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STORMWATER MANAGEMENT REPORT
Silver Seven Corporate Centre Phase 1
15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road
Kanata, Ontario
Report No. 12022-SWM
May 31, 2012 Revised October 23, 2012
D. B. G R A Y E N G I N E E R I N G I N C.
Stormwater Management - Grading & Drainage - Storm & Sanitary Sewers - Watermains
1052 Karsh Drive, Tel: (613) 249-8044
Ottawa, Ontario. Fax: (613) 249-9815
K1G 4N1 email: [email protected]
1
STORMWATER MANAGEMENT REPORT
Silver Seven Corporate Centre Phase 1
15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road Kanata, Ontario
This report addresses the stormwater management requirements of Phase 1 of a mixed-use commercial development located on 4.9 hectares of land having frontage on Frank Nighbor Place and Silver Seven Road in Kanata. Phase 1 consists of a two storey commercial building and a parking area for an athletic club tenant. The stormwater management for Phase 2 is not addressed at this time. The proposed storm sewer system and stormwater management for Phase 2 will be independent of Phase 1 and will have a separate connection to the municipal storm sewer system. This report forms part of the stormwater management design for the proposed development. Also refer to drawing SG-1, SG-2 & SG-3 (Revision 4: Oct 23-12), prepared by D. B. Gray Engineering Inc. WATER QUALITY:
The proposed storm sewer system connects to an existing municipal storm sewer approximately 300m upstream of where the municipal storm sewer discharges to the Carp River. It is expected that the water quality criteria that will be required to be met will be the removal of 80% of the total suspended solids (TSS). A sediment separator manhole is proposed. Such a device is designed to remove sediment from the runoff entering the manhole and stores the sediment in a chamber for periodic removal. Specifically a “Stormceptor STC 750” with a sediment capacity of 3.0 cubic metres and an oil capacity of 915 litres has been selected. Based on software supplied by the manufacturer the smallest unit (the STC 300) will remove approximately 86% of TSS from the runoff produced by the subject site. However the diameter of the STC 300 manhole is 1200mm and is not large enough for the sewer pipes connecting to it. The STC 750 (1800mm in diameter) is sized to remove 90% of the TSS. Output from the manufacturer’s software is attached to this report.
During construction, an erosion and sediment control plan has been developed (see notes 2.1 to 2.5 on drawing SG-3). In summary: to filter out construction sediment a silt fence barrier will be installed along the north, south and west property line; and geotextile fabric will be placed between the grate and frame of all existing catch basins adjacent to the site and all new catch basins as they are installed.
WATER QUANTITY: The stormwater quantity control measures detailed in this report are based on the criteria that the release rate for post-development storm events is equal to or less than a 50 litre per second flowrate (as per Novatech Drawing No. 91005-STM2). (The stormwater quantity control measures for Phase 2 is an additional 50 l/s.) Calculations are based on the Rational Method. The runoff coefficients for the 100 year event were increased by 25% to maximum 1.00. Stormwater will be stored within the development on the roof of the proposed building; on the surface in the car park area; in a depressed grassed landscaped area (stormwater detention area); and underground in catch basins, manholes and sewer pipes).
2
The runoff from the perimeter and the entrances to the site (Drainage Area I – 1915 sq.m.) will be allowed to flow uncontrolled off the site. The flow from these areas are calculated at 20 minutes concentration and are included in the release rate. The each of six roof drains will be flow control type installed with a parabolic shaped slotted weir (1 slot per weir drain at 5 USgpm per inch per slot - 0.0124 l/s per mm per slot) causing the storm water to pond on the roof (Drainage Area II – 3270 sq.m.). Along with the flow control roof drains an inlet control device (ICD) located at the outlet pipe of CB/MH-2 will control the release of stormwater off the site. The ICD will restrict the flow and force the stormwater to back up into the upstream sewer pipes, catch basin and manholes and into the stormwater detention area and above the catch basins in the car park area. The ICD shall be a Hydrovex "75VHV-1 Vertical Vortex Flow Regulator" and shall be sized by the manufacturer for a discharge rate of 5.79 l/s at 2.51 m head. (the allowable release rate and the maximum release rate during the 1:100 year storm event). It is calculated that an orifice area of 4418 sq.mm. ( 75 mm diameter ) and a discharge coefficient of 0.187 will restrict the outflow rate to 5.79 l/s at a head of 2.51 m. Based on this orifice the maximum outflow rate for the 1:5 year storm event is calculated to be 4.89 l/s at 1.79 m. Stormwater released through the roof drains and ICD will be conveyed off the site via a 750mm storm sewer connecting to an existing manhole which outlets to a 1050mm municipal storm sewer in Frank Nighbor Place. It is expected that an Environmental Compliance Approval will not be required from the Ministry of Environment. CONCLUSIONS: WATER QUALITY:
The proposed STC 750 Stormceptor sediment separator manhole is sized to remove 90% of the TSS from the runoff produced by the subject site.
An erosion and sediment control plan as been developed to be implemented during construction WATER QUANTITY: One Hundred Year Storm Event: The maximum allowable release rate for the one hundred year storm event for the site is 50.00 l/s. The post-development release rate for the 100-year storm event is calculated to be 50.00 l/s. Therefore the maximum post development release rate for the 100-year storm event is equal to the maximum permitted release rate. A maximum stored volume of 1185.16 cu.m. is required to achieve the post development release rate. Five Year Storm Event: The maximum allowable release rate for the five year storm event for the site is 50.00 l/s. The post-development release rate for the 5-year storm event is calculated to be 30.27 l/s. Therefore the maximum post development release rate for the 5-year storm event is less than the maximum permitted release rate. A maximum stored volume of 565.71 cu.m. is required to achieve the post development release rate.
3
l/s l/s cu.m. cu.m.
- 33.42 - -
- 10.79 144.79 144.79
- 5.79 1040.37 1040.37
50.00 50.00 1185.16 1185.16
l/s l/s cu.m. cu.m.
- 17.02 - -
- 8.36 67.34 67.34
- 4.89 498.37 498.37
50.00 30.27 565.71 565.71
AREA III
AREA III
TOTAL
Summary Tables
Drainage Area
AREA II (Roof)
Maximum
Allowable
Release Rate
Post-
development
Flow Rate
Maximum
Stored
Volumes
Maximum
Allowable
Release Rate
Post-
development
Flow Rate
Maximum
Volume
RequiredDrainage Area
Maximum
Volume
Required
ONE HUNDRED YEAR EVENT
FIVE YEAR EVENT
TOTAL
AREA II (Roof)
Maximum
Stored
Volumes
AREA I
(Uncontrolled Flow Off Site)
AREA I
(Uncontrolled Flow Off Site)
4
STORMWATER MANAGEMENT CALCULATIONS The orifice calculations are based on the following formula:
Q = Cd x Ao �2gh x 1000 where: Q = flowrate in ltires per second Cd = coefficient of discharge Ao = orifice area in sq.m. g = 9.81 m/s2 h = head above orifice in meters Flow control roof drain calculations are based on the following formula: Q = N x S x d x F where: Q = flowrate in ltires per second N = number of roof drains S = slots per weir d = pond depth at roof drain in mm F = flowrate through each slot 0.0124 litres per second per mm pond depth (5 USgpm per inch) Storage calculations on the roof and in the parking area are based on the following formula for volume of a cone: V = (A x d)/3 where: V = volume in cu.m. A = ponding area in sq.m. d = ponding depth in meters Calculations for sub-surface storage (manholes and sewer pipes) are based on the following formula for volume of a cylinder: V = L x Pi x (d/2)
2
where: V = volume in cu.m. L = depth of water in manhole or length of pipe in meters d = diameter of manhole or pipe in meters
5
REVISED
Silver Seven Corporate Centre
Phase 1
15 & 19 Frank Nighbor Place and 737 & 777 Silver Seven Road
Kanata, Ontario
STORMWATER MANAGEMENT CALCULATIONS
Rational Method
ONE HUNDRED YEAR EVENT
Maximum Allowable Release Rate
(as per Novatech Drawing No. 91005-STM2)
Maximum Allowable Release Rate: 50.00 l/s
DRAINAGE AREA I (Uncontrolled Flow Off Site):
C
Roof Area: 0 sq.m. 1.00
Asphalt/Concrete Area: 698 sq.m. 1.00
Landscaped: 1217 sq.m. 0.25
Total Catchment Area 1915 sq.m. 0.52
Area (A): 1915 sq.m.
Time of Concentration: 20 min.
Rainfall Intensity (i): 120 mm/hr (100 year event)
Runoff Coeficient (C): 0.52
Flow Rate (2.78AiC): 33.42 l/s
23-Oct-12
24-May-12
6
DRAINAGE AREA II (Roof):(ONE HUNDRED YEAR EVENT)
C
Roof Area: 3270 sq.m. 1.00
Paved Area: 0 sq.m. 1.00
Landscaped Areas: 0 sq.m. 0.25
Total Catchment Area 3270 Ave. C 1.00
No. of Roof Drains: 6
Slots per Wier: 1 0.0124 l/s/mm/slot (5 USgpm/in/slot)
Depth at Roof Drain: 145 mm
Maximum Release Rate 10.79 l/s Pond Area: 2996 sq.m.
Achieved Vol: 144.79 cu.m.
Max. Vol. Required: 144.79 cu.m.
Release Stored Stored
Time i 2.78AiC Rate Rate Volume
min. mm/hr l/s l/s l/s cu.m.
10 178.6 162.32 10.79 151.53 90.92
20 120.0 109.04 10.79 98.25 117.91
30 91.9 83.51 10.79 72.73 130.91
40 75.1 68.31 10.79 57.52 138.06
50 64.0 58.14 10.79 47.35 142.05
60 55.9 50.81 10.79 40.02 144.09
70 49.8 45.26 10.79 34.47 144.79
80 45.0 40.90 10.79 30.11 144.54
90 41.1 37.37 10.79 26.58 143.56
100 37.9 34.46 10.79 23.67 142.01
110 35.2 32.00 10.79 21.21 140.01
120 32.9 29.90 10.79 19.12 137.63
130 30.9 28.09 10.79 17.30 134.94
140 29.2 26.50 10.79 15.71 131.99
150 27.6 25.10 10.79 14.31 128.81
160 26.2 23.85 10.79 13.07 125.43
170 25.0 22.74 10.79 11.95 121.87
180 23.9 21.73 10.79 10.94 118.16
190 22.9 20.82 10.79 10.03 114.32
200 22.0 19.98 10.79 9.20 110.35
210 21.1 19.22 10.79 8.43 106.27
220 20.4 18.52 10.79 7.73 102.08
230 19.7 17.88 10.79 7.09 97.81
240 19.0 17.28 10.79 6.49 93.45
250 18.4 16.72 10.79 5.93 89.01
260 17.8 16.20 10.79 5.42 84.51
270 17.3 15.72 10.79 4.93 79.93
280 16.8 15.27 10.79 4.48 75.30
290 16.3 14.85 10.79 4.06 70.60
300 15.9 14.45 10.79 3.66 65.85
310 15.5 14.07 10.79 3.28 61.06
320 15.1 13.72 10.79 2.93 56.21
330 14.7 13.38 10.79 2.59 51.32
340 14.4 13.06 10.79 2.27 46.39
350 14.0 12.76 10.79 1.97 41.42
360 13.7 12.47 10.79 1.69 36.42
370 13.4 12.20 10.79 1.41 31.38
380 13.1 11.94 10.79 1.15 26.30
390 12.9 11.69 10.79 0.91 21.19
400 12.6 11.46 10.79 0.67 16.06
410 12.4 11.23 10.79 0.44 10.89
420 12.1 11.01 10.79 0.23 5.70
430 11.9 10.81 10.79 0.02 0.48
440 11.7 10.61 10.61 0.00 0.00
450 11.5 10.42 10.42 0.00 0.00
7
DRAINAGE AREA III(ONE HUNDRED YEAR EVENT)
C
Roof Area: 0 sq.m. 1.00
Asphalt/Concrete Area: 13002 sq.m. 1.00
Landscaped: 2908 sq.m. 0.25
Total Catchment Area 15910 sq.m. 0.86
Water Elevation: 95.54 m
CB/MH-2 Outlet Pipe Invert: 93.03 m
Head: 2.51 m Storage in MHs & CBs: 75.97 cu.m.
Orifice Diameter 75 mm Storage in Sewer Pipes: 175.63 cu.m.
Orifice Area: 4418 sq.mm. Surface Storage Above Catch Basins: 349.39 cu.m.
Coefficient of Discharge: 0.187 Storage in Detention Area (Dry Pond): 439.37 cu.m.
Max. Release Rate: 5.79 l/s Achieved Vol: 1040.37 cu.m.
Max. Vol. Required: 1040.37 cu.m.
Upstream Diam. Length Invert Depth
CB or MH mm m m m
MH-2 93.03 2.51 4.44 cu.m.
CB/MH-3 600 13.2 3.39 cu.m. CB/MH-3 93.05 2.34 2.65 cu.m.
TO DRY POND 450 19.5 2.91 cu.m.
CB-4 450 15.3 2.24 cu.m. CB-4 93.09 2.45 0.88 cu.m.
CB/MH-5 750 13.3 5.35 cu.m. CB/MH-5 93.05 2.34 4.14 cu.m.
CB/MH-6 750 23.7 9.94 cu.m. CB/MH-6 93.08 2.31 2.61 cu.m.
CB/MH-7 600 22.3 5.97 cu.m. CB/MH-7 93.08 2.31 2.61 cu.m.
CB/MH-8 600 26.1 7.04 cu.m. CB/MH-8 93.12 2.42 2.74 cu.m.
CB/MH-9 600 20.8 5.54 cu.m. CB/MH-9 93.15 2.39 2.70 cu.m.
CB/MH-10 750 16.4 6.72 cu.m. CB/MH-10 93.07 2.32 4.10 cu.m.
CB/MH-11 750 21.7 9.06 cu.m. CB/MH-11 93.10 2.29 2.59 cu.m.
CB/MH-12 750 27.8 11.75 cu.m. CB/MH-12 93.10 2.29 2.59 cu.m.
CB/MH-13 600 24.8 6.67 cu.m. CB/MH-13 93.18 2.21 2.50 cu.m.
CB/MH-14 600 29.0 7.86 cu.m. CB/MH-14 93.21 2.18 2.47 cu.m.
CB/MH-15 600 29.0 7.86 cu.m. CB/MH-15 93.24 2.15 2.43 cu.m.
CB/MH-16 600 29.0 7.86 cu.m. CB/MH-16 93.28 2.26 2.56 cu.m.
CB/MH-17 600 27.9 7.55 cu.m. CB/MH-17 93.32 2.07 2.34 cu.m.
CB-17A 450 7.0 0.92 cu.m. CB-17A 93.34 2.20 0.79 cu.m.
CB/MH-18 600 18.6 4.92 cu.m. CB/MH-18 93.35 2.02 2.28 cu.m.
CB-18F 250 0.7 0.03 cu.m. CB-18F 93.55 1.84 0.66 cu.m.
CB/MH-18A 600 27.3 7.38 cu.m. CB/MH-18A 93.39 1.98 2.24 cu.m.
CB/MH-18B 600 7.7 1.84 cu.m. CB/MH-18B 93.41 2.04 2.31 cu.m.
CB/MH-18C 600 16.6 4.35 cu.m. CB/MH-18C 93.44 2.10 2.37 cu.m.
CB-18F 250 0.5 0.02 cu.m. CB-18F 93.63 1.91 0.69 cu.m.
CB/MH-18E 600 15.6 4.07 cu.m. CB/MH-18E 93.47 2.07 2.34 cu.m.
TO DRY POND 450 1.7 0.17 cu.m.
CB/MH-19 600 25.7 6.93 cu.m. CB/MH-19 93.11 2.28 2.58 cu.m.
CB/MH-20 600 20.1 5.34 cu.m. CB/MH-20 93.14 2.25 2.54 cu.m.
CB/MH-21 600 18.4 4.86 cu.m. CB/MH-21 93.17 2.22 2.51 cu.m.
CB/MH-22 600 28.6 7.75 cu.m. CB/MH-22 93.28 2.11 2.39 cu.m.
CB/MH-23 600 18.4 4.86 cu.m. CB/MH-23 93.24 2.15 2.43 cu.m.
CB/MH-24 600 21.0 5.60 cu.m. CB/MH-24 93.27 2.12 2.40 cu.m.
CB/MH-25 600 21.0 5.60 cu.m. CB/MH-25 93.30 2.09 2.36 cu.m.
CB-26 450 21.1 3.26 cu.m. CB-26 93.35 2.04 0.73 cu.m.
Sub-total 175.63 Sub-total 75.97
Surface Storage Above Catch Basins
Area Depth Average
sq.m. m Area Depth
CB/MH-3 359 0.15 17.92 cu.m. 260 1.69 439.37 cu.m.
CB/MH-5 392 0.15 19.60 cu.m.
CB/MH-6 369 0.15 18.41 cu.m.
CB/MH-7 389 0.15 19.45 cu.m.
CB/MH-10 371 0.15 18.52 cu.m.
CB/MH-11 208 0.15 10.39 cu.m.
CB/MH-12 337 0.15 16.86 cu.m.
CB/MH-13 279 0.15 13.92 cu.m.
CB/MH-14 223 0.15 11.13 cu.m.
CB/MH-15 223 0.15 11.13 cu.m.
CB/MH-17 86 0.15 4.29 cu.m.
CB/MH-18 98 0.15 4.89 cu.m.
CB-18F 85 0.15 4.24 cu.m.
CB/MH-18A 98 0.17 5.55 cu.m.
CB/MH-19 342 0.15 17.07 cu.m.
CB/MH-20 426 0.15 21.31 cu.m.
CB/MH-21 449 0.15 22.45 cu.m.
CB/MH-22 449 0.15 22.45 cu.m.
CB/MH-23 449 0.15 22.45 cu.m.
CB/MH-24 449 0.15 22.45 cu.m.
CB/MH-25 449 0.15 22.45 cu.m.
CB-26 449 0.15 22.45 cu.m.
Sub-total 349.39
Storage in MHs & CBs
Storage in Dentention Area (Dry Pond)
Storage in Sewer Pipes
(location of ICD)
8
DRAINAGE AREA III (continued) Max. Vol. Required: 1040.37 cu.m.
(ONE HUNDRED YEAR EVENT)
Released Total Release Stored Stored
Time i 2.78AiC Rate Rate Volume
min. mm/hr l/s l/s l/s cu.m.
10 178.6 681.50 5.79 675.71 405.43
20 120.0 457.81 5.79 452.02 542.43
30 91.9 350.63 5.79 344.84 620.72
40 75.1 286.80 5.79 281.02 674.44
50 64.0 244.09 5.79 238.30 714.91
60 55.9 213.33 5.79 207.54 747.15
70 49.8 190.03 5.79 184.24 773.82
80 45.0 171.72 5.79 165.93 796.45
90 41.1 156.91 5.79 151.12 816.04
100 37.9 144.66 5.79 138.87 833.25
110 35.2 134.36 5.79 128.57 848.55
120 32.9 125.55 5.79 119.76 862.28
130 30.9 117.93 5.79 112.14 874.69
140 29.2 111.26 5.79 105.48 885.99
150 27.6 105.38 5.79 99.59 896.33
160 26.2 100.15 5.79 94.36 905.84
170 25.0 95.46 5.79 89.67 914.62
180 23.9 91.23 5.79 85.44 922.75
190 22.9 87.39 5.79 81.61 930.30
200 22.0 83.90 5.79 78.11 937.34
210 21.1 80.70 5.79 74.91 943.91
220 20.4 77.76 5.79 71.97 950.05
230 19.7 75.05 5.79 69.26 955.80
240 19.0 72.54 5.79 66.75 961.21
250 18.4 70.21 5.79 64.42 966.28
260 17.8 68.04 5.79 62.25 971.06
270 17.3 66.01 5.79 60.22 975.55
280 16.8 64.11 5.79 58.32 979.79
290 16.3 62.33 5.79 56.54 983.78
300 15.9 60.65 5.79 54.86 987.56
310 15.5 59.07 5.79 53.29 991.12
320 15.1 57.58 5.79 51.80 994.48
330 14.7 56.17 5.79 50.39 997.66
340 14.4 54.84 5.79 49.05 1000.66
350 14.0 53.57 5.79 47.79 1003.50
360 13.7 52.37 5.79 46.58 1006.18
370 13.4 51.23 5.79 45.44 1008.72
380 13.1 50.13 5.79 44.35 1011.11
390 12.9 49.09 5.79 43.31 1013.37
400 12.6 48.10 5.79 42.31 1015.50
410 12.4 47.15 5.79 41.36 1017.52
420 12.1 46.24 5.79 40.45 1019.42
430 11.9 45.37 5.79 39.58 1021.20
440 11.7 44.53 5.79 38.75 1022.89
450 11.5 43.73 5.79 37.94 1024.47
460 11.3 42.96 5.79 37.17 1025.96
470 11.1 42.22 5.79 36.43 1027.35
480 10.9 41.51 5.79 35.72 1028.66
490 10.7 40.82 5.79 35.03 1029.88
500 10.5 40.16 5.79 34.37 1031.01
510 10.4 39.52 5.79 33.73 1032.07
520 10.2 38.90 5.79 33.11 1033.06
530 10.0 38.30 5.79 32.51 1033.97
540 9.9 37.73 5.79 31.94 1034.81
550 9.7 37.17 5.79 31.38 1035.58
560 9.6 36.63 5.79 30.84 1036.29
570 9.5 36.11 5.79 30.32 1036.93
580 9.3 35.60 5.79 29.81 1037.51
590 9.2 35.11 5.79 29.32 1038.04
600 9.1 34.64 5.79 28.85 1038.50
610 9.0 34.17 5.79 28.39 1038.91
620 8.8 33.73 5.79 27.94 1039.27
630 8.7 33.29 5.79 27.50 1039.57
640 8.6 32.87 5.79 27.08 1039.82
650 8.5 32.46 5.79 26.67 1040.02
660 8.4 32.06 5.79 26.27 1040.18
670 8.3 31.67 5.79 25.88 1040.29
680 8.2 31.29 5.79 25.50 1040.35
690 8.1 30.92 5.79 25.13 1040.37
700 8.0 30.56 5.79 24.77 1040.35
710 7.9 30.21 5.79 24.42 1040.28
720 7.8 29.87 5.79 24.08 1040.18
9
DRAINAGE AREA III (continued)(ONE HUNDRED YEAR EVENT)
730 7.7 29.53 5.79 23.75 1040.03
740 7.7 29.21 5.79 23.42 1039.85
750 7.6 28.89 5.79 23.10 1039.63
760 7.5 28.58 5.79 22.79 1039.37
770 7.4 28.28 5.79 22.49 1039.08
780 7.3 27.98 5.79 22.20 1038.75
790 7.3 27.69 5.79 21.91 1038.39
800 7.2 27.41 5.79 21.62 1037.99
810 7.1 27.14 5.79 21.35 1037.56
820 7.0 26.87 5.79 21.08 1037.10
830 7.0 26.60 5.79 20.82 1036.61
840 6.9 26.35 5.79 20.56 1036.09
850 6.8 26.09 5.79 20.30 1035.54
860 6.8 25.85 5.79 20.06 1034.96
870 6.7 25.60 5.79 19.82 1034.36
880 6.6 25.37 5.79 19.58 1033.72
890 6.6 25.13 5.79 19.35 1033.06
900 6.5 24.91 5.79 19.12 1032.37
910 6.5 24.68 5.79 18.89 1031.66
920 6.4 24.46 5.79 18.68 1030.92
930 6.4 24.25 5.79 18.46 1030.15
940 6.3 24.04 5.79 18.25 1029.36
950 6.2 23.83 5.79 18.04 1028.55
960 6.2 23.63 5.79 17.84 1027.71
970 6.1 23.43 5.79 17.64 1026.85
980 6.1 23.24 5.79 17.45 1025.97
990 6.0 23.05 5.79 17.26 1025.06
1000 6.0 22.86 5.79 17.07 1024.14
1010 5.9 22.67 5.79 16.88 1023.19
1020 5.9 22.49 5.79 16.70 1022.22
1030 5.8 22.31 5.79 16.52 1021.23
1040 5.8 22.14 5.79 16.35 1020.22
1050 5.8 21.97 5.79 16.18 1019.19
1060 5.7 21.80 5.79 16.01 1018.15
1070 5.7 21.63 5.79 15.84 1017.08
1080 5.6 21.47 5.79 15.68 1015.99
1090 5.6 21.31 5.79 15.52 1014.89
1100 5.5 21.15 5.79 15.36 1013.76
1110 5.5 20.99 5.79 15.20 1012.62
1120 5.5 20.84 5.79 15.05 1011.46
1130 5.4 20.69 5.79 14.90 1010.29
1140 5.4 20.54 5.79 14.75 1009.09
1150 5.3 20.40 5.79 14.61 1007.88
1160 5.3 20.25 5.79 14.46 1006.66
1170 5.3 20.11 5.79 14.32 1005.42
1180 5.2 19.97 5.79 14.18 1004.16
1190 5.2 19.83 5.79 14.05 1002.88
1200 5.2 19.70 5.79 13.91 1001.59
1210 5.1 19.57 5.79 13.78 1000.29
1220 5.1 19.44 5.79 13.65 998.97
1230 5.1 19.31 5.79 13.52 997.64
1240 5.0 19.18 5.79 13.39 996.29
1250 5.0 19.05 5.79 13.27 994.92
1260 5.0 18.93 5.79 13.14 993.55
1270 4.9 18.81 5.79 13.02 992.16
1280 4.9 18.69 5.79 12.90 990.75
1290 4.9 18.57 5.79 12.78 989.33
1300 4.8 18.45 5.79 12.67 987.90
1310 4.8 18.34 5.79 12.55 986.46
1320 4.8 18.22 5.79 12.44 985.00
1330 4.7 18.11 5.79 12.32 983.53
1340 4.7 18.00 5.79 12.21 982.05
1350 4.7 17.89 5.79 12.11 980.55
1360 4.7 17.79 5.79 12.00 979.04
1370 4.6 17.68 5.79 11.89 977.52
1380 4.6 17.58 5.79 11.79 975.99
1390 4.6 17.47 5.79 11.68 974.45
1400 4.6 17.37 5.79 11.58 972.90
1410 4.5 17.27 5.79 11.48 971.33
1420 4.5 17.17 5.79 11.38 969.75
1430 4.5 17.07 5.79 11.28 968.16
1440 4.4 16.98 5.79 11.19 966.56
10
FIVE YEAR EVENT
Maximum Allowable Release Rate
(as per Novatech Drawing No. 91005-STM2)
Maximum Allowable Release Rate: 50.00 l/s
DRAINAGE AREA I (Uncontrolled Flow Off Site):
C
Roof Area: 0 sq.m. 0.90
Asphalt/Concrete Area: 698 sq.m. 0.90
Landscaped: 1217 sq.m. 0.20
Total Catchment Area 1915 sq.m. 0.46
Area (A): 1915 sq.m.
Time of Concentration: 20 min.
Rainfall Intensity (i): 70 mm/hr (5 year event)
Runoff Coeficient (C): 0.46
Flow Rate (2.78AiC): 17.02 l/s
11
DRAINAGE AREA II (Roof):(FIVE YEAR EVENT)
C
Roof Area: 3270 sq.m. 0.90
Paved Area: 0 sq.m. 0.90
Landscaped Areas: 0 sq.m. 0.20
Total Catchment Area 3270 Ave. C 0.90
No. of Roof Drains: 6
Slots per Wier: 1 0.0124 l/s/mm/slot (5 USgpm/in/slot)
Depth at Roof Drain: 112 mm
Maximum Release Rate 8.36 l/s Pond Area: 1798 sq.m.
Achieved Vol: 67.34 cu.m.
Max. Vol. Required: 67.34 cu.m.
Release Stored Stored
Time i 2.78AiC Rate Rate Volume
min. mm/hr l/s l/s l/s cu.m.
10 104.2 85.25 8.36 76.89 46.13
20 70.3 57.48 8.36 49.12 58.94
30 53.9 44.12 8.36 35.76 64.37
40 44.2 36.15 8.36 27.79 66.70
50 37.7 30.81 8.36 22.45 67.34
60 32.9 26.95 8.36 18.59 66.94
70 29.4 24.03 8.36 15.67 65.82
80 26.6 21.73 8.36 13.37 64.19
90 24.3 19.87 8.36 11.51 62.17
100 22.4 18.33 8.36 9.97 59.85
110 20.8 17.04 8.36 8.68 57.27
120 19.5 15.93 8.36 7.57 54.50
130 18.3 14.97 8.36 6.61 51.55
140 17.3 14.13 8.36 5.77 48.47
150 16.4 13.39 8.36 5.03 45.26
160 15.6 12.73 8.36 4.37 41.94
170 14.8 12.14 8.36 3.78 38.52
180 14.2 11.60 8.36 3.24 35.03
190 13.6 11.12 8.36 2.76 31.46
200 13.0 10.68 8.36 2.32 27.82
210 12.6 10.27 8.36 1.91 24.12
220 12.1 9.90 8.36 1.54 20.36
230 11.7 9.56 8.36 1.20 16.56
240 11.3 9.24 8.36 0.88 12.71
250 10.9 8.95 8.36 0.59 8.81
260 10.6 8.67 8.36 0.31 4.88
270 10.3 8.41 8.36 0.06 0.91
280 10.0 8.17 8.17 0.00 0.00
290 9.7 7.95 7.95 0.00 0.00
300 9.5 7.74 7.74 0.00 0.00
310 9.2 7.54 7.54 0.00 0.00
320 9.0 7.35 7.35 0.00 0.00
330 8.8 7.17 7.17 0.00 0.00
340 8.6 7.00 7.00 0.00 0.00
350 8.4 6.84 6.84 0.00 0.00
360 8.2 6.69 6.69 0.00 0.00
370 8.0 6.54 6.54 0.00 0.00
380 7.8 6.40 6.40 0.00 0.00
390 7.7 6.27 6.27 0.00 0.00
400 7.5 6.15 6.15 0.00 0.00
410 7.4 6.03 6.03 0.00 0.00
420 7.2 5.91 5.91 0.00 0.00
430 7.1 5.80 5.80 0.00 0.00
440 7.0 5.69 5.69 0.00 0.00
450 6.8 5.59 5.59 0.00 0.00
12
DRAINAGE AREA III(FIVE YEAR EVENT)
C
Roof Area: 0 sq.m. 0.90
Asphalt/Concrete Area: 13002 sq.m. 0.90
Landscaped: 2908 sq.m. 0.20
Total Catchment Area 15910 sq.m. 0.77
Water Elevation: 94.82 m
CB/MH-2 Outlet Pipe Invert: 93.03 m
Head: 1.79 m Storage in MHs & CBs: 69.88 cu.m.
Orifice Diameter 75 mm Storage in Sewer Pipes: 175.53 cu.m.
Orifice Area: 4418 sq.mm. Surface Storage Above Catch Basins: 0.00 cu.m.
Coefficient of Discharge: 0.187 Storage in Detention Area (Dry Pond): 252.96 cu.m.
Max. Release Rate: 4.89 l/s Achieved Vol: 498.37 cu.m.
Max. Vol. Required: 498.37 cu.m.
Upstream Diam. Length Invert Depth
CB or MH mm m m m
MH-2 93.03 1.79 3.17 cu.m.
CB/MH-3 600 13.2 3.39 cu.m. CB/MH-3 93.05 2.34 2.65 cu.m.
TO DRY POND 450 19.5 2.91 cu.m.
CB-4 450 15.3 2.24 cu.m. CB-4 93.09 1.73 0.62 cu.m.
CB/MH-5 750 13.3 5.35 cu.m. CB/MH-5 93.05 2.34 4.14 cu.m.
CB/MH-6 750 23.7 9.94 cu.m. CB/MH-6 93.08 2.31 2.61 cu.m.
CB/MH-7 600 22.3 5.97 cu.m. CB/MH-7 93.08 2.31 2.61 cu.m.
CB/MH-8 600 26.1 7.04 cu.m. CB/MH-8 93.12 1.70 1.93 cu.m.
CB/MH-9 600 20.8 5.54 cu.m. CB/MH-9 93.15 1.67 1.89 cu.m.
CB/MH-10 750 16.4 6.72 cu.m. CB/MH-10 93.07 2.32 4.10 cu.m.
CB/MH-11 750 21.7 9.06 cu.m. CB/MH-11 93.10 2.29 2.59 cu.m.
CB/MH-12 750 27.8 11.75 cu.m. CB/MH-12 93.10 2.29 2.59 cu.m.
CB/MH-13 600 24.8 6.67 cu.m. CB/MH-13 93.18 2.21 2.50 cu.m.
CB/MH-14 600 29.0 7.86 cu.m. CB/MH-14 93.21 2.18 2.47 cu.m.
CB/MH-15 600 29.0 7.86 cu.m. CB/MH-15 93.24 2.15 2.43 cu.m.
CB/MH-16 600 29.0 7.86 cu.m. CB/MH-16 93.28 1.54 1.75 cu.m.
CB/MH-17 600 27.9 7.55 cu.m. CB/MH-17 93.32 2.07 2.34 cu.m.
CB-17A 450 7.0 0.92 cu.m. CB-17A 93.34 1.48 0.53 cu.m.
CB/MH-18 600 18.6 4.92 cu.m. CB/MH-18 93.35 2.02 2.28 cu.m.
CB-18F 250 0.7 0.03 cu.m. CB-18F 93.55 1.84 0.66 cu.m.
CB/MH-18A 600 27.3 7.38 cu.m. CB/MH-18A 93.39 1.98 2.24 cu.m.
CB/MH-18B 600 7.7 1.84 cu.m. CB/MH-18B 93.41 2.04 2.31 cu.m.
CB/MH-18C 600 16.6 4.35 cu.m. CB/MH-18C 93.44 1.38 1.56 cu.m.
CB-18F 250 0.5 0.02 cu.m. CB-18F 93.63 1.19 0.43 cu.m.
CB/MH-18E 600 15.6 4.07 cu.m. CB/MH-18E 93.47 1.35 1.53 cu.m.
TO DRY POND 450 1.7 0.17 cu.m. cu.m.
CB/MH-19 600 25.7 6.93 cu.m. CB/MH-19 93.11 2.28 2.58 cu.m.
CB/MH-20 600 20.1 5.34 cu.m. CB/MH-20 93.14 2.25 2.54 cu.m.
CB/MH-21 600 18.4 4.86 cu.m. CB/MH-21 93.17 2.22 2.51 cu.m.
CB/MH-22 600 28.6 7.75 cu.m. CB/MH-22 93.28 2.11 2.39 cu.m.
CB/MH-23 600 18.4 4.86 cu.m. CB/MH-23 93.24 2.15 2.43 cu.m.
CB/MH-24 600 21.0 5.60 cu.m. CB/MH-24 93.27 2.12 2.40 cu.m.
CB/MH-25 600 21.0 5.60 cu.m. CB/MH-25 93.30 2.09 2.36 cu.m.
CB-26 450 21.1 3.16 cu.m. CB-26 93.35 2.04 0.73 cu.m.
Sub-total 175.53 Sub-total 69.88
Surface Storage Above Catch Basins
Area Depth Average
sq.m. m Area Depth
CB/MH-3 5133 0.00 0.00 cu.m. 260 0.97 252.96 cu.m.
CB/MH-5 5615 0.00 0.00 cu.m.
CB/MH-6 5274 0.00 0.00 cu.m.
CB/MH-7 5572 0.00 0.00 cu.m.
CB/MH-10 5305 0.00 0.00 cu.m.
CB/MH-11 2975 0.00 0.00 cu.m.
CB/MH-12 4829 0.00 0.00 cu.m.
CB/MH-13 3986 0.00 0.00 cu.m.
CB/MH-14 3187 0.00 0.00 cu.m.
CB/MH-15 3187 0.00 0.00 cu.m.
CB/MH-17 1227 0.00 0.00 cu.m.
CB/MH-18 1401 0.00 0.00 cu.m.
CB-18F 1214 0.00 0.00 cu.m.
CB/MH-18A 1015 0.00 0.00 cu.m.
CB/MH-19 4888 0.00 0.00 cu.m.
CB/MH-20 6103 0.00 0.00 cu.m.
CB/MH-21 6431 0.00 0.00 cu.m.
CB/MH-22 6431 0.00 0.00 cu.m.
CB/MH-23 6431 0.00 0.00 cu.m.
CB/MH-24 6431 0.00 0.00 cu.m.
CB/MH-25 6431 0.00 0.00 cu.m.
CB-26 6431 0.00 0.00 cu.m.
Sub-total 0.00
Storage in MHs & CBs
Storage in Dentention Area (Dry Pond)
(location of ICD)
Storage in Sewer Pipes
13
DRAINAGE AREA III (continued) Max. Vol. Required: 498.37 cu.m.
(FIVE YEAR EVENT)
Released Total Release Stored Stored
Time i 2.78AiC Rate Rate Volume
min. mm/hr l/s l/s l/s cu.m.
10 104.2 355.80 4.89 350.90 210.54
20 70.3 239.89 4.89 235.00 282.00
30 53.9 184.15 4.89 179.26 322.67
40 44.2 150.88 4.89 145.99 350.37
50 37.7 128.58 4.89 123.69 371.06
60 32.9 112.49 4.89 107.60 387.37
70 29.4 100.30 4.89 95.41 400.71
80 26.6 90.70 4.89 85.81 411.90
90 24.3 82.94 4.89 78.05 421.46
100 22.4 76.52 4.89 71.62 429.74
110 20.8 71.10 4.89 66.21 437.00
120 19.5 66.48 4.89 61.59 443.42
130 18.3 62.47 4.89 57.58 449.13
140 17.3 58.97 4.89 54.08 454.23
150 16.4 55.87 4.89 50.98 458.83
160 15.6 53.12 4.89 48.23 462.97
170 14.8 50.65 4.89 45.76 466.72
180 14.2 48.42 4.89 43.53 470.12
190 13.6 46.40 4.89 41.51 473.21
200 13.0 44.56 4.89 39.67 476.02
210 12.6 42.87 4.89 37.98 478.57
220 12.1 41.32 4.89 36.43 480.90
230 11.7 39.89 4.89 35.00 483.01
240 11.3 38.57 4.89 33.68 484.93
250 10.9 37.34 4.89 32.45 486.68
260 10.6 36.19 4.89 31.30 488.26
270 10.3 35.12 4.89 30.23 489.70
280 10.0 34.12 4.89 29.23 490.99
290 9.7 33.18 4.89 28.28 492.15
300 9.5 32.29 4.89 27.40 493.19
310 9.2 31.46 4.89 26.57 494.11
320 9.0 30.67 4.89 25.78 494.93
330 8.8 29.92 4.89 25.03 495.65
340 8.6 29.22 4.89 24.33 496.27
350 8.4 28.55 4.89 23.66 496.80
360 8.2 27.91 4.89 23.02 497.24
370 8.0 27.31 4.89 22.41 497.61
380 7.8 26.73 4.89 21.84 497.90
390 7.7 26.18 4.89 21.29 498.12
400 7.5 25.65 4.89 20.76 498.26
410 7.4 25.15 4.89 20.26 498.35
420 7.2 24.67 4.89 19.78 498.37
430 7.1 24.21 4.89 19.31 498.32
440 7.0 23.76 4.89 18.87 498.23
450 6.8 23.34 4.89 18.45 498.07
460 6.7 22.93 4.89 18.04 497.87
470 6.6 22.54 4.89 17.65 497.61
480 6.5 22.16 4.89 17.27 497.31
490 6.4 21.80 4.89 16.90 496.96
500 6.3 21.44 4.89 16.55 496.56
510 6.2 21.11 4.89 16.21 496.13
520 6.1 20.78 4.89 15.89 495.65
530 6.0 20.46 4.89 15.57 495.13
540 5.9 20.16 4.89 15.26 494.57
550 5.8 19.86 4.89 14.97 493.98
560 5.7 19.57 4.89 14.68 493.34
570 5.7 19.30 4.89 14.41 492.68
580 5.6 19.03 4.89 14.14 491.98
590 5.5 18.77 4.89 13.88 491.25
600 5.4 18.52 4.89 13.62 490.48
610 5.4 18.27 4.89 13.38 489.69
620 5.3 18.03 4.89 13.14 488.87
630 5.2 17.80 4.89 12.91 488.02
640 5.1 17.58 4.89 12.69 487.14
650 5.1 17.36 4.89 12.47 486.23
660 5.0 17.15 4.89 12.26 485.30
670 5.0 16.94 4.89 12.05 484.34
680 4.9 16.74 4.89 11.85 483.36
690 4.8 16.54 4.89 11.65 482.35
700 4.8 16.35 4.89 11.46 481.32
710 4.7 16.17 4.89 11.27 480.27
720 4.7 15.98 4.89 11.09 479.19
14
DRAINAGE AREA III (continued)(FIVE YEAR EVENT)
730 4.6 15.81 4.89 10.92 478.09
740 4.6 15.63 4.89 10.74 476.98
750 4.5 15.47 4.89 10.57 475.84
760 4.5 15.30 4.89 10.41 474.68
770 4.4 15.14 4.89 10.25 473.50
780 4.4 14.98 4.89 10.09 472.30
790 4.3 14.83 4.89 9.94 471.09
800 4.3 14.68 4.89 9.79 469.85
810 4.3 14.53 4.89 9.64 468.60
820 4.2 14.39 4.89 9.50 467.33
830 4.2 14.25 4.89 9.36 466.05
840 4.1 14.11 4.89 9.22 464.74
850 4.1 13.98 4.89 9.09 463.42
860 4.1 13.85 4.89 8.96 462.09
870 4.0 13.72 4.89 8.83 460.74
880 4.0 13.59 4.89 8.70 459.37
890 3.9 13.47 4.89 8.58 457.99
900 3.9 13.35 4.89 8.46 456.60
910 3.9 13.23 4.89 8.34 455.19
920 3.8 13.11 4.89 8.22 453.77
930 3.8 13.00 4.89 8.11 452.33
940 3.8 12.89 4.89 7.99 450.88
950 3.7 12.78 4.89 7.88 449.42
960 3.7 12.67 4.89 7.78 447.94
970 3.7 12.56 4.89 7.67 446.45
980 3.6 12.46 4.89 7.57 444.95
990 3.6 12.36 4.89 7.47 443.44
1000 3.6 12.26 4.89 7.37 441.91
1010 3.6 12.16 4.89 7.27 440.37
1020 3.5 12.06 4.89 7.17 438.83
1030 3.5 11.97 4.89 7.08 437.27
1040 3.5 11.87 4.89 6.98 435.69
1050 3.5 11.78 4.89 6.89 434.11
1060 3.4 11.69 4.89 6.80 432.52
1070 3.4 11.60 4.89 6.71 430.92
1080 3.4 11.52 4.89 6.63 429.30
1090 3.3 11.43 4.89 6.54 427.68
1100 3.3 11.35 4.89 6.46 426.05
1110 3.3 11.26 4.89 6.37 424.40
1120 3.3 11.18 4.89 6.29 422.75
1130 3.3 11.10 4.89 6.21 421.09
1140 3.2 11.02 4.89 6.13 419.42
1150 3.2 10.95 4.89 6.05 417.73
1160 3.2 10.87 4.89 5.98 416.04
1170 3.2 10.79 4.89 5.90 414.35
1180 3.1 10.72 4.89 5.83 412.64
1190 3.1 10.65 4.89 5.76 410.92
1200 3.1 10.58 4.89 5.68 409.20
1210 3.1 10.50 4.89 5.61 407.46
1220 3.1 10.43 4.89 5.54 405.72
1230 3.0 10.37 4.89 5.47 403.97
1240 3.0 10.30 4.89 5.41 402.21
1250 3.0 10.23 4.89 5.34 400.45
1260 3.0 10.17 4.89 5.27 398.68
1270 3.0 10.10 4.89 5.21 396.90
1280 2.9 10.04 4.89 5.14 395.11
1290 2.9 9.97 4.89 5.08 393.31
1300 2.9 9.91 4.89 5.02 391.51
1310 2.9 9.85 4.89 4.96 389.70
1320 2.9 9.79 4.89 4.90 387.88
1330 2.8 9.73 4.89 4.84 386.06
1340 2.8 9.67 4.89 4.78 384.22
1350 2.8 9.61 4.89 4.72 382.39
1360 2.8 9.56 4.89 4.66 380.54
1370 2.8 9.50 4.89 4.61 378.69
1380 2.8 9.44 4.89 4.55 376.83
1390 2.7 9.39 4.89 4.50 374.97
1400 2.7 9.33 4.89 4.44 373.10
1410 2.7 9.28 4.89 4.39 371.22
1420 2.7 9.23 4.89 4.33 369.34
1430 2.7 9.17 4.89 4.28 367.45
1440 2.7 9.12 4.89 4.23 365.55
15
16
1
Stormceptor Sizing Detailed Report PCSWMM for Stormceptor
Project Information Date 23/05/2012
Project Name 15 - 19 Frank Neighbor Place
Project Number N/A
Location Ottawa
Stormwater Quality Objective
This report outlines how Stormceptor System can achieve a defined water quality objective through the removal of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary.
Stormceptor System Recommendation
The Stormceptor System model STC 300 achieves the water quality objective removing 86% TSS for a Fine (organics, silts and sand) particle size distribution and 99% runoff volume.
The Stormceptor System
The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation. Stormceptor’s patented design generates positive TSS removal for all rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oils and nutrients are prevented from entering natural water resources and the re-suspension of previously captured sediment (scour) does not occur.
Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however, such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and pollutant load.
Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range of particle sizes, including fine sediments (clays and silts), that are often overlooked in the design of other stormwater treatment devices.
17
2
Small storms dominate hydrologic activity, US EPA reports
“Early efforts in stormwater management focused on flood events ranging from the 2-yr to the 100-yr storm. Increasingly stormwater professionals have come to realize that small storms (i.e. < 1 in. rainfall) dominate watershed hydrologic parameters typically associated with water quality management issues and BMP design. These small storms are responsible for most annual urban runoff and groundwater recharge. Likewise, with the exception of eroded sediment, they are responsible for most pollutant washoff from urban surfaces. Therefore, the small storms are of most concern for the stormwater management objectives of ground water recharge, water quality resource protection and thermal impacts control.”
“Most rainfall events are much smaller than design storms used for urban drainage models. In any given area, most frequently recurrent rainfall events are small (less than 1 in. of daily rainfall).”
“Continuous simulation offers possibilities for designing and managing BMPs on an individual site-by-site basis that are not provided by other widely used simpler analysis methods. Therefore its application and use should be encouraged.”
– US EPA Stormwater Best Management Practice Design Guide, Volume 1 – General Considerations, 2004
Design Methodology
Each Stormceptor system is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data and specified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed to achieve a defined water quality objective.
The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load. Stormceptor’s unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing (summary of analysis presented in Appendix 2):
• Site parameters
• Continuous historical rainfall, including duration, distribution, peaks (Figure 1)
• Interevent periods
• Particle size distribution
• Particle settling velocities (Stokes Law, corrected for drag)
• TSS load (Figure 2)
• Detention time of the system
The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3 illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. It is clear that large events do not significantly impact the average annual TSS removal. There is no decline in cumulative TSS removal, indicating scour does not occur as the flow rate increases.
18
3
Figure 1. Runoff Volume by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A – ON 6000, 1967 to 2003 for 1.889 ha, 91.4% impervious. Small frequent storm events represent the majority of annual rainfall volume. Large infrequent events have little impact on the average annual TSS removal, as they represent a small percentage of the total annual volume of runoff.
Figure 2. Long Term Pollutant Load by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A – 6000, 1967 to 2003 for 1.889 ha, 91.4% impervious. The majority of the annual pollutant load is transported by small frequent storm events. Conversely, large infrequent events carry an insignificant percentage of the total annual pollutant load.
19
4
Stormceptor Model TSS Removal (%)
STC 300 86
Drainage Area (ha) Impervious (%)
1.889 91.4
Figure 3. Cumulative TSS Removal by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A – 6000, 1967 to 2003. Stormceptor continuously removes TSS throughout the full range of storm events analyzed. Note that large events do not significantly impact the average annual TSS removal. Therefore no decline in cumulative TSS removal indicates scour does not occur as the flow rate increases.
20
5
Appendix 1Stormceptor Design Summary
Project Information
Date 23/05/2012
Project Name 15 - 19 Frank Neighbor Place
Project Number N/A
Location Ottawa
Designer Information
Company D.B.Gray
Contact Doug Gray
Rainfall
Name OTTAWA MACDONALD-CARTIER INT'L A
State ON
ID 6000
Years of Records 1967 to 2003
Latitude 45°19'N
Longitude 75°40'W
Notes
N/A
Water Quality Objective
TSS Removal (%) 80
Runoff Volume (%) 90
Drainage Area
Total Area (ha) 1.889
Imperviousness (%) 91.4
The Stormceptor System model STC 300 achieves the water quality objective removing 86% TSS for a Fine (organics, silts and sand) particle size distribution and 99% runoff volume.
Upstream Storage
Storage Discharge
(ha-m) (L/s)
0.000 00.000
0.064 11.910
0.134 14.910
Stormceptor Sizing Summary
Stormceptor Model TSS Removal Runoff Volume
% %
STC 300 86 99
STC 750 90 100 STC 1000 90 100 STC 1500 89 100 STC 2000 92 100 STC 3000 91 100 STC 4000 93 100 STC 5000 93 100 STC 6000 95 100 STC 9000 96 100
STC 10000 96 100 STC 14000 97 100
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6
Particle Size Distribution
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal.
Fine (organics, silts and sand)
Particle Size DistributionSpecific Gravity
Settling Velocity
Particle Size DistributionSpecific Gravity
Settling Velocity
µm % m/s µm % m/s
20 20 1.3 0.0004 60 20 1.8 0.0016
150 20 2.2 0.0108 400 20 2.65 0.0647
2000 20 2.65 0.2870
Stormceptor Design Notes
• Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0
• Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal.
• Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.
• Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.
• Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
Inlet Pipe Configuration STC 300 STC 750 to STC 6000
STC 9000 to STC 14000
Single inlet pipe 75 mm 25 mm 75 mm
Multiple inlet pipes 75 mm 75 mm Only one inlet
pipe.
• Design estimates are based on stable site conditions only, after construction is completed.
• Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative.
• Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance.
• For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
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7
Appendix 2Summary of Design Assumptions
SITE DETAILS
Site Drainage Area
Total Area (ha) 1.889 Imperviousness (%) 91.4
Surface Characteristics
Width (m) 275
Slope (%) 2
Impervious Depression Storage (mm) 0.508
Pervious Depression Storage (mm) 5.08
Impervious Manning’s n 0.015
Pervious Manning's n 0.25
Maintenance Frequency
Sediment build-up reduces the storage volume for sedimentation. Frequency of maintenance is assumed for TSS removal calculations.
Maintenance Frequency (months) 12
Infiltration Parameters
Horton’s equation is used to estimate infiltration
Max. Infiltration Rate (mm/h) 61.98
Min. Infiltration Rate (mm/h) 10.16
Decay Rate (s-1) 0.00055
Regeneration Rate (s-1) 0.01
Evaporation
Daily Evaporation Rate (mm/day) 2.54
Dry Weather Flow
Dry Weather Flow (L/s) No
Winter Months
Winter Infiltration False
Upstream Attenuation
Stage-storage and stage-discharge relationship used to model attenuation upstream of the Stormceptor System is identified in the table below.
Storage Discharge ha-m L/s
0.000 00.000 0.064 11.910 0.134 14.910
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PARTICLE SIZE DISTRIBUTION
Particle Size Distribution
Removing fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oils and nutrients are not discharged into natural water resources. The table below identifies the particle size distribution selected to define TSS removal for the design of the Stormceptor System.
Fine (organics, silts and sand)
Particle Size Distribution Specific Gravity
Settling Velocity
Particle Size Distribution Specific Gravity
Settling Velocity
µm % m/s µm % m/s
20 20 1.3 0.0004 60 20 1.8 0.0016
150 20 2.2 0.0108 400 20 2.65 0.0647
2000 20 2.65 0.2870
Figure 1. PCSWMM for Stormceptor standard design grain size distributions.
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TSS LOADING
TSS Loading ParametersTSS Loading Function Buildup / Washoff
Buildup/Washoff Parameters
Target Event Mean Concentration (EMC) (mg/L)
125
Exponential Buildup Power 0.4
Exponential Washoff Exponential 0.2
TSS Availability Parameters
Availability = A + BiC
Availability Constant A 0.057
Availability Factor B 0.04
Availability Exponent C 1.1
Min. Particle Size Affected by Availability (µm)
400
HYDROLOGY ANALYSIS PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of the Stormceptor System are based on the average annual removal of TSS for the selected site parameters. The Stormceptor System is engineered to capture fine particles (silts and sands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during all rainfall events, while preventing the opportunity for negative removal efficiency (scour).
Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed in the historical rainfall data analyses presented in this section.
Rainfall Station
Rainfall Station OTTAWA MACDONALD-CARTIER INT'L A
Rainfall File Name ON6000.NDC Total Number of Events 4537
Latitude 45°19'N Total Rainfall (mm) 20978.1
Longitude 75°40'W Average Annual Rainfall (mm) 567. 0
Elevation (m) 371 Total Evaporation (mm) 1894.5
Rainfall Period of Record (y) 37 Total Infiltration (mm) 1798.2
Total Rainfall Period (y) 37 Percentage of Rainfall that is Runoff (%)
82.6
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Rainfall Event Analysis
Rainfall Depth No. of Events Percentage of Total Events
Total Volume Percentage of
Annual Volume mm % mm %
6.35 3564 78.6 5671 27.0
12.70 508 11.2 4533 21.6
19.05 223 4.9 3434 16.4
25.40 102 2.2 2244 10.7
31.75 60 1.3 1704 8.1
38.10 33 0.7 1145 5.5
44.45 28 0.6 1165 5.6
50.80 9 0.2 416 2.0
57.15 5 0.1 272 1.3
63.50 1 0.0 63 0.3
69.85 1 0.0 64 0.3
76.20 1 0.0 76 0.4
82.55 0 0.0 0 0.0
88.90 1 0.0 84 0.4
95.25 0 0.0 0 0.0
101.60 0 0.0 0 0.0
107.95 0 0.0 0 0.0
114.30 1 0.0 109 0.5
120.65 0 0.0 0 0.0
127.00 0 0.0 0 0.0
133.35 0 0.0 0 0.0
139.70 0 0.0 0 0.0
146.05 0 0.0 0 0.0
152.40 0 0.0 0 0.0
158.75 0 0.0 0 0.0
165.10 0 0.0 0 0.0
171.45 0 0.0 0 0.0
177.80 0 0.0 0 0.0
184.15 0 0.0 0 0.0
190.50 0 0.0 0 0.0
196.85 0 0.0 0 0.0
203.20 0 0.0 0 0.0
209.55 0 0.0 0 0.0
>209.55 0 0.0 0 0.0
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Pollutograph
Flow Rate Influent Mass Effluent Mass Total Mass Cumulative Mass
L/s kg kg kg % 1 110197 11468 121659 90.6 4 121623 36 121659 100.0 9 121658 1 121659 100.0
16 121659 0 121659 100.0 25 121659 0 121659 100.0 36 121659 0 121659 100.0 49 121659 0 121659 100.0 64 121659 0 121659 100.0 81 121659 0 121659 100.0
100 121659 0 121659 100.0 121 121659 0 121659 100.0 144 121659 0 121659 100.0 169 121659 0 121659 100.0 196 121659 0 121659 100.0 225 121659 0 121659 100.0 256 121659 0 121659 100.0 289 121659 0 121659 100.0 324 121659 0 121659 100.0 361 121659 0 121659 100.0 400 121659 0 121659 100.0 441 121659 0 121659 100.0 484 121659 0 121659 100.0 529 121659 0 121659 100.0 576 121659 0 121659 100.0 625 121659 0 121659 100.0 676 121659 0 121659 100.0 729 121659 0 121659 100.0 784 121659 0 121659 100.0 841 121659 0 121659 100.0 900 121659 0 121659 100.0
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Cumulative Runoff Volume by Runoff Rate
Runoff Rate Runoff Volume Volume
Overflowed Cumulative
Runoff Volume
L/s m³ m³ % 1 181981 146582 55.6 4 299669 27838 91.6 9 324580 2749 99.2
16 326957 368 99.9 25 327045 280 99.9 36 327137 187 99.9 49 327241 82 100.0 64 327313 9 100.0 81 327319 3 100.0 100 327322 0 100.0 121 327322 0 100.0 144 327322 0 100.0 169 327322 0 100.0 196 327322 0 100.0 225 327322 0 100.0 256 327322 0 100.0 289 327322 0 100.0 324 327322 0 100.0 361 327322 0 100.0 400 327322 0 100.0 441 327322 0 100.0 484 327322 0 100.0 529 327322 0 100.0 576 327322 0 100.0 625 327322 0 100.0 676 327322 0 100.0 729 327322 0 100.0 784 327322 0 100.0 841 327322 0 100.0 900 327322 0 100.0
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