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.: 34780-500

M:\34780\500\Reports\Fire Flow\34780-500_rpt_2017-10-08_Fire Flow.doc

TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................... 1 2.0 WATER DISTRIBUTION ....................................................................................... 1 3.0 ANALYSIS OF ON-SITE FIRE PROTECTION ..................................................... 2 4.0 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 FLOW TEST RESULTS APPENDIX B FIRE FLOW CALCULATIONS APPENDIX C WATER DEMAND CALCULATIONS

DRAWINGS Functional Servicing Plan I MTE Drawing No. 34780-500 C2.3 .......................................................................... Encl. Functional Servicing Plan II MTE Drawing No. 34780-500 C2.4 .......................................................................... Encl.

Fire Flow Analysis -1- MTE File No.: 34780-500 255 Northfield Drive East November 8, 2017

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-3.2.5.7 3(b). C&H Fire Suppression Systems Inc. completed a hydrant flow test on September 19, 2017. 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 2.1 - 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)

Flow @ Residual (gal/min)

1 n/a n/a n/a 62 n/a

2 2.5 1 49 60 1,175

3 2.5 1 36+30 58 1,926

Refer to Appendix A for the information obtained by C&H Fire Suppression Systems Inc.

Fire Flow Analysis -2- MTE File No.: 34780-500 255 Northfield Drive East November 8, 2017

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 = KVStot (Table 1 of OBC 2012 Appendix A-3.2.5.7.(3) & Table 2)

K = water supply coefficient (A-3.2.5.7 Table 1) V = volume of building (m3 ) Stot = 1 + total spatial coefficients

TABLE 3.1 - WATER DEMAND

Water Demand

Building Building Area (m²)

Building Volume (m³) K Stot Q (litres) Required min. water supply

flow rate (litres/min)*

PAD 1 462.25 1849.00 10 1.75 32,357.5 1,800

PAD 2 256.00 1024.00 10 1.49 15,257.6 1,800

PAD 3 216.00 864.00 10 1.41 12,182.4 1,800

Building A 1200 5064 10 2.0 313,968 9,000

Building B 1200 5064 31 2.0 313,968 9,000

Building C 1200 5064 31 2.0 313,968 9,000

* From Table 2 of OBC 2012 Appendix A-3.2.5.7 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 276.0 kPa for a flow rate of 9,000 litres/min. This is greater than the minimum allowable pressure of 140 kPa per OBC 2012. 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.

APPENDIX A

FIRE FLOW RESULTS

Hydrant Flow Test WO# 21347255 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 1 1

62 Outlet Size 1 2.5 # of Outlets Flowed 2 2Residual Pressure 1 (Psi) Pitot Reading 2 36+30 # of Outlets Flowed 3 0

60 Outlet Size 2 2.5 Graph Data:Residual Pressure 2 (Psi) Pitot Reading 3 Pressure Values (y-axis) Flow Values (x-axis)

58 Outlet Size 3 62 0Residual Pressure 3 (Psi) Flow 1 Calculated 60 1175

1174.95 58 1926Flow 2 Calculated

1925.81 Time of Test :Co efficient value Flow 3 Calculated 19-Sep-17

0.9 0.00 Performed by: L.M

9:15am

57.558

58.559

59.560

60.561

61.562

62.5

0 500 1000 1500 2000 2500

Pres

sure

(Psi

)

Flow (USGPM)

Water Graph

62 psi

58psi @ 1926USGPM

60psi @ 1175USGPM

APPENDIX B

FIRE FLOW CALCULATIONS

255 Northfield DriveFIRE FLOW ANALYSISWaterloo, OntarioProject Number: 34780-500Date: 10/2/2017Design By: CAHFile:CALCULATION OF RESIDUAL PRESSURE AT ON-SITE HYDRANT1. Boundary Conditions (Based on Fire Flow Test Results):

P0 - Starting Pressure 43.60 m 62 psiP1 - Pressure at Q1 40.79 m 58 psi0Q1 - From Fire Flow Test 7291 L/min 1926 U.S. gal/minQ2 - Required Flow 9000 L/min 2378 U.S. gal/min From: Table 2 A-3.2.5.7 OBC 2006P-loss 1 2.81 m 4 psiP-loss 2 4.16 m 6 psi

P2 - Residual Pressure 39.45 m 56 psi Extrapolated from Fire Flow Test Results

2. Friction Losses Through Water Service:Hazen-Williams EquationChw = Pipe Friction Factor 140 140k = conversion factor 10.675 4.727n = constant 1.852 1.852m = constant 4.8704 4.8704

Q = Flow 9000 L/minQ = Flow 0.15 m3/s 2378 U.S. gal/mind = Pipe Diameter 250 mm 9.84 in

0.25 m

p = Loss/Length 0.0288 m/m 0.0125 psi/ftLength 255 m 837 ftLoss 7.36 m 10.5 psi

72 kPa

3. Friction Losses Through Apurtenances:Number K Velocity Head Loss

m/s m m psi3 0.280 3.056 0.133 0.400 0.5682 0.840 3.056 0.400 0.800 1.1372 0.112 3.056 0.053 0.107 0.1524 0.224 3.056 0.107 0.426 0.606

1.732 2.463

4. Elevation - Elevational differences from existing hydrant to proposed hydrant

Elevation at Boundary (i.e. Residual Hydrant): 336.75 m 1105 ftElevation at Site Hydrant: 338.95 m 1112 ft

Elevation Difference = Loss/Gain 2.2 m 3.1 psi

ANALYSIS SUMMARY

Total Losses 11.289 m110.74 kPa 16.1 psi

Residual Pressure after Losses 28.16 m276 kPa 40.1 psi PASS

Allowable Residual Pressure 140 kPa 20.3 psi

M:\34780\500\Reports\Fire Flow\34780-500_Fire Flow_17-10-02.xls

Metric Imperial

Metric Imperial

Apurtenances Total Loss

Imperial

250mm Tee (run)250mm Tee (branch)Valve - 250mm dia.

45 deg - 250mm dia.Total Minor Losses

Metric

APPENDIX C

WATER DEMAND CALCULATIONS

255 Northfield DriveWATER DISTRIBUTION ANALYSISKitchener, OntarioProject #: 34780-500Date:Date Printed:By: CAH

# of Units Population2

Bldg Area

(1st Floor)

Total Bldg Area8

Building Volume5 K V Stot Q F F C A F

(2) Occupancy Reduction

(3) Sprinkler

Protection

(4) Building

ExposureF F

Fire Flow (Max

OBC/FUS)

MOE Guidelines7

Average Day Max Day Peak

Hour Minimum

Hour

Max Day + Fire Flow

# 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 104 184 - 1,675 30,150 10 30,150 2.00 603,000 9,000 150 0.60 2,513 7,000 0% 7000 -30% 55% 8,750 146 150 0.479 0.479 1.318 1.980 0.192 151

-

-

Sum of Maximum Day Flows + Largest Fire Flow (L/s) = 151

TOTALS FOR SITE 104 184 - 1,675 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 Planning2 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 buildings3 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/dayAverage 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 m3/ha/day or 0.282 m3/cap/day4 Peaking Factors taken from "Design Guidelines for Drinking-Water Systems " (MOE, 2008):

Average Day = 1Maximum Day = 2.75Peak Hour = 4.13Minimum Hour = 0.4

5

6

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.

November 3, 2017

Fire FlowDomestic Flow3,4

Development Information - Proposed Development1

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.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.

Ontario Building Code Fire Underwriters Survey

Node ID / Area ID /

Building #

F.F.E. (m.a.s.l.) Description

SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0FU

NC

TIO

NAL

SER

VIC

ING

PLA

N I

C2.3

-C2.

3

NORTHFIELD DRIVE EAST

SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0FU

NC

TIO

NAL

SER

VIC

ING

PLA

N II

C2.4

-C2.

4

NORTHFIELD DRIVE EAST

BRID

GE STR

EET WEST