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

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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 Original: October 2 nd, 2015 Updated: November 5 th, 2015 November 2015 File No Engineering Report Rev 1

2 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 Maximum Day and Fire Flow Scenario WaterCAD Diagram prepared by RL Richards & Associates Ltd.

3 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 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 ENGINEERING REPORT 3 B) WATER DISTRIBUTION Presently the site is serviced from River Road and 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 L/s Table 2 is a summary of the total water demand for the proposed Shoppers Drug Mart.

6 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) Peak Day + Fire Flow (L/s) The total demand for the site including the proposed Shoppers Drug Mart is 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.

7 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 and 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 flows on site should be detained on site to a maximum release rate of l/sec. 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 ponding volume in the area. In order to maintain the ponding and achieve the required storage rooftop controls will be utilized. 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 72.2 m 3 at the existing catch basin with a total release rate of 170 L/sec. The total ponding volume for this area is m 3 which includes the outlet catch basin volume to the north where a 225mm orifice plate is located. The proposed Shoppers Drug Mart rooftop will control flows to 9.0 L/sec and provide for a storage volume of 95 m 3. In addition the additional flow from the

8 ENGINEERING REPORT 6 rooftop will be controlled via the existing 225mm orifice plate. As such the addition of the Shoppers Drug Mart to the proposed development will not significantly affect 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 Ottawa dated October 2003 and revised May Water Quality: There will be no change to water quality for the development. Rooftop water is consider clean water, 80% TSS removal. There has been an overall increase in rooftop and decrease in asphalt area.

9 ENGINEERING REPORT 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. JOHN KRPAN, M.S.C.E., P.Eng. November 5 th, 2015 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 Maximum Day and Fire Flow Scenario Diagram prepared by RL Richards & Associates Ltd.

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