (m3/s)% ChangeNo LIDs Linear LIDs