STORMWATER MANAGEMENT AND SERVICING REPORT IN SUPPORT OF SITE PLAN APPLICATION Cumberland Terrace

STORMWATER MANAGEMENT AND SERVICING REPORT IN SUPPORT OF SITE PLAN APPLICATION Cumberland Terrace City of Toronto Toronto & North York District Prepared For: Oxford Properties Group 130 Adelaide Street West, Suite 1100 Toronto, ON M5H 3P5 Counterpoint Engineering Inc. 8395 Jane Street, Suite 100, Vaughan, Ontario L4K 5Y2 Tel: (905) 326-1404 File Number: 08601 Date: August 20 th, 2014

Oxford Properties Group Cumberland Terrace EXECUTIVE SUMMARY Counterpoint Engineering Inc. has been retained by Oxford Properties Group to prepare this Stormwater Management and Servicing Report in support of the Site Plan Application submitted for this project to the City of Toronto (the City ). The Application is in support of the proposed redevelopment of the lands located at 2 Bloor Street West/Cumberland Terrace mall in the Bloor-Yorkville area of downtown Toronto. The existing tower at 2 Bloor West will remain unchanged and Phase 2 is currently under conceptual design, therefore the subject lands for this submission will refer to the 0.42 ha Phase 1 portion the property (the site ). The site is bound by Cumberland Street to the north, Yonge Street to the east, Mayfair Mews (a service lane) and Bloor Street to the south, and Bay Street to the west. As well the site is located directly above the Bloor-Danforth subway tunnel. Refer to Figure 1 Site Location Plan. This report presents a site servicing strategy and stormwater management analysis that meets the City of Toronto s servicing and stormwater management guidelines and remains in conformance with the approved Functional Servicing Report (FSR): Functional Servicing Report In Support of Zoning By-Law Amendment Application, 2 Bloor Street West and Cumberland Terrace prepared by Counterpoint Engineering Inc. dated May 5 th, 2009 The servicing strategy for the site is summarized as follows: Stormwater Servicing: Under existing conditions, the subject site is comprised entirely of impervious surfaces (concrete/asphalt, pavement and conventional roofing), and therefore any proposed site configuration will not result in an increase in site stormwater runoff. Proposed controlled runoff from the Phase 1 portion of the site will be conveyed by utilizing existing site connections. The west podium will outlet through the existing 225mmø storm connection at the west end of the site connecting to the combined sewer on Project No.: 08601 August 2014 Page 2

Oxford Properties Group Cumberland Terrace Cumberland Street. The residential tower and east podium will outlet through the existing 375mmø storm connection at the east end of the site connecting to the combined sewer on Cumberland Street. Quantity On-site water quantity requirements for the site redevelopment will be met through use of concrete storage tanks located within the buildings in combination with a corresponding orifice control located within a control MH at the property line. Quality Rain falling upon roof surfaces is generally considered clean, given suitable roof materials will be used. The requirement for implementing a quality control unit for TSS removal will not be a requirement for this project. Water Balance Site constraints preclude infiltration techniques due to the underlying TTC tunnel, existing concourse and any proposed basements. Water Balance will be met through the implementation of the green roof/rooftop park areas and rainwater harvesting cisterns. The cisterns will be designed to capture any remaining runoff from the 5mm event which will be used for irrigation and within grey water systems in the buildings. Sanitary Servicing: The west podium is to be serviced by an existing 150mmø sanitary connection located at the west end of the site connecting to the existing combined sewer along Cumberland Street. The residential tower and east podium will serviced by an existing 225mmø sanitary connection located at the east end of the site connecting to the existing combined sewer along Cumberland Street. The proposed site peak sewage flow generation will be 19.55 L/s which is in general conformance with the approved FSR. Project No.: 08601 August 2014 Page 3

Oxford Properties Group Cumberland Terrace Water Servicing: The west podium is to be serviced by a new 200mmø watermain which will connect to the existing 150mmø watermain on Cumberland Street at the west end of the site. This building will require a 200mmø domestic and a 200mmø fire connection. The residential tower and east podium is to be serviced by the existing 200mmø fire watermain connection and the existing 150mmø domestic watermain connection. These two existing connections are located at the east end of the site and connect to the existing 150mmø watermain on Cumberland Street. The domestic water usage for the proposed site is 5.93 l/s. As per the FSR, water pressure tests were carried out to assess the adequacy of the existing watermains in the vicinity of the site. The test results prepared by A1-Hydrant Services on September 5, 2008 have been included in Appendix D. Any pumps required to increase pressure within the building will be determined by the mechanical consultant. A total Fire Flow demand (based on FUS calculations completed by HRT/Schirmer within the FSR); will be 9,092.69 L/min. Building fire protection will be designed by the mechanical engineer in accordance with all applicable codes and standards. Project No.: 08601 August 2014 Page 4

Oxford Properties Group Cumberland Terrace Table of Contents Executive Summary... 2 Table of Contents... 5 List of Figures, Tables, and Appendices... 6 1.0 Introduction... 7 1.1 Background... 7 1.2 Proposed Development... 7 2.0 Stormwater Management... 8 2.1 Existing Conditions... 8 2.2 Proposed Conditions... 8 2.3 Water Quantity... 8 2.4 Water Quality... 10 2.5 Water Balance... 11 3.0 Sanitary Servicing... 11 3.1 Sanitary Site Servicing... 11 4.0 Watermain Servicing... 12 4.1 Proposed Water Servicing Strategy... 12 5.0 Erosion and Sediment Control... 14 6.0 Conclusions... 15 Project No.: 08601 August 2014 Page 5

Oxford Properties Group Cumberland Terrace List of Figures, Tables, and Appendices Figures Figure 1 Figure 2 Figure 3 Figure 4 Site Location Plan Existing Conditions Site Plan & Phasing SWM Drainage Area Tables Table 1 Table 2 Table 3 Table 4 Allowable Release Rate Development Flow and Storage Summary - 100-Year Storm Event Proposed Wastewater Flow Calculations (Residential) Proposed Wastewater Flow Calculations (Retail) Appendices Appendix A Appendix B Appendix C Appendix D Storm Design Calculations Sanitary Design Calculations Water Usage Calculations HRT/Schirmer Fire Underwriters Survey Project No.: 08601 August 2014 Page 6

Oxford Properties Group Cumberland Terrace 1.0 Introduction The Stormwater Management and Servicing Report has been prepared in support of a Site Plan Application submission and outlines the proposed stormwater, sanitary and watermain servicing that will be implemented in order to meet the City of Toronto s servicing and stormwater management guidelines and will remain consistent with the approved Functional Servicing Report for the site. Functional Servicing Report In Support of Zoning By-Law Amendment Application, 2 Bloor Street West and Cumberland Terrace prepared by Counterpoint Engineering Inc. dated May 5 th, 2009 (FSR) 1.1 Background The overall site is located at 2 Bloor Street West in the Bloor-Yorkville area of downtown Toronto. The existing site is a mix of office and retail space composed of two significant divisions: a low-rise concrete slab building containing a retail mall and some office space (known as Cumberland Terrace) and a high-rise office tower at the north-west corner of Yonge Street and Bloor Street (known as 2 Bloor West). An existing below-grade concourse connects the site with the Toronto Parking Authority s Yorkville-Cumberland Garage to the north, the Toronto Transit Commission ( TTC ) Yonge-Bloor subway station to the east, the Bay subway station to the west, and a variety of stores along Bloor Street West to the south. The entire site is located directly above the Bloor-Danforth subway tunnel and west of the Yonge Street subway tunnel. Adjacent land uses include a mix of office, residential, retail, and hotel buildings. Refer to Figure 1 Site Location Plan for the location of the site and Figure 2 for existing conditions. 1.2 Proposed Development The proposed redevelopment area will contain mixed-use buildings consisting of residential and retail spaces. Specifically, a 7 storey building identified as the west podium, a 5 storey east podium and a 57-storey residential tower will be constructed. The 57-storey residential tower will be situated on top a podium consisting of extensive commercial space, aboveground parking, amenity space, gardens, and a dog park. The proposed redevelopment area Project No.: 08601 August 2014 Page 7

Oxford Properties Group Cumberland Terrace will be 0.42 ha, having gross floor areas of 33,804m 2 and 5,428m 2 for the residential and retail uses, respectively. The 33-storey residential tower as part of Phase 2 of the overall development will not be covered within this report. Refer to Figure 3 for the proposed site plan and phasing. 2.0 Stormwater Management 2.1 Existing Conditions Under existing conditions, the subject site is comprised entirely of impervious surfaces (concrete/asphalt, pavement and conventional roofing); therefore any proposed site configuration will not result in an increase in site stormwater runoff. The redevelopment site area is 0.42 ha and currently discharges via multiple service connections into the existing 450mmø combined sewer on Cumberland Street. The existing 450mmø combined sewer drains westerly, dropping-in at multiple locations to an existing 1200mm x 1350mm concrete combined sewer located 8m below the 450mmø sewer. There are no external areas draining into the site. See Figure 2 for existing site conditions and SW-S for existing servicing details. 2.2 Proposed Conditions The existing storm connections will be utilized as per the approved FSR. The redevelopment area is 0.42 ha, Area WEST will be 0.18 ha consisting of the west podium and will outlet to the existing 225mmø storm connection at the west end of the site, Area EAST will be 0.20 ha consisting of the residential tower and east podium and will outlet to the existing 375mmø storm connection at the east end of the site, and the remaining 0.04 ha (Area UNC) will be uncontrolled portions of the drive aisles Refer to Figure 4 Proposed Storm Drainage for the proposed site conditions and Drawings SW-S and SW-G for storm servicing connection locations and site grading. 2.3 Water Quantity As per the approved FSR, the allowable release rate to the municipal storm sewer system from site during the 2 to 100-year design storm event must not exceed the 2-year peak runoff Project No.: 08601 August 2014 Page 8

Oxford Properties Group Cumberland Terrace rate from the site under predevelopment conditions (maximum runoff coefficient value of C=0.50). The existing percent impervious (building and parking) is above 50%. As such, Toronto WWFMG criteria dictates that the 2-year existing development peak flow be calculated with a maximum runoff coefficient of C=0.50. As a result, the allowable discharge from the subject site is calculated as follows: Q A = C x A x i x N (l/s) Table 1: Allowable Release Rate A - Site Area (ha) 0.42 Tc (min) 10 C - Runoff Coefficient 0.5 i Intensity (mm/hr) 88.19 N Constant 0.36 Q - Release Rate (l/s) 51 Refer to Appendix A for the allowable release rate calculation. In order to attenuate the site to the allowable release rate of 51 l/s, two orifice controls will be installed, one at each outlet, within the proposed storm MHs located at the property line. Two concrete storage tanks will be required in order to retain the 100-year storm event; one will be located within the west podium building at the outlet and the other located underground at the outlet. Table 2 summarizes the 100-year post development flow and storage requirements. Table 2 Development Flow and Storage Summary - 100-Year Storm Event t c (min) Storage Available (m 3 ) Storage Require d (m 3 ) Re lease Rate (m 3 /s) Description Area ID Area (ha) Runoff Coefficient WEST 0.18 0.80 10 55 55 0.012 West Podium EAST 0.20 0.81 10 61 61 0.014 East Poduim/Tow er UNC 0.04 0.90 10 0 0 0.025 Phase 2 Uncontrolled Total 0.42 116 116 0.051 55m 3 storage tank will be constructed within the west podium building and a corresponding orifice control having a peak release rate of 12 l/s will be installed. Project No.: 08601 August 2014 Page 9

Oxford Properties Group Cumberland Terrace 61m 3 storage tank will be constructed underground at the east podium/residential tower existing outlet and a corresponding orifice control having a peak release rate of 14 l/s will be installed. As shown in Table 2 the proposed site release rate during the 100-year storm event will be 51 l/s which equal to the allowable release rate of 51 l/s. Refer to Appendix A for proposed modified rational calculations. In events greater than the 100-year storm and in emergency situations, the pressure fitted roof leaders will surcharge causing the rooftop runoff to pond. Once the rooftop storage available is exceeded the storm runoff will spill through the emergency relief scuppers located in the parapet walls. 2.4 Water Quality Rain falling upon roof surfaces is generally considered clean; given suitable roof materials will be used. The requirement for implementing a quality control unit for TSS removal will not be a requirement for the rooftop areas. Two drive aisles running north-south, providing vehicular access from Mayfair Mews and Cumberland Street will be graded to flow uncontrolled as such catch basins or quality control will not be provided above the TTC tunnel. Project No.: 08601 August 2014 Page 10

2.5 Water Balance Oxford Properties Group Cumberland Terrace Cisterns and will be provided to promote water balance as per the City of Toronto s WWFM guidelines. To achieve the water balance objectives, the drainage areas were categorized by surface types: asphalt/pavement/roof and green roof. The initial abstraction of the various site areas were determined by calculating a site composite (base line). The required retention volume for the development area was then found by using the required 5mm rainfall depth and subtracting the base line initial abstraction. Based on site characteristics, 6.4m 3 volume for the west podium and 7.0m 3 volume for the east podium/residential tower will be required to be retained to meet water balance objectives. A 6.4m 3 cistern and a 7.0m 3 cistern will be provided to achieve the water balance requirements for the site. Refer to Appendix A for water balance volume calculations. The harvested rainwater volume will be available for green roof irrigation and will be used within the grey water systems in the buildings. Water exceeding the cistern storage tank capacity will be diverted to the underground storage tanks then into municipal sewers. 3.0 SANITARY SERVICING 3.1 Sanitary Site Servicing As per the approved FSR, the proposed development will utilize existing service connections. The wets podium building is to be serviced by an existing 150mmø sanitary connection located at the west end of the site connecting to the existing combined sewer along Cumberland Street. The east podium and residential tower is to be serviced by an existing 225mmø sanitary connection located at the east end of the site connecting to the existing combined sewer along Cumberland Street. Sanitary flows are conveyed westward by an existing 450mmø combined sewer which drops-in at multiple locations to an existing 1200mm x 1350mm concrete horseshoe combined sewer which also conveys flows westward. Project No.: 08601 August 2014 Page 11

Oxford Properties Group Cumberland Terrace Using the City of Toronto Design criteria for Residential and Retail Population Equivalency, the population equivalent for the site is 997 persons. Peak sanitary flow from the site has been calculated to be 19.55 l/s which is in general conformance with the approved FSR. Refer to Appendix B for sanitary design calculations and Drawing SW-S for the location of the proposed sanitary connection. Table 3 and 4 below summarize the proposed wastewater flow calculations. Table 3 Proposed Wastewater Flow Calculations (Residential) Drainage Area Type of Unit Persons per Unit Average Wastewater Flow (litres / capita / day) Number of Units Number of People Typical Flow (L/day) Peaking Factor Peak Flow (L/s) Total Flow (L/s) Bachelor 1.40 450 144 202 90,720 Residential Towers 1 Bedroom 1.40 450 239 335 150,570 2 Bedroom 2.10 450 192 403 181,440 3 Bedroom 3.10 450 0 0 0 Rooftop Villas Villas (2 Bedroom) 2.10 450 0 0 0 TOTAL 450 575 939 422,730 3.82 18.68 18.68 Extraneous Flows 0.11 (0.26L/s/ha) Total 18.68 18.79 Table 4 Proposed Wastewater Flow Calculations (Retail) Drainage Area Type of Unit Gross Floor Area (ha) Average Wastewater Flow (litres/person/day) Number of People per 100m 2 GFA Number of People Typical Flow (L/s) Peaking Factor Peak Flow (L/s) Total Flow (L/s) Retail Buildings Retail 0.53 250 1.1 58 0.17 4.49 0.76 0.76 Total 0.76 0.76 4.0 WATERMAIN SERVICING 4.1 Proposed Water Servicing Strategy The west podium is to be serviced by a new 200mmø watermain which will connect to the existing 150mmø watermain on Cumberland Street at the west end of the site. This building will require a 200mmø domestic and a 200mmø fire connection. The east podium and Project No.: 08601 August 2014 Page 12

Oxford Properties Group Cumberland Terrace residential tower is to be serviced by the existing 200mmø fire watermain and the existing 150mmø domestic watermain connections, located at the east end of the site, to the existing 150mmø watermain on Cumberland Street. The expected domestic water usage rate for the residential portion of the development was calculated based on per capita demand specified in the City of Toronto design guidelines. The number of occupants was determined based on a residential unit count multiplied by a rate of 191 litres per capita per day (L / capita / day) as per City of Toronto standards. See Appendix C for calculation details. Based on equivalent population densities specified by the City of Toronto, the total number of persons residing in the 575 units that make up the residential tower is 939. Using a per capita demand of 191 litres per capita per day, the total demand is 2.08 L/s. The City of Toronto guidelines state a peaking factor of 2.50 for peak hour apartment building usage which results in an expected total residential domestic demand of 5.19 L/s. The expected domestic water usage rate for the commercial portions of the proposed development was calculated in the same fashion as the existing commercial demand; that is, based on MOE guidelines for shopping centres. Based on a commercial gross floor area of 5,332m 2 and an average daily usage of 5000 L / 1000m 2 / day, the average daily commercial domestic water use was calculated to be 0.31 L/s. As before, this value was adjusted to reflect operating times and further adjusted for a peaking factor of 1.2. The final commercial domestic water use is 0.74 L/s. Summing up the residential and commercial domestic water demands yields a total domestic water demand of 5.93 L/s. Fire flow demand was estimated using the Fire Underwriters Survey (FUS). These calculations were carried out by HRT/Schirmer and were completed on December 2, 2009 (Appendix D). The development will consist of non-combustible construction and all will be Project No.: 08601 August 2014 Page 13

Oxford Properties Group Cumberland Terrace fully sprinklered as per the Ontario Building Code. It has been determined that the required fire flow, including adjustments, will be 9,092.69 l/min. The minimum residual pressure in the watermain based on hydrant flow tests were: Cumberland Street: 30 psi (207 kpa) Bloor Street: 40 psi (276 kpa) Yonge Street: 40 psi (276 kpa) Bay Street: 38 psi (262 kpa) Refer to Appendix D for the hydrant report, completed in September, 2008. The City of Toronto s minimum residual pressure during a maximum domestic demand + fire scenario is 20 psi (140 kpa). Through extrapolation of the plotted available water supply, it was determined that in order to achieve minimum pressure during the domestic + fire scenario, a pump will be required and will be designed by the mechanical engineer. Within West Podium, the new incoming water service room will house the water service, meter and fire protection valves. 5.0 EROSION AND SEDIMENT CONTROL The following erosion and sediment control measures will be implemented during construction to minimize sediment transport downstream of the site. The following is in conformance with the City of Toronto design notes and details and the Erosion & Sediment Control Guidelines for Urban Construction. Temporary silt and construction fencing and will be installed along site boundary prior to grading activities Temporary catch basin sediment controls and construction access mud mats will be installed as necessary; and Future grassed areas will be seeded as soon as possible. Project No.: 08601 August 2014 Page 14

Oxford Properties Group Cumberland Terrace All erosion and sediment control measures will be installed prior to commencement of site construction works and will remain in place through the duration of construction. During construction, the erosion and sediment control measures will be monitored by the site and maintained. 6.0 CONCLUSIONS This Stormwater Management and Servicing Report presents a site servicing strategy for the proposed site that addresses the requirements of the City of Toronto. The servicing strategy for the proposed redevelopment is summarized below: Stormwater Servicing: Based on the approved 2009 FSR, controlled runoff from the site will be conveyed to the existing 450mmø combined sewer on Cumberland Street. Existing 225mmø and 375mmø connections will be used. The City of Toronto s Wet Weather Flow Management Policy indentifies performance objectives for runoff from the development sites including quantity, quality and water balance. Quantity On-site water quantity requirements for the site redevelopment will be met through use of concrete storage tanks located within the buildings and underground in combination with a corresponding orifice control located within a MH at the property line. Quality Rain falling upon roof surfaces is generally considered clean, given suitable roof materials will be used. The requirement for implementing a quality control unit for TSS removal will not be a requirement for this project. Water Balance Site constraints preclude infiltration techniques due to the underlying TTC tunnel and any proposed basements. Water Balance will be met through the implementation of green roof/rooftop park areas and rainwater harvesting cisterns. Project No.: 08601 August 2014 Page 15

Appendix A Storm Design Calculations

counterpoint engineering Rational Method - 2 Year Predevelopment Project No: 08601 Project Name: Cumberland Terrace Event: 2 years a 531.39 ABC's: b 0 c 0.78 Time of Concentration: t 10 min Runoff Coefficient: C 0.5 Site Area A 0.42 ha Intensity i 88.19 mm/hr i=a/(t+b) c Flow Q 0.05 m 3 /s Q=CiA/360 51 l/s

Project Name: Project Number: Cumberland Terrace 8601 Rainfall Data Location: City of Toronto a 59.7 Event 100-year b 0 c 0.8 Area ID Area (ha) Runoff Coefficient t c (min) Storage Available (m 3 ) Storage Required (m 3 ) Release Rate (m 3 /s) Description WEST 0.18 0.80 10 55 55 0.012 West Podium EAST 0.20 0.81 10 61 61 0.014 East Poduim/Tower UNC 0.04 0.90 10 0 0 0.025 Uncontrolled Total 0.42 116 116 0.051 Allow 0.051 cms AREA ID PH1 BUILD Composite RC Value Area [ha] RC RC * Area Green Roof Area 0.04 0.45 0.018 Conventional Roof 0.14 0.90 0.126 Total 0.18 0.144 Divided by Total Area = 0.80 AREA ID PH2 BUILD Composite RC Value Area [ha] RC RC * Area Green Roof Area 0.04 0.45 0.018 Conventional Roof 0.16 0.90 0.144 Total 0.20 0.162 Divided by Total Area = 0.81

counterpoint engineering Modified Rational Area: WEST Project Name: Cumberland Terrace Project Number: 8601 Rainfall Data Location: City of Toronto a 59.700 Event 100-year b 0.000 c 0.800 Site Data Area 0.18 ha Runoff Coefficient 0.80 AC 0.14 Tc 10 Time Increment 10 Release Rate 12 l/s Storage Required 55 m 3 Storm Runoff Released Storage Time Rainfall Intensity Runoff Volume Volume Volume (min) (mm/hr) (m 3 /s) (m 3 ) (m 3 ) (m 3 ) 10 250 0.10 60 7 53 20 144 0.06 69 14 55 ******** 30 104 0.04 75 22 53 40 83 0.03 79 29 51 50 69 0.03 83 36 47 60 60 0.02 86 43 43 70 53 0.02 89 50 38 80 47 0.02 91 58 34 90 43 0.02 93 65 29 100 40 0.02 95 72 23 110 37 0.01 97 79 18 120 34 0.01 99 86 12 130 32 0.01 100 94 7 140 30 0.01 102 101 1 150 29 0.01 103 108-5 160 27 0.01 105 115-11 170 26 0.01 106 122-16 180 25 0.01 107 130-22 190 24 0.01 108 137-28 200 23 0.01 109 144-35 210 22 0.01 111 151-41 220 21 0.01 112 158-47 230 20 0.01 113 166-53 240 20 0.01 114 173-59 250 19 0.01 114 180-66 260 18 0.01 115 187-72 270 18 0.01 116 194-78 280 17 0.01 117 202-85 290 17 0.01 118 209-91 300 16 0.01 119 216-97 310 16 0.01 119 223-104 320 16 0.01 120 230-110 330 15 0.01 121 238-117 340 15 0.01 122 245-123 350 15 0.01 122 252-130 360 14 0.01 123 259-136 370 14 0.01 124 266-143 380 14 0.01 124 274-149 390 13 0.01 125 281-156 400 13 0.01 126 288-162 410 13 0.01 126 295-169 420 13 0.01 127 302-175 430 12 0.00 128 310-182 440 12 0.00 128 317-189 450 12 0.00 129 324-195

counterpoint engineering Modified Rational Area: EAST Project Name: Cumberland Terrace Project Number: 8601 Rainfall Data Location: City of Toronto a 59.700 Event 100-year b 0.000 c 0.800 Site Data Area 0.20 ha Runoff Coefficient 0.81 AC 0.16 Tc 10 Time Increment 10 Release Rate 14 l/s Storage Required 61 m 3 Storm Runoff Released Storage Time Rainfall Intensity Runoff Volume Volume Volume (min) (mm/hr) (m 3 /s) (m 3 ) (m 3 ) (m 3 ) 10 250 0.11 68 8 59 20 144 0.06 78 17 61 ******** 30 104 0.05 84 25 59 40 83 0.04 89 34 56 50 69 0.03 93 42 51 60 60 0.03 97 50 46 70 53 0.02 100 59 41 80 47 0.02 103 67 35 90 43 0.02 105 76 29 100 40 0.02 107 84 23 110 37 0.02 109 92 17 120 34 0.02 111 101 10 130 32 0.01 113 109 4 140 30 0.01 115 118-3 150 29 0.01 116 126-10 160 27 0.01 118 134-17 170 26 0.01 119 143-24 180 25 0.01 121 151-31 190 24 0.01 122 160-38 200 23 0.01 123 168-45 210 22 0.01 124 176-52 220 21 0.01 126 185-59 230 20 0.01 127 193-67 240 20 0.01 128 202-74 250 19 0.01 129 210-81 260 18 0.01 130 218-89 270 18 0.01 131 227-96 280 17 0.01 132 235-103 290 17 0.01 133 244-111 300 16 0.01 134 252-118 310 16 0.01 134 260-126 320 16 0.01 135 269-134 330 15 0.01 136 277-141 340 15 0.01 137 286-149 350 15 0.01 138 294-156 360 14 0.01 139 302-164 370 14 0.01 139 311-172 380 14 0.01 140 319-179 390 13 0.01 141 328-187 400 13 0.01 141 336-195 410 13 0.01 142 344-202 420 13 0.01 143 353-210 430 12 0.01 144 361-218 440 12 0.01 144 370-225 450 12 0.01 145 378-233

counterpoint engineering Modified Rational Area: UNC Project Name: Cumberland Terrace Project Number: 8601 Rainfall Data Location: City of Toronto a 59.700 Event 100-year b 0.000 c 0.800 Site Data Area 0.04 ha Runoff Coefficient 0.90 AC 0.04 Tc 10 Time Increment 10 Release Rate 25 l/s Storage Required 0 m 3 Storm Runoff Released Storage Time Rainfall Intensity Runoff Volume Volume Volume (min) (mm/hr) (m 3 /s) (m 3 ) (m 3 ) (m 3 ) 10 250 0.03 15 15 0 ******** 20 144 0.01 17 30-13 30 104 0.01 19 45-26 40 83 0.01 20 60-40 50 69 0.01 21 75-54 60 60 0.01 22 90-68 70 53 0.01 22 105-83 80 47 0.00 23 120-97 90 43 0.00 23 135-112 100 40 0.00 24 150-126 110 37 0.00 24 165-141 120 34 0.00 25 180-155 130 32 0.00 25 195-170 140 30 0.00 25 210-185 150 29 0.00 26 225-199 160 27 0.00 26 240-214 170 26 0.00 26 255-229 180 25 0.00 27 270-243 190 24 0.00 27 285-258 200 23 0.00 27 300-273 210 22 0.00 28 315-287

counterpoint engineering Orifice Control Job Cumberland Terrace Detention Storage Job No. 8601 Phase 1 Orifice Orifice Control Flow 0.012 m 3 /s Underground Storage Tank: 55 m 3 Phase 2 Orifice Orifice Control Flow 0.014 m 3 /s Underground Storage Tank: 61 m 3

Counterpoint Engineering Cumberland Terrace, West Podium City of Toronto's Green Standard Tier Section QW 2.2 Initial Abstraction Asphalt, I 1 mm Initial Abstraction Pervious and Green Roof, P 5 mm Toronto's small design rainfall event has 5mm excess rainfall Type of Area Impervious Asphalt/Paved Area/Roof Pervious Grass/Landscaped/Green Roof Total Area Area Units % Redevelopment Area 0.16 ha 80% 0.04 ha 20% 0.20 ha Initial Abstraction (credit)= 1.8 mm Required Development Retention = (Excess Rainfall- Initial Abstraction) * (Total Development Area) Required Development Retention = (5mm- 1.8mm) * (0.20ha) Required Development Retention (debit)= 6.4 m 3 Cistern to Provide = 6.4 m 3

Counterpoint Engineering Cumberland Terrace, East Podium/Tower City of Toronto's Green Standard Tier Section QW 2.2 Initial Abstraction Asphalt, I 1 mm Initial Abstraction Pervious and Green Roof, P 5 mm Toronto's small design rainfall event has 5mm excess rainfall Type of Area Impervious Asphalt/Paved Area/Roof Pervious Grass/Landscaped/Green Roof Total Area Area Units % Redevelopment Area 0.18 ha 81% 0.04 ha 19% 0.22 ha Initial Abstraction (credit)= 1.7 mm Required Development Retention = (Excess Rainfall- Initial Abstraction) * (Total Development Area) Required Development Retention = (5mm- 1.7mm) * (0.22ha) Required Development Retention (debit)= 7.0 m 3 Cistern to Provide = 7.0 m 3

Appendix B Sanitary Design Calculations

Project No: 08601 Client: Oxford Properties Group Location: Toronto, Ontario Prepared by: C.R. Checked by: A.D. Date: 7/14/2014* *=From summary listed on drawing A.3, 10 Jun 14 "Progress Set" Drawings Residential Towers Drainage Area Type of Unit Persons per Unit Average Wastewater Flow (litres / capita / day) Number of Units Number of People Typical Flow (L/day) Peaking Factor Peak Flow (L/s) Total Flow (L/s) Cumberland and Yonge Bachelor 1.40 450 144 202 90,720 1 Bedroom 1.40 450 239 335 150,570 2 Bedroom 2.10 450 192 403 181,440 3 Bedroom 3.10 450 0 0 0 Rooftop Villas Villas (2 Bedroom) 2.10 450 0 0 0 TOTAL 450 575 939 422,730 3.82 18.68 18.68 Extraneous Flows (0.26L/s/ha) 0.11 Total 18.68 18.79 Assumptions: Extraneous Flows of 0.26L/s/ha per City of Toronto "Design Criteria for Sewers and Watermains" Retail Space Drainage Area Type of Unit Gross Floor Area (ha) Average Wastewater Flow (litres/person/day) Number of People per 100m 2 GFA Number of People Typical Flow (L/s) Peaking Factor Peak Flow (L/s) Total Flow (L/s) Retail Buildings Retail 0.53 250 1.1 58 0.17 4.49 0.76 0.76 Total 0.76 0.76 Assumptions: Average flow of 250 litres/person/day and population density assumption of 1.1persons/100m 2 is assumed per City of Toronto "Design Criteria for Sewers and Watermains" Extraneous flows are consided for the entire site in the residential portion of the calculation.

Appendix C Water Usage Calculations

Counterpoint Engineering Inc. PROPOSED WATER USAGE Project: Cumberland Terrace Project No: 08601 Client: Oxford Properties Group Location: Toronto, Ontario Prepared by: C.R. Checked by: A.D. Date: 7/14/2014 Residential Demand (Cumberland Residential Tower) Towers Type of Unit Persons per Unit Number of Units Number of People Per Capita Demand (L / capita / day) * Demand (L / s) Peaking Factor (Peak Hour)* Peak Hour Flow (L / s) Cumberland Bachelor 1.40 144 202 And Yonge 1 Bedroom 1.40 239 335 2 Bedroom 2.10 192 403 3 Bedroom 3.10 0 0 Villas Villas (2 Bedroom) 2.10 0 0 Notes RESIDENTIAL TOTAL 575 939 191 2.08 2.50 5.19 * Value as per City of Toronto Design Criteria for Sewers and Watermains (pg. 98) ** Value as per City of Toronto Design Criteria for Sewers and Watermains (pg. 100) Retail Demand (Cumberland Residential Tower) Use Gross Floor Area (m 2 ) Average Daily Water Usage (L / 1000m 2 / day) * Average Daily Usage (L / s) Adjustment for Operation Period ** Adjusted Average Daily Usage (L / s) Peak Hour Peaking Factor *** Total Average Daily Usage (L / s) Retail 118 5000 0.01 2.00 0.01 1.2 0.02 RETAIL TOTAL 0.02 Notes * Value as per "Shopping Centre" value from MOE Guidelines, 1984 ** Assuming 12 hours of operation per day, value is 24/12 = 2. Instructions as per MOE Guidelines, 1984, pg. 6 (Watermains) *** Value as per City of Toronto Guidelines in "Design Criteria for Sewers and Watermains" page 98 Retail Demand (West Podium) Use Gross Floor Area (m 2 ) Average Daily Water Usage (L / 1000m 2 / day) * Average Daily Usage (L / s) Adjustment for Operation Period ** Adjusted Average Daily Usage (L / s) Peak Hour Peaking Factor *** Total Average Daily Usage (L / s) Retail 3,887 5000 0.22 2.00 0.45 1.2 0.54 RETAIL TOTAL 0.54 Notes * Value as per "Shopping Centre" value from MOE Guidelines, 1984 ** Assuming 12 hours of operation per day, value is 24/12 = 2. Instructions as per MOE Guidelines, 1984, pg. 6 (Watermains) *** Value as per City of Toronto Guidelines in "Design Criteria for Sewers and Watermains" page 98 Retail Demand (East Podium) Use Gross Floor Area (m 2 ) Average Daily Water Usage (L / 1000m 2 / day) * Average Daily Usage (L / s) Adjustment for Operation Period ** Adjusted Average Daily Usage (L / s) Peak Hour Peaking Factor *** Total Average Daily Usage (L / s) Retail 1,327 5000 0.08 2.00 0.15 1.2 0.18 RETAIL TOTAL 0.18 Notes * Value as per "Shopping Centre" value from MOE Guidelines, 1984 ** Assuming 12 hours of operation per day, value is 24/12 = 2. Instructions as per MOE Guidelines, 1984, pg. 6 (Watermains) *** Value as per City of Toronto Guidelines in "Design Criteria for Sewers and Watermains" page 98

Appendix D HRT/Shirmer Fire Underwriters Survey