Preliminary Servicing & Stormwater Management Report

Prepared By: Hart Subdivision, City of Guelph Preliminary Servicing & Stormwater Management Report GMBP File: 112-155 May 22, 2015 GUELPH OW EN SOUND LISTOW EL KITCHENER EXETER HAMILTON GTA 650 W OODLAW N RD. W., BLOCK C, UNIT 2, GUELPH ON N1K 1B8 P: 519-824-8150 WWW.GMBLUEPLAN.CA

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 TABLE OF CONTENTS 1.0 INTRODUCTION... 1 2.0 LOCATION... 1 3.0 EXISTING CONDITIONS... 2 3.1 Land Use... 2 3.2 Topography... 2 3.3 Soils... 2 3.4 Groundwater... 2 4.0 PROPOSED DEVELOPMENT... 3 4.1 Site Grading... 3 4.2 Streets... 3 4.3 Harts Lane... 4 4.4 Water Supply... 4 4.5 Sanitary Sewer... 4 4.6 Storm Sewer... 4 4.7 Foundation Drainage... 5 4.8 Stormwater Management... 5 5.0 STORMWATER MANAGEMENT CRITERIA... 6 6.0 STORMWATER MANAGEMENT PLAN... 8 6.1 Pre-Development Conditions... 8 6.2 Post-Development Conditions... 9 6.3 Stormwater Management Overview... 11 6.4 Lot Level Controls... 11 6.5 Conveyance Controls... 14 6.6 Site Plan Controls... 15 6.7 Stormwater Management Facility... 16 6.8 Preliminary Overall Grading... 21 6.9 Water Budget... 22 7.0 SEDIMENT AND EROSION CONTROL PLAN... 24 8.0 CONCLUSIONS... 25 I

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 APPENDICES APPENDIX A: HARTS LANE DESIGN OPTIONS APPENDIX B: STORMWATER MANAGEMENT ANALYSIS PRE-DEVELOPMENT CONDITIONS APPENDIX C: STORMWATER MANAGEMENT ANALYSIS POST-DEVELOPMENT CONDITIONS APPENDIX D: OIL/GRIT SEPARATOR DESIGN SUMMARY APPENDIX E: PERMEAMETER TEST AND GEOTECHNICAL REPORT V.A. WOOD APPENDIX F: MOE INTREPRETATION BULLETIN FEBRUARY 2015 1. Preliminary Grading Plan 1 LIST OF DRAWINGS 2. Preliminary Grading Plan 2 3. Preliminary Servicing Plan 3 4. Preliminary Servicing Plan 4 LIST OF FIGURES Page 1. Key Map... 1 2. Draft Plan of Subdivision... 3 3. Pre-Development Drainage Area Plan... 8 4. Post-Development Drainage Area Plan... 9 5. Enhanced Infiltration Structure Details... 13 6. Stormwater Management Facility Typical Section... 17 7. 900 x 1800 Outlet Structure Details... 17 8. 1800 x 2400 Outlet Structure Details... 17 9. Pre Development Watershed Plan... 23 10. Post Development Watershed Plan... 23 11. Post Development Model Schematic... Appendix C 12. Oil/Grit Separator Drainage Areas... Appendix D II

PEOPLE ENGINEERING ENVIRONMENTS HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMWATER MANAGEMENT REPORT MAY, 2015 GMBP FILE: 112-155 1.0 INTRODUCTION In response to the engineering comments provided by the GRCA on July 31, 2014 and the City of Guelph on December 5, 2014 this report has been revised to support the Draft Plan of Subdivision and Zone Change Application on Part of Lot 4 Concession 7, City of Guelph herein after referred to as the Hart Subdivision, GM BluePlan Engineering Limited has prepared this report to address the servicing and stormwater management requirements for the development. 2.0 LOCATION The proposed subdivision development is located on the southeast corner of the intersection of Kortright Road and Rickson Avenue in the City of Guelph. The site boundaries include existing residential development (fronting onto Kortright Road West, Darnell Road and Rickson Avenue) to the north, south and west, and a wetland area to the east. Figure 1 shows the location of the proposed development and the surrounding area. PAGE 1 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 3.0 EXISTING CONDITIONS 3.1 Land Use The subject property, outside of the wetland, is currently used for residential and ongoing agricultural activities. Ground cover consists of actively cropped fields with some trees, shrubs and lawns around the existing house. The eastern portion of the property is adjacent to a GRCA regulated wetland. 3.2 Topography The site currently slopes towards the existing wetland located at the easterly boundary of the site with gradients ranging from 3.5 to 10% with an average of 4.3%. Runoff drains overland towards the wetland area adjacent to the eastern site boundary. 3.3 Soils The predominant surface soil type throughout the site is a Guelph Loam with areas of Much and Gilford Loam (Ontario Soil Surveys, Report No. 35, Wellington County). A BC hydrologic soil classification is used for the site. A geotechnical investigation was prepared by V.A. Wood Inc. in March 2013. The subsurface soils consist of compact to very dense silty sand, sand and silt and clayey sandy silt till with poor drainage characteristics. A copy of the geotechnical investigation is attached in Appendix D. 3.4 Groundwater A Hydrogeological Study is being completed concurrently with this Servicing Study in support of the Draft Plan application. The Hydrogeological Study is submitted under separate cover. Please see the Hydrological Study for details regarding the installation of piezometers and monitoring wells for the site. PAGE 2 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 4.0 PROPOSED DEVELOPMENT The Draft Plan of Subdivision (Figure 2) illustrates the proposed lot fabric, stormwater management area, park block and internal roads. The proposed subdivision consists of single family homes, semi-detached homes, a townhouse block, and an apartment block. Access to the subdivision will be with street connections to Carrington Drive and Rodgers Road. The draft plan includes a block to provide the City with the opportunity of providing servicing, a walkway and/or a road connection to Harts Lane. A conceptual servicing figure (Drawings 3 and 4) shows how the municipal services can be extended to service the proposed development. 4.1 Site Grading The site layout for the stormwater management area and the internal roads are shown on the Preliminary Grading Plans (Drawings 1 and 2). The grade and elevation of the internal streets are determined by the elevation of the proposed stormwater management facility and the existing farmhouse building. The major overland flow for the townhouse block and the single family lots will be conveyed through the municipal right of ways to the proposed stormwater management facility located at the southeast corner of the property, eventually discharging into the southerly portion of the wetland. The major overland flow from the park and apartment blocks will be conveyed to the northerly portion of the wetland. The proposed residential units have be graded as split drainage, walk-outs and back to front draining lots to work with the existing topography. 4.2 Streets All streets will be constructed to City of Guelph standards as follows: With an urban road cross-section having a 17 metre right-of-way width. With concrete curb and gutter and asphalt on the 8.8 metre wide travelled portion of the road. With minimum slopes of 0.5% and maximum slopes of 8.0%. With a 1.5 metre wide concrete municipal sidewalk on one side of each street, approximately 2.3 metres behind the curb. The development includes connections to Rodgers Road and Carrington Drive. To conform to the intent of the Community Trail Network, the combination of sidewalk and trails within the proposed development will provide the opportunity for north-south pedestrian and bicycle access between Edinburgh Road along Carrington Drive to Kortright Road and west-east pedestrian and bicycle access along Harts Lane to Gordon Street. PAGE 3 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 4.3 Harts Lane Harts Lane is an existing 20 metre wide municipal road allowance that terminates the easterly boundary of the subject property. An existing 5.2 m wide farm lane extends from the easterly boundary of the subject property across the wetland on the municipal road allowance to the portion of Harts Lane built as a rural municipal road on the easterly side of the wetland. The Hart Farm Property Traffic Impact Study by Paradigm Transportation Solutions Limited concludes that the Harts Lane connection is not required to improve the operation of the study area intersections. Four options were considered in the re-development of Harts Lane. The options are summarized in Appendix A of this report. From consultation with the City of Guelph, Option 1 is preferred; retain Harts Lane as a multi-use trail connecting the proposed subdivision to the developed portion of Hart s Lane. A cul-de-sac turnaround is proposed on the easterly side of the wetland at the terminus of the existing Harts Lane municipal road. This option following existing topography, does not require grading into the wetland and allows the City to install sanitary and water mains under the wetland by trenchless methods. 4.4 Water Supply The proposed development will be serviced via a 200 mm diameter watermain with connections to the existing 250 mm diameter watermain on Carrington Drive and the existing 150 mm diameter watermain on Rodgers Road to create a looped system. Hydrants located throughout the subdivision as per the City of Guelph Specifications will provide fire protection. 4.5 Sanitary Sewer It is the City s intent to connect an existing 300 mm diameter sanitary sewer stub located on Harts Lane, to the east of the wetland, to the existing 375 mm sanitary trunk sewer located on Carrington Drive near the southerly edge of the proposed subdivision. A future extension of the 375 mm diameter sanitary trunk sewer will be constructed within the Harts Lane right of way. Due to the depth required for the installation of the 375 mm diameter trunk sewer (between 6 and 8 metres) within the subdivision lands, the subdivision will be serviced by a proposed local 200 mm diameter sanitary sewer installed at standard depths in parallel with the 375 mm diameter trunk sewer. The development of the Hart Subdivision will extend the 375 mm diameter trunk sewer to Harts Lane on the westerly side of the wetland for future extension to the east. 4.6 Storm Sewer The local storm sewer system within the proposed development will be sized to convey the runoff from a 5-year design storm to the stormwater management facility. PAGE 4 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 Major storm runoff will be conveyed through the street right-of-ways, ultimately discharging to the proposed stormwater management facility and the existing wetland. 4.7 Foundation Drainage The foundation drainage will be provided through sump pits and pumped to grade towards rear yard areas. This will increase the travel path, promoting on site infiltration/recharge. 4.8 Stormwater Management A description of the stormwater management system appears in Section 6.0 of this report. PAGE 5 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 5.0 STORMWATER MANAGEMENT CRITERIA The studies, policies and guidelines used to develop the stormwater management plan are as follows: 1) The Stormwater Management Practices Planning and Design Manual, 1994 2) Stormwater Management Planning and Design Manual, 2003 3) CVC, TRCA Low Impact Development Stormwater Management Planning and Design Guide, 2010 4) The Interim Stormwater Quality Control Guidelines, 1991 5) The Stormwater Quality Best Management Practices Manual, 1991 6) The MTO Drainage Management Technical Guidelines, 1989 7) The Ontario Urban Drainage Design Guidelines, 1987 The objectives of the stormwater management plan are as follows: a) Provide quantity control to attenuate the rate of post-development stormwater runoff to the pre-development flow rates for the 5 and 100 year design storms. b) Provide enhanced (80% TSS removal) water quality control prior to discharge from the site. c) Attenuate rainfall runoff from the 4 hour 25mm storm event and release it over a minimum period of 24 hours. d) Maintain, as much as feasible, the recharge and runoff patterns of the pre-development site. The parameters used to evaluate and design the stormwater management plan is as follows: City of Guelph rainfall parameters were used to generate the mass rainfall data required to model the 25 mm, 5 year and 100 year design storms. The Chicago storm parameters and the total depth of rainfall for each storm are as follows: 25 mm 2 Year 5 Year 100 Year a = 1581.000 743.00 1593.000 4688.000 b = 13.000 6.000 11.000 17.000 c = 1.000 0.799 0.879 0.962 r = 0.400 0.400 0.400 0.400 t d = 240.00 170.00 170.000 210.000 Rainfall depth (mm) 24.999 33.816 46.775 87.263 The SCS (Soil Conservation Service) infiltration method was used in the runoff calculations. From the Ontario Soil Surveys, Report No. 35, Wellington County, the majority of the soils on site are Guelph Loam with a hydrologic classification of BC, and parts of Muck and Gilford Loam with a hydrologic classification of B. The overall hydrologic soil classification for the site is BC. PAGE 6 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 SCS infiltration parameters for a hydrologic type BC soil have been used in the analysis of the stormwater management system. The infiltration parameters used are as follows: Land Use Curve Number Parkland 74 Agricultural 78 Residential Lawns 74 Impervious/roofs 98 The hydrologic modeling software, MIDUSS, was used to create the runoff hydrographs and to route the flows through the storage and channel structures. PAGE 7 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 6.0 STORMWATER MANAGEMENT PLAN 6.1 Pre-Development Conditions Under existing conditions, there are no defined conveyance systems within the development site directing flows to specific outlets. In the event of a rainfall significant enough to generate flows leaving the site, runoff flows overland towards the existing wetland located at the easterly property boundary. Under existing conditions, the overall site was analyzed as three (3) drainage catchments. The catchment numbers and their respective drainage areas are illustrated in Figure 3. The pre-development flow rates and runoff volumes from the site are summarized in Table No. 1. The existing conditions hydrologic modelling is included in Appendix B. Table 1: Pre-Development Peak Flow Rates and Runoff Volumes from Site 2 Year Catchment 100 Catchment 200 Catchment 300 Total Wetland Total Site Flow Rate (m 3 /s) 0.012 0.045 0.083 0.127 0.139 Runoff Volume (m 3 ) 61 294 481 775 836 5 Year Flow Rate (m 3 /s) 0.026 0.096 0.178 0.274 0.299 Runoff Volume (m 3 ) 100 469 772 1241 1341 100 Year Flow Rate (m 3 /s) 0.139 0.528 0.977 1.505 1.644 Runoff Volume (m 3 ) 369 1,678 2,787 4,465 4,834 PAGE 8 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 6.2 Post-Development Conditions Under post-development conditions, the overall development has been divided into four (4) drainage catchments. The catchment numbers and their respective drainage areas are illustrated in Figure 4. The post development percent impervious for each catchment is calculated based on the City of Guelph Runoff Coefficient to Percent Impervious Conversion Table (Table 2) and the equation below. I = (. ). Where: I = % Impervious C = Runoff Coefficient Table 2: Runoff Coefficient C to Percent Impervious Conversion Land Use Runoff Coefficient Percent Impervious Parks (> 4-ha) 0.20 0 Parks (< 4-ha) 0.25 10 Single Family Residential (> 18m Frontage) 0.55 50 Single Family Residential (12-18m Frontage) 0.60 60 Single Family Residential (< 12m Frontage) 0.65 65 Semi-detached 0.70 75 Maisonettes, townhouses, etc. 0.75 80 Apartments 0.75 80 Schools 0.75 80 Churches 0.75 80 Industrial 0.90 100 Commercial, Highway Commercial 0.90 100 Heavily Developed Areas 0.90 100 PAGE 9 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 The percent impervious for each catchment under post-development conditions is calculated in Table 3. Table 3: Percent Impervious Calculation Type Area (ha) Runoff Coefficient "C" % Impervious Catchment 100 Wetland Buffer 0.79 0.2 0% Catchment 101 Apartment Block 1.01 0.75 80% Catchment 102 Park Block 0.68 0.25 10% Catchment 200 Townhomes 1.12 0.75 80% Semi-Detached 0.09 0.75 80% Ex-House 0.09 0.55 50% Single Family 13.7 m wide lots 0.76 0.6 60% 12.19 m wide lots 0.97 0.6 60% 11.2 m wide lots 2.15 0.65 65% 9 m wide lots 0.73 0.65 65% Roads 1.88 0.9 100% City Block 124 0.04 0.9 100% SWM Facility 0.62 -- 54% Total 8.45 -- 73% PAGE 10 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 6.3 Stormwater Management Overview A treatment train approach, consisting of lot level, conveyance and end-of-pipe management practices, is proposed to filter and remove sediments from the storm runoff prior to discharging it to the existing wetland. Lot level controls will include directing roof leaders to grassed rear yard areas and rear yard swales. The runoff from the roof and rear yard areas will be filtered through the grassed yards and swales prior to discharging to rear lot catch basins and conveyance by the storm sewer system to the stormwater management facility. Conveyance controls will include regular maintenance of the storm sewer system including cleaning of manholes, catch basins and oil/grit structures to remove sediments. Quality control will be provided by installing a series of oil/grit separators prior to discharging to the proposed stormwater management facility and the wetland. The end-of-pipe component for the single family and townhome blocks consists of a stormwater management wetland facility designed to provide water quality and quantity controls. The facility will be designed to provide a 24 hour attenuation period for the 25mm design storm event. The outlet structure will provide quantity controls to limit post-development flow rates to less than or equal to the existing flow rates. The apartment block will have its own stormwater management system which will be design at the site plan approval stage. The stormwater management system may consist of rooftop attenuation, rain gardens or parking lot storage complete with an oil/grit separator for quality control. The stormwater management pond and apartment block stormwater management system will discharge to individual energy dissipation structures to cool and spread the storm discharge over a broad area along the wetland interface avoiding a point source discharge. Enhanced LID Infiltration structures are proposed throughout the site to maintain or exceed predevelopment infiltration rates. These structures will be explained in greater detail in Sections 6.4 and 6.9. 6.4 Lot Level Controls Stormwater management practices recommended for providing lot level controls on this site are as follows: a) Roof Drainage to Ground Surface The driveways and the front yards will drain to the street. The roof and rear yard will generally drain to the rear of the lot. The roof runoff will be filtered across the grassed surface. The runoff for any event large enough to generate flow to the swale system will be adequately filtered by the grass. PAGE 11 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 b) Rear Yard Swales The grading of the lots will be to current City of Guelph standards with minimum slopes of 2%. Where practical, the length of the rear lot swales between catch basins will be increased to extend the contact time with the grassed surfaces. To promote water retention on the lots and in the swales, it is recommended that the average depth of graded topsoil be 300 mm. c) Low Impact Development Techniques Low Impact Development techniques are proposed to function in accordance with the CVC/TRCA Low Impact Development Stormwater Management Planning and Design Guide, MOECC Interpretation Bulletin 2015 and the MOE Stormwater Management Planning and Design Manual 2003. The MOECC Interpretation Bulletin outlines the suitability of LID infiltration facilities for quantity control purposes in native soils with percolation rates less than 15 mm/hr as long as the facilities can be sized so that they empty between events. Please see Appendix F for a copy of the MOECC Interpretation Bulletin. A typical storm event occurs every 24 to 72 hours. Therefore the required draindown time for an infiltration structure to comply with MOECC guidelines for stormwater management purposes is 24 to 48 hours. Draindown Time Calculations: A Guelph Permeameter Test was completed by V.A. Wood Inc. in September 2014. Please see Appendix D. Based on the test results, the sand and silt, some clay, trace gravel soil layer has a hydraulic conductivity of 3.04 x 10-6 cm/s. From Figure C1 of the Low Impact Development Planning and Design Guide, the percolation rate is 12 mm/hr. From Table C2, the safety factor can range from 2.5 to 3.5 depending on the depth of the underlying soil. We will assume a best case scenario of 2.5. Therefore the design percolation rate is 4.8 mm/hr. Infiltration parameters for a typical lot are examined. Given the lot dimensions of 11.2 m x 32 m and approximate house dimensions of 9.2 m x 18.5 m, the runoff volume generated under the 25 mm design storm is as follows: V = 0.025 m x 9.2 m x 18.5 m = 4.3 m 3 Providing a drywell that is 1.2 m deep by 1.2 m wide by 9 m long (1/3 void ratio) of 19 mm clear stone, the storage volume is 4.3 m 3 and the effective contact area is 32.4 m 2. PAGE 12 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 Using MOE SWM Planning and Design Manual Equation 4.3, =, t = Where A = contact area of trench (32.4 m 2 ) V = runoff volume to be infiltrated (4.3 m 3 ) P = percolation rate of surrounding native soil (4.8 mm/hr.) n = porosity of the storage media (1/3 for 19 mm clear stone) t = retention time (24 to 48 hours MOE requirement) t = (. ) (. )(. )(. ) t = 92 hours (3.86 days) The drain down time for the infiltration structure would be approximately 92 hours exceeding the drain down of 24 to 48 hours required by the MOECC for stormwater management purposes. Enhanced Infiltration and Ground Water Recharge: Given that a typical lot level LID infiltration structure cannot meet the draindown time requirements for stormwater management purposes, we are proposing the use of LID infiltration structures strictly for groundwater recharge enhancement to maintain the natural hydrologic cycle of the site. The volume infiltrated through the enhanced LID infiltration structures between storm events is not used in the stormwater management calculations for the site. The proposed enhanced LID infiltration structures are to be installed in front and back yard areas of the single family homes located within Catchment 200. The apartment Block, Catchment 101 will have its own enhanced LID infiltration structure that will collect and infiltrate the roof water. Figure 5 illustrates the location of the infiltration structures for the site. Each enhanced LID infiltration structure will have an overflow connection to the storm sewer in case the water level reached the top of the structure. Catchment 200 - Enhanced LID Infiltration Structure Recharge Potential: A total of 345.6 m 3 of enhanced recharge volume potential on an event basis is available from the enhanced LID infiltration structures in Catchment 200. Based on approximately 94.6 discharge events per year (365/3.86) and multiplying by the infiltration volume of 345.6 m 3, the potential maximum annual enhanced recharge volume is approximately 32,697 m 3 if the structures are always full (Table 18, Section 6.9). Given the current monthly variation for precipitation in the City of Guelph, Table 18 in Section 6.9 calculates the maximum recharge potential of the enhanced infiltration structures on a monthly basis and the available enhanced recharge volume based on the City s monthly PAGE 13 OF 26

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HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 average precipitation values. The annual infiltration volume available from the enhanced LID infiltration structures is 11,150 m 3. Section 6.9 of this report combines the infiltration volume from the enhanced LID infiltration structures with the natural recharge infiltration volume of the site to calculate the water balance of the site on a monthly and yearly basis. Catchment 101 - Enhanced LID Infiltration Structure Recharge Potential: A total of 51.3 m 3 of enhanced recharge volume potential on an event basis is available from the enhanced LID infiltration structure in Catchment 101. Based on approximately 59.4 discharge events per year (365/6.14) and multiplying by the infiltration volume of 51.3 m 3, the potential maximum annual enhanced infiltration volume is approximately 3,053 m 3 if the structures are always full (Table 15, Section 6.9). Given the current monthly variation for precipitation in the City of Guelph, Table 15 in Section 6.9 calculates the maximum recharge potential of the enhanced infiltration structure on a monthly basis and the available enhanced recharge volume based on the City s monthly average precipitation values. The infiltration volume available from the enhanced LID infiltration structures is 1,349 m 3. Section 6.9 of this report combines the infiltration volume from the enhanced LID infiltration structures with the natural recharge infiltration volume of the site to calculate the water balance of the site on a monthly and yearly basis. 6.5 Conveyance Controls Conveyance controls will be achieved mainly through municipal maintenance of the storm sewer system. The regular cleanout of the manholes, catch basins and oil/grit structures will remove the heavier sediments deposited from the runoff during storm events. PAGE 14 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 6.6 Site Plan Controls The apartment block will require its own stormwater management system complete with quality controls which will be designed at the site plan approval stage. Preliminary analysis estimates that approximately 315 m 3 of storage is required to attenuate post development flows. The apartment block stormwater management system may consist of rooftop attenuation, bioretention facilities, rain gardens or parking lot storage, all of which will be designed at the site plan approval stage in accordance to the guidelines, policies and procedures in place at the time of design. The apartment block will require an enhanced infiltration structure that has a storage volume of 51 m 3 and a contact area of 242 m 2 in order to meet the enhanced infiltration volume outlines in Sections 6.4 and 6.9 of this report. Table 4 illustrates the preliminary design of a storage system for the apartment block. Table 4: Apartment Block Stage/Storage/Discharge Catchment 101 CONTROL Peak Flow m³/s Available Capacity Storage Volume m³ Storage Elevation m Invert 0.000 0 0.00 Peak Flow m³/s Actual Capacity Used Storage Volume m³ Storage Elevation m 2 year 0.023 132 0.67 Obvert 0.036 308 1.50 5 year 0.046 155 0.83 Top of Grate 0.046 309 2.40 Weir 0.048 311 2.60 100 year 0.297 312 2.65 Overflow 0.698 313 2.70 Quality control for the apartment block can be achieved through an oil/grit separator such as a Stormceptor STC 2000 unit removing 80% of the total suspended solids while treating 93% of the runoff volume. Flows discharged from the proposed Apartment Block stormwater management facility will be routed over a 40 m long energy dissipation structure which will cool the runoff and will provide a continuous linear discharge area versus a point discharge. PAGE 15 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 6.7 Stormwater Management Facility The end-of-pipe component consists of a stormwater management pond, located at the southeast corner of the site. The proposed stormwater management facility is designed to accept and control flows from the townhouse and single family blocks (Catchment 200). Further details of the water quality and quantity controls for the proposed stormwater management pond are discussed in the following sections. a) Water Quality Pre-treatment of stormwater runoff discharging to the stormwater management facility will be provided by two (2) oil/grit separator structures. Please refer to Figure 12, Appendix D for the oil/grit structure catchments areas. Stormwater pre-treatment for Catchments A and B (from Figure 12), the single family and townhome blocks, is provided by two oil/grit separators such as Stormceptor STC 9000, removing 81 % of total suspended solids while treating 94% of the runoff volume. This pre-treatment of the stormwater runoff from the development will reduce the frequency that the stormwater management pond will require remediation from sediment buildup. Pretreatment will remove larger sediments before they are deposited within the stormwater management pond facility. Oil/grit separator sizing is included in Appendix D. The stormwater management facility has been designed to function as a wetland. From Interpolating Table 3.2 of the Stormwater Management Planning and Design Manual 2003 for 73% imperviousness, a wetland facility requires 124 m³/ha of storage volume to provide an enhanced level of protection. 40 m³/ha of the required storage volume is extended detention volume, while the remaining 84 m³/ha is permanent pool. The required permanent pool volume for the contributing lands, (8.45 hectares) is 710 m³. The water quality cell has been designed with shallow, 0.30 meters deep, permanent pool. The permanent pool creates approximately 770 m³ of storage. The forebay and outlet structure stilling basin contribute approximately 192 m³ and 54 m 3 of storage for a total of 1,016 m³. The forebay represents 10% of the total permanent pool area which is acceptable by MOE requiring a maximum of 20%. The forebay and outlet structure stilling basin surface area represent about 15% of the total permanent pool area which is less than the MOE maximum of 25%. Runoff will be discharged from the proposed facility at a controlled rate. A flow splitting structure will direct a portion of the runoff to the north part of the wetland via a 300 mm diameter sewer, while the remaining runoff will discharge to the south part of the wetland via a 450 mm diameter sewer. Both north and south discharge locations have an energy dissipation structure designed to cool and spread the runoff over a wide area, eliminating a point source discharge. The energy dissipation structures will also provide a final polishing mechanism, filtering out any fine suspended solids from the runoff prior to it being discharged to the respective buffer area for conveyance to the wetland. PAGE 16 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 b) Extended Detention Extended detention volume is calculated based on the runoff volume (1099 m 3 ) generated by the 4 hour 25 mm design storm event. The outlet structure has been designed to provide a 24 -hour draindown time for the 4 hour 25 mm design storm event corresponding to a peak flow rate of 0.019 m³/s. From the design of the stormwater management pond, a storage volume of 1099 m³ corresponds to a ponding depth of approximately 0.36 metres. The outlet structure has been designed with a 130 mm diameter orifice, which will control the extended detention volume to the required release rate. c) Pond Routing In addition to the water quality controls, the outlet structure will provide quantity controls to limit post-development flows to less than or equal to the pre-development flow rates. The outlet structure is designed with a 130 mm diameter orifice at an elevation of 333.30 m and a lip elevation of 333.75 m. Please see Figures 6 and 7 for a detail of the outlet structure. A 10 m long weir is proposed at an elevation of 334.55 m to allow storms greater than the 100 year design storm event to flow to the wetland at a controlled rate. Table 5 compares the routing results through the stormwater management pond with the available stage/storage/discharge capacities. Table 5: Stormwater Management Pond Stage/Storage/Discharge Capacity - Catchment 200 Control Point Available Capacities Actual Capacity Used Drain Down Peak Storage Storage Peak Storage Storage Time Flow Volume Elevation Flow Volume Elevation (hrs.) m³/s m³ m m³/s m³ m Pond Bottom 0.000 0 333.30 25 mm 0.019 1,099 333.67 24.1 2 Year 0.075 1,427 333.76 30 CB Lip 0.219 1,377 333.75 5 Year 0.175 1,711 333.85 48 100 Year 0.376 3,903 334.31 50 Overflow Weir 0.407 4,468 334.45 Top of Pond 1.250 5,133 334.60 A freeboard of 0.29 m has been provided in the facility under the 100 year design storm event. PAGE 17 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 d) Sediment Forebay Design The stormwater management facility has been designed with a 1.0 m deep sediment forebay. The sediment forebay has been designed as recommended within the MOE guidelines. Table 6 summarizes the required and provided parameters within the sediment forebay design. Table 6: Sediment Forebay Design Details Forebay Dispersion Length (m) 26.0 Settling Length (m) 13.2 Flow Velocity (m/s) 0.50 Required Length to Width Ratio 2:1 Settling Velocity (m/s) 0.0003 Forebay Area/P.P. Area Deep Water Area/P.P Area 20% max 25% max Forebay Length (m) 27.4 Flow Velocity (m/s) 0.11 Provided Length to Width Ratio 2.7:1 Forebay Area/P.P. Area 10% Deep Water Area/P.P Area 15% The sediment forebay has been designed to provide the required dispersion and settling lengths in order to settle particulates in the forebay prior to discharge to the wetland. PAGE 18 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 e) Sediment Loading and Cleanout Frequency From Table 6.3, Stormwater Management Planning and Design Manual, the annual sediment loading for a Catchment having an imperviousness value of 73% would be approximately 3.0 m³/ha. Table 7 illustrates the adjusted sediment loading due to the oil/grit separators located upstream of the pond. The sediment contribution is calculated as follows: ( ) (3.0 /h ) [1 ( %)( %)] = ( ) Table 7: Sediment Loading Analysis Catchment Area 3.0 m 3 /ha TSS Removal Volume Treated Sediment Contribution A 3.55 ha 10.65 m 3 81% 94% 2.54 m 3 B 3.63 ha 10.89 m 3 81% 94% 2.60 m 3 Total 5.14 m 3 The annual sediment loading to the stormwater management pond, adjusted for the oil/grit separators, is 5.14 m³. The forebay portion of the permanent pool is where most of the sediment accumulation will occur. Based on half of the 192 m 3 of storage volume being used for sediment storage, a cleanout frequency of 18 years is expected. The oil/grit separators need to be cleaned a minimum of once per year as required. f) Post Development Conditions Table 8 summarizes the post-development flow rates and volumes from all catchments Table 8: Controlled Flow Rate and Runoff Volumes All Design Storms Design Storms 100 101 102 200 Total 2 Year Flow Rate (m 3 /s) 0.014 0.023 0.014 0.075 0.105 Runoff Volume (m 3 ) 43 239 52 1,885 2,181 5 Year Flow Rate (m 3 /s) 0.031 0.046 0.020 0.175 0.244 Runoff Volume (m 3 ) 73 315 82 2,507 2,945 100 Year Flow Rate (m 3 /s) 0.182 0.297 0.091 0.376 0.792 Runoff Volume (m 3 ) 297 739 287 5,972 7,253 PAGE 19 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 g) Flow Diverted from Catchment 200 Flow Splitting Structure Table 9 summarized the flow volume being diverted to north and south portions of the wetland buffers by the flow splitting structure. Table 9: Flow Diverted from Catchment 200 to North and South Wetland Buffer Outlets Design Storm Runoff Volume to North Wetland (m 3 ) Runoff Volume to South Wetland (m 3 ) Total (m 3 ) 2 Year 686 1191 1877 5 Year 870 1629 2499 100 Year 1611 4355 5966 Average % 31% 69% 100% h) Comparison of Existing Conditions and Post-Development Tables 10 and 11 summarize the pre and post development flows and runoff volumes to the north and south wetland outlets. Table 10: Pre and Post-Development Flows Comparison Wetland to the north of Harts Lane Wetland to the south of Harts Lane Pre- Development 2 Year (m 3 /s) 5 Year (m 3 /s) 100 Year (m 3 /s) Post- Development Pre- Development Post- Development Pre- Development Post- Development 0.045 0.043 0.096 0.088 0.528 0.533 0.083 0.070 0.178 0.168 0.977 0.357 Total 0.127 0.105 0.274 0.244 1.505 0.792 PAGE 20 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 Table 11: Pre and Post-Development Runoff Volume Comparison Wetland to the north of Harts Lane Wetland to the south of Harts Lane Pre- Development 2 Year (m 3 ) 5 Year (m 3 ) 100 Year (m 3 ) Post- Development Pre- Development Post- Development Pre- Development Post- Development 294 1,003 469 1,325 1,678 2,924 481 1,178 772 1,620 2,787 4,329 Total 775 2,181 1,241 2,945 4,465 7,253 The 2, 5 and 100 year design storm post development flows to the north and south portion of the wetland are less than the pre development flows. Table 12 summarizes the depth of flow being released from the energy dissipation structures into the respective wetland outlets. Table 12: Flow Depth Released from the Energy Dissipation Structures into the Receiving Wetland Outlets Discharge Location Apartment Block (Catchment 101) to North portion of Wetland via Energy Dissipation Structure Catchment 200 to North portion of Wetland via Energy Dissipation Structure Catchment 200 to South portion of Wetland via Energy Dissipation Structure 2 Year Flow Depth (m) 5 Year Flow Depth (m) 100 Year Flow Depth (m) 0.004 0.006 0.019 0.002 0.003 0.005 0.005 0.009 0.014 6.8 Preliminary Overall Grading Drawings 1 and 2 show the preliminary grading for the development. PAGE 21 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 6.9 Water Budget The average annual precipitation for the area in which the study site is located is estimated to be about 923 mm. This amount is based on precipitation data recorded at the Guelph Arboretum meteorological station for the period from 1971 to 2000. The water balance is calculated on a monthly basis based on the strategy provided in Instructions and Tables for Computing Potential Evapotranspiration and the Water Balance (Thornthwaite and Mather, 1957). Site Specific: Tables 13 to 19 summarize the water balance calculations for the site. Enhanced LID infiltration structures as described in Section 6.4 are proposed to be installed throughout the proposed development to enhance ground water recharge. The total annual enhanced recharge volume available from the infiltration structures is 12,499 m 3 and is calculated by adding up the enhanced recharge volumes from Tables 13 and 16 (1,349 m 2 + 11,150 m 2 = 12,499 m 3 ). The total annual natural recharge volume achieved from pervious surfaces is 7,437 m 3 and is calculated by adding up the recharge through pervious surface volumes from Tables 13 and 16 (3,113 m 3 + 4,325 m 3 = 7,437 m 3 ). Combining the enhanced recharge volume of 12,499 m 3 plus the natural recharge volume of 7,437 m 3 provides a total post-development on site annual infiltration volume of 19,937 m 3, which is 4.7% more than pre-development annual infiltration volume of 19,048 m 3 (see Table 19). The total post-development runoff volume from the site is 47,116 m 3. The pre-development runoff volume is 20,692 m 3. PAGE 22 OF 26

EXISTING CONDITION Contributing Catchments: 200 Soil Type: Clayey Sandy Silt Till Runoff Factor = 0.53 Contributing Area = 3.77 ha Vegetation: Shallow-rooted crops Evapotranspiration Percent Impervious = 2.70% Root Zone Depth = 0.5m Factor for Impervious Soil Moisture Retention Capacity = 75mm Surfaces = 0.34 Hart Subdivision City of Guelph Table 13 : Monthly Water Balance Wetland North of Harts Lane Month Daily Average Temperature Monthly Heat Index Unadjusted Daily Potential Evapotranspiration Correction Factors Adjusted Potential Evapotranspiration Average Precipitation P-PE Accum. Pot. Water Loss Storage S Pervious ET Actual Evapotranspiration Moisture Surplus Water Runoff Snow Melt Runoff Total Recharge & Runoff Actual Runoff ( C) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m 3 ) (m 3 ) Jan -7.6 0.00 0.0 24.3 0.0 56.4 56.4 209.1 0.0 0.0 0.0 0.0 9.8 0.0 9.8 5.2 194 176 Feb -6.9 0.00 0.0 24.6 0.0 50.8 50.8 259.9 0.0 0.0 0.0 0.0 4.9 0.0 4.9 2.6 97 88 Mar -1.3 0.00 0.0 30.6 0.0 72.1 72.1 332.0 0.0 0.0 0.0 0.0 2.5 0.0 2.5 1.3 49 44 Apr 5.9 1.29 0.9 33.6 30.2 78.3 48.1 75.0 0.0 30.2 29.7 48.6 25.5 25.7 51.2 26.9 1,014 916 May 12.3 3.91 2.0 37.8 75.6 79.9 4.3 75.0 0.0 75.6 74.3 5.6 15.6 115.7 131.2 68.9 2,599 2,348 Jun 16.9 6.32 2.8 38.4 107.5 76.0-31.5-31.5 48.0-27.0 103.0 101.2 1.8 8.7 57.8 66.5 34.9 1,317 1,191 Jul 19.7 7.97 3.3 38.7 127.7 88.5-39.2-70.7 28.0-20.0 108.5 106.6 1.9 5.3 28.9 34.2 18.0 678 613 Aug 18.6 7.31 3.1 36.0 111.6 95.9-15.7-86.4 23.0-5.0 100.9 99.1 1.8 3.6 14.5 18.0 9.5 357 322 Sep 14.1 4.81 2.3 31.2 71.8 92.1 20.3 43.3 20.3 71.8 70.5 1.3 2.4 7.3 9.7 5.1 192 174 Oct 7.9 2.00 1.3 28.5 37.1 69.2 32.2 75.0 31.7 37.1 36.4 1.2 1.8 4.0 5.8 3.1 115 104 Nov 2.4 0.33 0.4 24.3 9.7 86.3 76.6 75.0 0.0 9.7 9.5 76.8 39.3 2.1 41.4 21.7 819 740 Dec -4.0 0.00 0.0 23.1 0.0 77.7 77.7 152.7 0.0 0.0 0.0 0.0 19.6 1.1 20.7 10.9 411 371 Total 33.9 923.3 352.0 527.2 139.0 138.9 257.1 396.0 208.0 7,842 7,087 POST-DEVELOPMENT CONDITION Contributing Catchments: 100, 101, 102 and Part of 200 Soil Type: Clayey Sandy Silt Till Runoff Factor = 0.75 Contributing Area = 2.48 ha Vegetation: Urban lawns Evapotranspiration Percent Impervious = 35.0% Root Zone Depth = 0.5m Factor for Impervious Soil Moisture Retention Capacity = 75mm Surfaces = 0.34 Month Daily Average Temperature Monthly Heat Index Unadjusted Daily Potential Evapotranspiration Correction Factors Adjusted Potential Evapotranspiration Average Precipitation P-PE Accum. Pot. Water Loss Storage S Pervious ET ( C) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) Jan -7.6 0.0 0.0 24.3 0.0 56.4 56.4 209.1 0.0 0.0 0.0 0.0 11.7 0.0 11.7 289.9 34.5 184 252 436 71 106 Feb -6.9 0.0 0.0 24.6 0.0 50.8 50.8 259.9 0.0 0.0 0.0 0.0 5.8 0.0 5.8 144.9 17.2 92 126 218 36 53 Mar -1.3 0.0 0.0 30.6 0.0 72.1 72.1 332.0 0.0 0.0 0.0 0.0 3.2 0.0 3.2 79.4 9.4 50 54 105 20 29 Apr 5.9 1.3 0.9 33.6 30.2 78.3 48.1 75.0 0.0 30.2 23.3 55.0 28.7 25.7 54.4 1349.7 160.5 857 1,017 1,874 332 493 May 12.3 3.9 2.0 37.8 75.6 79.9 4.3 75.0 0.0 75.6 58.1 21.8 25.2 115.7 140.9 3494.2 259.3 2,375 2,798 5,174 860 1,119 Jun 16.9 6.3 2.8 38.4 107.5 76.0-31.5-31.5 48.0-27.0 103.0 79.2 23.8 24.5 57.8 82.3 2042.1 242.9 1,297 1,847 3,144 502 745 Jul 19.7 8.0 3.3 38.7 127.7 88.5-39.2-70.7 28.0-20.0 108.5 83.4 25.1 24.8 28.9 53.7 1331.8 158.4 846 1,463 2,309 328 486 Aug 18.6 7.3 3.1 36.0 111.6 95.9-15.7-86.4 23.0-5.0 100.9 77.6 23.3 24.0 14.5 38.5 954.9 113.6 606 1,234 1,840 235 349 Sep 14.1 4.8 2.3 31.2 71.8 92.1 20.3 43.3 20.3 71.8 55.2 16.6 20.3 7.3 27.6 684.8 81.5 435 975 1,410 168 250 Oct 7.9 2.0 1.3 28.5 37.1 69.2 32.2 75.0 31.7 37.1 28.5 9.0 14.7 4.0 18.7 464.0 55.2 295 683 977 114 169 Nov 2.4 0.3 0.4 24.3 9.7 86.3 76.6 75.0 0.0 9.7 7.5 78.8 46.8 2.1 48.9 1211.6 144.1 769 1,042 1,812 298 442 Dec -4.0 0.0 0.0 23.1 0.0 77.7 77.7 152.7 0.0 0.0 0.0 0.0 23.4 1.1 24.5 607.0 72.2 385 522 908 149 222 Total 33.9 923.3 352.0 412.8 253.4 253.2 257.1 510.3 12,654 1,349 8,192 12,014 20,206 3,113 4,462 Actual Evapotranspiration Notes: Precipitation and Temperature data from Environment Canada Climate Normals 1971-200 for the Guelph Arboretum Monthly water balance strategy as outlined in the document Instructions and Tables for Computing Potential Evapotranspiration and the Water Balance (Thornthwaite and Mather, 1957) Moisture Surplus Water Runoff Snow Melt Runoff Total Recharge & Runoff Total Recharge & Runoff Runoff Volume Total Enhanced Recharge (Table 15) Recharge Volume Runoff Volume Runoff Volume from South Total Runoff Volume North Recharge Through Pervious Surfaces Total Recharge Volume

Hart Subdivision City of Guelph Table 14: Enhanced Infiltration Structure Data Sheet Catchment 101 Drainage Area (ha) Length (m) Width (m) Depth (m) Volume (m 3 ) Storage Volume Contact Area (m 2 ) Percolation Rate Draindown (hr) (m 3 ) (mm/hr) 0.295 44 3.5 1 154 51 242 4.8 147.3 Draindown is calculated using MOE Equation 4.3 Where: A = contact area of the trench (m²) V = runoff volume to be infiltrated (m 3 ) P = percolation rate of surrounding native soil (mm/h) n = porosity of the storage media (0.3 for clear stone) t = retention time hours)

Hart Subdivision Area of Enhanced Recharge 0.295 ha (Part of Catchment 100) City of Guelph Recharge Time 147.3 hours / 6.14 days Table 15 : Enhanced Recharge Calculation Recharge Volume Potential 51.33 m 3 Infiltration Structures Wetland North of Harts Lane Month Total Recharge & Runoff (Table 13) No. of days Max Potential Recharge Available Recharge Total Enhanced Recharge (mm) (m 3 ) (m 3 ) (m 3 ) Jan 11.7 31 259 34 34 Feb 5.8 28 234 17 17 Mar 3.2 31 259 9 9 Apr 54.4 30 251 161 161 May 140.9 31 259 416 259 Jun 82.3 30 251 243 243 Jul 53.7 31 259 158 158 Aug 38.5 31 259 114 114 Sep 27.6 30 251 81 81 Oct 18.7 31 259 55 55 Nov 48.9 30 251 144 144 Dec 24.5 31 259 72 72 Total 510.3 365 3,053 1,505 1,349

EXISTING CONDITION Contributing Catchments: 300 Soil Type: Clayey Sandy Silt Till Runoff Factor = 0.52 Contributing Area = 6.31 ha Vegetation: Shallow-rooted crops Evapotranspiration Percent Impervious = 1.90% Root Zone Depth = 0.5m Factor for Impervious Soil Moisture Retention Capacity = 75mm Surfaces = 0.34 Hart Subdivision City of Guelph Table 16 : Monthly Water Balance Wetland South of Harts Lane Month Daily Average Temperature Monthly Heat Index Unadjusted Daily Potential Evapotranspiration Correction Factors Adjusted Potential Evapotranspiration Average Precipitation P-PE Accum. Pot. Water Loss Storage S Pervious ET Actual Evapotranspiration Moisture Surplus Water Runoff Snow Melt Runoff Total Recharge & Runoff Actual Runoff ( C) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m 3 ) (m 3 ) Jan -7.6 0.00 0.0 24.3 0.0 56.4 56.4 209.1 0.0 0.0 0.0 0.0 9.8 0.0 9.8 5.1 319 297 Feb -6.9 0.00 0.0 24.6 0.0 50.8 50.8 259.9 0.0 0.0 0.0 0.0 4.9 0.0 4.9 2.5 160 149 Mar -1.3 0.00 0.0 30.6 0.0 72.1 72.1 332.0 0.0 0.0 0.0 0.0 2.4 0.0 2.4 1.3 80 74 Apr 5.9 1.29 0.9 33.6 30.2 78.3 48.1 75.0 0.0 30.2 29.9 48.4 25.4 25.7 51.1 26.5 1,671 1,555 May 12.3 3.91 2.0 37.8 75.6 79.9 4.3 75.0 0.0 75.6 74.7 5.2 15.3 115.7 131.0 67.8 4,281 3,984 Jun 16.9 6.32 2.8 38.4 107.5 76.0-31.5-31.5 48.0-27.0 103.0 101.7 1.3 8.3 57.8 66.1 34.3 2,161 2,012 Jul 19.7 7.97 3.3 38.7 127.7 88.5-39.2-70.7 28.0-20.0 108.5 107.1 1.4 4.8 28.9 33.7 17.5 1,103 1,027 Aug 18.6 7.31 3.1 36.0 111.6 95.9-15.7-86.4 23.0-5.0 100.9 99.6 1.3 3.1 14.5 17.5 9.1 572 533 Sep 14.1 4.81 2.3 31.2 71.8 92.1 20.3 43.3 20.3 71.8 70.9 0.9 2.0 7.3 9.3 4.8 303 282 Oct 7.9 2.00 1.3 28.5 37.1 69.2 32.2 75.0 31.7 37.1 36.6 1.0 1.5 4.0 5.5 2.8 180 167 Nov 2.4 0.33 0.4 24.3 9.7 86.3 76.6 75.0 0.0 9.7 9.6 76.7 39.1 2.1 41.2 21.3 1,346 1,253 Dec -4.0 0.00 0.0 23.1 0.0 77.7 77.7 152.7 0.0 0.0 0.0 0.0 19.5 1.1 20.6 10.7 675 628 Total 33.9 923.3 352.0 530.0 136.2 136.1 257.1 393.2 203.6 12,850 11,960 POST-DEVELOPMENT CONDITION Contributing Catchments:Part of 200 Soil Type: Clayey Sandy Silt Till Runoff Factor = 0.92 Diversion to North = 31% Contributing Area = 8.45 ha Vegetation: Urban lawns Evapotranspiration Percent Impervious = 73.0% Root Zone Depth = 0.5m Factor for Impervious Soil Moisture Retention Capacity = 75mm Surfaces = 0.34 Month Daily Average Temperature Monthly Heat Index Unadjusted Daily Potential Evapotranspiration Correction Factors Adjusted Potential Evapotranspiration Average Precipitation P-PE Accum. Pot. Water Loss Storage S Pervious ET ( C) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) Jan -7.6 0.0 0.0 24.3 0.0 56.4 56.4 209.1 0.0 0.0 0.0 0.0 13.9 0.0 13.9 1173.7 265.0 815 252 564 93 358 Feb -6.9 0.0 0.0 24.6 0.0 50.8 50.8 259.9 0.0 0.0 0.0 0.0 6.9 0.0 6.9 586.8 132.5 408 126 282 47 179 Mar -1.3 0.0 0.0 30.6 0.0 72.1 72.1 332.0 0.0 0.0 0.0 0.0 3.2 0.0 3.2 270.4 72.5 176 54 122 21 94 Apr 5.9 1.3 0.9 33.6 30.2 78.3 48.1 75.0 0.0 30.2 15.7 62.6 32.5 25.7 58.2 4919.2 1233.8 3,294 1,017 2,278 391 1,625 May 12.3 3.9 2.0 37.8 75.6 79.9 4.3 75.0 0.0 75.6 39.2 40.7 36.6 115.7 152.3 12866.8 2777.0 9,067 2,798 6,268 1,023 3,800 Jun 16.9 6.3 2.8 38.4 107.5 76.0-31.5-31.5 48.0-27.0 103.0 53.4 49.6 43.1 57.8 100.9 8530.1 1866.7 5,985 1,847 4,138 678 2,545 Jul 19.7 8.0 3.3 38.7 127.7 88.5-39.2-70.7 28.0-20.0 108.5 56.2 52.3 47.7 28.9 76.6 6473.7 1217.5 4,742 1,463 3,278 515 1,732 Aug 18.6 7.3 3.1 36.0 111.6 95.9-15.7-86.4 23.0-5.0 100.9 52.3 48.6 48.2 14.5 62.6 5290.8 872.9 3,997 1,234 2,764 421 1,294 Sep 14.1 4.8 2.3 31.2 71.8 92.1 20.3 43.3 20.3 71.8 37.2 34.6 41.4 7.3 48.7 4112.2 626.0 3,159 975 2,184 327 953 Oct 7.9 2.0 1.3 28.5 37.1 69.2 32.2 75.0 31.7 37.1 19.2 18.3 29.9 4.0 33.9 2863.1 424.2 2,211 683 1,529 228 652 Nov 2.4 0.3 0.4 24.3 9.7 86.3 76.6 75.0 0.0 9.7 5.0 81.3 55.6 2.1 57.7 4872.1 1107.5 3,377 1,042 2,335 387 1,495 Dec -4.0 0.0 0.0 23.1 0.0 77.7 77.7 152.7 0.0 0.0 0.0 0.0 27.8 1.1 28.9 2440.3 554.9 1,691 522 1,169 194 749 Total 33.9 923.3 352.0 278.2 388.0 386.7 257.1 643.8 54,399 11,150 38,924 12,014 26,910 4,325 15,475 Actual Evapotranspiration Notes: Precipitation and Temperature data from Environment Canada Climate Normals 1971-200 for the Guelph Arboretum Monthly water balance strategy as outlined in the document Instructions and Tables for Computing Potential Evapotranspiration and the Water Balance (Thornthwaite and Mather, 1957) Moisture Surplus Water Runoff Snow Melt Runoff Total Recharge & Runoff Total Recharge & Runoff Runoff Volume Total Enhanced Recharge (Table 18) Recharge Volume Total Runoff Volume Runoff Volume Diverted to North Total Runoff Volume South Recharge Through Pervious Surfaces Total Recharge Volume

Hart Subdivision City of Guelph Table 17: Enhanced Infiltration Structure Data Sheet Catchment 200 Drainage Area (ha) Number of Structures Length (m) Width (m) Depth (m) Volume (m 3 ) Storage Volume (m 3 ) Total Storage Volume (m3) Contact Area (m 2 ) Percolation Rate (mm/hr) Draindown (hr) 0.507 19 9 1.2 1.2 12.96 4.32 82 32.4 4.8 92.6 0.481 17 9 1.2 1.2 12.96 4.32 73 32.4 4.8 92.6 0.484 18 9 1.2 1.2 12.96 4.32 78 32.4 4.8 92.6 0.358 19 6 1.2 1.2 8.64 2.88 55 21.6 4.8 92.6 0.437 20 6 1.2 1.2 8.64 2.88 58 21.6 4.8 92.6 Total 2.267 -- -- -- -- -- -- 345.6 -- -- -- Draindown is calculated using MOE Equation 4.3 Where: A = contact area of the trench (m²) V = runoff volume to be infiltrated (m 3 ) P = percolation rate of surrounding native soil (mm/h) n = porosity of the storage media (0.3 for clear stone) t = retention time hours)

Hart Subdivision Area of Enhanced Recharge 2.267 ha (Part of Catchment 100) City of Guelph Recharge Time 93 hours / 3.86 days Table 18 : Enhanced Recharge Calculation Recharge Volume Potential 345.60 m 3 Infiltration Structures Wetland South of Harts Lane Month Total Recharge & Runoff (Table 13) No. of days Max Potential Recharge Available Recharge Total Enhanced Recharge (mm) (m 3 ) (m 3 ) (m 3 ) Jan 11.7 31 2,777 265 265 Feb 5.8 28 2,508 132 132 Mar 3.2 31 2,777 73 73 Apr 54.4 30 2,687 1,234 1,234 May 140.9 31 2,777 3,194 2,777 Jun 82.3 30 2,687 1,867 1,867 Jul 53.7 31 2,777 1,217 1,217 Aug 38.5 31 2,777 873 873 Sep 27.6 30 2,687 626 626 Oct 18.7 31 2,777 424 424 Nov 48.9 30 2,687 1,107 1,107 Dec 24.5 31 2,777 555 555 Total 510.3 365 32,697 11,567 11,150

Month Existing Runoff Volume Wetland North of Harts Lane Proposed Runoff Volume Percent Change Runoff Volume Existing Runoff Volume Wetland South of Harts Lane Proposed Runoff Volume Percent Change Hart Subdivision City of Guelph Table 19 : Monthly Water Balance Summary Subject Property Existing Runoff Volume Total From Site Proposed Runoff (m 3 ) (m 3 ) (%) (m 3 ) (m 3 ) (%) (m 3 ) (m 3 ) (%) Jan 194 436 124.1% 319 564 76.5% 514 999 94.5% Feb 97 218 124.1% 160 282 76.5% 257 500 94.5% Mar 49 105 115.7% 80 122 52.7% 128 227 76.6% Apr 1,014 1,874 84.8% 1,671 2,278 36.3% 2,685 4,151 54.6% May 2,599 5,174 99.1% 4,281 6,268 46.4% 6,879 11,442 66.3% Jun 1,317 3,144 138.6% 2,161 4,138 91.4% 3,479 7,282 109.3% Jul 678 2,309 240.6% 1,103 3,278 197.2% 1,781 5,587 213.7% Aug 357 1,840 415.8% 572 2,764 383.0% 929 4,604 395.6% Sep 192 1,410 632.6% 303 2,184 620.5% 496 3,594 625.2% Oct 115 977 748.7% 180 1,529 751.3% 295 2,506 750.3% Nov 819 1,812 121.2% 1,346 2,335 73.5% 2,165 4,147 91.5% Dec 411 908 121.0% 675 1,169 73.3% 1,085 2,077 91.4% Percent Change Total 7,842 20,206 157.6% 12,850 26,910 109.4% 20,692 47,116 127.7% Month Recharge Volume Entire Site Existing Proposed Recharge Volume Recharge Volume Percent Change (m 3 ) (m 3 ) (%) Jan 473 464-1.9% Feb 236 232-1.9% Mar 118 123 4.0% Apr 2,471 2,117-14.3% May 6,333 4,919-22.3% Jun 3,203 3,290 2.7% Jul 1,639 2,218 35.3% Aug 855 1,642 92.1% Sep 456 1,203 163.7% Oct 271 821 202.8% Nov 1,993 1,937-2.8% Dec 999 970-2.9% Total 19,048 19,937 4.7%

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 Hanlon Creek Watershed Tributary D: The area surrounding the upper reaches of Tributary D, i.e., the area above Edinburgh Road was analyzed in determining the cumulative effect of the proposed development on the existing wetland. The Hanlon Creek Watershed Study by MMM Group dated April 1993 was used to determine the lands draining to the existing wetland above Edinburgh Road. Figures 9 and 10 illustrate the pre and post development watershed drainage areas. The pre and post development runoff and recharge volumes from the drainage area that drains to the existing wetland are analyzed in Tables 20 and 21. Under existing conditions, the area draining into the wetland is 76.25 ha and is approximately 34% impervious. The existing annual average recharge volume for wetland is 96,990 m 3. The existing average annual runoff volume to the wetland is 289,176 m³. Under post-development conditions, the area draining into the wetland is 77.10 ha and is approximately 43% impervious. Following the development of the site, the average annual recharge volume is 97,218 m 3 and the average annual runoff volume to the wetland is 317,860 m³. Based on the analysis from Table 21, a 9.9% increase in runoff volume and a 0.2% increase in recharge volume are calculated for the existing wetland. PAGE 23 OF 26

EXISTING CONDITION Contributing Catchments: 400 to 413, 200 and 300 Soil Type: Clayey Sandy Silt Till Runoff Factor = 0.75 Contributing Area = 76.25 ha Vegetation: Shallow-rooted crops Evapotranspiration Percent Impervious = 34.00% Root Zone Depth = 0.5m Factor for Impervious Soil Moisture Retention Capacity = 75mm Surfaces = 0.34 Hart Subdivision City of Guelph Table 20 : Monthly Water Balance Entire Wetland Month Daily Average Temperature Monthly Heat Index Unadjusted Daily Potential Evapotranspiration Correction Factors Adjusted Potential Evapotranspiration Average Precipitation P-PE Accum. Pot. Water Loss Storage S Pervious ET Actual Evapotranspiration Moisture Surplus Water Runoff Snow Melt Runoff Total Recharge & Runoff Actual Runoff Runoff Volume Recharge Volume ( C) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m 3 ) (m 3 ) Jan -7.6 0.00 0.0 24.3 0.0 56.4 56.4 209.1 0.0 0.0 0.0 0.0 11.6 0.0 11.6 8.7 6,641 2,227 Feb -6.9 0.00 0.0 24.6 0.0 50.8 50.8 259.9 0.0 0.0 0.0 0.0 5.8 0.0 5.8 4.4 3,320 1,114 Mar -1.3 0.00 0.0 30.6 0.0 72.1 72.1 332.0 0.0 0.0 0.0 0.0 2.9 0.0 2.9 2.2 1,660 557 Apr 5.9 1.29 0.9 33.6 30.2 78.3 48.1 75.0 0.0 30.2 23.5 54.8 28.6 25.7 54.3 40.7 31,018 10,403 May 12.3 3.91 2.0 37.8 75.6 79.9 4.3 75.0 0.0 75.6 58.6 21.3 24.9 115.7 140.6 105.3 80,277 26,925 Jun 16.9 6.32 2.8 38.4 107.5 76.0-31.5-31.5 48.0-27.0 103.0 79.9 23.1 24.0 57.8 81.9 61.3 46,737 15,676 Jul 19.7 7.97 3.3 38.7 127.7 88.5-39.2-70.7 28.0-20.0 108.5 84.2 24.3 24.2 28.9 53.1 39.8 30,320 10,169 Aug 18.6 7.31 3.1 36.0 111.6 95.9-15.7-86.4 23.0-5.0 100.9 78.3 22.6 23.4 14.5 37.9 28.4 21,624 7,253 Sep 14.1 4.81 2.3 31.2 71.8 92.1 20.3 43.3 20.3 71.8 55.7 16.1 19.8 7.3 27.1 20.3 15,450 5,182 Oct 7.9 2.00 1.3 28.5 37.1 69.2 32.2 75.0 31.7 37.1 28.7 8.8 14.3 4.0 18.3 13.7 10,456 3,507 Nov 2.4 0.33 0.4 24.3 9.7 86.3 76.6 75.0 0.0 9.7 7.5 78.8 46.5 2.1 48.6 36.4 27,762 9,312 Dec -4.0 0.00 0.0 23.1 0.0 77.7 77.7 152.7 0.0 0.0 0.0 0.0 23.3 1.1 24.4 18.2 13,910 4,665 Total 33.9 923.3 352.0 416.3 249.9 249.4 257.1 506.4 379.2 289,176 96,990 POST-DEVELOPMENT CONDITION Contributing Catchments: 400 to 413, 100, 101 102 and 200 Soil Type: Clayey Sandy Silt Till Runoff Factor = 0.80 Contributing Area = 77.10 ha Vegetation: Urban lawns Evapotranspiration Percent Impervious = 43.0% Root Zone Depth = 0.5m Soil Moisture Retention Capacity = 75mm Factor for Impervious Surfaces = 0.34 Month Daily Average Temperature Monthly Heat Index Unadjusted Daily Potential Evapotranspiration Correction Factors Adjusted Potential Evapotranspiration Average Precipitation P-PE Accum. Pot. Water Loss Storage S Pervious ET Actual Evapotranspiration Moisture Surplus Water Runoff Snow Melt Runoff Total Recharge & Runoff Total Recharge & Runoff Total Enhanced Recharge (Tables 15/18) Runoff Volume Recharge Through Pervious Surfaces Total Recharge Volume ( C) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m 3 ) (m 3 ) (m 3 ) (m 3 ) (m 3 ) Jan -7.6 0.0 0.0 24.3 0.0 56.4 56.4 209.1 0.0 0.0 0.0 0.0 12.2 0.0 12.2 9368.9 299.5 7,157 1,912 2,212 Feb -6.9 0.0 0.0 24.6 0.0 50.8 50.8 259.9 0.0 0.0 0.0 0.0 6.1 0.0 6.1 4684.5 149.7 3,579 956 1,106 Mar -1.3 0.0 0.0 30.6 0.0 72.1 72.1 332.0 0.0 0.0 0.0 0.0 3.2 0.0 3.2 2467.2 82.0 1,882 504 586 Apr 5.9 1.3 0.9 33.6 30.2 78.3 48.1 75.0 0.0 30.2 21.7 56.6 29.5 25.7 55.2 42575.4 1394.3 32,491 8,690 10,084 May 12.3 3.9 2.0 37.8 75.6 79.9 4.3 75.0 0.0 75.6 54.1 25.8 27.6 115.7 143.3 110475.2 3036.2 84,891 22,548 25,585 Jun 16.9 6.3 2.8 38.4 107.5 76.0-31.5-31.5 48.0-27.0 103.0 73.8 29.2 28.4 57.8 86.3 66506.3 2109.6 50,823 13,574 15,684 Jul 19.7 8.0 3.3 38.7 127.7 88.5-39.2-70.7 28.0-20.0 108.5 77.7 30.8 29.6 28.9 58.5 45123.6 1375.9 34,538 9,210 10,586 Aug 18.6 7.3 3.1 36.0 111.6 95.9-15.7-86.4 23.0-5.0 100.9 72.3 28.6 29.1 14.5 43.6 33600.7 986.5 25,756 6,858 7,845 Sep 14.1 4.8 2.3 31.2 71.8 92.1 20.3 43.3 20.3 71.8 51.4 20.4 24.7 7.3 32.0 24706.7 707.4 18,957 5,043 5,750 Oct 7.9 2.0 1.3 28.5 37.1 69.2 32.2 75.0 31.7 37.1 26.5 11.0 17.9 4.0 21.9 16888.7 479.4 12,962 3,447 3,926 Nov 2.4 0.3 0.4 24.3 9.7 86.3 76.6 75.0 0.0 9.7 7.0 79.3 48.6 2.1 50.7 39094.9 1251.6 29,864 7,979 9,231 Dec -4.0 0.0 0.0 23.1 0.0 77.7 77.7 152.7 0.0 0.0 0.0 0.0 24.3 1.1 25.4 19586.0 627.1 14,961 3,998 4,625 Total 33.9 923.3 352.0 384.4 281.8 281.3 257.1 538.4 415,078 12,499 317,860 84,719 97,218 Notes: Precipitation and Temperature data from Environment Canada Climate Normals 1971-200 for the Guelph Arboretum Monthly water balance strategy as outlined in the document Instructions and Tables for Computing Potential Evapotranspiration and the Water Balance (Thornthwaite and Mather, 1957)

Hart Subdivision City of Guelph Table 21 : Monthly Water Balance Summary Entire Wetland Month Existing Runoff Volume Proposed Runoff Volume Percent Change Existing Wetland Existing Recharge Volume Proposed Recharge Volume Percent Change (m 3 ) (m 3 ) (%) (m 3 ) (m 3 ) (%) Jan 6,641 7,157 7.8% 2,227 2,212-0.7% Feb 3,320 3,579 7.8% 1,114 1,106-0.7% Mar 1,660 1,882 13.3% 557 586 5.2% Apr 31,018 32,491 4.8% 10,403 10,084-3.1% May 80,277 84,891 5.7% 26,925 25,585-5.0% Jun 46,737 50,823 8.7% 15,676 15,684 0.1% Jul 30,320 34,538 13.9% 10,169 10,586 4.1% Aug 21,624 25,756 19.1% 7,253 7,845 8.2% Sep 15,450 18,957 22.7% 5,182 5,750 11.0% Oct 10,456 12,962 24.0% 3,507 3,926 12.0% Nov 27,762 29,864 7.6% 9,312 9,231-0.9% Dec 13,910 14,961 7.6% 4,665 4,625-0.9% Total 289,176 317,860 9.9% 96,990 97,218 0.2%

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 7.0 SEDIMENT AND EROSION CONTROL PLAN Primary sediment control will be achieved with the installation of Type 1 and 2 sediment fence around the property boundary, specifically surrounding existing residential lots and Core Greenland areas. The silt fence will eliminate the opportunity for water borne sediments to be transported from the site. Temporary rock check dams will be installed in rear and side yard swales after the initial grading has been completed to slow the flow rates and promote the settlement of water borne sediments before they reach the silt fences and ponds. Upon completion of the grading, any area not subject to active construction within 30 days will be topsoiled and seeded as per OPSS 572. The stormwater management facility will be graded and shaped at the start of any construction or pre-grading activity. A silt fence will be placed around the outlet structures to restrict the movement of sediment. The discharge structure will restrict the release rate and provide extended detention for a minimum 24-hour period. Once catch basins have been installed, the grates will be wrapped in filter cloth. This will be maintained until all building and landscaping has been completed. Inspection and maintenance of all silt fencing and the sediment pond will start after installation is complete. These features will be inspected on a weekly basis or after a rainfall event of 13 mm or greater. Maintenance will be carried out, within 48 hours, on any part of the facility found to need repair. Monthly reports on the condition of the sediment and erosion control measures will be submitted to the City of Guelph and the Grand River Conservation Authority. Once construction has been substantially completed, the silt fence will be removed from within the pond, any accumulated sediment will be removed and the landscaping and planting of the pond will be completed. After construction of the complete development, erosion will not occur and sediment transport will be minimal. The swale drainage in the rear lot areas will be as flat as feasible in order to minimize flow velocities. The stormwater management pond will provide all sediment removal PAGE 24 OF 26

HART SUBDIVISION, CITY OF GUELPH PRELIMINARY SERVICING & STORMW ATER MANAGEMENT REPORT GMBP FILE: 112-155 MAY 22, 2015 8.0 CONCLUSIONS The stormwater management system for the Hart Subdivision has been designed to collect, clean, filter and attenuate runoff from all storms up to and including the 100-year design storm. From the analysis, the following conclusions are drawn: 1. The stormwater management system has been designed to provide enhanced water quality treatment, incorporating the use of oil/grit separators, a shallow permanent pool and extended detention of the required water quality storage volume. 2. The stormwater management system has been designed with water quantity controls to control post-development flows to less than the existing conditions. 3. The stormwater management pond has been located at the lowest point of the site to minimize the grading impacts within the site and to minimize the changes in elevation from the energy dissipation structures to the receiving outlet which will limit or eliminate the potential for erosion following the development of the subdivision. 4. Three energy dissipation structures are proposed to cool and disperse the post-development flows from the site to the wetland in sheetflow manner. 5. The stormwater management facility for the apartment block will be designed at the site plan approval stage and will incorporate the methods recommended in this report. 6. The stormwater management systems meet the current MOE, GRCA and City guidelines. 7. The principles of Stormwater Best Management Practices have been used in the selection of the stormwater management systems. 8. During the construction phase, the stormwater management facility will be used as part of the erosion and sediment control plan. This in conjunction, with the other erosion control measures, will retain any sediment on-site during the construction period. 9. The local storm sewer system will be designed to convey the 5-year flows to the stormwater management system. 10. A 200 mm diameter trunk watermain will extend through the municipal right of way to service the proposed development complete with connections at Rodgers Road and Carrington Drive to provide a looped system. 11. A local 200 mm diameter sanitary sewer will service the proposed development ultimately discharging to the existing sanitary sewer on Carrington Drive. 12. The existing 375 mm diameter trunk sanitary sewer will be extended within the subdivision to Harts Lane near the westerly edge of the wetland for future extension by the City to connect to the existing 300 mm trunk sewer dead-ended on Harts Lane on the easterly side of the wetland. PAGE 25 OF 26

APPENDIX A: HARTS LANE DESIGN OPTIONS

Option 1 The Hart farm lane is retained as a multi-use trail connecting the proposed subdivision to the developed portion of Hart s Lane. A cul-de-sac turnaround is proposed on the easterly side of the wetland at the terminus of the existing Harts Lane municipal road. This option following existing topography, does not require grading into the wetland and allows the installation of sanitary and water mains under the wetland by trenchless methods. Option 2 Harts Lane across the wetland could be reconstructed as a two lane asphalt road with two 3.75 m asphalt lanes, curb and gutter on both side, a curb faced sidewalk on one side and two 0.5 m rounding boulevards for a total width of 11.0 metres. With the incorporation of graded slopes, the total width of grading within the wetland will be approximately 22 m wide across the wetland narrowing to 11.0 m at the ends. This option requires the removal of approximately 3713 m 3 of wetland materials to be replaced with a similar volume of imported fill material suitable for the construction of a stable road base. This option will also require a significant temporary dewatering plan with a Permit to Take Water to complete the road construction while maintaining the adjacent wetland areas. Sanitary and water mains will be installed by trenchless methods under the wetland. Option 3 Harts Lane across the wetland could be reconstructed to the City s 20 m wide urban cross section with two 3.75 m asphalt lanes, curb and gutter on both side, a 1.5 m wide sidewalk on one side and a full boulevard for a total width of 13.3 metres. With the incorporation of graded slopes, the total width of grading within the wetland will be approximately 24 m wide across the wetland narrowing to 13.3 m at the ends. This option requires the removal of approximately 4,332 m 3 of wetland materials to be replaced with a similar volume of imported fill material suitable for the construction of a stable road base. This option will also require a significant temporary dewatering plan with a Permit to Take Water to complete the road construction while maintaining the adjacent wetland areas. Sanitary and water mains will be installed by trenchless methods under the wetland. Option 4 The existing footprint of the farm lane across the wetland is 5.2 m wide. The minimum width of a functional road across the wetland as noted in Option 2 is 11.0 metres. It is not feasible to construct a stable functional road within the available 5.2 m wide footprint of the existing farm lane. Please see Drawings PP1, PP2 and PP3 for the preliminary grading of Harts Lane for each of the three options.

APPENDIX B: STORMWATER MANAGEMENT ANALYSIS PRE-DEVELOPMENT CONDITIONS

Hart Subdivision City of Guelph G&M: 112155 2 year pre-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112055-pre-2-year_2014-03-19.out" " Licensee name: gamsby" " Company " " Date & Time last used: 3/19/2014 at 5:52:04 PM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 240.000 Max. Storm length" " 4000.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 743.000 Coefficient A" " 6.000 Constant B" " 0.799 Exponent C" " 0.400 Fraction R" " 170.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 105.606 mm/hr" " Total depth 33.816 mm" " 6 002hyd Hydrograph extension used in this file" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 100 north-west corner " " 0.000 % Impervious" " 0.850 Total Area" " 85.000 Flow length" " 4.300 Overland Slope" " 0.850 Pervious Area" " 85.000 Pervious length" " 4.300 Pervious slope" " 0.000 Impervious Area" " 85.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.214 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.012 0.000 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.850 0.000 0.850 hectare" " Time of concentration 41.703 3.069 41.703 minutes" " Time to Centroid 144.731 87.818 144.730 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 287.44 0.00 287.44 c.m" " Rainfall losses 26.592 5.540 26.592 mm" " Runoff depth 7.224 28.276 7.224 mm" " Runoff volume 61.41 0.00 61.41 c.m" " Runoff coefficient 0.214 0.000 0.214 " " Maximum flow 0.012 0.000 0.012 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.012 0.012 0.000 0.000" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to Kortright ROad "

" 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.012 0.012 0.012 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " Total flow off site " " Maximum flow 0.012 c.m/sec" " Hydrograph volume 61.407 c.m" " 0.012 0.012 0.012 0.012" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.012 0.000 0.012 0.012" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Northerly portion of the site " " 2.700 % Impervious" " 3.770 Total Area" " 130.000 Flow length" " 4.300 Overland Slope" " 3.668 Pervious Area" " 130.000 Pervious length" " 4.300 Pervious slope" " 0.102 Impervious Area" " 130.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.214 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.838 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.045 0.000 0.012 0.012 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 3.668 0.102 3.770 hectare" " Time of concentration 53.812 3.961 48.921 minutes" " Time to Centroid 158.742 89.180 151.916 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 1240.44 34.42 1274.86 c.m" " Rainfall losses 26.592 5.490 26.022 mm" " Runoff depth 7.224 28.326 7.794 mm" " Runoff volume 265.00 28.83 293.83 c.m" " Runoff coefficient 0.214 0.838 0.230 " " Maximum flow 0.043 0.021 0.045 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.045 0.045 0.012 0.012" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to north portion of wetland " " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.045 0.045 0.045 0.012" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total to Wetland " " Maximum flow 0.045 c.m/sec" " Hydrograph volume 293.831 c.m" " 0.045 0.045 0.045 0.045" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.045 0.000 0.045 0.045" " 33 CATCHMENT 300" " 1 Triangular SCS"

" 1 Equal length" " 1 SCS method" " 300 Souther portion of the site " " 1.900 % Impervious" " 6.310 Total Area" " 105.000 Flow length" " 4.300 Overland Slope" " 6.190 Pervious Area" " 105.000 Pervious length" " 4.300 Pervious slope" " 0.120 Impervious Area" " 105.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.214 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.834 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.083 0.000 0.045 0.045 c.m/sec" " Catchment 300 Pervious Impervious Total Area " " Surface Area 6.190 0.120 6.310 hectare" " Time of concentration 47.340 3.484 44.257 minutes" " Time to Centroid 151.258 88.494 146.845 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 2093.25 40.54 2133.79 c.m" " Rainfall losses 26.593 5.611 26.194 mm" " Runoff depth 7.223 28.205 7.622 mm" " Runoff volume 447.13 33.81 480.94 c.m" " Runoff coefficient 0.214 0.834 0.225 " " Maximum flow 0.081 0.025 0.083 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.083 0.083 0.045 0.045" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to south portion of wetland " " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.083 0.083 0.083 0.045" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total to Wetland " " Maximum flow 0.127 c.m/sec" " Hydrograph volume 774.771 c.m" " 0.083 0.083 0.083 0.127" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total to Wetland " " Maximum flow 0.127 c.m/sec" " Hydrograph volume 774.771 c.m" " 0.083 0.127 0.083 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.083 0.127 0.127 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " Total flow off site " " Maximum flow 0.139 c.m/sec" " Hydrograph volume 836.178 c.m" " 0.083 0.127 0.127 0.139" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #"

" Total flow off site " " Maximum flow 0.139 c.m/sec" " Hydrograph volume 836.178 c.m" " 0.083 0.139 0.127 0.000" " 38 START/RE-START TOTALS 1000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 0.222 hectare" " Total % impervious 2.028" " 19 EXIT"

Hart Subdivision City of Guelph G&M: 112155 5 year pre-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112055-pre-5-year_2014-03-19.out" " Licensee name: gamsby" " Company " " Date & Time last used: 3/19/2014 at 5:57:19 PM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 170.000 Max. Storm length" " 1500.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 1596.000 Coefficient A" " 11.000 Constant B" " 0.897 Exponent C" " 0.400 Fraction R" " 170.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 128.502 mm/hr" " Total depth 42.677 mm" " 6 005hyd Hydrograph extension used in this file" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 100 north-west corner " " 0.000 % Impervious" " 0.850 Total Area" " 85.000 Flow length" " 4.300 Overland Slope" " 0.850 Pervious Area" " 85.000 Pervious length" " 4.300 Pervious slope" " 0.000 Impervious Area" " 85.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.276 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.026 0.000 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.850 0.000 0.850 hectare" " Time of concentration 33.119 2.807 33.119 minutes" " Time to Centroid 130.232 85.167 130.231 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 362.75 0.00 362.75 c.m" " Rainfall losses 30.910 5.827 30.910 mm" " Runoff depth 11.767 36.850 11.767 mm" " Runoff volume 100.02 0.00 100.02 c.m" " Runoff coefficient 0.276 0.000 0.276 " " Maximum flow 0.026 0.000 0.026 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.026 0.026 0.000 0.000" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to Kortright ROad "

" 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.026 0.026 0.026 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " Total flow off site " " Maximum flow 0.026 c.m/sec" " Hydrograph volume 100.018 c.m" " 0.026 0.026 0.026 0.026" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.026 0.000 0.026 0.026" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Northerly portion of the site " " 2.700 % Impervious" " 3.770 Total Area" " 130.000 Flow length" " 4.300 Overland Slope" " 3.668 Pervious Area" " 130.000 Pervious length" " 4.300 Pervious slope" " 0.102 Impervious Area" " 130.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.276 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.859 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.096 0.000 0.026 0.026 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 3.668 0.102 3.770 hectare" " Time of concentration 42.735 3.622 39.623 minutes" " Time to Centroid 141.397 86.429 137.022 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 1565.48 43.44 1608.92 c.m" " Rainfall losses 30.909 6.006 30.236 mm" " Runoff depth 11.768 36.671 12.441 mm" " Runoff volume 431.69 37.33 469.02 c.m" " Runoff coefficient 0.276 0.859 0.292 " " Maximum flow 0.093 0.028 0.096 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.096 0.096 0.026 0.026" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to north portion of wetland " " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.096 0.096 0.096 0.026" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total to Wetland " " Maximum flow 0.096 c.m/sec" " Hydrograph volume 469.017 c.m" " 0.096 0.096 0.096 0.096" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.096 0.000 0.096 0.096" " 33 CATCHMENT 300" " 1 Triangular SCS"

" 1 Equal length" " 1 SCS method" " 300 Souther portion of the site " " 1.900 % Impervious" " 6.310 Total Area" " 105.000 Flow length" " 4.300 Overland Slope" " 6.190 Pervious Area" " 105.000 Pervious length" " 4.300 Pervious slope" " 0.120 Impervious Area" " 105.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.276 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.861 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.178 0.000 0.096 0.096 c.m/sec" " Catchment 300 Pervious Impervious Total Area " " Surface Area 6.190 0.120 6.310 hectare" " Time of concentration 37.596 3.186 35.633 minutes" " Time to Centroid 135.420 85.758 132.587 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 2641.75 51.17 2692.91 c.m" " Rainfall losses 30.915 5.943 30.441 mm" " Runoff depth 11.762 36.734 12.236 mm" " Runoff volume 728.06 44.04 772.10 c.m" " Runoff coefficient 0.276 0.861 0.287 " " Maximum flow 0.173 0.032 0.178 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.178 0.178 0.096 0.096" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to south portion of wetland " " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.178 0.178 0.178 0.096" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total to Wetland " " Maximum flow 0.274 c.m/sec" " Hydrograph volume 1241.114 c.m" " 0.178 0.178 0.178 0.274" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total to Wetland " " Maximum flow 0.274 c.m/sec" " Hydrograph volume 1241.114 c.m" " 0.178 0.274 0.178 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.178 0.274 0.274 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " Total flow off site " " Maximum flow 0.299 c.m/sec" " Hydrograph volume 1341.135 c.m" " 0.178 0.274 0.274 0.299" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #"

" Total flow off site " " Maximum flow 0.299 c.m/sec" " Hydrograph volume 1341.135 c.m" " 0.178 0.299 0.274 0.000" " 38 START/RE-START TOTALS 1000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 0.222 hectare" " Total % impervious 2.028" " 19 EXIT"

Hart Subdivision City of Guelph G&M: 112155 100 year pre-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112055-pre-100-year_2014-03-19.out" " Licensee name: gamsby" " Company " " Date & Time last used: 3/19/2014 at 6:07:09 PM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 210.000 Max. Storm length" " 1500.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 4688.000 Coefficient A" " 17.000 Constant B" " 0.962 Exponent C" " 0.400 Fraction R" " 210.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 213.574 mm/hr" " Total depth 88.830 mm" " 6 100hyd Hydrograph extension used in this file" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 100 north-west corner " " 0.000 % Impervious" " 0.850 Total Area" " 85.000 Flow length" " 4.300 Overland Slope" " 0.850 Pervious Area" " 85.000 Pervious length" " 4.300 Pervious slope" " 0.000 Impervious Area" " 85.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.489 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.139 0.000 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.850 0.000 0.850 hectare" " Time of concentration 19.396 2.251 19.396 minutes" " Time to Centroid 129.705 99.730 129.705 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 755.05 0.00 755.05 c.m" " Rainfall losses 45.397 6.658 45.397 mm" " Runoff depth 43.433 82.172 43.433 mm" " Runoff volume 369.18 0.00 369.18 c.m" " Runoff coefficient 0.489 0.000 0.489 " " Maximum flow 0.139 0.000 0.139 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.139 0.139 0.000 0.000" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to Kortright ROad "

" 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.139 0.139 0.139 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " Total flow off site " " Maximum flow 0.139 c.m/sec" " Hydrograph volume 369.177 c.m" " 0.139 0.139 0.139 0.139" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.139 0.000 0.139 0.139" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Northerly portion of the site " " 2.700 % Impervious" " 3.770 Total Area" " 130.000 Flow length" " 4.300 Overland Slope" " 3.668 Pervious Area" " 130.000 Pervious length" " 4.300 Pervious slope" " 0.102 Impervious Area" " 130.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.489 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.921 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.528 0.000 0.139 0.139 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 3.668 0.102 3.770 hectare" " Time of concentration 25.028 2.905 23.930 minutes" " Time to Centroid 136.734 100.700 134.945 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 3258.46 90.42 3348.88 c.m" " Rainfall losses 45.361 7.015 44.326 mm" " Runoff depth 43.468 81.814 44.504 mm" " Runoff volume 1594.51 83.28 1677.79 c.m" " Runoff coefficient 0.489 0.921 0.501 " " Maximum flow 0.514 0.054 0.528 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.528 0.528 0.139 0.139" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to north portion of wetland " " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.528 0.528 0.528 0.139" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total to Wetland " " Maximum flow 0.528 c.m/sec" " Hydrograph volume 1677.789 c.m" " 0.528 0.528 0.528 0.528" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.528 0.000 0.528 0.528" " 33 CATCHMENT 300" " 1 Triangular SCS"

" 1 Equal length" " 1 SCS method" " 300 Souther portion of the site " " 1.900 % Impervious" " 6.310 Total Area" " 105.000 Flow length" " 4.300 Overland Slope" " 6.190 Pervious Area" " 105.000 Pervious length" " 4.300 Pervious slope" " 0.120 Impervious Area" " 105.000 Impervious length" " 4.300 Impervious slope" " 0.300 Pervious Manning 'n'" " 78.000 Pervious SCS Curve No." " 0.489 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 7.164 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.922 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.977 0.000 0.528 0.528 c.m/sec" " Catchment 300 Pervious Impervious Total Area " " Surface Area 6.190 0.120 6.310 hectare" " Time of concentration 22.018 2.556 21.333 minutes" " Time to Centroid 132.977 100.199 131.823 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 5498.66 106.50 5605.16 c.m" " Rainfall losses 45.382 6.967 44.652 mm" " Runoff depth 43.448 81.863 44.178 mm" " Runoff volume 2689.46 98.15 2787.61 c.m" " Runoff coefficient 0.489 0.922 0.497 " " Maximum flow 0.961 0.062 0.977 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.977 0.977 0.528 0.528" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow to south portion of wetland " " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.977 0.977 0.977 0.528" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total to Wetland " " Maximum flow 1.505 c.m/sec" " Hydrograph volume 4465.397 c.m" " 0.977 0.977 0.977 1.505" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total to Wetland " " Maximum flow 1.505 c.m/sec" " Hydrograph volume 4465.397 c.m" " 0.977 1.505 0.977 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.977 1.505 1.505 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " Total flow off site " " Maximum flow 1.644 c.m/sec" " Hydrograph volume 4834.576 c.m" " 0.977 1.505 1.505 1.644" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #"

" Total flow off site " " Maximum flow 1.644 c.m/sec" " Hydrograph volume 4834.576 c.m" " 0.977 1.644 1.505 0.000" " 38 START/RE-START TOTALS 1000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 0.222 hectare" " Total % impervious 2.028" " 19 EXIT"

APPENDIX C: STORMWATER MANAGEMENT ANALYSIS POST-DEVELOPMENT CONDITIONS

Hart Subdivision City of Guelph GMBP File: 112-155 Catchment 101 - Apartment Block (preliminary analysis) Storage Volume Calculations Elevation Depth Surface Increase Accum. Area Storage Storage Volume Volume (m) (m) (m 2 ) (m 3 ) (m 3 ) 0.000 0.00 0.00 0.00 0.00 Pipe Invert 0.150 0.15 81.00 12.15 12.15 0.300 0.30 108.00 28.35 40.50 0.450 0.45 123.73 34.76 75.26 0.600 0.60 132.27 38.40 113.66 0.750 0.75 135.00 40.09 153.75 Springline 0.900 0.90 132.27 40.09 193.84 1.050 1.05 123.73 38.40 232.24 1.200 1.20 108.00 34.76 267.00 1.350 1.35 81.00 28.35 295.35 1.500 1.50 0.00 12.15 307.50 Pipe Obvert 1.950 1.95 1.77 0.40 307.90 2.400 2.40 1.77 0.80 308.69 Top of Grate 2.600 2.60 20.00 2.18 310.87 Overflow Weir 2.700 2.70 20.00 2.00 312.87 Top of Pond Orifice Calculations Weir Calculations Q = 0.019 m 3 /s d1 = 2.70 m Cd = 0.60 h = 2.60 m H = 0.39 m H = 0.10 m 2g = 19.62 2g = 19.62 A = 0.011 m 2 L = 15.00 m D = 0.120 m Q = 0.65 m 3 /s

Hart Subdivision City of Guelph GMBP File: 112-155 Stage/Storage/Discharge Table Stage Storage Discharge (m) (m 3 ) (m 3 /s) 0.000 0.00 0.0000 Pipe Invert 0.150 12.15 0.0074 0.300 40.50 0.0147 0.450 75.26 0.0188 0.600 113.66 0.0221 0.750 153.75 0.0250 0.900 193.84 0.0275 1.050 232.24 0.0299 1.200 267.00 0.0321 1.350 295.35 0.0341 1.500 307.50 0.0361 Pipe Obvert 1.950 307.90 0.0413 2.400 308.69 0.0460 Top of Grate 2.600 310.87 0.0479 Overflow Weir 2.700 312.87 0.6982 Top of Pond

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200 - Storage Volume Calculations Surface Perm. Pool Accum. P.P. Surface Active Accum. Active Elevation Depth Area Volume Volume Area Volume Volume (m) (m) (m 2 ) (m 3 ) (m 3 ) (m 2 ) (m 3 ) (m 3 ) 333.00 0.00 2,352.0 0.00 0.00 Pond Bottom 333.10 0.10 2,484.0 241.80 241.80 333.15 0.15 2,651.0 128.37 370.17 333.20 0.20 2,616.0 131.68 501.85 333.30 0.00 2,750.0 268.30 770.15 2,750.0 0.00 0.00 Permanent Pool 333.40 0.10 2,886.0 281.80 281.80 333.50 0.20 3,024.0 295.50 577.30 333.60 0.30 3,165.0 309.45 886.75 333.70 0.40 3,307.0 323.60 1210.35 333.75 0.45 3,375.0 167.05 1377.40 CB control 333.80 0.50 3,459.0 170.85 1548.25 333.90 0.60 3,590.0 352.45 1900.70 334.00 0.70 3,721.0 365.55 2266.25 334.10 0.80 3,854.0 378.75 2645.00 334.20 0.90 3,987.0 392.05 3037.05 334.30 1.00 4,122.0 797.60 3834.65 334.40 1.10 4,257.0 418.95 4253.60 334.45 1.15 4,325.5 214.56 4468.16 Weir 334.50 1.20 4,394.0 217.99 4686.15 334.60 1.30 4,552.0 447.30 5133.45 Top of Pond 900 x 1800 Structure Controls Orifice Outlet (Extended Detention) 900 x 1800 Orifice Outlet Orifice Control INV 333.30 m Lip 333.75 m INV 333.30 m Q = 0.039 m 3 /s Q = 3.729 m 3 /s Q = 0.438 m 3 /s Cd = 0.600 Cd = 0.600 Cd = 0.600 H = 1.235 m H = 0.750 m H = 1.075 m 2g = 19.620 2g = 19.620 2g = 19.620 A = 0.013 m 2 A = 1.620 m 2 A = 0.159 m 2 D = 0.130 m D = 0.9*1.8 m D = 0.450 m

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200 - Storage Volume Calculations Inclined Mass Outlet Weir Flow Calculations (900 mm x 1800 mm structure) Lip = 333.75 m Area = 1.62 m 2 2g = 19.62 Elev d1 h H 2g L Q front Q sides Qtotal m m m m m m 3 /s m 3 /s m 3 /s 333.75 0.6 0.6 0 19.62 1.8 0 0 0 333.80 0.65 0.6 0.05 19.62 1.8 0.028 0.054 0.082 333.90 0.75 0.6 0.15 19.62 1.8 0.149 0.205 0.355 Overflow Weir to South Wetland Elev d1 h H 2g L Q m m m m m m 3 /s 334.45 1.15 1.15 0.00 19.62 10.00 0.000 334.50 1.20 1.15 0.05 19.62 10.00 0.153 334.60 1.30 1.15 0.15 19.62 10.00 0.812 Stage-Storage-Discharge Table 130 mm Orifice 900x1800 450 mm Orifice Actual Elevation Stage Storage Control Control Control Discharge (m) (m) (m 3 ) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) 333.30 0.00 0.0 0.003 0.0033 Permanent Pool 333.40 0.10 281.8 0.007 0.0066 333.50 0.20 577.3 0.013 0.0130 333.60 0.30 886.8 0.017 0.0171 333.70 0.40 1,210.3 0.020 0.0204 333.75 0.45 1,377.4 0.022 0.000 0.000 0.0219 CB control 333.80 0.50 1,548.3 0.023 0.082 0.22 0.1051 333.90 0.60 1,900.7 0.026 0.355 0.26 0.2588 334.00 0.70 2,266.2 0.028 1.667 0.29 0.2913 334.10 0.80 2,645.0 0.030 2.153 0.32 0.3205 334.20 0.90 3,037.0 0.032 2.547 0.35 0.3473 334.30 1.00 3,834.6 0.034 2.888 0.37 0.3721 334.40 1.10 4,253.6 0.036 3.193 0.40 0.3954 334.45 1.15 4,468.2 0.037 3.335 0.41 0.4065 Weir 334.50 1.20 4,686.1 0.038 3.471 0.42 0.5706 334.60 1.30 5,133.4 0.039 3.729 0.44 1.2499 Top of Pond

Heart Subdivision City of Guelph G&M File: 112-155 24 Hour Drain-down Calculations 4,000.0 3,500.0 3,000.0 2,500.0 2,000.0 1,500.0 1,000.0 500.0 y = 1408.8x + 2745.5 0.0 0.00 0.10 0.20 0.30 0.40 0.50 0.60 25 mm Drain Down Calculations Top of ponding from 25 mm storm t = 0.66C 2 h 1.5 + 2C 3 h 0.5 333.666 Modelled extended detention volume : 1099 Required extended detention volume ponding depth: 0.366 Given: d = 0.130 m Solve for t A o = 0.013273 m t = 0.66C 2 h 1.5 + 2C 3 h 0.5 C 2 = 1409 2.75A o C 3 = 2746 t = 86690 seconds h = 0.379 - (0.120/2) t = 1445 minutes = 0.301 m t = 24.1 hours

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200-1800 x 2400 Flow Splitting Structure Surface Active Total Elevation Depth Area Volume Volume (m) (m) (m 2 ) (m 3 ) (m 3 ) 333.20 0.00 4.32 0.00 0.00 Inv. 333.30 0.10 4.32 0.43 0.43 333.40 0.20 4.32 0.43 0.86 333.50 0.30 4.32 0.43 1.30 333.60 0.40 4.32 0.43 1.73 South Weir 333.70 0.50 4.32 0.43 2.16 333.80 0.60 4.32 0.43 2.59 North Weir 333.90 0.70 4.32 0.43 3.02 334.00 0.80 4.32 0.43 3.46 334.10 0.90 4.32 0.43 3.89 334.20 1.00 4.32 0.43 4.32 334.30 1.10 4.32 0.43 4.75 334.40 1.20 4.32 0.43 5.18 334.50 1.30 4.32 0.43 5.62 334.60 1.40 4.32 0.43 6.05 T/G Internal Structure - Orifice 1 Internal Structure - Orifice 2 Orifice (to North Wetland Outlet) Orifice (to South Wetland Outlet) INV 333.30 m INV 333.20 m Cd = 0.600 Cd = 0.600 2g = 19.620 2g = 19.620 A = 0.004 m 2 A = 0.071 m 2 D = 0.075 m D = 0.300 m = 2 h = 2 h Internal Structure Weir to North Wetland Outlet - Weir 1 Elev d1 h H 2g L Q m m m m m m 3 /s 333.80 0.60 0.60 0.00 19.62 1.15 0.000 333.90 0.70 0.60 0.10 19.62 1.15 0.051 334.00 0.80 0.60 0.20 19.62 1.15 0.149 334.10 0.90 0.60 0.30 19.62 1.15 0.281 334.20 1.00 0.60 0.40 19.62 1.15 0.441 334.30 1.10 0.60 0.50 19.62 1.15 0.627 334.40 1.20 0.60 0.60 19.62 1.15 0.837 334.50 1.30 0.60 0.70 19.62 1.15 1.069 334.60 1.40 0.60 0.80 19.62 1.15 1.320 Internal Structure Weir to South Wetland Outlet - Weir 2 Elev d1 h H 2g L Q m m m m m m 3 /s 333.60 0.40 0.40 0.00 19.62 1.75 0.000 333.70 0.50 0.40 0.10 19.62 1.75 0.079 333.80 0.60 0.40 0.20 19.62 1.75 0.233 333.90 0.70 0.40 0.30 19.62 1.75 0.440 334.00 0.80 0.40 0.40 19.62 1.75 0.693 334.10 0.90 0.40 0.50 19.62 1.75 0.987 334.20 1.00 0.40 0.60 19.62 1.75 1.318 334.30 1.10 0.40 0.70 19.62 1.75 1.683 334.40 1.20 0.40 0.80 19.62 1.75 2.080 334.50 1.30 0.40 0.90 19.62 1.75 2.506 334.60 1.40 0.40 1.00 19.62 1.75 2.960

Outlet 1 - to North Wetland Manning Calculations Orifice Calculation INV 333.30 m INV 333.30 m n = 0.013 D = 0.300 m Cd = 0.600 slope = 0.310 % 2g = 19.620 length = 129.0 m A = 0.008 m 2 = A / / D = = 2 h 0.100 m Water elev. Slope (S) D q A P R Q pipe Q orifice Q max m % m rad m 2 m A/P m 3 /s m 3 /s m 3 /s 0.0 0.310 0.300 0.000 0.00 0.00 0.000 0.000 0.000 0.000 0.1 0.310 0.300 2.462 0.02 0.37 0.056 0.013 0.005 0.005 0.2 0.310 0.300 3.821 0.05 0.57 0.087 0.042 0.008 0.008 0.3 0.310 0.300 6.283 0.07 0.94 0.075 0.054 0.010 0.010 0.4 0.388 0.300 6.283 0.07 0.94 0.075 0.060 0.012 0.012 0.5 0.465 0.300 6.283 0.07 0.94 0.075 0.066 0.014 0.014 0.6 0.543 0.300 6.283 0.07 0.94 0.075 0.071 0.015 0.015 0.7 0.620 0.300 6.283 0.07 0.94 0.075 0.076 0.017 0.017 0.8 0.698 0.300 6.283 0.07 0.94 0.075 0.081 0.018 0.018 0.9 0.775 0.300 6.283 0.07 0.94 0.075 0.085 0.019 0.019 1.0 0.853 0.300 6.283 0.07 0.94 0.075 0.089 0.020 0.020 1.1 0.930 0.300 6.283 0.07 0.94 0.075 0.093 0.021 0.021 1.2 1.008 0.300 6.283 0.07 0.94 0.075 0.097 0.022 0.022 1.3 1.085 0.300 6.283 0.07 0.94 0.075 0.101 0.023 0.023

Outlet 2 - to South Wetland Manning Calculations Orifice Calculation INV 333.20 m INV 333.20 m n = 0.013 D = 0.450 m Cd = 0.600 slope = 2.50 % 2g = 19.620 length = 4.0 m A = 0.159 m 2 = A / / D = 0.450 m = 2 h Water elev. Slope (S) D q A P R Q pipe Q orifice Q max m % m rad m 2 m A/P m 3 /s m 3 /s m 3 /s 0.0 2.500 0.450 0.000 0.0 0.0 0.000 0.000 0.000 0.000 0.1 2.500 0.450 1.964 0.0 0.4 0.060 0.049 0.029 0.029 0.2 2.500 0.450 2.919 0.1 0.7 0.104 0.184 0.058 0.058 0.3 2.500 0.450 3.821 0.1 0.9 0.131 0.353 0.116 0.116 0.4 2.500 0.450 4.924 0.1 1.1 0.135 0.478 0.177 0.177 0.5 3.750 0.450 6.283 0.2 1.4 0.113 0.552 0.222 0.222 0.6 6.250 0.450 6.283 0.2 1.4 0.113 0.713 0.259 0.259 0.7 8.750 0.450 6.283 0.2 1.4 0.113 0.843 0.291 0.291 0.8 11.250 0.450 6.283 0.2 1.4 0.113 0.956 0.321 0.321 0.9 13.750 0.450 6.283 0.2 1.4 0.113 1.057 0.347 0.347 1.0 16.250 0.450 6.283 0.2 1.4 0.113 1.149 0.372 0.372 1.1 18.750 0.450 6.283 0.2 1.4 0.113 1.235 0.395 0.395 1.2 21.250 0.450 6.283 0.2 1.4 0.113 1.314 0.417 0.417 1.3 23.750 0.450 6.283 0.2 1.4 0.113 1.389 0.438 0.438 1.4 26.250 0.450 6.283 0.2 1.4 0.113 1.461 0.458 0.458

Stage-Storage-Discharge Table Orifice 1 Orifice 2 Weir 1 Weir 2 Outlet 1 Outlet 2 Total North Total South Total Elevation Stage Storage Control Control Control Control Control Control Discharge Discharge Discharge (m) (m) (m 3 ) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) 333.20 0.00 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Inv. 333.30 0.10 0.4 0.000 0.021 0.000 0.029 0.000 0.021 0.021 333.40 0.20 0.9 0.003 0.042 0.005 0.058 0.003 0.042 0.045 333.50 0.30 1.3 0.005 0.073 0.008 0.116 0.005 0.073 0.077 333.60 0.40 1.7 0.006 0.094 0.000 0.010 0.177 0.006 0.094 0.100 South Weir 333.70 0.50 2.2 0.007 0.111 0.079 0.012 0.222 0.007 0.190 0.197 333.80 0.60 2.6 0.008 0.126 0.000 0.233 0.014 0.259 0.008 0.259 0.267 North Weir 333.90 0.70 3.0 0.009 0.139 0.051 0.440 0.015 0.291 0.015 0.291 0.307 334.00 0.80 3.5 0.010 0.151 0.149 0.693 0.017 0.321 0.017 0.321 0.337 334.10 0.90 3.9 0.010 0.163 0.281 0.987 0.018 0.347 0.018 0.347 0.365 334.20 1.00 4.3 0.011 0.173 0.441 1.318 0.019 0.372 0.019 0.372 0.391 334.30 1.10 4.8 0.012 0.183 0.627 1.683 0.020 0.395 0.020 0.395 0.416 334.40 1.20 5.2 0.012 0.192 0.837 2.080 0.021 0.417 0.021 0.417 0.439 334.50 1.30 5.6 0.013 0.201 1.069 2.506 0.022 0.438 0.022 0.438 0.461 334.60 1.40 6.0 0.013 0.210 1.320 2.960 0.023 0.458 0.023 0.458 0.482 T/G Interpolate for North and South Wetland Outlets 100 Year Design Storm Flow Elevation (m): South Outlet (m 3 /s): North Outlet (m 3 /s): 5 Year Design Storm Flow Elevation (m): South Outlet (m 3 /s): North Outlet (m 3 /s): 334.142 0.358 0.019 0.376 333.678 0.169 0.007 0.176 2 Year Design Storm Flow Elevation (m): South Outlet (m 3 /s): North Outlet (m 3 /s): 333.493 0.071 0.005 0.075

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200 - Energy Dissipation Structure - South of Harts Lane Length (m): 100 Width (m): 1 Storage Volume Calculations Elevation Depth Surface Increase Increase Accum. Area Stone Storage Storage Volume Volume Volume (m) (m) (m 2 ) (m 3 ) (m 3 ) (m 3 ) 331.80 0.00 100.00 0.00 0.00 0.00 Bottom of Stone 331.90 0.10 100.00 10.00 3.33 3.33 332.00 0.20 100.00 10.00 3.33 6.67 332.10 0.30 100.00 10.00 3.33 10.00 332.20 0.40 100.00 10.00 3.33 13.33 332.30 0.50 100.00 10.00 3.33 16.67 332.40 0.60 100.00 10.00 3.33 20.00 332.50 0.70 100.00 10.00 3.33 23.33 332.60 0.80 100.00 10.00 3.33 26.67 332.70 0.90 100.00 10.00 3.33 30.00 332.80 1.00 100.00 10.00 3.33 33.33 Weir 332.801 1.001 100.00 0.10 0.03 33.37 332.90 1.10 100.00 9.90 3.30 36.67 333.00 1.20 100.00 10.00 3.33 40.00 Top of Stone Overflow Weir Elev d1 h H 2g L Q m m m m m/s 2 m m 3 /s 332.80 1.00 1.00 0.00 19.62 100.00 0.00 332.801 1.001 1.00 0.001 19.62 100.00 0.004 332.90 1.10 1.00 0.10 19.62 100.00 4.39 333.00 1.20 1.00 0.20 19.62 100.00 12.67

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200 - Energy Dissipation Structure - South of Harts Lane Stage/Storage/Discharge Table Stage Storage Discharge (m) (m 3 ) (m 3 /s) 331.800 0.00 0.000 Bottom of Stone 331.900 3.33 0.000 332.000 6.67 0.000 332.100 10.00 0.000 332.200 13.33 0.000 332.300 16.67 0.000 332.400 20.00 0.000 332.500 23.33 0.000 332.600 26.67 0.000 332.700 30.00 0.000 332.800 33.33 0.000 Weir 332.801 33.37 0.004 332.900 36.67 4.390 333.000 40.00 12.670 Overflow

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200 - Energy Dissipation Structure - North of Harts Lane Length (m): 30 Width (m): 1.5 Storage Volume Calculations Elevation Depth Surface Increase Increase Accum. Area Stone Storage Storage Volume Volume Volume (m) (m) (m 2 ) (m 3 ) (m 3 ) (m 3 ) 331.80 0.00 45.00 0.00 0.00 0.00 Bottom of Stone 331.90 0.10 45.00 4.50 1.50 1.50 332.00 0.20 45.00 4.50 1.50 3.00 332.10 0.30 45.00 4.50 1.50 4.50 332.20 0.40 45.00 4.50 1.50 6.00 332.30 0.50 45.00 4.50 1.50 7.50 332.40 0.60 45.00 4.50 1.50 9.00 332.50 0.70 45.00 4.50 1.50 10.50 332.60 0.80 45.00 4.50 1.50 12.00 332.70 0.90 45.00 4.50 1.50 13.50 332.80 1.00 45.00 4.50 1.50 15.00 Weir 332.801 1.001 45.00 0.04 0.01 15.01 332.90 1.10 45.00 4.45 1.48 16.50 333.00 1.20 45.00 4.50 1.50 18.00 Top of Stone Overflow Weir Elev d1 h H 2g L Q m m m m m/s 2 m m 3 /s 332.80 1.00 1.00 0.00 19.62 30.00 0.00 332.801 1.001 1.00 0.001 19.62 30.00 0.001 332.90 1.10 1.00 0.10 19.62 30.00 1.32 333.00 1.20 1.00 0.20 19.62 30.00 3.80

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 200 - Energy Dissipation Structure - North of Harts Lane Stage/Storage/Discharge Table Stage Storage Discharge (m) (m 3 ) (m 3 /s) 331.800 0.00 0.000 Bottom of Stone 331.900 1.50 0.000 332.000 3.00 0.000 332.100 4.50 0.000 332.200 6.00 0.000 332.300 7.50 0.000 332.400 9.00 0.000 332.500 10.50 0.000 332.600 12.00 0.000 332.700 13.50 0.000 332.800 15.00 0.000 Weir 332.801 15.01 0.001 332.900 16.50 1.317 333.000 18.00 3.801 Overflow

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 100 - Energy Dissipation Structure Length (m): 40 Width (m): 1.5 Storage Volume Calculations Elevation Depth Surface Increase Increase Accum. Area Stone Storage Storage Volume Volume Volume (m) (m) (m 2 ) (m 3 ) (m 3 ) (m 3 ) 334.80 0.00 60.00 0.00 0.00 0.00 Bottom of Stone 334.90 0.10 60.00 6.00 2.00 2.00 335.00 0.20 60.00 6.00 2.00 4.00 335.10 0.30 60.00 6.00 2.00 6.00 335.20 0.40 60.00 6.00 2.00 8.00 335.30 0.50 60.00 6.00 2.00 10.00 335.40 0.60 60.00 6.00 2.00 12.00 335.50 0.70 60.00 6.00 2.00 14.00 335.60 0.80 60.00 6.00 2.00 16.00 335.70 0.90 60.00 6.00 2.00 18.00 335.80 1.00 60.00 6.00 2.00 20.00 Weir 335.801 1.001 60.00 0.06 0.02 20.02 335.90 1.10 60.00 5.94 1.98 22.00 336.00 1.20 60.00 6.00 2.00 24.00 Top of Stone Overflow Weir Elev d1 h H 2g L Q m m m m m/s 2 m m 3 /s 335.80 1.00 1.00 0.00 19.62 40.00 0.00 335.801 1.001 1.00 0.001 19.62 40.00 0.002 335.90 1.10 1.00 0.10 19.62 40.00 1.76 336.00 1.20 1.00 0.20 19.62 40.00 5.07

Heart Subdivision City of Guelph GMBP File: 112-155 Catchment 100 - Energy Dissipation Structure Stage/Storage/Discharge Table Stage Storage Discharge (m) (m 3 ) (m 3 /s) 334.800 0.00 0.000 Bottom of Stone 334.900 2.00 0.000 335.000 4.00 0.000 335.100 6.00 0.000 335.200 8.00 0.000 335.300 10.00 0.000 335.400 12.00 0.000 335.500 14.00 0.000 335.600 16.00 0.000 335.700 18.00 0.000 335.800 20.00 0.000 Weir 335.801 20.02 0.002 335.900 22.00 1.756 336.000 24.00 5.068 Overflow

Hart Subdivision City of Guelph GMBP File: 112-155 Stormwater Management Facility - Catchment 200 Forebay Length = 27.4 m (Dist) Forebay Top Width = 10.0 m Active Forebay Depth = 1.0 m (d) Active Forebay Bottom Width = 4.0 m Approximate Permanent Forebay Pool Volume = 191.8 m 3 Length Width Ratio = 2.7 :1 (r) 25 mm Storm Peak Flowrate = 0.019 m 3 /s (Q25mm) 5 Year Storm Inflow Rate = 1.627 m 3 /s (Q5) Desired Forebay Velocity = 0.500 m/s (Vf) Desired Settling Velocity (recommended) = 0.0003 m/s (Vs) Settling Length Dist = ((r x Q25mm)/Vs)^.5 = 13.2 m 25mm Forebay length (27.4 m) exceeds the settling length (13.2 m). Dispersion Length Dist = (8 x Q5)/(d x Vf) = 26.0 m 5 Year Forebay length (27.4 m) exceeds dispersion length (26.0 m). Flow Velocity in Forebay Cross-sectional Area = 7 m 2 Cross-sectional Area (With Permanent Pool) = 14.2 m 2 A Q5 = 1.627 m 3 /s Velocity = Q5/A = 0.11 m/s 5 Year The average flow velocity through the forebay meets the allowable velocity of 0.15 m/s.

101 80% 1.01 2% 65 74 200 73% 8.45 2% 210 74 LEGEND: 101 CATCHMENT # POND "PROPOSED SWM FACILITY" POND "MAIN SWM FACILITY" 80% 1.01 2% 65 74 PERVIOUS SES CURVE No. FLOW LENGTH POND "ENERGY DISSIPATION STRUCTURE" (APARTMENT BLOCK) POND "FLOW SPLITTING STRUCTURE" CATCHMENT SLOPE AREA (ha) % IMPERVIOUS POND POND FUNCTION 10% 102 0.68 2% 62 74 C H A N N E L "OVERLAND FLOW" TO NORTH PORTION OF WETLAND POND DIV001 "NORTH ENERGY DISSIPATION STRUCTURE" "DIVERSION TO NORTH/SOUTH OUTLET" POND "SOUTH ENERGY DISSIPATION STRUCTURE" C H A N N E L DIV001 CHANNEL/OVERLAND FLOW POND FUNCTION 100 0% 0.79 15% 30 74 2000 SITE JUNCTION NODE 1000 NORTH OUTLET C H A N N E L "OVERLAND FLOW" TO NORTH PORTION OF WETLAND C H A N N E L "OVERLAND FLOW" TO SOUTH PORTION OF WETLAND (TOTAL TO SOUTH OUTLET) 2000 SITE TOTAL

Hart Subdivision City of Guelph G&M: 112155 25 mm storm post-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112-155-post-25 mm 4h.out" " Licensee name: gamsby" " Company " " Date & Time last used: 5/15/2015 at 10:44:14 AM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 240.000 Max. Storm length" " 6000.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 1581.200 Coefficient A" " 13.000 Constant B" " 1.000 Exponent C" " 0.400 Fraction R" " 240.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 84.723 mm/hr" " Total depth 24.999 mm" " 6 001hyd Hydrograph extension used in this file" " 33 CATCHMENT 102" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 102 Park Block" " 10.000 % Impervious" " 0.680 Total Area" " 62.000 Flow length" " 2.000 Overland Slope" " 0.612 Pervious Area" " 62.000 Pervious length" " 2.000 Pervious slope" " 0.068 Impervious Area" " 62.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.098 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.791 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.011 0.000 0.000 0.000 c.m/sec" " Catchment 102 Pervious Impervious Total Area " " Surface Area 0.612 0.068 0.680 hectare" " Time of concentration 64.299 3.513 35.582 minutes" " Time to Centroid 201.444 114.545 160.390 minutes" " Rainfall depth 24.999 24.999 24.999 mm" " Rainfall volume 153.00 17.00 169.99 c.m" " Rainfall losses 22.546 5.227 20.814 mm" " Runoff depth 2.453 19.773 4.185 mm" " Runoff volume 15.01 13.45 28.46 c.m" " Runoff coefficient 0.098 0.791 0.167 " " Maximum flow 0.002 0.011 0.011 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.011 0.011 0.000 0.000" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length"

" 1 SCS method" " 100 Grassed Area at Wetland Buffer" " 0.000 % Impervious" " 0.790 Total Area" " 30.000 Flow length" " 15.000 Overland Slope" " 0.790 Pervious Area" " 30.000 Pervious length" " 15.000 Pervious slope" " 0.000 Impervious Area" " 30.000 Impervious length" " 15.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.098 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.007 0.011 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.790 0.000 0.790 hectare" " Time of concentration 22.726 1.242 22.726 minutes" " Time to Centroid 151.108 111.178 151.107 minutes" " Rainfall depth 24.999 24.999 24.999 mm" " Rainfall volume 197.49 0.00 197.49 c.m" " Rainfall losses 22.548 5.213 22.548 mm" " Runoff depth 2.451 19.786 2.451 mm" " Runoff volume 19.36 0.00 19.36 c.m" " Runoff coefficient 0.098 0.000 0.098 " " Maximum flow 0.007 0.000 0.007 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.007 0.012 0.000 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.007 0.012 0.012 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.012 c.m/sec" " Hydrograph volume 47.823 c.m" " 0.007 0.012 0.012 0.012" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Park Block and Wetland Buffer uncontrolled to North " " Wetland " " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.007 0.000 0.012 0.012" " 33 CATCHMENT 101" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 101 ApartmentBlock" " 80.000 % Impervious" " 1.010 Total Area" " 65.000 Flow length" " 2.000 Overland Slope" " 0.202 Pervious Area" " 65.000 Pervious length" " 2.000 Pervious slope" " 0.808 Impervious Area" " 65.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No."

" 0.098 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.790 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.127 0.000 0.012 0.012 c.m/sec" " Catchment 101 Pervious Impervious Total Area " " Surface Area 0.202 0.808 1.010 hectare" " Time of concentration 66.148 3.614 5.498 minutes" " Time to Centroid 203.682 114.701 117.382 minutes" " Rainfall depth 24.999 24.999 24.999 mm" " Rainfall volume 50.50 201.99 252.49 c.m" " Rainfall losses 22.546 5.255 8.714 mm" " Runoff depth 2.453 19.744 16.286 mm" " Runoff volume 4.95 159.53 164.49 c.m" " Runoff coefficient 0.098 0.790 0.651 " " Maximum flow 0.001 0.127 0.127 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.127 0.127 0.012 0.012" " 54 POND DESIGN" " 0.127 Current peak flow c.m/sec" " 0.100 Target outflow c.m/sec" " 164.5 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 0.000 0.000 0.000" " 0.1500 0.01253 10.800" " 0.3000 0.02506 36.000" " 0.4500 0.03250 66.897" " 0.6000 0.03853 101.031" " 0.7500 0.04374 136.667" " 0.9000 0.04839 172.304" " 1.050 0.05263 206.437" " 1.200 0.05655 237.334" " 1.350 0.06022 262.534" " 1.500 0.06368 273.334" " 1.950 0.07307 273.732" " 2.400 0.08139 274.527" " 2.600 0.08483 276.704" " 2.700 0.7358 278.704" " Peak outflow 0.035 c.m/sec" " Maximum level 0.505 metre" " Maximum storage 79.517 c.m" " Centroidal lag 2.422 hours" " 0.127 0.127 0.035 0.012 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block SWM Facility" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.127 0.035 0.035 0.012" " 54 POND DESIGN" " 0.035 Current peak flow c.m/sec" " 0.521 Target outflow c.m/sec" " 164.4 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 334.800 1.00E-04 0.000" " 334.900 0.00011 2.000"

" 335.000 1.00E-04 4.000" " 335.100 0.00011 6.000" " 335.200 1.00E-04 8.000" " 335.300 0.00011 10.000" " 335.400 1.00E-04 12.000" " 335.500 0.00011 14.000" " 335.600 1.00E-04 16.000" " 335.700 0.00011 18.000" " 335.800 1.00E-04 20.000" " 335.801 0.00172 20.020" " 335.900 1.756 22.000" " 336.000 5.068 24.000" " Peak outflow 0.035 c.m/sec" " Maximum level 335.803 metre" " Maximum storage 20.057 c.m" " Centroidal lag 6.285 hours" " 0.127 0.035 0.035 0.012 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block Energy Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.127 0.035 0.035 0.012" " 52 CHANNEL DESIGN" " 0.035 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 40.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 15.000 Gradient %" " Depth of flow 0.005 metre" " Velocity 0.165 m/sec" " Channel capacity 5.278 c.m/sec" " Critical depth 0.004 metre" " 53 ROUTE Channel Route 20" " 20.00 Channel Route 20 Reach length ( metre)" " 0.499 X-factor <= 0.5" " 90.782 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 75.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.035 c.m/sec" " 0.127 0.035 0.035 0.012 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from Apartment Block" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.044 c.m/sec" " Hydrograph volume 212.832 c.m" " 0.127 0.035 0.035 0.044" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.127 0.000 0.035 0.044" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Remainder of Site." " 73.000 % Impervious" " 8.450 Total Area" " 210.000 Flow length" " 2.000 Overland Slope"

" 2.281 Pervious Area" " 210.000 Pervious length" " 2.000 Pervious slope" " 6.168 Impervious Area" " 210.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.098 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.800 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 1.012 0.000 0.035 0.044 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 2.281 6.168 8.450 hectare" " Time of concentration 133.691 7.304 12.793 minutes" " Time to Centroid 285.476 119.926 127.115 minutes" " Rainfall depth 24.999 24.999 24.999 mm" " Rainfall volume 570.36 1542.08 2112.43 c.m" " Rainfall losses 22.546 5.012 9.746 mm" " Runoff depth 2.453 19.987 15.253 mm" " Runoff volume 55.98 1232.93 1288.90 c.m" " Runoff coefficient 0.098 0.800 0.610 " " Maximum flow 0.005 1.012 1.012 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 1.012 1.012 0.035 0.044" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from main SWM Facility (Catchment 200)" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.012 0.035 0.035 0.044" " 54 POND DESIGN" " 1.012 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec" " 1288.9 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.200 0.000 0.000" " 333.300 0.02100 0.3000" " 333.400 0.04500 0.5000" " 333.500 0.07700 0.8000" " 333.600 0.1000 1.100" " 333.700 0.1970 1.400" " 333.800 0.2670 1.600" " 333.900 0.3070 1.900" " 334.000 0.3370 2.200" " 334.100 0.3650 2.400" " 334.200 0.3910 2.700" " 334.300 0.4160 3.000" " 334.400 0.4390 3.200" " 334.500 0.4610 3.500" " 334.600 0.4820 3.800" " Peak outflow 0.035 c.m/sec" " Maximum level 333.357 metre" " Maximum storage 0.414 c.m" " Centroidal lag 6.310 hours" " 1.012 0.035 0.035 0.044 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Flow-Splitting Structure" " 40 HYDROGRAPH Next link "

" 5 Next link " " 1.012 0.035 0.035 0.044" " 56 DIVERSION" " 100 Node number" " 0.000 Overflow threshold" " 1.000 Required diverted fraction" " 0 Conduit type; 1=Pipe;2=Channel" " Peak of diverted flow 0.035 c.m/sec" " Volume of diverted flow 165.129 c.m" " DIV00100.001hyd" " Major flow at 100" " 1.012 0.035 0.000 0.044 c.m/sec" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.012 0.000 0.000 0.044" " 54 POND DESIGN" " 0.000 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 1288.9 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 1.500" " 332.000 1.00E-04 3.000" " 332.100 0.00011 4.500" " 332.200 1.00E-04 6.000" " 332.300 0.00011 7.500" " 332.400 1.00E-04 9.000" " 332.500 0.00011 10.500" " 332.600 1.00E-04 12.000" " 332.700 0.00011 13.500" " 332.800 1.00E-04 15.000" " 332.801 0.00129 15.015" " 332.900 1.317 16.500" " 333.000 3.801 18.000" " Peak outflow 0.035 c.m/sec" " Maximum level 333.357 metre" " Maximum storage 0.414 c.m" " Centroidal lag 6.310 hours" " 1.012 0.000 0.035 0.044 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from North Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.012 0.000 0.035 0.044" " 52 CHANNEL DESIGN" " 0.000 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 30.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 7.000 Gradient %" " Depth of flow 0.000 metre" " Velocity 0.000 m/sec" " Channel capacity 0.000 c.m/sec" " Critical depth 0.000 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.498 X-factor <= 0.5" " 41.141 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor"

" 75.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.000 c.m/sec" " 1.012 0.000 0.000 0.044 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from main SWM Facility" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.044 c.m/sec" " Hydrograph volume 212.832 c.m" " 1.012 0.000 0.000 0.044" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #" " North Wetland " " Maximum flow 0.044 c.m/sec" " Hydrograph volume 212.832 c.m" " 1.012 0.044 0.000 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 1.012 0.044 0.044 0.000" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.044 c.m/sec" " Hydrograph volume 212.832 c.m" " 1.012 0.044 0.044 0.044" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 1.012 0.000 0.044 0.044" " 47 FILEI_O Read/Open DIV00100.001hyd" " 1 1=read/open; 2=write/save" " 2 1=rainfall; 2=hydrograph" " 1 1=runoff; 2=inflow; 3=outflow; 4=junction" " DIV00100.001hyd" " Major flow at 100" " Total volume 165.129 c.m" " Maximum flow 0.035 c.m/sec" " 0.035 0.000 0.044 0.044 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.035 0.035 0.044 0.044" " 54 POND DESIGN" " 0.035 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 165.1 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 3.333" " 332.000 1.00E-04 6.667" " 332.100 0.00011 10.000" " 332.200 1.00E-04 13.333" " 332.300 0.00011 16.667" " 332.400 1.00E-04 20.000" " 332.500 0.00011 23.333" " 332.600 1.00E-04 26.667" " 332.700 0.00011 30.000" " 332.800 1.00E-04 33.333" " 332.801 0.00429 33.367" " 332.900 4.390 36.667" " 333.000 12.670 40.000"

" Peak outflow 0.033 c.m/sec" " Maximum level 332.802 metre" " Maximum storage 33.389 c.m" " Centroidal lag 32.350 hours" " 0.035 0.035 0.033 0.044 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Total flow from South Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.035 0.033 0.033 0.044" " 52 CHANNEL DESIGN" " 0.033 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 100.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 10.000 Gradient %" " Depth of flow 0.003 metre" " Velocity 0.100 m/sec" " Channel capacity 10.103 c.m/sec" " Critical depth 0.002 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.499 X-factor <= 0.5" " 75.137 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 75.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.033 c.m/sec" " 0.035 0.033 0.033 0.044 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into South Wetland " " from main SWM Facility" " 64 SHOW TABLE" " 2 Flow hydrograph" " 5 Outflow Hydrograph" " Maximum flow 0.033 c.m/sec" " Hydrograph volume 142.447 c.m" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.073 c.m/sec" " Hydrograph volume 355.279 c.m" " 0.035 0.033 0.033 0.073" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total From Site " " Maximum flow 0.073 c.m/sec" " Hydrograph volume 355.279 c.m" " 0.035 0.073 0.033 0.000" " 38 START/RE-START TOTALS 2000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 7.045 hectare" " Total % impervious 64.451" " 19 EXIT"

Hart Subdivision City of Guelph G&M: 112155 2 year post-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112-155-post-2 year.out" " Licensee name: gamsby" " Company " " Date & Time last used: 5/15/2015 at 10:41:18 AM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 240.000 Max. Storm length" " 4000.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 743.000 Coefficient A" " 6.000 Constant B" " 0.799 Exponent C" " 0.400 Fraction R" " 170.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 105.606 mm/hr" " Total depth 33.816 mm" " 6 002hyd Hydrograph extension used in this file" " 33 CATCHMENT 102" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 102 Park Block" " 10.000 % Impervious" " 0.680 Total Area" " 62.000 Flow length" " 2.000 Overland Slope" " 0.612 Pervious Area" " 62.000 Pervious length" " 2.000 Pervious slope" " 0.068 Impervious Area" " 62.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.160 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.836 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.014 0.000 0.000 0.000 c.m/sec" " Catchment 102 Pervious Impervious Total Area " " Surface Area 0.612 0.068 0.680 hectare" " Time of concentration 49.280 3.196 32.382 minutes" " Time to Centroid 155.168 88.004 130.540 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 206.95 22.99 229.95 c.m" " Rainfall losses 28.389 5.536 26.104 mm" " Runoff depth 5.427 28.280 7.712 mm" " Runoff volume 33.21 19.23 52.44 c.m" " Runoff coefficient 0.160 0.836 0.228 " " Maximum flow 0.006 0.014 0.014 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.014 0.014 0.000 0.000" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length"

" 1 SCS method" " 100 Grassed Area at Wetland Buffer" " 0.000 % Impervious" " 0.790 Total Area" " 30.000 Flow length" " 15.000 Overland Slope" " 0.790 Pervious Area" " 30.000 Pervious length" " 15.000 Pervious slope" " 0.000 Impervious Area" " 30.000 Impervious length" " 15.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.160 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.014 0.014 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.790 0.000 0.790 hectare" " Time of concentration 17.418 1.130 17.418 minutes" " Time to Centroid 118.586 84.810 118.586 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 267.15 0.00 267.15 c.m" " Rainfall losses 28.394 5.800 28.394 mm" " Runoff depth 5.422 28.016 5.422 mm" " Runoff volume 42.84 0.00 42.84 c.m" " Runoff coefficient 0.160 0.000 0.160 " " Maximum flow 0.014 0.000 0.014 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.014 0.020 0.000 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.014 0.020 0.020 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.020 c.m/sec" " Hydrograph volume 95.282 c.m" " 0.014 0.020 0.020 0.020" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Park Block and Wetland Buffer uncontrolled to North " " Wetland " " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.014 0.000 0.020 0.020" " 33 CATCHMENT 101" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 101 ApartmentBlock" " 80.000 % Impervious" " 1.010 Total Area" " 65.000 Flow length" " 2.000 Overland Slope" " 0.202 Pervious Area" " 65.000 Pervious length" " 2.000 Pervious slope" " 0.808 Impervious Area" " 65.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No."

" 0.160 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.836 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.165 0.000 0.020 0.020 c.m/sec" " Catchment 101 Pervious Impervious Total Area " " Surface Area 0.202 0.808 1.010 hectare" " Time of concentration 50.697 3.288 5.459 minutes" " Time to Centroid 156.796 88.158 91.302 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 68.31 273.23 341.54 c.m" " Rainfall losses 28.389 5.550 10.118 mm" " Runoff depth 5.427 28.266 23.698 mm" " Runoff volume 10.96 228.39 239.35 c.m" " Runoff coefficient 0.160 0.836 0.701 " " Maximum flow 0.002 0.165 0.165 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.165 0.165 0.020 0.020" " 54 POND DESIGN" " 0.165 Current peak flow c.m/sec" " 0.100 Target outflow c.m/sec" " 239.3 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 0.000 0.000 0.000" " 0.1500 0.00736 12.150" " 0.3000 0.01473 40.500" " 0.4500 0.01877 75.259" " 0.6000 0.02209 113.660" " 0.7500 0.02497 153.751" " 0.9000 0.02755 193.841" " 1.050 0.02991 232.242" " 1.200 0.03209 267.001" " 1.350 0.03414 295.351" " 1.500 0.03607 307.501" " 1.950 0.04132 307.899" " 2.400 0.04598 308.694" " 2.600 0.04790 310.871" " 2.700 0.6982 312.871" " Peak outflow 0.023 c.m/sec" " Maximum level 0.667 metre" " Maximum storage 131.621 c.m" " Centroidal lag 2.684 hours" " 0.165 0.165 0.023 0.020 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block SWM Facility" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.165 0.023 0.023 0.020" " 54 POND DESIGN" " 0.023 Current peak flow c.m/sec" " 0.521 Target outflow c.m/sec" " 239.5 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 334.800 1.00E-04 0.000" " 334.900 0.00011 2.000"

" 335.000 1.00E-04 4.000" " 335.100 0.00011 6.000" " 335.200 1.00E-04 8.000" " 335.300 0.00011 10.000" " 335.400 1.00E-04 12.000" " 335.500 0.00011 14.000" " 335.600 1.00E-04 16.000" " 335.700 0.00011 18.000" " 335.800 1.00E-04 20.000" " 335.801 0.00172 20.020" " 335.900 1.756 22.000" " 336.000 5.068 24.000" " Peak outflow 0.023 c.m/sec" " Maximum level 335.802 metre" " Maximum storage 20.044 c.m" " Centroidal lag 5.391 hours" " 0.165 0.023 0.023 0.020 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block Energy Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.165 0.023 0.023 0.020" " 52 CHANNEL DESIGN" " 0.023 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 40.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 15.000 Gradient %" " Depth of flow 0.004 metre" " Velocity 0.140 m/sec" " Channel capacity 5.278 c.m/sec" " Critical depth 0.003 metre" " 53 ROUTE Channel Route 20" " 20.00 Channel Route 20 Reach length ( metre)" " 0.500 X-factor <= 0.5" " 107.140 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 100.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.023 c.m/sec" " 0.165 0.023 0.023 0.020 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from Apartment Block" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.043 c.m/sec" " Hydrograph volume 332.327 c.m" " 0.165 0.023 0.023 0.043" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.165 0.000 0.023 0.043" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Remainder of Site." " 73.000 % Impervious" " 8.450 Total Area" " 210.000 Flow length" " 2.000 Overland Slope"

" 2.281 Pervious Area" " 210.000 Pervious length" " 2.000 Pervious slope" " 6.168 Impervious Area" " 210.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.161 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.844 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 1.251 0.000 0.023 0.043 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 2.281 6.168 8.450 hectare" " Time of concentration 102.463 6.645 12.941 minutes" " Time to Centroid 216.217 93.071 101.162 minutes" " Rainfall depth 33.816 33.816 33.816 mm" " Rainfall volume 771.51 2085.94 2857.45 c.m" " Rainfall losses 28.388 5.268 11.511 mm" " Runoff depth 5.428 28.548 22.305 mm" " Runoff volume 123.85 1760.96 1884.81 c.m" " Runoff coefficient 0.161 0.844 0.660 " " Maximum flow 0.012 1.251 1.251 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 1.251 1.251 0.023 0.043" " 54 POND DESIGN" " 1.251 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec" " 1884.8 Hydrograph volume c.m" " 16. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.300 0.00330 0.000" " 333.400 0.00660 281.800" " 333.500 0.01296 577.300" " 333.600 0.01710 886.750" " 333.700 0.02042 1210.350" " 333.700 0.02042 1210.350" " 333.800 0.1051 1548.250" " 333.900 0.2588 1900.700" " 334.000 0.2913 2266.250" " 334.100 0.3205 2645.000" " 334.200 0.3473 3037.050" " 334.300 0.3721 3834.650" " 334.400 0.3954 4253.600" " 334.450 0.4065 4468.160" " 334.500 0.5706 4686.150" " 334.600 1.250 5133.450" " Peak outflow 0.075 c.m/sec" " Maximum level 333.764 metre" " Maximum storage 1427.278 c.m" " Centroidal lag 12.692 hours" " 1.251 1.251 0.075 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from main SWM Facility (Catchment 200)" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.251 0.075 0.075 0.043" " 54 POND DESIGN" " 0.075 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec"

" 1876.7 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.200 0.000 0.000" " 333.300 0.02100 0.4000" " 333.400 0.04500 0.9000" " 333.500 0.07700 1.300" " 333.600 0.1000 1.700" " 333.700 0.1970 2.200" " 333.800 0.2670 2.600" " 333.900 0.3070 3.000" " 334.000 0.3370 3.500" " 334.100 0.3650 3.900" " 334.200 0.3910 4.300" " 334.300 0.4160 4.800" " 334.400 0.4390 5.200" " 334.500 0.4610 5.600" " 334.600 0.4820 6.000" " Peak outflow 0.075 c.m/sec" " Maximum level 333.493 metre" " Maximum storage 1.272 c.m" " Centroidal lag 12.695 hours" " 1.251 0.075 0.075 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Flow-Splitting Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.251 0.075 0.075 0.043" " 56 DIVERSION" " 100 Node number" " 0.005 Overflow threshold" " 1.000 Required diverted fraction" " 0 Conduit type; 1=Pipe;2=Channel" " Peak of diverted flow 0.070 c.m/sec" " Volume of diverted flow 1190.834 c.m" " DIV00100.002hyd" " Major flow at 100" " 1.251 0.075 0.005 0.043 c.m/sec" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.251 0.005 0.005 0.043" " 54 POND DESIGN" " 0.005 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 685.9 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 1.500" " 332.000 1.00E-04 3.000" " 332.100 0.00011 4.500" " 332.200 1.00E-04 6.000" " 332.300 0.00011 7.500" " 332.400 1.00E-04 9.000" " 332.500 0.00011 10.500" " 332.600 1.00E-04 12.000" " 332.700 0.00011 13.500" " 332.800 1.00E-04 15.000" " 332.801 0.00129 15.015" " 332.900 1.317 16.500" " 333.000 3.801 18.000" " Peak outflow 0.005 c.m/sec"

" Maximum level 332.801 metre" " Maximum storage 15.019 c.m" " Centroidal lag 23.337 hours" " 1.251 0.005 0.005 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from North Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.251 0.005 0.005 0.043" " 52 CHANNEL DESIGN" " 0.005 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 30.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 7.000 Gradient %" " Depth of flow 0.002 metre" " Velocity 0.068 m/sec" " Channel capacity 2.807 c.m/sec" " Critical depth 0.001 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.499 X-factor <= 0.5" " 110.318 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 100.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.005 c.m/sec" " 1.251 0.005 0.005 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from main SWM Facility" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.043 c.m/sec" " Hydrograph volume 1002.699 c.m" " 1.251 0.005 0.005 0.043" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #" " North Wetland " " Maximum flow 0.043 c.m/sec" " Hydrograph volume 1002.699 c.m" " 1.251 0.043 0.005 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 1.251 0.043 0.043 0.000" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.043 c.m/sec" " Hydrograph volume 1002.699 c.m" " 1.251 0.043 0.043 0.043" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 1.251 0.000 0.043 0.043" " 47 FILEI_O Read/Open DIV00100.002hyd" " 1 1=read/open; 2=write/save" " 2 1=rainfall; 2=hydrograph" " 1 1=runoff; 2=inflow; 3=outflow; 4=junction" " DIV00100.002hyd"

" Major flow at 100" " Total volume 1190.834 c.m" " Maximum flow 0.070 c.m/sec" " 0.070 0.000 0.043 0.043 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.070 0.070 0.043 0.043" " 54 POND DESIGN" " 0.070 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 1190.8 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 3.333" " 332.000 1.00E-04 6.667" " 332.100 0.00011 10.000" " 332.200 1.00E-04 13.333" " 332.300 0.00011 16.667" " 332.400 1.00E-04 20.000" " 332.500 0.00011 23.333" " 332.600 1.00E-04 26.667" " 332.700 0.00011 30.000" " 332.800 1.00E-04 33.333" " 332.801 0.00429 33.367" " 332.900 4.390 36.667" " 333.000 12.670 40.000" " Peak outflow 0.070 c.m/sec" " Maximum level 332.802 metre" " Maximum storage 33.416 c.m" " Centroidal lag 9.117 hours" " 0.070 0.070 0.070 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Total flow from South Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.070 0.070 0.070 0.043" " 52 CHANNEL DESIGN" " 0.070 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 100.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 10.000 Gradient %" " Depth of flow 0.005 metre" " Velocity 0.135 m/sec" " Channel capacity 10.103 c.m/sec" " Critical depth 0.004 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.498 X-factor <= 0.5" " 55.702 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 50.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.070 c.m/sec" " 0.070 0.070 0.070 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into South Wetland " " from main SWM Facility"

" 64 SHOW TABLE" " 2 Flow hydrograph" " 5 Outflow Hydrograph" " Maximum flow 0.070 c.m/sec" " Hydrograph volume 1178.121 c.m" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.105 c.m/sec" " Hydrograph volume 2180.822 c.m" " 0.070 0.070 0.070 0.105" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total From Site " " Maximum flow 0.105 c.m/sec" " Hydrograph volume 2180.822 c.m" " 0.070 0.105 0.070 0.000" " 38 START/RE-START TOTALS 2000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 7.045 hectare" " Total % impervious 64.451" " 19 EXIT"

Hart Subdivision City of Guelph G&M: 112155 5 year post-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112-155-post-5 year.out" " Licensee name: gamsby" " Company " " Date & Time last used: 5/15/2015 at 10:37:47 AM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 170.000 Max. Storm length" " 4000.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 1596.000 Coefficient A" " 11.000 Constant B" " 0.897 Exponent C" " 0.400 Fraction R" " 170.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 128.502 mm/hr" " Total depth 42.677 mm" " 6 005hyd Hydrograph extension used in this file" " 33 CATCHMENT 102" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 102 Park Block" " 10.000 % Impervious" " 0.680 Total Area" " 62.000 Flow length" " 2.000 Overland Slope" " 0.612 Pervious Area" " 62.000 Pervious length" " 2.000 Pervious slope" " 0.068 Impervious Area" " 62.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.217 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.862 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.020 0.000 0.000 0.000 c.m/sec" " Catchment 102 Pervious Impervious Total Area " " Surface Area 0.612 0.068 0.680 hectare" " Time of concentration 37.955 2.922 27.226 minutes" " Time to Centroid 137.576 85.355 121.583 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 261.18 29.02 290.20 c.m" " Rainfall losses 33.419 5.896 30.667 mm" " Runoff depth 9.257 36.781 12.010 mm" " Runoff volume 56.66 25.01 81.67 c.m" " Runoff coefficient 0.217 0.862 0.281 " " Maximum flow 0.013 0.018 0.020 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.020 0.020 0.000 0.000" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length"

" 1 SCS method" " 100 Grassed Area at Wetland Buffer" " 0.000 % Impervious" " 0.790 Total Area" " 30.000 Flow length" " 15.000 Overland Slope" " 0.790 Pervious Area" " 30.000 Pervious length" " 15.000 Pervious slope" " 0.000 Impervious Area" " 30.000 Impervious length" " 15.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.216 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.031 0.020 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.790 0.000 0.790 hectare" " Time of concentration 13.415 1.033 13.415 minutes" " Time to Centroid 108.932 82.663 108.932 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 337.15 0.00 337.15 c.m" " Rainfall losses 33.446 6.340 33.446 mm" " Runoff depth 9.231 36.336 9.231 mm" " Runoff volume 72.92 0.00 72.93 c.m" " Runoff coefficient 0.216 0.000 0.216 " " Maximum flow 0.031 0.000 0.031 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.031 0.043 0.000 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.031 0.043 0.043 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.043 c.m/sec" " Hydrograph volume 154.592 c.m" " 0.031 0.043 0.043 0.043" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Park Block and Wetland Buffer uncontrolled to North " " Wetland " " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.031 0.000 0.043 0.043" " 33 CATCHMENT 101" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 101 ApartmentBlock" " 80.000 % Impervious" " 1.010 Total Area" " 65.000 Flow length" " 2.000 Overland Slope" " 0.202 Pervious Area" " 65.000 Pervious length" " 2.000 Pervious slope" " 0.808 Impervious Area" " 65.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No."

" 0.217 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.860 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.214 0.000 0.043 0.043 c.m/sec" " Catchment 101 Pervious Impervious Total Area " " Surface Area 0.202 0.808 1.010 hectare" " Time of concentration 39.046 3.006 5.144 minutes" " Time to Centroid 138.854 85.487 88.651 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 86.21 344.83 431.04 c.m" " Rainfall losses 33.419 5.965 11.456 mm" " Runoff depth 9.258 36.712 31.221 mm" " Runoff volume 18.70 296.63 315.33 c.m" " Runoff coefficient 0.217 0.860 0.732 " " Maximum flow 0.004 0.214 0.214 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.214 0.214 0.043 0.043" " 54 POND DESIGN" " 0.214 Current peak flow c.m/sec" " 0.100 Target outflow c.m/sec" " 315.3 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 0.000 0.000 0.000" " 0.1500 0.01253 10.800" " 0.3000 0.02506 36.000" " 0.4500 0.03250 66.897" " 0.6000 0.03853 101.031" " 0.7500 0.04374 136.667" " 0.9000 0.04839 172.304" " 1.050 0.05263 206.437" " 1.200 0.05655 237.334" " 1.350 0.06022 262.534" " 1.500 0.06368 273.334" " 1.950 0.07307 273.732" " 2.400 0.08139 274.527" " 2.600 0.08483 276.704" " 2.700 0.7358 278.704" " Peak outflow 0.046 c.m/sec" " Maximum level 0.829 metre" " Maximum storage 155.393 c.m" " Centroidal lag 2.159 hours" " 0.214 0.214 0.046 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block SWM Facility" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.214 0.046 0.046 0.043" " 54 POND DESIGN" " 0.046 Current peak flow c.m/sec" " 0.521 Target outflow c.m/sec" " 315.2 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 334.800 1.00E-04 0.000" " 334.900 0.00011 2.000"

" 335.000 1.00E-04 4.000" " 335.100 0.00011 6.000" " 335.200 1.00E-04 8.000" " 335.300 0.00011 10.000" " 335.400 1.00E-04 12.000" " 335.500 0.00011 14.000" " 335.600 1.00E-04 16.000" " 335.700 0.00011 18.000" " 335.800 1.00E-04 20.000" " 335.801 0.00172 20.020" " 335.900 1.756 22.000" " 336.000 5.068 24.000" " Peak outflow 0.046 c.m/sec" " Maximum level 335.803 metre" " Maximum storage 20.070 c.m" " Centroidal lag 4.119 hours" " 0.214 0.046 0.046 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block Energy Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.214 0.046 0.046 0.043" " 52 CHANNEL DESIGN" " 0.046 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 40.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 15.000 Gradient %" " Depth of flow 0.006 metre" " Velocity 0.184 m/sec" " Channel capacity 5.278 c.m/sec" " Critical depth 0.005 metre" " 53 ROUTE Channel Route 20" " 20.00 Channel Route 20 Reach length ( metre)" " 0.499 X-factor <= 0.5" " 81.529 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 75.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.046 c.m/sec" " 0.214 0.046 0.046 0.043 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from Apartment Block" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.088 c.m/sec" " Hydrograph volume 469.959 c.m" " 0.214 0.046 0.046 0.088" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.214 0.000 0.046 0.088" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Remainder of Site." " 73.000 % Impervious" " 8.450 Total Area" " 210.000 Flow length" " 2.000 Overland Slope"

" 2.281 Pervious Area" " 210.000 Pervious length" " 2.000 Pervious slope" " 6.168 Impervious Area" " 210.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.217 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.872 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 1.627 0.000 0.046 0.088 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 2.281 6.168 8.450 hectare" " Time of concentration 78.915 6.076 12.214 minutes" " Time to Centroid 185.416 89.802 97.859 minutes" " Rainfall depth 42.677 42.677 42.677 mm" " Rainfall volume 973.67 2632.52 3606.20 c.m" " Rainfall losses 33.416 5.456 13.005 mm" " Runoff depth 9.261 37.221 29.672 mm" " Runoff volume 211.29 2295.97 2507.26 c.m" " Runoff coefficient 0.217 0.872 0.695 " " Maximum flow 0.027 1.625 1.627 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 1.627 1.627 0.046 0.088" " 54 POND DESIGN" " 1.627 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec" " 2507.3 Hydrograph volume c.m" " 16. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.300 0.00330 0.000" " 333.400 0.00660 281.800" " 333.500 0.01296 577.300" " 333.600 0.01710 886.750" " 333.700 0.02042 1210.350" " 333.700 0.02042 1210.350" " 333.800 0.1051 1548.250" " 333.900 0.2588 1900.700" " 334.000 0.2913 2266.250" " 334.100 0.3205 2645.000" " 334.200 0.3473 3037.050" " 334.300 0.3721 3834.650" " 334.400 0.3954 4253.600" " 334.450 0.4065 4468.160" " 334.500 0.5706 4686.150" " 334.600 1.250 5133.450" " Peak outflow 0.175 c.m/sec" " Maximum level 333.846 metre" " Maximum storage 1710.555 c.m" " Centroidal lag 10.295 hours" " 1.627 1.627 0.175 0.088 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from main SWM Facility (Catchment 200)" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.627 0.175 0.175 0.088" " 54 POND DESIGN" " 0.175 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec"

" 2498.6 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.200 0.000 0.000" " 333.300 0.02100 0.4000" " 333.400 0.04500 0.9000" " 333.500 0.07700 1.300" " 333.600 0.1000 1.700" " 333.700 0.1970 2.200" " 333.800 0.2670 2.600" " 333.900 0.3070 3.000" " 334.000 0.3370 3.500" " 334.100 0.3650 3.900" " 334.200 0.3910 4.300" " 334.300 0.4160 4.800" " 334.400 0.4390 5.200" " 334.500 0.4610 5.600" " 334.600 0.4820 6.000" " Peak outflow 0.175 c.m/sec" " Maximum level 333.678 metre" " Maximum storage 2.089 c.m" " Centroidal lag 10.285 hours" " 1.627 0.175 0.175 0.088 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Flow-Splitting Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.627 0.175 0.175 0.088" " 56 DIVERSION" " 100 Node number" " 0.007 Overflow threshold" " 1.000 Required diverted fraction" " 0 Conduit type; 1=Pipe;2=Channel" " Peak of diverted flow 0.168 c.m/sec" " Volume of diverted flow 1628.860 c.m" " DIV00100.005hyd" " Major flow at 100" " 1.627 0.175 0.007 0.088 c.m/sec" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.627 0.007 0.007 0.088" " 54 POND DESIGN" " 0.007 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 870.3 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 1.500" " 332.000 1.00E-04 3.000" " 332.100 0.00011 4.500" " 332.200 1.00E-04 6.000" " 332.300 0.00011 7.500" " 332.400 1.00E-04 9.000" " 332.500 0.00011 10.500" " 332.600 1.00E-04 12.000" " 332.700 0.00011 13.500" " 332.800 1.00E-04 15.000" " 332.801 0.00129 15.015" " 332.900 1.317 16.500" " 333.000 3.801 18.000" " Peak outflow 0.007 c.m/sec"

" Maximum level 332.801 metre" " Maximum storage 15.021 c.m" " Centroidal lag 21.423 hours" " 1.627 0.007 0.007 0.088 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from North Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 1.627 0.007 0.007 0.088" " 52 CHANNEL DESIGN" " 0.007 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 30.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 7.000 Gradient %" " Depth of flow 0.003 metre" " Velocity 0.078 m/sec" " Channel capacity 2.807 c.m/sec" " Critical depth 0.002 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.499 X-factor <= 0.5" " 96.563 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 75.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.007 c.m/sec" " 1.627 0.007 0.007 0.088 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from main SWM Facility" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.088 c.m/sec" " Hydrograph volume 1324.617 c.m" " 1.627 0.007 0.007 0.088" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #" " North Wetland " " Maximum flow 0.088 c.m/sec" " Hydrograph volume 1324.617 c.m" " 1.627 0.088 0.007 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 1.627 0.088 0.088 0.000" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.088 c.m/sec" " Hydrograph volume 1324.617 c.m" " 1.627 0.088 0.088 0.088" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 1.627 0.000 0.088 0.088" " 47 FILEI_O Read/Open DIV00100.005hyd" " 1 1=read/open; 2=write/save" " 2 1=rainfall; 2=hydrograph" " 1 1=runoff; 2=inflow; 3=outflow; 4=junction" " DIV00100.005hyd"

" Major flow at 100" " Total volume 1628.860 c.m" " Maximum flow 0.168 c.m/sec" " 0.168 0.000 0.088 0.088 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.168 0.168 0.088 0.088" " 54 POND DESIGN" " 0.168 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 1628.9 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 3.333" " 332.000 1.00E-04 6.667" " 332.100 0.00011 10.000" " 332.200 1.00E-04 13.333" " 332.300 0.00011 16.667" " 332.400 1.00E-04 20.000" " 332.500 0.00011 23.333" " 332.600 1.00E-04 26.667" " 332.700 0.00011 30.000" " 332.800 1.00E-04 33.333" " 332.801 0.00429 33.367" " 332.900 4.390 36.667" " 333.000 12.670 40.000" " Peak outflow 0.168 c.m/sec" " Maximum level 332.805 metre" " Maximum storage 33.490 c.m" " Centroidal lag 5.582 hours" " 0.168 0.168 0.168 0.088 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Total flow from South Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.168 0.168 0.168 0.088" " 52 CHANNEL DESIGN" " 0.168 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 100.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 10.000 Gradient %" " Depth of flow 0.009 metre" " Velocity 0.191 m/sec" " Channel capacity 10.103 c.m/sec" " Critical depth 0.007 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.497 X-factor <= 0.5" " 39.356 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 37.500 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.168 c.m/sec" " 0.168 0.168 0.168 0.088 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into South Wetland " " from main SWM Facility"

" 64 SHOW TABLE" " 2 Flow hydrograph" " 5 Outflow Hydrograph" " Maximum flow 0.168 c.m/sec" " Hydrograph volume 1620.708 c.m" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.244 c.m/sec" " Hydrograph volume 2945.322 c.m" " 0.168 0.168 0.168 0.244" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total From Site " " Maximum flow 0.244 c.m/sec" " Hydrograph volume 2945.322 c.m" " 0.168 0.244 0.168 0.000" " 38 START/RE-START TOTALS 2000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 7.045 hectare" " Total % impervious 64.451" " 19 EXIT"

Hart Subdivision City of Guelph G&M: 112155 100 year post-development flows " MIDUSS Output ----------------------------------------------->" " MIDUSS version Version 2.25 rev. 473" " MIDUSS created Sunday, February 07, 2010" " 10 Units used: ie METRIC" " Job folder: C:\Miduss Projects\112155" " Output filename: 112-155-post-100 year.out" " Licensee name: gamsby" " Company " " Date & Time last used: 5/15/2015 at 10:30:56 AM" " 31 TIME PARAMETERS" " 5.000 Time Step" " 210.000 Max. Storm length" " 4000.000 Max. Hydrograph" " 32 STORM Chicago storm" " 1 Chicago storm" " 4688.000 Coefficient A" " 17.000 Constant B" " 0.962 Exponent C" " 0.400 Fraction R" " 210.000 Duration" " 1.000 Time step multiplier" " Maximum intensity 213.574 mm/hr" " Total depth 88.830 mm" " 6 100hyd Hydrograph extension used in this file" " 33 CATCHMENT 102" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 102 Park Block" " 10.000 % Impervious" " 0.680 Total Area" " 62.000 Flow length" " 2.000 Overland Slope" " 0.612 Pervious Area" " 62.000 Pervious length" " 2.000 Pervious slope" " 0.068 Impervious Area" " 62.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.424 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.925 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.091 0.000 0.000 0.000 c.m/sec" " Catchment 102 Pervious Impervious Total Area " " Surface Area 0.612 0.068 0.680 hectare" " Time of concentration 21.371 2.344 17.664 minutes" " Time to Centroid 133.265 99.871 126.758 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 543.64 60.40 604.04 c.m" " Rainfall losses 51.122 6.705 46.681 mm" " Runoff depth 37.708 82.125 42.149 mm" " Runoff volume 230.77 55.84 286.62 c.m" " Runoff coefficient 0.424 0.925 0.474 " " Maximum flow 0.082 0.035 0.091 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.091 0.091 0.000 0.000" " 33 CATCHMENT 100" " 1 Triangular SCS" " 1 Equal length"

" 1 SCS method" " 100 Grassed Area at Wetland Buffer" " 0.000 % Impervious" " 0.790 Total Area" " 30.000 Flow length" " 15.000 Overland Slope" " 0.790 Pervious Area" " 30.000 Pervious length" " 15.000 Pervious slope" " 0.000 Impervious Area" " 30.000 Impervious length" " 15.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.423 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.000 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.182 0.091 0.000 0.000 c.m/sec" " Catchment 100 Pervious Impervious Total Area " " Surface Area 0.790 0.000 0.790 hectare" " Time of concentration 7.553 0.828 7.553 minutes" " Time to Centroid 116.146 97.936 116.146 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 701.75 0.00 701.76 c.m" " Rainfall losses 51.219 9.836 51.219 mm" " Runoff depth 37.611 78.994 37.611 mm" " Runoff volume 297.13 0.00 297.13 c.m" " Runoff coefficient 0.423 0.000 0.423 " " Maximum flow 0.182 0.000 0.182 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.182 0.252 0.000 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 0.182 0.252 0.252 0.000" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.252 c.m/sec" " Hydrograph volume 583.742 c.m" " 0.182 0.252 0.252 0.252" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Park Block and Wetland Buffer uncontrolled to North " " Wetland " " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.182 0.000 0.252 0.252" " 33 CATCHMENT 101" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 101 ApartmentBlock" " 80.000 % Impervious" " 1.010 Total Area" " 65.000 Flow length" " 2.000 Overland Slope" " 0.202 Pervious Area" " 65.000 Pervious length" " 2.000 Pervious slope" " 0.808 Impervious Area" " 65.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No."

" 0.425 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.924 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 0.428 0.000 0.252 0.252 c.m/sec" " Catchment 101 Pervious Impervious Total Area " " Surface Area 0.202 0.808 1.010 hectare" " Time of concentration 21.986 2.411 4.429 minutes" " Time to Centroid 134.037 99.975 103.485 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 179.44 717.74 897.18 c.m" " Rainfall losses 51.120 6.783 15.650 mm" " Runoff depth 37.710 82.047 73.179 mm" " Runoff volume 76.17 662.94 739.11 c.m" " Runoff coefficient 0.425 0.924 0.824 " " Maximum flow 0.027 0.421 0.428 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.428 0.428 0.252 0.252" " 54 POND DESIGN" " 0.428 Current peak flow c.m/sec" " 0.100 Target outflow c.m/sec" " 739.1 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 0.000 0.000 0.000" " 0.1500 0.00736 12.150" " 0.3000 0.01473 40.500" " 0.4500 0.01877 75.259" " 0.6000 0.02209 113.660" " 0.7500 0.02497 153.751" " 0.9000 0.02755 193.841" " 1.050 0.02991 232.242" " 1.200 0.03209 267.001" " 1.350 0.03414 295.351" " 1.500 0.03607 307.501" " 1.950 0.04132 307.899" " 2.400 0.04598 308.694" " 2.600 0.04790 310.871" " 2.700 0.6982 312.871" " Peak outflow 0.297 c.m/sec" " Maximum level 2.647 metre" " Maximum storage 311.803 c.m" " Centroidal lag 3.042 hours" " 0.428 0.428 0.297 0.252 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block SWM Facility" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.428 0.297 0.297 0.252" " 54 POND DESIGN" " 0.297 Current peak flow c.m/sec" " 0.521 Target outflow c.m/sec" " 741.2 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 334.800 1.00E-04 0.000" " 334.900 0.00011 2.000"

" 335.000 1.00E-04 4.000" " 335.100 0.00011 6.000" " 335.200 1.00E-04 8.000" " 335.300 0.00011 10.000" " 335.400 1.00E-04 12.000" " 335.500 0.00011 14.000" " 335.600 1.00E-04 16.000" " 335.700 0.00011 18.000" " 335.800 1.00E-04 20.000" " 335.801 0.00172 20.020" " 335.900 1.756 22.000" " 336.000 5.068 24.000" " Peak outflow 0.296 c.m/sec" " Maximum level 335.818 metre" " Maximum storage 20.353 c.m" " Centroidal lag 3.955 hours" " 0.428 0.297 0.296 0.252 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Apartment Block Energy Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.428 0.296 0.296 0.252" " 52 CHANNEL DESIGN" " 0.296 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 40.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 15.000 Gradient %" " Depth of flow 0.019 metre" " Velocity 0.378 m/sec" " Channel capacity 5.278 c.m/sec" " Critical depth 0.017 metre" " 53 ROUTE Channel Route 20" " 20.00 Channel Route 20 Reach length ( metre)" " 0.498 X-factor <= 0.5" " 39.641 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 37.500 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.261 c.m/sec" " 0.428 0.296 0.261 0.252 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from Apartment Block" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.514 c.m/sec" " Hydrograph volume 1324.646 c.m" " 0.428 0.296 0.261 0.514" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 0.428 0.000 0.261 0.514" " 33 CATCHMENT 200" " 1 Triangular SCS" " 1 Equal length" " 1 SCS method" " 200 Remainder of Site." " 73.000 % Impervious" " 8.450 Total Area" " 210.000 Flow length" " 2.000 Overland Slope"

" 2.281 Pervious Area" " 210.000 Pervious length" " 2.000 Pervious slope" " 6.168 Impervious Area" " 210.000 Impervious length" " 2.000 Impervious slope" " 0.300 Pervious Manning 'n'" " 74.000 Pervious SCS Curve No." " 0.425 Pervious Runoff coefficient" " 0.100 Pervious Ia/S coefficient" " 8.924 Pervious Initial abstraction" " 0.013 Impervious Manning 'n'" " 98.000 Impervious SCS Curve No." " 0.933 Impervious Runoff coefficient" " 0.100 Impervious Ia/S coefficient" " 0.518 Impervious Initial abstraction" " 3.327 0.000 0.261 0.514 c.m/sec" " Catchment 200 Pervious Impervious Total Area " " Surface Area 2.281 6.168 8.450 hectare" " Time of concentration 44.435 4.874 10.575 minutes" " Time to Centroid 162.004 103.427 111.869 minutes" " Rainfall depth 88.830 88.830 88.830 mm" " Rainfall volume 2026.65 5479.47 7506.12 c.m" " Rainfall losses 51.104 5.966 18.153 mm" " Runoff depth 37.725 82.864 70.677 mm" " Runoff volume 860.71 5111.48 5972.19 c.m" " Runoff coefficient 0.425 0.933 0.796 " " Maximum flow 0.181 3.305 3.327 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 3.327 3.327 0.261 0.514" " 54 POND DESIGN" " 3.327 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec" " 5972.2 Hydrograph volume c.m" " 16. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.300 0.00330 0.000" " 333.400 0.00660 281.800" " 333.500 0.01296 577.300" " 333.600 0.01710 886.750" " 333.700 0.02042 1210.350" " 333.700 0.02042 1210.350" " 333.800 0.1051 1548.250" " 333.900 0.2588 1900.700" " 334.000 0.2913 2266.250" " 334.100 0.3205 2645.000" " 334.200 0.3473 3037.050" " 334.300 0.3721 3834.650" " 334.400 0.3954 4253.600" " 334.450 0.4065 4468.160" " 334.500 0.5706 4686.150" " 334.600 1.250 5133.450" " Peak outflow 0.376 c.m/sec" " Maximum level 334.316 metre" " Maximum storage 3902.858 c.m" " Centroidal lag 6.815 hours" " 3.327 3.327 0.376 0.514 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from main SWM Facility (Catchment 200)" " 40 HYDROGRAPH Next link " " 5 Next link " " 3.327 0.376 0.376 0.514" " 54 POND DESIGN" " 0.376 Current peak flow c.m/sec" " 0.911 Target outflow c.m/sec"

" 5966.3 Hydrograph volume c.m" " 15. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 333.200 0.000 0.000" " 333.300 0.02100 0.4000" " 333.400 0.04500 0.9000" " 333.500 0.07700 1.300" " 333.600 0.1000 1.700" " 333.700 0.1970 2.200" " 333.800 0.2670 2.600" " 333.900 0.3070 3.000" " 334.000 0.3370 3.500" " 334.100 0.3650 3.900" " 334.200 0.3910 4.300" " 334.300 0.4160 4.800" " 334.400 0.4390 5.200" " 334.500 0.4610 5.600" " 334.600 0.4820 6.000" " Peak outflow 0.376 c.m/sec" " Maximum level 334.142 metre" " Maximum storage 4.067 c.m" " Centroidal lag 6.817 hours" " 3.327 0.376 0.376 0.514 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from Flow-Splitting Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 3.327 0.376 0.376 0.514" " 56 DIVERSION" " 100 Node number" " 0.019 Overflow threshold" " 1.000 Required diverted fraction" " 0 Conduit type; 1=Pipe;2=Channel" " Peak of diverted flow 0.357 c.m/sec" " Volume of diverted flow 4355.183 c.m" " DIV00100.100hyd" " To south Wetland " " 3.327 0.376 0.019 0.514 c.m/sec" " 40 HYDROGRAPH Next link " " 5 Next link " " 3.327 0.019 0.019 0.514" " 54 POND DESIGN" " 0.019 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 1611.7 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 1.500" " 332.000 1.00E-04 3.000" " 332.100 0.00011 4.500" " 332.200 1.00E-04 6.000" " 332.300 0.00011 7.500" " 332.400 1.00E-04 9.000" " 332.500 0.00011 10.500" " 332.600 1.00E-04 12.000" " 332.700 0.00011 13.500" " 332.800 1.00E-04 15.000" " 332.801 0.00129 15.015" " 332.900 1.317 16.500" " 333.000 3.801 18.000" " Peak outflow 0.019 c.m/sec"

" Maximum level 332.802 metre" " Maximum storage 15.035 c.m" " Centroidal lag 16.728 hours" " 3.327 0.019 0.019 0.514 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Flow from North Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 3.327 0.019 0.019 0.514" " 52 CHANNEL DESIGN" " 0.019 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 30.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 7.000 Gradient %" " Depth of flow 0.005 metre" " Velocity 0.115 m/sec" " Channel capacity 2.807 c.m/sec" " Critical depth 0.003 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.498 X-factor <= 0.5" " 65.176 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 60.000 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.019 c.m/sec" " 3.327 0.019 0.019 0.514 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into North Wetland " " from main SWM Facility" " 40 HYDROGRAPH Combine 1000" " 6 Combine " " 1000 Node #" " North Wetland " " Maximum flow 0.533 c.m/sec" " Hydrograph volume 2924.035 c.m" " 3.327 0.019 0.019 0.533" " 40 HYDROGRAPH Confluence 1000" " 7 Confluence " " 1000 Node #" " North Wetland " " Maximum flow 0.533 c.m/sec" " Hydrograph volume 2924.035 c.m" " 3.327 0.533 0.019 0.000" " 40 HYDROGRAPH Copy to Outflow" " 8 Copy to Outflow" " 3.327 0.533 0.533 0.000" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.533 c.m/sec" " Hydrograph volume 2924.035 c.m" " 3.327 0.533 0.533 0.533" " 40 HYDROGRAPH Start - New Tributary" " 2 Start - New Tributary" " 3.327 0.000 0.533 0.533" " 47 FILEI_O Read/Open DIV00100.100hyd" " 1 1=read/open; 2=write/save" " 2 1=rainfall; 2=hydrograph" " 1 1=runoff; 2=inflow; 3=outflow; 4=junction" " DIV00100.100hyd"

" To south Wetland " " Total volume 4355.183 c.m" " Maximum flow 0.357 c.m/sec" " 0.357 0.000 0.533 0.533 c.m/sec" " 40 HYDROGRAPH Add Runoff " " 4 Add Runoff " " 0.357 0.357 0.533 0.533" " 54 POND DESIGN" " 0.357 Current peak flow c.m/sec" " 0.134 Target outflow c.m/sec" " 4355.2 Hydrograph volume c.m" " 14. Number of stages" " 0.000 Minimum water level metre" " 3.000 Maximum water level metre" " 0.000 Starting water level metre" " 0 Keep Design Data: 1 = True; 0 = False" " Level Discharge Volume" " 331.800 1.00E-04 0.000" " 331.900 0.00011 3.333" " 332.000 1.00E-04 6.667" " 332.100 0.00011 10.000" " 332.200 1.00E-04 13.333" " 332.300 0.00011 16.667" " 332.400 1.00E-04 20.000" " 332.500 0.00011 23.333" " 332.600 1.00E-04 26.667" " 332.700 0.00011 30.000" " 332.800 1.00E-04 33.333" " 332.801 0.00429 33.367" " 332.900 4.390 36.667" " 333.000 12.670 40.000" " Peak outflow 0.357 c.m/sec" " Maximum level 332.809 metre" " Maximum storage 33.632 c.m" " Centroidal lag 3.558 hours" " 0.357 0.357 0.357 0.533 c.m/sec" " 81 ADD COMMENT==================================================" " 1 Lines of comment" " Total flow from South Wetland Dissipation Structure" " 40 HYDROGRAPH Next link " " 5 Next link " " 0.357 0.357 0.357 0.533" " 52 CHANNEL DESIGN" " 0.357 Current peak flow c.m/sec" " 0.070 Manning 'n'" " 0. Cross-section type: 0=trapezoidal; 1=general" " 100.000 Basewidth metre" " 100.000 Left bank slope" " 100.000 Right bank slope" " 0.100 Channel depth metre" " 10.000 Gradient %" " Depth of flow 0.014 metre" " Velocity 0.257 m/sec" " Channel capacity 10.103 c.m/sec" " Critical depth 0.011 metre" " 53 ROUTE Channel Route 10" " 10.00 Channel Route 10 Reach length ( metre)" " 0.496 X-factor <= 0.5" " 29.225 K-lag ( seconds)" " 0.000 Default(0) or user spec.(1) values used" " 0.500 X-factor <= 0.5" " 30.000 K-lag ( seconds)" " 0.500 Beta weighting factor" " 27.273 Routing time step ( seconds)" " 1 No. of sub-reaches" " Peak outflow 0.357 c.m/sec" " 0.357 0.357 0.357 0.533 c.m/sec" " 81 ADD COMMENT==================================================" " 2 Lines of comment" " Total overland flow and depth released into South Wetland " " from main SWM Facility"

" 64 SHOW TABLE" " 2 Flow hydrograph" " 5 Outflow Hydrograph" " Maximum flow 0.357 c.m/sec" " Hydrograph volume 4328.933 c.m" " 40 HYDROGRAPH Combine 2000" " 6 Combine " " 2000 Node #" " Total From Site " " Maximum flow 0.792 c.m/sec" " Hydrograph volume 7252.973 c.m" " 0.357 0.357 0.357 0.792" " 40 HYDROGRAPH Confluence 2000" " 7 Confluence " " 2000 Node #" " Total From Site " " Maximum flow 0.792 c.m/sec" " Hydrograph volume 7252.973 c.m" " 0.357 0.792 0.357 0.000" " 38 START/RE-START TOTALS 2000" " 3 Runoff Totals on EXIT" " Total Catchment area 10.930 hectare" " Total Impervious area 7.045 hectare" " Total % impervious 64.451" " 19 EXIT"

APPENDIX D: OIL/GRIT SEPARATOR DESIGN SUMMARY

Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 4/17/2015 Project Name Hart Subdivision Project Number 112155 Location Designer Information Company Contact Notes N/A Drainage Area City of Guelph GM BluePlan Engineering Limited Sergio Zaga, EIT Total Area (ha) 3.55 Imperviousness (%) 73 The Stormceptor System model STC 9000 achieves the water quality objective removing 81% TSS for a Fine (organics, silts and sand) particle size distribution and 94% runoff volume. Rainfall Name TORONTO CENTRAL State ON ID 100 Years of Records 1982 to 1999 Latitude 45 30'N Longitude 90 30'W Water Quality Objective TSS Removal (%) 80 Runoff Volume (%) 80 Upstream Storage Storage Discharge (ha-m) (L/s) 0 0 Stormceptor Sizing Summary Stormceptor Model TSS Removal Runoff Volume % % STC 300 47 45 STC 750 59 67 STC 1000 59 67 STC 1500 60 67 STC 2000 67 79 STC 3000 68 79 STC 4000 73 87 STC 5000 73 87 STC 6000 77 91 STC 9000 81 94 STC 10000 81 94 STC 14000 84 96 Stormceptor Design Summary - 1/2

Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand) Particle Size Distribution Specific Settling Specific Settling Particle Size Distribution Gravity Velocity Gravity Velocity µm % m/s µm % m/s 20 20 1.3 0.0004 60 20 1.8 0.0016 150 20 2.2 0.0108 400 20 2.65 0.0647 2000 20 2.65 0.2870 Stormceptor Design Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0 Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes. Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 300 STC 750 to STC STC 9000 to 6000 STC 14000 Single inlet pipe 75 mm 25 mm 75 mm Multiple inlet pipes 75 mm 75 mm Only one inlet pipe. Design estimates are based on stable site conditions only, after construction is completed. Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801. Stormceptor Design Summary - 2/2

Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 4/17/2015 Project Name Hart Subdivision Project Number 112155 Location Designer Information Company Contact Notes N/A Drainage Area City of Guelph GM BluePlan Engineering Limited Sergio Zaga, EIT Total Area (ha) 3.63 Imperviousness (%) 73 The Stormceptor System model STC 9000 achieves the water quality objective removing 81% TSS for a Fine (organics, silts and sand) particle size distribution and 94% runoff volume. Rainfall Name TORONTO CENTRAL State ON ID 100 Years of Records 1982 to 1999 Latitude 45 30'N Longitude 90 30'W Water Quality Objective TSS Removal (%) 80 Runoff Volume (%) 80 Upstream Storage Storage Discharge (ha-m) (L/s) 0 0 Stormceptor Sizing Summary Stormceptor Model TSS Removal Runoff Volume % % STC 300 46 44 STC 750 58 66 STC 1000 59 66 STC 1500 60 66 STC 2000 66 78 STC 3000 67 78 STC 4000 72 87 STC 5000 73 87 STC 6000 77 91 STC 9000 81 94 STC 10000 81 94 STC 14000 84 96 Stormceptor Design Summary - 1/2

Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand) Particle Size Distribution Specific Settling Specific Settling Particle Size Distribution Gravity Velocity Gravity Velocity µm % m/s µm % m/s 20 20 1.3 0.0004 60 20 1.8 0.0016 150 20 2.2 0.0108 400 20 2.65 0.0647 2000 20 2.65 0.2870 Stormceptor Design Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0 Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes. Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 300 STC 750 to STC STC 9000 to 6000 STC 14000 Single inlet pipe 75 mm 25 mm 75 mm Multiple inlet pipes 75 mm 75 mm Only one inlet pipe. Design estimates are based on stable site conditions only, after construction is completed. Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801. Stormceptor Design Summary - 2/2

Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 10/28/2014 Project Name Hart Subdivision Project Number 112155 Location Designer Information Company Contact Notes N/A Drainage Area City of Guelph GM BluePlan Engineering Limited Sergio Zaga, EIT Total Area (ha) 1.01 Imperviousness (%) 80 The Stormceptor System model STC 2000 achieves the water quality objective removing 80% TSS for a Fine (organics, silts and sand) particle size distribution and 93% runoff volume. Rainfall Name TORONTO CENTRAL State ON ID 100 Years of Records 1982 to 1999 Latitude 45 30'N Longitude 90 30'W Water Quality Objective TSS Removal (%) 80 Runoff Volume (%) 80 Upstream Storage Storage Discharge (ha-m) (L/s) 0 0 Stormceptor Sizing Summary Stormceptor Model TSS Removal Runoff Volume % % STC 300 65 74 STC 750 74 88 STC 1000 74 88 STC 1500 75 88 STC 2000 80 93 STC 3000 81 93 STC 4000 85 96 STC 5000 85 96 STC 6000 88 98 STC 9000 91 99 STC 10000 91 99 STC 14000 93 99 Stormceptor Design Summary - 1/2

Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand) Particle Size Distribution Specific Settling Specific Settling Particle Size Distribution Gravity Velocity Gravity Velocity µm % m/s µm % m/s 20 20 1.3 0.0004 60 20 1.8 0.0016 150 20 2.2 0.0108 400 20 2.65 0.0647 2000 20 2.65 0.2870 Stormceptor Design Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0 Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes. Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 300 STC 750 to STC STC 9000 to 6000 STC 14000 Single inlet pipe 75 mm 25 mm 75 mm Multiple inlet pipes 75 mm 75 mm Only one inlet pipe. Design estimates are based on stable site conditions only, after construction is completed. Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801. Stormceptor Design Summary - 2/2

APPENDIX E: PERMEAMETER TEST AND GEOTECHNICAL REPORT V.A. WOOD

APPENDIX F: MOE INTREPRETATION BULLETIN FEBRUARY 2015

Ministry of the Environment and Climate Change Standards Development Branch 40 St. Clair Ave. West 7 th Floor Toronto ON M4V 1M2 www.ene.gov.on.ca Tel.: 416 327-5519 Fax: 416 327-2936 Ministère de l'environnement et de l Action en matière de changement climatique Direction de l=élaboration des normes 40, avenue St. Clair ouest 7 e étage Toronto ON M4V 1M2 www.ene.gov.on.ca Tél.: 416 327-5519 Téléc.: 416 327-2936 04 February 2015 Dear Stakeholder; The ministry recently prepared an Interpretation Bulletin: Ontario Ministry of Environment and Climate Change Expectations Re: Stormwater Management (attached). This Bulletin clarifies that the ministry s existing guidance emphasizes an approach to stormwater management that mimics a site s natural hydrology by controlling precipitation as close as possible to where it falls so water quality remains satisfactory for aquatic life and recreation and water quantity is managed to ensure a fair sharing among users, water conservation, and sustainability of the resource. The intent of the Interpretation Bulletin is to convey to municipalities, developers and review/approval bodies that the MOECC s current guidelines and policies support locally derived site-specific performance criteria based on watershed/subwatershed studies and source control measures such as low impact development (LID). This Bulletin is also intended to encourage stormwater management applications that emphasize low impact development techniques while the ministry undertakes the development of a low impact development stormwater management guidance document, targeted for completion in 2016. The ministry will work with municipalities, conservation authorities and other stakeholders in developing this guidance document. The Bulletin also lists resource materials to assist the development community, municipalities, and others to implement low impact development measures including LID planning, design and construction manuals, and websites informing on low impact development. The Interpretation Bulletin was prepared with input from the stormwater management practitioners at Ontario s Conservation Authorities, members of various branches of the MOECC, and other Provincial Ministries.

I trust that this Interpretation Bulletin will assist in source control stormwater management activities and the improvement of outcomes. Sincerely, Tim Fletcher Manager (A) Water Standards Section

Final for Approval Version INTERPRETATION BULLETIN ONTARIO MINISTRY OF ENVIROMENT AND CLIMATE CHANGE EXPECTATIONS RE: STORMWATER MANAGEMENT February 2015 INTRODUCTION The environmental health of many watersheds continues to decline as urbanization increases. Conventional (pipe and pond) stormwater management practices that focus on controlling peak flow rate and removal of total suspended solids are not fully achieving the desired protection of the watershed ecosystem. This is due to increased volume of stormwater and resultant sustained flows from end-of-pipe stormwater management facilities and may be exacerbated by more intense storms resulting from climate change. Conventional management practices are not always effective at mitigating in-stream erosion or fully protecting water quality, fish and wildlife habitat, and other aquatic resources from stormwater runoff and contaminants that are not removed by settling. The purpose of this interpretation bulletin is to clarify the ministry s expectations regarding stormwater management. Specifically, the bulletin clarifies that the ministry s existing policies and guidance emphasize an approach to stormwater management that mimics a site's natural hydrology as the landscape is developed. The main tenet of this approach is to control precipitation as close as possible to where it falls by employing lot level and conveyance controls otherwise known as Low The natural hydrologic cycle should be maintained to the greatest extent possible. The ministry s existing acts, regulations, policies and guidelines emphasize the need for this approach to stormwater management. Impact Development (LID), often as part of a treatment train approach. Also, existing policies and guidance emphasize the need to use watershed/subwatershed plans to guide site-specific stormwater management performance criteria. Currently, preservation of the natural hydrology is not Too often, preservation of the sufficiently reflected in the Environmental Compliance natural hydrologic cycle is not Approval (ECA) applications submitted to the ministry sufficiently addressed in for stormwater management systems. To improve on stormwater management plans this, and to facilitate the uptake of LID stormwater submitted to the ministry for an management practices, the ministry is taking a two-step ECA. approach. The first step is this interpretation bulletin, which clarifies the ministry s existing requirements and guidance on stormwater management. 1

Final for Approval Version The second step is to produce a LID stormwater management guidance document. This document will further support low impact stormwater management by, among other things, specifying the ministry s expectations on water balance, acceptable tools to assess and validate water balance and other calculations, monitoring and maintenance of stormwater facilities (including on private property given the decentralized nature of LID), and the role of low impact development within a treatment train approach. This guidance document will be developed in consultation with stakeholders and will be posted on the Environmental Registry for broader consultation. The guidance document is expected to be released in late 2016. Low impact development stormwater management is relevant to all forms of development, including new development, redevelopment, infill, and retrofit development. Compact urban development and urban intensification helps to prevent sprawl and thus protect farmland, wetlands, and green spaces, and also provides Low impact development stormwater management is relevant to all forms of development, including urban intensification and retrofit. for efficient use of land, water and energy resources and existing infrastructure. Employing LID facilities to the greatest extent possible, when undertaking intensifying urban development, will add to these benefits. Urban stormwater runoff management systems are usually designed to meet performance standards based on historical climate data. As a result of climate change, stormwater management facilities constructed today will be expected to perform under climatic conditions that may be significantly different than the recent past. Projected Intensity Duration Frequency (IDF) curves have been made publicly available at Ontario Climate Change Data Portal (Ontario CCDP, see below). LID systems can mitigate impacts from increased precipitation by increasing infiltration; reducing runoff volumes; and, delaying the runoff peak. WHAT ARE THE MINISTRY OF THE ENVIRONMENT AND CLIMATE CHANGE REQUIREMENTS AND GUIDANCE FOR STORMWATER MANAGEMENT? Maintaining natural hydrology and controlling precipitation as close as possible to where it falls is not a new requirement of the ministry. These principles are outlined in acts, regulations, policies and guidelines, along with protecting water quality. For example: Ontario Environmental Protection Act: Provides for the protection and conservation of the natural environment. Ontario Water Resources Act: Provides for the conservation, protection and management of Ontario s waters and for their efficient and sustainable use to promote Ontario s long-term environmental, social and economic well-being. Under section 53, 2

Final for Approval Version the act specifies that no person shall use, operate, establish, alter, extend or replace new or existing sewage works except under and in accordance with an ECA. The Act includes stormwater in the definition of sewage. (Note: some stormwater facilities are exempted from the ECA requirement by Ontario Regulation 525/98.) Water Management Policies, Guidelines, Provincial Water Quality Objectives (PWQO) of the Ministry of the Environment and Climate Change (also referred to as the Blue Book ): Gives direction on how to manage the quality and quantity of both surface and ground waters. With respect to surface water quality, the goal stated in this document is to ensure water quality satisfactory for aquatic life and recreation. Direction is provided on how to deal with situations where water quality of the receiving body is not meeting the PWQO. For example, water quality not meeting the PWQO shall not be degraded further and all reasonable and practical measures shall be taken to upgrade the water quality to meet the objectives. The Blue Book also requires the preservation of ground water quality to a quality protective of the greatest number of beneficial uses, and that surface and ground-water quantity is managed to ensure a fair sharing among users, water conservation, and sustainability of the resource. Guidance Documents: Specifically, the Stormwater Management Planning and Design Manual, March 2003: The ministry s March 2003 Stormwater Management Planning and Design Manual (2003 Manual) states that performance criteria for stormwater works should reflect watershed, subwatershed, and environmental management plans developed in consultation with the local conservation authority and municipality. This Manual conveys that meeting the set of criteria addressing all water resource concerns typically requires a combination of stormwater management practices as part of a treatment train approach. Lot level and conveyance controls, specifically infiltration-based controls, are required to maintain the natural hydrologic cycle to the greatest extent possible. Infiltration of stormwater is needed to maintain ground water sources of drinking water, and to maintain stream base flows. At the same time, ground water quality must be protected from contamination, requiring the appropriate selection of LID measures, which would be determined by the hydrogeology of an area. Assessment reports under the Clean Water Act can provide local and watershed based hydrogeological information, including the delineation of vulnerable areas, to support this analysis. 3

Final for Approval Version In addition to ministry guidance on stormwater management, practitioners of stormwater management need to consider other stormwater management requirements of other entities most notably the Ministries of Natural Resources, Transportation, Municipal Affairs and Housing, and Agriculture and Food; conservation authorities; municipalities; and the Federal Departments of Environment Canada and Fisheries and Oceans Canada. WHAT AREAS OF THE MINISTRY S GUIDANCE ON LID CAN BE IMPROVED? There are gaps in ministry support for implementing LID that the ministry plans to address through the forthcoming LID stormwater management guidance document. Gaps include inconsistencies in the 2003 Stormwater Manual. For example, Section 4.9 of the 2003 Stormwater Manual presupposes that lot level and conveyance controls cannot, on their own, satisfy all of the stormwater management criteria (flooding, erosion, water balance, and water quality), and that in all cases end-of-pipe facilities will be required. However, it has been demonstrated that LID installations, when properly sited, designed and maintained, can meet all of the requirements and no end-of-pipe controls are required. Another example is the minimum infiltration rates currently specified in the manual. The 2003 Stormwater Manual contains guidance for a number of lot level and conveyance controls but specifies that the application of a number of management practices may not be suitable if the native soil has a percolation rate less than 15 mm/hr (see for example Pg. 4-6: Table 4.1: Physical Constraints for SWMP Types - infiltration trenches, reduced lot grading, soakaway pits, rear yard ponding, and pervious pipes). This has contributed to the limited application of these measures as many of the soils within Ontario do not meet this criterion. The infiltration rate has an obvious effect on the speed with which a facility will be emptied between rainfall events. Thus, LID facilities should be sized for optimum control of water quantity. Area-wide quantity criteria may be achieved through the use of multiple smaller LID facilities distributed over a large area. For example, stormwater management practices such as bioretention and biofiltration use multiple treatment mechanisms including retention, filtration, evaporation and transpiration as well as infiltration. If the lot level and conveyance facilities can be sized such that they empty between events, or will be installed in areas where quantity control is not a primary concern (areas draining directly to a large surface water body like Lake Ontario, for example), LID facilities can be used where the infiltration rate is less than 15 mm/hr to achieve water balance and water quality (including thermal impacts) through retention, filtration, evaporation and transpiration. Thus, the soil infiltration capacity guidance in the manual should not be interpreted as a prohibition. Rather, it should be interpreted as a caution that controls relying primarily on infiltration may not be as effective on soils with low infiltration rates as they would be on soils with higher rates of infiltration. 4

Final for Approval Version SUPPORT FOR LID IN ONTARIO Property owners, stormwater practitioners, and approving authorities are beginning to gain confidence in making more use of LID. In part as a result of the number of useful guidance documents on selecting and designing LID facilities (see for example Low Impact Development Stormwater Management Planning And Design Guide, TRCA and CVCA, 2010; Minnesota Stormwater Manual, 2008; and, Low Impact Development Manual for Michigan, SEMCOG 2008) and because of the support of some conservation authorities in Ontario. Ontario s Great Lakes Strategy commits the government to actions in support of reducing stormwater impacts including developing guidance for source control measures, enhancing the province s approach to stormwater approvals, and seeking environmental considerations such as LID early in municipal planning decisions. Planning authorities are encouraged to promote low impact development. LID facilities, like end-of-pipe facilities, require periodic maintenance. The Credit Valley Conservation Authority identified maintenance solutions for LID facilities reflective of their decentralized character, and in some cases location on private property (Survey of Municipal Policies and Administrative Approaches for Overcoming Institutional Barriers to Low Impact Development, CVCA, 2010). CONCLUSION WHAT ECA APPLICANTS CAN EXPECT FROM THE ECA REVIEW PROCESS LID can be less costly than conventional stormwater management practices. A 2007 US EPA report summarizes 17 case studies of developments that include LID practices and concludes that applying LID techniques can reduce project costs and improve environmental performance (USEPA, 2007). LID techniques can be applied to reduce the volume of runoff from urban areas and help maintain the hydrologic cycle. It is expected that low impact development and other source control practices that better mimic the hydrologic cycle, will be reflected in the ministry s ECA process. The ministry encourages ECA applicants to arrange a pre-consultation meeting with the ministry and other various relevant parties such as the approving municipality or other planning approval authority, and the local conservation authority. It is critical that options and opportunities for the Going forward, the Ministry expects that stormwater management plans will reflect the findings of watershed, subwatershed, and environmental management plans, and will employ LID in order to maintain the natural hydrologic cycle to the greatest extent possible. incorporation of LID practices be considered during the watershed and subwatershed planning process, and early in the development planning process and not left to the preparation of the detailed stormwater management plan submission. 5

Final for Approval Version References and Sources: Stormwater Management Planning and Design Manual, MOE, March 2003 Understanding Stormwater Management: An Introduction to Stormwater Management Planning and Design, MOE, 2003 Stormwater Pollution Prevention Handbook, MOE, 2001 Stormwater Management Practices Planning and Design Manual, MOE, June 1994 Interim Stormwater Quality Control Guidelines for New Development, MOE, May 1991 Minnesota Stormwater Manual, 2008 Low Impact Development Manual for Michigan, SEMCOG 2008 Low Impact Development Stormwater Management Planning And Design Guide, TRCA and CVCA, 2010 Survey of Municipal Policies and Administrative Approaches for Overcoming Institutional Barriers to Low Impact Development, CVCA, 2010 Reducing Stormwater Costs through Low Impact Development (LID) Strategies and Practices, United States Environmental Protection Agency, December 2007 Integrated Surface and Groundwater Model Review and Technical Guide, 2011, Prepared by AquaResource Inc. for the Ministry of Natural Resources Water Budget Reference Manual, 2013, Prepared by Aqua Resource for the Ministry of Natural Resources Integrated Watershed Management,, Navigating Ontario s Future; A Water Budget Overview, Conservation Ontario Helpful websites with LID Resources for Ontario: www.sustainabletechnologies.ca www.creditvalleyca.ca/low-impact-development/ Ministry of Natural Resources at www.waterbudget.ca http://www.conservationontario.on.ca/media/iwm_waterbudgetoverview_final_jun2.pdf http://www.conservation-ontario.on.ca/what-we-do/what-is-watershedmanagement/integrated-watershed-management http://www.ontarioccdp.ca/ 6

Final for Approval Version MOECC Contact Information For comments or questions concerning this Interpretation Bulletin, please contact your local office of the Ministry of the Environment and Climate Change at https://www.ontario.ca/environment-and-energy/ministry-environment-regional-and-districtoffices For information about an ECA application package, or to apply for an ECA amendment, please see list below, or contact the Environmental Approvals Access and Service Integration Branch Email: EAABGen@ontario.ca General Inquiry: 416-314-8001 Toll Free: 800-461-6290 Environmental Compliance Approvals https://www.ontario.ca/environment and energy/guide applying environmental compliance approval 7