FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT … › assets › 2011 planning › da-141020-swm.pdfcoefficients and release rates from the Ashley Herak Subdivision design has been

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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                     

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Appendix "A"  Plans  

Location Map  Site Plan Drawing 

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LOCATION MAP                                                  (NTS)  

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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) 

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SUBDIVISION MASTER STORM DRAINAGE AREA PLAN               (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 2)    

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SUBDIVISION STORM DRAINAGE AREA PLAN                 (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 1)  

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SUBDIVISION STORM DRAINAGE AREA PLAN                 (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 2A and 2B) 

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EXISTING STORM DRAINAGE PLAN                  (NTS) 

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PROPOSED CONCEPT ROUGH GRADING PLAN              (NTS) 

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PROPOSED STORM DRAINAGE AREA PLAN                (NTS) 

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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

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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) 

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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 

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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

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SUBDIVISION SANITARY DRAINAGE AREA PLAN                 (NTS) (Ref: SWM Report, Ashley Herak Subdivision Phase 2A and 2B) 

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PROPOSED SANITARY DRAINAGE AREA PLAN              (NTS) 

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SANITARY SEWER DESIGN SHEET 

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Appendix "D"  Water Supply System  

Post‐development Water Supply Requirement Calculations  Proposed Water Distribution Plan 

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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

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PROPOSED WATER DISTRIBUTION PLAN              (NTS) 

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