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STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER
AND WATERMAIN
DORIMA
DESIGN BRIEF
CITY OF OTTAWA
LONGWOOD BUILDING CORPORATION
PREPARED BY:
ATREL ENGINEERING LTD. PROJECT NO. 111102
MARCH 2012
DORIMA
STORM WATER MANAGEMENT, STORM SEWER, SANITARY SEWER
AND WATERMAIN TABLE OF CONTENT 1.0 INTRODUCTION
1.1 General ...........................................................................................................................1 1.2 Background ....................................................................................................................1
2.0 SANITARY SEWER
2.1 Criteria ...........................................................................................................................2 2.2 Tributary Area Characteristics .......................................................................................2 2.3 Theoretical Flows...........................................................................................................2 2.4 Analysis..........................................................................................................................2 2.5 Existing Sanitary Sewer System ....................................................................................3 2.6 Construction runoff ........................................................................................................3
3.0 STORMWATER MANAGEMENT AND STORM SEWER 3.1 Pre-development Flows .................................................................................................3 3.1.1 1 in 5 yr – Existing Storm Sewer Design - Pre-Development .............................3 3.1.2 1 in 100 yr – Existing Storm Sewer Design - Pre-Development .........................3 3.2 Criteria ...........................................................................................................................3 3.2.1 Storm sewer sizing ................................................................................................4 3.3 Existing storm sewer system ..........................................................................................4 3.4 Storm sewer design ........................................................................................................4 3.4.1 General ..................................................................................................................4 3.4.2 Flows and Storage .................................................................................................5 3.4.2.1 Flow and storage – 5 year rainfall event ...................................................6 3.4.2.2 Flow and storage – 100 year rainfall event ...............................................6 3.4.2.3 Construction Runoff ..................................................................................6 3.4.3 Storm Water Quality Control ...............................................................................7 3.4.4 Maintenance Program ...........................................................................................7
4.0 WATERMAIN
4.1 Boundary conditions ......................................................................................................8 4.2 Assessment of the water distribution system .................................................................8 4.3 General approach ...........................................................................................................8
5.0 BEST MANAGEMENT PRACTICE (B.M.P) ..........................................................9 6.0 CONCLUSION ................................................................................................................10
APPENDICES Appendix "A" Location Map
Appendix "B" Table 1 – Sanitary Sewer Design Sheet Temporary Flow Restrictor (Orifice Sizing – Sanitary) Appendix "C" Pre-Development Storm Drainage Area Plan – 111102-PRE Table 2 - Pre-Development Storm Sewer Design Sheet (5 Yr) Table 3 - Pre-Development Storm Sewer Design Sheet (100 Yr - Restricted) Table 4 - Post-Development Storm Sewer Design Sheet (5 Yr) Table 5 - Post-Development Storm Sewer Design Sheet (100 Yr - Restricted) Flow Restrictor (Hydrovex®) FR-1 (5 year event) Flow Restrictor (Hydrovex®) FR-1 (100 year event) Flow Restrictor (Orifice Sizing – Storm) FR-2 (100 year event) Temporary Flow Restrictor (Orifice Sizing – Storm) Appendix "D" Stormceptor Oil/Grit Separator Information Appendix "E" Watermain analysis Watermain Layout – SK-WM1 Table 100 - Node Table Table 101- Pipe Table Table 102 - Reservoir table Table 103 - Average day and Peak hour demand table City Boundary Conditions Appendix "F" Development Servicing Study Checklist Appendix "G" PLANS Separate from report – (Supplied as a roll of plan)
111102-EX1 Existing Conditions 111102-ESC1 Erosion and Sediment Control Plan 111102-R1 Removal Plan 111102-S1 General Plan of Services 111102-GR1 Grading Plan 111102-SAN1 Sanitary Drainage Area Plan (Site) 111102-SAN2 Sanitary Drainage Area Plan (Overall) 111102-STM1 Storm Drainage Area Plan (Overall)
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 1
STORM WATER MANAGEMENT STORM SEWER, SANITARY SEWER
AND WATERMAIN
1.0 INTRODUCTION
1.1 General
Atrel Engineering Ltd. has been retained by Longwood Building Corporation to complete a design brief in support of an application to construct 3 Terrace Homes; 24 units in the City of Ottawa (refer to 111102-S1). The 0.22 ha development is located south-west of the intersection of Dorima Street and Innes Road (see location map in Appendix “A”).
1.2 Background
The existing site used to consist of two houses with a garage each. Currently the site is vacant, the houses and garages have been removed no more than 10 years ago and the site ground cover consists mainly of grass. Runoff from the site generally drains overland south-west towards an existing shallow ditch. The ditch used to be drained by a ditch inlet catchbasin which was located north of the ditch. The ditch inlet catchbasin has been probably removed when the widening of Innes Road occurred. A subdrain was found near the end of the ditch; a HDPE elbow catchbasin will be attached to the existing subdrain in order to capture the small drainage area draining towards Innes Road. Storm water will be restricted to ensure that the peak rate of runoff from the site doesn’t exceed the pre-development release rate. The objective of this stormwater management report is to determine the required measures to control the quantity and quality of the stormwater released from the proposed development. The site being developed by Longwood Building Corporation can physically be connected to an existing 300 mm watermain, an existing 250 mm sanitary and an existing 675 mm storm sewer on Dorima Street. A geotechnical study has been conducted and the proposed plans will be verified by the geotechnical engineer to ensure the soils are suitable for the proposed construction.
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 2
2.0 SANITARY SEWER
2.1 Criteria
The criteria used in the design of the sanitary sewers are based on the Ministry of Environment (MOE), the City of Ottawa design guidelines and current practices in Eastern Ontario. The criteria used for the sizing of the sanitary sewer are:
Minimum velocity - 0.60 m/s Maximum velocity – 3.0m/s Residential average flow – 350 l/cd Commercial / institutional average flow – 50,000 l/ha/d Industrial average flow – 35,000 l/ha/d Residential peaking factor – Harmon formula Commercial, Institutional peaking factor – 1.5 Industrial peaking factor as per City of Ottawa design guidelines Infiltration inflow – 0.28 l/s/ha
2.2 Tributary Area Characteristics
The sanitary drainage area is divided into several sub-basin areas, in order to assess the flow to the sewer (see plan No. 111102-SAN1 in Appendix ‘G’ – roll of plan)
2.3 Theoretical Flows
The flow was calculated using the Harmon Formula and a population of 2.7 persons per unit. The peak design flow from the site is 1.13 l/s. A design sheet, Table 1, can be found in Appendix “B” of this report.
2.4 Analysis
Based on the projected flow, a proposed 200 mm diameter sanitary sewer will provide adequate capacity and depth to service the proposed site. Furthermore, the existing sewer at the connection point should accommodate the 1.13 l/s generated from the proposed site which represents only 5.73% of the sewer capacity on Dorima Street.
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 3
2.5 Existing Sanitary Sewer System
The sanitary study area includes all of the area starting at Casebella Drive and Innes Road intersection to the 900 mm sanitary trunk on Esprit Drive at the intersection of Evangeline Street and Esprit Drive. The analysis provided in Table 1 Appendix ‘B’ of this report indicates that the existing sanitary sewer has sufficient capacity to service the proposed Dorima site.
The existing sanitary sewer analysis indicates that after the Dorima development some 15.89 l/s will remain as capacity in the analyzed area. The sanitary drainage areas were taken from the East Urban Community Stage 1 Sanitary Drainage Area Plan prepared by Atrel Engineering Ltd. An updated sanitary drainage areas version is enclosed in the set of plans as 111102-SAN2. 2.6 Construction runoff
To control excess runoff into the sanitary sewer during construction, a temporary flow restrictor will be installed at the outlet of the proposed development. Refer to Appendix ‘B’ for orifice sizing and locations. The discharge of 9.4 l/s is more than the projected flow of 1.13 l/s but otherwise the opening would be too small to prevent clogging.
3.0 STORMWATER MANAGEMENT AND STORM SEWER
3.1 Pre-development Flows The proposed site was previously draining as shown on the pre-development storm drainage area plan (111102-PRE) in Appendix ‘C’. It shows that 0.23ha. was draining at a design runoff coefficient of 0.40 towards the existing drainage pit.
3.1.1 1 in 5 yr – Existing Storm Sewer Design – Pre-Development
The existing storm sewer was analysed with pre-development conditions and it was found that the release rate for the 5 year event is 647.07 l/s. Table 2 shows the calculations for the 1 in 5 year storm event (see Appendix ‘C’). 3.1.2 1 in 100 yr – Existing Storm Sewer Design – Pre-Development
The existing storm sewer was analysed with pre-development conditions and it was found that the release rate for the 100 year event is 707.46 l/s. Table 3 shows the calculations for the 1 in 100 year storm event (see Appendix ‘C’).
3.2 Criteria
The criteria used in the design of the storm sewers are based on the Ministry of Environment (MOE), the City of Ottawa design guidelines and current practices in Eastern Ontario.
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 4
3.2.1 Storm sewer sizing
The storm sewer design criteria used for sizing the storm sewers is summarized as follows:
Rational Method Design Storm – 1 in 5 year return period Intensity (I) for 5 year Storm – I = 998.071/(time in min. + 6.053)0.814 Inlet Time to be calculated Minimum velocity – 0.80 m/s Maximum velocity – 3.0m/s Manning’s roughness coefficient for all smooth wall pipes – 0.013 Runoff Coefficients (C) calculated based on the impervious area as per
the MTO table The system shall be verified for the 1 in 100 year return period. The outlet flow shall be at or less then the pre-development flow.
While the storm sewers are to be sized for the 5 year storm, the sewer system performance has to be analyzed for the 100 year storm to ensure that surcharge levels are more than 0.30 m below the underside of footing elevation.
3.3 Existing storm sewer system – Post-Development
The existing storm sewer system has been analysed up to Innes Road. The storm drainage areas were taken from the East Urban Community Stage 1 Storm Drainage Area Plan prepared by Atrel Engineering Ltd. An updated version of the storm drainage areas is enclosed in the set of plans as 111102-STM1.
3.4 Storm sewer design
3.4.1 General
The minor drainage system referred to as the storm sewer, catchbasin, swales and ditches is usually designed to carry the so-called 1 in 5 year storm event. A storm sewer computation form, Table 4 shows the calculations for the 1 in 5 year storm event (see Appendix ‘C’). Table 4 shows also that from pre to post development, the project generates the same overall flow when compared with Table 2. The major drainage system consists of the roads and rear yard swales and is designed to accommodate runoff from the storm events above the 1 in 5 year such as the 1 in 100 year storm event. Table 5 shows the calculations for the 1 in 100 year storm event (see Appendix ‘C’). Table 5 also demonstrates that the HGL freeboard stays the same after development and the project generates the same overall flow when compared with Table 3.
As demonstrated in table 4 and table 5, the allowable release rate for the parking area is 10.09 l/s for the 5 year event and 29.79 L/s for the 100 year storm event.
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 5
3.4.2 Flows and Storage
The storm flows are calculated using the Intensity Duration Frequency (IDF) curve from the City of Ottawa design guidelines. The Dorima project portion of the studied area has been designed to store the stormwater in the parking in order to accommodate the 1:5 and 1:100 yr storm event.
As previously calculated in section 3.1, the 5yr and 100yr pre-development overall release rate are 647.07 l/s and 707.46 l/s respectively. In order to match the pre-development overall flow, the Dorima parking area must be restricted to 10.09 l/s and 29.79 l/s for the 5 year and 100 year storm event, respectively.
The corresponding storage to match the above release rates are calculated using the modified rational method as follows:
5 Year Release Rate and Storage Requirement Table A
5.00
Location Area Runoff 2.78AR TIME I Q IN Q
REL STOR REQ COMMENT PEAK
Coef RATE STOR. TIME "C" (MIN) (mm/hr) (L/S) (L/S) (L/S) (M3) (MIN)
DORIMA
0.16 0.80 0.36 5 141.18 50.24 10.09 40.15 12.04
0.16 0.80 0.36 10 104.19 37.07 10.09 26.98 16.19
0.16 0.80 0.36 15 83.56 29.73 10.09 19.64 17.68
0.16 0.80 0.36 20 70.25 25.00 10.09 14.91 17.89 GOVERN 20
0.16 0.80 0.36 25 60.90 21.67 10.09 11.58 17.37
0.16 0.80 0.36 30 53.93 19.19 10.09 9.10 16.38
0.16 0.80 0.36 35 48.52 17.27 10.09 7.18 15.07
0.16 0.80 0.36 40 44.18 15.72 10.09 5.63 13.51
0.16 0.80 0.36 45 40.63 14.46 10.09 4.37 11.79
0.16 0.80 0.36 50 37.65 13.40 10.09 3.31 9.92
0.16 0.80 0.36 55 35.12 12.50 10.09 2.41 7.94
100 Year Release Rate and Storage Requirement Table B
Location Area Runoff 2.78AR TIME I Q IN Q
REL STOR REQ COMMENT PEAK
Coef RATE STOR. TIME "C" (MIN) (mm/hr) (L/S) (L/S) (L/S) (M3) (MIN)
DORIMA
0.16 1.00 0.44 5 242.70 107.95 29.79 78.16 23.45
0.16 1.00 0.44 10 178.56 79.42 29.79 49.63 29.78
0.16 1.00 0.44 15 142.89 63.56 29.79 33.77 30.39 GOVERN 15
0.16 1.00 0.44 20 119.95 53.35 29.79 23.56 28.28
0.16 1.00 0.44 25 103.85 46.19 29.79 16.40 24.60
0.16 1.00 0.44 30 91.87 40.86 29.79 11.07 19.93
0.16 1.00 0.44 35 82.58 36.73 29.79 6.94 14.58
0.16 1.00 0.44 40 75.15 33.43 29.79 3.64 8.73
0.16 1.00 0.44 45 69.05 30.71 29.79 0.92 2.49
0.16 1.00 0.44 50 63.95 28.44 29.79 0.00 0.00
0.16 1.00 0.44 55 59.62 26.52 29.79 0.00 0.00
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 6
3.4.2.1 Flow and storage – 5 year rainfall event
As shown in Table A above, an amount of 17.89 m3 of water should be stored during the 1 in 5 year storm in order to restrict the flow to the allowable flow of 10.09 l/s.
Based on the grading plan the storm water will pond to an elevation of 88.71 in order to store the required 17.89 m3. To meet the allowable flow criteria an hydrovex® (100 VHV-1) type of flow restrictor will be used at CB4 with a head of 1.88m (88.71-86.83) and a flow of 10.09 l/s. Refer to the flow restrictor table FR-1 (5 year) in Appendix ‘C’.
3.4.2.2. Flow and storage - 100 year rainfall event
As shown in Table B above, an amount of 30.39 m3 should be stored during the 1 in 100 year storm. The ponding elevation was calculated at 88.73. A catchbasin is proposed to be installed at the elevation of the 5 year storm ponding elevation of 88.71 to take the runoff water above the 5 year storm event. The flow restrictor FR-1 (Hydrovex® 100 VHV-1) with a head of 1.90m (88.73-86.83) will have a slightly higher release rate of 10.20 l/s, refer to the flow restrictor table FR-1 (100 year) in Appendix ‘C’.
Therefore the flow restrictor FR-2 in CB 5 shall be sized to restrict 19.59 l/s (29.79-10.20).
2ghC
Q R
Where: R = radius of opening in orifice (m)
Q = 0.01959 m3/s controlled release rate (m3/s) C = 0.61= coefficient of contraction of a sharp edged orifice
h = 1.23 m = head (88.73-87.50)
For a square ICD, the dimension of the opening will be 81 mm x 81 mm. Refer to the flow restrictor table FR-2 (100 year) in Appendix ‘C’.
3.4.2.3. Construction Runoff
To control excess runoff into the storm sewer during construction, a
temporary flow restrictor will be installed at the outlet of the proposed development. Refer to Appendix ‘C’ for orifice sizing and locations. The discharge of 10.09 l/s is equal to the projected flow of the 5 year allowable flow
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 7
3.4.3 Storm Water Quality Control
Urban stormwater runoff can be a significant source of pollutant if no measures are implemented to mitigate the change in pollutant loading to the receiving effluent. For this development the pollutants will mostly be in the form of suspended solids and oil. One of the most effective removal mechanisms for suspended solids in urban runoff is by way of controlling the first flush. The Stormceptor is a pollution prevention technology that removes oil and sediment from stormwater runoff. The Stormceptor System is compatible with standard infrastructure components. The key advantage of the Stormceptor System compared to other water quality controls in storm sewer is the patented high flow bypass that prevents the re-suspension and scouring of captured pollutants during subsequent storm events.
The Stormceptor will be used to improve the water quality prior to entering the storm sewer system. It meets the recommended TSS (Total Suspended Solids) removal efficiency of 80% in accordance with the 2003 MOE Stormwater Management Practices Planning and Design Manual. Refer to output data enclosed in Appendix “D” Oil/Grit Separator Manhole Sizing
Location Area % Imperviousness
Stromceptor Model
Total TSS Removal
(including by-passing)
STC 300
0.16 ha
85.7
STC 300
85%
3.4.4 Maintenance Program
The storm water quality will be controlled by the STORMCEPTOR installed on the storm system. In order to meet the anticipated performance, a regular maintenance program must be implemented for this site. In other words the following is recommended in order to meet the Ministry of the Environment guidelines:
1) The STORMCEPTOR should be periodically verified for clogging. 2) Sediments shall be removed from the STORMCEPTOR once a year,
preferable in the fall, and will need to be disposed of according to regulations administered by the Ontario Ministry of Environment.
3) A logbook should be located on site and include as a minimum, the dates of inspection, depth of sediments and details of the way cleaning took place, including the name of the company doing the maintenance, type of truck or equipment, etc…
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 8
4.0 WATERMAIN 4.1 Boundary conditions
For the purpose of this analysis, one reservoir connection point was provided by the city and added to our watermain network. (see sketch SK-WM in Appendix “E”)
4.2 Assessment of the water distribution system
The proposed watermain system was studied under average day and peak hour conditions. All the calculations were done with the aid of the ‘H2ONET v5.0’ program and the results are attached in Appendix “E” for various boundary conditions and consumption rates. The proposed site does not require any hydrants because of the proximity of two (2) existing hydrants which are located near the site on Innes Road and Dorima Street. Therefore, fire flows calculations were not necessary for this site. The node, pipe and reservoir tables included in Appendix “E” contain all the information used as input for our analysis of the proposed watermain system.
4.3 General approach
In order to perform the analysis of the proposed system, the probable water consumption rate is required for various type of development. A ratio of 2.7 pers/unit, has been used to calculate the population of the proposed site (see drawing SK-WM in Appendix ‘E’). The following table summarizes the consumption rates used in the design of the watermain.
Type of Development
Average DailyDemand
Maximum Daily PeakHour
Residential (Terraces) 350 l/c.d N/A
5.5 x Average day
For acceptable results, MOE recommend that the pressure during average day and peak hour demand should range between 275 kPa and 700 kPa. However, the proposed buildings are built as four (4) storey buildings which is essentially one (1) storey in the basement and three (3) storeys above ground. The result of the required pressure should be in the range of 37.28 kPa more than the minimum pressure of 275 kPa – “3.8m (difference from a 2 storeys and a 4 storeys) x 9.81 kPa/m”. The total should then be 312.28 kPa and table 4 shows that a pressure of at least 340.36 kPa is available during peak hour.
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 9
5.0 BEST MANAGEMENT PRACTICE (B.M.P)
To minimize the impact of the development to the sewer system it is suggested to implement the following measures mainly to reduce the suspended solids as follows: i) Plan No. 111102-ESC1 entitled “Erosion and sediment control plan” is included
in the set of plans and shall be implemented during construction. ii) A sump of 600 mm depth will be provided in all catchbasins in order to
minimize the amount of suspended solids from entering the sewer system.
iii) During construction, filter cloth will be placed under all catchbasins and manholes frames and covers. Siltation curtains and straw bales will also be placed wherever water runoff can carry excessive sediments into the sewer system.
iv) To prevent the event where water runoff would get into the storm sewer during
construction, a temporary flow restrictor with an inverted triangular orifice having a top opening of 75 mm and a height of 85 mm would need to be installed ahead of any construction of the proposed development. Refer to Appendix “C” for Orifice sizing.
v) To prevent the event where water runoff would get into the sanitary sewer during construction, a temporary flow restrictor with an inverted triangular orifice having a top opening of 70 mm and a height of 70 mm would need to be installed ahead of any construction of the proposed development. Refer to Appendix “B” for Orifice sizing.
Storm Water Management, Sanitary Sewer, Storm Sewer and Watermain Dorima – City of Ottawa
Project No. 111102 March, 2012 (Revision 1)
Atrel Engineering Ltd Page 10
6.0 CONCLUSION
Based on the above results, it is concluded that the storm water management can be achieved by storing water above ground in the parking area using two (2) flow restrictors and a stormceptor for quality purposes. Both the sanitary and storm gravity pipes can be accommodated throughout this development and the watermain will supply adequate flow and pressure to properly service the proposed units. All of which is respectfully submitted by:
ATREL ENGINEERING LTD
André Sauvé, E.I.T.
ATREL ENGINEERING LTD
Jean Décoeur, P. Eng. President
APPENDIX "A" LOCATION MAP
APPENDIX "B"
Table 1 - Sanitary Sewer Design Sheet
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85.8
6D
orim
a S
t.M
H6
MH
70.
6676
.00.
6676
4.00
1.23
0.18
1.42
PV
C0.
013
250
0.28
77.0
31.6
796
%0.
6486
.38
86.1
386
.17
85.9
225
086
.11
85.8
6R
enai
ssan
ce D
rM
H7
MH
80.
4144
.02.
2022
24.
003.
600.
624.
21P
VC
0.01
325
00.
2865
.531
.96
87%
0.64
86.1
185
.86
85.9
385
.68
Ren
aiss
ance
Dr
MH
8M
H11
0.17
24.0
2.37
246
4.00
3.99
0.66
4.65
PV
C0.
013
250
0.28
28.0
31.9
685
%0.
6485
.93
85.6
885
.85
85.6
025
085
.85
85.6
0C
asab
ella
Dr
MH
9M
H10
0.31
16.0
0.31
164.
000.
260.
090.
35P
VC
0.01
325
00.
2824
.531
.96
99%
0.64
86.0
785
.82
86.0
085
.75
Cas
abel
la D
rM
H10
MH
110.
104.
00.
4120
4.00
0.32
0.11
0.44
PV
C0.
013
250
0.28
33.0
31.9
699
%0.
6486
.00
85.7
585
.91
85.6
625
085
.85
85.6
0R
enai
ssan
ce D
rM
H11
MH
120.
5872
.03.
3633
84.
005.
480.
946.
42P
VC
0.01
325
00.
2897
.031
.96
80%
0.64
85.8
585
.60
85.5
885
.33
Ren
aiss
ance
Dr
MH
12M
H13
0.18
20.0
3.54
358
4.00
5.80
0.99
6.79
PV
C0.
013
250
0.28
11.5
31.9
679
%0.
6485
.55
85.3
085
.52
85.2
7R
enai
ssan
ce D
rM
H13
MH
150.
2420
.03.
7837
84.
006.
131.
067.
18P
VC
0.01
325
00.
2861
.531
.96
78%
0.64
85.4
985
.24
85.3
285
.07
250
85.2
685
.01
Cas
abel
la D
rM
H14
MH
150.
5036
.00.
5036
4.00
0.58
0.14
0.72
PV
C0.
013
250
0.28
68.0
31.9
698
%0.
6485
.45
85.2
085
.26
85.0
125
085
.26
85.0
1R
enai
ssan
ceD
rM
H15
MH
160
3032
04
5844
64
007
231
288
51P
VC
001
325
00
2870
031
9673
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6485
2685
0185
0684
81
UpS
trea
mD
wnS
trea
m
Ren
aiss
ance
Dr
MH
15M
H16
0.30
32.0
4.58
446
4.00
7.23
1.28
8.51
PV
C0.
013
250
0.28
70.0
31.9
673
%0.
6485
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85.0
185
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84.8
1R
enai
ssan
ce D
rM
H16
MH
170.
054.
04.
6345
04.
007.
291.
308.
58P
VC
0.01
325
00.
2811
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.96
73%
0.64
85.0
384
.78
85.0
084
.75
Ren
aiss
ance
Dr
MH
17M
H18
0.33
36.0
4.96
486
3.98
7.84
1.39
9.23
PV
C0.
013
250
0.28
50.5
31.9
671
%0.
6484
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84.7
284
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84.5
8R
enai
ssan
ce D
rM
H18
MH
190.
098.
05.
0549
43.
987.
961.
419.
37P
VC
0.01
325
00.
2815
.031
.96
71%
0.64
84.8
084
.55
84.7
684
.51
250
84.7
084
.45
Eas
emen
tM
H19
MH
345.
5653
43.
968.
561.
5610
.12
PV
C0.
013
250
0.28
104.
031
.96
68%
0.64
84.7
084
.45
84.4
184
.16
250
84.3
584
.10
Pro
pose
d S
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s
Exi
stin
g S
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s
Pa
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12
22
22
22
22
22
22
22
22
21
22
22
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AN
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SE
WE
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OM
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TA
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MT
able
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RO
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Mar
ch,
2012
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EN
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uild
ing
Cor
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tion
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PV
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HE
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ED
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AT
RE
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NG
INE
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ER
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MP
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174
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250
0.28
80.0
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)
L
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EN
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LP
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oug
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AR
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OR
Q(p
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EC
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Cap
acity
(M/S
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TR
EE
T N
AM
ES
(Up)
(Dow
n)(h
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(ha.
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(L/S
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(L/S
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"(m
m)
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m
Du
Pla
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MH
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0.34
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0.01
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85.8
585
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85.3
085
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250
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Ave
bury
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MH
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H31
0.24
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0.24
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VC
0.01
325
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2847
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99%
0.64
86.7
686
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86.6
386
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Ave
bury
Dr
MH
31M
H32
0.19
8.0
0.43
244.
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0.01
325
00.
5852
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99%
0.93
86.1
585
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85.8
585
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250
85.3
085
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Du
Pla
teau
St
MH
32M
H33
0.44
28.0
1.21
724.
001.
170.
341.
51P
VC
0.01
325
00.
2811
2.5
31.6
795
%0.
6485
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85.0
584
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84.7
4D
u P
late
au S
tM
H33
MH
340.
2316
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4488
4.00
1.43
0.40
1.83
PV
C0.
013
250
0.28
50.5
31.9
694
%0.
6484
.99
84.7
484
.85
84.6
025
084
.35
84.1
0D
u P
late
au S
tM
H34
MH
430.
3620
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3664
23.
9210
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2.06
12.2
4P
VC
0.01
325
00.
2810
8.0
31.9
662
%0.
6484
.35
84.1
084
.05
83.8
025
084
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83.8
0A
vebu
ry D
rM
H30
MH
350.
1712
.00.
1712
4.00
0.19
0.05
0.24
PV
C0.
013
250
0.28
37.5
31.9
699
%0.
6486
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86.5
186
.65
86.4
0A
vebu
ry D
rM
H35
MH
361.
1420
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3132
4.00
0.52
0.37
0.89
PV
C0.
013
250
0.28
83.5
31.9
697
%0.
6486
.65
86.4
086
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86.1
7A
vebu
ry D
rM
H36
MH
370.
168.
01.
4740
4.00
0.65
0.41
1.06
PV
C0.
013
250
0.28
11.5
31.9
697
%0.
6486
.39
86.1
486
.36
86.1
1A
vebu
ry D
rM
H37
MH
380.
148.
01.
6148
4.00
0.78
0.45
1.23
PV
C0.
013
250
0.28
29.0
31.9
696
%0.
6486
.33
86.0
886
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86.0
0A
vebu
ry D
rM
H38
MH
410.
3216
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9364
4.00
1.04
0.54
1.58
PV
C0.
013
250
0.28
85.0
31.9
695
%0.
6486
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86.0
086
.01
85.7
625
085
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85.4
6E
van g
elin
e S
t.M
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MH
290.
2312
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2312
4.00
0.19
0.06
0.26
PV
C0.
013
250
0.76
42.0
52.6
510
0%1.
0686
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86.5
786
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86.2
5E
van g
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t.M
H29
MH
390.
3624
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5936
4.00
0.58
0.17
0.75
PV
C0.
013
250
0.28
79.5
31.9
698
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6486
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86.2
586
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86.0
3E
van g
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t.M
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MH
400.
2716
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8652
4.00
0.84
0.24
1.08
PV
C0.
013
250
0.28
51.5
31.9
697
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6486
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86.0
086
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85.8
6E
van g
elin
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t.M
H40
MH
410.
084.
00.
9456
4.00
0.91
0.26
1.17
PV
C0.
013
250
0.28
25.5
31.9
696
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6486
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85.8
386
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85.7
625
085
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85.4
6A
vebu
ry D
rM
H41
MH
420.
4128
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2814
84.
002.
400.
923.
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VC
0.01
325
00.
2870
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90%
0.64
85.7
185
.46
85.5
185
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Ave
bury
Dr
MH
42M
H43
0.26
12.0
3.54
160
4.00
2.59
0.99
3.58
PV
C0.
013
250
0.28
48.5
31.9
689
%0.
6485
.48
85.2
385
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85.0
925
084
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83.8
0D
u P
late
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tM
H43
MH
440.
2212
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814
3.86
12.7
13.
1115
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PV
C0.
013
250
0.28
63.0
31.9
650
%0.
6484
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83.8
083
.87
83.6
2D
u P
late
au S
tM
H44
MH
580.
2312
.011
.35
826
3.85
12.8
93.
1816
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PV
C0.
013
250
0.28
74.0
31.9
650
%0.
6483
.84
83.5
983
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83.3
883
.63
82.6
3
Pd
SP
ropo
sed
Sew
ers
Exi
stin
g S
ewer
s
Pa
ge
2 o
f 2
TEMPORARY FLOW RESTRICTOR FOR THE SANITARY (MH-204)
ORIFICE SIZING FORMULA
WHERE:
Q= Discharge (m3/s) 0.0094 m
3/s
C= Coefficient of Discharge 0.61
A= Area of Flow (m2) unknown m
2
g= Gravity (9.81 m/s2) 9.81 m/s
2
h= Head (m) 1.990 m
d= pipe diameter 0.200 m
SOLVE FOR r (radius of pipe)
Radius = 0.028 m One side = 0.0497 m Radius = 0.1 m Height= 70 mm
Diameter= 0.056 m = 50 mm θ-sinθ = 0.4932328 Top= 70 mm
Diameter= 56 mm Area= 0.00247 m2 1.4899384 0.4932056 Area= 0.00247 m2
Inches= 2.2 θ= 1.4899384 rad
Circle Orifice Diamond Orifice Inverted TriangleCircular Segment
Q CA gh= 2
rQ
c gh=
π 2
Inches= 2.2 θ= 1.4899384 rad
Area= 0.00247 m2 depth = 26 mm
Area= 0.00247 m2
USE AN INVERTED TRIANGULAR RESTRICTOR HAVING A TOP OPENING OF 70 mm AND A HEIGHT OF 70 mm
APPENDIX "C" Pre-Development Storm Drainage Area Plan – 111102-PRE Table 2 - Pre-Development Storm Sewer Design Sheet (5 Yr) Table 3 - Pre-Development Storm Sewer Design Sheet (100 Yr - Restricted) Table 4 - Post-Development Storm Sewer Design Sheet (5 Yr) Table 5 - Post-Development Storm Sewer Design Sheet (100 Yr- Restricted) Flow Restrictor (Hydrovex®) FR-1 (5 year event) Flow Restrictor (Hydrovex®) FR-1 (100 year event) Flow Restrictor (Orifice Sizing – Storm) FR-2 (100 year event) Temporary Flow Restrictor (Orifice Sizing – STM MH 302)
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
ST
OR
M S
EW
ER
CO
MP
UT
AT
ION
FO
RM
D
ori
ma
ST
OR
M F
RE
QU
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CY
:5
YE
AR
PR
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EV
ELO
PM
EN
TT
able
2Lo
ngw
ood
Bui
ldin
g C
orpo
ratio
nR
AT
ION
AL
ME
TH
OD
Q=
2.78
AIR
DE
SIG
NE
D B
Y:
AG
S11
1102
PV
C/C
ON
C N
=0.
013
CH
EC
KE
D B
Y:
JMD
AT
RE
L E
NG
INE
ER
ING
LT
DC
SP
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arch
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OR
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MH
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TY
PE
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FO
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drop
Inv
Obv
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v.F
RO
MT
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200.
400.
450.
550.
600.
650.
702.
78A
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RF
LOW
(N0M
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CT
)(%
)(M
)(L
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Cap
acit y
(M/S
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LOW
(M)
(M)
(M)
(M)
(M)
(M)
(Up)
(Dow
n)0.
200.
400.
450.
550.
600.
650.
70(M
IN)
(MM
/HR
)(L
/S)
(L/S
)(m
m)
(%)
(MIN
)
MH
101
MH
102
0.12
0.26
0.60
0.60
20.0
070
.25
42.3
842
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PV
C37
536
6.4
0.35
43.0
97.5
257
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920.
7786
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85.8
2-0
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186
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85.6
720
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525
86.1
785
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MH
DIC
BM
H10
20.
190.
290.
2910
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104.
1930
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30.2
7P
VC
300
299.
20.
4016
.060
.73
50%
0.86
0.31
86.0
085
.70
185
.94
85.6
410
.31
525
86.1
785
.64
MH
102
MH
105
0.17
0.26
0.59
1.48
20.7
768
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101.
5410
1.54
CO
NC
525
533.
40.
2074
.020
0.65
49%
0.90
1.37
86.1
785
.64
186
.02
85.4
922
.15
600
86.0
985
.49
MH
104
MH
105
0.26
0.34
0.90
0.90
20.0
070
.25
63.4
763
.47
PV
C37
536
6.4
0.35
73.0
97.5
235
%0.
921.
3286
.16
85.7
8-0
.03
185
.90
85.5
221
.32
600
86.0
985
.49
MH
105
MH
110
0.28
0.20
0.79
3.17
22.1
565
.86
209.
0020
9.00
CO
NC
600
609.
60.
1682
.525
6.22
18%
0.88
1.57
86.0
985
.49
185
.96
85.3
623
.71
750
86.1
185
.36
MH
107
MH
108
0.21
0.53
1.22
1.22
20.0
070
.25
85.7
385
.73
CO
NC
450
457.
20.
4090
.018
8.11
54%
1.15
1.31
86.5
186
.06
no86
.15
85.7
0M
H10
8M
H10
91.
2221
.31
67.5
082
.38
82.3
8C
ON
C45
045
7.2
0.40
11.0
188.
1156
%1.
150.
1686
.12
85.6
7no
86.0
885
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MH
109
MH
110
0.17
0.31
1.53
21.4
767
.18
102.
6210
2.62
CO
NC
450
457.
20.
3070
.516
2.91
37%
0.99
1.18
86.0
585
.60
-0.0
31
85.8
485
.39
22.6
575
086
.11
85.3
6M
H11
0M
H11
10.
260.
230.
180.
975.
6723
.71
63.0
335
7.19
357.
19C
ON
C75
076
2.0
0.12
69.0
402.
3311
%0.
881.
3086
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85.3
61
86.0
385
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MH
111
MH
112
0.06
0.09
5.76
25.0
260
.87
350.
5435
0.54
CO
NC
825
838.
20.
1215
.551
8.75
32%
0.94
0.27
86.0
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78A
R2.
78A
RF
LOW
(N0M
)(A
CT
)(%
)(M
)(L
/S)
Cap
acit y
(M/S
)F
LOW
(M)
(M)
(M)
(M)
(M)
(M)
(Up)
(Dow
n)0.
200.
400.
450.
550.
600.
650.
70(M
IN)
(MM
/HR
)(L
/S)
(L/S
)(m
m)
(%)
(MIN
)
MH
101
MH
102
0.12
0.26
0.60
0.60
20.0
070
.25
42.3
842
.38
PV
C37
536
6.4
0.35
43.0
97.5
257
%0.
920.
7786
.20
85.8
2-0
.03
186
.05
85.6
720
.77
525
86.1
785
.64
MH
DIC
BM
H10
20.
190.
290.
2910
.00
104.
1930
.27
30.2
7P
VC
300
299.
20.
4016
.060
.73
50%
0.86
0.31
86.0
085
.70
185
.94
85.6
410
.31
525
86.1
785
.64
MH
102
MH
105
0.17
0.26
0.59
1.48
20.7
768
.59
101.
5410
1.54
CO
NC
525
533.
40.
2074
.020
0.65
49%
0.90
1.37
86.1
785
.64
186
.02
85.4
922
.15
600
86.0
985
.49
MH
104
MH
105
0.26
0.34
0.90
0.90
20.0
070
.25
63.4
763
.47
PV
C37
536
6.4
0.35
73.0
97.5
235
%0.
921.
3286
.16
85.7
8-0
.03
185
.90
85.5
221
.32
600
86.0
985
.49
MH
105
MH
110
0.28
0.20
0.79
3.17
22.1
565
.86
209.
0020
9.00
CO
NC
600
609.
60.
1682
.525
6.22
18%
0.88
1.57
86.0
985
.49
185
.96
85.3
623
.71
750
86.1
185
.36
MH
107
MH
108
0.21
0.53
1.22
1.22
20.0
070
.25
85.7
385
.73
CO
NC
450
457.
20.
4090
.018
8.11
54%
1.15
1.31
86.5
186
.06
no86
.15
85.7
0M
H10
8M
H10
91.
2221
.31
67.5
082
.38
82.3
8C
ON
C45
045
7.2
0.40
11.0
188.
1156
%1.
150.
1686
.12
85.6
7no
86.0
885
.63
MH
109
MH
110
0.17
0.31
1.53
21.4
767
.18
102.
6210
2.62
CO
NC
450
457.
20.
3070
.516
2.91
37%
0.99
1.18
86.0
585
.60
-0.0
31
85.8
485
.39
22.6
575
086
.11
85.3
6M
H11
0M
H11
10.
260.
230.
180.
975.
6723
.71
63.0
335
7.19
357.
19C
ON
C75
076
2.0
0.12
69.0
402.
3311
%0.
881.
3086
.11
85.3
61
86.0
385
.28
MH
111
MH
112
0.06
0.09
5.76
25.0
260
.87
350.
5435
0.54
CO
NC
825
838.
20.
1215
.551
8.75
32%
0.94
0.27
86.0
885
.25
-0.0
2no
86.0
685
.23
MH
112
MH
120
1.44
2.20
7.96
25.2
960
.43
481.
0548
1.05
CO
NC
825
838.
20.
1210
4.5
518.
757%
0.94
1.85
86.0
585
.22
0.01
185
.92
85.0
927
.15
1050
86.1
385
.08
MH
113
MH
114
0.11
0.20
0.20
20.0
070
.25
13.9
613
.96
PV
C30
029
9.2
0.35
22.5
56.8
175
%0.
810.
4686
.24
85.9
4no
86.1
685
.86
MH
114
MH
114B
0.20
20.4
669
.25
13.7
613
.76
PV
C30
029
9.2
0.35
32.0
56.8
176
%0.
810.
6686
.13
85.8
3-0
.03
186
.02
85.7
2M
H11
4BM
H11
50.
2021
.12
67.8
813
.49
13.4
9P
VC
300
299.
20.
4026
.560
.73
78%
0.86
0.51
85.9
985
.69
-0.0
51
85.8
885
.58
MH
115
MH
118
0.21
0.26
0.70
0.90
21.6
466
.85
60.3
160
.31
PV
C37
536
6.4
0.30
66.5
90.2
833
%0.
861.
2985
.98
85.6
0-0
.03
185
.78
85.4
022
.93
600
85.9
785
.37
MH
116
MH
118
038
045
124
124
2000
7025
8681
8681
PV
C37
536
64
040
800
104
2517
%0
991
3586
0785
691
8575
8537
MH
116
MH
118
0.38
0.45
1.24
1.24
20.0
070
.25
86.8
186
.81
PV
C37
536
6.4
0.40
80.0
104.
2517
%0.
991.
3586
.07
85.6
91
85.7
585
.37
21.3
560
085
.97
85.3
7M
H11
8M
H11
92.
1422
.93
64.4
113
7.70
137.
70C
ON
C60
060
9.6
0.16
13.0
256.
2246
%0.
880.
2585
.97
85.3
70.
031
85.9
585
.35
MH
119
MH
120
0.11
0.50
1.03
3.16
23.1
863
.97
202.
3820
2.38
CO
NC
675
685.
80.
1511
9.5
339.
6340
%0.
922.
1786
.00
85.3
21
85.8
285
.14
25.3
410
5086
.13
85.0
8M
H12
0M
H12
111
.12
27.1
557
.67
641.
5364
1.53
CO
NC
1050
1066
.80.
2259
.513
36.2
052
%1.
490.
6686
.13
85.0
8no
86.0
084
.95
27.8
110
5086
.00
84.9
5M
HD
ICB
2M
H12
10.
250.
280.
2815
.00
83.5
623
.23
23.2
3P
VC
200
201.
21.
0025
.033
.31
30%
1.05
0.40
86.4
086
.20
0.15
no86
.15
85.9
515
.40
1050
86.0
084
.95
MH
121
MH
EX
11.4
027
.81
56.7
564
7.07
647.
07C
ON
C10
5010
66.8
0.22
22.0
1336
.20
52%
1.49
0.25
86.0
084
.95
no85
.95
84.9
028
.05
85.9
584
.90
Exi
stin
g S
ewer
s
Exi
stin
g su
bdra
in n
ot r
estr
icte
d
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
22
ST
OR
M S
EW
ER
CO
MP
UT
AT
ION
FO
RM
D
ori
ma
RE
ST
RIC
TE
D F
LOW
:10
0Y
EA
R (
RE
ST
RIC
TE
D P
OS
T-D
EV
ELO
PM
EN
T)
Tab
le 5
Long
woo
d B
uild
ing
Cor
pora
tion
RA
TIO
NA
L M
ET
HO
D Q
=2.
78 A
IRD
ES
IGN
ED
BY
:A
GS
1111
02P
VC
/CO
NC
N=
0.01
3C
HE
CK
ED
BY
:JM
DA
TR
EL
EN
GIN
EE
RIN
G L
TD
CS
P N
=0.
024
0.30
Mar
ch, 2
012
CO
RR
N=
0.02
1M
H50
151
120
.00
100
13.4
013
.40
11
975
0.15
80.0
125
085
.95
(DO
WN
)no
86.0
0(D
OW
N)
R
AT
ION
AL
Abo
ve g
roun
dU
pStr
eam
Dow
nU
pS
trea
m
LOC
AT
ION
AR
EA
(ha
.)
ME
TH
OD
TIM
ER
AIN
F.
(2)
Cum
AC
TU
AL
PIP
ES
EW
ER
DA
TA
UpS
trea
mF
orce
dIn
v to
Dw
Str
eam
HG
LF
RIC
T.
MIN
OR
Hgl
at
Hgl
Out
MH
PIP
ES
UR
GU
SF
HG
LR
UN
OF
F C
OE
FF
ICIE
NT
IND
IV.
AC
CU
M.
CO
NC
.IN
TE
NS
.F
LOW
Loca
lQ
tyR
estr
icte
dR
estr
icte
dP
IPE
TY
PE
DIA
.S
LOP
ELE
NG
TH
CA
P.
Rem
aini
ngV
EL.
TIM
E O
FO
bv.
Inv.
drop
Inv
Obv
.In
v.S
LOP
ELO
SS
LOS
SU
P-M
HU
P-M
HH
glU
/SA
TE
LEV
FR
EE
BO
AR
DF
RO
MT
O0.
200.
400.
450.
550.
600.
650.
700.
800.
802.
78A
R2.
78A
RF
.R.
Flo
wF
low
FLO
W(N
0M)
(AC
T)
(%)
(M)
(L/S
)C
apac
it y(M
/S)
FLO
W(M
)(M
)(M
)(M
)(M
)(M
)(%
)(M
)(M
)(M
)(M
)(M
)U
P M
H(M
)(M
)(U
p)(D
own)
0.25
0.50
0.56
0.69
0.75
0.81
0.88
1.00
1.00
(MIN
)(M
M/H
R)
(L/S
)(L
/S)
(L/S
)(L
/S)
(L/S
)(m
m)
(%)
(MIN
)(M
)
MH
101
MH
102
0.12
0.26
0.75
0.75
20.0
011
9.95
26.6
013
.40
1.00
13.4
013
.40
13.4
0P
VC
375
366.
40.
3543
.097
.52
86%
0.92
0.77
86.2
085
.82
-0.0
31
86.0
585
.67
0.01
86.4
686
.46
86.4
60.
2786
.76
0.30
20.0
052
586
.17
85.6
486
.46
MH
DIC
BM
H10
20.
190.
360.
3610
.00
178.
5613
.30
13.4
03.
1942
.74
42.7
442
.74
PV
C30
029
9.2
0.40
16.0
60.7
330
%0.
860.
3186
.00
85.7
01
85.9
485
.64
0.20
0.03
86.4
986
.49
86.4
60.
49N
/AN
/A20
.00
525
86.1
785
.64
86.4
6M
H10
2M
H10
50.
170.
260.
731.
8520
.00
119.
9570
.00
13.4
04.
0053
.55
109.
6910
9.69
CO
NC
525
533.
40.
2074
.020
0.65
45%
0.90
1.37
86.1
785
.64
186
.02
85.4
90.
060.
040.
0186
.46
86.4
586
.41
0.29
N/A
N/A
20.0
060
086
.09
85.4
986
.41
MH
104
MH
105
0.26
0.34
1.13
1.13
20.0
011
9.95
42.0
013
.40
3.00
40.2
040
.20
40.2
0P
VC
375
366.
40.
3573
.097
.52
59%
0.92
1.32
86.1
685
.78
-0.0
31
85.9
085
.52
0.06
0.04
86.4
586
.45
86.4
10.
3086
.76
0.31
20.0
060
086
.09
85.4
986
.41
MH
105
MH
110
0.28
0.20
0.99
3.97
20.0
011
9.95
145.
6013
.40
4.23
56.6
420
6.53
206.
53C
ON
C60
060
9.6
0.16
82.5
256.
2219
%0.
881.
5786
.09
85.4
91
85.9
685
.36
0.10
0.09
86.4
186
.41
86.3
20.
3286
.79
0.38
20.0
075
086
.11
85.3
686
.32
MH
107
MH
108
0.21
0.53
1.53
1.53
20.0
011
9.95
51.8
013
.40
4.00
53.6
053
.60
53.6
0C
ON
C45
045
7.2
0.40
90.0
188.
1172
%1.
151.
3186
.51
86.0
6no
86.1
585
.70
0.03
0.03
86.5
186
.51
86.3
686
.89
0.38
MH
108
MH
109
1.53
20.0
011
9.95
51.8
013
.40
53.6
053
.60
CO
NC
450
457.
20.
4011
.018
8.11
72%
1.15
0.16
86.1
285
.67
no86
.08
85.6
30.
0386
.36
86.3
686
.36
0.24
86.9
20.
56M
H10
9M
H11
00.
170.
381.
9120
.00
119.
9563
.70
13.4
01.
0013
.40
67.0
067
.00
CO
NC
450
457.
20.
3070
.516
2.91
59%
0.99
1.18
86.0
585
.60
-0.0
31
85.8
485
.39
0.05
0.04
86.3
686
.36
86.3
20.
3186
.76
0.40
20.0
075
086
.11
85.3
686
.32
MH
110
MH
111
0.26
0.23
0.18
1.21
7.08
20.0
011
9.95
256.
2013
.40
4.65
62.3
233
5.85
335.
85C
ON
C75
076
2.0
0.12
69.0
402.
3317
%0.
881.
3086
.11
85.3
61
86.0
385
.28
0.08
0.06
86.3
286
.32
86.2
60.
2186
.76
0.44
MH
111
MH
112
0.06
0.11
7.20
20.0
011
9.95
260.
4013
.40
1.69
22.6
735
8.52
358.
52C
ON
C82
583
8.2
0.12
15.5
518.
7531
%0.
940.
2786
.08
85.2
5-0
.02
no86
.06
85.2
30.
060.
0186
.26
86.2
686
.25
0.19
N/A
N/A
MH
112
MH
120
1.44
2.75
9.95
20.0
011
9.95
361.
2013
.40
9.34
125.
0948
3.61
483.
61C
ON
C82
583
8.2
0.12
104.
551
8.75
7%0.
941.
8586
.05
85.2
20.
011
85.9
285
.09
0.10
0.11
0.01
86.2
586
.24
86.1
30.
19N
/AN
/A20
.00
1050
86.1
385
.08
86.1
3M
H11
3M
H11
40.
110.
250.
2520
.00
119.
957.
7013
.40
1.00
13.4
013
.40
13.4
0P
VC
300
299.
20.
3522
.556
.81
76%
0.81
0.46
86.1
985
.89
no86
.11
85.8
10.
0286
.35
86.3
586
.35
0.16
86.8
00.
45M
H11
4M
H11
4B0.
2520
.00
119.
957.
7013
.40
13.4
013
.40
PV
C30
029
9.2
0.35
32.0
56.8
176
%0.
810.
6686
.08
85.7
8-0
.03
185
.97
85.6
70.
020.
0186
.35
86.3
586
.34
0.27
86.8
00.
45M
H11
4BM
H11
50.
2520
.00
119.
957.
7013
.40
1.00
13.4
026
.80
26.8
0P
VC
300
299.
20.
4026
.560
.73
56%
0.86
0.51
85.9
485
.64
-0.0
51
85.8
385
.53
0.08
0.02
0.01
86.3
486
.33
86.3
10.
3986
.89
0.55
MH
115
MH
118
0.21
0.26
0.88
1.13
20.0
011
9.95
40.6
013
.40
3.00
40.2
067
.00
67.0
0P
VC
375
366.
40.
3066
.590
.28
26%
0.86
1.29
85.9
385
.55
-0.0
31
85.7
385
.35
0.17
0.11
86.3
186
.31
86.2
00.
3886
.89
0.58
20.0
060
085
.92
85.3
286
.20
MH
116
MH
118
0.38
0.45
1.54
1.54
20.0
011
9.95
58.1
013
.40
3.00
40.2
040
.20
40.2
0P
VC
375
366.
40.
4080
.010
4.25
61%
0.99
1.35
86.0
285
.64
185
.70
85.3
20.
060.
0586
.25
86.2
586
.20
0.23
86.7
80.
5320
0060
085
9285
3286
2020
.00
600
85.9
285
.32
86.2
0M
H11
8M
H11
92.
6720
.00
119.
9598
.70
13.4
010
7.20
107.
20C
ON
C60
060
9.6
0.16
13.0
256.
2258
%0.
880.
2585
.92
85.3
20.
031
85.9
085
.30
0.03
0.02
86.2
086
.18
86.1
80.
2686
.78
0.58
MH
119
MH
302
0.11
0.45
0.02
1.22
3.89
20.0
011
9.95
139.
3013
.40
5.00
67.0
017
4.20
174.
20C
ON
C67
568
5.8
0.15
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ORIFICE SIZING FORMULA
WHERE:
Q= Discharge (m3/s) 0.01959 m
3/s
C= Coefficient of Discharge 0.61
A= Area of Flow (m2) unknown m
2
g= Gravity (9.81 m/s2) 9.81 m/s
2
h= Head (m) 1.230 m
d= pipe diameter 0.200 m
SOLVE FOR r (radius of pipe)
Radius = 0.046 m One side = 0.0809 m Radius = 0.1 m Height= 85 mm
Diameter= 0.091 m = 81 mm θ-sinθ = 1.3074724 Top= 154 mm
Diameter= 91 mm Area= 0.00654 m2 2.1462931 1.3073711 Area= 0.00654 m2
Inches= 3.6 θ= 2.1462931 rad
FLOW RESTRICTOR (FR-2) 100YR
Circle Orifice Diamond Orifice Circle Segment Triangular Orifice
Q CA gh= 2
rQ
c gh=
π 2
Inches= 3.6 θ= 2.1462931 rad
Area= 0.00654 m2 depth = 52 mm
Area= 0.00654 m2
0 1 0 0
USE A DIAMOND ORIFICE WITH DIMENSIONS OF 81mm X 81mm
Q CA gh= 2
rQ
c gh=
π 2
ORIFICE SIZING FORMULA
WHERE:
Q= Discharge (m3/s) 0.01009 m
3/s
C= Coefficient of Discharge 0.61
A= Area of Flow (m2) unknown m
2
g= Gravity (9.81 m/s2) 9.81 m/s
2
h= Head (m) 2.660 m
d= pipe diameter 0.300 m
SOLVE FOR r (radius of pipe)
Radius = 0.027 m One side = 0.0479 m Radius = 0.15 m Height= 65 mm
Diameter= 0.054 m = 48 mm θ-sinθ = 0.2035253 Top= 70 mm
Diameter= 54 mm Area= 0.00229 m2 1.0913727 0.2041118 Area= 0.00229 m2
Inches= 2.1 θ= 1.0913727 rad
TEMPORARY STORM FLOW RESTRICTOR (MH-302)
Circle Orifice Diamond Orifice Circle Segment Triangular Orifice
Q CA gh= 2
rQ
c gh=
π 2
Inches= 2.1 θ= 1.0913727 rad
Area= 0.00229 m2 depth = 22 mm
Area= 0.00230 m2
0 0 0 1
USE AN INVERTED TRIANGULAR RESTRICTOR HAVING A TOP OPENING OF 70mm AND A HEIGHT OF 65mm
Q CA gh= 2
rQ
c gh=
π 2
APPENDIX "D" Stormceptor Oil/Grit Separator Information
1
Stormceptor Sizing Detailed ReportPCSWMM for Stormceptor
Project InformationDate 28/11/2011Project Name DorimaProject Number 111102Location STC300
Stormwater Quality Objective
This report outlines how Stormceptor System can achieve a defined water quality objective through theremoval 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 85% TSS for aFine (organics, silts and sand) particle size distribution.
The Stormceptor System
The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutantsthrough gravity separation and flotation. Stormceptor’s patented design generates positive TSS removalfor all rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oilsand nutrients are prevented from entering natural water resources and the re-suspension of previouslycaptured sediment (scour) does not occur.
Stormceptor provides a high level of TSS removal for small frequent storm events that represent themajority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequentevents, however, such events have little impact on the average annual TSS removal as they represent asmall 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 ofparticle sizes, including fine sediments (clays and silts), that are often overlooked in the design of otherstormwater treatment devices.
2
Small storms dominate hydrologic activity, US EPA reports
“Early efforts in stormwater management focused on flood events ranging from the 2-yrto the 100-yr storm. Increasingly stormwater professionals have come to realize thatsmall storms (i.e. < 1 in. rainfall) dominate watershed hydrologic parameters typicallyassociated with water quality management issues and BMP design. These small stormsare responsible for most annual urban runoff and groundwater recharge. Likewise, withthe exception of eroded sediment, they are responsible for most pollutant washoff fromurban surfaces. Therefore, the small storms are of most concern for the stormwatermanagement objectives of ground water recharge, water quality resource protection andthermal impacts control.”
“Most rainfall events are much smaller than design storms used for urban drainagemodels. In any given area, most frequently recurrent rainfall events are small (less than 1in. of daily rainfall).”
“Continuous simulation offers possibilities for designing and managing BMPs on anindividual site-by-site basis that are not provided by other widely used simpler analysismethods. Therefore its application and use should be encouraged.”
– US EPA Stormwater Best Management Practice Design Guide, Volume 1 – GeneralConsiderations, 2004
Design Methodology
Each Stormceptor system is sized using PCSWMM for Stormceptor, a continuous simulation model basedon US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data andspecified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed toachieve 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 byanalyzing (summary of analysis presented in Appendix 2):
Site parametersContinuous historical rainfall, including duration, distribution, peaks (Figure 1)Interevent periodsParticle size distributionParticle 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 3illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. Itis clear that large events do not significantly impact the average annual TSS removal. There is no declinein cumulative TSS removal, indicating scour does not occur as the flow rate increases.
3
Figure 1. Runoff Volume by Flow Rate for OTTAWA MACDONALD-CARTIER INT'L A – ON 6000,1967 to 2003 for 0.16 ha, 85.7% impervious. Small frequent storm events represent the majority ofannual rainfall volume. Large infrequent events have little impact on the average annual TSS removal, asthey 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 0.16 ha, 85.7% impervious. The majority of the annual pollutant load istransported by small frequent storm events. Conversely, large infrequent events carry an insignificantpercentage of the total annual pollutant load.
4
Stormceptor ModelTSS Removal (%)
STC 30085
Drainage Area (ha)Impervious (%)
0.1685.7
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 eventsanalyzed. Note that large events do not significantly impact the average annual TSS removal. Thereforeno decline in cumulative TSS removal indicates scour does not occur as the flow rate increases.
5
Appendix 1Stormceptor Design Summary
Project InformationDate 28/11/2011Project Name DorimaProject Number 111102Location STC300
Designer InformationCompany Atrel Engineering Ltd
Contact Andre
Rainfall
NameOTTAWAMACDONALD-CARTIER INT'LA
State ON
ID 6000
Years of Records 1967 to 2003
Latitude 45°19'N
Longitude 75°40'W
Notes
N/A
Water Quality ObjectiveTSS Removal (%) 80
Drainage AreaTotal Area (ha) 0.16
Imperviousness (%) 85.7
The Stormceptor System model STC 300 achieves thewater quality objective removing 85% TSS for a Fine(organics, silts and sand) particle size distribution.
Upstream StorageStorage Discharge(ha-m) (L/s)
0 0
Stormceptor Sizing Summary
Stormceptor Model TSS Removal
%STC 300 85STC 750 90STC 1000 90STC 1500 91STC 2000 93STC 3000 94STC 4000 95STC 5000 96STC 6000 97STC 9000 98STC 10000 98STC 14000 98
6
Particle Size DistributionRemoving silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavymetals that adhere to fine particles, are not discharged into our natural water courses. The table below lists theparticle size distribution used to define the annual TSS removal.
Fine (organics, silts and sand)
Particle Size Distribution SpecificGravity
SettlingVelocity Particle Size Distribution Specific
GravitySettlingVelocity
µm % m/s µm % m/s20 20 1.3 0.000460 20 1.8 0.0016150 20 2.2 0.0108400 20 2.65 0.06472000 20 2.65 0.2870
Stormceptor Design NotesStormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0Design estimates listed are only representative of specific project requirements based on total suspendedsolids (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 toSTC 6000
STC 9000 toSTC 14000
Single inlet pipe 75 mm 25 mm 75 mm
Multiple inlet pipes 75 mm 75 mm Only one inletpipe.
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 submergedapplications, please contact your local Stormceptor representative.Design estimates may be modified for specific spills controls. Please contact your local Stormceptorrepresentative for further assistance.For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
7
Appendix 2Summary of Design Assumptions
SITE DETAILS
Site Drainage AreaTotal Area (ha) 0.16 Imperviousness (%) 85.7
Surface CharacteristicsWidth (m) 80Slope (%) 2Impervious Depression Storage (mm) 0.508Pervious Depression Storage (mm) 5.08Impervious Manning’s n 0.015Pervious Manning's n 0.25
Maintenance FrequencySediment build-up reduces the storage volume forsedimentation. Frequency of maintenance isassumed for TSS removal calculations.Maintenance Frequency (months) 12
Infiltration ParametersHorton’s equation is used to estimate infiltrationMax. Infiltration Rate (mm/h) 61.98Min. Infiltration Rate (mm/h) 10.16
Decay Rate (s-1) 0.00055
Regeneration Rate (s-1) 0.01
EvaporationDaily Evaporation Rate (mm/day) 2.54
Dry Weather FlowDry Weather Flow (L/s) No
Upstream AttenuationStage-storage and stage-discharge relationship used to model attenuation upstream of the Stormceptor Systemis identified in the table below.
Storage Dischargeha-m L/s
0 0
8
PARTICLE SIZE DISTRIBUTIONParticle Size DistributionRemoving fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oilsand nutrients are not discharged into natural water resources. The table below identifies the particle size distributionselected to define TSS removal for the design of the Stormceptor System.
Fine (organics, silts and sand)
Particle Size Distribution SpecificGravity
SettlingVelocity Particle Size Distribution Specific
GravitySettlingVelocity
µm % m/s µm % m/s20 20 1.3 0.000460 20 1.8 0.0016150 20 2.2 0.0108400 20 2.65 0.0647
2000 20 2.65 0.2870
Figure 1. PCSWMM for Stormceptor standard design grain size distributions.
9
TSS LOADINGTSS Loading ParametersTSS Loading Function Buildup / Washoff
ParametersTarget Event Mean Concentration(EMC) (mg/L) 125
Exponential Buildup Power 0.4Exponential Washoff Exponential 0.2
HYDROLOGY ANALYSISPCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historicalrainfall data. Performance calculations of the Stormceptor System are based on the average annual removal ofTSS for the selected site parameters. The Stormceptor System is engineered to capture fine particles (silts andsands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during allrainfall 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 observedin the historical rainfall data analyses presented in this section.
Rainfall StationRainfall Station OTTAWA MACDONALD-CARTIER INT'L A
Rainfall File Name ON6000.NDC Total Number of Events 4537Latitude 45°19'N Total Rainfall (mm) 20978.1Longitude 75°40'W Average Annual Rainfall (mm) 567.0Elevation (m) Total Evaporation (mm) 1581.2Rainfall Period of Record (y) 37 Total Infiltration (mm) 2990.6
Total Rainfall Period (y) 37 Percentage of Rainfall that isRunoff (%) 78.8
10
Rainfall Event Analysis
Rainfall Depth No. of Events Percentage ofTotal Events Total Volume Percentage of
Annual Volumemm % mm %6.35 3564 78.6 5671 27.012.70 508 11.2 4533 21.619.05 223 4.9 3434 16.425.40 102 2.2 2244 10.731.75 60 1.3 1704 8.138.10 33 0.7 1145 5.544.45 28 0.6 1165 5.650.80 9 0.2 416 2.057.15 5 0.1 272 1.363.50 1 0.0 63 0.369.85 1 0.0 64 0.376.20 1 0.0 76 0.482.55 0 0.0 0 0.088.90 1 0.0 84 0.495.25 0 0.0 0 0.0
101.60 0 0.0 0 0.0107.95 0 0.0 0 0.0114.30 1 0.0 109 0.5120.65 0 0.0 0 0.0127.00 0 0.0 0 0.0133.35 0 0.0 0 0.0139.70 0 0.0 0 0.0146.05 0 0.0 0 0.0152.40 0 0.0 0 0.0158.75 0 0.0 0 0.0165.10 0 0.0 0 0.0171.45 0 0.0 0 0.0177.80 0 0.0 0 0.0184.15 0 0.0 0 0.0190.50 0 0.0 0 0.0196.85 0 0.0 0 0.0203.20 0 0.0 0 0.0209.55 0 0.0 0 0.0
>209.55 0 0.0 0 0.0
11
Pollutograph
Flow Rate Cumulative Mass
L/s %1 81.64 96.69 99.216 99.925 100.036 100.049 100.064 100.081 100.0
100 100.0121 100.0144 100.0169 100.0196 100.0225 100.0256 100.0289 100.0324 100.0361 100.0400 100.0441 100.0484 100.0529 100.0576 100.0625 100.0676 100.0729 100.0784 100.0841 100.0900 100.0
APPENDIX "E"
Watermain analysis
Watermain Layout – SK-WM Table 100 - Node Table Table 101- Pipe Table Table 102 - Reservoir table Table 103 - Average day and Peak hour demand table City Boundary Conditions
TABLE 100: NODE DATAPROJECT: DORIMA
DATE: December, 2011 CLIENT: LONGWOOD BUILDING CORPORATION
DESIGNED BY: JLR PROJECT #: 111102
CHECKED BY: JMD BY: ATREL ENGINEERING LTD.
Proposed GroundNODE. NO. AVERAGE DAY DEMAND Elevation X COORDINATE Y COORDINATE
(l/s) (m) (m) (m)
J2 0.0875 89.25 -3259.60 -1036.46
J4 0.0875 89.25 -3221.03 -1036.34
J8 0.0000 88.90 -3217.17 -1055.24
J6 0.0875 89.05 -3217.24 -1079.07
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TABLE 102: RESERVOIR DATAPROJECT: DORIMA
DATE: December, 2011 CLIENT: LONGWOOD BUILDING CORPORATION
DESIGNED BY: JLR PROJECT #: 111102
CHECKED BY: JMD BY: ATREL ENGINEERING LTD.
RESERVOIR NO. X COORDINATE Y COORDINATE AVERAGE DAY MAXIMUM DAY PEAK HOUR LOCATION(m) (m) (m) (m) (m)
R1 -3203.26 -1055.53 130.60 N/A 124.00 2020 Dorima Street
HEAD
TABLE 103: AVERAGE DAY AND PEAK HOUR DEMAND RESULTS
PROJECT: DORIMA
DATE: December, 2011 CLIENT: LONGWOOD BUILDING CORPORATION
DESIGNED BY: JLR PROJECT #: 111102
CHECKED BY: JMD BY: ATREL ENGINEERING LTD.
Proposed Ground AVERAGE DAY DEMAND PEAK HOUR DEMANDNODE NO. Elevation Demand HGL Pressure Demand HGL Pressure
(m) (l/s) (m) (kPa) (l/s) (m) (kPa)
J2 89.25 0.0875 130.60 405.19 0.4813 123.98 340.36J4 89.25 0.0875 130.60 405.19 0.4813 123.99 340.39J8 88.90 0.0000 130.60 408.62 0.0000 123.99 343.87J6 89.05 0.0875 130.60 407.15 0.4813 123.99 342.38
1
Jean-Luc Rivard
From: Jean-Luc Rivard <[email protected]>Sent: Wednesday, November 09, 2011 2:30 PMTo: Benoit Leroux ([email protected])Subject: Watermain Boundary-Dorima projectAttachments: map.pdf; 111102-sketch.pdf
Bonjour Benoit, We are requesting boundary conditions, HGL, for the attached proposed site in Orleans on Dorima Street to complete the hydraulic analysis. Here are the demands. Average Daily Demand= 0.2625 l/s Maximum Daily Demand= 0.6563 l/s Peak Hour Demand= 1.4438 l/s The fireflow will be at 125 l/s for this site. If this can help, the address beside the site is 2026 Dorima Street. Should you have any questions, don’t hesitate to contact me. Regards,
Jean‐Luc Rivard Civil Engineering Technologist Atrel Engineering Ltd. Phone (613) 446-7423 ext.23 Fax (613) 446-7425 [email protected]
1
Jean-Luc Rivard
From: Curry, William <[email protected]>Sent: Thursday, November 10, 2011 3:38 PMTo: Jean-Luc RivardSubject: RE: Watermain Boundary-Dorima project
As requested
The following are boundary conditions, HGL, for hydraulic analysis at 2020 Dorima
Max Day + FF = 126.4 m assuming a fire flow of 125 L/s
Minimum HGL during Peak Hour = 124.0 m
Max Pressure Check HGL = 130.6 m
These are for current conditions and are based on computer model simulation.
Disclaimer: The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.
From: Jean-Luc Rivard [mailto:[email protected]] Sent: November 09, 2011 3:39 PM To: Curry, William Subject: RE: Watermain Boundary-Dorima project Thanks!
From: Curry, William [mailto:[email protected]] Sent: Wednesday, November 09, 2011 3:41 PM To: Jean-Luc Rivard Cc: Shillington, Jeffrey; Warnock, Charles Subject: RE: Watermain Boundary-Dorima project Jean-Luc I will provide you with your requested information shortly. Will Curry, C.E.T. City of Ottawa Development Review (Suburban Services East) Planning and Growth Management Infrastructure Services & Community Sustainability 110 Laurier Ave., 4th Floor East; Ottawa ON K1P 1J1 Mail Code 01-14
2
613-580-2424 ext 16214 Fax: 613-560-6006 [email protected]
From: Leroux, Benoit Sent: November 09, 2011 3:16 PM To: 'Jean-Luc Rivard' Cc: Curry, William; Shillington, Jeffrey; Warnock, Charles Subject: RE: Watermain Boundary-Dorima project Bonjour Jean‐Luc, Hope all is well. I’m currently working in the Construction Services Branch on a temporary basis. You might want to send your request to the assigned Project Manager in Development Review. I’ve copied this e‐mail to both Will and Jeff. BL
Benoît Leroux, C.E.T. Project Manager, Infrastructure Projects Design and Construction, Municipal West Infrastructure Services Department 100 Constellation Crescent Ottawa, ON K2G 6J8 Tel. 613‐580‐2424 x27808 Fax. 613‐580‐2587 Cell. 613‐759‐2190 MC: 26‐61
From: Jean-Luc Rivard [mailto:[email protected]] Sent: November 09, 2011 2:30 PM To: Leroux, Benoit Subject: Watermain Boundary-Dorima project Bonjour Benoit, We are requesting boundary conditions, HGL, for the attached proposed site in Orleans on Dorima Street to complete the hydraulic analysis. Here are the demands. Average Daily Demand= 0.2625 l/s Maximum Daily Demand= 0.6563 l/s Peak Hour Demand= 1.4438 l/s The fireflow will be at 125 l/s for this site.
3
If this can help, the address beside the site is 2026 Dorima Street. Should you have any questions, don’t hesitate to contact me. Regards,
Jean‐Luc Rivard Civil Engineering Technologist Atrel Engineering Ltd. Phone (613) 446-7423 ext.23 Fax (613) 446-7425 [email protected]
This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return e-mail and delete this communication and any copy immediately. Thank you. Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.
This e-mail originates from the City of Ottawa e-mail system. Any distribution, use or copying of this e-mail or the information it contains by other than the intended recipient(s) is unauthorized. If you are not the intended recipient, please notify me at the telephone number shown above or by return e-mail and delete this communication and any copy immediately. Thank you. Le présent courriel a été expédié par le système de courriels de la Ville d'Ottawa. Toute distribution, utilisation ou reproduction du courriel ou des renseignements qui s'y trouvent par une personne autre que son destinataire prévu est interdite. Si vous avez reçu le message par erreur, veuillez m'en aviser par téléphone (au numéro précité) ou par courriel, puis supprimer sans délai la version originale de la communication ainsi que toutes ses copies. Je vous remercie de votre collaboration.
APPENDIX "F" Development Servicing Study Checklist
Development Servicing Study Checklist
The following section describes the checklist of the required content of servicing studies. It is expected that the proponent will address each one of the following items for the study to be deemed complete and ready for review by City of Ottawa Infrastructure Approvals staff.
The level of required detail in the Servicing Study will increase depending on the type of application. For example, for Official Plan amendments and re-zoning applications, the main issues will be to determine the capacity requirements for the proposed change in land use and confirm this against the existing capacity constraint, and to define the solutions, phasing of works and the financing of works to address the capacity constraint. For subdivisions and site plans, the above will be required with additional detailed information supporting the servicing within the development boundary.
4.1 General Content Section Comments N/A Executive Summary (for larger reports only).
X Date and revision number of the report.
X Location map and plan showing municipal address, boundary, and layout of proposed development.
X Plan showing the site and location of all existing services.
X Development statistics, land use, density, adherence to zoning and official plan, and reference to applicable subwatershed and watershed plans that provide context to which individual developments must adhere.
Atrel’s Report
X Summary of Pre-consultation Meetings with City and other approval agencies.
BY PLANNER
X
Reference and confirm conformance to higher level studies and reports (Master Servicing Studies, Environmental Assessments, Community Design Plans), or in the case where it is not in conformance, the proponent must provide justification and develop a defendable design criteria.
X Statement of objectives and servicing criteria.
X Identification of existing and proposed infrastructure available in the immediate area.
Atrel’s Plans
N/A Identification of Environmentally Significant Areas, watercourses and Municipal Drains potentially impacted by the proposed development (Reference can be made to the Natural Heritage Studies, if available).
X
Concept level master grading plan to confirm existing and proposed grades in the development. This is required to confirm the feasibility of proposed stormwater management and drainage, soil removal and fill constraints, and potential impacts to neighbouring properties. This is also required to confirm that the proposed grading will not impede existing major system flow paths.
A detailed grading plan is included.
N/A Identification of potential impacts of proposed piped services on private services (such as wells and septic fields on adjacent lands) and mitigation required to address potential impacts.
N/A Proposed phasing of the development, if applicable.
X Reference to geotechnical studies and recommendations concerning servicing.
Paterson’s Report
X All preliminary and formal site plan submissions should have the following information:
Atrel’s Plans
X Metric scale X North arrow (including construction North)X Key plan
X Name and contact information of applicant and property owner
X Property limits including bearings and dimensions By OLS X Existing and proposed structures and parking areasX Easements, road widening and rights-of-way X Adjacent street name
4.2 Development Servicing Report: Water Section Comments
X Confirm consistency with Master Servicing Study, if applicable.
Used City’s boundary conditions
X Availability of public infrastructure to service proposed development
X Identification of system constraints
X Identify boundary conditions
X Confirmation of adequate domestic supply and pressure
X Confirmation of adequate fire flow protection and confirmation that fire flow is calculated as per the Fire Underwriter’s Survey. Output should show available fire flow at locations throughout the development.
Existing hydrants on Dorima and Innes
X Provide a check of high pressures. If pressure is found to be high, an assessment is required to confirm the application of pressure reducing valves.
N/A Definition of phasing constraints. Hydraulic modeling is required to confirm servicing for all defined phases of the project including the ultimate design
X Address reliability requirements such as appropriate location of shut-off valves
N/A Check on the necessity of a pressure zone boundary modification.
X
Reference to water supply analysis to show that major infrastructure is capable of delivering sufficient water for the proposed land use. This includes data that shows that the expected demands under average day, peak hour and fire flow conditions provide water within the required pressure range
X
Description of the proposed water distribution network, including locations of proposed connections to the existing system, provisions for necessary looping, and appurtenances (valves, pressure reducing valves, valve chambers, and fire hydrants) including special metering provisions.
N/A
Description of off-site required feedermains, booster pumping stations, and other water infrastructure that will be ultimately required to service proposed development, including financing, interim facilities, and timing of implementation.
X Confirmation that water demands are calculated based on the City of Ottawa Design Guidelines.
X Provision of a model schematic showing the boundary conditions locations, streets, parcels, and building locations for reference.
4.3 Development Servicing Report: Wastewater
Section Comments
N/A
Summary of proposed design criteria (Note: Wet-weather flow criteria should not deviate from the City of Ottawa Sewer Design Guidelines. Monitored flow data from relatively new infrastructure cannot be used to justify capacity requirements for proposed infrastructure).
N/A Confirm consistency with Master Servicing Study and/or justifications for deviations.
N/A Consideration of local conditions that may contribute to extraneous flows that are higher than the recommended flows in the guidelines. This includes groundwater and soil conditions, and age and condition of sewers.
X Description of existing sanitary sewer available for discharge of wastewater from proposed development.
X
Verify available capacity in downstream sanitary sewer and/or identification of upgrades necessary to service the proposed development. (Reference can be made to previously completed Master Servicing Study if applicable)
X Calculations related to dry-weather and wet-weather flow rates from the development in standard MOE sanitary sewer design table (Appendix ‘C’) format.
X Description of proposed sewer network including sewers, pumping stations, and forcemains. Atrel’s Plans
N/A
Discussion of previously identified environmental constraints and impact on servicing (environmental constraints are related to limitations imposed on the development in order to preserve the physical condition of watercourses, vegetation, soil cover, as well as protecting against water quantity and quality).
N/A Pumping stations: impacts of proposed development on existing pumping stations or requirements for new pumping station to service development.
N/A Forcemain capacity in terms of operational redundancy, surge pressure and maximum flow velocity.
N/A Identification and implementation of the emergency overflow from sanitary pumping stations in relation to the hydraulic grade line to protect against basement flooding.
N/A Special considerations such as contamination, corrosive environment etc.
4.4 Development Servicing Report: Stormwater
Section Comments
X Description of drainage outlets and downstream constraints including legality of outlets (i.e. municipal drain, right-of-way, watercourse, or private property)
X Analysis of available capacity in existing public infrastructure.
X A drawing showing the subject lands, its surroundings, the receiving watercourse, existing drainage patterns, and proposed drainage pattern.
X
Water quantity control objective (e.g. controlling post-development peak flows to pre-development level for storm events ranging from the 2 or 5 year event (dependent on the receiving sewer design) to 100 year return period); if other objectives are being applied, a rationale must be included with reference to hydrologic analyses of the potentially affected subwatersheds, taking into account long-term cumulative effects.
X Water Quality control objective (basic, normal or enhanced level of protection based on the sensitivities of the receiving watercourse) and storage requirements.
X Description of the stormwater management concept with facility locations and descriptions with references and supporting information.
N/A Set-back from private sewage disposal systems.
N/A Watercourse and hazard lands setbacks.
N/A Record of pre-consultation with the Ontario Ministry of Environment and the Conservation Authority that has jurisdiction on the affected watershed.
X Confirm consistency with sub-watershed and Master Servicing Study, if applicable study exists.
X Storage requirements (complete with calculations) and conveyance capacity for minor events (1:5 year return period) and major events (1:100 year return period).
N/A Identification of watercourses within the proposed development and how watercourses will be protected, or, if necessary, altered by the proposed development with applicable approvals.
X Calculate pre and post development peak flow rates including a description of existing site conditions and proposed impervious areas and drainage catchments in comparison to existing conditions.
N/A Any proposed diversion of drainage catchment areas from one outlet to another.
X Proposed minor and major systems including locations and sizes of stormwater trunk sewers, and stormwater management facilities.
N/A If quantity control is not proposed, demonstration that downstream system has adequate capacity for the post-development flows up to and including the 100 year return period storm event.
X Identification of potential impacts to receiving watercourses
N/A Identification of municipal drains and related approval requirements.
X Descriptions of how the conveyance and storage capacity will be achieved for the development.
X 100 year flood levels and major flow routing to protect proposed development from flooding for establishing minimum building elevations (MBE) and overall grading.
X Inclusion of hydraulic analysis including hydraulic grade line elevations.
X Description of approach to erosion and sediment control during construction for the protection of receiving watercourse or drainage corridors.
N/A
Identification of floodplains – proponent to obtain relevant floodplain information from the appropriate Conservation Authority. The proponent may be required to delineate floodplain elevations to the satisfaction of the Conservation Authority if such information is not available or if information does not match current conditions.
X Identification of fill constraints related to floodplain and geotechnical investigation. Paterson’s Report
4.5 Approval and Permit Requirements Section Comments The Servicing Study shall provide a list of applicable permits and regulatory approvals necessary for the proposed development as well as the relevant issues affecting each approval. The approval and permitting shall include but not be limited to the following:
N/A
Conservation Authority as the designated approval agency for modification of floodplain, potential impact on fish habitat, proposed works in or adjacent to a watercourse, cut/fill permits and Approval under Lakes and Rivers Improvement Act. The Conservation Authority is not the approval authority for the Lakes and Rivers Improvement Act. Where there are Conservation Authority regulations in place, approval under the Lakes and Rivers Improvement Act is not required, except in cases of dams as defined in the Act.
X Application for Certificate of Approval (CofA) under the Ontario Water Resources Act. Will be submitted later
N/A Changes to Municipal Drains.
N/A Other permits (National Capital Commission, Parks Canada, Public Works and Government Services Canada, Ministry of Transportation etc.)
4.6 Conclusion Section Comments
X Clearly stated conclusions and recommendations
N/A Comments received from review agencies including the City of Ottawa and information on how the comments were addressed. Final sign-off from the responsible reviewing agency.
X All draft and final reports shall be signed and stamped by a professional Engineer registered in Ontario
The Servicing Study shall provide a list of applicable permits and regulatory approvals necessary for the proposed development as well as the relevant issues affecting each approval. The approval and permitting shall include but not be limited to the following:
APPENDIX "G"
PLANS
Separate from report (Supplied as a roll of plan)
111102-EX1 Existing Conditions 111102-ESC1 Erosion and Sediment Control Plan 111102-R1 Removal Plan 111102-S1 General Plan of Services 111102-GR1 Grading Plan 111102-SAN1 Sanitary Drainage Area Plan (Site) 111102-SAN2 Sanitary Drainage Area Plan (Overall) 111102-STM1 Storm Drainage Area Plan (Overall)
