PRELIMINARY STORMWATER MANAGEMENT AND SERVICING REPORT

Transcription

1 High Park Bayview Inc. c/o GWL Realty Advisors Inc. GRENADIER SQUARE DEVELOPMENT CITY OF TORONTO PRELIMINARY STORMWATER MANAGEMENT AND SERVICING REPORT LEA PROJECT #: 9114 NOV.2012 (REV. NOV. 2013)

2 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto TABLE OF CONTENTS 1.0 INTRODUCTION OBJECTIVES OF STORMWATER MANAGEMENT (SWM) REPORT EXISTING STORM DRAINAGE CONDITIONS Existing Storm Drainage Conditions Major Storm System Existing Storm Drainage Conditions Minor Storm System STORMWATER MANAGEMENT CRITERIA City of Toronto SWM Design Criteria TRCA SWM Design Criteria STORMWATER MANAGEMENT PLANS Stormwater Management Plan (SWMP) for Site # 01 South Tower Site Pre- and Post-Development Peak Flow Analysis Water Balance Requirement Water Quantity Control Requirement Water Quality Control Requirement Stormwater Management Plan (SWMP) for Site # 02 North Tower Site Pre- and Post-Development Peak Flow Analysis Water Balance Requirement Water Quantity Control Requirement Water Quality Control Requirement Erosion and Sediment Control during Construction SITE SERVICING Existing Municipal Services Site Servicing Requirement Assessment of Existing Municipal Service Flow Capacity of Existing Storm Sewers Flow Capacity of Existing Sanitary Sewers Adequacy of Existing Watermains CONCLUSIONS Stormwater Management Plans Site Servicing Requirement Page i

3 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto FIGURES AND DRAWINGS Figure 01 Figure 02 Figure 03 Dwg. C-01 Existing Storm Drainage Conditions Proposed Development Existing Sanitary Drainage Areas Plan Site Servicing Plan LIST OF TABLES TABLE 1 Areas of Proposed Development Sites TABLE 2 Values of a and c Parameters for the City of Toronto TABLE 3 Peak Flow Rates For Pre- & Post-Development Conditions, South Tower Site...5 TABLE 4 Required Stormwater Storage Volumes, South Tower Site...6 TABLE 5 Stormwater Quality Treatment Assessment, South Tower Site...6 TABLE 6 Peak Flow Rates For Pre- & Post-Development Conditions, North Tower Site TABLE 7 Required Stormwater Storage Volumes, North Tower Site TABLE 8 Stormwater Quality Treatment Assessment, North Tower Site...8 TABLE 9 Spare Flow Capacities of Existing Sewers TABLE 10 Site Servicing Requirement...9 TABLE 11 Comparison of Sanitary Flow Rates...11 APPENDICES 1 Stormwater Peak Flow Rate and Storage Calculations, South Tower Site 2 Stormwater Peak Flow Rate and Storage Calculations, North Tower Site 3 Existing Sewers Network Plans and HVM Model Data 4 Site Servicing Requirement 5 Existing Sanitary Sewer Analysis 6 Hydrant Flow Test Data and Watermains Adequacy Assessment 7 Figures and Drawings ii

4 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto 1.0 INTRODUCTION High Park Bayview Inc. c/o GWL Realty Advisors Inc. is proposing to redevelop a portion of an existing residential site located at 51 to 65 Quebec Avenue, and 52 to 66 High Park Avenue. Figure 1 shows the existing site conditions, and Figure 2 shows the locations of the two proposed new 26- storey residential towers and a 2-storey amenity block in Grenadier Square. The redevelopment consists of demolishing the existing two-storey brick townhome complex, constructing a 26-storey south tower (Building B) with two levels of underground parking on the east side of Quebec Avenue (Site # 01), and a 26-storey north tower (Building A) with two levels of underground parking, and a two-storey amenity block on the west side of High Park Avenue (Site # 02), and minor improvements to the driveway and sidewalk for the properties located at 77 Quebec Avenue and 40 High Park Avenue. The existing swimming pool behind the South Tower will remain. The development site is under the jurisdiction of the City of Toronto, and located within the Humber River watershed. As part of our civil engineering design services, this report is prepared to address the potential impact of the above mentioned development on the stormwater environment and to propose stormwater management (SWM) strategies to mitigate any negative impact in accordance with the latest design criterion/guidelines of the City of Toronto and other applicable regulatory agencies. In addition, new site servicing requirements and adequacy of existing municipal servicingwill be reviewed in this report, and finalized in collaboration with the project team mechanical engineer during the next phase of the project. The properties associated with the existing 20-storey buildings located at 77 Quebec Avenue and 40 High Park Avenue will not be impacted by this redevelopment and therefore SWM and Site Servicing are not required for these two properties. 2.0 OBJECTIVES OF STORMWATER MANAGEMENT (SWM) REPORT The objectives of this SWM report are as follows: To determine the applicable design criterion and guidelines in consultation with the City of Toronto and other regulatory agencies; To review any relevant Storm Water Management (SWM) Plans/Reports; To review existing drainage conditions and analyze pre-development peak run-off flow rates; To review the physical constraints and opportunities for stormwater management practices; To analyze post-development peak runoff flow rates and on-site storage requirements with regard to design criteria and guidelines; To address the water balance requirements of the Wet Weather Flow Management (WWFM) Guidelines; To address stormwater quality and quantity control requirements; To address erosion and sediment control requirements during construction; 1

5 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto To estimate new servicing requirements for the proposed new development. To assess adequacy of existing municipal servicing on Quebec and High Park Avenue. 3.0 EXISTING STORM DRAINAGE CONDITIONS According to the proposed development plan for Grenadier Square, the existing 2-storey brick townhouses located at the municipal addresses of 51 to 65 Quebec Avenue (Area #1), and 52 to 66 High Park Avenue (Area #4) will be demolished, and replaced with two 26-storey condo towers. The central area in between buildings will be improved with new landscaping features as part of the development. Based on existing storm drainage conditions, the entire Grenadier Square site is divided into four drainage areas as illustrated on Figure Existing Storm Drainage Conditions Major Storm System In general, the existing topography varies within the Grenadier Square site and the overland flow routes are identified as below: Area # 01 and #2: The entire area drains from the eastside (existing rear yard walkway) to Quebec Avenue, overland flow outlets to the Quebec Avenue roadway via existing south and north side yards. Area # 03 and 04: The ground falls from the west side (existing board fence) to the east, overland flow outlets to the High Park Avenue roadway via both existing north and south side yards. Quebec Avenue and High Park Avenue fall from the north to the south. At the major storm events, surface runoff in excess of minor drainage capture, generated from the roadways and Grenadier Square site will travel, in the form of overland flow southerly along both Quebec Avenue and High Park Avenue. Figure 01 shows the general overland flow route and minor storm drainage system under existing conditions. 3.2 Existing Storm Drainage Conditions Minor Storm System The roof of existing underground parking garages of 77 Quebec Avenue and 40 High Park Avenue is shallow with a cover of approximately 0.3 m in average. Local area drains above the existing underground garages capture rainfall runoff and convey the same into internal storm pipes within parking garage. During frequent minor storm events, stormwater runoff from the Grenadier Square site is collected by existing catchbasins and/or local area drains, conveyed by storm sewers and discharged to existing municipal storm sewers respectively located on Quebec Avenue and High Park Avenue. Figure 01 shows locations of existing catchbasins, area drains and storm sewers located on public right-of-ways and internal site. In detail: Area # 01: The minor flow is captured by existing catchbasins in front of townhouses, and discharged into an existing 600mm concrete storm sewer on Quebec Avenue. 2

6 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Area # 02: The minor flow is captured by existing roof drains and areas drains above underground parking garage, discharges into internal storm pipes at level 1 underground parking garage and outlets to an existing 600mm concrete storm sewer on Quebec Avenue through two existing 250mm service connections. Area # 03: The minor flow is captured by existing roof drains and areas drains above underground parking garage, discharges into internal storm pipes at level 1 underground parking garage and outlets to an existing 1650mm concrete storm sewer on High Park Avenue through two existing 250mm service connections. Area # 04: The minor flow is captured by existing catchbasins in front of townhouses, and discharges into an existing 1650mm concrete storm sewer on High Park Avenue. 4.0 STORMWATER MANAGEMENT CRITERIA The SWM plans for the proposed 26-storey residential towers on Quebec Avenue and High Park Avenue shall confirm the criterion and /or guidelines from the City of Toronto and Toronto Region Conservation Authority (TRCA). In addition, the Ministry of Environment (MOE) Stormwater Management Planning and Design Manual (2003) and, the Low Impact Development Stormwater Management Manual by the TRCA and Credit Valley Conservation (CVC) shall be followed where applicable. A summary of the abovementioned criterion/guidelines is provided below. 4.1 City of Toronto SWM Design Criteria The City of Toronto requires that all stormwater management plans follow the Wet Weather Flow Management (WWFM) Guidelines dated November The criteria for small developments with site area less than 5.0 ha are summarized below: Water Balance Control - Retain at-least the first 5mm from each rainfall through on-site infiltration, evapo-transpiration and rainwater reuse. Water Quality Control - long-term average removal of 80% of total suspended solids (TSS) on an annual loading basis. Water Quantity Control - The required level of peak flow control from a site shall follow Toronto and Region Conservation Authority Flood Flow Criteria Map. Erosion & Sediment Control During Construction Regardless of size for all development sites, temporary erosion and sediment control for construction must be provided on-site. Discharge Criteria to Municipal Infrastructure The allowable release rate to the municipal storm sewer system from the development site during a 2-year design storm event must not exceed the peak runoff rate from the site under pre-development conditions during the same storm event, or existing capacity of the receiving storm sewer, whichever is less. When the % imperviousness of a development site under pre-development condition is higher than 50%, the maximum value of C (Runoff Coefficient) used in calculating the 3

7 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto pre-development peak runoff rate is limited to TRCA SWM Design Criteria For Humber River Watershed: Quantity Control: Control post-development peak flows to pre-development levels for all storms up to and including 100-year storm Quality Control: Enhanced (Level One) protection is required. Water Balance: Site water balance following new development shall resemble predevelopment conditions to the extent possible. 5.0 STORMWATER MANAGEMENT PLANS Based on the current architectural design, the site footprint areas of proposed two 26-storey residential towers sites are provided in Table 1 below. Proposed Development Area (ha) Site # 01 South Tower Site (Building B) 0.36 Site # 02 North Tower Site (Building A) 0.50 Table 1: Areas of Proposed Development Sites The abovementioned development sites are all tributary to the Humber River watershed, the SWMPs shall follow the respective criteria/guidelines of the City of Toronto, TRCA and other regulatory agencies. 5.1 Stormwater Management Plan (SWMP) for Site # 01 South Tower Site This site is currently occupied by eight units of 2-storey brick townhouses with the municipal address 51, 53, 55, 57, 59, 61, 63 and 65 Quebec Avenue Pre- and Post-Development Peak Flow Analysis The existing land uses of this site include townhouses, asphalt entrances, asphalt walkway and grassed areas in the back yard and side yard. Based on the areas of existing land uses, the actual composite runoff coefficient is estimated at 0.48 (see Appendix 1). Under the post-development conditions, a 26-storey condo tower (Building B) with underground parking lots, a new entrance and soft landscaped areas are proposed. The runoff coefficient under post-development conditions is estimated to be 0.67 (see Appendix 1). Our calculations indicate that site surface imperviousness is increased from 35.8% (pre-development) to 65.1% (post-development). Rational Formula: Where: Q = 2.78CIA (L/s) C: runoff coefficient I: rainfall intensity (mm/hr) 4

8 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto A: drainage area (ha) IDF Curve Equation: Where: I = at C (for the City of Toronto) I: rainfall intensity (mm/hr) T: time of concentration (hour) a, c: parameters (see Table 2 below) Return Period a C 2-year year year Table 2: Values of a and c parameters for the City of Toronto The peak flow rates under the pre- and post-development conditions are computed by the Rational Method / IDF curves in Appendix 1, and summarized in Table 3 below. Return Period (Year) Pre-Development (Rational Formula) Post-Development (Rational Formula) Table 3: Peak Flow Rates (L/s) for Pre- & Post-Development Conditions, South Tower Site Water Balance Requirement Based on the water balance criteria of the City of Toronto s WWFM Guideline, the minimum on-site runoff retention requires retaining all runoff of the first 5mm from each rainfall through infiltration, evapo-transpiration, etc. Accordingly, a storage volume of approximate 12.2 m 3 is required (Refer to Appendix 1). The potential methods to address the water balance criteria are outlined as follows: Green roof: For the purpose of capture and evapo-transpiration of the 5mm rainfall over the roof. Permeable pavement: To enhance on-site infiltration if soil conditions permit. Rainwater harvesting: Re-use of rainwater for irrigation, grey water toilet flushing or parking lots washing. During the detailed design of Grenadier Square, further review will be undertaken to determine which of the above three methods or a combination thereof will best meet the requirements of the WWFM Guidelines. 5

9 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Water Quantity Control Requirement According to the TRCA s stormwater quantity control criteria - control post-development peak flows to 2-year pre-development levels for all storms up to and including 100-year storm, the required onsite stormwater storage volumes for different design storm events are calculated as shown in Appendix 1, and summarized in Table 4 below. Design Storm 2 Year 5 Year 100 Year Required Storage (m 3 ) Table 4: Required Stormwater Storage Volumes (m 3 ), South Tower Site Different options to provide on-site storage will be explored in consultation with the structural and mechanical engineers during the detailed design stage, such as rooftop storage, a cistern at parking level Water Quality Control Requirement In order to achieve the long term average removal of 80% of Total Suspended Solids (TSS) on an annual basis from all runoff leaving the site, multi-component quality control measures shall be considered, including rooftop, an oil/grit separator and soft landscaped areas. Unlike parking lots, building roof and soft landscaped areas are not subject to vehicular traffic, and the application of sand and de-icing salt constituents, petroleum hydrocarbons and heavy metals. Therefore, roof water is clean. Table 5 provides a preliminary estimate of TSS removal level of stormwater leaving the site. Water Quality Control Component Area (m 2 ) TSS Removal (%) Rooftop Soft landscaping Oil/grit separator 781 (for at-grade paved area) 50 Site Average TSS Removal Table 5: Stormwater Quality Treatment Assessment, South Tower Site As can be seen, the overall TTS removal efficiency exceeds the City s target of 80%. During detailed design, feasibility to use pervious pavement within the new driveway will be reviewed in consultation with the landscape architect and geotechnical engineer. If feasible, pervious pavement shall further enhance site infiltration and TSS removal which might not require an oil/grit separator. 5.2 Stormwater Management Plan (SWMP) for Site # 02 North Tower Site Similarly, the proposed north tower (Building A) and amenity block site is tributary to the Humber River watershed, the SWMP shall follow the respective criteria/guidelines from the City of Toronto, TRCA and other regulatory agencies. 6

10 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Pre- and Post-Development Peak Flow Analysis Under existing conditions, this site is primarily occupied by 2-storey brick townhouses, and the actual composite runoff coefficient is estimated at 0.51 (Refer to Appendix 2). However, a maximum coefficient of 0.5 is to be used in peak flow calculations under the pre-development conditions as per the City of Toronto s Wet Weather Flow Management Guidelines. Under postdevelopment conditions, the proposed 26-storey condo tower and the 2-storey amenity block occupy most of the site footprint. Runoff coefficient under the post-development condition is estimated at 0.64 (Refer to Appendix 2). The calculation also indicates that overall site imperviousness is increased from 40.2% (pre-development) to 59.2% (post-development). Peak flow rates under the pre- and post-development conditions are computed by the Rational Method / IDF curves (shown in Appendix 2), and summarized in Table 6 below. Return Period (Year) Pre-Development (Rational Formula) Post-Development (Rational Formula) Table 6: Peak Flow Rates (L/s) for Pre- & Post-Development Conditions, North Tower Site Water Balance Requirement To satisfy the water balance criteria in the City of Toronto s WWFM Guidelines, an on-site storage volume of approximate 15.8 m 3 will be required for this site (Refer to Appendix 2). Similar to Site # 01, three potential methods to address the water balance criteria will be considered: Green roof: For the purpose of capture and evapo-transpiration of the 5mm rainfall over the roof. Permeable pavement: To enhance on-site infiltration if soil conditions permit. Rainwater harvesting: Re-use of rainwater for irrigation, grey water toilet flushing or parking lots washing During the detailed design of Grenadier Square, further review will be undertaken to determine which of the above three methods or a combination thereof will best meet the requirements of the WWFM Guidelines Water Quantity Control Requirement According to the TRCA s stormwater quantity control criteria, the required on-site stormwater storage volumes for different design storm events have been calculated as shown in Appendix 2, and summarized in Table 7 below. Design Storm 2 Year 5 Year 100 Year Required Storage (m 3 ) Table 7: Required Stormwater Storage Volumes (m 3 ), North Tower Site 7

11 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto In consideration of site conditions, on-site storage methods, such as rooftop storage, a cistern, will be reviewed and determined in consultation with structural engineer during the detailed design Water Quality Control Requirement Under the post-development conditions, multi-components rooftop, soft landscaped area and an oil/grit separator shall remove TSS from the rainfall runoff. TSS removal efficiencies for different stormwater management measures are provided in the City s WWFM Guidelines. Building roof is not subject to vehicular traffic, and the application of sand and de-icing salt constituents, petroleum hydrocarbons and heavy metals. Runoff from roof surface is generally considered to be clean. Table 8 provides a preliminary estimate of TSS removal level of stormwater leaving the site. Water Quality Control Area (m 2 ) TSS Removal (%) Component Roof Landscaped Area Oil/Grit Separator 965 (new driveway & parking) 50 Site Average TSS Removal Table 8: Stormwater Quality Treatment Assessment, North Tower Site The overall TTS removal level of stormwater flow leaving Site # 02 exceeds the City s target of 80%. Similar to Site # 01, introducing permeable pavement within new driveway shall potentially eliminate an oil/grit separator. 5.3 Erosion and Sediment Control during Construction During site construction, it is recommended that all erosion and sediment control Best Management Practices (BMPs) shall be constructed and maintained in accordance with the Greater Golden Horseshoe Area Conservation Authorities (GGHA CAs) Erosion & Sediment Control Guidelines for Urban Construction (December 2006). In brief, the measures below are anticipated to be provided on site during the entire period of construction. Siltation control fence along the perimeter of the construction site before commencement of construction; Sediment control measures to prevent silt entry at all the adjacent existing catch basins; Granular mud-mats at all construction egress locations; An inspection and monitoring program following the GGHA CA s Erosion and Sediment Control Guidelines for Urban Construction (December 2006). 6.0 SITE SERVICING 6.1 Existing Municipal Services The proposed two towers will require new service connections to the existing municipal services, i.e. storm sewers, combined sewers and watermains, respectively located on Quebec Avenue and High Park Avenue. 8

12 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Quebec Avenue Carries the below municipal services adjacent to the South Tower (Building B): Hydro conduit on the east side 600mm dia. concrete storm sewer 450mm dia. clay combined sewer 100mm dia. gasmain 150mm dia. watermain Bell Canada conduit on the west side High Park Avenue Carries the below municipal services adjacent to the North Tower (Building A): Rogers Cable conduits on the west side 150mm dia. watermain 1650mm dia. concrete storm sewer 600mm dia. clay combined sewer 100mm dia. gasmain 150mm dia. gasmain 300mm dia. watermain Bell Canada cable Hydro conduit on the east side The hydraulic conditions of existing storm and combined sewers are provided by the City and included in Appendix 3. Table 9 summarizes the spare flow capacities of existing sewers to receive sewage from the new towers. Site Spare Flow Capacity of Storm Sewer (L/s) Spare Flow Capacity of Combined Sewer (L/s) #7160 (600mm) #7855 (1650mm) #3246 (450mm) #3257 (600mm) South Tower North Tower Table 9 Spare Flow Capacities of Existing Sewers (L/s) 6.2 Site Servicing Requirement Based on the site statistics of condo towers provided by the architect, site sanitary flow and water demand are estimated as shown in Appendix 4. Site storm flow discharge rates have been provided in the previous section of this report. Table 10 lists the site servicing requirement. Site Storm Flow Rate (L/s) Sanitary Flow Rate (L/s) Water Demand (L/s) South Tower North Tower Table 10: Site Servicing Requirement, Grenadier Square Note: The above site servicing requirement will be reviewed and confirmed by the mechanical engineer during the detailed design. 9

13 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Sizes of new site service connections for both proposed towers are selected below: Storm services: 250mm dia. PVC pipe Sanitary services: 250mm dia. PVC pipe Water services: 2-150mm dia. PVC pipes. Refer to site servicing plan C-01 for locations of proposed service connections. 6.3 Assessment of Existing Municipal Service The capacity of existing municipal watermains and sewers shall be reviewed based on the site servicing requirement, HVM sewer model, Google map street view, City s statistics of high-rise buildings, and hydrant flow test data Flow Capacity of Existing Storm Sewers As shown on Dwg. C-01, a 250mm storm service is provided for each proposed building, connecting to an existing 600mm storm sewer (HVM Seg. No.7160) with a new manhole on Quebec Avenue, and directly to an existing 1650 storm sewer (HVM Seg. No. 7855). Refer to Appendix 3 for storm sewer network and hydraulic calculations output of HVM modeling. By comparing the spare flow capacity and stormwater discharge rate from both proposed buildings (Table 9 & 10), it can be concluded that the existing storm sewers - the 600mm storm sewer on Quebec Avenue and 1650mm storm sewer on High Park Avenue can support the proposed site development without the need for upgrade or retrofit Flow Capacity of Existing Sanitary Sewers As shown on Dwg. C-01, a 250mm sanitary service is provided for each proposed building, discharging to an existing 450mm combined sewer (HVM Seg. No.3246) at an existing manhole (Ex.MH.1A) on Quebec Avenue, and to an existing 600 sanitary sewer (HVM Seg. No. 3257) at an existing manhole (EX.MH.2A). Refer to Appendix 3 for sanitary sewer network and hydraulic calculations output of HVM modeling. By comparing the spare flow capacity and estimated sewage discharge rate from both proposed buildings (Table 9 & 10), it can be concluded that the existing sanitary sewers - the 450mm sanitary sewer on Quebec Avenue and 600mm sanitary sewer on High Park Avenue can support the proposed site development without the need for upgrade or retrofit. At the City s request, separate analysis has been undertaken for both existing sanitary sewers on Quebec and High Park Avenue through: Delineate sanitary servicing areas boundary; Liaison with the City to confirm servicing areas boundary; Identify types of existing properties within the servicing areas; Liaison with the City s planning department to obtain statistics of existing high-rise buildings; 10

14 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Estimate numbers of various residential units and population; Estimate drainage areas; Estimate sanitary design flow rates based on 240 L/s/capita and 0.26 L/s/ha (inflow/infiltration); Estimate full flow rates of existing sewers. Details of population estimate and sanitary flow rates, and other data can be found in Appendix 5. For purpose of comparison, Table 11 lists the sanitary flow rates from HVM model (Appendix 3) and the analysis (Appendix 5), and shows that the estimated sanitary design flow rates are in general larger than the HVM dry weather flow rates. Existing Sanitary Sewers HVM Model Wet Weather Flow (L/s) (1) HVM Model Dry Weather Flow (L/s) (2) 11 Sewer Analysis Design Flow (L/s) (3) Existing Flow Capacity (L/s) From App. 6 (4) Spare Flow Capacity (L/s) (4) (3) 450mm dia. (MH.5A-6A), Quebec Avenue 600mm dia. (MH.12A- 13A), High Park avenue Table 11: Comparison of Sanitary Flow Rates Few factors may be attributed to the difference: The HVM model was set up in 1970 s and not updated since then. Developments after 1970 s within the servicing areas increased population and flow. Table 11 demonstrates that both existing 450mm and 600mm sanitary sewers have spare flow capacities to support the proposed development. In addition, the downstream sanitary sewers also have spare flow capacities to support the proposed site development. On the other hand, the storm sewers, installed later on both Quebec Avenue and High Park Avenue, shall reduce inflow and infiltration, or HVM wet weather flow rates under wet weather conditions Adequacy of Existing Watermains In order to evaluate the available water pressure of existing 150mm watermains located on Quebec Avenue and High Park Avenue, hydrant flow tests were conducted on October 9, 2013 at the existing hydrants by Corix Water Service Ltd. Test records are included in Appendix 6.

15 High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto Existing 150mm Watermain on Quebec Avenue: As shown by the test readings, the available water pressure ranges from 62 psi with a flow of 589 GPM to 55 psi with a flow of 1,160 GPM during the flow tests with a static pressure of 65 psi. At the design water demand of 91.4 L/s (or GPM, Appendix 3), the flow test results show a residual pressure of 50 psi (Refer to Appendix 6), which is greater than the minimum requirement of 20 psi (150 kpa). Therefore, adequate water supply and pressure are available to serve the proposed development (South Tower). Existing 150mm Watermain on High Park Avenue: As shown by the test readings, the available water pressure ranges from 65 psi with a flow of 574 GPM to 60 psi with a flow of 1,160 GPM during the flow tests with a static pressure of 67 psi. At the design water demand of 92.1 L/s (or GPM, Appendix 4), the flow test results show a residual pressure of 57.3 psi (Refer to Appendix 6), which is greater than the minimum requirement of 20 psi (150 kpa). Therefore, adequate water supply and pressure are available to serve the proposed development (North Tower). 7.0 CONCLUSIONS 7.1 Stormwater Management Plans Stormwater management plans have been proposed to address the impact of the proposed development in accordance with the City of Toronto and the TRCA criterion. The SWM plans are summarized as follows: Site # 01 South Tower (Building B) Site On-site storage of approximate 12.0 m 3 in volume will need to be provided for retention of the first 5mm rainfall runoff as required to achieve the WWFM water balance target. An oil/grit separator together with run-off from landscaped areas and clean rooftop derived storm water will be sufficient to satisfy the water quality control requirement, i.e. 80% of TSS removal. On-site storage of approximate 76.0 m 3 in volume will be provided in order to control the post-development stormwater flows to pre-development levels. Site # 02 North Tower (Building A) Site On-site storage of approximate 16.0 m 3 in volume will need to be provided for retention of the first 5mm rainfall runoff as required to achieve the WWFM water balance target. An oil/grit separator together with landscaped areas and clean roof storm water will be sufficient to satisfy the water quality control requirement, i.e. 80% of TSS removal. On-site storage of approximate 95.0 m 3 in volume will be provided in order to control the post-development stormwater flows to pre-development levels. Temporary Erosion and Sediment Control during Construction Temporary erosion and sediment control measures should be provided before construction and maintained during construction in accordance with the GGHA CA s Erosion & Sediment Control Guidelines for Urban Construction and other requirements. 12

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17 Appendix 1 Stormwater Peak Flow and Storage Calculations Site # 01 South Tower Site

18 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Land Use Prepared: M.D. Page No. A-01 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 EXISTING CONDITIONS: Existing Land Use Area (m 2 ) 2-storey brick townhouses Asphalt driveways Rearside asphalt sidewalk 94.8 Concrete patios Total Paved Area Total Landscaped Area Total Site Area: PROPOSED DEVELOPMENT: Proposed Land Use Area (m 2 ) South Tower Patios Additional Paved Visitor Parking Lot Paved Driveway Total Paved Area Total Landscaped Area Total Site Area:

19 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Composite "C" Calculation Prepared: M.D. Page No. A-02 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 Pre-Development Composite Runoff Coefficient "C" Location Area (ha) C Composite "C" Site # 01 Paved Area Landscaped Area Total Imperviousness Percent: 35.8 Post-Development Composite Runoff Coefficient "C" Location Area (ha) C Composite "C" Site # 01 Paved Area Landscaped Area Total Imperviousness Percent: 65.1

20 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 5mm Rainfall Retention Volume (Water Balance) Prepared: M.D. Page No. A-03 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 According to the WWFM Guidelines, in order to achieve the water balance target, it is required to retain all runoff from a small event - typically 5mm (in Toronto, storms with 24 hour volumes of 5mm or less contribute about 50% of the total average annual rainfall volume) through infiltration, evapotranspiration & rainwater reuse. Site Area: Runoff Coefficient : ha 0.67 Post-development site conditions Runoff volume from 5mm rainfall event on site: V = x 0.67 x 10 x 5 = 12.2 m 3 Required on-site retention volume for 5mm rainfall event: 12.2 m 3

21 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Pre-Development Peak Flow Rates Calculation Prepared: M.D. Page No. A-04 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 Rational Formulae: Q = 2.78 CIA (L/s) Site Area: Time of Concentration: Runoff Coefficient : ha 10 minutes as per WWFM Guidelines 0.48 Pre-development condition Rainfall Intensity: I = at c Return Period: Rainfall Intensity (mm/hr): 2-yr 5-yr 100-yr Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s): 2-yr 5-yr 100-yr Allowable discharge rate into municipal storm 2-year storm: L/s

22 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Post-Development Peak Flow Rates Calculation(Uncontrolled) Prepared: M.D. Page No. A-05 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 Rational Formulae: Q = 2.78 CIA (L/s) Site Area: Time of Concentration: Runoff Coefficient : ha 10 minutes as per WWFM Guidelines 0.67 Post-development Rainfall Intensity: I = at c Return Period: Rainfall Intensity (mm/hr): 2-yr 5-yr 100-yr Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s): 2-yr 5-yr 100-yr

23 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 On-Site Storage Calculation (2-Year Storm) Prepared: M.D. Page No. A-06 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 Total Drainage Area (ha) = Drainage Area Composite C = 0.67 Allowable Release Rate (2-year) = Return Period = 2 ha L/s Year Site storage Requirement: Time Rainfall Intensity Peak Flow Storm Runoff Volume Release Rate Release Flow Volume Required Storage Volume (minutes) (mm/hr) (L/s) (m³) (L/s) (m³) (m³) Required Storage Volume = m 3

24 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 On-Site Storage Calculation (5-Year Storm) Prepared: M.D. Page No. A-07 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 Total Drainage Area (ha) = Drainage Area Composite C = 0.67 Allowable Release Rate (2-year) = Return Period = 5 ha L/s Year Site storage Requirement: Time Rainfall Intensity Peak Flow Storm Runoff Volume Release Rate Release Flow Volume Required Storage Volume (minutes) (mm/hr) (L/s) (m³) (L/s) (m³) (m³) Required Storage Volume = m 3

25 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 On-Site Storage Calculation (100 - Year Storm) Prepared: M.D. Page No. A-08 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 Total Drainage Area (ha) = Drainage Area Composite C = 0.67 Allowable Release Rate (2-year) = Return Period = 100 ha L/s Year Site storage Requirement: Time Rainfall Intensity Peak Flow Storm Runoff Volume Release Rate Release Flow Volume Required Storage Volume (minutes) (mm/hr) (L/s) (m³) (L/s) (m³) (m³) Required Storage Volume = m 3

26 Appendix 2 Stormwater Peak Flow and Storage Calculations Site # 02 North Tower Site

27 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Land Use Prepared: M.D. Page No. B-01 Checked: R.L.B Proj. # 9114 Date: Oct.12/13 EXISTING CONDITIONS: Existing Land Use Area (m 2 ) 2 storey brick townhouses Asphalt driveways Asphalt visitor parking lot Concrete Patios Total Paved Area Total Landscaped Area Total Site Area: PROPOSED DEVELOPMENT: Proposed Land Use Area (m 2 ) Proposed North Tower and Patios Proposed Amenity Block Paved Driveways Visitor Parking Lot Total Paved Area Total Landscaped Area Total Site Area:

28 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Composite "C" Calculation Prepared: M.D. Page No. B-02 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 Pre-Development Composite Runoff Coefficient "C" Location Area (ha) C Composite "C" Site # 02 Paved Area Landscaped Area Total max. by WWFMG Imperviousness Percent: 40.2 Post-Development Composite Runoff Coefficient "C" Location Area (ha) C Composite "C" Site # 02 Paved Area Landscaped Area Total Imperviousness Percent: 59.2

29 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 5mm Rainfall Retention Volume (Water Balance) Prepared: M.D. Page No. B-03 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 According to the WWFM Guidelines, in order to achieve the water balance target, it is required to retain all runoff from a small event - typically 5mm (in Toronto, storms with 24 hour volumes of 5mm or less contribute about 50% of the total average annual rainfall volume) through infiltration, evapotranspiration & rainwater reuse. Site Area: Runoff Coefficient : ha 0.64 Post-development site conditions Runoff volume from 5mm rainfall event on site: V = x 0.64 x 10 x 5 = 15.8 m 3 Required on-site retention volume for 5mm rainfall event: 15.8 m 3

30 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Pre-Development Peak Flow Rates Calculation Prepared: M.D. Page No. B-04 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 Rational Formulae: Q = 2.78 CIA (L/s) Site Area: Time of Concentration: Runoff Coefficient : ha 10 minutes as per WWFM Guidelines 0.50 Pre-development condition Rainfall Intensity: I = at c Return Period: Rainfall Intensity (mm/hr): 2-yr 5-yr 100-yr Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s): 2-yr 5-yr 100-yr Allowable discharge rate into municipal storm 2-year storm: L/s

31 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Post-Development Peak Flow Rates Calculation(Uncontrolled) Prepared: M.D. Page No. B-05 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 Rational Formulae: Q = 2.78 CIA (L/s) Site Area: Time of Concentration: Runoff Coefficient : ha 10 minutes as per WWFM Guidelines 0.64 Post-development Rainfall Intensity: I = at c Return Period: Rainfall Intensity (mm/hr): 2-yr 5-yr 100-yr Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s): 2-yr 5-yr 100-yr

32 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 On-Site Storage Calculation (2-Year Storm) Prepared: M.D. Page No. B-06 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 Total Drainage Area (ha) = Drainage Area Composite C = 0.64 Allowable Release Rate (2-year) = Return Period = 2 ha L/s Year Site storage Requirement: Time Rainfall Intensity Peak Flow Storm Runoff Volume Release Rate Release Flow Volume Required Storage Volume (minutes) (mm/hr) (L/s) (m³) (L/s) (m³) (m³) Required Storage Volume = 9.85 m 3

33 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 On-Site Storage Calculation (5-Year Storm) Prepared: M.D. Page No. B-07 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 Total Drainage Area (ha) = Drainage Area Composite C = 0.64 Allowable Release Rate (2-year) = Return Period = 5 ha L/s Year Site storage Requirement: Time Rainfall Intensity Peak Flow Storm Runoff Volume Release Rate Release Flow Volume Required Storage Volume (minutes) (mm/hr) (L/s) (m³) (L/s) (m³) (m³) Required Storage Volume = m 3

34 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 On-Site Storage Calculation (100 - Year Storm) Prepared: M.D. Page No. B-08 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 Total Drainage Area (ha) = Drainage Area Composite C = 0.64 Allowable Release Rate (2-year) = Return Period = 100 ha L/s Year Site storage Requirement: Time Rainfall Intensity Peak Flow Storm Runoff Volume Release Rate Release Flow Volume Required Storage Volume (minutes) (mm/hr) (L/s) (m³) (L/s) (m³) (m³) Required Storage Volume = m 3

35 Appendix 3 Existing Sewers Network Plans and HVM Model Data

36

37

38 HVM Modeling Data TORONT O SEWER SY STEM STUDY AREA CIRCULAR 0.38/0.38 INFLOW OUTFLOW 3244 B.NO EXIST. COMB YU YL QF 129 DQ 22 QDLM 5 VNIGHT0.31 DUC 0.61 DLC 0.34 QLM 163 CAP -33 SU SL AF DQD 0.2 HDLM 0.05 HNIGHT0.02 DUS DLS RAIN 2MS2 QLM/QF 1.27 RES 225 A 0.10 VF 1.13 GAMMA 0.75 VDLM 0.57 VNORM 0.0 HUM 0.99 HLM 0.73 QRQLM 158 DY 0.5 IW 0.0 L S 1/ 200 N SCOD 103 DWB 0.0 YUM YLM VLM 1.43 DH CIRCULAR 0.38/0.38 INFLOW 3243 OUTFLOW 3245 B.NO EXIST. COMB YU YL QF 129 DQ 25 QDLM 5 VNIGHT0.32 DUC 0.34 DLC 0.0 QLM 174 CAP -44 SU SL AF DQD 0.4 HDLM 0.05 HNIGHT0.02 DUS DLS RAIN 2MS2 QLM/QF 1.35 RES 225 A 0.17 VF 1.13 GAMMA 0.50 VDLM 0.58 VNORM 0.0 HUM 0.73 HLM 0.38 QRQLM 167 DY 0.49 IW 0.0 L 97.5 S 1/ 200 N SCOD 102 DWB 0.0 YUM YLM VLM 1.53 DH CIRCULAR 0.46/0.46 INFLOW 3244 OUTFLOW 3246 B.NO EXIST. COMB YU YL QF 211 DQ 27 QDLM 6 VNIGHT0.31 DUC DLC QLM 178 CAP 33 SU SL AF DQD 0.4 HDLM 0.05 HNIGHT0.02 DUS DLS RAIN 2MS2 QLM/QF 0.84 RES 225 A 0.18 VF 1.29 GAMMA 0.50 VDLM 0.58 VNORM 0.0 HUM 0.33 HLM 0.33 QRQLM 171 DY 0.47 IW 0.0 L 93.9 S 1/ 198 N SCOD 102 DWB 0.0 YUM YLM VLM 1.38 DH CIRCULAR 0.46/0.46 INFLOW 3245 OUTFLOW 3910 B.NO EXIST. COMB YU YL QF 466 DQ 8 QDLM 6 VNIGHT0.58 DUC DLC QLM 177 CAP 289 SU SL AF DQD 0.3 HDLM 0.04 HNIGHT0.01 DUS DLS RAIN 2MS2 QLM/QF 0.38 RES 225 A 0.11 VF 2.85 GAMMA 0.25 VDLM 1.05 VNORM 0.0 HUM 0.2 HLM 0.19 QRQLM 170 DY 1.99 IW 0.0 L 80.5 S 1/ 40 N SCOD 102 DWB 0.0 YUM YLM VLM 2.66 DH CIRCULAR 0.76/0.76 INFLOW OUTFLOW 9900 B.NO EXIST. COMB * YU YL QF 1339 DQ 9 QDLM 11 VNIGHT0.52 DUC DLC QLM 400 CAP 940 SU SL AF DQD 0.1 HDLM 0.05 HNIGHT0.02 DUS -9.5 DLS RAIN 2MS2 QLM/QF 0.3 RES 225 A 0.03 VF 2.94 GAMMA 1.00 VDLM 0.97 VNORM 0.0 HUM 0.29 HLM 0.29 QRQLM 387 DY 1.06 IW 0.0 L 79.2 S 1/ 75 N SCOD 102 DWB 0.0 YUM YLM VLM 2.58 DH CIRCULAR 0.31/0.31 INFLOW OUTFLOW 3254 B.NO EXIST. COMB YU YL QF 71 DQ 20 QDLM 1 VNIGHT0.22 DUC DLC 0.31 QLM 30 CAP 41 Source: City of Toronto Grenadier Square

39 HVM Modeling Data SU SL AF DQD 1.4 HDLM 0.03 HNIGHT0.01 DUS DLS RAIN 2MS2 QLM/QF 0.42 RES 968 A 0.13 VF 0.98 GAMMA 0.50 VDLM 0.40 VNORM 0.0 HUM 0.1 HLM 0.61 QRQLM 28 DY 0.52 IW 0.0 L S 1/ 200 N SCOD 102 DWB 0.0 YUM YLM VLM 0.93 DH CIRCULAR 0.31/0.31 INFLOW 3253 OUTFLOW 3255 B.NO EXIST. COMB YU YL QF 480 DQ 0 QDLM 1 VNIGHT0.00 DUC 0.31 DLC 5.56 QLM 30 CAP 450 SU SL AF DQD 0.0 HDLM 3.69 HNIGHT3.63 DUS DLS RAIN 2MS2 QLM/QF 0.06 RES 233 A 0.0 VF 6.58 GAMMA 1.00 VDLM 0.02 VNORM 1.60 HUM 0.61 HLM 5.86 QRQLM 26 DY 5.25 IW 0.0 L 23.2 S 1/ 4 N SCOD 102 DWB 3.68 YUM YLM VLM 0.41 DH CIRCULAR 0.61/0.61 INFLOW OUTFLOW 3256 B.NO EXIST. COMB YU YL QF 453 DQ 3 QDLM 12 VNIGHT0.00 DUC 5.25 DLC 5.35 QLM 407 CAP 45 SU SL AF DQD 0.4 HDLM 4.19 HNIGHT4.13 DUS DLS RAIN 2MS2 QLM/QF 0.9 RES 233 A 0.17 VF 1.55 GAMMA 0.0 VDLM 0.04 VNORM 0.70 HUM 5.86 HLM 5.96 QRQLM 336 DY 0.5 IW 0.0 L S 1/ 200 N SCOD 102 DWB 4.12 YUM YLM VLM 1.4 DH CIRCULAR 0.61/0.61 INFLOW 3255 OUTFLOW 3257 B.NO EXIST. COMB YU YL QF 452 DQ 5 QDLM 13 VNIGHT0.00 DUC 5.35 DLC 5.44 QLM 408 CAP 44 SU SL AF DQD 0.6 HDLM 4.71 HNIGHT4.65 DUS DLS RAIN 2MS2 QLM/QF 0.9 RES 233 A 0.23 VF 1.55 GAMMA 0.0 VDLM 0.04 VNORM 0.71 HUM 5.96 HLM 6.05 QRQLM 303 DY 0.52 IW 0.0 L S 1/ 200 N SCOD 102 DWB 4.64 YUM YLM VLM 1.4 DH CIRCULAR 0.61/0.61 INFLOW 3256 OUTFLOW 3258 B.NO EXIST. COMB YU YL QF 449 DQ 4 QDLM 14 VNIGHT0.01 DUC 5.44 DLC 5.50 QLM 409 CAP 40 SU SL AF DQD 0.5 HDLM 5.04 HNIGHT4.99 DUS -3.9 DLS RAIN 2MS2 QLM/QF 0.91 RES 233 A 0.20 VF 1.54 GAMMA 0.0 VDLM 0.05 VNORM 0.72 HUM 6.05 HLM 6.11 QRQLM 279 DY 0.34 IW 0.0 L 68.0 S 1/ 203 N SCOD 102 DWB 4.97 YUM YLM VLM 1.4 DH CIRCULAR 0.61/0.61 INFLOW 3257 OUTFLOW 3259 B.NO EXIST. COMB YU YL QF 455 DQ 1 QDLM 14 VNIGHT0.01 DUC 5.5 DLC 5.53 QLM 409 CAP 46 SU SL AF DQD 0.2 HDLM 5.20 HNIGHT5.15 DUS DLS RAIN 2MS2 QLM/QF 0.9 RES 233 A 0.08 VF 1.56 GAMMA 0.0 VDLM 0.05 VNORM 0.73 HUM 6.11 HLM 6.14 QRQLM 267 DY 0.16 IW 0.0 L 32.6 S 1/ 198 N SCOD 102 DWB 5.13 YUM YLM VLM 1.4 DH Source: City of Toronto Grenadier Square

40 HVM Modeling Data 3259 CIRCULAR 0.61/0.61 INFLOW 3258 OUTFLOW B.NO EXIST. COMB YU YL QF 452 DQ 0 QDLM 14 VNIGHT0.01 DUC 5.53 DLC 5.63 QLM 410 CAP 42 SU SL AF DQD 0.4 HDLM 5.73 HNIGHT5.67 DUS DLS RAIN 2MS2 QLM/QF 0.91 RES 233 A 0.17 VF 1.55 GAMMA 0.0 VDLM 0.05 VNORM 0.73 HUM 6.14 HLM 6.24 QRQLM 226 DY 0.52 IW 0.0 L S 1/ 200 N SCOD 101 DWB 5.66 YUM YLM VLM 1.41 DH CIRCULAR 0.31/0.31 INFLOW 3259 OUTFLOW 3261 B.NO EXIST. COMB YU YL QF 91 DQ 89 QDLM 15 VNIGHT0.51 DUC 0.28 DLC 0.0 QLM 148 CAP -56 SU SL AF DQD 1.2 HDLM 0.08 HNIGHT0.03 DUS -3.1 DLS RAIN 2MS2 QLM/QF 1.62 RES 354 A 0.30 VF 1.25 GAMMA 1.00 VDLM 0.94 VNORM 0.0 HUM 0.59 HLM 0.31 QRQLM 111 DY 1.02 IW 0.0 L S 1/ 123 N SCOD 101 DWB 0.0 YUM YLM VLM 2.02 DH CIRCULAR 0.31/0.31 INFLOW 3260 OUTFLOW 9533 B.NO EXIST. COMB YU YL QF 379 DQ 0 QDLM 15 VNIGHT1.44 DUC DLC QLM 147 CAP 232 SU SL AF DQD 0.0 HDLM 0.04 HNIGHT0.01 DUS DLS RAIN 2MS2 QLM/QF 0.39 RES 207 A 0.0 VF 5.20 GAMMA 0.52 VDLM 2.64 VNORM 0.0 HUM 0.13 HLM 0.13 QRQLM 111 DY 1.85 IW 0.0 L 13.1 S 1/ 7 N SCOD 25 DWB 0.0 YUM YLM VLM 4.89 DH CIRCULAR 0.61/0.61 INFLOW OUTFLOW 9533 B.NO EXIST. COMB YU YL QF 550 DQ 1 QDLM 0 VNIGHT0.29 DUC -0.6 DLC QLM 1 CAP 549 SU SL AF DQD 0.1 HDLM 0.00 HNIGHT0.00 DUS DLS RAIN 2MS2 QLM/QF 0 RES 225 A 0.06 VF 1.89 GAMMA 0.0 VDLM 0.29 VNORM 0.0 HUM 0.01 HLM 0.02 QRQLM 1 DY 0.5 IW 0.0 L 68.0 S 1/ 135 N SCOD 102 DWB 0.0 YUM YLM VLM 0.43 DH CIRCULAR 0.46/0.46 INFLOW 3246 OUTFLOW 3247 B.NO EXIST. COMB YU YL QF 568 DQ 0 QDLM 6 VNIGHT0.67 DUC DLC QLM 177 CAP 391 SU SL AF DQD 0.1 HDLM 0.03 HNIGHT0.01 DUS DLS RAIN 2MS2 QLM/QF 0.31 RES 225 A 0.03 VF 3.47 GAMMA 0.0 VDLM 1.22 VNORM 0.0 HUM 0.17 HLM 0.17 QRQLM 171 DY 0.29 IW 0.0 L 7.9 S 1/ 27 N SCOD 102 DWB 0.0 YUM YLM VLM 3.08 DH BASKET HAN DLE B 1.52/1.98 INFLOW OUTFLOW 9901 B.NO EXIST. COMB YU YL QF 6496 DQ 0 QDLM 170 VNIGHT0.52 DUC 0 DLC 0.07 QLM 6136 CAP 361 SU SL AF DQD 0.0 HDLM 0.17 HNIGHT0.06 DUS DLS RAIN 2MS2 QLM/QF 0.94 RES 354 A 0.0 VF 2.38 GAMMA 1.00 VDLM 0.95 VNORM 0.0 HUM 1.98 HLM 2.05 QRQLM 5884 DY 0.67 Source: City of Toronto Grenadier Square

41 HVM Modeling Data IW 0.0 L S 1/ 404 N SCOD 101 DWB 0.01 YUM YLM VLM 2.25 DH BASKET HAN DLE B 1.52/1.98 INFLOW OUTFLOW 9533 B.NO EXIST. COMB YU YL QF DQ 0 QDLM 154 VNIGHT1.08 DUC 0 DLC 0.01 QLM 6032 CAP SU SL AF DQD 0.0 HDLM 0.16 HNIGHT0.05 DUS DLS RAIN 2MS2 QLM/QF 0.33 RES 207 A 0.0 VF 6.77 GAMMA 0.52 VDLM 0.86 VNORM 1.93 HUM 1.98 HLM 1.99 QRQLM 5826 DY 0.01 IW 0.0 L 0.3 S 1/ 50 N SCOD 25 DWB 0.07 YUM YLM VLM 2.4 DH BASKET HAN DLE B 1.52/1.98 INFLOW OUTFLOW 9534 B.NO EXIST. COMB * YU YL QF 6180 DQ 0 QDLM 182 VNIGHT0.11 DUC 0.05 DLC 0.03 QLM 6436 CAP -256 SU SL AF DQD 0.0 HDLM 0.17 HNIGHT0.16 DUS DLS RAIN 2MS2 QLM/QF 1.04 RES 0 A 0.0 VF 2.27 GAMMA 1.00 VDLM 0.94 VNORM 0.0 HUM 2.03 HLM 2.01 QRQLM 6118 DY 0.36 IW 0.0 L S 1/ 446 N SCOD 102 DWB 0.0 YUM 93.5 YLM VLM 2.36 DH 0.02 ****** ********** * 3977 CIRCULAR 1.68/1.68 INFLOW OUTFLOW B.NO PASSING ON EXIST. STORM 3977 * YU YL QF 5228 DQ 0 QDLM 437 VNIGHT0.80 DUC 0 DLC 0.0 QLM 5787 CAP -557 SU SL AF DQD 0.0 HDLM 0.32 HNIGHT0.11 DUS DLS RAIN 2MS2 QLM/QF 1.11 RES 0 A 0.0 VF 2.36 GAMMA 0.45 VDLM 1.47 VNORM 0.0 HUM 1.68 HLM 1.68 QRQLM 5150 DY 0 IW 0.0 L 1.0 S 1/ 333 N SCOD 202 DWB 0.0 YUM YLM VLM 2.61 DH CIRCULAR 0.53/0.53 INFLOW 7156 OUTFLOW 7158 B.NO EXIST. STORM 7157 YU YL QF 225 DQ 232 QDLM 0 VNIGHT0.0 DUC 0.17 DLC 0.18 QLM 322 CAP -96 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 1.43 RES 0 A 1.90 VF 1.01 GAMMA 0.42 VDLM 0.0 VNORM 0.0 HUM 0.7 HLM 0.72 QRQLM 322 DY 0.21 IW 0.0 L 84.1 S 1/ 393 N SCOD 202 DWB 0.0 YUM YLM VLM 1.45 DH CIRCULAR 0.53/0.53 INFLOW 7157 OUTFLOW 7159 B.NO EXIST. STORM 7158 YU YL QF 246 DQ 45 QDLM 0 VNIGHT0.0 DUC 0.2 DLC 0.03 QLM 353 CAP -106 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 1.44 RES 0 A 0.40 VF 1.11 GAMMA 0.39 VDLM 0.0 VNORM 0.0 HUM 0.73 HLM 0.57 QRQLM 353 DY 0.19 IW 0.0 L 62.2 S 1/ 329 N SCOD 202 DWB 0.0 YUM YLM VLM 1.59 DH 0.17 Source: City of Toronto Grenadier Square

42 HVM Modeling Data 7159 CIRCULAR 0.61/0.61 INFLOW 7158 OUTFLOW 7160 B.NO EXIST. STORM 7159 YU YL QF 382 DQ 159 QDLM 0 VNIGHT0.0 DUC 0.04 DLC 0.0 QLM 450 CAP -67 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 1.18 RES 0 A 1.40 VF 1.31 GAMMA 0.39 VDLM 0.0 VNORM 0.0 HUM 0.65 HLM 0.61 QRQLM 450 DY 0.39 IW 0.0 L S 1/ 281 N SCOD 202 DWB 0.0 YUM YLM VLM 1.54 DH CIRCULAR 0.61/0.61 INFLOW 7159 OUTFLOW 7161 B.NO EXIST. STORM 7160 YU YL QF 580 DQ 119 QDLM 0 VNIGHT0.0 DUC DLC QLM 527 CAP 53 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 0.91 RES 0 A 1.20 VF 1.99 GAMMA 0.34 VDLM 0.0 VNORM 0.0 HUM 0.43 HLM 0.48 QRQLM 527 DY 0.92 IW 0.0 L S 1/ 122 N SCOD 202 DWB 0.0 YUM YLM VLM 2.13 DH CIRCULAR 0.61/0.61 INFLOW 7160 OUTFLOW 7162 B.NO EXIST. STORM 7161 YU YL QF 924 DQ 113 QDLM 0 VNIGHT0.0 DUC DLC QLM 615 CAP 309 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 0.67 RES 0 A 1.00 VF 3.17 GAMMA 0.39 VDLM 0.0 VNORM 0.0 HUM 0.34 HLM 0.37 QRQLM 615 DY 1.11 IW 0.0 L 53.0 S 1/ 48 N SCOD 202 DWB 0.0 YUM YLM VLM 3.34 DH CIRCULAR 0.53/0.53 INFLOW 7161 OUTFLOW R605 B.NO EXIST. STORM 7162 YU YL QF 1810 DQ 0 QDLM 0 VNIGHT0.0 DUC DLC QLM 614 CAP 1195 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 0.34 RES 0 A 0.0 VF 8.12 GAMMA 0.39 VDLM 0.0 VNORM 0.0 HUM 0.21 HLM 0.21 QRQLM 614 DY 1.08 IW 0.0 L 6.6 S 1/ 6 N SCOD 202 DWB 0.0 YUM YLM VLM 7.37 DH CIRCULAR 1.68/1.68 INFLOW 7853 OUTFLOW 7855 B.NO EXIST. STORM 7854 YU YL QF 7044 DQ 203 QDLM 437 VNIGHT0.99 DUC -0.7 DLC QLM 4488 CAP 2556 SU SL AF DQD 0.0 HDLM 0.28 HNIGHT0.09 DUS DLS RAIN 2MS2 QLM/QF 0.64 RES 0 A 2.11 VF 3.18 GAMMA 0.33 VDLM 1.82 VNORM 0.0 HUM 0.98 HLM 0.98 QRQLM 3947 DY 0.98 IW 0.0 L S 1/ 183 N SCOD 202 DWB 0.0 YUM YLM VLM 3.33 DH CIRCULAR 1.68/1.68 INFLOW 7854 OUTFLOW R726 B.NO EXIST. STORM 7855 YU YL QF 7101 DQ 207 QDLM 437 VNIGHT1.00 DUC -0.7 DLC QLM 4520 CAP 2581 SU SL AF DQD 0.0 HDLM 0.28 HNIGHT0.09 DUS DLS RAIN 2MS2 QLM/QF 0.64 RES 0 A 2.15 VF 3.21 GAMMA 0.33 VDLM 1.83 VNORM 0.0 HUM 0.98 HLM 0.98 QRQLM 3946 DY 0.99 Source: City of Toronto Grenadier Square

43 HVM Modeling Data IW 0.0 L S 1/ 180 N SCOD 202 DWB 0.0 YUM YLM VLM 3.36 DH CIRCULAR 1.68/1.68 INFLOW R726 R605 OUTFLOW 7857 B.NO EXIST. STORM 7856 YU YL QF 8008 DQ 201 QDLM 437 VNIGHT1.09 DUC -0.7 DLC QLM 5127 CAP 2881 SU SL AF DQD 0.0 HDLM 0.27 HNIGHT0.09 DUS DLS RAIN 2MS2 QLM/QF 0.64 RES 0 A 1.97 VF 3.62 GAMMA 0.35 VDLM 2.00 VNORM 0.0 HUM 0.98 HLM 1.22 QRQLM 4514 DY 1.48 IW 0.0 L S 1/ 142 N SCOD 206 DWB 0.01 YUM YLM VLM 3.35 DH CIRCULAR 1.68/1.68 INFLOW OUTFLOW 3977 B.NO EXIST. STORM 7857 YU YL QF 7262 DQ 99 QDLM 437 VNIGHT1.01 DUC DLC QLM 5487 CAP 1775 SU SL AF DQD 0.0 HDLM 0.27 HNIGHT0.09 DUS DLS RAIN 2MS2 QLM/QF 0.76 RES 0 A 0.87 VF 3.28 GAMMA 0.39 VDLM 1.86 VNORM 0.0 HUM 1.23 HLM 1.44 QRQLM 4850 DY 0.63 IW 0.0 L S 1/ 172 N SCOD 208 DWB 0.0 YUM YLM VLM 3.27 DH R604 CIRCULAR 1.37/1.37 INFLOW R590 OUTFLOW R605 B.NO EXIST. STORM R604 YU YL QF 3463 DQ 0 QDLM 0 VNIGHT0.0 DUC DLC QLM 165 CAP 3298 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -5 DLS RAIN 2MS2 QLM/QF 0.05 RES 0 A 0.0 VF 2.35 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.42 HLM 0.44 QRQLM 165 DY 0.02 IW 0.0 L 5.1 S 1/ 255 N SCOD 201 DWB 0.0 YUM YLM VLM 0.4 DH R605 CIRCULAR 1.37/1.37 INFLOW R OUTFLOW 7856 B.NO EXIST. STORM R605 YU YL QF 3460 DQ 0 QDLM 0 VNIGHT0.0 DUC DLC QLM 767 CAP 2693 SU SL AF DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS DLS RAIN 2MS2 QLM/QF 0.22 RES 0 A 0.0 VF 2.35 GAMMA 0.0 VDLM 0.0 VNORM 0.0 HUM 0.44 HLM 0.44 QRQLM 767 DY 0.5 IW 0.0 L S 1/ 256 N SCOD 201 DWB 0.0 YUM YLM VLM 1.91 DH 0 Contra ctions use d in HVM output... 1st line: pipe number, cross-section, pipe size...wid th/height(m), inflowan d outfl ow pipes, block number, sewer type, pi pe no. 2nd line: YU, YL = upper and lower invert elevati ons (m) QF = full flow capacity (L /sec) DQ = maximum storm runoff from tributar y ar ea (L/sec) Source: City of Toronto Grenadier Square

44 Appendix 4 Site Servicing Requirement Site # 01 and Site # 02

45 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Sanitary Flow Rate Calculation Prepared: M.D. Page No. D-01 Checked: R.L.B Proj. # 9114 Date: Oct. 16/13 SOUTH TOWER (QUEBEC AVENUE) POPULATION CALCULATION (Based on the Architect Statistics dated Oct. 04, 2013) Site Area m 2 Proposed Total GFA m 2 Proposed Units Density Population Type Units (P.P.U) Studio Bedroom Bedroom Bedroom Total SANITARY FLOW CALCULATION Harmon Peaking Factor: M=1+14/(4+P 0.5 ) Peaking Factor 3.99 Average Daily Wastewater Flow 450 L/cap/day Total Domestic Flow 9.85 L/sec Infiltration Allowance (@ 0.26 L/sec/ha) 0.09 L/sec Design Flow 9.95 L/sec

46 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Water Demand Calculation Prepared: M.D. Page No. E-02 Checked: R.L.B Proj. # 9114 Date: Oct. 16/13 SOUTH TOWER (QUEBEC AVE) This calculation is following the "Water Supply for Public Fire Protection" by Fire Underwriters Survey. Formula: where F = 220C A F = the required fire flow in litres per minute C = coefficient related to the type of construction. = 0.6 for fire resistive construction A = the total floor area in square metres. For fire resistive buildings, consider only the area of the largest floor plus 25% of each of the two immediately adjoining floors. According the building stats, Area (m2) 2nd Floor adjoining rd Floor largest th Floor adjoining 1354 A 2052 Therefore, F = 6000 l/min Occupancy reduction: For occupancies with a low contents fire hazard, the reduction rate is 25%, Therefore: F = 4500 l/min Reduction for sprinkler protection: Using the NFPA sprinkler system, a reduction rate of 30% is used. Therefore: F = 3200 l/min Separation charge: Charge for the separations on each side: Separation Charge 0-3 m 25% South 3.1 to 10 m 20% North 10.1 to 20 m 15% West 20.1 to 30 m 10% East Total charge in % 70% Total charge in l/min 2200 Required Fire Flow: or 5400 l/min l/s

47 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Water Demand Calculation Prepared: M.D. Page No. D-03 Checked: R.L.B Proj. # 9114 Date: Oct. 16/13 SOUTH TOWER (QUEBEC AVENUE) Total Population: 475 (See Page D-01) Peak Hour Demand Calculation: Residential Per Capita Demand (multi-unit) 191 L/cap/day Peaking Factor 2.5 Peak Hour Demand 2.62 L/sec Maximum Day Demand Calculation: Residential Per Capita Demand (multi-unit) 191 L/cap/day Peaking Factor 1.3 Maximum Day Demand 1.36 L/sec Fire Flow for High Rise Residential: 90.0 L/sec Max. Day Demand plus Fire Flow: Design Water Demand 91.4 L/sec 91.4 L/sec US GPM

48 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Sanitary Flow Rate Calculation Prepared: M.D. Page No. E-01 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 NORTH TOWER & AMENITY BLOCK (HIGH PARK AVE) POPULATION CALCULATION (Based on the Architect Statistics dated oct. 04, 2013) Site Area 4961 m 2 Proposed Total Residential GFA of Building A m 2 Proposed Amenity Indoor Space 1068 m 2 Proposed Units Density Population Type Units (P.P.U) Studio Bedroom Bedroom Bedroom Amenity Block 1068 m 2 x 3.3 person/100m 2 = 36 Total SANITARY FLOW CALCULATION Harmon Peaking Factor: M=1+14/(4+P 0.5 ) Peaking Factor 3.89 Average Daily Wastewater Flow 450 L/cap/day Total Domestic Flow L/sec Infiltration Allowance (@ 0.26 L/sec/ha) 0.13 L/sec Design Flow L/sec

49 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Water Demand Calculation Prepared: M.D. Page No. E-02 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 NORTH TOWER & AMENITY BLOCK (HIGH PARK AVE) This calculation is following the "Water Supply for Public Fire Protection" by Fire Underwriters Survey. Formula: where F = 220C A F = the required fire flow in litres per minute C = coefficient related to the type of construction. = 0.6 for fire resistive construction A = the total floor area in square metres. For fire resistive buildings, consider only the area of the largest floor plus 25% of each of the two immediately adjoining floors. According the building stats, Area (m2) 2nd Floor adjoining rd Floor largest th Floor adjoining 1348 A 2053 Therefore, F = 6000 l/min Occupancy reduction: For occupancies with a low contents fire hazard, the reduction rate is 25%, Therefore: F = 4500 l/min

50 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Water Demand Calculation Prepared: M.D. Page No. E-03 Checked: R.L.B Proj. # 9114 Date: Oct. 12/13 NORTH TOWER & AMENITY BLOCK (HIGH PARK AVE) Total Population: 723 (See Page E-01) Peak Hour Demand Calculation: Residential Per Capita Demand (multi-unit) 191 L/cap/day Peaking Factor 2.5 Peak Hour Demand 4.00 L/sec Maximum Day Demand Calculation: Residential Per Capita Demand (multi-unit) 191 L/cap/day Peaking Factor 1.3 Maximum Day Demand 2.08 L/sec Fire Flow for High Rise Residential: L/sec Max. Day Demand plus Fire Flow: Design Water Demand or 2.08 L/sec L/sec US GPM

51 Appendix 5 Existing Sanitary Sewer Analysis

52 Works & Emergency Services Sanitary Sewer Design DESIGN COEFFICIENTS PROJECT No.: 9114 CITY FILE No.: Residential 240 L/cap/day PROJECT NAME: Grenadier Square Infiltration LOCATION: TORONTO 0.26 L/s/ha Allowance DATE: 15/10/2013 DESIGNED BY: A.Z CHECKED BY: M.D LEA Consulting Ltd., 625 Cochrane Drive, Markham Street Name MH. TO MH. Population Cumulative Population Drainage Area (ha) Cumulative Area Served (hectares) Peaking Factor Total Flow (m 3 /sec) Type of Pipe Factor (n) Pipe Size (mm) Grade (%) Full Flow Capacity (m 3 /s) Length of Sewer (meters) Full Flow Velocity (m/sec) Spare Flow Cap(m 3 /s) Quebec Avenue 1A 5A A 6A Gothic Avenue 2A 6A Quebec Avenue 6A 7A High Park Ave. 3A 12A A 13A A 8A Refer to Fig. 03 for drainage areas and population. LEA Consulting Ltd.

53 1.60 Ha Ha A 9A 12A 13A % 8A 7.06 Ha A 2A 4A 4.95 Ha % 5A 0.87 Ha Ha 11 6A 7A % 11A 10A LEGEND: xa Low-rise Apartments Proposed Building Footprint Sanitary Sewer Lines Sanitary Sewer Manhole 6.75 Ha x 1500 TRUNK 0.64% Drainage Boundary x.xx Ha xx Drainage Boundary Area Population in Area

54 Population along High Park Ave. from manhole 3A to 12A, and along Glenlake Ave. from manhole 4A to 9A High Park Glenlake 95 High Park 100 High Park Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom Total Population: Population along High Park Ave. from manhole 12A to 13A 70 High Park 65 High Park Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom Total Population: NOTE: Housing unit quantities were estimated using Google Maps Street View (2011) and Grenadier Square Context Plan (Figure 4). Commercial property unit breakdowns were reinforced with data provided by the Toronto City Planning Division for select properties.

55 Population along High Park Ave. from manhole 13A to 8A 14-5 High Park High Park 40 High Park 52 High Park (Townhouses) 35 High Park Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom Business storey apartment Total Population: Population along Quebec Ave. from manhole 1A to 5A Quebec 100 Quebec 77 Quebec Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom Total Population: NOTE: Housing unit quantities were estimated using Google Maps Street View (2011) and Grenadier Square Context Plan (Figure 4). Commercial property unit breakdowns were reinforced with data provided by the Toronto City Planning Division for select properties. Where detailed apartment unit breakdowns were not available, an assumed commercial population of individuals/gfa/floor was used.

56 Population along Quebec Ave. from manhole 5A to 6A 50 Quebec Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom Total Population: Population along Quebec Ave. from manhole 5A to 6A Quebec Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom Total Population: NOTE: Housing unit quantities were estimated using Google Maps Street View (2011) and Grenadier Square Context Plan (Figure 4). Commercial property unit breakdowns were reinforced with data provided by the Toronto City Planning Division for select properties.

57 Population along Pine Crest Rd. from manhole 2A to 10A, Glenlake Ave. from manhole 10A to 11A, and along Gothic Ave. from manhole 11A to 6A Pine Crest Gothic Glenlake 20 Gothic 9 storey apartment Single Family Dwelling Semi-Detached Townhouse Duplex Triplex Apartment: Bachelor Bedroom Bedroom Bedroom storey apartment Total Population: NOTE: Housing unit quantities were estimated using Google Maps Street View (2011) and Grenadier Square Context Plan (Figure 4). Commercial property unit breakdowns were reinforced with data provided by the Toronto City Planning Division for select properties. Where detailed apartment unit breakdowns were not available, an assumed commercial population of individuals/gfa/floor was used.

58 Selected Property and Structural Characteristics for Selected Properties in the City of Toronto High Park Study Area THIS DATA IS PROVIDED FOR REFERENCE ONLY. IT MUST BE VERIFIED BY THE USER FOR LEGAL OR OFFICIAL USE. FOR VERIFICATION CHECK CITY OF TORONTO BUILDING DIVISION WEBSITE FOR ANY RECENT PERMITS PERTAINING TO THESE PROPERTIES. Source: IBMS-LUIS II. Prepared by: Toronto City Planning, Strategic Initiatives, Policy & Analysis September 2013 Address Year Built Ward Total Lot Area Frontage Depth Total Residential Units Total GFA Land and Structure Data Total Above GFA Total Below GFA Total Ground Floor Area Storeys Above Grade Storeys Below Grade Parking Above Grade Parking Below Grade Parking At Grade Generalized Use Res Unit Type Unit Breakdown 20 GOTHIC AVE Residential Apartments 1 Bedroom GOTHIC AVE 2 Bedroom 83 0 Private Unit Assusted Unit 40 HIGH PARK AVE Residential Apartments Bachelor HIGH PARK AVE 1 Bedroom HIGH PARK AVE 2 Bedroom HIGH PARK AVE Residential Townhouses 3 Bedroom HIGH PARK AVE Residential Apartments Bachelor HIGH PARK AVE 1 Bedroom HIGH PARK AVE 2 Bedroom HIGH PARK AVE 3 Bedroom HIGH PARK AVE Residential Apartments Bachelor HIGH PARK AVE 1 Bedroom HIGH PARK AVE 2 Bedroom HIGH PARK AVE Residential Apartments Bachelor HIGH PARK AVE 1 Bedroom HIGH PARK AVE 2 Bedroom HIGH PARK AVE Residential Apartments Bachelor HIGH PARK AVE 1 Bedroom HIGH PARK AVE 2 Bedroom HIGH PARK AVE 3 Bedroom QUEBEC AVE Residential Apartments 2 Bedroom QUEBEC AVE 3 Bedroom QUEBEC AVE Residential Apartments Bachelor QUEBEC AVE 1 Bedroom QUEBEC AVE 2 Bedroom QUEBEC AVE Residential Apartments 1 Bedroom QUEBEC AVE 2 Bedroom QUEBEC AVE 3 Bedroom QUEBEC AVE Residential Singles 109 QUEBEC AVE Residential Singles 111 QUEBEC AVE Residential Singles Source: City of Toronto

59

60 Appendix 6 Hydrant Flow Test data and Watermains Adequacy Assessment

61

62 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 01 Residual Pressure Prepared: M.D. Page No. D-03 Checked: R.L.B. Proj. # 9114 Date: 16-Oct-13 Hydrant Test Readings (150mm watermain, Quebec Avenue) undertaken on at 10:00 a.m, Oct 9, 2013 by Corix Water Services Ltd. Flow Residual Pressure 0 US GPM 65 psi 589 US GPM 62 psi 853 US GPM 58 psi 1160 US GPM 55 psi Interpolated Flow (US GPM) Residual Pressure (psi)

63 FLOW TEST CHART (BASED ON CORIX WATER SERVICES TEST, OCT. 9, 2013) Page: D-04 PRESSURE (PSI) FLOW (US GPM)

64

65 LEA Consulting Ltd. Consulting Engineers and Planners Project: Grenadier Square - Site # 02 Residual Pressure Prepared: M.D. Page No. E-04 Checked: R.L.B. Proj. # 9114 Date: 16-Oct-13 Hydrant Test Readings (150mm watermain, High Park Avenue) undertaken on at 10:30 a.m, Oct 9, 2013 by Corix Water Services Ltd. Flow Residual Pressure 0 US GPM 67 psi 574 US GPM 65 psi 749 US GPM 62 psi 1160 US GPM 60 psi Interpolated Flow (US GPM) Residual Pressure (psi)

66 FLOW TEST CHART (BASED ON CORIX WATER SERVICES TEST, OCT. 9, 2013) Page: E-05 PRESSURE (PSI) FLOW (US GPM)

67 Appendix 7 Figures and Drawings

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