120 Bullock Street Fire Flow Analysis - City of Kitchener
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120 Bullock Street Fire Flow Analysis Project Location: 120 Bullock Street, Kitchener, ON Prepared for: PDCP Block 5 Industrial GP inc. 130 King Street, Suite 1400, Toronto, ON Prepared by: MTE Consultants 520 Bingemans Centre Drive Kitchener, ON N2B 3X9 April 30, 2021 MTE File No.: 36009-700
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 (March 12, 2021) ............................................... 2 Table 3.1 - Water Demand ......................................................................................................... 2 Appendices Appendix A Flow Test Results Appendix B Calculations Drawings Functional Site Grading Plan 1 MTE Drawing No. C2.1 .............................................................................. Separately Appended Functional Site Grading Plan 2 MTE Drawing No. C2.2 .............................................................................. Separately Appended Functional Site Servicing Plan 1 MTE Drawing No. C2.3 .............................................................................. Separately Appended Functional Site Servicing Plan 2 MTE Drawing No. C2.4 .............................................................................. Separately Appended
1.0 Introduction MTE Consultants Inc. has been retained by PDCP Block 5 Industrial GP Inc. to conduct a fire flow analysis for the proposed industrial development at 120 Bullock Street located in Kitchener, Ontario. The proposed development for the site will include the construction of an industrial building complete with loading docks, surface parking, drive aisles and two driveway entrances to Bullock Street. Servicing works include the installation of sanitary, storm and water services for the proposed building as well as four private hydrants located around the building. Private hydrants have been located at each of the three primary entrances along the west side of the building and at the southeast corner of the building. The site was created as part of the Former Kitchener Budd Automotive Site redevelopment at 1011 & 1111 Homer Watson Boulevard and is currently a vacant commercial block. The site was included in the Plan of Subdivision (30T-13202) and is referred to a Block 5 in the approved Site Services and Stormwater Management Engineering Report by Odan-Detech dated on July 22, 2016. The purpose of this Fire Flow Analysis Report is to confirm the available fire flows and residual pressure from the existing 300mm diameter watermain along Bullock Street. 2.0 Water Distribution The site will be serviced from an existing 300mm diameter watermain stub at the property line off the existing 300mm diameter watermain located within the Bullock Street right-of-way. The 300mm diameter watermain stub will be reduced to a 250mm watermain internal to the site. The building will be serviced from the west side of the building by the proposed 250mm watermain extended through the site. For firefighting purposes, four on-site hydrants are proposed to be installed along the proposed 250mm watermain. The pressures and flows must be sufficient for firefighting conditions as established by the Ontario Building Code (2012). The minimum residual pressure under fire fighting conditions is 140kPa (20.3 psi) per OBC 2012 A-3.2.5.7 3(b). For this design, we have utilized the information obtained from the municipal hydrants located on Bullock Street. The following table illustrates the results of the testing completed by FCFP. MTE Consultants | 36009-700 | 120 Bullock Street (Block 5) | April 30, 2021 1
Table 2.1 - Results Of Flow Tests Completed (March 12, 2021)
Results of Flow Tests Completed (March 12, 2021)
Test # Outlet Inside Number of Pitot Pressure Residual Flow @ Residual
Dia. (in.) Outlets (PSI) Pressure (PSI) (gal/min)
1 n/a n/a n/a 90 n/a
2 2.5 1 60 89 1,300
3 2.5 2 48+48 84 2,326
Refer to Appendix A for the information obtained by FCFP.
3.0 Analysis of On-Site Fire Protection
The building will be analyzed for fire water supply requirements using the OBC 2012. The
analysis will determine if the theoretical pressure of the proposed on-site fire hydrants is
acceptable for firefighting.
Using the OBC 2012:
Building Classification: Group F, Division 2 (Provided by Ware Malcomb)
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
Required min. water
Building Building supply flow rate
Building Area (m²) Volume (m³) K Stot Q (litres) (litres/min)*
Industrial 47,295 643,212 27 1.0 17,366,724 9,000
* From Table 2 of OBC 2012 Appendix A-3.2.5.7
Therefore, the required minimum water supply flow rate is 9,000litres/min for the proposed
building. This is the maximum flow rate specified by the Ontario Building Code.
The residual pressure at the furthest proposed hydrant was calculated to be 337.0kPa for a flow
rate of 9,000litres/min, which is greater than the minimum allowable pressure of 140kPa per
OBC 2012. Therefore, all four proposed on-site fire hydrants would have residual pressures
greater than the minimum allowable pressure of 140kPa. Refer to Appendix B for calculations.
MTE Consultants | 36009-700 | 120 Bullock Street (Block 5) | April 30, 2021 2
4.0 Conclusions and Recommendations Based on the flow tests provided by FCFP it can be concluded that the minimum water supply flow rate of 9,000litres/min can be delivered to the proposed hydrants on the subject site with a residual pressure (at the nozzle of the hydrant) under fire fighting conditions of 337.0kPa for 9,000litres/min, thus meeting the minimum requirements of the Ontario Building Code (2012). We understand that the building will be sprinklered; therefore, the fire demands will be far less than 9,000L/min. Given that there is adequate supply and pressure for a demand of 9,000L/min at the furthest hydrant we conclude that the proposed on-site hydrants can adequately service the proposed industrial building. All of which is respectfully submitted, MTE CONSULTANTS INC. Tyler Arndt, E.I.T. Jeff Lerch, P.Eng. Designer Design Engineer 519-743-6500 ext. 1386 519-743-6500 ext. 1307 tarndt@mte85.com jlerch@mte85.com TMA:scm \\mte85.local\mte\Proj_Mgmt\36009\700\Reports\Fire Flow Report\rpt_2021-04-30_Fire Flow.docx MTE Consultants | 36009-700 | 120 Bullock Street (Block 5) | April 30, 2021 3
Appendix A Flow Test Results
FLOW TEST
REPORT
Form SD-003 RevDate: Sep 25, 2020
PROJECT INFORMATION
Project Name: 120 Bullock St. Kitchener Flow Test Const. Project #: SMC-0000435
Site Address: 120 Bullock St. Kitchener Design Project #: 2021-FCFP-125
City Contact: Kitchener Waterworks Phone #: 519-741-2529 x3
FCFP Contact: Leahm Martens Phone #: 519-280-4891
Technical Contact: Andrew Peach Phone #: 226-448-3436
SITE INFORMATION
SITE MAP
N
STATIC HYDRANT
FLOWING HYDRANT
Note: If the main is a dead end, the flowing hydrant shall be closest to the dead end
ITEMS TO LABEL ON MAP HYDRANTS USED MAIN SIZE
✔ Static / Residual & Flow Hydrants ✔ City Hydrant(s) City: 12" / 300 mm
Flow Direction (if the main is dead end) Site Hydrant(s) Site:
SITE NOTES
Page 1 of 2FLOW TEST
REPORT
Form SD-003 RevDate: Sep 25, 2020
TEST INFORMATION
Minimum Required Flow: N/A Min Ports: 2
FCFP Personnel Present: Leahm Martens Test Date: 2021-03-12
City / External Company: Kitchener Waterworks Test Time: 10:00am
TEST EQUIPMENT
Hose Monsters with built in Pitot Hose length used:
Hand held pitot gauge Pollard diffuser elbow with built in Pitot
Other:
TEST RESULTS
Static / Residual
Number Outlet Size Discharge Pitot Reading Total Flow
Pressure
of Ports (IN) Coefficient (PSI) (GPM)
(PSI)
0 Ports STATIC 90
1 Port 2.5 0.9 60 1,300 89
2 Ports 2.5 0.9 48 48 2,326 84
3 Ports 2.5 0.9 0
4 Ports 2.5 0.9 0
0 Ports STATIC RE-CHECK
TEST NOTES
HYDRAULIC ADJUSTMENTS (FOR OFFICE USE ONLY)
ADJUSTMENTS FOR HYDRAULIC GRADE LINE (HGL)
Reservoir HGL (m): Site Elevation (m):
Theoretical Static Head (PSI): 0 PSI to subtract from test pressures: 0
OTHER HYDRAULIC ADJUSTMENTS
Other adjustment as required by the City / AHJ:
Page 2 of 2Appendix B Calculations
120 Bullock Street (Block 5)
FIRE FLOW ANALYSIS
Kitchener, Ontario
Project Number: 36009-700
Date: April 28, 2021
Design By: TMA
Checked By: JPL
File: M:\36009\700\Reports\Fire Flow Report\Appendix\B\1. 36009-700_Site Fire Flow Analysis - Building Info.xlsx
Step 1: Determining Water Supply Coefficient
Table 1 from OBC 2012 A3.2.5.7
Classification by group or division in Accordance
Type of Construction with Table 3.1.2.1 of the Ontario Building Code
A2 B1 B2 B3 C D A4 F3 A1 A3 E F2 F1
Building is of Noncombustible construction with fire
separation and fire-resistance ratings provided in
accordance with Subsection 3.2.2 of the OBC, including
1 loadbearing walls, columns and arches 10 12 14 17 23
Building is of Noncombustible construction or of heavy
timber construction conforming to Article 3.1.4.6 of the
OBC. Floor assemblies are fire separations but no fire-
resistance rating. Roof assemblies, mezzanines,
loadbearing walls, columns and arches do not have a fire-
2 resistance rating. 16 19 22 27 37
Building is of Combustible Construction with fire
separations and fire-resistance ratings provided in
accordance with Subsection 3.2.2 of the OBC, including
loadbearing walls, columns and arches. Noncombustible
construction may be used in lieu of fire resistance rating
3 where permitted in subsection 3.2.2 of the OBC 18 22 25 31 41
Building is of combustible construction. Floor assemblies
are fire separations but with no fire-resistance rating. Roof
assemblies, mezzanines, loadbearing walls, columns and
4 arches do not have a fire-resistance rating. 23 28 32 39 53
Type of Building Water Supply
Construction Classification Coefficient (K)
2 F2 27
Note, based on info provided by Ware Malcomb.
Step 2: Determine the Spacial Coefficient
Figure 1 - Spatial Coefficient vs Exposure Distance
Distance Sside
Exposure Distance 1 (m) 66.10 0.00 0.6
Exposure Distance 2 (m) 19.40 0.00
Exposure Distance 3 (m) 29.80 0.00 0.5
Spacial Coefficient (Sside)
Exposure Distance 4 (m) 16.10 0.00
Exposure Distance 5 (m) 0.4
Stot 1.00
0.3
0.2
0.1
0
0 2 4 6 8 10 12
Exposure Distance (m)
All new Buildings (except F1 Occupancies)
All new F1 Occupancy BuildingsStep 3: Determine Volume of Building
Building Height to
Building Area the underside of
2 3
Building Length(m) Building Width (m) (m ) roof deck (m) Volume (m )
400.97 124.97 47295.00 13.60 643212.00
Note, based on info provided by Ware Malcomb.
Number of Stories 1
Step 4: Calculate Minimum Water Supply
Q KVS tot
Minimum Water Supply (L) 17366724.00
Step 5: Calculate Minimum Supply Flow Rate
Table 2 from OBC 2012 A3.2.5.7
Minimum Water Supply Flow Rates
Required Minimum Water Supply Flow
Building Code, Part 3 Buildings Rate (L/min)
One Storey Building with building area
not exceeding 600 m2 (excluding F1
occupancy) 1800
All Other Buildings if Q> and Q120 Bullock Street (Block 5)
FIRE FLOW ANALYSIS
Kitchener, Ontario
Project Number: 36009-700
Date: April 28, 2021
Design By: TMA
Checked By: JPL
File: Q:\36009\700\Fire Flow Report\36009-700_Site Fire Flow Analysis.xlsx
CALCULATION OF RESIDUAL PRESSURE AT ON-SITE HYDRANT
1. Boundary Conditions (Based on Fire Flow Test Results):
Metric Imperial
P0 - Starting Pressure 63.29 m 90 psi
P1 - Pressure at Q1 59.07 m 84 psi
0
Q1 - From Fire Flow Test 8805 L/min 2326 U.S. gal/min
Q2 - Required Flow 9000 L/min 2378 U.S. gal/min From: Water Demand calculations by MTE
P-loss 1 4.22 m 6 psi
P-loss 2 4.39 m 6 psi
P2 - Residual Pressure 58.90 m 84 psi Extrapolated from Fire Flow Test Results
2. Friction Losses Through Water Service:
Hazen-Williams Equation Metric Imperial
Chw = Pipe Friction Factor 150 150
k = conversion factor 10.675 4.727
n = constant 1.852 1.852
m = constant 4.8704 4.8704
300mm Watermain
Q = Flow 9000 L/min
3
Q = Flow 0.15 m /s 2378 U.S. gal/min
d = Pipe Diameter 300 mm 11.81 in
0.3 m
p = Loss/Length 0.0104 m/m 0.0045 psi/ft
Length 10 m 33 ft
Loss 0.10 m 0.1 psi
1 kPa
250mm Watermain
Q = Flow 9000 L/min
Q = Flow 0.15 m3/s 2378 U.S. gal/min
d = Pipe Diameter 250 mm 9.84 in
0.25 m
p = Loss/Length 0.0254 m/m 0.0110 psi/ft
Length 614 m 2014 ft
Loss 15.59 m 22.2 psi
153 kPa
150mm Watermain
Q = Flow 9000 L/min
Q = Flow 0.15 m3/s 2378 U.S. gal/min
d = Pipe Diameter 150 mm 5.91 in
0.15 m
p = Loss/Length 0.3056 m/m 0.1324 psi/ft
Length 4 m 13 ft
Loss 1.22 m 1.7 psi
12 kPa3. Friction Losses Through Apurtenances:
Apurtenances Number K Velocity Head Loss Total Loss
m/s m m psi
300mm Tee (branch) 1 0.780 2.122 0.179 0.179 0.255
Valve - 300mm dia. 2 0.104 2.122 0.024 0.048 0.068
300 to 250 - Reducer 1 0.131 3.056 0.062 0.062 0.089
250mm Tee (run) 6 0.280 3.056 0.133 0.800 1.137
250mm Tee (branch) 0 0.840 3.056 0.400 0.000 0.000
Valve - 250mm dia. 2 0.112 3.056 0.053 0.107 0.152
45 degree bend - 250mm dia. 6 0.224 3.056 0.107 0.640 0.910
90 degree bend - 250mm dia. 1 0.42 3.056 0.200 0.200 0.284
250 to 150 - Reducer 1 1.022 8.488 3.753 3.753 5.337
Valve - 150mm dia. 1 0.12 8.488 0.441 0.441 0.627
Total Minor Losses 6.229 8.857
4. Elevation - Elevational differences from existing hydrant to proposed hydrant
Metric Imperial
Elevation at Boundary (i.e. Residual Hydrant): 318.9 m 1046 ft
Elevation at Site Hydrant: 320.3 m 1051 ft
Elevation Difference = Loss/Gain 1.4 m 2.0 psi
ANALYSIS SUMMARY
Total Losses 24.544 m
240.78 kPa 34.9 psi
Residual Pressure after Losses 34.35 m
337 kPa 48.9 psi PASS
Allowable Residual Pressure 140 kPa 20.3 psiYou can also read
