Functional Servicing Report - Burlington...Functional Servicing Report Appleby Line Commercial...

APPLEBY LINE COMMERCIAL DEVELOPMENT

Functional Servicing Report

Project Location: 1215 Appleby Line

Burlington, ON

Prepared for: OMS Management Services Inc.

28 Industrial Street, Suite 203 Toronto, ON

MTE File 10561-200

June 2013

TABLE OF CONTENTS Page 1.0 INTRODUCTION AND BACKGROUND ...................................................................................... 1

1.1 Overview .......................................................................................................................... 1 1.2 Background Information ................................................................................................... 1 1.3 Geotechnical Information ................................................................................................. 1

2.0 STORMWATER MANAGEMENT ................................................................................................. 3

2.1 Stormwater Management Criteria .................................................................................... 3 2.2 Pre-Development Conditions ........................................................................................... 3 2.3 Post-Development Conditions ......................................................................................... 5 2.4 Sediment and Erosion Control ......................................................................................... 9

3.0 SANITARY SEWER SERVICING ................................................................................................ 9

3.1 Existing Conditions........................................................................................................... 9 3.2 Sanitary Demands............................................................................................................ 9 3.3 Proposed Sanitary Servicing Plan and Capacity Analysis ............................................ 10

4.0 DOMESTIC AND FIRE WATER SUPPLY SERVICING ............................................................ 10

4.1 Existing Conditions......................................................................................................... 10 4.2 Domestic Water Demands ............................................................................................. 10 4.3 Fire Flow Demands ........................................................................................................ 10 4.4 Proposed Water Servicing Plan and Analysis ............................................................... 11

5.0 CONCLUSIONS AND RECOMMENDATIONS .......................................................................... 12

TABLES 2.1 Pre-Development Catchment Areas ................................................................................ 3 2.2 Pre-Development Site Discharge .................................................................................... 4 2.3 Post-Development Catchment Areas .............................................................................. 5 2.4 Post-Development Site Discharge ................................................................................... 8 3.1 Sanitary Sewer Discharge ............................................................................................... 9 4.1 Domestic Water Demands ............................................................................................. 10 4.2 Fire Flow Requirements for Proposed Hotel Building ................................................... 11

FIGURES 1.0 Location Plan ................................................................................................................... 2 2.0 Pre-Development Catchment Areas ................................................................................ 6 3.0 Post-Development Catchment Areas .............................................................................. 7

APPENDICES APPENDIX "A" – Stormwater Management Information ....................................................... Encl. APPENDIX "B" – Fire Flow Analysis ...................................................................................... Encl.

SELECTED NOMENCLATURE, ABBREVIATIONS and ACRONYMS

ED Extended Detention OBC Ontario Building Code

FUS Fire Underwriters Survey PP Permanent Pool

g Acceleration due to gravity (9.81 m/s2) psi Pounds per Square Inch

hr Hours SWM Stormwater Management

ha Hectares SWMF Stormwater Management Facility

K Minor loss coefficient STC Stormceptor ™

kPa Kilopascals TSS Total Suspended Solids

l , L Litres USGPM U.S. Gallons per Minute

l/min Litres per minute v, V Velocity

l/s Litres per second Yr. Year

l/c/d Litres per Capita per Day

m Metres % Imp Percentage Impervious

m2 Square metres

m3 Cubic metres

m/s Metres per second

m3/s Cubic metres per second

mm Millimeter

MOE Ministry of the Environment (Ontario)

Q:\10561\200\FSR\10561-200_Servicing Report_June2013.doc

Functional Servicing Report Appleby Line Commercial Development

-1- MTE File No. 10561-200 June 2013

1.0 INTRODUCTION AND BACKGROUND

1.1 OVERVIEW

MTE Consultants Inc. was retained by OMS Management Services Inc. to complete the functional

servicing design for a proposed commercial development at 1215 Appleby Line in the City of

Burlington (see Figure 1.0 for location plan). This report will outline a functional servicing strategy

for the proposed redevelopment.

The site is located on a 1.22 ha undeveloped lot on the east side of Appleby Line, approximately

200 m south of Mainway Drive. The site is bound to the north and south by existing commercial

land uses, Appleby line to the west and Appleby Creek (east branch) to the east. The proponent

proposes to construct four (4) buildings on the property – a one-storey mixed use building, a one-

storey quick service restaurant, a one-storey restaurant and a 6-storey hotel building complete with

related parking and landscaped areas.

The functional servicing described in this report will provide additional detailed information on the

proposed servicing scheme for the site. Please refer to the the site plan for additional information.

1.2 BACKGROUND INFORMATION

The following documents were referenced in the preparation of this report: Ref. 1: Appleby Creek Floodline Mapping Update, Environmental Water Resources Group Ltd. (July 1997). Ref. 2: Water Supply for Public Fire Protection, Fire Underwriters Survey (1999). Ref. 3: Standard Drawing Manual, City of Burlington Engineering Department (February 1999).

Ref. 4: Design Criteria, Contract Specifications and Standard Drawings, Region of Halton, (2001). Ref. 5: MOE Stormwater Management Practices Planning and Design Manual, Ministry of Environment (March 2003). 1.3 GEOTECHNICAL INVESTIGATION

A geotechnical report was not available at the time of preparation of this report, but one will be

completed prior to the undertaking the final engineering design for the project. Information from

the Appleby Creek Floodline Mapping Update Study (Ref. 1) indicates that the soils in the area are

characteristic of Hydrologic Soil Group C.


-2- MTE File No. 10561-200 June 2013

Figure 1.0 – Location Plan

SITE


-3- MTE File No. 10561-200 June 2013

2.0 STORMWATER MANAGEMENT

Stormwater management (SWM) for the proposed development will be provided by the use of on-

site quantity and quality controls. The following sections will further describe the SWM criteria,

existing and proposed development conditions.

2.1 Stormwater Management Criteria

Based on correspondence from the City of Burlington, the following stormwater management

(SWM) criteria will be applied to the site:

Quantity Control

Site drainage will outlet directly to Appleby Creek. No quantity control is required if discharge is

directed to Appleby Creek. For any discharge directed to the existing storm sewer on Appleby

Line, the available capacity in the sewer must be determined.

Quality Control

Since drainage from the site will ultimately discharge to Lake Ontario, a Normal (70% TSS

removal) level of water quality protection will be required. Due to the size of the proposed

development, water quality will be provided by an oil/grit manhole.

2.2 Pre-Development Conditions

Under pre-development conditions, the lot is an undeveloped property with grass, shrub and

limited tree coverage. The majority of the site drains towards Appleby Line or towards the adjacent

site at an average slope of 1.6%. The east portion of the site drains east to Appleby Creek. The

pre-development conditions have been defined by two (2) catchment areas as indicated in Table

2.1 and shown in Figure 2.0.

Table 2.1 – Pre-Development Catchment Areas

Catchment ID

Description Area (ha)

% Imp.

101 Discharge to Appleby Creek 0.50 0

102 Discharge towards Appleby Line and adjacent site

0.72 0

Total Site Area 1.220 0


-4- MTE File No. 10561-200 June 2013

The pre-development conditions were assessed using the SWMHYMO hydrologic modeling

program developed by J.F. Sabourin & Associates for the 2 year to 100 year City of Burlington

design storms. Appendix A contains detailed hydrologic modeling parameters and input/output

printouts for the pre-development conditions. Table 2.2 summarizes the pre-development

conditions discharge from the site.

Table 2.2 – Pre-Development Site Discharge

Storm Event Catchment 101

(m3/s) Catchment 102

(m3/s) Total Pre-Development

Discharge (m3/s)

2-yr 0.005 0.009 0.013

5-yr 0.009 0.016 0.024

10-yr 0.012 0.023 0.034

25-yr 0.017 0.032 0.048

50-yr 0.022 0.039 0.059

100-yr 0.026 0.047 0.071


-5- MTE File No. 10561-200 June 2013

2.3 Post-Development Conditions

Under post-development conditions, The proponent proposes to construct four (4) buildings on the

property – a one-storey mixed use building, a one-storey quick service restaurant, a one-storey

restaurant and a 6-storey hotel building complete with related parking and landscaped areas. The

proposed hotel building will have the largest gross floor area at 7956 m2. Storm runoff from the

majority of the site will be collected by a new storm sewer system that will convey flows east to an

outlet at Appleby Creek. A small portion of the southwest parking area will drain via a catchbasin

to the existing 600 mm diameter storm sewer on Appleby Line. A proposed access between the

subject property and the property to the south at this location governs the grading of the area and

does not permit the storm sewer system at this location to drain back towards Appleby Creek. If,

through future development of the site plan, this access is removed, then this area can be drained

back to Appleby Creek and a storm sewer connection to the Appleby Line sewer will not be

required.

Two (2) catchments have been defined to describe the post-development drainage areas (see

Figure 3.0 and Table 2.3). Catchment 201 represents the bulk of the proposed development area,

comprising the proposed buildings, asphalt parking and driveways and landscaped areas.

Drainage from this area will drain uncontrolled and will outlet to Appleby Creek. Catchment 202

represents a portion of the proposed parking area at the southwest corner of the site that will have

to drain to the Appleby Line storm sewer due to the proposed access between the subject lands

and south property.

Table 2.3 – Post-Development Catchment Areas

Catchment ID

Description Area (ha)

% Imp.

201 Discharge to Appleby Creek 1.158 82

202 Discharge to Appleby Line storm sewer 0.062 85

Total Site Area 1.220 82


-8- MTE File No. 10561-200 June 2013

The proposed conditions were assessed using the SWMHYMO hydrologic modeling program

developed by J.F. Sabourin & Associates for the 2 year to 100 year City of Burlington design

storms. Appendix A contains detailed hydrologic modeling parameters and input/output printouts

for the proposed conditions.

Table 2.4 – Post-Development Site Discharge

Storm Event Catchment 101

(m3/s) Catchment 102

(m3/s)

Total Post-Development

Discharge (m3/s)

2-yr 0.185 0.010 0.195

5-yr 0.243 0.013 0.257

10-yr 0.282 0.015 0.298

25-yr 0.332 0.018 0.351

50-yr 0.369 0.020 0.390

100-yr 0.408 0.022 0.430

The analysis indicates that development will increase post-development flows from the site.

The minor system (5-year) discharge to the Appleby Line storm sewer is estimated to be 0.013

m3/s. The full flow capacity of the existing 600 mm diameter (0.5% slope) storm sewer is

approximately 0.434 m3/s. The discharge from Catchment 102 to the Appleby Line storm sewer

represents 3% of the sewers capacity. This additional flow into the sewer is considered minor. If

the proposed access between the properties is removed, flow to the Appleby Line storm sewer can

be eliminated.

Water Quality Control Water quality control for the site will be provided by a Stormceptor oil/grit manhole that will be

installed at the downstream end of the proposed storm sewer system prior to outletting to Appleby

Creek. The following parameters were used to size the oil/grit device:

• Upstream Catchment Area = 1.22 ha

• % Impervious = 82%

• Particle Distribution = FINE The analysis indicates that a Stormceptor STC-750 would provide 72% TSS Removal, which

exceeds the requirements for a “Normal” (Level 2, or 70% TSS removal) level of water quality


-9- MTE File No. 10561-200 June 2013

protection. The Stormceptor sizing output information is included in Appendix A.

2.4 Sediment and Erosion Control

Sediment and erosion control measures will be implemented on site during construction. These

measures will include:

• Installation of silt control fencing at strategic locations around the perimeter of the site;

• Preventing silt or sediment laden water from entering inlets (catchbasins / catchbasin manholes) by wrapping their tops with filter fabric or installing silt sacks;

• Providing a temporary mud mat during construction

• Maintaining sediment and erosion control structures in good repair (including periodic cleaning as required) until such time that the Engineer or City of Burlington approves their removal. Erosion control measures to be inspected daily and after any rainfall event.

3.0 SANITARY SEWER SERVICING

3.1 Existing Conditions

Under existing conditions, a 375 mm diameter sanitary sewer is located on the west side of

Appleby Line in front of the site. The sewer has a slope of 1.17% and a full flow capacity of 190 l/s

3.2 Sanitary Demands

Sanitary discharge from the site was estimated using Region of Halton design criteria. Table 3.1

summarizes the sanitary sewer discharge rates from the proposed site which was based on a

worst case population density of 135 person/ha (6 storey apt. or less) due to the hotel

development.

Table 3.1 – Sanitary Sewer Discharge

Site Area: 1.22 ha

Population: 135 ppha x 1.22 ha = 165 people

Average Day Demand: 275 l/c/d x 165 people = 0.53 l/s

Harmon Peaking Factor: 3.34

Infiltration Allowance: 0.286 l/s/ha

Peak Sanitary Demand: (0.53 x 3.34) + (0.286 x 1.22) = 2.12 l/s


-10- MTE File No. 10561-200 June 2013

3.3 Proposed Sanitary Servicing Plan and Capacity Analysis

The site will be serviced by a 200 mm diameter sanitary sewer to the mainline sewer on Appleby

Line. Individual service connections from each of the buildings will be provided to the 200 mm

sanitary sewer.

4.0 DOMESTIC AND FIRE WATER SUPPLY SERVICING

4.1 Existing Conditions

The existing municipal water distribution system around the site consists of a 400 mm diameter

watermain on the west side of the Appleby Line right-of-way across the frontage of the site.

Existing fire hydrants are located at regular intervals on Appleby Line. Based on flow testing

obtained for the existing watermain, the system has a static pressure of 58 psi (400 kPa) and a

residual pressure of 52 psi (358 kPa) at a flow rate of 1285 USGPM (100 l/s). See Appendix B for

hydrant flow data.

4.2 Domestic Water Demands

The expected domestic water demand for the site was estimated using Region of Halton design

criteria. Table 4.1 summarizes the domestic water demand requirements for the Average Day,

Maximum Day and Peak Hour demand scenarios. Similar to the sanitary requirements, water

usage was based on a worst case population density of 135 person/ha (6 storey apt. or less) due

to the hotel development.

Table 4.1 – Domestic Water Demands

Site Area: 1.22 ha

Population: 135 ppha x 1.22 ha = 165 people

Average Day Demand: 275 l/c/d x 165 people = 0.53 l/s

Max. Day Peaking Factor: 2.25

Peak Hour Peaking Factor 2.0

Maximum Day Demand: 2.25 x 0.53 l/s = 1.19 l/s

Peak Hour Demand: 2.0 x 0.53 l/s = 1.06 l/s

4.3 Fire Flow Demands

Fire flow demands for developments are governed by a number of guidelines and criteria, such as

the Water Supply for Public Fire Protection (Fire Underwriters Survey (FUS), 1999), Ontario

Building Code (OBC) and various codes and standards published by the National Fire Protection


-11- MTE File No. 10561-200 June 2013

Association (NFPA). Since the FUS criteria provides adjustments for sprinklered buildings (OBC

does not), the FUS method was used to determine fire flow demand for the hotel building as it has

the largest gross floor area of all the proposed structures. The fire demand is summarized in Table

4.2, and detailed calculations are provided in Appendix B.

Table 4.2 – Fire Flow Requirements for Proposed Hotel Building

Building Fire Underwriters Survey

(FUS) Flow Rate

Proposed Hotel Building 158 l/s

Since the existing hydrants located within the Appleby Line right-of-way are too far away (greater

than 45 m) to service the fire department connections on Buildings B and C, a new fire hydrant will

be installed on-site that will be located within 45 m of these fire department connections.

4.4 Proposed Water Servicing Plan and Analysis

Water servicing for the site will consist of a dual 100 mm diameter domestic and 250 mm diameter

fire service tapped off the existing 400 mm diameter water service located within the Appleby Line

right-of-way. Buildings A, B & C will have a 100 mm domestic service and Building D will have a

100 mm domestic and 250 mm fire services.

The Region of Halton requires water distribution systems to maintain a minimum residual pressure

of 20 psi (138 kPa) when subject to Maximum Day + Fire Flow demands and a residual system

pressure of 40 psi (275 kPa) under normal operating conditions. The Max. Day + Fire demand for

the proposed site is 159.19 l/s (1.19 l/s + 158 l/s, see Tables 4.1 and 4.2). When the Max. Day +

Fire flow demand is applied at the building location, the calculated residual pressure is 28.2 psi

(194 kPa), at the hotel building, which exceeds the minimum required 20 psi (138 kPa) pressure

requirement. See Appendix B for the site fire flow analysis worksheet. The existing distribution

can supply up to 183 l/s at a residual pressure of 20 psi (this flow rate exceeds the maximum 150

l/s specified in the Ontario Building Code)


-12- MTE File No. 10561-200 June 2013

5.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the information provided herein, it is concluded that the proposed development can be

constructed, graded and serviced to satisfy the requirements of the City of Burlington, Region of

Halton and Conservation Halton. It is recommended that:

• The site be graded in accordance with the grading concept shown on Figure 3.0;

• A Stormceptor Model STC-750 oil/grit unit be installed to provide a “Normal” (70% TSS removal) level of water quality protection;

• Erosion and sediment controls be installed as described in this report;

• The Functional Servicing Report be reviewed and updated once a final site plan has been developed.

We trust the information enclosed herein is satisfactory. Should you have any questions please do

not hesitate to contact our office.

MTE CONSULTANTS INC.

Kayam Ramsewak, C.E.T., P.Eng. Manager, Site Development

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Appleby Line Commercial DevelopmentFIRE FLOW ANALYSISBurlington, Ontario

Project Number: 10561-100

Date: June 2013

Design By: KRR

File: Q:\10561\200\FSR\10561-200_FSR-SWM and Water_analysis_calcs-June2013.xlsFile:

CALCULATION OF RESIDUAL PRESSURE AT ON-SITE HYDRANT1. Boundary Conditions (Based on Fire Flow Test Results):

P0 - Starting Pressure 40.79 m 58 psi (at Q = 0)

P1 - Pressure at Q1 36.57 m 52 psi (at Q = 1580 USGPM)0

Q1 - From Fire Flow Test 5981 L/min 1580 U.S. gal/min

Q:\10561\200\FSR\10561-200_FSR-SWM and Water_analysis_calcs-June2013.xls

Metric Imperial

Q1 - From Fire Flow Test 5981 L/min 1580 U.S. gal/min

Q2 - Required Flow 9551 L/min 2523 U.S. gal/min (1.19 l/s Max. Day + 158 l/s Fire)

P-loss 1 4.22 m 6 psi

P-loss 2 10.04 m 14 psi

P2 - Residual Pressure 30.75 m 44 psi

2. Friction Losses Through Water Service:

Hazen-Williams Equation

C = Pipe Friction Factor 110 110

Metric Imperial

Chw = Pipe Friction Factor 110 110

k = conversion factor 10.675 4.727

n = constant 1.852 1.852

m = constant 4.8704 4.8704

Q = Flow 0.15919 m3/s 2523 U.S. gal/min

d = Pipe Diameter 250 mm 9.84 in

p = Loss/Length 0.0503 m/m 0.0218 psi/ftp = Loss/Length 0.0503 m/m 0.0218 psi/ft

Length 175 m 574 ft

Loss 8.81 m 12.5 psi

86 kPa

3. Friction Losses Through Apurtenances:

Number K Velocity Head Lossm/s m m psi

0 0.280 3.243 0.150 0.000 0.000250mm Tee (run)

Apurtenances Total Loss

0 0.280 3.243 0.150 0.000 0.000

1 0.840 3.243 0.450 0.450 0.640

1 0.112 3.243 0.060 0.060 0.085

2 0.224 3.243 0.120 0.240 0.341

0.750 1.067

4. Elevation - Elevational differences

Elevation at Boundary (connection) 126 m 413 ft

Imperial

250mm Tee (run)

250mm Tee (branch)

Valve - 250mm dia.

Elbow - 250mm dia.

Total Minor Losses

Metric

Elevation at Proposed Building 127.4 m 418 ft

Elevation Difference = Loss/Gain 1.4 m 2.0 psi

ANALYSIS SUMMARY

Total Losses 10.960 m

107.52 kPa 15.6 psi

Residual Pressure after Losses 19.79 m

194 kPa 28.2 psi PASS194 kPa 28.2 psi PASS

Allowabale Residual Pressure 140 kPa 20.3 psi

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