functional servicing report - burlington

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018347_FSR‐SWM_U‐Haul_Burlington_Dec 04, 2018

FUNCTIONAL SERVICING REPORT

PROPOSED U‐HAUL BURLINGTON

AT

3267 Mainway City of Burlington

Prepared for Strategy 4 Inc.

Dec 04, 2018 Re‐Issued for ZBL Amendment Application

Sep 13, 2018 Re‐Issued for ZBL Amendment Application

May 11, 2018 Issued for ZBL Amendment Application

REVISIONS

1109 BRITANNIA ROAD EAST, MISSISSAUGA, ON, L4W 3X1 TEL: (647)496‐8055 www.floradesigns.net

Functional Servicing Report City File # 00‐00 U‐Haul Burlington, 3267 Mainway, Burlington, ON FD Proj # 018347

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TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 SITE DESCRIPTION 3.0 SITE PROPOSAL 4.0 STORMWATER MANAGEMENT AND DRAINAGE

4.1 Design Criteria 4.2 Existing Conditions 4.3 Stormwater Management

4.3.1 Quantity Control 4.3.2 Quality Control

4.4 Down Stream Capacity

5.0 EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION 6.0 SANITARY DRAINAGE SYSTEM

6.1 Population Density 6.2 Proposed Sanitary Flow 6.3 Down Stream Capacity

7.0 WATER SUPPLY SYSTEM 7.1 Existing & Proposed Water Supply System 7.2 Proposed Fire Flow Requirements 8.3 Proposed Water Servicing

8.0 CONCLUSIONS AND RECOMMENDATIONS 8.1 Storm 8.2 Sanitary 8.3 Water

LIST OF TABLES Table 1 Pre‐development Input Parameters Table 2 Pre‐development Peak Flows Table 3 Post‐development Input Parameters Table 4 Post‐development Peak Flows


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LIST OF APPENDICES Appendix "A" Plans

Site Location Map

Site Survey Drawing

Architectural Site Plan

Conceptual Servicing Plan Appendix "B" Stormwater Management

IDF Curve of City of Burlington

Runoff Coefficient Calculations (C)

Pre‐development Storm Drainage Plan

Pre‐development Peak Flow Calculations

Post‐development Storm Drainage Plan

Post‐development Peak Flow Calculations Appendix "C" Sanitary Drainage System

Population Density Calculations Pre‐development & Post‐development Sanitary Flow Calculations

Appendix "D" Water Supply System

Pre‐development & Post‐development Water Supply Requirement Calculations

Post‐development Fire Flow Requirement Calculations

Fire Protection Calculations

Fire Flow Test Report Appendix "E" Statement of Limiting Conditions and Assumptions


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1.0 INTRODUCTION

Flora Designs Inc. has been retained by Strategy 4 Inc. to prepare a Functional Servicing Report for the Proposed U‐Haul Facility Development located at 3267 Mainway, City of Burlington, Ontario (Appendix "A"), in accordance with the engineering standard drawings provided by the City of Burlington and MOE Stormwater Management Planning and Design Manual 2003 (SWMPD) as well as the Region of Halton design guidelines provided in the Water and Wastewater Linear Design Manual. This report is prepared in support of a Proposed Zoning By‐law Amendment application by Strategy 4 Inc. The purpose of this report is to provide site‐specific information for the City and Region's review with respect to the infrastructure required to support the proposed development in terms of storm drainage, sanitary discharge and water supply. An inventory of the existing infrastructure in the area of proposed development was carried out. This report discusses the existing services together with the servicing requirements for the proposed development. 2.0 SITE DESCRIPTION The proposed development site is located at 3267 Mainway, City of Burlington, Ontario (Appendix "A"). The site is bounded as follows:

Existing residential dwellings and Consort Crescent beyond to the North,

An existing industrial development to the East,

Mainway to the South, and

An existing industrial development to the West. The site is approximately 3.35 hectares (8.28 acres) in size. Currently an existing industrial building of approximate 14,493.40 m2 GFA is located on the property. The existing establishment on site is serviced by the City’s existing infrastructure of storm sewer and the Region’s existing infrastructure of sanitary sewer and watermain located within the road allowance of Mainway. There are an existing 525mm dia regional sanitary sewer and an exiting 750mm dia municipal storm sewer running through the site within an easement along the West property line. Also an exiting 1050mm dia municipal storm sewer running through the site within an easement along the East property line. The existing regional sanitary sewer and both municipal storm sewers conveys flow from the upstream lands to the North of this site and discharges to the municipal infrastructure of sewers located within the road allowance of Mainway. 3.0 SITE PROPOSAL This development application proposes change of use for an existing industrial building having an existing GFA of approximate 14,493.40 m2 on an approximate 33,512.14 m2 site area. This development application does not propose any addition to the existing building nor propose any alteration to the existing surface treatments exterior to the building. The current development application proposes change of use for the existing GFA from an existing CNC


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Machining use to self storage warehouse, vehicle sales, rental, leasing and service with office and ancillary retail use and re‐configuration of parking stalls and re‐painting of parking stripes to accommodate U‐Haul rental vehicles on existing asphalt surface. Please refer to the building and site statistics and OBC Matrix provided by Strategy 4 Inc. The site improvement application proposes to make use of the existing storm, sanitary and water services in the post‐development condition without any alteration. This development application does not propose any alteration to the existing water meter installation. Please refer to mechanical drawings for modifications proposed to the existing plumbing and sprinkler system within the building envelope. 4.0 STORMWATER MANAGEMENT AND DRAINAGE

4.1 Design Criteria The proposed development will meet the Province of Ontario standards as set out in the MOE Stormwater Management Planning and Design Manual 2003 (SWMPD), the Region of Halton Design Criteria and local engineering standards provided by the City of Burlington. A brief summary of design criteria are as follows;

For this development, return frequency values for design shall be 5‐year for the Minor System and 100‐year for the Major System.

City of Burlington Rainfall Intensity Curves (Standard Drawing No. S‐IDF) is to be used for analysis (Appendix "B").

The post‐development peak flows for all events from the site should be controlled to the peak flow resulting from the target pre‐development conditions during respective rainfall events.

An overland flow route is provided to direct runoff in excess of the 100‐Year storm event to a safe outlet.

Maximum detention depth in the parking areas during the 100‐year storm event is not to exceed 300mm.

Stormwater should be treated to Enhanced Protection level as defined in the MOE SWM Planning & Design Manual (2003).

4.2 Existing Conditions Currently an existing industrial development is located on the property. Based on review of the topographic survey and a site visit, we concluded that, a private network of storm sewers collects storm runoff from the roof of the existing building including existing paved surface parking (CA‐1‐Pre), which subsequently generates uncontrolled discharge into the municipal network of storm sewers located within easements along the East and West property lines through multiple service connections. The pre‐development surface condition and drainage area for this site has been illustrated in Appendix "B". For calculating the pre‐development discharge rates and runoff for 2‐Year, 5‐Year and 100‐Year storm events, the inlet time of concentration (Tc) is based on the minimum Tc provided by the City. The value for the weighted runoff


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coefficient (C) is calculated based on actual surface conditions per the Engineering Standard Drawing No S‐3D provided by the City of Burlington. The input parameters used to model the target pre‐development condition are provided in Table‐1 below, and detailed pre‐development runoff coefficient calculations are included in Appendix "B". Table‐1 Pre‐development Input Parameters

Catchment #

Drainage Area (ha)

Runoff Coefficient (C)2 and 5‐Year

Runoff Coefficient (C)

100‐Year

Time of Concentration

Tc (min.)

CA‐1‐Pre 3.35 0.79 0.88 10

The pre‐development peak flow was calculated using the City of Burlington Rainfall Intensity Curves (Standard Drawing No. S‐IDF) using the Rational Method. Results of the pre‐development peak flow calculations are provided in Table‐2 below, and detailed pre‐development flow calculations have been illustrated in Appendix "B".

Table‐2 Pre‐development Peak Flows

Catchment #

Peak Flow (m3/s)

2‐year 5‐year 100‐year

CA‐1‐Pre 0.501 0.648 1.163

4.3 Stormwater Management

In the post‐development condition, this development application does not propose any addition to the existing building nor propose any alteration to the existing surface treatments exterior to the building. This application only proposes re‐configuration of parking stalls and re‐painting of parking stripes to accommodate U‐Haul rental vehicles on existing asphalt surface. The post‐development surface condition and drainage area have been illustrated in Appendix "B". For calculating the post‐development discharge rates and runoff for 2‐Year, 5‐Year and 100‐Year storm events, Inlet time of Concentration (Tc) and weighted runoff coefficient (C) is calculated similar to the pre‐development calculations. Input parameters used to model the target pre‐development condition are provided in Table‐3 below and detailed calculations have been illustrated in Appendix "B". Table‐3 Post‐development Input Parameters

Catchment #

Drainage Area (ha)

Runoff Coefficient (C)2 and 5‐Year

Runoff Coefficient (C)

100‐Year


Tc (min.)

CA‐1‐Post 3.35 0.79 0.88 10


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Results of the post‐development peak flow calculations by considering minimum Tc and IDF data same as the pre‐development flow calculations are provided in Table‐4 below, and detailed post‐development flow calculations have been illustrated in Appendix "B". Table‐4 Post‐development Peak Flows

Catchment #

Peak Flow (m3/s)

2‐year 5‐year 100‐year

CA‐1‐Post 0.501 0.648 1.163

The post‐development Stormwater Management will be justified by discussing following stormwater controls: 4.3.1 Quantity Control

Stormwater quantity control is typically implemented to minimise the potential for downstream flooding, stream bank erosion and overflow of infrastructure. As per minimum standards provided by the City of Burlington, the post‐development peak flows for all events from the site area should be controlled in line with the respective peak flow resulting from the target pre‐development condition during 2‐year to 100‐year storm events. A review of the calculated value of the pre‐development and the post‐development peak flows concluded that, this development application does not affect stormwater flow contribution to the municipal storm sewer system in the post‐development condition and will not require providing any new lot level quantity control measures in the post‐development condition. However, a review of the site plan indicated there are several opportunities to implement the Low Impact Development techniques that will considerably reduce the post‐development runoff rates. A detailed stormwater management analysis and design including compliance with the current stormwater quantity control criteria per the City standards will be completed upon availability of existing on‐site servicing information at the detailed engineering design stage in conjunction with the submission of the site plan application. 4.3.2 Quality Control In accordance with the MOE SWM Planning & Design Manual, various levels of treatment are defined with the goal to maintain or enhance existing aquatic habitat based on the efficiency of total suspended solids (TSS) removal. In accordance with the City of Burlington standard for this site, stormwater should be treated to Enhanced Protection (Level 1) as defined in the MOE SWM Planning & Design Manual (2003).


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Currently, the site area occupied by the existing building roof and existing asphalt parking lot generates uncontrolled discharge into the municipal network of storm sewers located within easements along the East and West property lines through multiple service connections without any quality control measures. A detailed stormwater management quality control design including compliance with the current stormwater quality control criteria and exact sizing and model of the oil‐grit separator will be provided at the detailed engineering design stage in conjunction with the submission of the site plan application.


In the pre‐development condition, this site area contributes uncontrolled discharge into the municipal network of storm sewers located within easements along the East and West property lines. Since, the post‐development peak flow for all events from the site are equal to the target pre‐development allowable release during respective rainfall events, there will be no need to map the downstream capacity of the existing municipal infrastructure of storm sewers.

5.0 EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION Construction activity, especially operations involving the handling of earthen material, dramatically increases the availability of particulate matter for erosion and transport by surface drainage. In order to mitigate the adverse environmental impacts caused by the release of silt‐‐laden stormwater runoff into receiving watercourses, measures for erosion and sediment control are required for construction sites. The impact of construction on the environment is recognized by the Greater Golden Horseshoe Area Conservation Authorities. “Erosion & Sediment Control Guidelines for Urban Construction” released by Authority in December 2006, provides guidance for the preparation of effective erosion and sediment control plans. Control measures must be selected in light of the erosion potential of the site. The selection, implementation, inspection, and maintenance of the control features will be provided at the detailed engineering design stage in conjunction with the submission of the site plan application.

6.0 SANITARY DRAINAGE SYSTEM Currently the property is fully developed and serviced by the Region’s existing infrastructure of sanitary sewer located within the road allowance of Mainway. This development application does not propose any alteration to the existing private network of sanitary sewer and existing sanitary service connection.

6.1 Population Density

Considering the existing and proposed use of the building falls within the similar development type of Light Industrial Area, the equivalent population


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accountable shall remain unchanged as 419 people in accordance with the Water and Wastewater Linear Design Manual provided by the Region of Halton. Detailed calculations have been illustrated in Appendix "C".

6.2 Proposed Sanitary Flow Based on population density calculated in section 6.1 and infiltration allowance, the existing and proposed peak sanitary discharge flow in accordance with the Water and Wastewater Linear Design Manual provided by the Region of Halton is estimated as 5.24 L/s. Detailed calculations have been illustrated in Appendix "C".


Considering no change in the site area, population density and the post‐development sanitary flow, there will be no need to map the downstream capacity of the existing regional infrastructure of sanitary sewers. An analysis of existing private network of sanitary sewer and existing sanitary service including sewer video inspection will be completed at the detailed engineering design stage in conjunction with the submission of the site plan application.

7.0 WATER SUPPLY SYSTEM Currently the property is fully developed and serviced by the Region’s existing infrastructure of 300mm dia watermain located within the road allowance of Mainway. This development application does not propose any alteration to the existing private network of watermains and existing water service connection.

7.1 Existing & Proposed Water Supply System Considering no change in the site area and population density, the post‐development domestic water supply requirements for this site will remain same as the pre‐development condition of approximately 3.0 L/s in accordance with the Water and Wastewater Linear Design Manual provided by the Region of Halton. Detailed calculations have been illustrated in Appendix "D".

7.2 Proposed Fire Flow Requirements

The City of Burlington and Region of Halton requires the fire flow calculations based on the Water Supply for Public Fire Protection Guidelines provided by the Fire Underwriters Survey (FUS). The fire flow required for the proposed development is estimated at 333.33 L/s for 4 hours, delivered with a residual pressure of not less then 140 kilopascals. Detailed calculations have been illustrated in Appendix "D". A flow and pressure test were conducted by Corix Water Services on the Region of Halton hydrants connected to an existing 300mm dia watermain located within the North Boulevard of Mainway. The test report is included in Appendix


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"D". A flow of 120 L/s was measured at the Region of Halton Hydrant # H4587 connected to 250mm dia watermain on Mainway using two 2.5" orifices, which resulted in a residual pressure of 407 kPa at the Region of Halton Hydrant # H4582. Based on actual pressure test on nearby municipal hydrants, a maximum flow of 387 L/s can be achieved while maintaining a water pressure of 20 psi (140 kPa). Detailed calculations for the projected fire flow at 20 psi residual pressure is included in Appendix "D". Above measured available flow complies with the minimum requirements for fire suppression outlined in the FUS and the City guidelines.

8.0 CONCLUSIONS AND RECOMMENDATIONS This report is to be read in conjunction with the submission materials for the project proposal known as Proposed U‐Haul Burlington located at 3267 Mainway, Burlington, Ontario. Based on our investigation, we conclude and recommend the following:

8.1 STORM

1. This development application does not affect stormwater flow contribution

to the municipal storm sewer system in the post‐development condition and will not require providing any new lot level quantity control measures in the post‐development condition.

2. The post‐development peak flow for all events from the site are equal to the target pre‐development allowable release during respective rainfall events. Therefore, there will be no need to map the downstream capacity of the existing municipal infrastructure of storm sewers.

3. A detailed stormwater management quality control design including compliance with the current stormwater quality control criteria and exact sizing and model of the oil‐grit separator will be provided at the detailed engineering design stage.

4. Erosion and Sediment controls are to be implemented during construction to prevent silt‐laden runoff from leaving the site in accordance with the "Erosion & Sediment Control Guidelines for Urban Construction".

8.2 SANITARY

1. The existing and proposed peak sanitary discharge from the site remains unchanged as 5.24 L/s.

2. This development application does not propose any alteration to the existing private network of sanitary sewer and existing sanitary service connection.

8.3 WATER

1. The existing and proposed domestic water supply requirements for the site remains unchanged as 3.0 L/s.


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2. The fire flow required for the proposed development is estimated at 333.33 L/s for 4 hours, delivered with a residual pressure of not less than 140 kilopascals.

3. A flow and pressure test conducted on the municipal hydrants confirms that a maximum flow of 387 L/s can be achieved while maintaining a water pressure of 20 psi (140 kPa).

4. This development application does not propose any alteration to the existing private network of watermains and existing water service connection.

We trust that this report satisfies the requirements of the Town of Milton and Region of Halton with respect to the subject development. Should you have any questions, please feel free to contact the undersigned. Yours truly, FLORA DESIGNS INC.

Chirag C. Patel, P.Eng, PMP Senior Project Manager


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Appendix "A" Plans

Site Location Map

Site Survey Drawing

Architectural Site Plan

Conceptual Servicing Plan


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SITE LOCATION MAP (Not to Scale)


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SITE SURVEY DRAWING (Not to Scale)


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ARCHITECTURAL SITE PLAN (Not to Scale)


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CONCEPTUAL SERVICING PLAN (Not to Scale)


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Appendix "B" Stormwater Management

IDF Curve of City of Burlington

Runoff Coefficient Calculations (C)

Pre‐development Storm Drainage Plan

Pre‐development Peak Flow Calculations

Post‐development Storm Drainage Plan

Post‐development Peak Flow Calculations


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IDF CURVE ‐ CITY OF BURLINGTON

(In Accordance with Drawing No.S-IDF)

Parameters Return Period

2-year 5-year 10-year 25-year 50-year 100-year Coefficient ( A ) 592.60 697.40 798.50 926.90 1019.40 1114.20 Coefficient ( C ) 6.00 5.00 5.00 5.00 5.00 5.00

Exponent ( B ) -0.780 -0.764 -0.763 -0.762 -0.761 -0.761


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RUNOFF COEFFICIENT CALCULATIONS (C)

In accordance with the Engineering Standard Drawing No S-3D, City of Burlington

Character of Surface

Runoff Coeff. "C"

for 2 and 5-year

Runoff Coeff. "C" for

100-year

Lawns - Average Slope, 2% to 7% 0.20 0.25

Asphalt, Concrete and Roofs 0.90 1.00

Pre-Development Drainage Area

Catchment # Area (m2) %

Impervious Composite Runoff Coeff. "C"

Impervious Total 2 and 5-year 100-year

CA-1-Pre 28222.81 33512.14 84.22 0.79 0.88

Post-Development Drainage Area

Catchment # Area (m2) %

Impervious Composite Runoff Coeff. "C"

Impervious Total 2 and 5-year 100-year

CA-1-Post 28207.89 33512.14 84.17 0.79 0.88

Runoff Coefficient ( C )

For 2 and 5-year C = 0.9 i + 0.2 (1 - i), Where i = Imperviousness Ratio

For 100-year C = 1 i + 0.25 (1 - i), Where i = Imperviousness Ratio


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PRE‐DEVELOPMENT STORM DRAINAGE PLAN (Not to Scale)


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PRE‐DEVELOPMENT PEAK FLOW CALCULATIONS

Catchment # Drainage

Area


2 and 5-year


100-year


"A" in Hector "C" "C" "Tc" in Minute CA-1-Pre 3.35 0.79 0.88 10

Rational Method Calculation:

Q = 2.78CIA Where: Q = Runoff Quantity (Flow) in litre/sec A = Drainage Area in Hectors C = Runoff Coefficient I = Average Rainfall Intensity - mm/h Event 2 yr IDF Data Set, City of Burlington Coefficient, a = 592.60 Coefficient, b = 6.00 ( I ) = a * (Tc + b)^c Exponent, c = -0.780

Catchment # A

(ha) I

(mm/h) C

Q (L/s)

Q (m3/s)

CA-1-Pre 3.35 68.16 0.79 501.49 0.501

Event 5 yr IDF Data Set, City of Burlington Coefficient, a = 697.40 Coefficient, b = 5.00 ( I ) = a * (Tc + b)^c Exponent, c = -0.764

Catchment # A

(ha) I

(mm/h) C

Q (L/s)

Q (m3/s)

CA-1-Pre 3.35 88.09 0.79 648.13 0.648


Catchment # A

(ha) I

(mm/h) C

Q (L/s)

Q (m3/s)

CA-1-Pre 3.35 141.89 0.88 1162.87 1.163


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POST‐DEVELOPMENT STORM DRAINAGE PLAN (Not to Scale)


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POST‐DEVELOPMENT PEAK FLOW CALCULATIONS

Catchment # Drainage

Area


2 and 5-year


100-year


"A" in Hector "C" "C" "Tc" in Minute CA-1-Post 3.35 0.79 0.88 10

Rational Method Calculation:

Q = 2.78CIA Where: Q = Runoff Quantity (Flow) in litre/sec A = Drainage Area in Hectors C = Runoff Coefficient I = Average Rainfall Intensity - mm/h Event 2 yr IDF Data Set, City of Burlington Coefficient, a = 592.60 Coefficient, b = 6.00 ( I ) = a * (Tc + b)^c Exponent, c = -0.780

Catchment # A

(ha) I

(mm/h) C

Q (L/s)

Q (m3/s)

CA-1-Post 3.35 68.16 0.79 501.49 0.501


Catchment # A

(ha) I

(mm/h) C

Q (L/s)

Q (m3/s)

CA-1-Post 3.35 88.09 0.79 648.13 0.648


Catchment # A

(ha) I

(mm/h) C

Q (L/s)

Q (m3/s)

CA-1-Post 3.35 141.89 0.88 1162.87 1.163


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Appendix "C" Sanitary Drainage System

Population Density Calculations Pre‐development & Post‐development Sanitary Flow Calculations


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POPULATION DENSITY CALCULATIONS

(According to Table 2-1, Water and Wastewater Linear Design Manual, Region of Halton)

Development Type Equivalent

population density(Persons/ha)

Area of Site (ha)

Population (Persons)

Light Industrial Areas 125 3.35 419 Post-development population density (According to Table 2-1, Water and Wastewater Linear Design Manual, Region of Halton)

Development Type Equivalent

population density(Persons/ha)

Area of Site (ha)

Population (Persons)

Light Industrial Areas 125 3.35 419


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PRE‐DEVELOPMENT & POST‐DEVELOPMENT SANITARY FLOW CALCULATIONS

Gross Site Area (A) = 3.35 ha Industrial Dry Weather Flow (Table 3-2, Water and Wastewater Linear Design Manual, Region of Halton)

Type of Development

Equivalent Population

Density (Persons/ha)

Unit Sewage Flow (m3/ha/day)

Unit Sewage Flow

(L/ha/s)

Light Industrial Areas 125 34.375 0.39786 Dry Weather Flow

Commercial Unit Sewage Flow (q) = 34375 L/ ha/ Day

Average Dry Weather Flow = ( ( A * q ) / 86400 ) = 1.33 L/Sec

Modified Harmon Peaking Factor (For Commercial and Industrial Land Use)

Design Population (P) = 0.419 In thousand

Harmon Peaking Factor (M) = 0.80 x ( 1 + ( 14 / ( 4 + P^0.5) ) ) (M) = 3.210

Infiltration Allowance

Infiltration Allowance (I) = 0.286 L/ha. Sec Design Flow

Design Flows (Q) = Average Dry

Weather Flow x

Average Peak

Wastewater + Flow Factor

Infiltration Allowance

(I x A)

Design Flows (Q) = 5.24 L/Sec


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Appendix "D" Water Supply System

Pre‐development & Post‐development Water Supply Requirement Calculations

Post‐development Fire Flow Requirement Calculations Fire Protection Calculations Fire Flow Test Report


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PRE‐DEVELOPMENT & POST‐DEVELOPMENT WATER SUPPLY REQUIREMENT CALCULATIONS

Gross Site Area (A) = 3.35 ha Design water Demand is greater of following;

a) Max. Daily Demand Plus Fire Flowb) Max. Hourly Demand

Equivalent Population Density and Water Service Connection Demand

(Table 2-1, Water and Wastewater Linear Design Manual, Region of Halton) Type of Development Equivalent

Population Density

(Persons/ha)

Average Day Service

Demands (m3/ha/day)

Light Industrial Areas 125 34.375 Design Factors (Clause 2.4.1 & Table 2-2, Water and Wastewater Linear Design Manual, Region of Halton)Type of Development Average Daily

Demand L/Cap

Maximum Daily Demand Factor

Maximum Hourly Demand

Factor

Light Industrial Areas 275 2.25 2.25

Water Supply Requirements Design Water Demand Population

(Persons) Per capita demand

L/Cap/day

Volume Required

L/day

Volume Required

L/sec

Max. Daily Demand 419 618.75 259257 3.00 Max. Hourly Demand 419 618.75 259257 3.00


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POST‐DEVELOPMENT FIRE FLOW REQUIREMENT CALCULATIONS The Fire Underwriters Survey requires that a minimum water supply source "F" be provided at 140 kPa.

1 Estimate of Required Fire Flow

F = 220 * C * (A)^0.5

Where => F = Required Fire Flow (L/min) C = Coefficient related to construction A = Total Area (m2) Determining "C" C = 0.8 For non-combustible construction Determining "A"

A = Largest floor area + 25% of each of the two immediately

adjoining floors

For fire-resistive buildings, in which vertical openings are properly protected (1HR)

Largest Floor Area = 11,509.74 m2 First Floor

1st adjoining Floor Area = 2,983.66 m2 Second Floor

2nd adjoining Floor Area = 0.00 m2

A = 12,255.66 m2 So that, F = 19,000.00 L/min. (Rounded per FUS Guide Page # 20)

2 Addition / Reduction for occupancy type

Increased by 25% For the occupancies having high contents of fire hazard

So that, F = 23,750.00 L/min.

3 Reduction for sprinkler system Reduced by -30% Adequately designed sprinkler system per NFPA

4 Addition for structures exposed within distance of fire area Side Distance (m) % Addition North 32.5 5% South None 0% East 29.4 10% West 47.7 0% Total 15% Shall not exceed 75%

Net Reduction / Addition for step 3 & 4 Reduced by -15% So that, F = 20000.00 L/min. (Rounded per FUS Guide Page # 20)

N.B. - As per FUS requirements fire flow shall not exceed 45000 L/min nor be less the 2000 L/min.

Therefore, the fire flow required is =

20000.00 L/min. 333.33 L/sec 5283.44 USGPM 4402.87 Imp. GPM


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FIRE PROTECTION CALCULATIONS

(According to the National Fire Protection Association (NFPA) Guidelines)

MUNICIPALITY: City of Burlington

PROJECT NAME: U-Haul, Burlington

PROJECT No: 18347

Location of Test (FLOW) 3285 Mainway, Hydrant # H4587 Location of Test (RESIDUAL) 3267 Mainway, Hydrant # H4582

Mainline Pipe Size 250 mm Ø

Observed Flow From Hydrant Test Qf = 29.83 * c * (d2)*(p1/2)

Projected Fire Flow Qr = Qf*((Ps-Prd)/(Ps-Pra)

Test # # of

Nozzle/ Orifice

Nozzle/ Orifice

Dia. d (in)

Discharge Coeff. (c)

Static Pressure(Ps) (psi)

Pitot Pressure(Pp) (psi)

Actual Residual Pressure(Pra) (psi)

Qf (USGPM)

Desired Residual Pressure (Prd) (psi)

Qr (USGPM)

Qr (L/sec)

1 1 1.125 0.991 64 60 63 290 20 2239 142 2 1 1.75 0.994 64 54 62 668 20 3546 224 3 1 2.5 0.897 64 46 60 1135 20 4144 262 4 2 2.5 0.898 64 32 59 1894 20 6130 387


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FIRE FLOW TEST REPORT


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Appendix "E" Statement of Limiting Conditions and Assumptions


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Statement of Limiting Conditions and Assumptions

1. This Report/Study (the "Work") has been prepared at the request of, and for the exclusive use of, the Owner, and its affiliates (the "Intended Users"). No one other than the intended users has the right to use and rely on the work without first obtaining the written authorization of FLORA DESIGNS and its Owners.

2. The comments, recommendations and material in this report reflect Flora Designs best judgement in light of the information available to it at the time of preparation of this report. It is not qualified to and is not providing legal or planning advice in this work.

3. Flora Designs expressly excludes liability to any third party except the Intended Users for any use of, and/or reliance upon, the work.

4. Flora Designs notes that the following assumptions were made in completing the work a) The land use description(s) supplied to Flora Designs are correct b) The surveys and other data supplied to Flora Designs by the Owner are accurate c) Market timing, approval delivery and secondary information is within the control of parties other than

Flora Designs d) There are no encroachments, leases, covenants, binding agreements, restrictions, pledges, charges, liens

or special assessments outstanding, or encumbrances, which would significantly affect the use or servicing

Investigations have not carried out to verify these assumptions. Flora Designs deems the sources of data and statistical information contained herein to be reliable, but we extend no guarantee of accuracy in these respect.

5. All the plans, photographs, and sketches prepared and presented in this report/study are included solely to aid the visualizing the location of the property, the boundaries of the site, and the relative position of the improvements on the said lands are based on information provided by Owner

6. Flora Designs accepts no responsibility for legal interpretations, questions of survey, opinion of title, hidden or inconspicuous conditions of the property, toxic wastes or contaminated materials, soil or sub soil conditions, environmental, engineering or other factual and technical matters disclosed by the owner, the clients, or any public agency, which by their nature, may change the outcome of the work.

7. In the preparation of this report, Flora Designs have made investigations from secondary sources as documented in the work, but did not checked compliance with by‐laws, codes, agency and government regulations, etc., unless specifically noted in the work.

8. The value of proposed improvements should apply only with regard to the purpose and function of the work, as outlined in the body of this work. Any cost estimated set out in the work based on construction averages and subject to change.

9. Neither possession of Work, nor a copy of it, carries the right of publication. All copyright in the work reserved to Flora Designs and considered confidential by Flora Designs. The Work shall not be disclosed, reproduced, quoted from, or referred to, in whole or in part, or published in any manner, without the express written consent of Flora Designs and the Owner.

10. The work is only valid if it bears the Professional Engineer's seal and original signature of author, and if considered in its entity. Responsibility for unauthorised alteration to the Work is denied.

© COPYRIGHT 2018 Flora Designs Inc.

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