FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT ONTARIO INC. TOWNSHIP OF SOUTHGATE GLENELG RESIDENTIAL DEVELOPMENT

Transcription

1 FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT ONTARIO INC. TOWNSHIP OF SOUTHGATE GLENELG RESIDENTIAL DEVELOPMENT PREPARED BY: C.F. CROZIER & ASSOCIATES INC. 40 HURON STREET COLLINGWOOD, ONTARIO L9Y 4R3 SEPTEMBER 2018 CFCA FILE NO THE MATERIAL IN THIS REPORT REFLECTS BEST JUDGMENT IN LIGHT OF THE INFORMATION AVAILABLE AT THE TIME OF PREPARATION. ANY USE WHICH A THIRD PARTY MAKES OF THIS REPORT, OR ANY RELIANCE ON OR DECISIONS MADE BASED ON IT, ARE THE RESPONSIBILITIES OF SUCH THIRD PARTIES. C.F. CROZIER & ASSOCIATES INC. ACCEPTS NO RESPONSIBILITY FOR DAMAGES, IF ANY, SUFFERED BY ANY THIRD PARTY AS A RESULT OF DECISIONS MADE OR ACTIONS BASED ON THIS REPORT.

2 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 Table of Contents 1. Introduction Background Site Description Road Standard Sanitary Sewage System Water Servicing Utilities Stormwater Management and Site Drainage Conclusions and Recommendations... 8 C.F. Crozier & Associates Inc. Project No

3 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September Introduction CF Crozier & Associates Inc. ( Crozier ) has been retained by Ontario Inc. (the Developer) to prepare a Functional Servicing and Stormwater Management Report to support a Zoning Bylaw Amendment, Official Plan Amendment and Draft Plan Application for a proposed residential development located in the west end the Community of Dundalk, Township of Southgate. The proposed development is referred to as Glenelg Residential Development and is located on an approximately 33 ha property that is bounded by Glenelg Street to the south, the CP Rail Trail to the east, agricultural lands to the north, and Ida Street and residential properties to the west. This property is legally described as Part of Lots 225, 226, 227 and 228, Concession 2, Southwest of the Toronto and Sydenham Road, All of Lot Y and Part of the Unnamed Street Lying Northeast of Part Lot 3, Block S, Registered Plan 480, Geographic Township of Proton, Township of Southgate, County of Grey. The Developer s property lies both within and outside the settlement boundary, however this application is made only for those lands which lie within the settlement boundary. Lands to the north of the settlement boundary are not subject to this application, however consideration has been made in the servicing and stormwater design to accommodate these lands, should they be developed at a future date. The proposed development constitutes approximately 14.6 ha of the total property, and is bounded by Glenelg Street to the south, a natural heritage area to the west, the CP Rail Trail to the east, and other lands owned by the Developer which lie outside of the Dundalk Settlement Boundary to the north. See Figure 1 for the Site Location. The proposed development is bounded by development constraints to the north (Dundalk Settlement Boundary) and west (environmental hazard lands). Within the developable parcels of the site, the Developer intends to develop a residential development which will comprise 127 single detached units, 26 townhouse units, open space/ park blocks, a stormwater management block, and approximately 1.3km of urban right of way. An allowance is also provided for an additional 2 single detached units which may be developed at a future date. See Figure 2 for the Draft Plan of the proposed development. The Developer has assembled a multi-disciplinary consulting team to assist with the technical studies in support of this development. The consulting team includes: SLR (environmental and hydrogeological) Sirati & Partners Consultants Limited (geotechnical) MHBC (planning) CF Crozier & Associates Inc. (civil and transportation engineering) This report should be read in conjunction with the studies, plans and reports prepared by of other members of the development team. This report has been prepared to provide information concerning the servicing (water, sewer, utilities and roads) and stormwater management of the development. Contained within this report is a background discussion (Section 2); a description of the existing site conditions (Section 3); the recommended road network, sanitary sewage, water distribution, and public utilities (Section 4, 5, 6 and 7, respectively); the proposed stormwater management strategy (Section 8); and conclusions & recommendations (Section 9). C.F. Crozier & Associates Inc. Page 1 Project No

4 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September Background The subject development is currently zoned as Agricultural, Deferred Development, and Environmental Protection per the Township of Southgate Zoning Bylaw (2009). The lands are designated as Hazard Lands, Neighborhood Area, and Industrial within the Township of Southgate Official Plan (2009). 3. Site Description The overall approximately 33 ha property consists largely of agricultural fields, with several farming and residential structures currently existing onsite. A natural heritage area exists in the western portion of the site; the limits of which have been staked and an appropriate 10m development setback has been applied from the natural heritage area/ dripline. The natural heritage constraints on site have been investigated in detail by SLR. Refer to the Environmental Impact Study (SLR, September 2018) for more information. The property is relatively flat with rolling hills contouring towards the west, and high points along the eastern boundary of the site. Onsite elevations range from approximately to 522 masl. The site lies on the regulatory boundaries of the Saugeen Valley and Grand River Conservation Authorities. Site drainage is further discussed in Section 8.2. A 2016 onsite geotechnical investigation and report was completed by Sirati & Partners Consultants Limited, and is presented under separate cover as part of this application. This report indicates the site as being underlain by water bearing cohesionless soils overlying sandy silt till. The cohesionless soil strata is composed of silt, sandy silt, silty sand and sand and gravel. These findings are supplemented by the Soil Survey map of Grey County (1962) which indicates the site as being underlain by Parkhill Loam and Listowel Silty Loam soils. 4. Road Standard Access to the development is proposed to be provided through two entrances located along Glenelg Street. Roadways and entrances will be constructed in conformance with the Township of Southgate Engineering Standards. A Traffic Impact Study has been prepared by our office under separate cover, which details transportation engineering considerations and mitigative measures related to the development. Roadway slopes will range between 0.5% and 8% in conformance with Township of Southgate Engineering Standards. The general grading strategy for the development is presented in Figure 3. Design criteria for the entrances will meet municipal guidelines as well as the applicable sections from the Ontario Building Code (i.e. fire routes). Internal roadways of the development will be assumed by the Municipality upon registration of the subdivision. 5. Sanitary Sewage System The following section provides an analysis of the servicing strategy for the proposed sanitary sewage system at the development. C.F. Crozier & Associates Inc. Page 2 Project No

5 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 Wastewater Treatment Plant Capacity The existing wastewater treatment plant (WWTP) is located on Eco Parkway in the south of Dundalk. The plant treats sewage and discharges the treated effluent to the Foley Drain/ Grand River. Per the Township of Southgate 2018 Reserve Capacity, the plant operates on average at 1009m 3 /day of its 1832m 3 /day design capacity, corresponding to approximately 55% utilization. Previously our office has completed WWTP capacity calculations in support of the Dundalk Meadows development. In accordance with these calculations, the combined demands of the ongoing and proposed Dundalk Meadows East, Dundalk Meadows North, Glenelg Residential Development, and Dundalk Meadows Block 75 developments will exceed the WWTP capacity by The Township has initiated an Environmental Assessment to identify options for increasing capacity, which is expected to be completed in The aforementioned capacity calculations and Township of Southgate 2018 Reserve Capacity summary are available in Appendix A. Existing Infrastructure The existing sewage infrastructure at or near the development includes the following: 200mm diameter sanitary sewer along Glenelg Street, terminating at approximately the subject lands. Proposed Servicing Strategy Sanitary servicing for the development will be supplied by way of connection to the existing Dundalk sanitary sewer collection network with flows from the site ultimately receiving treatment at the Dundalk Wastewater Treatment Plant. Internal sanitary servicing for the development will be provided by gravity sewer following the proposed internal roadway network with individual service connections to each building. Upon subdivision registration, sewers and associated roadways will be assumed by the Municipality. Sanitary flow estimates indicate that the 153 units of the development will contribute peak flows of approximately 13.2L/s upon full buildout. See Appendix B for sanitary flow estimates. Sanitary sewer for the development will connect to the existing 200mm diameter sewer along Glenelg Street utilizing a doghouse manhole. Conveyance capacity of all downstream infrastructure will be subject to confirmation by the Township s Engineering Consultant. The General Servicing Plan for the development is shown in Figure Water Servicing Potable water for the development will be supplied by the Dundalk municipal water distribution system. Water Treatment Capacity The existing water treatment system in Dundalk is comprised of two production wells, one monitoring well and a distribution system. As of 2017, the well system operates at average daily flows and maximum daily flows of 460 m 3 /day and 964 m 3 /day respectively. These values represent approximately 16% and 34% of the systems 2,819 m 3 /day capacity. (Dundalk Waterworks Plant 2017 Annual Report). A third well is in the final stages of the Environmental Assessment and is expected to C.F. Crozier & Associates Inc. Page 3 Project No

6 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 bring approximately 1,100 units of additional capacity online in This will provide ample capacity for the subject development. Existing and Proposed Infrastructure The existing water distribution infrastructure at or near the development includes the following: 150mm watermain along Grey Street South. The development will be serviced by extending the watermain along Grey Street South westward to service the development. Internal watermain layout will follow the alignment of the development right-of-ways, and will service the development through both of the proposed entrances along Glenelg Street. This will facilitate a looped distribution network satisfying the applicable requirement of the Ministry of the Environment, Conservation and Parks. The Draft Plan does not have any watermain dead-ends and therefore, there should be no issue with respect to providing adequate water circulation and preventing the potential for stagnant potable water. Fire hydrants will be spaced as required to provide the necessary fire protection per municipal standards. Required domestic water flows have been calculated to be 11.5L/s. Additional water supply considerations including fire suppression requirements will be determined through the detailed design phase. Internal watermain sizing will be subject to detailed design and confirmation through Township s Engineering Consultant. See Appendix C for preliminary calculation of domestic water flow requirements. The watermain layout is shown on Figure 4: General Servicing Plan. 7. Utilities The development will be serviced with natural gas, telephone, cable TV and hydro. All such utilities are available in the area of development. Coordination for extension of and connection to existing services will be undertaken as development approvals advance. Utilities are proposed to follow the alignment of the internal road network, with individual service connections to each lot. 8. Stormwater Management and Site Drainage 8.1 Stormwater Management Criteria The management of stormwater and site drainage for the proposed development must comply with the policies and standards of the various agencies including the Township of Southgate, Grand River Conservation Authority (GRCA), and the Ministry of Environment, Conservation and Parks (MOECP). Although the development bisects jurisdiction of both the GRCA and Saugeen Valley Conservation Authority (SVCA), these conservation authorities have confirmed that the GRCA will be the agency responsible for the review and approvals of the development. The stormwater management criteria that will be met with the development of the Glenelg Residential Development are as follows: Water Quantity Control o Control of post development peak flows to pre-development levels for all storms up to and including the 100 year event. Water Quality Control o 80% removal efficiency of total suspended solids per MOECP enhanced protection requirements. C.F. Crozier & Associates Inc. Page 4 Project No

7 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 Erosion Control o 24 hour detention of the 25mm event. Development Standards o Urban cross section for public roadway with 5 year storm sewer system. o Lot grading at 2% optimum. o Minor and major drainage system to convey frequent and infrequent rainfall/runoff events, respectively. In meeting the applicable policies and standards of the aforementioned agencies, the development will also be required to meet the following criteria. Manage the internal stormwater by safely conveying peak flows to suitable outlets and provide the necessary water quality controls. Manage any external drainage entering the site by providing safe conveyance across the subject development. Ensuring the development lands are not susceptible to flood inundation during all storm events. 8.2 Existing Conditions Site Drainage The existing drainage patterns of the property are reflected in Figure 5. Topographic survey indicates that approximately 8.5ha of the overall property drains south towards the existing 800mm diameter CSP culvert at Glenelg Street. This 8.5 ha area includes the majority of the proposed development, and drainage from this area subsequently discharges through a marshy area south of Glenelg Street, and consequently through a series of municipal ditches and a second marshy area to ultimately reach the Foley Drain/ Grand River. The remaining approximately 24 ha of the total property, drains to the onsite natural heritage area at the west of the property. The area draining to the natural heritage area includes lands north of the settlement boundary, and a portion of the lands of the current Draft Plan. This natural heritage area is characterized by a significant number of enclosed depressions and channels which provide for abstraction of runoff. This area exhibits significant storage characteristics and poorly defined drainage. Culverts exist along both Ida Street and Glenelg Street however significant flooding would be required to initiate drainage through these culverts. Consequently there is likely little runoff from the natural heritage area during higher frequency rainfall events, and during typical conditions, runoff in this area is retained/ infiltrated. Nevertheless, local topography trends northwest towards Ida Street, and in the event of significant precipitation/ snowmelt which surcharges the area s natural storage capacity, runoff would drain northward along Ida street through a series of roadside ditches and culverts. To the east of the development lies the CP Rail Trail. This trail represents an elevated linear structure bounding the property line, and has been constructed with side ditches preventing external flows from the east from entering the development site. Floodplain Considerations The subject development lies at the headwaters of two watersheds. No watercourses traverse the property nor do any significant external drainage areas. Natural hazards associated with a C.F. Crozier & Associates Inc. Page 5 Project No

8 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 floodplain are defined by a minimum drainage area of 125 ha according to the Ministry of Natural Resources and Forestry. As such no constraints exist on the property. 8.3 Proposed Drainage Conditions A dual drainage system will be implemented to ensure adequate conveyance of runoff. The minor drainage system will consist of storm sewers with a minimum 5-year return capacity and the major system will consist of the road network. See the Grading and Stormwater Management Plan (Figure 3) for layout of storm sewers. Internal flows from the development will be directed via both the minor and major systems to outlet into a stormwater management facility (SWMF) adjacent to Glenelg Street. It is noted that to ensure the SWM block is adequate sized to provide quantity, quality, and erosion control, all flows from the development are being routed through the SWMF. Consequently, a small portion of lands totaling approximately 1.2 ha within the SVCA jurisdiction are being directed southward into the Grand River Watershed. As this area is minimal and currently drains to the natural heritage feature, this is not viewed as being hydrologically consequential. The stormwater management facility will incorporate a permanent pool and sediment forebay to provide appropriate water quality treatment, and will incorporate extended detention functionality to provide stormwater quality and erosion protection. An outlet from the facility will be provided to release flows through the marshy area south of Glenelg Street. Field reconnaissance indicates that this area exhibits preferential flow paths, and outlets southward to a series of municipal ditches which eventually discharge through an additional marshy area south of Hanbury Street and ultimately to the Foley Drain/ Grand River. Flow control will be provided to match post development flows to the culvert to meet pre development culvert flows. This is further discussed in Section 8.5. Operating characteristics of the proposed SWMF are available in Appendix D. Site topography generally trends away from the development area to the north, west, and south. To the east, the CP Rail Trail presents an elevated and ditched obstacle to flows entering the site. In consideration of these facts, external drainage is not anticipated to require mitigative measures to ensure conveyance around or through the site. 8.4 Stormwater Quality & Erosion Control It will be necessary to implement stormwater management practices to address the water quality and the erosion control requirements of the regulatory agencies. The development will utilize a permanent pool within the SWMF to provide enhanced protection per the MOECP (2003) guidelines, and will incorporate extended detention of 24 hours for the 3 hour - 25mm quality event. See Appendix D for extended detention calculations The water quality treatment considerations of the pond are summarized below in Table 1. As demonstrated in the below table, the provided SWMF provides the required water quality control volumes as specified by the MOECP. Further water quality design calculations are available in Appendix D. C.F. Crozier & Associates Inc. Page 6 Project No

9 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 Table 1: Stormwater Management Pond Characteristics -Water Quality Control MOECP Volume Required Volume Provided Criteria Permanent Pool 190 m 3 /ha 1,635 m 3 5,095 m 3 Extended Detention 40 m 3 /ha 436 m 3 3,275 m 3 Erosion Control N/A 1,417 m 3 3,275 m 3 *Water quality criteria based on 55% imperviousness per MOECP Stormwater Guidelines Table 3.2 ** Erosion Control determined as overall runoff in 25mm 3hr- Chicago event multiplied by total drainage area A sediment forebay has been provided to facilitate enhanced quality treatment in conformance with MOECP forebay design guidelines. See Appendix D for forebay sizing calculations. The SWMF layout is shown in Figure Hydrologic Modelling and Quantity Control Hydrologic modelling for the development was completed using SWMHYMO modelling software. The pre-development catchment outletting south of Glenelg Street (Catchment 101 ) was modelled utilizing the CALIB NASHYD command. In the post-development scenario, the development (Catchment 201 ) was modelled using the CALIB STANDHYD command, with assumed connected and total impervious values of 45% and 55% respectively, and the proposed SWM block was modelled as a CALIB STANDHYD command with an imperviousness of 50% (Catchment SWMF ). Post development drainage catchments are shown in Figure 7. Design storms were generated for the 5 year, 10 year, 25 year, 50 year and 100 year events utilizing both 3 hour Chicago and 24 hour SCS Type II rainfall distributions. It is noted that Township of Southgate Engineering Standards require only the modelling of 3 hour Chicago distribution storms for quantity control facilities. Nevertheless, the 24 hour SCS distribution has been included in pond design to ensure provision of adequate and conservative quantity/ volume control. The 25mm Chicago quality event was also modelled within SWMHYMO. Intensity-Duration- Frequency (IDF) values were derived from the Ministry of Transportation IDF tool for the Community of Dundalk. These IDF curves, hydrologic parameter sheets, and the results of the SWMHYMO modelling are available in Appendix E. The peak flows in the pre-development and post-development scenarios are summarized below in Table 2. Table 2: Stormwater Management Pond Characteristics -Water Quantity Control Precipitation Event Pond Post Pre- Provided Development Required Storage Development Active Release Rate (m Peak Flow (m 3 /s) ) Storage (m (m 3 /s) ) Catchment Area 8.5 ha 10.9 ha Year (SCS) ,900 15, Year (SCS) ,660 15, Year (SCS) ,620 15, Year (SCS) ,370 15, Year (SCS) ,090 15,640 5-Year (Chicago) ,490 15, Year (Chicago) ,030 15, Year (Chicago) ,680 15, Year (Chicago) ,190 15, Year (Chicago) ,670 15,640 25mm Chicago Event ,230 15,640 C.F. Crozier & Associates Inc. Page 7 Project No

10 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 As demonstrated in the above chart, the development controls all post development flows from the site to the Glenelg Street culvert to pre-development culvert flow levels for events up to and including the 100 year events. Volume and flow has been over-controlled for the development, as consideration has been provided to accommodating possible further development using this SWMF. The operating characteristics of the SWMF are summarized in Table 3 below. Table 3: SWMF Operating Characteristics Component Elevation Storage Required Storage Provided Bottom m Permanent Pool m 1635 m 3 5,095 m 3 Extended Detention m 1,417 m m 3 High Water Level m 7,090 m 3 15,640 m 3 Top of Berm m ,560 m 3 9. Conclusions and Recommendations Based on the foregoing, we conclude that the proposed Glenelg development can be adequately serviced. 1. Access to the site will be provided through two proposed entranceways along Glenelg Street. Internal roadways will be constructed to municipal urban right-of-way standards. 2. The subdivision will be fully serviced by way of municipal water and sewer. These servicing networks will follow the road alignment and will connect to existing municipal services along Glenelg Street and Grey Street South. 3. The site can be adequately serviced by the municipal water and sanitary systems subject to the planned municipal expansions 4. The development will be fully serviced by hydro, natural gas, cable and telecommunications. 5. Stormwater management controls will be implemented for the both quality and quantity control. The proposed SWM facility will provide enhanced protection level treatment while controlling post-development flows to pre-development levels for all storms up to the 100 year and Regional Hazel events. The facility will incorporate 24 hour retention of the 25mm event to provide erosion control. 6. Constrains do not exist for the proposed development as a result of natural hazards associated with a floodplain. C.F. Crozier & Associates Inc. Page 8 Project No

11 Glenelg Residential Development Functional Servicing and Stormwater Management Report Ontario Inc. September 2018 Based on the above, we recommend approval of the Planning Applications for the subject lands from the perspective of engineering servicing requirements. Respectfully Submitted, C.F. Crozier & Associates Inc. C.F. Crozier & Associates Inc. Brittany Roberston, P.Eng Project Manager Brendan Hummelen, P. Eng Project Engineer C.F. Crozier & Associates Inc. Brandon Powers, E.I.T. Engineering Intern J:\1000\1060-Flato Dev\4171-Glenelg\Reports\2018 FSR Formated Final.doc C.F. Crozier & Associates Inc. Page 9 Project No

12 APPENDIX A 2018 Reserve Capacity (Wastewater) WWTP and WTP Capacity Calculations C.F. Crozier & Associates Inc. Project No

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15 APPENDIX B Preliminary Sanitary Flow Calculations C.F. Crozier & Associates Inc. Project No

16 GlenElg Sanitary Design Criteria File: Date: August 14, 2018 By: BP Check By: Developed Site Area Number of Residential Units Single Residential Townhouse TOTAL: ha 127 units 26 units 153 units Person Per Unit Residential Population 3.50 persons/unit 536 persons Unit Sewage flows Residential Infiltration (typical) Total Design Sewage Flows 450 L/C-day 0.15 L/s/ha Infiltration/Inflow Residential 2.19 L/sec Average Daily Residential Flow 2.79 L/sec Residential Peak Factor (Harmon Formula) 4.0 Total Peak Daily Flow L/sec J:\1000\1060-Flato Dev\4171-Glenelg\Design\Design Flows\ Design Flows- Domestic and Sanitary

17 APPENDIX C Preliminary Domestic Water Demand Calculations C.F. Crozier & Associates Inc. Project No

18 File: Date: By: August 14, 2018 Check By: BP GlenElg- Domestic Water Design Criteria Developed Site Area Number of Residential Units- Single Detached Number of Residential Units- Townhouse Total Number of Units Persons Per Unit Residential Population Domestic Water Design Flows Residential (Per MOECC Design Guidelines) Total Domestic Water Design Flows Average Residential Daily Flow ha 127 units 26 units 153 units 3.5 persons/unit 536 persons 450 L/C-day 2.79 L/sec Max Day Peak Factor 2.75 Max Day Demand Flow 7.67 L/sec Peak Hour Factor 4.13 Peak Hour Flow L/sec J:\1000\1060-Flato Dev\4171-Glenelg\Design\Design Flows\ Design Flows- Domestic and Sanitary

19 APPENDIX D Forebay Design Calculations Extended Detention Calculations Pond Operating Characteristics Water Quality Design Calculations C.F. Crozier & Associates Inc. Project No

20 Project # Project Name: GlenElg Prepared by: BP Date: 02/22/18 FOREBAY DESIGN CALCULATIONS Forebay Settling length Variable Length of forebay (m) Width of forebay (m) Length-to-width ratio of forebay Peak flow rate from forebay in quality event (m 3 /s) Settling velocity (m/s) Value Dispersion Length Required Forebay length (m) Inlet flowrate in 5 year event (m 3 /s) Depth of the permanent pool in the forebay (m) Desired velocity in the forebay (m/s) Velocity in forebay check Length of dispersion (m) Depth of Forebay in 10 Year Event (m)** Cross sectional area (m 2 ) 10yr Flowrate (m 3 /s) Forebay Bottom Width Velocity in forebay (m/s)* Length of forebay (m) Minimum Forebay Bottom Width (m) DESIGN FOREBAY LENGTH (m) DESIGN BOTTOM WIDTH (m) * Desired maximum average velocity in the forebay is 0.15m/s, per MOE, 2003, Page 4-56 ** Represents depth of forebay, not actual 10-year depth. To be refined at detailed design.

21 Project: Project No.: Glenelg File: Extended Detention Design by: BP Date: September 10, 2018 EXTENDED DETENTION SPECIFICATIONS - SWM FACILITY (Per MOECC) Extended Detention Volume (Area x runoff from 25mm event) t (drawdown time - seconds, hours in italics) Ao (cross section area of orifice - sqm) (maximum water elevation above orifice for extended detention- m) C (discharge coefficient) Ap (average surface area for extended detention - sqm) t = 2*Ap*(h^0.5)/(C*Ao*(g*2)^0.5) Ao = sqm d = 220 mm Extended Detention Orifice Diameter (as designed) d = 220 mm

22 Project # Project Name: GlenElg Prepared by: BP Date: 02/22/18 SWM Facility Pond Stage Storage Outflow Calculations Outlet Structure Dimensions E.D. Orifice Diameter: 0.22 m E.D. Orifice Invert Elevation: m V- Notch Weir Angle 15 m V-Notch Weir Constant 0.18 m V-Notch Weir Invert m Rectangular weir Length 0.20 m Rectangular Weir Invert m Spillway Elev m Spillway Bot. Width 10 m Trap Side Slopes 6:1 Pond Dimensions Outlet Structure Discharge Elev. Depth Area Storage ED Orifice V-Notch Weir Rectangular Weir Spillway Width Spillway Total Above PP Volume Discharge Discharge Discharge Discharge Discharge (m) (m) (sqm) (cu.m) (cu.m/s) (cu.m/s) (m) (m) (cu.m/s) (cu.m/s) Permanent Pool Extended Detention High Water Level Top of Berm J:\1000\1060-Flato Dev\4171-Glenelg\Design\SWMHYMO\Pond Operating Characteristics

23 Water Quality Requirements Project #: Project: GlenElg Date: Aug By: BP Water Quality Requirements for SWMF Areas Contributing Area (ha) % Imp 25mm RV (mm) 25mm RV (m 3 ) Glenelg Catchment SWMF WEIGHTED IMP 54.3 MOE Total WQ Volume (m 3 /ha) 190 MOE ED Volume (m 3 /ha) 40 MOE ED Volume (m 3 ) 436 MOE PP Volume (m 3 /ha) 150 MOE PP Volume (m 3 ) 1635 Pond Required ED Volume (m 3 ) 436 Pond Required PP Volume (m 3 ) 1635 Available ED Volume at 0.30m Depth (m 3 ) 1910 Provided PP Volume (m 3 )* 5095 * =. Depth = ( ) = 5095

24 APPENDIX E Dundalk Intensity- Duration Frequency Curves Hydrologic Parameter Sheets SWMHYMO Modelling C.F. Crozier & Associates Inc. Project No

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27 Project Name: GlenElg Project Number: Date: 8/2/2018 By: BP D.A. 101 D.A. 8.5 Hydrologic Parameters: CALIB NASHYD Command Pre Development Drainage Area: Catchment 101 Curve Number Calculation Soil Types Present: Type ID Hydrologic Group % Area Area Parkhill Loam Pal BC 100.0% Total Area 8.5 ` Impervious Landuses Present: Roadway Sidewalk Driveway Building SWMF Subtotals Soils Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area A*CN Pal Subtotal Area Pervious Landuses Present: Woodland Meadow Wetland Lawn Cultivated Subtotals Soils Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area A*CN Pal Subtotal Area Composite Area Calculations Total Pervious Area Total Impervious Area % Impervious Composite Curve Number Total Area Check % Initial Abstraction and Tp Calculations Initial Abstraction Composite Curve Number Landuse IA (mm) Area Parkhill Loam A * IA (ha) RC Area RC Area RC Area RC Area A*RC Woodland Meadow Wetland Lawn Cultivated Impervious Composite IA Composite Runoff Coefficient Time to Peak Inputs Uplands Bransby Williams Airport Flow Path Length (m) Drop (m) Slope (%) V/S 0.5 Velocity TOTAL Tc (hr) Tp(hr) Tc (hr) Tp(hr) Tc (hr) Tp(hr) Description (m/s) Tp (hr) Pasture/ % Appropriate calculated time to peak: 0.54 Appropriate Method: Airport J:\1000\1060-Flato Dev\4171-Glenelg\Design\SWMHYMO\Hydraulic Parameters Preliminary

28 Project Name: GlenElg D.A. NAME 201 Project Number: D.A. AREA (ha) 9.4 Date: By: 12/20/2017 B. Powers Hydrologic Parameters: CALIB STANDHYD Command Post Development Drainage Area: Catchment 201 Curve Number Calculation Soil Types Present: Type ID Hydrologic Group % Area Area Parkhill Loam Pal B/C Total Area Check 9.4 Impervious Landuses Present: Roadway Sidewalk Driveway Building SWMF Subtotals Soils Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area A*CN Pal Subtotal Area Pervious Landuses Present: Woodland Meadow Wetland Lawn Cultivated Subtotals Soils Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area A*CN Pal Subtotal Area Pervious Area Calculations Impervious Area Calculations Total Pervious Area 4.2 Composite Pervious Curve Number 74 Total Directly Connected Area 4.2 Total Indirectly Connected Area 1 Total Impervious Area 5.2 % X imp 45 % T imp 55 Total Area Check 9.4 Initial Abstraction and Tp Calculations Landuse IA (mm) Area (ha) A * IA Land Use IA (mm) Slope (%) Travel Length (m) Manning's n Woodland Pervious Meadow Impervious Wetland Lawn Cultivated 7 0 0

29 Project Name: GlenElg D.A. NAME SWMF Project Number: D.A. AREA (ha) 1.5 Date: By: 12/20/2017 B. Powers Hydrologic Parameters: CALIB STANDHYD Command Post Development Drainage Area: Catchment SWMF Curve Number Calculation Soil Types Present: Type ID Hydrologic Group % Area Area Parkhill Loam Pal B/C Total Area Check 1.5 Impervious Landuses Present: Roadway Sidewalk Driveway Building SWMF Subtotals Soils Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area A*CN Pal Subtotal Area Pervious Landuses Present: Woodland Meadow Wetland Lawn Cultivated Subtotals Soils Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area (ha) CN Area A*CN Pal Subtotal Area Pervious Area Calculations Impervious Area Calculations Total Pervious Area 0.75 Composite Pervious Curve Number 74 Total Directly Connected Area 0.75 Total Indirectly Connected Area 0 Total Impervious Area 0.75 % X imp 50.0 % T imp 50.0 Total Area Check 1.5 Initial Abstraction and Tp Calculations Landuse IA (mm) Area (ha) A * IA Land Use IA (mm) Slope (%) Travel Length (m) Manning's n Woodland Pervious Meadow Impervious Wetland Lawn Cultivated 7 0 0

30 C.F. Crozier & Associates Inc > 2 Metric units 00002> *#****************************************************************************** 00003> *# Project Name: [GlenElg] Project Number: [ ] 00004> *# Date : > *# Modified : 00006> *# Modeller : [B Powers] 00007> *# Company : C.F. Crozier & Associates Inc > *# License # : > *#****************************************************************************** 00010> START TZERO=[0.0], METOUT=[2], NSTORM=[0], NRUN=[0] 00011> *% [ ] <--storm filename, one per line for NSTORM time 00012> *#****************************************************************************** 00013> *% > 00015> 00016> *# > *# 5555 Y Y RRRR CCCC H H IIIII 00018> *# 5 Y Y R R C H H I 00019> *# 5555 Y RRRR C HHHHH I 00020> *# 5 Y R R C H H I 00021> *# 5555 Y R R CCCC H H IIIII 00022> *# > 00024> *# > CHICAGO STORM IUNITS=[2], TD=[3](hrs), TPRAT=[0.333], CSDT=[5](min), 00026> ICASEcs=[2], 00027> Enter ordinates of IDF curve below, at least seven points 00028> TIME (min) Intensity(mm/hr) 00029> [5] [173.8] 00030> [10] [107.1] 00031> [15] [80.6] 00032> [30] [49.7] 00033> [60] [30.6] 00034> [120] [18.8] 00035> [360] [8.7] 00036> [720] [5.4] 00037> [1440] [3.3] 00038> > *# > *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00042> DWF=[0](cms), CN=[ 78.7 ], 00043> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00044> RAINFALL[,, -1] 00045> *% > 00047> 00048> *# > *# 5555 Y Y RRRR SSSS CCCC SSSS 00050> *# 5 Y Y R R S C S 00051> *# 5555 Y RRRR SSSS C SSSS 00052> *# 5 Y R R S C S 00053> *# 5555 Y R R SSSS CCCC SSSS 00054> *# > *# > *# YEAR > *# > MASS STORM PTOTAL=[79.6](mm), CSDT=[5](min), 00059> CURVE_FILENAME=["SCS24HII.MST"] 00060> 00061> *% > *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00064> DWF=[0](cms), CN=[ 78.7 ], 00065> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00066> RAINFALL[,, -1] 00067> *% > 00069> 00070> *# > *# Y Y RRRR CCCC H H IIIII 00072> *# Y Y R R C H H I 00073> *# Y RRRR C HHHHH I 00074> *# Y R R C H H I 00075> *# Y R R CCCC H H IIIII 00076> *# > *#****************************************************************************** 00078> 00079> *# > CHICAGO STORM IUNITS=[2], TD=[3](hrs), TPRAT=[0.333], CSDT=[5](min), 00081> ICASEcs=[2], 00082> Enter ordinates of IDF curve below, at least seven points 00083> TIME (min) Intensity(mm/hr) 00084> [5] [202.2] 00085> [10] [124.6] 00086> [15] [93.8] 00087> [30] [57.8] 00088> [60] [35.6] 00089> [120] [21.9] 00090> [360] [10.2] 00091> [720] [6.3] 00092> [1440] [3.9] 00093> > *# > *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00097> DWF=[0](cms), CN=[ 78.7 ], 00098> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00099> RAINFALL[,, -1] 00100> *% > 00102> *# > *# Y Y RRRR SSSS CCCC SSSS 00104> *# Y Y R R S C S 00105> *# Y RRRR SSSS C SSSS 00106> *# Y R R S C S 00107> *# Y R R SSSS CCCC SSSS 00108> *# > *# > *# YEAR > *# > MASS STORM PTOTAL=[92.7](mm), CSDT=[5](min), 00113> CURVE_FILENAME=["SCS24HII.MST"] 00114> *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00116> DWF=[0](cms), CN=[ 78.7 ], 00117> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00118> RAINFALL[,, -1] 00119> *% > 00121> 00122> *# > *# Y Y RRRR CCCC H H IIIII 00124> *# 2 5 Y Y R R C H H I 00125> *# Y RRRR C HHHHH I 00126> *# 2 5 Y R R C H H I 00127> *# Y R R CCCC H H IIIII 00128> *# > *#****************************************************************************** 00130> *# 25-YEAR, 3 HOUR CHICAGO STORM 00131> *#****************************************************************************** 00132> *# > CHICAGO STORM IUNITS=[2], TD=[3](hrs), TPRAT=[0.333], CSDT=[5](min), 00134> ICASEcs=[2], 00135> Enter ordinates of IDF curve below, at least seven points 00136> TIME (min) Intensity(mm/hr) 00137> [5] [237.4] 00138> [10] [146.3] 00139> [15] [110.2] 00140> [30] [67.9] 00141> [60] [41.8] 00142> [120] [25.7] 00143> [360] [11.9] 00144> [720] [7.4] 00145> [1440] [4.5] 00146> > *# > *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00150> DWF=[0](cms), CN=[ 78.7 ], 00151> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00152> RAINFALL[,, -1] 00153> *% > 00155> *# > *# Y Y RRRR SSSS CCCC SSSS 00157> *# 2 5 Y Y R R S C S 00158> *# Y RRRR SSSS C SSSS 00159> *# 2 5 Y R R S C S 00160> *# Y R R SSSS CCCC SSSS 00161> *# > *# > *# YEAR > *# > MASS STORM PTOTAL=[108.8](mm), CSDT=[5](min), 00166> CURVE_FILENAME=["SCS24HII.MST"] 00167> 00168> *% > *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00171> DWF=[0](cms), CN=[ 78.7 ], 00172> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00173> RAINFALL[,, -1] 00174> *% > 00176> 00177> *# > *# Y Y RRRR CCCC H H IIIII 00179> *# Y Y R R C H H I 00180> *# Y RRRR C HHHHH I 00181> *# Y R R C H H I 00182> *# Y R R CCCC H H IIIII 00183> *# > *#****************************************************************************** 00185> *# 50-YEAR, 3 HOUR CHICAGO STORM 00186> *#****************************************************************************** 00187> *# > CHICAGO STORM IUNITS=[2], TD=[3](hrs), TPRAT=[0.333], CSDT=[5](min), 00189> ICASEcs=[2], 00190> Enter ordinates of IDF curve below, at least seven points 00191> TIME (min) Intensity(mm/hr) 00192> [5] [264.1] 00193> [10] [162.7] 00194> [15] [122.5] 00195> [30] [75.5] 00196> [60] [46.5] 00197> [120] [28.6] 00198> [360] [13.3] 00199> [720] [8.2] 00200> [1440] [5.0] 00201> > *# > *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00205> DWF=[0](cms), CN=[ 78.7 ], 00206> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00207> RAINFALL[,, -1] 00208> *% > *% > 00211> *# > *# Y Y RRRR SSSS CCCC SSSS 00213> *# Y Y R R S C S 00214> *# Y RRRR SSSS C SSSS 00215> *# Y R R S C S 00216> *# Y R R SSSS CCCC SSSS 00217> *# > *# > *# YEAR > *# > MASS STORM PTOTAL=[121.0](mm), CSDT=[5](min), 00222> CURVE_FILENAME=["SCS24HII.MST"] 00223> 00224> *% > 00226> *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00228> DWF=[0](cms), CN=[ 78.7 ], 00229> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00230> RAINFALL[,, -1] 00231> *% > 00233> 00234> 00235> 00236> *# > *# Y Y RRRR CCCC H H IIIII 00238> *# Y Y R R C H H I 00239> *# Y RRRR C HHHHH I 00240> *# Y R R C H H I 00241> *# Y R R CCCC H H IIIII 00242> *# > *#****************************************************************************** 00244> *#*********************Chicago 100yr 4-hr storm********************************* 00245> *#****************************************************************************** 00246> *% > CHICAGO STORM IUNITS=[2], TD=[4.0](hrs), TPRAT=[0.33], CSDT=[5](min), 00248> ICASEcs=[2], 00249> Enter ordinates of IDF curve below, at least seven points 00250> TIME (min) Intensity(mm/hr) 00251> [ 5 ] [ ] 00252> [ 10 ] [ ] 00253> [ 15 ] [ ] 00254> [ 30 ] [ 82.8 ] 00255> [ 60 ] [ 51.0 ] 00256> [ 120 ] [ 31.4 ] 00257> [ 360 ] [ 14.6 ] 00258> [ 720 ] [ 9.0 ] 00259> [ 1440 ] [ 5.5 ] 00260> > 00262> *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00264> DWF=[0](cms), CN=[ 78.7 ], 00265> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00266> RAINFALL[,, -1] 00267> *% > 00269> 00270> 00271> *# > *# Y Y RRRR SSSS CCCC SSSS 00273> *# Y Y R R S C S 00274> *# Y RRRR SSSS C SSSS 00275> *# Y R R S C S 00276> *# Y R R SSSS CCCC SSSS 00277> *# > *#****************************************************************************** 00279> *#*********************SCS 100yr 24-hr storm************************************ 00280> *#****************************************************************************** 00281> *% > MASS STORM PTOTAL=[132.7](mm), CSDT=[5](min), 00283> CURVE_FILENAME=["SCS24hII.mst"] 00284> *# > 00286> *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00288> DWF=[0](cms), CN=[ 78.7 ], 00289> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00290> RAINFALL[,, -1] 00291> *% > 00293> 00294> *#****************************************************************************** 00295> *# > *# MM MM MM MM 00297> *# 2 5 M M M M M M M M 00298> *# M M M M M M 00299> *# 2 5 M M M M 00300> *# M M M M 00301> *# > READ STORM STORM_FILENAME=["25MM.stm"] 00303> *# > *#****************************************************************************** 00305> 00306> *% > CALIB NASHYD ID=[ 2 ], NHYD=[" 102 "], DT[ 1](min), AREA=[ 8.5 ](ha), 00308> DWF=[0](cms), CN=[ 78.7 ], 00309> IA=[ 6.6 ](mm), N=[ 3 ], TP[ 0.54 ](hrs), 00310> RAINFALL[,, -1] 00311> *% > 00313> 00314> 00315> FINISH 00316> C.F. 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