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16313_SWM‐FSR_Iroquois Ridge_Dec 12, 2016
FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT
Proposed Iroquois Ridge Subdivision
AT 2337 Coronation Drive
Town of Oakville
Prepared for Strategy 4 Inc.
Dec 12, 2016 Issued for Application
REVISIONS
1109 BRITANNIA ROAD EAST, MISSISSAUGA, ON, L4W 3X1 TEL: (647)496‐8055 www.floradesigns.net
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 SITE DESCRIPTION 3.0 SITE PROPOSAL 4.0 TRANSPORTATION SYSTEM 5.0 BACKGROUND REPORTS 6.0 STORM DRAINAGE SYSTEM
6.1 Existing Conditions 6.2 Proposed Stormwater Management
6.2.1 Quantity Control 6.2.2 Quality Control
6.3 Downstream Capacity 7.0 SANITARY DRAINAGE SYSTEM
7.1 Subdivision Design 7.2 Proposed Sanitary Drainage System 7.3 Proposed Sanitary Service 7.4 Downstream Capacity
8.0 WATER SUPPLY SYSTEM 8.1 Existing Water Supply System 8.2 Proposed Water Supply Requirements 8.3 Proposed SWater Service
9.0 CONCLUSIONS AND RECOMMENDATIONS 9.1 Storm 9.2 Sanitary 9.1 Water
LIST OF TABLES Table 1 Pre‐development Peak Flows Table 2 Post‐development Peak Flows
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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TABLE OF CONTENTS...... (Continued) LIST OF APPENDICES Appendix "A" Plans
Location Map Site Plan Drawing
Appendix "B" Stormwater Management
Subdivision Master Storm Drainage Area Plan (Ashley Herak Subdivision Phase 2) Subdivision Storm Drainage Area Plan (Ashley Herak Subdivision Phase 1) Subdivision Storm Drainage Area Plan (Ashley Herak Subdivision Phase 2A ‐ 2B) Existing Storm Drainage Area Plan Proposed Concept Rough Grading Plan Proposed Storm Drainage Area Plan Runoff Coefficient Calculations Pre‐development Peak Flow Calculations Post‐development Peak Flow Calculations Storm Sewer Design Sheet Subdivision Storm Sewer Design Sheet (Ashley Herak Subdivision Phase 2A ‐ 2B)
Appendix "C" Sanitary Drainage System
Post‐development Sanitary Flow Calculations Subdivision Sanitary Drainage Area Plan (Ashley Herak Subdivision Phase 2A ‐ 2B) Proposed Sanitary Drainage Area Plan Sanitary Sewer Design Sheet
Appendix "D" Water Supply System
Post‐development Water Supply Requirement Calculations Proposed Water Distribution Plan
Appendix "E" Statement of Limiting Conditions and Assumptions
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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1.0 INTRODUCTION Flora Designs Inc. has been retained by Strategy 4 Inc. to prepare a Functional Servicing and Stormwater Management Report (SWM‐FSR) for the proposed Iroquois Ridge Subdivision, in accordance with the Development Engineering Procedures & Guidelines Manual provided by the Town of Oakville, the Region of Halton design guidelines and MOE Stormwater Management Planning and Design Manual 2003 (SWMPD). This report is prepared in support of a Draft Plan of Residential Subdivision & Re‐Zoning Applications by Strategy 4 Inc. acting on behalf of the Halton Catholic District School Board. The purpose of this report is to provide site‐specific information for the Town and Region’s review with respect to the infrastructure required to support the proposed development regarding storm drainage, sanitary drainage and water supply. An inventory of the existing infrastructure in the area of proposed development was carried out. This report discusses the existing services together with the servicing requirements for the proposed development. 2.0 SITE DESCRIPTION The proposed development site is located on Coronation Drive, Town of Oakville, Ontario (Appendix "A"). The site is bounded as follows: Existing residential developments and North Ridge Trail beyond to the North, Coronation Drive to the East, Existing residential developments and Tesla Crescent beyond to the South, and Existing residential developments and Eighth Line beyond to the West.
The major portion of the proposed development lands are located within the Ashley Herak Subdivision Phase 2A and 2B designed by Anton Kikas Ltd. A small portion of the site area adjoining north property line is located within the Eighth Line Argo Subdivision designed by Stantec Consulting. The subject site is approximately 27,631.20 m2 (2.76 hectares) in size. Currently the property is vacant. 3.0 SITE PROPOSAL The Draft Plan of Residential Subdivision Application proposes 52 single family detached houses and internal roads in accordance with the Town of Oakville standards. A reduced version of the draft site plan of subdivision is included in Appendix "A". Please refer to the site statistics provided by Strategy 4 Inc. 4.0 TRANSPORTATION SYSTEM The proposed development site is located at 2337 Coronation Drive and is in a good location to be serviced by a minor local road connecting to Northridge Trail and Dundas Street being collector road running east‐west and connecting to Eighth Line being a collector road running north‐south. The existing road system will provide good access to major highways such as Queen Elizabeth Way and Highway 403. Also, the existing road pattern will provide good access
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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to nearby commercial districts, municipal offices, community centres and parks. The proposed access to the site will be provided by proposed Street “A” connecting to Coronation Drive. 5.0 BACKGROUND REPORTS The major portion of the proposed development lands are located within the Ashley Herak Subdivision Phase 2A and 2B designed by Anton Kikas Ltd. A small portion of the site area adjoining the north property line is located within the Eighth Line Argo Subdivision designed by Stantec Consulting. Therefore, the storm, sanitary and water servicing design for the subject lands must comply with the subdivision engineering design parameters in addition to the design standards provided by the Town of Oakville and the Region of Halton. The following documents have been reviewed in order to identify the constraints, which govern the development of the subject site:
1. Stormwater Management Design Brief for Ashley Herak Iroquois Ridge Community North District prepared by Anton Kikas Limited Revised February 2002.
2. Drainage area plans and other design documents prepared for subdivisions 20M‐827, 20M‐828, 20M‐846 and 20M‐858.
6.0 STORM DRAINAGE SYSTEM
6.1 Existing Conditions Currently the site is vacant and rough graded to manage the interim drainage. Per the interim site grading design prepared by Anton Kikas Ltd., the entire site area drains towards south‐west corner of the property through overland sheet flow. A temporary swale is provided adjoining the south and west property lines to capture the storm runoff, which is subsequently discharging to the existing infrastructure of storm sewers located in the road allowance of Eighth Line through a 675mm diameter storm sewer running through an easement along the side yards of two existing residential units fronting Eighth Line. This 675mm diameter storm sewer is sized to convey 0.38 m3/s flow during the 100‐year rainfall event from this 2.76 ha of site area, considering a runoff co‐efficient of 0.25. A copy of the general storm drainage plans identifying allowable runoff coefficients and release rates from the Ashley Herak Subdivision design has been illustrated in Appendix "B". Furthermore, the subdivision design proposes approx 1.06 ha site area adjoining the west property line (CA‐2‐Pre) that will discharge to the SWM infrastructure located within the road allowance of Eighth Line that is sized to convey major system flows. The remaining 1.70 ha of site area located at the east portion of the site (CA‐1‐Pre) will discharge to the SWM infrastructure located within the road allowance of Coronation Drive that is sized to convey minor system flows. A summary of the pre‐development peak flows and post‐development allowable release at both outlet locations are provided in Table‐1 below and a detailed pre‐development peak flow calculation is included in Appendix "B".
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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Table‐1 Pre‐development Peak Flows Storm Event Peak Flow (CA‐1‐Pre)
Outlet at Coronation Drive
(m3/s)
Peak Flow (CA‐2‐Pre) Outlet at Eighth Line
(m3/s) 5‐year 0.378 0.084 100‐year 0.664 0.148
6.2 Proposed Stormwater Management
The post‐development Stormwater Management will be justified by discussing the following stormwater controls: 6.2.1 Quantity Control
Stormwater quantity control is typically implemented to minimise the potential for downstream flooding, stream bank erosion and overflow of infrastructure. However, as outlined in the Ashley Herak subdivision SWM design prepared by Anton Kikas Ltd., the stormwater quantity control for the site area occupied by the proposed subdivision development is provided in the end‐of‐pipe SWM Wet Pond facility located near Kestell Boulevard at the south edge of subdivision. In order to comply with the subdivision engineering design, the post‐development drainage areas have been separated into two drainage systems discharging at Coronation Drive and Eighth Line. The site area discharging at Coronation Dive (CA‐1‐Post, CA‐2‐Post and CA‐3‐Post) consists of 2.48 ha area and the site area discharging at Eighth Line (CA‐4‐Post) consists of 0.28 ha area. The value of the post‐development runoff coefficient is based on the Town guidelines for single family detached homes. A summary of the post‐development peak flows at both outlet locations are provided in Table‐2 below and a detailed post‐development peak flow calculation is included in Appendix "B".
Table‐2 Post‐development Peak Flows Storm Event Peak Flow (CA‐1‐Pre)
Outlet at Coronation Drive
(m3/s)
Peak Flow (CA‐2‐Pre) Outlet at Eighth Line
(m3/s) 5‐year 0.352 0.040 100‐year 0.619 0.070
The calculated values of pre‐development and post‐development flows at both outlet location concludes that the post development flow from these development lands shall be less than the pre‐development allowable parameters established in the subdivision engineering design. Therefore, this development application does not propose any additional lot level quantity control measures in the post‐development condition. Detailed calculations for the on‐site storm sewer design, a copy of the
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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subdivision storm sewer design sheet and the post‐development drainage area plan for this site has been illustrated in Appendix "B".
6.2.2 Quality Control In accordance with the MOE SWM Planning & Design Manual, various levels of treatment are defined with the goal to maintain or enhance existing aquatic habitat based on the efficiency of total suspended solids (TSS) removal. In accordance with the Town of Oakville standard for the site area, stormwater should be treated to Enhanced Protection level as defined in the MOE SWM Planning & Design Manual (2003). However, per the subdivision engineering design parameters established by Anton Kikas Ltd., the stormwater quality control for the site area occupied by the proposed subdivision development is provided in the end‐of‐pipe SWM Wet Pond facility located near Kestell Boulevard at the south edge of subdivision. Therefore, this development application does not propose any additional lot level quality control measures in the post‐development condition.
6.3 Downstream Capacity The subdivision engineering design is prepared considering the site area occupied by the this development will contribute to the existing subdivision infrastructure of storm sewer and overland flow paths. Since the post‐development peak flows are less than the allowable subdivision parameters, there will be no need to map the downstream capacity of the existing storm sewer infrastructure and the existing end‐of‐pipe SWM facility.
7.0 SANITARY DRAINAGE SYSTEM Currently the property id vacant. The proposed development on site will be serviced by the existing infrastructure of sanitary sewer located within the road allowance of Coronation Drive.
7.1 Subdivision Design
As outlined in the Ashley Herak subdivision design prepared by Anton Kikas Ltd., this 2.76 ha of site area was accounted to contribute to the existing municipal sanitary sewer infrastructure located with the road allowance of Coronation Drive considering a population density of 285 persons. A copy of sanitary drainage area plan from the Ashley Herak subdivision design has been illustrated in Appendix "C".
7.2 Proposed Sanitary Drainage System In the post‐development condition, the maximum anticipated population accountable are 152 persons. Based on calculated population density and infiltration allowance, the post‐development sanitary discharge flows from the site in accordance with the Region of Halton guidelines is calculated at 2.82 L/s. A Sanitary Sewer Design Chart showing detailed sanitary flow and sanitary sewer design calculations is included in Appendix "C".
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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7.3 Proposed Sanitary Service A 200mm diameter sanitary service connection was provided in the subdivision engineering design from existing MH 44 A which is not at a favourable location for the proposed draft plan of subdivision. Therefore, this development application proposes a new 200mm diameter sanitary service connection and an internal network of sanitary sewers in accordance with the Region of Halton design guidelines. The lots fronting Coronation Drive will be provided with separate sanitary connections from the municipal sanitary sewer located on Coronation Drive. It is anticipated that the existing 200mm diameter sanitary service would be specified to be removed at detail design stage.
7.4 Downstream Capacity The subdivision engineering design is prepared considering the site area occupied by the proposed subdivision development will contribute to the existing infrastructure of sanitary sewer located within the road allowance of Coronation Drive. Since the maximum anticipated population accountable from this development lands are less than the accounted subdivision population, there will be no need to map the downstream capacity of the existing sanitary sewer infrastructure.
8.0 WATER SUPPLY SYSTEM Currently the property id vacant. The proposed development on site will be serviced by the existing infrastructure of 250mm diameter watermain located within the road allowance of Coronation Drive.
8.1 Existing Water Supply System The water supply requirements for the existing land use was not analysed.
8.2 Proposed Water Supply Requirements
The post‐development water supply requirements are calculated in accordance with the Water and Wastewater Linear Design Manual provided by the Region of Halton. This manual provides peaking factors to calculate peak hour and maximum day water demand. The estimated water consumption of approximately 1.09 L/s with a peak hourly demand of 1.94 L/s will be required to service the proposed development. Detailed calculations are included in Appendix "D". The Town of Oakville and Region of Halton requires the fire flow calculation based on the Water Supply for Public Fire Protection Guidelines provided by the Fire Underwriters Survey (FUS). The actual fire flow required for the proposed development will be calculated at detailed engineering design stage considering gross floor area of the proposed residential units and its proximity with the adjoining units.
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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8.3 Proposed Water Service Currently two water services are provided to serve the proposed establishments are not at the favourable location for the proposed draft plan of subdivision. Therefore, this development application proposes a new 200mm diameter water service connection and an internal network of 200mm diameter watermain in accordance with the Region of Halton design guidelines. The lots fronting Coronation Drive will be provided with separate water service connections from the municipal watermain located on Coronation Drive. It is anticipated that the existing water services would be specified to be removed at detail design stage.
9.0 CONCLUSIONS AND RECOMMENDATIONS This report is to be read in conjunction with the submission materials for the project proposal known as proposed Draft Plan of Residential Subdivision Application for Iroquois Ridge Subdivision located at Coronation Drive, Town of Oakville. Based on our investigation, we conclude and recommend the following:
9.1 STORM
1. The subdivision engineering design is prepared considering the site area
occupied by the proposed subdivision development will contribute to the existing subdivision infrastructure of storm sewer and overland flow paths.
2. The post‐development peak flows are less than the allowable subdivision parameters.
3. The quality control for the site area occupied by the proposed development is provided in the end‐of‐pipe SWM Wet Pond facility located near Kestell Boulevard at the south edge of subdivision.
4. Erosion and Sediment controls are to be implemented during construction to prevent silt‐laden runoff from leaving the site in accordance with the "Erosion & Sediment Control Guidelines for Urban Construction".
9.2 SANITARY 1. Per the subdivision engineering design, the 2.76 ha site area occupied by
proposed subdivision development was accounted to contribute the existing municipal sanitary sewer infrastructure located with the road allowance of Coronation Drive considering a population density of 285 persons.
2. The post development maximum anticipated population accountable is less than the allowable subdivision population.
3. This development application proposes to remove existing 200mm diameter service connection provided with the subdivision engineering design.
4. This development application proposes a new 200mm diameter sanitary service connection and an internal network of sanitary sewers in accordance with the Region of Halton design guidelines.
9.3 WATER
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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1. The estimated water consumption of approximately 1.09 L/s with a peak hourly demand of 1.94 L/s will be required to service the proposed development with domestic water.
2. The actual fire flow required for proposed development will be calculated at detailed engineering design stage.
3. This development application proposes to remove two existing water service connections provided with the subdivision engineering design.
4. This development application proposes a new 200mm diameter water service connection and an internal network of 200mm diameter watermain in accordance with the Region of Halton design guidelines.
We trust that this report satisfies the requirements of the Town of Oakville and Region of Halton with respect to the subject development. Should you have any questions, please feel free to contact the undersigned.
Yours truly, FLORA DESIGNS INC.
Denish Kanani (EIT‐PEO) Chirag C. Patel, P.Eng, PMP Project Coordinator Senior Project Manager
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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Appendix "A" Plans
Location Map Site Plan Drawing
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LOCATION MAP (NTS)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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SITE PLAN DRAWING (NTS)
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Appendix "B" Storm Drainage System
Subdivision Master Storm Drainage Area Plan (Ashley Herak Subdivision Phase 2) Subdivision Storm Drainage Area Plan (Ashley Herak Subdivision Phase 1) Subdivision Storm Drainage Area Plan (Ashley Herak Subdivision Phase 2A ‐ 2B) Existing Storm Drainage Area Plan Proposed Concept Rough Grading Plan Proposed Storm Drainage Area Plan Runoff Coefficient Calculations Pre‐development Peak Flow Calculations Post‐development Peak Flow Calculations Storm Sewer Design Sheet Subdivision Storm Sewer Design Sheet (Ashley Herak Subdivision Phase 2A ‐ 2B)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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SUBDIVISION MASTER STORM DRAINAGE AREA PLAN (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 2)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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SUBDIVISION STORM DRAINAGE AREA PLAN (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 1)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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SUBDIVISION STORM DRAINAGE AREA PLAN (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 2A and 2B)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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EXISTING STORM DRAINAGE PLAN (NTS)
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PROPOSED CONCEPT ROUGH GRADING PLAN (NTS)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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PROPOSED STORM DRAINAGE AREA PLAN (NTS)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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RUNOFF COEFFICIENT CALCULATION In accordance with Development Engineering Procedures & Guidelines Manual, Town of Oakville
Landscape Areas 0.25 Asphalt, Concrete, Roof Areas 0.90
Pre‐Development Drainage Area
Area (m2) Area (ha) Catchment # Imp. Total Imp. Total
% Imp. Runoff Coeff. CA‐1‐Pre 0.00 17031.20 0.00 1.70 ‐‐ 0.70 CA‐2‐Pre 0.00 10600.00 0.00 1.06 ‐‐ 0.25
0.00 27631.20 0.00 2.76 ‐‐ 0.25 Pre‐development Runoff Coefficient ( C ) The runoff coefficients are based on the values allocated in the subdivision design
Post‐Development Drainage Area ‐ Discharge at Coronation Drive
Area (m2) Area (ha) Catchment # Imp. Total Imp. Total
% Imp. Runoff Coeff. CA‐1‐Post 2692.22 8974.06 0.27 0.90 30.00 0.45 CA‐2‐Post 3596.46 11988.21 0.36 1.20 30.00 0.45 CA‐3‐Post 1155.53 3851.75 0.12 0.39 30.00 0.45 TOTAL 7444.21 24814.02 0.74 2.48 30.00 0.45
Post‐Development Drainage Area ‐ Discharge at Eighth Line CA‐4‐Post 845.15 2817.18 0.08 0.28 30.00 0.45 TOTAL 845.15 2817.18 0.08 0.28 30.00 0.45
Post‐development Runoff Coefficient ( C ) C = 0.9 i + 0.25 (1 ‐ i), Where i=Imperviousness Ratio Post‐Development Sub‐Catchment Area ‐ CA‐1‐Post
Area (m2) Area (ha) Inlet Location Imp. Total Imp. Total
% Imp. Runoff Coeff. MH4 to MH3 1935.13 6450.42 0.19 0.65 30.00 0.45 MH3 to MH2 757.09 2523.64 0.08 0.25 30.00 0.45
2692.22 8974.06 0.27 0.90 30.00 0.45
Post‐Development Sub‐Catchment Area ‐ CA‐2‐Post Area (m2) Area (ha) Inlet Location
Imp. Total Imp. Total % Imp. Runoff Coeff.
MH6 to MH4 943.50 3144.99 0.09 0.31 30.00 0.45 MH6 to MH5 1487.02 4956.72 0.15 0.50 30.00 0.45 MH5 to MH3 1165.95 3886.50 0.12 0.39 30.00 0.45
3596.46 11988.21 0.36 1.20 30.00 0.45
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PRE‐DEVELOPMENT PEAK FLOW CALCULATIONS
Drainage Area
Runoff Coefficient
Time of Concentration Catchment #
"A" in Hector "C" "Tc" in Minute CA-1-Pre 1.70 0.70 10 CA-2-Pre 1.06 0.25 10
Rational Method Calculation:
Q = 2.78CIA Where: Q = Runoff Quantity (Flow) in liter/sec A = Drainage Area in Hectors C = Runoff Coefficient I = Average Rainfall Intensity - mm/h Event 5 yr IDF Data Set, Town of Oakville Coefficient, a = 1170.00
Coefficient, b = 5.80 ( I ) = a * (Tc + b)^c Exponent, c = -0.84
Catchment # A (ha) I
(mm/h) C Q
(L/s) Q
(m3/s) CA-1-Pre 1.70 114.21 0.70 377.84 0.378 CA-2-Pre 1.06 114.21 0.25 84.14 0.084
Event 100 yr IDF Data Set, Town of Oakville Coefficient, a = 2150.00
Coefficient, b = 5.70 ( I ) = a * (Tc + b)^c Exponent, c = -0.86
Catchment # A (ha) I
(mm/h) C Q
(L/s) Q
(m3/s) CA-1-Pre 1.70 200.80 0.70 664.29 0.664 CA-2-Pre 1.06 200.80 0.25 147.93 0.148
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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POST‐DEVELOPMENT PEAK FLOW CALCULATIONS
Drainage Area
Runoff Coefficient
Time of Concentration Catchment #
"A" in Hector "C" "Tc" in Minute CA-1-Post 0.90 0.45 10 CA-2-Post 1.20 0.45 10 CA-3-Post 0.39 0.45 10 CA-4-Post 0.28 0.45 10
Rational Method Calculation:
Q = 2.78CIA Where: Q = Runoff Quantity (Flow) in liter/sec A = Drainage Area in Hectors C = Runoff Coefficient I = Average Rainfall Intensity - mm/h Event 5 yr IDF Data Set, Town of Oakville Coefficient, a = 1170.00
Coefficient, b = 5.80 ( I ) = a * (Tc + b)^c Exponent, c = -0.84
Catchment # A (ha) I
(mm/h) C Q
(L/s) Q
(m3/s) CA-1-Post 0.90 114.21 0.45 127.16 0.127 CA-2-Post 1.20 114.21 0.45 169.55 0.170 CA-3-Post 0.39 114.21 0.45 55.10 0.055
TOTAL 0.352
CA-4-Post 0.28 114.21 0.45 39.56 0.040
Event 100 yr IDF Data Set, Town of Oakville Coefficient, a = 2150.00
Coefficient, b = 5.70 ( I ) = a * (Tc + b)^c Exponent, c = -0.86
Catchment # A (ha) I
(mm/h) C Q
(L/s) Q
(m3/s) CA-1-Post 0.90 200.80 0.45 223.57 0.224 CA-2-Post 1.20 200.80 0.45 298.10 0.298 CA-3-Post 0.39 200.80 0.45 96.88 0.097
TOTAL 0.619
CA-4-Post 0.28 200.80 0.45 69.56 0.070
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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STORM SEWER DESIGN SHEET
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SUBDIVISION STORM SEWER DESIGN SHEET (Ref: SWM Report, Ashley Herak Subdivision Phase 2A and 2B)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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Appendix "C" Sanitary Drainage System
Post‐development Sanitary Flow Calculations Subdivision Sanitary Drainage Area Plan (Ashley Herak Subdivision Phase 2A ‐ 2B) Proposed Sanitary Drainage Area Plan Sanitary Sewer Design Sheet
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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POST‐DEVELOPMENT SANITARY FLOW CALCULATIONS (According to Table 3-1, Design Criteria, Region of Halton)
Type of Development
Equivalent Population
Density (Persons/ha)
Unit Sewage Flow
(L/cap/day)
Infiltration Allowance (I)
(L/ha/s)
Single Family 55 275 0.28646
Dry Weather Flow Gross Site Area (A) = 2.76 ha
Average Dry Weather Flows (Q1) = ( ( P * q ) / 86400
) (Q1) = 0.48 L/Sec
Modified Harmon Peaking Factor
Design Population (P) = 0.152 In thousand
Harmon Peaking Factor (M) = ( 1 + ( 14 / ( 4 + P^0.5) ) ) (M) = 4.19
Infiltration Flow
Infiltration Flows (Q2) = ( I * A ) (Q2) = 0.79 L/Sec
Design Flow
Design Flows (Q) =
Average Dry
Weather Flow x
Average Peak Wastewater
+ Flow Factor
Infiltration Allowance
(I x A)
Design Flows (Q) = 2.82 L/Sec
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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SUBDIVISION SANITARY DRAINAGE AREA PLAN (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 2A and 2B)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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PROPOSED SANITARY DRAINAGE AREA PLAN (NTS)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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Page 30 of 35
SANITARY SEWER DESIGN SHEET
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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Page 31 of 35
Appendix "D" Water Supply System
Post‐development Water Supply Requirement Calculations Proposed Water Distribution Plan
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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POST‐DEVELOPMENT WATER SUPPLY REQUIREMENT CALCULATIONS Post-development population density (According to Table 2-1, Design Criteria, Region of Halton) Development
Type Equivalent population
density (Persons/ha)
Area of Site (ha)
Population (Persons)
Single Family 55 2.76 152
Design water Demand is greater of following;
a) Max. Daily Demand Plus Fire Flow b) Max. Hourly Demand
Type of
Development Average Daily
Demand Unit
Single Family 275 liters/capita
Peaking Factors (Clause 2.4 & Table 2-2, Design Criteria, Region of Halton)
Type of Development
Maximum Daily Demand
Maximum Hourly
Demand Single Family 2.25 4.00
Post-development Water Supply Requirements Design Water
Demand Population (Persons)
Per capita demand
(L/Cap/day)
Volume Required
(L/day)
Volume Required
(L/sec) Max. Daily Demand 152 619 94050 1.09
Max. Hourly Demand 152 1100 167200 1.94
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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PROPOSED WATER DISTRIBUTION PLAN (NTS)
Functional Servicing and Stormwater Management Report Iroquois Ridge Subdivision, Coronation Drive, Town of Oakville, ON File: 16313
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