PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD OTTAWA, ONTARIO ENGINEERING REPORT SHOPPERS DRUG MART. January 2016

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1 The Odan/Detech Group Inc. P: (905) F: (905) SOUTH SERVICE ROAD, UNIT 107 BURLINGTON, ONTARIO, L7L 5K2 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD OTTAWA, ONTARIO ENGINEERING REPORT Prepared For: SHOPPERS DRUG MART January 2016

2 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT i TABLE OF CONTENTS DESCRIPTION page 1.0 BACKGROUND SCOPE OF WORK DESIGN CONSIDERATIONS 2 A) Sanitary Waste Water Disposal 2 B) Water Distribution 3 C) Stormwater Management CONCLUSIONS 7 Note: This report should be read in conjunction with the Site Servicing & Grading Plans prepared by The Odan/Detech Group Inc. APPENDIX A Aerial Photo of Site Site Plan prepared by Turner Fleischer Architects APPENDIX B Sanitary Flow Calculation from Site Fire flow calculation Maximum Day and Fire Flow Scenario Diagram prepared by J.L. Richards & Associates Ltd. City of Ottawa Water Boundary Conditions APPENDIX C Excerpts from Proposed Storm Sewer Servicing Report prepared by J.L. Richards & Associates Ltd. - Allowable flow calculation year storm design sheet - ICD 9 and 10 required and provided ponding volumes - Site Drainage Plan Dwg - Ponding Plan Dwg

3 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT BACKGROUND The property under study is located at the north-east corner of River Road and Earl Armstrong Road, Ottawa, ON. The current site area is 5.07ha. It is proposed to add a Shopper Drug Mart to the south side of the parking lot. Refer to Architectural site plan for further information regarding the proposed layout of the site including building location, asphalt and concrete curbing etc. This report will evaluate the serviceability of the site with respect to sanitary, water and storm services and also evaluate the stormwater management (SWM) strategy that will be implemented to meet the City standards. 2.0 SCOPE OF WORK The Odan/Detech Group Inc. was retained by the Owner Shoppers Drug Mart, to review the site, collect data, evaluate the site for the proposed land use and present the findings in a stormwater management report. The scope of work in brief involves the following: a) Field work to establish existing features and elevations on the site. b) Review a soils report to establish the suitability of the proposed development. c) Collecting existing servicing drawings from the City of Ottawa and governing agencies in order to establish availability and feasibility of site servicing. d) Meetings/conversations with the City of Ottawa and RVCA. e) Evaluation of the data. If suitable, make recommendations on how to best utilize the site. f) Prepare a design brief and final design drawings.

4 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT DESIGN CONSIDERATIONS A) SANITARY WASTE WATER DISPOSAL The existing sanitary sewer outlet for Riverside South Plaza located at River Road and Earl Armstrong Road is located at the west boundary line west of the existing Food Store on River Road. Refer to Engineering plans prepared by JL Richards for Phase 1 and 2 of the existing development for further details. The existing sanitary sewer located on River Road flows in a northerly direction towards on River Road. The existing sanitary sewer is a 525mm sewer at 0.10%. This sanitary sewer outlets to the 525mm dia. sanitary sewer located within the existing subdivision to the north at Shoreline Drive. Expected sanitary flows from the proposed Shopper Drug Mart and existing development are shown as follows in Table 1. Refer to Appendix B for detailed sanitary calculations. The City standard average flow of 0.60 L/sec/ha for commercial and a peaking factor of 1.5 was used to determine the sanitary flows for the site. The existing gas bar was not included in the sanitary flow calculation since it is a separate entity with its own servicing. Table 1 Calculated Sanitary Sewage Flows for Commercial Development From Land Use (L/s) PROPOSED Commercial Retail From Infiltration (L/s) Total (L/s) Existing Site The proposed land use sanitary flows were based on 50,000 L/gross ha/day with a peaking factor of 1.5 and an Infiltration rate of 0.28 L/sec/ha.

5 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT 3 B) WATER DISTRIBUTION Presently the site is serviced from River Road through the development to the north and south entrance locations from River Road. The water main on River Road is a 300mm dia. water main reduced to a 200mm dia. water main as it enters the site. It is proposed to utilize the existing 200mm dia. water main to service the proposed Shoppers Drug Mart for both fire and domestic. Refer to Engineering plans for proposed water service layout. The pressures and volumes must be sufficient for Peak hour conditions and under fire conditions as established by the Ministry of Environment and the Fire Underwriters Survey booklet (1981). The minimal residual pressure under fire conditions is 140 kpa (20.3 psi). According to the MOEE criteria the allowable pressures are as follows: Condition Allowable Pressures (kpa) min. max. 1) Min. Hour 275 (40psi) 700 (101psi) 2) Peak Hour 275 (40 psi) 700 (101 psi) 3) Peak Day + Fire Flow 140 (20 psi) 700 (101 psi) The domestic water demand of the site was provided by Shoppers Drug Mart using Delcan Corporation s Site Servicing & Stormwater Management Report prepared in February The Shoppers Drug Mart in this report is located in Ottawa and is slightly larger (15,954 ft 2 ) than the proposed Shoppers Drug Mart (15,588ft 2 ). The water demand is as follows: a) Average Day domestic demand 0.33 L/s b) Peak day demand x daily demand 0.50 L/s c) Peak hour demand x daily demand 0.90 L/s d) Fire flow for retail space as per FUS 1999 manual 50 L/s The fire flow demand calculation can be found in Appendix B. Table 2 is a summary of the total water demand for the proposed Shoppers Drug Mart.

6 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT 4 Table 2 Total Water Demand for Proposed Shoppers Drug Mart L/s USGM Peak Day Demand Fire Flow Demand Total Water Demand Flow at 20 PSI Residual Pressure In October 2003, JL Richards completed a Hydraulic Network Analysis which included this development known as Riverside South Plaza. Flows and pressures were obtained from this report. The diagram demonstrating the results from RL Richards for the maximum day and fire flow scenario is shown in Appendix B. The WaterCAD model included the existing stores (Retail A, B and the bank) in its analysis. The maximum day and fire flow at the location of the proposed water service connection for the proposed Shoppers Drug Mart is L/s which is greater than the required L/s. Therefore, the watermain has sufficient water capacity to meet the fire demands required for the proposed site. Table 3 shows the total water demand for the entire site. The existing demands were obtained from the same report prepared by JL Richards. Table 3 Total Water Demand for Entire Site Building Area (m 2 ) Demand (L/s) Avg. Day Max Day Peak Hr Existing Retail A Existing Retail B Existing Bank Proposed Shoppers Drug Mart Total Demand (L/s) Fire Flow (L/s) 50 Peak Day + Fire Flow (L/s) 63.2 The total demand for the site including the proposed Shoppers Drug Mart is 63.2 L/s which is less than the available flow of L/s; therefore, there is sufficient capacity to accommodate the existing buildings and the proposed Shoppers Drug Mart. The water boundary conditions were provided by the City of Ottawa using the water demand and fire flow demand of the proposed Shoppers Drug Mart. The head at the connection point of the analysis using the maximum day and fire flow demand of the proposed store is 143.8m at a pressure of 77.3 psi. The water boundary report is found in Appendix B.

7 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT 5 C) STORM WATER MANAGEMENT Storm water management for the site will follow the approved report completed by J.L.Richards titled Proposed Storm Sewer Servicing Report, Urbandale Corporation Riverside South Plaza, City of Ottawa dated October 2003 and revised May Existing Site Conditions: Currently the site has an existing Food Store, Strip Plaza and Scotia Bank with related parking. As per J.L. Richards storm sewer servicing report, ICD s and rooftop controls were installed and implemented throughout the development to control flow from the 5 year to 100 year design storm. The storm servicing for this site includes 14 ICDs at various manhole/catchbasin locations within the property with various rates and their corresponding ponding storages in the parking lot. Rooftops with storm flow controls and ponding storage were also included in the storm servicing plan. Retail C (the existing Scotia bank) was proposed without roof top controls. The flows on site should be detained on site to a maximum allowable release rate of L/s as determined using the Rational method in J.L. Richard s report. The excerpt demonstrating this calculation in the report is provided in Appendix C. Q = 2.78 CiA = 2.78 (0.8)(62.85mm/hr)(5.07ha) = L/s The actual flow reported by J.L. Richards using the ICDs and rooftop controls under a 100 year storm was calculated to be L/s. The storm sewer design sheet for the 100-year storm from the J.L. Richards s report is included in Appendix C. J.L. Richards storm sewer servicing report demonstrates that the site does not exceed the allowable flows and provides for adequate storage throughout. Post Development Site Conditions: In order to maintain post development flows at or below the total allowable flows of L/s 5 year and to 100 year to the downstream storm system, parking and rooftop controls will be implemented on site. The proposed addition of the Shoppers Drug Mart has added rooftop area to the parking area. The location of the Shoppers Drug Mart has resulted in a loss of surface ponding volume in the area. In order to maintain the ponding and achieve the required storage rooftop controls together with rooftop storage will be utilized.

8 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT 6 The total rooftop storage can be calculated as follows: Relationship for Rooftop Control Devices Area of Roof = 1448 m 2 Number of Weirs = 4 Head (m) Volume (m 3 ) Discharge (L/s) Volume (ha-m) Discharge (m 3 /s) Therefore the maximum flow from the roof during a 100 year storm event will be limited to 9.0 L/sec to a maximum of 150mm ponding depth. The rooftop is replacing an existing surface ponding area in which the ponding volume is 72.2m 3 at the existing catch basin that is proposed to be removed (Area 10B in the J.L. Richard s ponding plan in Appendix C). The site drainage plan from J.L. Richard s report is also included in Appendix D. There is also ponding in the parking lot to the north of the proposed Shoppers Drug Mart (Area 10A in the J.L. Richard s ponding plan in Appendix C) that provided 212.5m 3 of volume. An existing 225mm orifice plate (ICD 10 in J.L. Richard s report) is located at EX CBMH 1 as labelled in the servicing plan. The maximum total release rate of this orifice plate is 170 L/sec. This existing orifice plate controlled both storage areas. The proposed Shoppers Drug Mart will reduce the total ponding volume for the parking lot in the north (Area 10A) to m 3 which includes the outlet catch basin volume where the 225mm orifice plate is located. The 100- year storm ponding volume required at this orifice plate as per the report is 104.5m 3. Therefore, the existing parking lot volume north of the proposed retail store still provides more storage than required. The required and provided ponding volume calculations for ICD 10 are shown in Appendix C. The proposed Shoppers Drug Mart rooftop will control flows to 9.0 L/sec and provide for a storage volume of 95m 3, an increase of 23m 3 from 72m 3. Furthermore, the additional flow from the rooftop will be controlled via the existing 225mm orifice plate. The surrounding pavers and asphalt areas of the proposed Shoppers Drug Mart will be graded towards the parking lot to the north or drained by proposed storm sewers to the existing storm sewer with the existing 225mm orifice plate. The storm tributary area draining to this orifice plate remains approximately the same. There is a small area to the east of the Shoppers Drug Mart that will be graded to drain towards EX CB 5 as labelled in the servicing plan. This area has existing storage of 197m 3 (Area 9) that is controlled by ICD 9 and will remain the same volume. The required volume for this drainage area is 63m 3 which is much less than the volume provided. Therefore, there is storage room for the extra proposed area draining to this catch basin. The required and provided ponding volume calculations for ICD 9 are shown in Appendix C. There is some uncontrolled flow that will be compensated by restricted flow from the rooftop controls provided on the proposed Shoppers Drug Mart roof. The composition of this area remains the same since the proposed landscaping area remains approximately the same as in existing conditions. As such the addition of the Shoppers Drug Mart to the proposed development will not impact existing storm water management for the site as outlined within the J.L. Richards report Proposed Storm Sewer Servicing Report, Urbandale Corporation Riverside South Plaza, City of

9 PROPOSED SHOPPERS DRUG MART RIVER ROAD AND EARL ARMSTRONG ROAD ENGINEERING REPORT 7 Ottawa dated October 2003 and revised May It has improved upon the existing conditions. Water Quality: There will be no change to water quality for the development. Rooftop water is considered clean water, 80% TSS removal. There has been an overall increase in rooftop and decrease in asphalt area. In addition, this site is serviced by the stormwater management pond, Pond No. 1 of the South Urban Community Stormwater Management Facility located north of the proposed site. 4.0 CONCLUSIONS Our investigation has determined that the site is serviceable utilizing existing sanitary sewers, and existing storm and watermain infrastructure adjacent to the site. The storm water management for the existing site will be improved for both quantity and quality. Both water quantity and water quality objectives been achieved, maintained and improved upon. Respectfully Submitted; The Odan Detech Group Inc. January 25 th, 2016 Christine Metrie, B.Eng.Mgt., EIT JOHN KRPAN, M.S.C.E., P.Eng. DATE

10 APPENDIX A Aerial Photo of Existing Site Site Plan by Turner Fleischer Architects

11 Aerial Photo of Existing Site Subject Site

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13 APPENDIX B Sanitary Flow Calculation from Site Fire Flow Calculation Maximum Day and Fire Flow Scenario Diagram prepared by RL Richards & Associates Ltd. City of Ottawa Water Boundary Conditions

14 SANITARY FLOW CALCULATIONS SCENERIO: FULL DEVELOPMENT This program calculates the sanitary discharge from various land use FILL IN COLOURED CELLS AS REQUIRED COMMERCIAL SITE AREA (ha) = 4.81 NOTE: SITE IS 3.32 ha, incl. Proposed Rexall Development RESIDENTIAL SITE AREA (ha) = TOTAL SITE AREA (ha) = 4.81 LAND USE NUMBER OF UNITS SITE AREA, (ha) GROSS FLOOR AREA, m2 TOTAL POPULATION TOTAL DAILY FLOW (LITERS) AVERAGE DAILY FLOW l/sec PEAKING FACTOR, M TOTAL FLOW FROM LAND USE, l/sec RESIDENTIAL Density 1, using 86 person/site area RESIDENTIAL Density 2, using 170 persons/site area RESIDENTIAL Density 3, using 270 persons/site area RESIDENTIAL Density 3, using 2.7 persons/unit RESIDENTIAL Density 4, using 400person/site area RESIDENTIAL Density 4, using 2.0 persons/unit COMMERCIAL, Using 136 persons/ha COMMERCIAL, Using 0.60 L/sec per ha OFFICES, Using 1.1 persons/100 m2 INDUSTRIAL, Using 136 persons/ha TOTAL V1= Q1= 0.00 Q2= 4.33 Q = (MqP/86400) + A * I (L/sec) Qinfil 1.35 Qtot 5.68 Q1= total flow from Residential Land Use (L/sec) where : P is population Q2= total flow from Commercial Land Use (L/sec) q = L/sec/person for residential and Qinfil = total flow from infiltration (L/sec) q = 0.60 L/sec/ha for commercial and offices Qtot = total flow (Land use + infiltration) A = gross site area i = 0.15 L/sec/ha (infiltration rate) V1= Total Volume from Land Use in liters Peaking Factor M = 1 + [14 / (4 + (P/1000,1/2))] (for reside Peaking Factor M = 2.5 (for Commercial)

15 FIRE FLOW CALCULATION WATER SUPPLY FOR PUBLIC FIRE PROTECTION, FIRE UNDERWRITERS SURVEY GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOWS F = 220 x C x A Where: F = required fire flow in liters per minute C= Coefficient related to the type of construction A = the total floor area in square meters (excluding basements) in the building considered LOCATION: River and Earl Armstrong, Ottawa PROJECT: Proposed Shoppers Drug Mart OBC OCCUPANCY: Commercial Retail PROJECT No BUILDING FOOT PRINT (m2): 1448 Contents Charge # OF STOREYS 1 Non Combustible 25% limited Combustible 15% Combustible 0% CONSTRUCTION CLASS: FIRE RESISTIVE Free Burning 15% ` Rapid Buring 25% AUTOMATED SPRINKLER PROTECTION Credit Total NFPA 13 sprinkler standard yes 30% Standard Water Supply yes 10% 50% Fully Supervised System yes 10% 50% CONTENTS FACTOR: Combustible CHARGE: 0% Separation Charge EXPOSURE 1 (south) Distance to Exposure Building (m) > m 25% 0% Length Height m 20% EXPOSURE 2 (east) Distance to Exposure Building (m) m 15% 0% Length Height m 10% EXPOSURE 3 (west) Distance to Exposure Building (m) % 0% Length Height > 45 m 0% Total: EXPOSURE 4 (north) Distance to Exposure Building (m) 70 Length Height 0% 0% no more than 75% ARE BUILDINGS CONTIGUOUS: FIRE RESISTANT BUILDING No Are vertical openings and exterior vertical communications protected with a minimum one (1) h No CALCULATIONS C = 0.6 Fire Resistive A = 1448 m2 (2 largest floor + 50% of 8 above floors) STOREY AREAS m2 F = 5023 L/min 1448 Round to Nearest 1000 L/min F = 6000 L/min must be > 2000 L/min CORRECTION FACTORS: OCCUPANCY 0 L/min FIRE FLOW ADJUSTED FOR OCCUPANCY 6000 L/min REDUCTION FOR SPRINKLER 3000 L/min EXPOSURE CHARGE 0 L/min REQUIRED FIRE FLOW F = 3000 L/min Round to Nearest 1000 L/min F = 3000 L/min 793 usgm F = 50 L/sec

16 Maximum Day and Fire Flow Scenario WaterCAD diagram prepared by JL Richards & Associates in their Hydraulics Network Analysis Report

17 Information Provided: Date provided: 12 November 2015 Boundary Conditions at Riverside Plaza Criteria Average Demand 0.33 Maximum Daily Demand 0.50 Peak Hourly Demand 0.90 Fire Flow Demand 50 Demand (L/s) Location:

18 Results Connection-1: Criteria Head (m) Pressure (psi) Max HGL PKHR MXDY + Fire Flow (50 L/s) Note: The site is assessed based on existing and reconfiguration zone conditions and the governing BCs are provided. Considerations 1. According to the City of Ottawa Water Design Guidelines as well as the Ontario Building Code, the maximum pressure at any point within a distribution system shall not exceed 80 psi in occupied areas. Measures should be taken to try to reduce the residual pressure below 80 psi without the use of special pressure control equipment. In circumstances where the residual pressure cannot be reduced below 80 psi without the use of pressure control equipment, a pressure reducing valve (PRV) should be installed at site. Disclaimer The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.

19 APPENDIX C Excerpts from Proposed Storm Sewer Servicing Report prepared by J.L. Richards & Associates Ltd. - Allowable flow calculation year storm design sheet - ICD 9 and 10 required and provided ponding volumes - Site Drainage Plan Dwg - Ponding Plan Dwg

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