89 Avenue Road GP Ltd. Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development City of Toronto

89 Avenue Road GP Ltd. Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development City of Toronto Prepared By: R.J. Burnside & Associates Limited 6990 Creditview Road, Unit 2 Mississauga ON L5N 8R9 Prepared for: 89 Avenue Road GP Ltd. August 2012 File No: 300030471 The material in this report reflects best judgement in light of the information available at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions made based on it, are the responsibilities of such third parties. R.J. Burnside & Associates Limited accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report.

89 Avenue Road GP Ltd. i Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 Record of Revisions Revision Date Description 0 August 2012 Initial Submission R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. ii Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 Table of Contents 1.0 Introduction... 1 1.1 Background... 1 1.2 Site Description... 1 1.3 Proposed Development... 2 2.0 Sanitary Servicing... 4 2.1 Existing Sanitary Infrastructure... 4 2.2 Proposed Sanitary Servicing... 5 3.0 Water Servicing Network... 7 3.1 Existing Water Supply Network... 7 3.2 Proposed Water Servicing... 7 3.3 Fire Protection... 8 4.0 Stormwater Management... 9 4.1 Storm Servicing Design Criteria... 9 4.2 Method of Analysis... 9 4.3 Allowable Release Rate... 9 4.4 Proposed Storm Water Quantity Controls... 10 4.4.1 Rooftop Controls... 10 4.4.2 Stormwater Management Vault... 12 4.5 Storm Infiltration Requirements... 13 4.6 Proposed Storm Water Quality Controls... 13 5.0 Road Access and Improvements... 15 6.0 Utilities... 16 7.0 Conclusions and Recommendations... 17 R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. iii Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 Tables Table 1 Summary of Existing Sanitary Infrastructure... 4 Table 2 Summary of Post-Development Sewer Network... 6 Table 3 Post-Development Land Use Area Breakdown... 10 Table 4 Proposed Development SWM Summary Table... 12 Table 4 Overall Efficiency Removal Estimate of Water Quality Control... 14 Table 5 Stormwater Management Summary Table... 17 Figures Figure 1 Key Plan... 3 Figure 2 Rooftop Stormwater Management Controls... 11 Appendices A B C D Sanitary Design Calculations Water Demand Calculations Rational Method Storm Drainage Design Calculations Supporting Documentation Drawing List GR1 GS1 ES1 D1 Site Grading Plan... Back Pocket Site Servicing Plan... Back Pocket Erosion and Sediment Control Plan... Back Pocket Details Sheet... Back Pocket R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 1 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 1.0 Introduction 1.1 Background R. J. Burnside & Associates Limited (Burnside) are the Consulting Engineers retained by 89 Avenue Road GP Ltd. to prepare a Functional Servicing and Stormwater Management Report in favour of a proposed Re-Zoning and Site Plan Application for the construction of a 28-storey building with both residential and hotel usages. The development is located at 89 Avenue Road within the City of Toronto. The purpose of this Functional Servicing and Stormwater Management Report is to comply with the City of Toronto s Development Application Guide requirement to include a servicing assessment report with application for Zoning Amendments. This Functional Servicing and Stormwater Management Report will: Calculate the anticipated sanitary contribution from this development; Evaluate the existing municipal sanitary infrastructure for capacity; Calculate the anticipated municipal water demand; Evaluate the existing municipal water supply for capacity; Evaluate the allowable stormwater release rates; Calculate the means of achieving these stipulated release rates; Demonstrate compliance of the proposed stormwater control measures with the City of Toronto's Wet Weather Flow Management Guidelines. All of the above will be done in accordance with accepted engineering practices and criteria from the governing approval agencies and in support the subsequent application for Site Plan Approval. 1.2 Site Description The subject property is 1,101 square meters (11,850 square feet) in area and is presently occupied by an 8-storey Howard Johnson Hotel building. Avenue Road bounds the property to the west, an existing 12-storey residential building to the north, a 6-storey residential building to the south and a laneway to the east. The site is occupied by an 8-storey Howard Johnson Hotel building and a paved parking area. The parking area is highly impervious, which results in sheet drainage to the area drains located on the adjacent property to the north. The topography is generally flat. There is a gentle northerly slope on the paved parking area at the east end of the site. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 2 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 This area of the City of Toronto is well established and serviced by an extensive network of municipal infrastructure including roads, sewer, watermains and other utilities and services. 1.3 Proposed Development The proposed development will see the demolition of the existing building and the construction of one building with a 28-storey tower facing Avenue Road and a 6-storey tower on the east side of the property. A hotel is proposed for Floors 1 through to 13, and residential units are proposed for Floors 14 through 28. There will be some retail GFA on the first and second floors. There will be a total of 41 residential units and 498 square meters (5,360 square feet) of retail space and the hotel portion will include a total of 80 hotel units. Three levels of underground parking will be located below the P1 level. The proposed underground parking structure will be accessed via automobile elevators located on the ground floor. Vehicular access to the elevators will be through the adjacent property to the north, off of Avenue Road. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 4 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 2.0 Sanitary Servicing 2.1 Existing Sanitary Infrastructure Currently there is an existing 900mm x 600mm egg-shaped brick (E.S. Br) combined sewer located within the right-of-way on Avenue Road directly in front of the subject lands. The sewer flows southwards on Avenue Road toward Cumberland Street and easterly on Cumberland Street. Based on the available data from the City of Toronto, and the proposed development, we are proposing two connections to the existing 900mm x 600mm E.S. Br combined sewer (Dorsch identifier: 4257). This section of sewer is approximately 189 L/s under capacity. This combined sewer outlets to a second 900mm x 600mm E.S. Br combined sewer (Dorsch identifier: 4262), which is the limiting sewer in this municipal combined sewer network and is currently at capacity. However, Sewer 4262 outlets into a splitter manhole, which splits the flow to a 1200mm diameter combined trunk sewer, and this sewer (Dorsch identifier: 149) is significantly under capacity. As there are no storm sewers in the vicinity of Avenue Road, under existing conditions the existing combined sewer receives both sanitary and storm flows from the site. Therefore, the existing sanitary and storm loading from the site have been calculated and removed from existing receiving combined sewer (Dorsch identifier: 4257). Refer to Table 1 for results and Appendix A for calculations. Table 1 Summary of Existing Sanitary Infrastructure Existing Avenue Road Combined Sewer Networks Sewer No. Receiving Sewer No. Diameter (m) Slope Length (m) Full Flow Capacity (L/s) Flow from Model (L/s) Existing Spare Capacity (L/s) Existing Flows from Site (San and Stm) (L/s) New Reserve Capacity (L/s) 4257 4261 900x600 E.S. Br. 0. 87% 80.5 950 761 189 25.3 214 4261 4262 900x600 E.S. Br. 0.95% 6.7 994 756 238 25.3 263 4262 148 900x600 E.S. Br. 0.98% 86.3 1,006 1,005 1 25.3 26 148 149 600mm 16.70% 9.1 2,539 552 1,987 25.3 2012 149 150 1200mm 0.97% 75 3,996 552 3,444 25.3 3469 R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 5 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 2.2 Proposed Sanitary Servicing The proposed development will see the construction of a 28-storey building multi-use building. As the building will have two separate uses (residential and hotel), it will require two separate sanitary service connections to the building. The residential portion of the building (Connection 1) includes 41 residential units. Based on the unit breakdown, the 41 residential units combine for a total of 94 equivalent persons. Based on the City of Toronto criteria usage of 450 L/cap/day and an infiltration rate of 0.26 L/s/ha, the total anticipated sanitary flow from Connection 1 is calculated to be 2.10 L/s. Refer to Appendix A for calculations. The hotel portion of the building (Connection 2) includes 80 hotel units and 498 square metres of retail GFA. Based on the unit breakdown, the 80 hotel units combine for a total of 112 equivalent persons. The retail space will contribute approximately 5 persons of sanitary flow based on an equivalent population based on 1.1 persons per 100 square meters. Therefore, the total equivalent residential population for the residential portion of the building is 117 persons. Based on the City of Toronto criteria usage of 450 L/cap/day and an infiltration rate of 0.26 L/s/ha, the total anticipated sanitary flow from Connection 2 is calculated to be 2.60 L/s. Refer to Appendix A for calculations. Therefore, the total anticipated sanitary flows from the proposed development will be 4.70 L/s. This combined with the post-development stormwater flows of 13.2 L/s, combines for a total anticipated flows of 17.9 L/s. See Section 4.0 for the proposed stormwater management strategy and runoff calculations. The 17.9 L/s anticipated flows is less than the existing loading of 25.3 L/s to the combined sewer. Therefore, the development is providing a net benefit of approximately 7.40 L/s to the existing combined sewer network in the Avenue Road right-of-way. Refer to Table 2 below for a post-development flow summary. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 6 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 Table 2 Summary of Post-Development Sewer Network Post-Development Avenue Road Combined Sewer Network Sewer No. Receiving Sewer No. Diameter (m) Slope Length (m) Full Flow Capacity (L/s) New Reserve Capacity (L/s) Post- Development Flows (San and Stm) (L/s) Post- Development Spare Capacity (L/s) 4257 4261 900x600 E.S. Br. 0. 87% 80.5 950 214 17.9 196 4261 4262 900x600 E.S. Br. 0.95% 6.7 994 263 17.9 245 4262 148 900x600 E.S. Br. 0.98% 86.3 1,006 26 17.9 8 148 149 600mm 16.70% 9.1 2,539 2012 17.9 1994 149 150 1200mm 0.97% 75 3,996 3469 17.9 3451 Both sanitary connections will consist of a 200mm diameter sanitary connection to the existing 900mm x 600mm E.S. Br combined sewer. The connections will be made to a proposed manhole, which will be installed using a doghouse method. Both connections will have a slope of 2.00% and a length of 10.0m. The findings are that this development can be serviced from the existing municipal combined sewer network within Avenue Road, which can be designed and constructed to comply with the applicable City of Toronto sanitary sewage criteria and standards. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 7 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 3.0 Water Servicing Network 3.1 Existing Water Supply Network Presently in the vicinity of the proposed development there is a 150mm diameter watermain on the east side of Avenue Road, as well as a 300mm diameter watermain on the west side of Avenue Road. There is no fire hydrant within 45m of the proposed development. As per the requirements of the City of Toronto, water pressure testing was undertaken within the Avenue Road right-of-way. This test was done at the hydrant at the corner of Avenue Road and Yorkville Road. The test was completed in October 2011 and indicates a residual pressure of 46 psi at a flow of 1144 USGPM (72.2 L/s) and a static pressure of 58 psi. Refer to Appendix B for the corresponding test results. 3.2 Proposed Water Servicing The proposed water service connection will be from the existing 150mm diameter watermain on the east side of Avenue Road. As there are two proposed uses for the development, two separate domestic and fire services will be brought into the building. The proposed service for the residential portion of the building will be a 200mm diameter fire flow supply connection which will be made to the existing 150mm diameter watermain; a 150mm diameter domestic supply connection will be taped off of the 200mm diameter fire service as per City standards. The proposed service for the hotel portion of the building will be a 200mm diameter fire flow supply connection which will be made to the existing 150mm diameter watermain; a 150mm diameter domestic supply connection will be taped off of the 200mm diameter fire service as per City standards. As the building height is greater than 84m, a second fire service line is required. In this case, as there are two proposed fire services entering the building, this will act as the required redundant fire service. These two services will be separated by a proposed mainline 150mm diameter valve and box to ensure firefighting coverage will be supplied to the building in the event of a mainline watermain break. Refer to Drawing GS1. The anticipated domestic demand for the residential portion of the building is 0.52 L/s and the anticipated domestic demand for the hotel portion of the building is 0.65 L/s. The fire flow requirements for the entire building are 90.6 L/s. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 8 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 Based on the results of the fire flow test that was completed on the hydrant at the corner of Avenue Road and Yorkville Road, under the required fire flow loading of 90.6 L/s, the operating pressure is anticipated to be approximately 41.8 psi which is greater than the 21.8 psi minimum required. Refer to Appendix B for the calculations and corresponding test results. Booster pumps will be required within the building to satisfy the fire and domestic consumption needs at the upper levels. 3.3 Fire Protection As there is no fire hydrant within 45m of the building, a new fire hydrant will be constructed along the site s frontage to provide adequate fire fighting protection. A Siamese connection will be placed on the north face of the building well within the maximum allowable distance from a hydrant of 45.0m. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 9 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 4.0 Stormwater Management 4.1 Storm Servicing Design Criteria The stormwater management criteria for this development are based on the Wet Weather Flow Management Guidelines as published by the City of Toronto, November 2006. As this development is a Residential Infill Housing (relatively small isolated development or intensification) with a site area greater than 0.1ha but less than 5ha, the following stormwater management criteria are applied. Water Balance All the runoff from a 5mm rainfall event is to be retained onsite to be infiltrated, re-used or evapotranspiration. Water Quality Long-term average removal of 80% of the total suspended solids on an annual loading basis. To be based on 100% of the runoff leaving the site from all storm events that occurs in an average year. Water Quantity 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 per-cent imperviousness of a development site under pre-development condition is higher than 50% (regardless of what the post-development condition is), the maximum value of C (Runoff Coefficient) used in calculating the pre-development peak runoff rate is limited to 0.5. 4.2 Method of Analysis The Modified Rational Method has been used to calculate the runoff rates from all drainage catchments and to quantify the detention storage for all control measures, which is in keeping within the requirements of the Wet Weather Flow Management Plan for developments of this size. Refer to Appendix C for all stormwater calculations. 4.3 Allowable Release Rate The allowable release rate to the municipal sewers as described above is 13.5 L/s, which is calculated based on the entire 1,101 square meters site area at a runoff coefficient of 0.50 and a 2-year 10 minute rainfall intensity. Refer to Appendix C. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 10 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 4.4 Proposed Storm Water Quantity Controls To provide stormwater attenuation for this development, a combination of roof-top controls and subsurface storage will be implemented. For subsurface storage, a stormwater management vault, located on the P1 level will be implemented to store the excess rainfall. Refer to Drawing GS1. Under proposed development conditions, the majority of the site area will be taken up by rooftops. The upper roof level is the only viable option to place control flow roof drains, as the remaining rooftop levels are terraces and balconies for the future residents. The total roof area that will be used for rooftop storage is 225 square metres. Refer to the table below and to Figure 2 for post-development drainage areas. Table 3 Post-Development Land Use Area Breakdown Non-Rooftop Area Area (m 2 ) Runoff Coefficient Pavement Area 57 0.90 Rooftop Area Controlled Rooftop Area 225 0.90 Remaining Rooftop Area 819 0.90 Total Site Area 1,101 0.90 As mentioned above, the remaining rooftop area will be made up of resident balconies and terraces. To be conservative, the runoff coefficient for this area has been assumed to be 0.90. Most likely these areas will consist of plantings and unit pavers, which have a much smaller runoff coefficient. 4.4.1 Rooftop Controls The proposed building will incorporate roof-top controls to mitigate the increase in peak flow rates due to the development. The roof area which is designated for control will be served by one (1) Zurn Control-Flo roof drains. Refer to Figure 2 for the roof drain location. The roof drain will have a release rate of 0.15 L/cm of heads per notch and will have one notch. Refer to Appendix C for detailed calculations of the flow rates and storage requirements for the roof drain. The maximum depth of the roof drains will be 8.65 cm, which is much less than the Zurn Control-Flo recommendation of 15cm of maximum storage depth. Refer to Appendix C for calculations. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 12 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 4.4.2 Stormwater Management Vault The proposed stormwater management vault is to be located on the P1 level and will attenuate runoff from storm events larger than the 2-year storm event. All flows going to the vault include runoff from the rooftops and runoff from the surface areas. The proposed vault will be 35 square meters in area and will be located in the south-western corner of the P1 level. The vault will be fitted with a 75mm diameter short tube orifice at an elevation of 114.10m. The bottom of the P1 elevation, and subsequent bottom of the vault elevation, is 113.85m. Therefore, the sump height will be 0.25m deep. Table 4 below outlines the required and provided storage values for the 2- and 100-year design storms. Table 4 Proposed Development SWM Summary Table 2-Year 100-Year Calculated Allowable Release Rate (L/s) 13.5 13.5 Actual Release Rate (L/s) 7.0 13.2 Required Storage (m 3 ) 8.0 25.7 Provided Storage (m 3 ) 8.4 26.3 Rooftop Release Rate (L/s) 1.1 1.3 Rooftop Storage Provided (m 3 ) 5.6 8.2 Under the 2-year rainfall event, the required storage needed in the vault is 8.0 m 3. The water level within the vault is anticipated to reach a depth of 0.24m above the permanent pool elevation, providing 8.4 m 3 of storage and a controlled flow of 7.04 L/s to the municipal sewer, which is less than the allowable rate of 13.5 L/s. Under the 100-year rainfall event, the required storage is 25.7 m 3. The water level within the vault is anticipated to reach a depth of 0.75 m above the permanent pool elevation, providing 26.3 m 3 of storage and a controlled flow of 13.2 L/s to the municipal sewer, which is less than the allowable rate of 13.5 L/s. The proposed storm service connection from the vault to the municipal storm sewer network will consist of a 200mm diameter storm connection to the existing 900mm x 600mm E.S. Br combined sewer (Dorsch identifier: 4257) along Avenue Road. The storm connection will be made to this sewer and will have a slope of 2.00% and a length of 10.0m. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 13 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 4.5 Storm Infiltration Requirements In all cases, the minimum onsite runoff retention requires the proponent to retain all runoff from a small design rainfall event, typically 5mm, through infiltration, evapotranspiration and/or rainwater re-use as outlined in the Wet Weather Flow Management Guidelines. In Toronto, storms with 24-hour volumes of 5mm or less contribute to about 50% of the total average rainfall volume. The infiltration requirements are calculated as follows: Min. Rainfall Re-Use = Site Area (m 2 ) * Composite Site Runoff Coefficient * 5mm Min. Rainfall Re-Use = 1,101 m 2 * 0.90 * 0.005m Min. Rainfall Re-Use = 4.95 m 3 Therefore, the proposed site will require a minimum of 4.95 cubic meters of either infiltration or rainwater re-use. On this site, rainwater re-use will be the method used to meet the water balance requirements. The re-use volume will be stored in a sump provided with the concrete stormwater vault located in the underground P1 parking level. The supply of re-usable water will be used primarily for onsite irrigation of landscaped areas including the amenity roof areas and for housekeeping purposes, i.e. washing of the loading, driveway and sidewalk areas within the building envelope. The stormwater vault located on the P1 level, has an outgoing pipe at an invert of 114.10, the bottom of the vault elevation is 113.85. The vault is 35.0 square meters in area, therefore the storage provided will be 8.75 cubic meters, which is greater than the 4.95 cubic metres required. The vault will be fitted with submersible pumps to deliver water to a series of hose bibs that will be located within the building area. Details are to be provided by the Mechanical Consultant at the Building Permit stage of the Application. 4.6 Proposed Storm Water Quality Controls Based on the requirements of the City of Toronto s Wet Weather Flow Management Guidelines, stormwater quality is required to achieve an average of 80% long-term removal of total suspended solids based on an annual loading basis from all runoff leaving the site. In order to determine the TSS removal achieved by the development an analysis was completed, which is summarized in Table 4 below. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 14 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 Table 4 Overall Efficiency Removal Estimate of Water Quality Control Surface Effective TSS Removal Treated Area (m 2 ) % of Total Area TSS Removal Over Total Site Rooftop Area 100% 1,044 94.8% 94.8% Pavement Area 0% 57 5.2% 0% Total 1,101 100% 94.8% The majority of the proposed development has rooftops covering the site. Part of the rooftop area will be made up of amenity areas. These amenity areas will be equipped with landscaping features. The remaining rooftop area will be covered by impervious rooftops, as is with typical rooftops there is no danger of contamination of this area. The runoff from the roofs is considered clean water and does not require quality control. Only a very small area of the proposed development will be hard pavement area. As shown in Table 4 above, the TSS removal of the entire site is approximately 94.8%, which is greater than the 80% removal efficiency required. Therefore, due to the nature of the proposed development, no stormwater quality controls will be implemented. During construction, erosion controls will be provided primarily via a sediment control fence to be erected around the perimeter of the site wherever runoff has the potential of leaving the site. Filter fabric is to be used at every catch basin that may be impacted during construction of the proposed site and a mud mat will be constructed at the construction entrance to the site to reduce the potential for transportation of silts and other construction by-products. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 15 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 5.0 Road Access and Improvements Vehicular access to the site will be from Avenue Road, through the adjacent property to the north of the proposed development. The proposed underground parking structure will be accessed via automobile elevators located on the ground floor. Pedestrians will access the site from both the Avenue Road frontage to the west and a service lane to the east. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 16 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 6.0 Utilities As this development is a redevelopment of an existing site within a highly urbanized area of the City of Toronto, as such, all utilities including telephone, cable, electricity and gas are readily available to service the subject property. R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

89 Avenue Road GP Ltd. 17 Functional Servicing and Stormwater Management Report for 89 Avenue Road Re-Development, City of Toronto August 2012 7.0 Conclusions and Recommendations Based on the review of the available background information, this development is designed to integrate with the surrounding area and, therefore, represents a logical inclusion to the local community. In accordance with the report's objectives, our analysis of the proposed development can be summarized as follows: Sanitary Servicing The anticipated sanitary flow from the proposed development is 4.70 L/s at 450 L/cap per day. There will be two separate connections to the existing 900mm x 600mm E.S. Br combined sewer for both proposed land uses (residential and hotel). Under post-development conditions, the amount of combined sanitary and storm water loading on the existing municipal infrastructure will be less than under pre-development conditions. Municipal Water Supply There is presently a 150mm diameter watermain fronting the proposed development on the east side of Avenue Road. There will be two separate connections to the existing 150mm diameter watermain for both proposed land uses (residential and hotel). Flow tests were taken from a previous development application on Avenue Road. The fire flow demand is 90.6 L/s and the total building domestic demand is 1.17 L/s. Booster pumps will be required to provide adequate pressure to the upper levels of the proposed buildings. A proposed municipal hydrant is required to provide adequate firefighting coverage to the site. Stormwater Management The stormwater management strategy is summarized in the table below: Table 5 Stormwater Management Summary Table 2-Year 100-Year Calculated Allowable Release Rate (L/s) 13.5 13.5 Actual Release Rate (L/s) 7.0 13.2 Required Storage (m 3 ) 8.0 25.7 Provided Storage (m 3 ) 8.4 26.3 Orifice Tube Size (mm) 75mm 75mm 5mm Runoff Re-use Required (m 3 ) 4.95 4.95 5mm Runoff Re-use Provided (m 3 ) 8.75 8.75 R.J. Burnside & Associates Limited 300030471 030471_FSR.doc

Appendix A Sanitary Design Calculations

Appendix B Water Demand Calculations

Appendix C Rational Method Storm Drainage Design Calculations

Appendix D Supporting Documentation