P: (905) F: (905) PROPOSED BANK. Prepared For: ENT INC. JUNE Rev 0.docx

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1 The Odan/Detech Group Inc. P: (905) F: (905) SOUTH SERVICE ROAD, UNIT 107 BURLINGTON, ONTARIO, L7L 5K2 PROPOSED BANK PLACE D ORLEANS MALL OTTAWA, ONTARIO SERVICING AND STORM WATER MANAGE EMENT REPORT Prepared For: PRIMARIS MANAGEM ENT INC. JUNE 2016 PROJECT No File No RBC Engineering Report Rev 0.docx THE ODAN/DETECH GROUP INC.

2 PROPOSED BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT 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 SMV Architects Inc. APPENDIX B Sanitary Flow Calculation from Site Fire flow calculation City of Ottawa Water Boundary Conditions

3 PROPOSED BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT BACKGROUND The property under study is a portion of the existing Place D Orleans Shopping Mall located at the south west corner of the Mall nearest the intersection of the Place D Orleans and St. Joseph Blvd. It is proposed to add a CRU to this section of existing parking. 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 Primaris Management Inc., to review the site, collect data, evaluate the site for the proposed land use and present the findings in a servicing and 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 BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT DESIGN CONSIDERATIONS A) SANITARY WASTE WATER DISPOSAL There are multiple sanitary sewer outlets for the existing Place D Orleans Mall. Currently the site has an existing sanitary sewer outlet to that discharges to the west of the existing Mall at Place D Orleans Drive which continues to Rocque Street. An additional outlet for the Mall is located at the north east corner of the development. This discharges to Place D Orleans and continues to the north where it crosses Regional Road 174. As discussed with the City of Ottawa the proposed new Retail Bank will not connect to either of the existing systems internally. This is due to the length of service required from the Bank to the existing internal sanitary sewer located on the west side of the site. As discussed with Engineering the proposed Bank will be serviced from St. Joseph s Blvd. to the south. Significant sanitary flows are not expected to be generated from the Bank. The sanitary sewer located on St. Joseph s Blvd. is a 250mm dia. sanitary sewer flowing westerly. Expected sanitary flows from the proposed Bank 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) Proposed Bank 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 BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 3 The above sanitary flows can be closely compared to the flows below which are derived from the Ontario Building Code section B based on type of use. The total flow calculated using the O.B.C. is 0.07 l/sec. Both methodologies derive similar results for sanitary discharge rates. B) WATER DISTRIBUTION There is an internal looped water main which services the existing Place D Orleans Mall. This water main is serviced from Place D Orleans west side and from St. Joseph s Blvd. to the south east. It is proposed to provide a new domestic water service to the proposed Bank from the water main located within the City R.O.W. on Place D Orleans. 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 (1999). 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 proposed Bank is as follows: a) Average Day domestic demand 0.07 L/s b) Peak day demand x daily demand 0.11 L/s c) Peak hour demand x daily demand 0.13 L/s

6 PROPOSED BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 4 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 Bank. Table 2 Total Water Demand for Proposed Bank L/s USGM Peak Day Demand Fire Flow Demand Total Water Demand The water boundary conditions were provided by the City of Ottawa using the water demand and fire flow demand of the proposed Bank. The head at the connection point of the analysis using the maximum day and fire flow demand of the proposed store is 108.5m at a pressure of 60.9 psi. The water boundary report is found in Appendix B.

7 PROPOSED BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 5 STORM WATER MANGEMENT: QUANTITY: The design of the proposed development will maintain or reduce the storm water runoff from the site when compared with the existing conditions. As the only alteration to the existing site condition will be to the existing parking area and an increase of landscape will occur only the rooftop will be reviewed for the purposes of Stormwater Management. Rainfall Equation Q 5 =1031/(6.4+t) = mm/hr Q 100 =1801/(6.4+t) = mm/hr Table 1 Pre-Development Run-off Area ID Rational C Coeff. Intensity Flow (l/s) Area (ha) (mm/hr) Asphalt TOTAL PREDEVELOPMENT 5 YEAR DISCHARGE 5.8 In order to maintain or reduce storm water runoff rooftop controls will be implemented. Relationship for Rooftop Control Devices Area of Roof = 400 m 2 Number of Weirs = 2 Head (m) Volume (m 3 ) Discharge (l/s) Volume (ha-m) Discharge (m 3 /s) Table 2 Post-Development Run-off Area ID Rational C Coeff. Intensity Flow (l/s) Area (ha) (mm/hr) Rooftop Controlled *4.5 TOTAL POST DEVELOPMENT 100 YEAR DISCHARGE 4.5 * - As per Rooftop Control Table maximum flow at 150mm will be limited to 4.5 l/sec with 2 roof drains, 1 weir per roof drain. Based on the above Tables there has been an overall decrease of flow from the addition of the proposed CRU. As such there will be a decrease in flow from the site during all storm events.

8 PROPOSED BANK PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT CONCLUSIO ONS Our investigation has determined that the site is serviceable utilizing existing sanitary sewers, and existing storm and water main infrastructure adjacent to the site. The storm water management for the existing site will be improved for r both quantity and quality. Both water quantity and water quality objectives been achieved, maintained and improved upon. Respectfully Submitted; The Odan Detech Group Inc. Mark Harris, Dipl. Tech. JOHN KRPAN, M.S.C.E., P.Eng. June 6th, 2016 DATE File No RBC Engineering Report Rev 0.docx THE ODAN/DETECH GROUP INC.

9 APPENDIX A Aerial Photo of Existing Site Site Plan by SMV Architects Inc.

10 Aerial Photo of Existing Site Full Mall - Subject Site

11 Aerial Photo of Existing Site South West Corner Bank -

12 Site Plan

13 APPENDIX B Sanitary Flow Calculation from Site Sanitary OBC Calculation Fire Flow Calculation City of Ottawa Water Boundary Conditions

14 SANITARY FLOW CALCULATIONS SCENERIO: RBC (BANK AREA) This program calculates the sanitary discharge from various land use FILL IN COLOURED CELLS AS REQUIRED COMMERCIAL SITE AREA (ha) = 0.10 NOTE: Only 0.10 ha. Will be considered for Infiltration RESIDENTIAL SITE AREA (ha) = TOTAL SITE AREA (ha) = LAND USE 0.10 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= 1742 Q1= 0.00 Q2= 0.07 Q = (MqP/86400) + A * I (L/sec) Qinfil 0.03 Qtot 0.09 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 residential) Peaking Factor M = 2.5 (for Commercial)

15 Sanitary OBC Calculation PROJECT: Proposed Bank CLIENT: SMV Archtiects Place D'Orleans DATE: June Ottawa, Ontario PROJECT No.: DRAWING REF.: SET C A B C D E F G H I J Floor Area (sq.ft.) Floor Area (sq.m.) Establishment Type (OBC B.) Based on Floor Area Volume (litres) Total Volume (litres) (B x E) Volume (litres) Establishment Type (OBC B.) Based on Employees/Service Chairs/Patrons (ea.) Volume (litres) (G x I) Office Office Building per 9.m2 floor area per Employee 8 Hour Shift Total Floor Area Total Based on Floor Area 4320 Total Based on Person/Hours/Service Chairs 1800 Total Volume (Average per day) 6120 Total (l/sec) 0.07

16 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: Proposed Bank Place D'Orleans PROJECT: Proposed Bank Place D'Orleans OBC OCCUPANCY: Commercial Retail PROJECT No BUILDING FOOT PRINT (m2): 464 Contents Charge # OF STOREYS 1 Non Combustible 25% limited Combustible 15% Combustible 0% CONSTRUCTION CLASS: FIRE RESISTIVE Free Burning 15% AUTOMATED SPRINKLER PROTECTION Credit Total NFPA 13 sprinkler standard no 0% Standard Water Supply no 0% 0% Fully Supervised System no 0% 0% CONTENTS FACTOR: Combustible CHARGE: 0% ` Rapid Buring 25% 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) >45 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 = 464 m2 (2 largest floor + 50% of 8 above floors) STOREY AREAS m2 F = 2843 L/min 464 Round to Nearest 1000 L/min F = 3000 L/min must be > 2000 L/min CORRECTION FACTORS: OCCUPANCY 0 L/min FIRE FLOW ADJUSTED FOR OCCUPANCY 3000 L/min REDUCTION FOR SPRINKLER 0 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

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18 Boundary Conditions at Place De Orleans Mall Information Provided: Date provided: 02 June 2015 Criteria Demand (L/s) Average Daily Demand 0.07 Maximum Daily Demand 0.11 Peak Hourly Demand 0.13 Fire Flow Demand 50 Max Day + Fire Flow Demand Location:

19 Results: Connection 1: Existing Conditions Criteria Head (m) Pressure (psi) Max HGL PKHR MXDY + Fire Flow (50 L/s) 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 water main; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.

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