PRELIMINARY STORMWATER MANAGEMENT AND SERVICING REPORT

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) www.lea.ca

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... 1 2.0 OBJECTIVES OF STORMWATER MANAGEMENT (SWM) REPORT... 1 3.0 EXISTING STORM DRAINAGE CONDITIONS... 2 3.1 Existing Storm Drainage Conditions Major Storm System... 2 3.2 Existing Storm Drainage Conditions Minor Storm System... 2 4.0 STORMWATER MANAGEMENT CRITERIA... 3 4.1 City of Toronto SWM Design Criteria... 3 4.2 TRCA SWM Design Criteria... 4 5.0 STORMWATER MANAGEMENT PLANS... 4 5.1 Stormwater Management Plan (SWMP) for Site # 01 South Tower Site... 4 5.1.1 Pre- and Post-Development Peak Flow Analysis... 4 5.1.2 Water Balance Requirement... 5 5.1.3 Water Quantity Control Requirement... 6 5.1.4 Water Quality Control Requirement... 6 5.2 Stormwater Management Plan (SWMP) for Site # 02 North Tower Site... 6 5.2.1 Pre- and Post-Development Peak Flow Analysis... 7 5.2.2 Water Balance Requirement... 7 5.2.3 Water Quantity Control Requirement... 7 5.2.4 Water Quality Control Requirement... 8 5.3 Erosion and Sediment Control during Construction... 8 6.0 SITE SERVICING... 8 6.1 Existing Municipal Services... 8 6.2 Site Servicing Requirement... 9 6.3 Assessment of Existing Municipal Service... 10 6.3.1 Flow Capacity of Existing Storm Sewers... 10 6.3.2 Flow Capacity of Existing Sanitary Sewers... 10 6.3.3 Adequacy of Existing Watermains... 11 7.0 CONCLUSIONS... 12 7.1 Stormwater Management Plans... 12 7.2 Site Servicing Requirement... 13 Page i

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..... 4 TABLE 2 Values of a and c Parameters for the City of Toronto......5 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......7 TABLE 7 Required Stormwater Storage Volumes, North Tower Site......7 TABLE 8 Stormwater Quality Treatment Assessment, North Tower Site...8 TABLE 9 Spare Flow Capacities of Existing Sewers......9 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

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

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 01. 3.1 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

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 2006. 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

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 0.5. 4.2 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. 5.1.1 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

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 21.8-0.78 5-year 32.0-0.79 100-year 59.7-0.80 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) 2 5 100 Pre-Development (Rational Formula) Post-Development (Rational Formula) 42.80 63.96 121.48 59.71 89.30 169.61 Table 3: Peak Flow Rates (L/s) for Pre- & Post-Development Conditions, South Tower Site 5.1.2 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

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto 5.1.3 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 ) 10.2 27.9 76.0 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. 5.1.4 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 1576 100 Soft landscaping 1264 80 Oil/grit separator 781 (for at-grade paved area) 50 Site Average TSS Removal 3621 82 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

High Park Bayview Inc. c/o GWL Realty Advisors Inc. Preliminary Stormwater Management and Servicing Report Grenadier Square, City of Toronto 5.2.1 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) 2 5 100 Pre-Development (Rational Formula) Post-Development (Rational Formula) 60.77 90.82 172.49 77.19 115.44 219.26 Table 6: Peak Flow Rates (L/s) for Pre- & Post-Development Conditions, North Tower Site 5.2.2 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. 5.2.3 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 ) 9.9 32.8 95.0 Table 7: Required Stormwater Storage Volumes (m 3 ), North Tower Site 7

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. 5.2.4 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 1974 100 Landscaped Area 2021 80 Oil/Grit Separator 965 (new driveway & parking) 50 Site Average TSS Removal 4961 82 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

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 53 289 North Tower 2581 40 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 42.80 9.95 91.4 North Tower 60.77 14.76 92.1 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

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. 6.3.1 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. 6.3.2 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

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 177 6 21.3 329 307 Avenue 600mm dia. (MH.12A- 13A), High 409 14 23.7 434 410 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. 6.3.3 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.

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 1690.2 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 1703.4 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

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

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 591.1 Asphalt driveways 400.6 Rearside asphalt sidewalk 94.8 Concrete patios 208.3 Total Paved Area 1294.8 Total Landscaped Area 2326.2 Total Site Area: 3621.0 PROPOSED DEVELOPMENT: Proposed Land Use Area (m 2 ) South Tower 1300.0 Patios 276.0 Additional Paved Visitor Parking Lot 526.0 Paved Driveway 255.0 Total Paved Area 2357.0 Total Landscaped Area 1264.0 Total Site Area: 3621.0

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 0.129 0.90 Landscaped Area 0.233 0.25 Total 0.362 0.48 Imperviousness Percent: 35.8 Post-Development Composite Runoff Coefficient "C" Location Area (ha) C Composite "C" Site # 01 Paved Area 0.236 0.90 Landscaped Area 0.126 0.25 Total 0.362 0.67 Imperviousness Percent: 65.1

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 : 0.362 ha 0.67 Post-development site conditions Runoff volume from 5mm rainfall event on site: V = 0.362 x 0.67 x 10 x 5 = 12.2 m 3 Required on-site retention volume for 5mm rainfall event: 12.2 m 3

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 : 0.362 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 88.19 131.79 250.32 Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s): 2-yr 5-yr 100-yr 42.80 63.96 121.48 Allowable discharge rate into municipal storm sewer: @ 2-year storm: 42.80 L/s

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 : 0.362 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 88.19 131.79 250.32 Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s): 2-yr 5-yr 100-yr 59.71 89.30 169.61

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) = 0.362 Drainage Area Composite C = 0.67 Allowable Release Rate (2-year) = 42.80 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) 10 88.19 59.71 35.83 42.80 25.68 10.15 12 76.50 51.80 37.29 42.80 30.81 6.48 14 67.83 45.93 38.58 42.80 35.95 2.63 16 61.12 41.38 39.73 42.80 41.08-1.35 18 55.76 37.75 40.77 42.80 46.22-5.45 20 51.36 34.77 41.73 42.80 51.36-9.63 22 47.68 32.28 42.61 42.80 56.49-13.88 24 44.55 30.16 43.44 42.80 61.63-18.19 26 41.85 28.34 44.21 42.80 66.76-22.55 28 39.50 26.75 44.93 42.80 71.90-26.97 30 37.43 25.35 45.62 42.80 77.03-31.41 32 35.60 24.10 46.27 42.80 82.17-35.90 34 33.95 22.99 46.90 42.80 87.30-40.40 36 32.47 21.99 47.49 42.80 92.44-44.95 38 31.13 21.08 48.06 42.80 97.58-49.52 40 29.91 20.25 48.60 42.80 102.71-54.11 Required Storage Volume = 10.15 m 3

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) = 0.362 Drainage Area Composite C = 0.67 Allowable Release Rate (2-year) = 42.80 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) 10 131.79 89.23 53.54 42.80 25.68 27.86 12 114.11 77.26 55.63 42.80 30.81 24.82 14 101.03 68.41 57.46 42.80 35.95 21.51 16 90.91 61.56 59.09 42.80 41.08 18.01 18 82.84 56.09 60.57 42.80 46.22 14.35 20 76.22 51.61 61.93 42.80 51.36 10.57 22 70.69 47.86 63.18 42.80 56.49 6.69 24 66.00 44.69 64.35 42.80 61.63 2.72 26 61.95 41.95 65.44 42.80 66.76-1.32 28 58.43 39.56 66.46 42.80 71.90-5.44 30 55.33 37.46 67.43 42.80 77.03-9.60 32 52.58 35.60 68.35 42.80 82.17-13.82 34 50.12 33.94 69.23 42.80 87.30-18.07 36 47.91 32.44 70.07 42.80 92.44-22.37 38 45.91 31.08 70.87 42.80 97.58-26.71 40 44.08 29.85 71.63 42.80 102.71-31.08 Required Storage Volume = 27.86 m 3

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) = 0.362 Drainage Area Composite C = 0.67 Allowable Release Rate (2-year) = 42.80 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) 10 250.32 169.49 101.69 42.80 25.68 76.01 12 216.35 146.48 105.47 42.80 30.81 74.66 14 191.25 129.49 108.77 42.80 35.95 72.82 16 171.87 116.37 111.72 42.80 41.08 70.64 18 156.41 105.91 114.38 42.80 46.22 68.16 20 143.77 97.34 116.81 42.80 51.36 65.45 22 133.22 90.20 119.06 42.80 56.49 62.57 24 124.26 84.13 121.15 42.80 61.63 59.52 26 116.55 78.91 123.11 42.80 66.76 56.35 28 109.84 74.37 124.95 42.80 71.90 53.05 30 103.94 70.38 126.68 42.80 77.03 49.65 32 98.71 66.84 128.33 42.80 82.17 46.16 34 94.04 63.67 129.89 42.80 87.30 42.59 36 89.84 60.83 131.39 42.80 92.44 38.95 38 86.03 58.25 132.81 42.80 97.58 35.23 Required Storage Volume = 76.01 m 3

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

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 592.7 Asphalt driveways 404.2 Asphalt visitor parking lot 810.0 Concrete Patios 188.2 Total Paved Area 1995.1 Total Landscaped Area 2965.9 Total Site Area: 4961.0 PROPOSED DEVELOPMENT: Proposed Land Use Area (m 2 ) Proposed North Tower and Patios 1641.0 Proposed Amenity Block 333.2 Paved Driveways 483.0 Visitor Parking Lot 482.0 Total Paved Area 2939.2 Total Landscaped Area 2021.8 Total Site Area: 4961.0

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 0.200 0.90 Landscaped Area 0.297 0.25 Total 0.496 0.51 0.50 max. by WWFMG Imperviousness Percent: 40.2 Post-Development Composite Runoff Coefficient "C" Location Area (ha) C Composite "C" Site # 02 Paved Area 0.294 0.90 Landscaped Area 0.202 0.25 Total 0.496 0.64 Imperviousness Percent: 59.2

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 : 0.496 ha 0.64 Post-development site conditions Runoff volume from 5mm rainfall event on site: V = 0.496 x 0.64 x 10 x 5 = 15.8 m 3 Required on-site retention volume for 5mm rainfall event: 15.8 m 3

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 : 0.496 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 88.19 131.79 250.32 Peak Flow Rate (L/s): Return Period: Under existing site conditions (L/s): 2-yr 5-yr 100-yr 60.77 90.82 172.49 Allowable discharge rate into municipal storm sewer: @ 2-year storm: 60.77 L/s

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 : 0.496 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 88.19 131.79 250.32 Peak Flow Rate (L/s): Return Period: Under post-development conditions (L/s): 2-yr 5-yr 100-yr 77.19 115.44 219.26

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) = 0.496 Drainage Area Composite C = 0.64 Allowable Release Rate (2-year) = 60.77 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) 10 88.19 77.19 46.31 60.77 36.46 9.85 12 76.50 66.96 48.21 60.77 43.75 4.46 14 67.83 59.37 49.87 60.77 51.05-1.18 16 61.12 53.50 51.36 60.77 58.34-6.98 18 55.76 48.80 52.71 60.77 65.63-12.92 20 51.36 44.95 53.94 60.77 72.92-18.98 22 47.68 41.73 55.09 60.77 80.22-25.13 24 44.55 38.99 56.15 60.77 87.51-31.36 26 41.85 36.63 57.15 60.77 94.80-37.65 28 39.50 34.58 58.09 60.77 102.09-44.00 30 37.43 32.76 58.98 60.77 109.39-50.41 32 35.60 31.16 59.82 60.77 116.68-56.86 34 33.95 29.72 60.62 60.77 123.97-63.35 36 32.47 28.42 61.39 60.77 131.26-69.87 38 31.13 27.25 62.12 60.77 138.55-76.43 40 29.91 26.18 62.83 60.77 145.85-83.02 Required Storage Volume = 9.85 m 3

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) = 0.496 Drainage Area Composite C = 0.64 Allowable Release Rate (2-year) = 60.77 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) 10 131.79 115.35 69.21 60.77 36.46 32.75 12 114.11 99.88 71.91 60.77 43.75 28.16 14 101.03 88.43 74.28 60.77 51.05 23.23 16 90.91 79.58 76.39 60.77 58.34 18.05 18 82.84 72.50 78.31 60.77 65.63 12.68 20 76.22 66.71 80.06 60.77 72.92 7.14 22 70.69 61.88 81.68 60.77 80.22 1.46 24 66.00 57.77 83.18 60.77 87.51-4.33 26 61.95 54.23 84.59 60.77 94.80-10.21 28 58.43 51.14 85.92 60.77 102.09-16.17 30 55.33 48.43 87.17 60.77 109.39-22.22 32 52.58 46.02 88.36 60.77 116.68-28.32 34 50.12 43.87 89.49 60.77 123.97-34.48 36 47.91 41.93 90.57 60.77 131.26-40.69 38 45.91 40.18 91.61 60.77 138.55-46.94 40 44.08 38.58 92.60 60.77 145.85-53.25 Required Storage Volume = 32.75 m 3

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) = 0.496 Drainage Area Composite C = 0.64 Allowable Release Rate (2-year) = 60.77 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) 10 250.32 219.10 131.46 60.77 36.46 95.00 12 216.35 189.36 136.34 60.77 43.75 92.59 14 191.25 167.39 140.61 60.77 51.05 89.56 16 171.87 150.43 144.42 60.77 58.34 86.08 18 156.41 136.91 147.86 60.77 65.63 82.23 20 143.77 125.84 151.01 60.77 72.92 78.09 22 133.22 116.60 153.91 60.77 80.22 73.69 24 124.26 108.76 156.61 60.77 87.51 69.10 26 116.55 102.01 159.14 60.77 94.80 64.34 28 109.84 96.14 161.52 60.77 102.09 59.43 30 103.94 90.98 163.76 60.77 109.39 54.37 32 98.71 86.40 165.89 60.77 116.68 49.21 34 94.04 82.31 167.91 60.77 123.97 43.94 36 89.84 78.63 169.84 60.77 131.26 38.58 38 86.03 75.30 171.69 60.77 138.55 33.14 Required Storage Volume = 95.00 m 3

Appendix 3 Existing Sewers Network Plans and HVM Model Data

HVM Modeling Data TORONT O SEWER SY STEM STUDY AREA 2 3243 CIRCULAR 0.38/0.38 INFLOW 3242 7165 OUTFLOW 3244 B.NO. 62100 EXIST. COMB. 3243 YU 110.035 YL 109.532 QF 129 DQ 22 QDLM 5 VNIGHT0.31 DUC 0.61 DLC 0.34 QLM 163 CAP -33 SU 113.133 SL 113.742 AF 0.114 DQD 0.2 HDLM 0.05 HNIGHT0.02 DUS -2.11 DLS -3.48 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 100.6 S 1/ 200 N 0.0130 SCOD 103 DWB 0.0 YUM 111.03 YLM 110.26 VLM 1.43 DH 0.27 3244 CIRCULAR 0.38/0.38 INFLOW 3243 OUTFLOW 3245 B.NO. 62100 EXIST. COMB. 3244 YU 109.532 YL 109.044 QF 129 DQ 25 QDLM 5 VNIGHT0.32 DUC 0.34 DLC 0.0 QLM 174 CAP -44 SU 113.742 SL 113.559 AF 0.114 DQD 0.4 HDLM 0.05 HNIGHT0.02 DUS -3.48 DLS -4.13 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 0.0130 SCOD 102 DWB 0.0 YUM 110.26 YLM 109.43 VLM 1.53 DH 0.34 3245 CIRCULAR 0.46/0.46 INFLOW 3244 OUTFLOW 3246 B.NO. 62080 EXIST. COMB. 3245 YU 109.044 YL 108.570 QF 211 DQ 27 QDLM 6 VNIGHT0.31 DUC -0.13 DLC -0.12 QLM 178 CAP 33 SU 113.559 SL 112.584 AF 0.164 DQD 0.4 HDLM 0.05 HNIGHT0.02 DUS -4.18 DLS -3.68 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 0.0130 SCOD 102 DWB 0.0 YUM 109.37 YLM 108.90 VLM 1.38 DH - 0 3246 CIRCULAR 0.46/0.46 INFLOW 3245 OUTFLOW 3910 B.NO. 62080 EXIST. COMB. 3246 YU 108.570 YL 106.578 QF 466 DQ 8 QDLM 6 VNIGHT0.58 DUC -0.26 DLC -0.26 QLM 177 CAP 289 SU 112.584 SL 110.999 AF 0.164 DQD 0.3 HDLM 0.04 HNIGHT0.01 DUS -3.82 DLS -4.23 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 0.0130 SCOD 102 DWB 0.0 YUM 108.77 YLM 106.77 VLM 2.66 DH 0 3247 CIRCULAR 0.76/0.76 INFLOW 3910 3240 OUTFLOW 9900 B.NO. 62070 EXIST. COMB. 3247 * YU 100.297 YL 99.237 QF 1339 DQ 9 QDLM 11 VNIGHT0.52 DUC -0.48 DLC -0.48 QLM 400 CAP 940 SU 110.085 SL 109.377 AF 0.455 DQD 0.1 HDLM 0.05 HNIGHT0.02 DUS -9.5 DLS -9.85 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 0.0130 SCOD 102 DWB 0.0 YUM 100.58 YLM 99.52 VLM 2.58 DH - 0 3253 CIRCULAR 0.31/0.31 INFLOW OUTFLOW 3254 B.NO. 35210 EXIST. COMB. 3253 YU 110.414 YL 109.896 QF 71 DQ 20 QDLM 1 VNIGHT0.22 DUC -0.21 DLC 0.31 QLM 30 CAP 41 Source: City of Toronto Grenadier Square

HVM Modeling Data SU 113.584 SL 113.437 AF 0.073 DQD 1.4 HDLM 0.03 HNIGHT0.01 DUS -3.07 DLS -2.93 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 103.6 S 1/ 200 N 0.0130 SCOD 102 DWB 0.0 YUM 110.51 YLM 110.51 VLM 0.93 DH - 0.52 3254 CIRCULAR 0.31/0.31 INFLOW 3253 OUTFLOW 3255 B.NO. 35210 EXIST. COMB. 3254 YU 109.896 YL 104.650 QF 480 DQ 0 QDLM 1 VNIGHT0.00 DUC 0.31 DLC 5.56 QLM 30 CAP 450 SU 113.437 SL 113.529 AF 0.073 DQD 0.0 HDLM 3.69 HNIGHT3.63 DUS -2.93 DLS -3.02 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 0.0130 SCOD 102 DWB 3.68 YUM 110.51 YLM 110.51 VLM 0.41 DH - 5.25 3255 CIRCULAR 0.61/0.61 INFLOW 3252 3254 OUTFLOW 3256 B.NO. 39160 EXIST. COMB. 3255 YU 104.650 YL 104.150 QF 453 DQ 3 QDLM 12 VNIGHT0.00 DUC 5.25 DLC 5.35 QLM 407 CAP 45 SU 113.529 SL 112.889 AF 0.292 DQD 0.4 HDLM 4.19 HNIGHT4.13 DUS -3.02 DLS -2.78 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 100.0 S 1/ 200 N 0.0130 SCOD 102 DWB 4.12 YUM 110.51 YLM 110.11 VLM 1.4 DH - 0.1 3256 CIRCULAR 0.61/0.61 INFLOW 3255 OUTFLOW 3257 B.NO. 39160 EXIST. COMB. 3256 YU 104.150 YL 103.632 QF 452 DQ 5 QDLM 13 VNIGHT0.00 DUC 5.35 DLC 5.44 QLM 408 CAP 44 SU 112.889 SL 113.584 AF 0.292 DQD 0.6 HDLM 4.71 HNIGHT4.65 DUS -2.78 DLS -3.90 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 103.6 S 1/ 200 N 0.0130 SCOD 102 DWB 4.64 YUM 110.11 YLM 109.69 VLM 1.4 DH - 0.1 3257 CIRCULAR 0.61/0.61 INFLOW 3256 OUTFLOW 3258 B.NO. 39160 EXIST. COMB. 3257 YU 103.632 YL 103.297 QF 449 DQ 4 QDLM 14 VNIGHT0.01 DUC 5.44 DLC 5.50 QLM 409 CAP 40 SU 113.584 SL 112.371 AF 0.292 DQD 0.5 HDLM 5.04 HNIGHT4.99 DUS -3.9 DLS -2.96 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 0.0130 SCOD 102 DWB 4.97 YUM 109.69 YLM 109.41 VLM 1.4 DH - 0.06 3258 CIRCULAR 0.61/0.61 INFLOW 3257 OUTFLOW 3259 B.NO. 39160 EXIST. COMB. 3258 YU 103.297 YL 103.132 QF 455 DQ 1 QDLM 14 VNIGHT0.01 DUC 5.5 DLC 5.53 QLM 409 CAP 46 SU 112.371 SL 112.096 AF 0.292 DQD 0.2 HDLM 5.20 HNIGHT5.15 DUS -2.96 DLS -2.82 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 0.0130 SCOD 102 DWB 5.13 YUM 109.41 YLM 109.27 VLM 1.4 DH - 0.03 Source: City of Toronto Grenadier Square

HVM Modeling Data 3259 CIRCULAR 0.61/0.61 INFLOW 3258 OUTFLOW 3040 32 60 B.NO. 39160 EXIST. COMB. 3259 YU 103.132 YL 102.608 QF 452 DQ 0 QDLM 14 VNIGHT0.01 DUC 5.53 DLC 5.63 QLM 410 CAP 42 SU 112.096 SL 111.944 AF 0.292 DQD 0.4 HDLM 5.73 HNIGHT5.67 DUS -2.82 DLS -3.10 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 104.9 S 1/ 200 N 0.0130 SCOD 101 DWB 5.66 YUM 109.27 YLM 108.85 VLM 1.41 DH - 0.09 3260 CIRCULAR 0.31/0.31 INFLOW 3259 OUTFLOW 3261 B.NO. 8720 EXIST. COMB. 3260 YU 108.256 YL 107.233 QF 91 DQ 89 QDLM 15 VNIGHT0.51 DUC 0.28 DLC 0.0 QLM 148 CAP -56 SU 111.944 SL 109.475 AF 0.073 DQD 1.2 HDLM 0.08 HNIGHT0.03 DUS -3.1 DLS -1.94 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 125.6 S 1/ 123 N 0.0130 SCOD 101 DWB 0.0 YUM 108.85 YLM 107.54 VLM 2.02 DH 0.28 3261 CIRCULAR 0.31/0.31 INFLOW 3260 OUTFLOW 9533 B.NO. 8720 EXIST. COMB. 3261 YU 107.233 YL 105.379 QF 379 DQ 0 QDLM 15 VNIGHT1.44 DUC -0.17 DLC -0.17 QLM 147 CAP 232 SU 109.475 SL 110.981 AF 0.073 DQD 0.0 HDLM 0.04 HNIGHT0.01 DUS -2.11 DLS -5.47 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 0.0130 SCOD 25 DWB 0.0 YUM 107.36 YLM 105.51 VLM 4.89 DH 0 3291 CIRCULAR 0.61/0.61 INFLOW OUTFLOW 9533 B.NO. 62070 EXIST. COMB. 3291 YU 105.933 YL 105.430 QF 550 DQ 1 QDLM 0 VNIGHT0.29 DUC -0.6 DLC -0.59 QLM 1 CAP 549 SU 110.490 SL 110.981 AF 0.292 DQD 0.1 HDLM 0.00 HNIGHT0.00 DUS -4.55 DLS -5.53 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 0.0130 SCOD 102 DWB 0.0 YUM 105.94 YLM 105.45 VLM 0.43 DH - 0.01 3910 CIRCULAR 0.46/0.46 INFLOW 3246 OUTFLOW 3247 B.NO. 62080 EXIST. COMB. 3910 YU 106.578 YL 106.287 QF 568 DQ 0 QDLM 6 VNIGHT0.67 DUC -0.28 DLC -0.28 QLM 177 CAP 391 SU 110.999 SL 110.085 AF 0.164 DQD 0.1 HDLM 0.03 HNIGHT0.01 DUS -4.25 DLS -3.62 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 0.0130 SCOD 102 DWB 0.0 YUM 106.75 YLM 106.46 VLM 3.08 DH - 0 9533 BASKET HAN DLE B 1.52/1.98 INFLOW9900 3291 3261 OUTFLOW 9901 B.NO. 8710 EXIST. COMB. 9533 YU 92.138 YL 91.470 QF 6496 DQ 0 QDLM 170 VNIGHT0.52 DUC 0 DLC 0.07 QLM 6136 CAP 361 SU 110.981 SL 110.944 AF 2.726 DQD 0.0 HDLM 0.17 HNIGHT0.06 DUS -16.87 DLS -17.42 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

HVM Modeling Data IW 0.0 L 269.7 S 1/ 404 N 0.0130 SCOD 101 DWB 0.01 YUM 94.11 YLM 93.52 VLM 2.25 DH - 0.08 9900 BASKET HAN DLE B 1.52/1.98 INFLOW9532 3247 OUTFLOW 9533 B.NO. 8700 EXIST. COMB. 9900 YU 92.144 YL 92.138 QF 18456 DQ 0 QDLM 154 VNIGHT1.08 DUC 0 DLC 0.01 QLM 6032 CAP 1 2425 SU 110.981 SL 110.981 AF 2.726 DQD 0.0 HDLM 0.16 HNIGHT0.05 DUS -16.86 DLS -16.86 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 0.0130 SCOD 25 DWB 0.07 YUM 94.12 YLM 94.12 VLM 2.4 DH - 0.01 9901 BASKET HAN DLE B 1.52/1.98 INFLOW9533 3042 OUTFLOW 9534 B.NO. 59720 EXIST. COMB. 9901 * YU 91.470 YL 91.108 QF 6180 DQ 0 QDLM 182 VNIGHT0.11 DUC 0.05 DLC 0.03 QLM 6436 CAP -256 SU 110.944 SL 102.870 AF 2.726 DQD 0.0 HDLM 0.17 HNIGHT0.16 DUS -17.45 DLS -9.75 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 161.5 S 1/ 446 N 0.0130 SCOD 102 DWB 0.0 YUM 93.5 YLM 93.12 VLM 2.36 DH 0.02 ****** ********** * 3977 CIRCULAR 1.68/1.68 INFLOW 7857 7062 OUTFLOW B.NO. 597205 PASSING ON EXIST. STORM 3977 * YU 96.612 YL 96.609 QF 5228 DQ 0 QDLM 437 VNIGHT0.80 DUC 0 DLC 0.0 QLM 5787 CAP -557 SU 109.170 SL 109.384 AF 2.213 DQD 0.0 HDLM 0.32 HNIGHT0.11 DUS -10.88 DLS -11.10 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 0.0130 SCOD 202 DWB 0.0 YUM 98.29 YLM 98.29 VLM 2.61 DH 0 7157 CIRCULAR 0.53/0.53 INFLOW 7156 OUTFLOW 7158 B.NO. 62100 EXIST. STORM 7157 YU 111.289 YL 111.075 QF 225 DQ 232 QDLM 0 VNIGHT0.0 DUC 0.17 DLC 0.18 QLM 322 CAP -96 SU 113.876 SL 113.803 AF 0.223 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -1.89 DLS -2.01 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 0.0130 SCOD 202 DWB 0.0 YUM 111.99 YLM 111.79 VLM 1.45 DH - 0.02 7158 CIRCULAR 0.53/0.53 INFLOW 7157 OUTFLOW 7159 B.NO. 62090 EXIST. STORM 7158 YU 111.060 YL 110.871 QF 246 DQ 45 QDLM 0 VNIGHT0.0 DUC 0.2 DLC 0.03 QLM 353 CAP -106 SU 113.803 SL 114.001 AF 0.223 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.01 DLS -2.56 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 0.0130 SCOD 202 DWB 0.0 YUM 111.79 YLM 111.44 VLM 1.59 DH 0.17 Source: City of Toronto Grenadier Square

HVM Modeling Data 7159 CIRCULAR 0.61/0.61 INFLOW 7158 OUTFLOW 7160 B.NO. 62090 EXIST. STORM 7159 YU 110.786 YL 110.396 QF 382 DQ 159 QDLM 0 VNIGHT0.0 DUC 0.04 DLC 0.0 QLM 450 CAP -67 SU 114.001 SL 113.693 AF 0.292 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.56 DLS -2.69 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 109.4 S 1/ 281 N 0.0130 SCOD 202 DWB 0.0 YUM 111.44 YLM 111.01 VLM 1.54 DH 0.04 7160 CIRCULAR 0.61/0.61 INFLOW 7159 OUTFLOW 7161 B.NO. 62090 EXIST. STORM 7160 YU 110.389 YL 109.466 QF 580 DQ 119 QDLM 0 VNIGHT0.0 DUC -0.18 DLC -0.13 QLM 527 CAP 53 SU 113.693 SL 112.258 AF 0.292 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.87 DLS -2.31 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 112.5 S 1/ 122 N 0.0130 SCOD 202 DWB 0.0 YUM 110.82 YLM 109.95 VLM 2.13 DH - 0.05 7161 CIRCULAR 0.61/0.61 INFLOW 7160 OUTFLOW 7162 B.NO. 62090 EXIST. STORM 7161 YU 109.438 YL 108.332 QF 924 DQ 113 QDLM 0 VNIGHT0.0 DUC -0.27 DLC -0.24 QLM 615 CAP 309 SU 112.258 SL 111.185 AF 0.292 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -2.48 DLS -2.48 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 0.0130 SCOD 202 DWB 0.0 YUM 109.77 YLM 108.70 VLM 3.34 DH - 0.03 7162 CIRCULAR 0.53/0.53 INFLOW 7161 OUTFLOW R605 B.NO. 62090 EXIST. STORM 7162 YU 107.954 YL 106.878 QF 1810 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.32 DLC -0.32 QLM 614 CAP 1195 SU 111.185 SL 111.000 AF 0.223 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -3.02 DLS -3.91 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 0.0130 SCOD 202 DWB 0.0 YUM 108.17 YLM 107.09 VLM 7.37 DH 0 7854 CIRCULAR 1.68/1.68 INFLOW 7853 OUTFLOW 7855 B.NO. 39160 EXIST. STORM 7854 YU 107.063 YL 106.080 QF 7044 DQ 203 QDLM 437 VNIGHT0.99 DUC -0.7 DLC -0.70 QLM 4488 CAP 2556 SU 113.882 SL 113.209 AF 2.213 DQD 0.0 HDLM 0.28 HNIGHT0.09 DUS -5.84 DLS -6.15 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 180.1 S 1/ 183 N 0.0130 SCOD 202 DWB 0.0 YUM 108.04 YLM 107.06 VLM 3.33 DH - 0.01 7855 CIRCULAR 1.68/1.68 INFLOW 7854 OUTFLOW R726 B.NO. 39160 EXIST. STORM 7855 YU 106.043 YL 105.055 QF 7101 DQ 207 QDLM 437 VNIGHT1.00 DUC -0.7 DLC -0.70 QLM 4520 CAP 2581 SU 113.209 SL 112.447 AF 2.213 DQD 0.0 HDLM 0.28 HNIGHT0.09 DUS -6.19 DLS -6.41 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

HVM Modeling Data IW 0.0 L 178.2 S 1/ 180 N 0.0130 SCOD 202 DWB 0.0 YUM 107.02 YLM 106.04 VLM 3.36 DH - 0 7856 CIRCULAR 1.68/1.68 INFLOW R726 R605 OUTFLOW 7857 B.NO. 8710 EXIST. STORM 7856 YU 98.965 YL 97.484 QF 8008 DQ 201 QDLM 437 VNIGHT1.09 DUC -0.7 DLC -0.46 QLM 5127 CAP 2881 SU 112.040 SL 111.209 AF 2.213 DQD 0.0 HDLM 0.27 HNIGHT0.09 DUS -12.09 DLS -12.50 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 210.0 S 1/ 142 N 0.0130 SCOD 206 DWB 0.01 YUM 99.95 YLM 98.71 VLM 3.35 DH - 0.24 7857 CIRCULAR 1.68/1.68 INFLOW 7856 7055 OUTFLOW 3977 B.NO. 8700 EXIST. STORM 7857 YU 97.481 YL 96.850 QF 7262 DQ 99 QDLM 437 VNIGHT1.01 DUC -0.45 DLC -0.24 QLM 5487 CAP 1775 SU 111.209 SL 109.170 AF 2.213 DQD 0.0 HDLM 0.27 HNIGHT0.09 DUS -12.5 DLS -10.88 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 108.8 S 1/ 172 N 0.0130 SCOD 208 DWB 0.0 YUM 98.71 YLM 98.29 VLM 3.27 DH - 0.22 R604 CIRCULAR 1.37/1.37 INFLOW R590 OUTFLOW R605 B.NO. 357795 EXIST. STORM R604 YU 105.640 YL 105.620 QF 3463 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.95 DLC -0.93 QLM 165 CAP 3298 SU 111.060 SL 111.000 AF 1.472 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -5 DLS -4.94 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 0.0130 SCOD 201 DWB 0.0 YUM 106.06 YLM 106.06 VLM 0.4 DH - 0.02 R605 CIRCULAR 1.37/1.37 INFLOW R604 7162 OUTFLOW 7856 B.NO. 357795 EXIST. STORM R605 YU 105.620 YL 105.120 QF 3460 DQ 0 QDLM 0 VNIGHT0.0 DUC -0.93 DLC -0.93 QLM 767 CAP 2693 SU 111.000 SL 112.040 AF 1.472 DQD 0.0 HDLM 0.0 HNIGHT0.0 DUS -4.94 DLS -6.48 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 127.9 S 1/ 256 N 0.0130 SCOD 201 DWB 0.0 YUM 106.06 YLM 105.56 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

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

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 3621.0 m 2 Proposed Total GFA 20323.0 m 2 Proposed Units Density Population Type Units (P.P.U) Studio 27 1.4 38 1 Bedroom 152 1.4 213 2 Bedroom 86 2.1 181 3 Bedroom 14 3.1 43 Total 279 475 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

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 1352 3rd Floor largest 1375 4th 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 90.00 l/s

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 1690.2 US GPM

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 20323.0 m 2 Proposed Amenity Indoor Space 1068 m 2 Proposed Units Density Population Type Units (P.P.U) Studio 27 1.4 39 1 Bedroom 152 1.4 258 2 Bedroom 86 2.1 195 3 Bedroom 14 3.1 195 Amenity Block 1068 m 2 x 3.3 person/100m 2 = 36 Total 279 723 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 14.63 L/sec Infiltration Allowance (@ 0.26 L/sec/ha) 0.13 L/sec Design Flow 14.76 L/sec

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 1350 3rd Floor largest 1378 4th 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

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: 90.00 L/sec Max. Day Demand plus Fire Flow: Design Water Demand or 2.08 L/sec 92.08 L/sec 1703.44 US GPM

Appendix 5 Existing Sanitary Sewer Analysis

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 1496 1496 4.95 4.95 3.68 0.0166 5A 6A 487 1983 0.87 5.82 3.59 0.0213 0.013 450 1.33 0.3288 84.5 2.07 0.3075 Gothic Avenue 2A 6A 1042 1042 6.75 6.75 3.79 0.0127 Quebec Avenue 6A 7A 11 3036 0.36 12.93 3.44 0.0324 0.013 750 1.33 1.2839 90.5 2.91 1.2515 High Park Ave. 3A 12A 1322 1322 7.06 7.06 3.72 0.0155 12A 13A 853 2175 1.60 8.66 3.56 0.0237 0.013 600 0.50 0.4342 309.5 1.54 13A 8A 1041 3216 2.34 11.00 3.42 0.03338 0.013 600 0.50 0.4342 309.5 1.54 0.4104 0.4008 Refer to Fig. 03 for drainage areas and population. LEA Consulting Ltd.

1.60 Ha 853 2.34 Ha 1041 3A 9A 12A 13A 600 VCP @ 0.50% 8A 7.06 Ha 1322 1A 2A 4A 4.95 Ha 1496 450 VCP @ 2.50% 5A 0.87 Ha 487 0.36 Ha 11 6A 7A 750 VCP @ 1.33% 11A 10A LEGEND: xa Low-rise Apartments Proposed Building Footprint Sanitary Sewer Lines Sanitary Sewer Manhole 6.75 Ha 1042 1950 x 1500 TRUNK SEWER @ 0.64% Drainage Boundary x.xx Ha xx Drainage Boundary Area Population in Area

Population along High Park Ave. from manhole 3A to 12A, and along Glenlake Ave. from manhole 4A to 9A 200-95 High Park 368-348 Glenlake 95 High Park 100 High Park Single Family Dwelling 3.5 57 199.5 2 7 0 0 Semi-Detached 2.7 3 8.1 0 0 0 Townhouse 2.7 0 0 0 0 Duplex 2.3 0 3 6.9 0 0 Triplex 3.7 0 1 3.7 0 0 Apartment: Bachelor 1.4 0 0 14 19.6 46 64.4 1 Bedroom 1.4 0 0 142 198.8 301 421.4 2 Bedroom 2.1 20 42 0 60 126 95 199.5 3 Bedroom 3.1 0 0 0 8 24.8 Total Population: 250 18 344 710 1322 Population along High Park Ave. from manhole 12A to 13A 70 High Park 65 High Park Single Family Dwelling 3.5 0 0 Semi-Detached 2.7 0 0 Townhouse 2.7 0 0 Duplex 2.3 0 0 Triplex 3.7 0 0 Apartment: Bachelor 1.4 1 1.4 22 30.8 1 Bedroom 1.4 50 70 210 294 2 Bedroom 2.1 118 247.8 88 184.8 3 Bedroom 3.1 0 8 24.8 Total Population: 319 534 853 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.

Population along High Park Ave. from manhole 13A to 8A 14-5 High Park 53-41 High Park 40 High Park 52 High Park (Townhouses) 35 High Park Single Family Dwelling 3.5 4 14 0 0 0 0 Semi-Detached 2.7 0 0 0 0 0 Townhouse 2.7 0 12 32.4 0 0 0 Duplex 2.3 0 0 0 0 0 Triplex 3.7 0 0 0 0 0 Apartment: Bachelor 1.4 0 0 38 53.2 0 0 1 Bedroom 1.4 0 0 212 296.8 0 0 2 Bedroom 2.1 0 0 79 165.9 0 0 3 Bedroom 3.1 0 0 0 8 24.8 0 Business 4.7 3 14.2 26 storey apartment 17 26 440.2286 Total Population: 28 32 516 25 440 1041 Population along Quebec Ave. from manhole 1A to 5A 235-66 Quebec 100 Quebec 77 Quebec Single Family Dwelling 3.5 35 122.5 0 0 Semi-Detached 2.7 10 27 0 0 Townhouse 2.7 1 2.7 0 0 Duplex 2.3 0 0 0 Triplex 3.7 1 3.7 0 0 Apartment: Bachelor 1.4 0 0 76 106.4 1 Bedroom 1.4 0 14 19.6 171 239.4 2 Bedroom 2.1 13 27.3 262 550.2 77 161.7 3 Bedroom 3.1 0 76 235.6 0 Total Population: 183 805 508 1496 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 0.023 individuals/gfa/floor was used.

Population along Quebec Ave. from manhole 5A to 6A 50 Quebec Single Family Dwelling 3.5 0 Semi-Detached 2.7 0 Townhouse 2.7 0 Duplex 2.3 0 Triplex 3.7 0 Apartment: Bachelor 1.4 0 1 Bedroom 1.4 0 2 Bedroom 2.1 145 304.5 3 Bedroom 3.1 59 182.9 Total Population: 487 487 Population along Quebec Ave. from manhole 5A to 6A 20-22 Quebec Single Family Dwelling 3.5 3 10.5 Semi-Detached 2.7 0 Townhouse 2.7 0 Duplex 2.3 0 Triplex 3.7 0 Apartment: Bachelor 1.4 0 1 Bedroom 1.4 0 2 Bedroom 2.1 0 3 Bedroom 3.1 0 Total Population: 11 11 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.

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 112-54 Pine Crest 121-26 Gothic 381-393 Glenlake 20 Gothic 9 storey apartment Single Family Dwelling 3.5 41 143.5 40 140 8 28 0 0 Semi-Detached 2.7 2 5.4 5 13.5 1 2.7 0 0 Townhouse 2.7 0 0 0 0 0 Duplex 2.3 0 0 0 0 0 Triplex 3.7 0 4 14.8 0 0 0 Apartment: 0 0 0 0 0 Bachelor 1.4 0 0 0 0 1 Bedroom 1.4 0 0 92 128.8 0 2 Bedroom 2.1 0 12 25.2 0 83 174.3 0 3 Bedroom 3.1 0 0 0 0 0 9 storey apartment 41 0 0 9 365.0 Total Population: 149 194 31 303 365 1042 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 0.023 individuals/gfa/floor was used.

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. http://www.toronto.ca/building_app/home.htm 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 2009 13 5479.00 80.00 0.00 175 14360.30 14360.30 0.00 1503.80 8 0 0 180 0 Residential Apartments 1 Bedroom 92 0 20 GOTHIC AVE 2 Bedroom 83 0 Private Unit Assusted Unit 40 HIGH PARK AVE 1965 13 8008.00 121.90 0.00 324 34917.30 22617.30 12300.00 1185.10 20 2 0 331 21 Residential Apartments Bachelor 76 0 40 HIGH PARK AVE 1 Bedroom 171 0 40 HIGH PARK AVE 2 Bedroom 77 0 52 HIGH PARK AVE 1969 13 2043.80 67.06 30.48 8 1536.90 1536.90 0.00 768.47 2 0 8 0 0 Residential Townhouses 3 Bedroom 8 0 65 HIGH PARK AVE 1929 13 9793.00 74.60 0.00 328 35131.70 35131.70 0.00 2339.10 22 1 318 0 16 Residential Apartments Bachelor 22 0 65 HIGH PARK AVE 1 Bedroom 210 0 65 HIGH PARK AVE 2 Bedroom 88 0 65 HIGH PARK AVE 3 Bedroom 8 0 70 HIGH PARK AVE 2005 13 1854.40 30.40 60.90 169 16954.90 13438.70 3516.20 447.70 20 2 0 196 0 Residential Apartments Bachelor 1 0 70 HIGH PARK AVE 1 Bedroom 50 0 70 HIGH PARK AVE 2 Bedroom 118 0 95 HIGH PARK AVE 1969 13 3965.80 108.80 36.20 216 22719.70 22719.70 0.00 1059.00 15 1 195 0 26 Residential Apartments Bachelor 14 0 95 HIGH PARK AVE 1 Bedroom 142 0 95 HIGH PARK AVE 2 Bedroom 60 0 100 HIGH PARK AVE 1971 13 11533.20 105.10 109.70 450 46243.80 46243.80 0.00 1185.40 24 1 512 0 42 Residential Apartments Bachelor 0 46 100 HIGH PARK AVE 1 Bedroom 0 301 100 HIGH PARK AVE 2 Bedroom 0 95 100 HIGH PARK AVE 3 Bedroom 0 8 50 QUEBEC AVE 1977 13 7818.50 87.70 0.00 204 28448.80 22401.10 6047.70 1516.40 25 3 0 198 14 Residential Apartments 2 Bedroom 145 0 50 QUEBEC AVE 3 Bedroom 59 0 77 QUEBEC AVE 1969 13 8007.90 109.70 0.00 324 29677.70 29677.70 0.00 1185.10 20 1 304 0 21 Residential Apartments Bachelor 76 0 77 QUEBEC AVE 1 Bedroom 171 0 77 QUEBEC AVE 2 Bedroom 77 0 100 QUEBEC AVE 1980 13 13860.90 132.20 0.00 352 64039.60 40954.00 23085.60 5072.40 19 3 0 710 65 Residential Apartments 1 Bedroom 14 0 100 QUEBEC AVE 2 Bedroom 262 0 100 QUEBEC AVE 3 Bedroom 76 0 105 QUEBEC AVE 1959 13 743.20 15.24 48.77 6 396.80 396.80 0.00 132.29 2 0 4 0 1 Residential Singles 109 QUEBEC AVE 1959 13 399.47 8.23 48.77 3 386.20 386.20 0.00 128.76 2 0 2 0 1 Residential Singles 111 QUEBEC AVE 1959 13 343.73 6.71 48.77 3 386.20 386.20 0.00 128.76 2 0 2 0 0 Residential Singles Source: City of Toronto

Appendix 6 Hydrant Flow Test data and Watermains Adequacy Assessment

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) 0 65.0 50 64.7 100 64.5 150 64.2 200 64.0 250 63.7 300 63.5 350 63.2 400 63.0 450 62.7 500 62.5 550 62.2 589 62.0 639 61.2 689 60.5 739 59.7 749 59.6 799 58.8 849 58.1 853 58.0 903 57.5 953 57.0 1003 56.5 1053 56.0 1103 55.6 1160 55.0 1210 54.5 1260 54.0 1310 53.5 1360 53.0 1410 52.6 1460 52.1 1510 51.6 1560 51.1 1610 50.6 1660 50.1 1710 49.6 1760 49.1 1810 48.6

FLOW TEST CHART (BASED ON CORIX WATER SERVICES TEST, OCT. 9, 2013) Page: D-04 PRESSURE (PSI) 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 500 1000 1500 2000 2500 FLOW (US GPM)

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) 0 67.0 50 66.8 100 66.7 150 66.5 200 66.3 250 66.1 300 66.0 350 65.8 400 65.6 450 65.4 500 65.3 550 65.1 574 65.0 624 64.1 674 63.3 724 62.4 749 62.0 799 61.8 849 61.5 899 61.3 949 61.0 999 60.8 1049 60.5 1099 60.3 1149 60.1 1160 60.0 1210 59.8 1260 59.5 1310 59.3 1360 59.0 1410 58.8 1460 58.5 1510 58.3 1560 58.1 1610 57.8 1660 57.6 1710 57.3 1760 57.1 1810 56.8

FLOW TEST CHART (BASED ON CORIX WATER SERVICES TEST, OCT. 9, 2013) Page: E-05 PRESSURE (PSI) 68.0 66.0 64.0 62.0 60.0 58.0 56.0 54.0 0 500 1000 1500 2000 2500 FLOW (US GPM)

Appendix 7 Figures and Drawings