255 NORTHFIELD DRIVE EAST

Transcription

1 255 NORTHFIELD DRIVE EAST Fire Flow/Water Demand Analysis Project Location: 255 Northfield Drive East Waterloo, Ontario Prepared for: Abbey Ridge Developments Inc. 22 King Street South, Suite 300 Waterloo, ON N2J 1N8 Prepared by: MTE Consultants Inc. 520 Bingemans Centre Drive Kitchener, ON N2B 3X9 November 8, 2017 MTE File No.:

2 TABLE OF CONTENTS 1.0 INTRODUCTION WATER DISTRIBUTION ANALYSIS OF ON-SITE FIRE PROTECTION CONCLUSIONS AND RECOMMENDATIONS... 3 TABLES TABLE 2.1 RESULTS OF FLOW TESTS COMPLETED (Sept. 19, 2017)... 1 TABLE 3.1 WATER DEMAND... 2 APPENDICES APPENDIX A APPENDIX B APPENDIX C FLOW TEST RESULTS FIRE FLOW CALCULATIONS WATER DEMAND CALCULATIONS DRAWINGS Functional Servicing Plan I MTE Drawing No C Encl. Functional Servicing Plan II MTE Drawing No C Encl. M:\34780\500\Reports\Fire Flow\ _rpt_ _Fire Flow.doc

3 1.0 INTRODUCTION MTE Consultants Inc. was retained by Urban Legend Developments to conduct a fire flow analysis for the proposed development at 255 Northfield Drive East located in Waterloo, Ontario. The proposed development for the site will include construction of three apartment buildings, one retail building, and three restaurant pads complete with associated parking areas and driveways off of Northfield Drive East and Bridge Street West. Servicing works include the installation of sanitary, storm and water services for the proposed buildings as well as three private hydrants located adjacent to Building C, Building B and the restaurant pads. The purpose of this report is to confirm the available fire flows and residual pressure from the existing 300 mm diameter watermain along Bridge Street West. 2.0 WATER DISTRIBUTION The proposed development will be serviced from an existing 300 mm diameter watermain located within the Bridge Street West right-of-way. A proposed 250 mm diameter watermain will service the site. Refer to Drawings C2.3 and C2.4 for the water servicing layout. For firefighting purposes, two onsite hydrants are proposed to be installed along the proposed 250 mm watermain and the third onsite hydrant is proposed to be installed along the reduced 200 mm watermain. The pressures and flows must be sufficient for fire fighting conditions as established by the Ontario Building Code (2012). The minimum residual pressure under fire fighting conditions is 140 kpa (20.3 psi) per OBC 2012 A (b). C&H Fire Suppression Systems Inc. completed a hydrant flow test on September 19, The municipal hydrants used in the flow test are located at the intersection of Bridge Street West and Labrador Drive, and the intersection of Bridge Street West and Northfield Drive East. The following table illustrates the results of the testing completed by C&H Fire Suppression Systems Inc. TABLE RESULTS OF FLOW TESTS COMPLETED (September 19, 2017) Results of Flow Tests Completed (September 19, 2017) Test # Outlet Inside Dia. (in.) Number of Outlets Pitot Pressure (PSI) Residual Pressure (PSI) Residual (gal/min) 1 n/a n/a n/a 62 n/a , ,926 Refer to Appendix A for the information obtained by C&H Fire Suppression Systems Inc. Fire Flow Analysis -1- MTE File No.: Northfield Drive East November 8, 2017

4 3.0 ANALYSIS OF ON-SITE FIRE PROTECTION Building C was analyzed as it is considered the worst case building on site. It is the largest building and is located furthest from the municipal watermain connection on Bridge Street West. The analysis was completed using OBC 2012 for fire water supply requirements. The analysis determines if the theoretical pressure of the proposed onsite fire hydrants are acceptable for firefighting. Using the OBC 2012: Building Classification: Building C (worst case): Group C Calculate: Q = KVS tot (Table 1 of OBC 2012 Appendix A (3) & Table 2) K = water supply coefficient (A Table 1) V = volume of building (m 3 ) S tot = 1 + total spatial coefficients TABLE WATER DEMAND Water Demand Building Building Area (m²) Building Volume (m³) K S tot Q (litres) Required min. water supply flow rate (litres/min)* PAD , ,800 PAD , ,800 PAD , ,800 Building A ,968 9,000 Building B ,968 9,000 Building C ,968 9,000 * From Table 2 of OBC 2012 Appendix A Therefore, the required minimum water supply flow rate is 9,000 litres/min for the proposed building. This is the maximum flow rate specified by the Ontario Building Code. The residual pressure at the proposed hydrant adjacent to Building C was calculated to be kpa for a flow rate of 9,000 litres/min. This is greater than the minimum allowable pressure of 140 kpa per OBC Therefore, it can be concluded that the additional two hydrants proposed on site also have adequate pressure and flow rates as they are serviced by the same watermain. Refer to Appendix B for calculations. Fire Flow Analysis -2- MTE File No.: Northfield Drive East November 8, 2017

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6 FIRE FLOW RESULTS APPENDIX A

7 Hydrant Flow Test WO# Northfield Drive Waterloo Static Hydrant at **Corner of Bridge St West & Northfield Drive East** Flowing Hydrant at **Corner of Bridge St West & Labrador Drive** Static Pressure (Psi) Pitot Reading 1 49 # of Outlets Flowed Outlet Size # of Outlets Flowed 2 2 Residual Pressure 1 (Psi) Pitot Reading # of Outlets Flowed Outlet Size Graph Data: Residual Pressure 2 (Psi) Pitot Reading 3 Pressure Values (y-axis) Flow Values (x-axis) 58 Outlet Size Residual Pressure 3 (Psi) Flow 1 Calculated Flow 2 Calculated Time of Test : Co efficient value Flow 3 Calculated 19-Sep-17 9:15am Performed by: L.M Water Graph Pressure (Psi) psi 1175USGPM 1926USGPM Flow (USGPM)

8 FIRE FLOW CALCULATIONS APPENDIX B

9 255 Northfield Drive FIRE FLOW ANALYSIS Waterloo, Ontario Project Number: Date: 10/2/2017 Design By: CAH File: M:\34780\500\Reports\Fire Flow\ _Fire Flow_ xls CALCULATION OF RESIDUAL PRESSURE AT ON-SITE HYDRANT 1. Boundary Conditions (Based on Fire Flow Test Results): Metric Imperial P0 - Starting Pressure m 62 psi P1 - Pressure at Q m 58 psi 0 Q1 - From Fire Flow Test 7291 L/min 1926 U.S. gal/min Q2 - Required Flow 9000 L/min 2378 U.S. gal/min From: Table 2 A OBC 2006 P-loss m 4 psi P-loss m 6 psi P2 - Residual Pressure m 56 psi Extrapolated from Fire Flow Test Results 2. Friction Losses Through Water Service: Hazen-Williams Equation C hw = Pipe Friction Factor Metric 140 Imperial 140 k = conversion factor n = constant m = constant Q = Flow 9000 L/min Q = Flow 0.15 m 3 /s 2378 U.S. gal/min d = Pipe Diameter 250 mm 9.84 in 0.25 m p = Loss/Length m/m psi/ft Length 255 m 837 ft Loss 7.36 m 10.5 psi 72 kpa 3. Friction Losses Through Apurtenances: Apurtenances Number K Velocity Head Loss 250mm Tee (run) 250mm Tee (branch) Valve - 250mm dia. 45 deg - 250mm dia. Total Minor Losses Total Loss m/s m m psi Elevation - Elevational differences from existing hydrant to proposed hydrant Metric Imperial Elevation at Boundary (i.e. Residual Hydrant): m 1105 ft Elevation at Site Hydrant: m 1112 ft Elevation Difference = Loss/Gain 2.2 m 3.1 psi ANALYSIS SUMMARY Total Losses Residual Pressure after Losses m kpa 16.1 psi m 276 kpa 40.1 psi PASS Allowable Residual Pressure 140 kpa 20.3 psi

10 WATER DEMAND CALCULATIONS APPENDIX C

11 255 Northfield Drive WATER DISTRIBUTION ANALYSIS Kitchener, Ontario Project #: Date: November 3, 2017 Date Printed: By: CAH Node ID / Area ID / Building # Development Information - Proposed Development 1 F.F.E. (m.a.s.l.) Description # of Units Population 2 Bldg Area (1 st Floor) Total Bldg Area 8 Ontario Building Code Building Volume 5 K V S tot Q F F C A F Fire Flow Fire Underwriters Survey # of people m 2 m 2 m 3 m 3 L L/min L/s m 2 L/min L/min L/s L/s L/s L/s L/s L/s L/s L/s 1 Building C - Residential ,675 30, , ,000 9, ,513 7,000 0% % 55% 8, Sum of Maximum Day Flows + Largest Fire Flow (L/s) = 151 (2) Occupancy Reduction (3) Sprinkler Protection (4) Building Exposure F F Fire Flow (Max OBC/FUS) MOE Guidelines 7 Domestic Flow 3,4 Average Day Max Day Peak Hour Minimum Hour Max Day + Fire Flow TOTALS FOR SITE ,675 30,150 Max Fire Flow = 150 Max Fire Flow = 146 Largest Demand For The Entire Site (L/s) = 151 Assumptions: 1 All building areas are based on the conceptual Site Plan by MHBC Planning 2 Residential population is calculated using a Persons Per Unit (PPU) count taken from "Region of Waterloo Water and Wastewater Monitoring Report " (WWWMR) (Region of Waterloo, May 2015) Residential = 1.77 PPU for apartment buildings 3 Average Daily Demands for each residential building are taken from "Tri City Water Distribution Master Plan Final Report " by AECOM, Dated May 2009 : Residential = 225 L/cap/day Average Daily Demands the commercial buildings are taken from "Design Guidelines for Drinking-Water Systems " (MOE, 2008) and "Region of Waterloo Water and Wastewater Monitoring Report " (WWWMR) (Region of Waterloo, May 2015) Commercial = 28 m 3 /ha/day or m 3 /cap/day 4 Peaking Factors taken from "Design Guidelines for Drinking-Water Systems " (MOE, 2008): Average Day = 1 Maximum Day = 2.75 Peak Hour = 4.13 Minimum Hour = It is assumed that the buildings are constructed from fire-resistive materials. This allows for the coefficient related to the type of construction "C" to be reduced to its minimal value of 0.6. The other coefficient values are: 0.8 for non-combustible construction, 1.0 for ordinary construction, and 1.5 for wood frame construction. 6 Total building area (used for FUS calculation purposes) is drastically reduced from the actual total building area due to the fact that the building is considered to be fully fire-resistive. In addition to being constructed from fire-resistive materials, the vertical openings and exterior vertical communications must be properly protected with a minimum one hour fire rating. If these requirements are met, the reduced area is calculated as the sum of the largest floor plus 25% of each of the two immediately adjoining floors. 7 The buildings are categorized as combustible low fire hazard occupancies, attributing no charge to the "Occupancy Reduction". 8 The buildings are assumed to be sprinklered with an adequately designed system conforming to NFPA 13 and other NFPA sprinkler standards. This generates a 30% reduction to the "Sprinkler Protection" parameter of the FUS calculation.

12 C2.3 FUNCTIONAL SERVICING PLAN I NORTHFIELD DRIVE EAST CITY OF WATERLOO SITE C2.3

13 C2.4 FUNCTIONAL SERVICING PLAN II NORTHFIELD DRIVE EAST BRIDGE STREET WEST CITY OF WATERLOO SITE C2.4