mario polla - mississauga.ca

MARIO POLLA

FUNCTIONAL SERVICING REPORT

904 MISSISSAUGA HEIGHTS DRIVE

MARCH 19, 2021

904 Mississauga Heights Drive - FSR

Project No. 20M-01451

WSP

March 2021

Page i

FUNCTIONAL SERVICING

REPORT

904 MISSISSAUGA HEIGHTS

DRIVE, MISSISSAUGA

MARIO POLLA

PROJECT NO.: 20M-01451

DATE: MARCH 2021

WSP

100 COMMERCE VALLEY DRIVE WEST

THORNHILL, ON, CANADA L3T 0A1

WSP.COM


Project No. 20M-01451-00

WSP

March 2021

Page ii

S I G N A T U R E S

PREPARED BY

Audrey Tam, EIT

Designer

REVIEWED BY

Tara Chisholm, P.Eng.

Senior Project Manager

This report was prepared by WSP Canada Inc. for the account of Mario Polla, in accordance with the professional servicesagreement. The disclosure of any information contained in this report is the sole responsibility of the intended recipient.The material in it reflects WSP Canada Inc.’s best judgment in light of the information available to it at the time ofpreparation. With the exception of the City of Mississauga, who can rely on this report for permitting and approvals, anyuse which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibilityof such third parties. WSP Canada Inc. accepts no responsibility for damages, if any, suffered by any third party as a resultof decisions made or actions based on this report. This limitations statement is considered part of this report.

The original of the technology-based document sent herewith has been authenticated and will be retained by WSP for aminimum of ten years. Since the file transmitted is now out of WSP’s control and its integrity can no longer be ensured, noguarantee may be given with regards to any modifications made to this document.

2021-03-19


Project No. 20M-01451-00

WSP

March 2021

Page iii

TABLE OF

CONTENTS

1 INTRODUCTION ................................................................... 1

1.1 Site Description ................................................................................... 1

2 WATER SUPPLY AND APPURTENANCES .............. 5

2.1 Existing Conditions .......................................................................... 5

2.2 Water Demands ................................................................................. 5

2.2.1 Fire Water Demands ....................................................................................................................... 5

2.2.2 Domestic Water Demands ......................................................................................................... 5

2.3 Hydrant Flow Test ............................................................................. 6

3 SANITARY SERVICING ..................................................... 8

3.1 Existing Conditions .......................................................................... 8

3.1.1 Existing Sewage Flows .................................................................................................................. 8

3.2 Post-Development Sewage Flow ............................................... 8

3.3 Sanitary Service .................................................................................. 8

4 STORM DRAINAGE .......................................................... 10

4.1 Existing Conditions ........................................................................ 10

4.2 Minor Storm Drainage System .................................................. 10

4.3 Major Storm Drainage System................................................... 10

5 CONCLUSION ..................................................................... 13

5.1 Water Servicing ................................................................................. 13

5.2 Sanitary Servicing ............................................................................ 13

5.3 Storm Servicing ................................................................................. 13



WSP

March 2021

Page i

FIGURES

Figure No. 1 Location Plan

Figure No. 2 Pre-Development Plan

Figure No. 3 Proposed Development Plan

Figure No. 4 Proposed Water Servicing Plan

Figure No. 5 Proposed Sanitary Servicing Plan

Figure No. 6 Proposed Storm Servicing Plan

Figure No. 7 Conceptual Grading Plan

APPENDICES

Appendix A Fire Flow Calculations

Appendix B Water Demand

Appendix C Hydrant Flow Test

Appendix D Sanitary Flows



WSP

March 2021

Page 1

1 INTRODUCTION

WSP Canada Inc. (WSP) has been retained by Mario Polla to prepare a Functional Servicing Report to assess the servicingrequirements relating to the proposed development at 904 Mississauga Heights Drive, Mississauga, ON, L5C 1A6. The site is locatedon the south side of The Queensway and west of Mavis Road. This report has been prepared to support the rezoning application. Itprovides the conceptual framework for water distribution, sanitary sewage, storm drainage for the development of this site. AStormwater Management Report outlining the proposed stormwater quality and quantity controls for this site has been preparedunder a separate cover, also by WSP Canada Inc.

The site will be serviced by existing local municipal sanitary sewers and watermains within the adjoining Mississauga Heights Driveright-of-way. Services are proposed to be shared within the Common Element Condominium right-of-way, with independentconnections to each lot.

In preparing this report, WSP staff secured and reviewed available City of Mississauga and Region of Peel drawings. In addition,WSP has used the latest Site Plan prepared by Sajecki Planning, and the site survey prepared by TMK Surveyors.

1.1 SITE DESCRIPTION

The site area is approximately 1.25 ha with one existing detached dwelling. The adjacent properties consist of residential buildingsto the north, east and west and the Mississauga Golf and Country Club to the south. Refer to Figure 1 for the site location plan andFigure 2 for the Predevelopment Plan.

The proposed development includes five lots for single detached dwellings, served by a private Common Element Condominium(CEC) road. The existing house will remain, on Lot D; the rest of the site will be divided into four additional lots with a single familydetached home per lot (Lots A,B,C,E). Refer to Figure 3 for an illustration of the Proposed Development Plan.

TITLE

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T.C.

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NTS

A.G.T.

20M-01451

1

LOCATION PLAN

100 Commerce Valley Dr. West, Thornhill, ON Canada L3T 0A1

t: 905.882.1100 f: 905.882.0055 www.wsp.com

MARIO POLLA


SITE

MIS

SIS

SAUG

A H

EIG

HTS D

RIV

E

TOBTOB

TOB

PRE DEVELOPMENT PLAN

1:600

20M-01451

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MAR 2021

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Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,

MARIO POLLA


LEGEND

LIMIT OF PROPERTY

2

EXISTING

BUILDING

LOT D

LOT E

1315m²

LOT C

1600m²

LOT B

1727m²

LOT A

1380m²

7500

7.50

R16.50

R9.00

R9.19 6.00

6.00

7.50

R9.00R9.75

R12.75

R15.75

R16.506.00

7.5

STREET WIDTH

17.63

24.27

7.5

3000

4200

1800

7500

7.5

7.5

7.50

FIRE ROUTE

6.0m WIDE

47.93

1800

30.0

67.45

41.2

40.8

7.5

6.0

4.21.80

9.1 7.5

3.0

150 CONC. CURB

(TYP.) ON BOTH SIDES

45.8243.49

7500

6.00

STREET WIDTH

CURB TO CURB

7.5m (TYP.)

FIRE ROUTE

6.0m WIDE

6.006.00

32.10

43.77

2.20

6.00

MIS

SIS

SAUG

A H

EIG

HTS D

RIV

E

BUILDING ENVELOPE

CVCA STAKED TOP OF BANK

LOT LINE

TOBTOB

TOB

LOT LINE

COMMON ELEMENT CONDOMINIUM ROAD

4m EASEMENT

3m EASEMENT

3.75m 3.75m

6.00m

FIRE ROUTE

0.75m0.75m

7.50m


250ØSTM

1.20m

1.70m

EX. 50Ø WM

0.5

0.30m

2.50m

1.70m

150Ø WM

3.0

2.60m

1.30m

200Ø

SAN

2.5

TYPICAL CROSS SECTION X-X

N.T.S.

0.0

⅊

3.0 m7.50m


CEC ROW

(VARIES)

1:600

20M-01451

A.G.T.

MAR 2021

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MARIO POLLA


LEGEND

LIMIT OF PROPERTY

3

PROPOSED

DEVELOPMENT PLAN

LOT LINELOT LINE

TOB

POTENTIAL

BUILDING

ENVELOPE

BASED ON

ZONING

CVCA STAKED

TOP OF BANK



WSP

March 2021

Page 5

2 WATER SUPPLY AND APPURTENANCES

2.1 EXISTING CONDITIONS

Locally, there is an existing 50 mm diameter watermain under the driveway connecting the existing building to the 150mm watermain along Mississauga Heights Drive.

2.2 WATER DEMANDS

Water service to the development will be provided from the existing 150mm diameter watermain on Mississauga Heights Drive.

A 150mm watermain will connect the development to the existing 150mm diameter watermain on Mississauga Heights Drive. Independent 25mm water services will be provided for each lot. The dead-end 150mm shared watermain will be looped inconformance with Region Standard 1-7-4 and include a private hydrant for fire protection.

2.2.1 FIRE WATER DEMANDS

The estimated fire flow has been calculated using the recommendations of the Fire Underwriters Survey. The fire flow calculationindicates that the recommended fire flow is 16,886 L/min (4,455 US GPM) given the residential dwellings, and proximity to otherbuildings. The detailed calculations are included in Appendix A.

There is currently 1 existing hydrant in the vicinity of the proposed development, approximately 20m north of the site entrance onMississauga Heights Drive. An additional private hydrant is proposed in front of Lot C in accordance with Region Standard 1-7-4and 1-6-1. The proposed water servicing and the hydrants locations are shown on Figure 4.

2.2.2 DOMESTIC WATER DEMANDS

Based on the unit count and the Region of Peel’s population equivalents listed on page 4 of the Public Works Watermain DesignCriteria manual, the proposed development will generate an equivalent population of 62.5 people based on the 1.25ha site area and50 people per hectare for single family homes. Recognizing the proposed lots are large, we recommend applying a density of 4.15people per unit to the 5 lots, generating a more realistic population of 21 people in this scenario. The existing site generates anaverage day demand of 0.01L/s and a peak hour demand of 0.04L/s. Applying a per capita flow of 280 l/cap/day and a peakingfactor per the Region’s criteria, the proposed site generates an average day demand of 0.07L/s and a peak hour demand of 0.20L/sas shown on the table below. The 4 additional proposed dwellings increase the average day demand by 0.06L/s and the peak hourdemand by 0.16L/s. For detailed calculations, see Appendix B.



WSP

March 2021

Page 6

Table 2.2.2 – Estimated Domestic Water Demand

Existing Proposed

Residential Water Demand Rate

280 litres/person/day 280 litres/person/day

Total Residential Units1 Detached Dwellings (4.15 ppu)

1 Unit Total

5 Detached Dwellings (4.15 ppu)

5 Units Total

Total Residential Population 4.15 people 21 people

Peaking FactorsResidential: Max. Day = 2.0, Peak Hour =3.0

Residential: Max. Day = 2.0, Peak Hour =3.0

Average Water Demand from Site

0.01 L/s 0.07 L/s

Peak Water Demand fromSite

Max. Day = 0.03 L/s, Peak Hour =0.04L/s

Max. Day = 0.13 L/s, Peak Hour =0.20L/s

2.3 HYDRANT FLOW TEST

The required fire flow rate of the proposed development was calculated to be 16,886 L/min (281 L/s) in accordance with the FireUnderwriters Survey (FUS) recommendations. The maximum day demand for the proposed development was calculated to be 0.13L/s. The total maximum day plus fire flow is therefore 281 + 0.13 = 281.13 L/s. Refer to Appendix A and B for detailed domestic andFUS fire flow calculations.

Hydrant flow tests were conducted in the vicinity of the site on Mississauga Heights Drive. A flow of 4900 USGPM (309L/s) could beachieved while maintaining a water pressure of 20 psi on Mississauga Heights Drive. Therefore, we can conclude that thewatermains adjacent to the site have adequate capacity to support the domestic and fire water demands of the proposeddevelopment. Refer to Appendix C for hydrant flow test results.

EXISTING

BUILDING

LOT D

LOT E

1315m²

LOT C

1600m²

LOT B

1727m²

LOT A

1380m²

MIS

SIS

SAUG

A H

EIG

HTS D

RIV

E

PROPO

SED 150Ø

PVC W

M

H&V

PROPO

SED 150Ø

PVC WM

PROPOSED PRIVATE HYDRANT

SERVICE CONNECTIONPER PEEL STD. DWG 1-7-1


SERVICE CONNECTIONPER PEEL STD. DWG

1-7-1

TOBTOB

TOB

CUT IN 150ØX 150Ø TEE

SERVICE CONNECTIONPER PEEL STD. DWG1-7-1


CHECK VALVE IN CHAMBER

150mm GATE VALVE AND BOX

±19.7m22.50° BEND

11.25° BEND

22.50° BEND

150Ø GATE VALVE

UNDERGROUND STORMWATER TANK


4m EASEMENT

3m EASEMENT

TEE WITH PLUG TAPPEDFOR 50Ø (STD. DWG. 1-7-3)

PLUG TAPPED FOR 50Ø(STD. DWG. 1-7-3)

50Ø WM

3m EASEMENT

3.75m 3.75m

6.00m

FIRE ROUTE

0.75m0.75m

7.50m


250ØSTM

1.20m

1.70m

EX. 50Ø WM

0.5

0.30m

2.50m

1.70m

150Ø WM

3.0

2.60m

1.30m

200Ø

SAN

2.5


N.T.S.

0.0

⅊

3.0 m7.50m


CEC ROW

(VARIES)

1:600

20M-01451

A.G.T.

MAR 2021

T.C.

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MARIO POLLA


LEGEND

LIMIT OF PROPERTY

4

WATER SERVICING PLAN

EX. WATERMAIN

PROP. VALVE & BOX

PROP. VALVE & CHAMBER

PROP. WM CONNECTION

X

X



WSP

March 2021

Page 8

3 SANITARY SERVICING


Locally, there is an existing 250 mm sanitary sewer on Mississauga Heights Drive. An existing 65 mm sanitary forcemain connectsthe existing dwelling to the 250mm sanitary sewer on Mississauga Heights Drive.

3.1.1 EXISTING SEWAGE FLOWS

The existing property contains a single family detached home. The residential building has a 65mm sanitary forcemain connectionto the 250mm diameter sanitary sewer within Mississauga Heights Drive.

An estimate of the pre-development sanitary sewage flows from the site to the downstream sanitary sewer system has beencalculated using the Region of Peel Design Criteria:

· Existing Sanitary Flow = 0.10 L/s

Detailed calculations of the pre-development flows are included in Appendix D.

3.2 POST-DEVELOPMENT SEWAGE FLOW

The proposed development will connect to the existing 250mm diameter sanitary sewer on Mississauga Heights Drive. This sewerthen connects to the 900m sanitary sewer on The Queensway West, where it runs east.

Refer to Figure 5 for the proposed sanitary servicing. Recognizing the proposed lots are large, we recommend applying a density of4.15 people per unit to the 5 lots, generating a more realistic population of 21 people in this scenario. An estimate of the post-development sanitary sewage flows from the site to the downstream sanitary sewer system is based on the development statisticsprovided by Sajecki Planning, and has been calculated using the Region of Peel Design Criteria listed below:

Table 3.2.1 – Estimated Sanitary Flow

Sanitary Demand Rate 302.8 litres/person/day (STD. 2-9-2)

Total Residential Population 21 people

Average Residential Flow 0.07 L/s

Harmon Peaking Factor M = 4.38

Peak Sanitary Residential Flow 0.318 L/s

Infiltration Flow 0.16 L/s

Total Sanitary Peak Flow 0.48 L/s

Refer to Appendix D for site statistics and detailed post-development flow calculations.

The approximate peak sanitary flow to The Queensway sanitary sewer for the pre- and post-development condition are 0.10 L/sand 0.48 L/s, respectively. Consequently, the increase in peak sanitary design flow resulting from this development to thecombined sewer is 0.38 L/s.

3.3 SANITARY SERVICE

A 200mm shared sanitary sewer is proposed along the shared private CEC road to the 250mm diameter on Mississauga HeightsDrive. Lots A to C will connect to the forcemain via gravity service connections. Lots D and E will require sanitary pumps. Theproposed sanitary service connection to the site within the existing municipal road allowance will be designed to Region of PeelStandards. The sanitary pumps within the buildings will be designed by the site mechanical consultant during the Detailed Designphase in accordance with Ontario Plumbing Code Standards. As per the Region’s requirements a control manhole is proposed to beplaced immediately inside the property line, replacing the existing control manhole. The proposed sanitary servicing plan is shownon Figure 5.

EXISTING

BUILDING

LOT D

LOT E

1315m²

LOT C

1600m²

LOT B

1727m²

LOT A

1380m²

MIS

SIS

SAUG

A H

EIG

HTS D

RIV

ENEW SAN MH100A

STD 2-5-2

TOP 108.00

NW INV. 103.81

SE INV. 103.86

REMOVE EX. 125Ø

SAN. CONNECTION

EX SAN MH 2A

TOP 108.05

NW INV. 103.51

S INV. 103.54

BREAK INTO EX. SAN MANHOLE

NEW SE INV. 103.66

ADJUST BENCHING TO SUIT

100.2m-200Ø

PVC SAN

0.5%

EX. SANITARY

PUMP

REMOVE EX. 65Ø SANITARY

FORCEMAIN

GRAVITY SERVICECONNECTION

GRAVITY SERVICECONNECTION

TOBTOB

TOB

PUMPING OFLOWER LEVELLOT C MAY BE

REQUIRED

100.2m-200Ø PVC SAN 0.5%

TO BE REMOVED

NEW SAN MH101A

STD 2-5-2

TOP 106.00

W INV. 104.36

E INV. 104.50

SE INV. 104.50

65Ø FORCEMAINS

COMMON ELEMENT

CONDOMINIUM ROAD

INSTALL NEW 15.0m - 200Ø SAN

SERVICE CONNECTION @ 1.0%

UNDERGROUND

STORMWATER

TANK

100.2m-200Ø

PVC SAN

0.5%

SANITARYPUMP

3.75m 3.75m

6.00m

FIRE ROUTE

0.75m0.75m

7.50m


250ØSTM

1.20m

1.70m

EX. 50Ø WM

0.5

0.30m

2.50m

1.70m

150Ø WM

3.0

2.60m

1.30m

200Ø

SAN

2.5


N.T.S.

0.0

⅊

3.0 m7.50m


CEC ROW

(VARIES)

1:600

20M-01451

A.G.T.

MAR 2021

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MARIO POLLA


LEGEND

5

SANITARY SERVICING

PLAN

EX. SANITARY SEWER

PROP. SAN CONNECTION

PROP. SANITARY MANHOLE

LEGEND

LIMIT OF PROPERTYLIMIT OF PROPERTY

EX. SANITARY MANHOLE

X

X



WSP

March 2021

Page 10

4 STORM DRAINAGE

A Stormwater Management Report for this development has been prepared under a separate cover. The Report is in compliancewith the City and CVCA’s Stormwater Management Requirements and identifies the stormwater quantity and quality controlsunder which this site will operate.

Described below is the existing storm sewer system based on the information provided by the City and Owner to-date.


The site currently sheet drains south from Mississauga Heights Drive to the south property limit and down the slope to theMississauga Golf and Country Club and into the Credit River. There is generally a 2.5% slope from north to south, involving a 4.0mfall. Properties north of Mississauga Heights Drive, including the roadway drain towards the north and connect to the existing375mm diameter storm sewer on Mississauga Heights Drive and the Queensway to a 1500mm Storm sewer that outlets to the CreditRiver.

4.2 MINOR STORM DRAINAGE SYSTEM

Storm drainage from the development will continue to follow existing drainage patterns and be conveyed to the Credit River to thesouth. The proposed 250mm storm sewer system will capture the 10 year flows and direct the storm drainage to the stormwaterdetention tank.

In accordance with the Stormwater Management Report (prepared by WSP under separate cover) a stormwater system will beinstalled to meet the City and CVCA’s Storm Drainage Guidelines. This system will include a storage/infiltration tank that willcapture stormwater flows from the CEC road, Lots A, B, C and part of Lots D and E, controlling to 10 year pre-development. Fromthe tank outlet, stormwater will be treated through a water quality unit. Uncontrolled flow from Lot D and E will continue to sheetdrain towards the south property line and into the Credit River per existing conditions.

Please refer to the Stormwater Management Report for further details. Refer to Figure 6 for the Storm Drainage Plan.

4.3 MAJOR STORM DRAINAGE SYSTEM

The major storm system is a conveyance system for flows in excess of the minor system flows.

For the development of the site, the grading design will be prepared such that the surface (i.e. roadway and lot areas) grades willdirect surface drainage away from the buildings to the approved outlet. The proposed grading of the subject site will ensure thatexisting grade elevations will be met along the property limits. For major storm events exceeding the 100-year storm and thecapacity of the cistern, an overland flow route will be designed to direct excess flows to the south property line. Refer to Figure 7for the Conceptual Grading Plan.

EXISTING

BUILDING

LOT D

LOT E

1315m²

LOT C

1600m²

LOT B

1727m²

LOT A

1380m²

MIS

SIS

SAUG

A H

EIG

HTS D

RIV

E

FLOW DISPERSER RIP RAPAT ELEV 103.00

SWALE

TOBTOB

TOB

STORM HEADWALL

INV. 103.40

VEGETATED BUFFER

STRIP TO TOP OF BANK

3m DRAINAGE EASEMENT

2.0

%

2.0

%

2.0

%

2.0

%

EX. 108.00

EX. 1

05.9

9

EX. 1

04.2

0

EX.

103.37

EX. 103.56 EX. 104.75

EX. 1

05.0

1

EX. 1

06.2

8

EX. 1

07.9

2

EX. 108.07

EX. 108.00

EX. 108.06

106.85

2.7%

105.66

5.2

%

1.8%

FFE105.63BFE

102.89

105.05 105.00

EX. 106.98

107.85 SW

106.77 BC

106.92 TC

106.92 TC

106.77 BC

106.72

EX. 106.85

106.64 BC

106.79 TC

106.79 TC

106.64 BC

105.73 TC

105.58 BC

105.73 TC

105.58 BC

4.2%

EX. 1

05.0

7EX. 1

04.6

5

EX. 1

04.3

9

2%

FFE

105.25

BFE

102.51

107.07

107.6

5 S

W

2.0%

106.1

3 S

W

FFE108.75BFE

106.01

FFE107.55BFE

104.81

106.40

4%

2.1%

CB 104.71

106.93

2.0%

105.45

4%

3.0%FFE

107.30BFE

104.56

2.7

%

104.20 CB

108.15

EX. 108.0

3 2%

EX. 108.1

1

EX. 108.0

4

EX. 107.53

2%

4.3% 2%

105.0

0 T

C

104.8

5 B

C

105.0

0 T

C104.8

5 B

C

104.9

3

104.9

8 T

C104.8

3 B

C104.9

0

104.85

104.70 TC

104.60

104.55 BC

104.64 BC104.79 TC

104.95 TC

104.80 BC

104.55 BC

104.70 TC 10

4.50

CB1.0%

EX. 104.85

0.8%

EX. 104.75

EX. 104.75

EX. 104.82

EX. 104.60

EX. 104.57

EX. 103.30

EX. 1

04.8

5

EX. 103.5

5EX. 103.3

6

EX. 105.30EX. 104.85

EX. 1

04.5

2

EX. SW

ALE

103.10 SW

104.70

104.40

104.0

0 S

W

103.6

4 S

W

EX. 1

03.5

0

103.2

6 S

W

104.3

0 S

W

104.80

EX. 102.80

3.0m

DRAINAGE

EASEMENT

3.0m

DRAINAGE

EASEMENT

3.0

mDRAIN

AG

EEASEM

ENT

3.0m

DRAINAGE

EASEMENT



5m

5m

MH1

TOP 106.70

SE INV.104.23

MH2

TOP 105.60

NW INV.103.97

SE INV.103.89

MH3

TOP 104.88

NW INV.103.81

SW INV.103.73

MH4

TOP 104.70

N INV.103.69

W INV.103.61

WATER QUALITY

TREATMENT UNIT

TOP 104.95

W INV.103.52

SE INV.103.44

7.9m - 375Ø STM @ 0.5%

STORMWATER TANK - 363.8m2

PROPOSED GROUND - 104.58

TOP OF SYSTEM - 104.08

BOTTOM OF SYSTEM - 103.17

CONTROLLED FLOW

UNCONTROLLED FLOW

COMMON ELEMENT

CONDOMINIUM ROAD

240mm ORIFICE PLATE

INV. 103.53

8.9m - 250Ø

STM @ 0.5%

16m - 250Ø

STM @ 0.5%

25.6m - 250Ø STM @ 1.0%

1:600

20M-01451

A.G.T.

MAR 2021

T.C.

TITLE

CLIENT

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Checked

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MARIO POLLA


LEGEND

6

STORM SERVICING PLAN

LEGEND

LIMIT OF PROPERTYLIMIT OF PROPERTY

EX. STORM SEWER

PROP. STORM CONNECTION

PROP. STORM MANHOLE

EX. STORM MANHOLE

CONTROLLED

FLOW AREA

ALLOWABLE FLOW RATE OF

92L/s

EXISTING

BUILDING

LOT D

LOT E

1315m²

LOT C

1600m²

LOT B

1727m²

LOT A

1380m²

MIS

SIS

SAUG

A H

EIG

HTS D

RIV

E

FLOW DISPERSER RIP RAPAT ELEV 103.00

SWALE

TOBTOB

TOB

EXISTING DEPRESSION

MATCH EX. ASPHALTWITH LAPJOINT

EX. UTILITY POLE TOREMAIN

EX. UTILITY POLE TOBE RELOCATED TO906 MISSISSAUGAHEIGHTS

STORM HEADWALL

INV. 103.40

VEGETATED BUFFER

STRIP TO TOP OF BANK


2.0

%

2.0

%

2.0

%

2.0

%

EX. 108.00

EX. 1

05.9

9

EX. 1

04.2

0

EX.

103.37

EX. 103.56 EX. 104.75

EX. 1

05.0

1

EX. 1

06.2

8

EX. 1

07.9

2

EX. 108.07

EX. 108.00

EX. 108.06

106.85

2.7%

105.66

5.2

%

1.8%

FFE105.63BFE

102.89

105.05 105.00

EX. 106.98

107.85 SW

106.77 BC

106.92 TC

106.92 TC

106.77 BC

106.72

EX. 106.85

106.64 BC

106.79 TC

106.79 TC

106.64 BC

105.73 TC

105.58 BC

105.73 TC

105.58 BC

4.2%

EX. 1

05.0

7EX. 1

04.6

5

EX. 1

04.3

9

2%

FFE

105.25

BFE

102.51

107.07

107.6

5 S

W

2.0%

106.1

3 S

W

FFE108.75BFE

106.01

FFE107.55BFE

104.81

106.40

4%

2.1%

CB 104.71

106.93

2.0%

105.45

4%

3.0%FFE

107.30BFE

104.56

2.7

%

104.20 CB

108.15

EX. 108.0

3 2%

EX. 108.1

1

EX. 108.0

4

EX. 107.53

2%

4.3% 2%

105.0

0 T

C

104.8

5 B

C

105.0

0 T

C104.8

5 B

C

104.9

3

104.9

8 T

C104.8

3 B

C104.9

0

104.85

104.70 TC

104.60

104.55 BC

104.64 BC104.79 TC

104.95 TC

104.80 BC

104.55 BC

104.70 TC 10

4.50

CB1.0%

EX. 104.85

0.8%

EX. 104.75

EX. 104.75

EX. 104.82

EX. 104.60

EX. 104.57

EX. 103.30

EX. 1

04.8

5

EX. 103.5

5EX. 103.3

6

EX. 105.30EX. 104.85

EX. 1

04.5

2

EX. SW

ALE

103.10 SW

104.70

104.40

104.0

0 S

W

103.6

4 S

W

EX. 1

03.5

0

103.2

6 S

W

104.3

0 S

W

104.80

EX. 102.80

3.0m

DRAINAGE

EASEMENT

3.0m

DRAINAGE

EASEMENT

3.0

mDRAIN

AG

EEASEM

ENT

3.0m

DRAINAGE

EASEMENT



1:600

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MAR 2021

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MARIO POLLA


LEGEND

7

CONCEPTUAL GRADING

PLAN

LEGEND

PROPOSED ELEVATION

EXISTING ELEVATION

240.00

DRAINAGE DIRECTION

OVERLAND FLOW DIRECTION

ALLOWABLE FLOW RATE OF

92L/s

CONTROLLED

FLOW AREA

UNDERGROUND

STORMWATER TANK



WSP

March 2021

Page 13

5 CONCLUSION

5.1 WATER SERVICING

The proposed development will be serviced from the City’s existing 150 mm diameter watermain on Mississauga Heights Drive. Thedevelopment will be connected through a 150mm diameter watermain under the shared CEC road. Service connections to each lotwill be 25mm and installed in accordance with Peel Standard Drawing 1-7-1. There is 1 existing hydrant on Mississauga HeightsDrive approximately 20m north from the site entrance, and a proposed private hydrant in front of Lot C. At the end of the CECroadway, the watermain will be looped in general accordance with Region Standard Drawing 1-7-4.

5.2 SANITARY SERVICING

The proposed development sanitary sewage will be conveyed to the existing 250 mm diameter sanitary sewer along MississaugaHeights Drive.

Sanitary service design within the City’s Right-Of-Way will be designed to meet the standards and specification of the Region ofPeel and City of Mississauga. A gravity sewer will be provided to the greatest extent possible, serving Lots A, B and C, while Lots Dand E will require private pump with forcemains to direct the sanitary flow to the shared gravity sewer.

5.3 STORM SERVICING

The proposed development storm flows, including up to 100-year storm events, will be directed to the stormwater tank andcontrolled to the allowable levels, as described in the Stormwater Management Report. The site will be graded towards the southproperty limit, matching existing drainage patterns.

The proposed storm sewer network will connect to a stormwater storage unit and undergo water quality control, before outlettingto a swale between Lots D and E. The swale will terminate at a rip rap flow disperser and flow over a vegetated buffer upstream ofthe top of slope in order to slow and spread out the flow before it spills over and down the bank to the Credit River. Refer to theStormwater Management Report under a separate cover for additional details of the SWM system.

APPENDIX

A FIRE FLOW

CALCULATION

FIRE FLOW CALCULATIONS

Project: 904 Mississauga Heights DriveJob No.: 20M-001451

Largest Building B

Fire flow required for a given area based on Fire Underwriters Survey (FUS) Water Supply for Public Fire Protection (1999)

F = 220C√A

where

F = Fire flow in Litres per minute (Lpm)

C = coefficient related to the type of construction

A = total floor area in square metres

Calculations per FUS

1. Estimate of Fire Flow

C = 1.5 for wood frame construction

A = 1520 m2 (largest GFA plus 25% of GFA for two immediately adjoining floors)

F(f) = 12,866 Lpm

2. Occupancy Reduction

25% reduction based on being of low hazard occupancy.

F(occ) = 3,216 Lpm

3. Sprinkler Reduction

0% reduction for NFPA Sprinkler System

F(spr) = 0 Lpm

4. Separation Charge

Face Distance (m) Charge

N Side 7.5 20%

E Side 6 20%

S Side 7.5 20%

W Side 4.8 20%

Total 80%

FUS Limits Separation Charge to 75% Maximum: F(sep) = 9,649 ==> 7,237

F = F(f) - F(occ) - F(spr) + F (sep) = 16,886 Lpm (F > 2,000 Lpm; OK)

F = 4,455 US GPM

F = 0.2814 cubic m/s

F = 281 L/s

Date Printed: 2021-03-16

APPENDIX

B WATER

DEMAND

APPENDIX B

THEORETICAL DOMESTIC WATER DEMAND CALCULATIONSPRE-DEVELOPMENT

Project: 904 Mississauga Heights Drive

Job No.: 20M-01451 FSR

Proposed Development

(L/s) (m3/day)

Residential 1 4.15 4 0.01 1.16 2.00 0.03 3.00 0.04

Note 1: Population Densities per Region of Peel Public Works Design Criteria Manual

Note 2: Average Day Domestic Demand per Region of Peel Public Works Watermain Design Criteria, June 2010, page 4

Note 3 & 4: Maximum Demand Peaking Factors per Region of Peel Public Works Watermain Design Criteria, June 2010, page 4

Maximum Day Demand Factor = 2.0 and Peak Hour Demand Factor = 3.0

Maximum

Day Demand

(L/s)

Maximum

Hour

Demand

Peaking

Factor4

Peak Hour

Demand

(L/s)

4.15 ppu assumed instead of 50pop/hectare due to large size of lots

280 L/cap/day

Unit Type Unit QuantityPopulation per

Unit1 Total Population

Average Daily Water

Demand2

(280 L/cap/d)

Maximum

Day Demand

Peaking

Factor3

Date Printed: 2021-03-18 X:\DIV10\20M-01451 904 Mississauga Heights Drive\Mun\FSR\20M-01451 Domestic Water Demand.xlsx

APPENDIX B

THEORETICAL DOMESTIC WATER DEMAND CALCULATIONSPOST-DEVELOPMENT

Project: 904 Mississauga Heights Drive

Job No.: 20M-01451 FSR

Proposed Development

(L/s) (m3/day)

Residential 5 4.15 21 0.07 5.81 2.00 0.13 3.00 0.20

Note 1: Population Densities per Region of Peel Public Works Design Criteria Manual

Note 2: Average Day Domestic Demand per Region of Peel Public Works Watermain Design Criteria, June 2010, page 4

Note 3 & 4: Maximum Demand Peaking Factors per Region of Peel Public Works Watermain Design Criteria, June 2010, page 4

Maximum Day Demand Factor = 2.0 and Peak Hour Demand Factor = 3.0

280 L/cap/day

Maximum

Day Demand

(L/s)

Maximum

Hour

Demand

Peaking

Factor4

Peak Hour

Demand

(L/s)

Total PopulationPopulation per

Unit1Unit Type

Maximum

Day Demand

Peaking

Factor3

Unit Quantity

Average Daily Water

Demand2

(280 L/cap/d)

4.15 ppu assumed instead of 50pop/hectare due to large size of lots

Date Printed: 2021-03-18 X:\DIV10\20M-01451 904 Mississauga Heights Drive\Mun\FSR\20M-01451 Domestic Water Demand.xlsx

APPENDIX

C HYDRANT

FLOW TEST

Diameter: 150 mm Material: PVC Residual Hydrant:

Area: 0.018 m2 Flow Hydrant:

TABLE A: TESTED PRESSURES AND FLOWS

Start Finish (kPa) (psi) (L/s) (GPM) (L/s) (GPM) (L/s) (GPM) (m/s)

Static 149 196 640 92.8 0.0 0 0.0 0 0.0 0 0.0

2'' 257 286 614 89.1 50.2 796 0.0 0 50.2 796 2.8

2" 417 428 634 92.0 0.0 0 50.9 807 50.9 807 2.9

1" + 2" 0 0.0 0.0 0 0.0 0 0.0 0 0.0

2" + 2" 313 385 587 85.1 45.2 716 47.2 748 92.4 1465 5.2

Test 1 - 904 Mississauga Height

Subject Watermain Details Subject Hydrant & Valve Details

Start of Test

9:31:52

S3 on Residual Hydrant: Port 1 (S1) Port 2 (S2)PointTime

Residual Flow Hydrant ()Total Flow Velocity

41

42

43

44

45

46

47

48

49

50

51

52

53

540

555

570

585

600

615

630

645

660

675

690

705

720

120 160 200 240 280 320 360 400 440 480 520

Flo

w (

L/s

)

Pre

ssu

re (

kP

a)

Time from Start of Test (s)

Residual Flow 1 Flow 2

2" 2"

Sta

tic

2"+ 2

"

Date: Time: 9:31 Municipality(hh/mm) Operator:

Tested By:Test No:

92.8 psi 640 kPa

92.8 psi 640 kPa

0.0 psi 0 kPa

0.0 ft 0.0 m

Test Notes:

Port Size

(in)

Nozzle

Pressure

(psi)

(USGPM) (L/s)Monitoring

Hydrant

Flow Hydrant

(Corrected) *

STATIC n/a 0 0 92.8 92.8

2 26.0 796.0 50.2 89.1 89.1 20 3964 250 NO

2 26.8 807.0 50.9 92 92.0 20 9075 573 NO

1

2

2 21.1 716.0 45.2

2 23 748.0 47.2

* Pressure correction is equal to the elevation difference. Column 2 (and Table A) show the nozzle pressure while flowing.

(psi) (kPa) (gpm) (L/s)

92.8 640 4900 309

Class AA Color BLUE

15300 L

Rounded up to closest 100L

WSP Canada Inc. 100 Commerce Valley Drive West, Thornhill, Ontario L3T 0A1 20M-01451-00

Elevation Difference:

0

Sen 1

Conditions before Test (STATIC)

904 Mississauga HeightHYDRANT FLOW TEST RESULTS

26-Nov-20 City of Mississauga

(Flow El. - Residual El.)

Residual Hydrant:

Hydrant that will Flow:

∆ pressure:

8% Pressure Drop

Achieved?

Single Port Tests

Two Port Test

20

TEST TEST FLOW RESIDUAL PRESSURE (psi)

Minimum

Residual Pr (psi)

Fire Flow at

Minimum

Residual, Qr

(USGPM)

Fire Flow at

Minimum

Residual, Qr

(L/s)

4917 310 YES

Results

Two Port Test

85.1 85.1 20

* Results carried to nearest 50 gpm or 100 gpm if over 1000 gpm

Static Pressure Flow at 20 psi (140kPa)*

Hydrant Classification as per NFPA 291

Water Discharged During Test:

DISCLAIMER FOR FIRE FLOW TESTS

While WSP makes every effort to ensure that the information contained herein is accurate and up to date, WSP is not responsible for unintended or incorrect use of the data

and information described and/or contained herein. The user must make his/her own determination as to its accuracy and suitability. The information is representative for a

dynamic water system that may change over time.

© WSP Canada Inc. 2014.

This information sheet can be reproduced by the client for internal use but not redistributed to third parties without the written authorization of WSP.

Tel.: (905) 882-1100

0

10

20

30

40

50

60

70

80

90

100

0 1000 2000 3000 4000 5000 6000

PR

ES

SU

RE

(P

SI)

FLOW (GPM)

Residual Pressure vs. Hydrant Flow

N

Flow

Residual

APPENDIX

D SANITARY

FLOWS

Residential Units

Unit Type Quantity Lot Area Pop./Unit Population

(hectares)

Single Family Detached (greater than

10m frontage) 1 0.1956 4.15 4

4

Sanitary Flow

Res Population = 4

Avg Day Res Flow = 0.015 L/s (assumes 302.8 L/cap/d)

Res Peak Factor = 4.44 (Harmon Formula)

Peak Res Flow = 0.065 L/s

Infiltration Flow = 0.039 L/s

Total Peak San Flow = 0.10 L/s

APPENDIX D

904 Mississauga Heights Drive

Pre-Development Site Statistics

Total

Residential Units

Unit Type Quantity Lot Area Pop./Unit Population

(hectares)

Single Family Detached (greater than

10m frontage) 5 0.7978 4.15 21

21

Sanitary Flow

Res Population = 21

Avg Day Res Flow = 0.073L/s (assumes 302.8 L/cap/d)

Res Peak Factor = 4.38 (Harmon Formula)

Peak Res Flow = 0.318 L/s

Infiltration Flow = 0.160 L/s

Total Peak San Flow = 0.48L/s

APPENDIX D

904 Mississauga Heights Drive

Post-Development Site Statistics

Total

MISSISSAUGA HEIGHTS DRIVE

QUEENSWAY WEST

FREDONIA DRIVERO

SEM

AR

YD

RIV

E

SHARDAW

N M

EW

S

GLENGARRY R

OAD

CREDIT RIVER

5.96 ha

46

4.34 ha

46

EX. 250Ø SAN

EX. 250Ø SAN

EX. 250Ø S

AN

EX. 250Ø

SAN

EX. 900Ø SAN EX. 750Ø SAN EX. 750Ø SANEX. 750Ø SAN

EX. 750Ø SAN EX. 750Ø SAN EX. 750Ø SAN

EX. 7

50Ø

SAN

PROP. 200ØSANITARY

EX. MH2A

EX. MH1A

MH100A

MH101A

1.00 ha

10

SITE

SA1X: XXX

20M-01451

G.W

MAR 2021

T.C.

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EXTERNAL SANITARYDRAINAGE PLAN

MARIO POLLA


NTS

@2019 Google Maps @2019 First Base Solutions @2019 Tele Atlas

LIMIT OF PROPERTYAREA

POPULATION SANITARY DRAINAGE BOUNDARY

LEGEND

EXISTING SANITARY SEWER

PROPOSED SANITARY SEWER

OVERALL DRAINAGE DIRECTION

Printed: 2021-03-18

THE REGIONAL MUNICIPALITY OF PEEL SANITARY DESIGN CHART

EXISTING CONDITIONS904 Mississauga Heights Drive

CONSULTANT: * DESIGN FLOWS AS PER REGION OF

WSP Canada Inc. PEEL SANITARY SEWER DESIGN FLOW DATE: 16-Mar-21

DESIGNED BY: A.T.

DRAINAGE AREA PLAN NO.: Manning's n= 0.013 CHECKED BY: T.C.

SEWAGE INFILTRATION TOTAL

LOCATION FROM TO AREA AREA UNITS POP. CUMM. CUMM. FLOW * FLOW * FLOW FALL LENGTH GRADIENT PIPE SIZE CAPACITY VELOCITY VELOCITY

MH MH DENSITY AREA POP. 0.0002 FULL ACTUAL

(ha) (ppha) (ha) (m³/sec) (m³/sec/ha) (m³/sec) (m) (m) (%) (mm) (m³/sec) (m/sec) (m/sec)

SITE MH100A 1.25 1 4 1.25 4 0.0130 0.0003 0.0133

MH100A EXMH2A 0.02 0 0 0 1.27 4 0.0130 0.0003 0.0133 15.0 1.00 200 0.033 1.04 0.98

EXTERNAL EXT EXMH2A 4.56 42 4.56 42 0.0130 0.0009 0.0139

EXMH2A EXMH1A 0.13 50 12 7 5.96 53 0.0130 0.0012 0.0142 62.0 0.40 250 0.038 0.77 0.72

SITE

Mississauga Heights Drive

* Note: Minimum design flow per Region of Peel Standards. 1 of 1 X:\DIV10\20M-01451 904 Mississauga Heights Drive\Mun\FSR\20M-01451 SAN Design Sheet.xls - (PRE) area & pop chk

Printed: 2021-03-18

THE REGIONAL MUNICIPALITY OF PEEL SANITARY DESIGN CHARTPROPOSED CONDITIONS

904 Mississauga Heights Drive CONSULTANT: * DESIGN FLOWS AS PER REGION OF

WSP Canada Inc. PEEL SANITARY SEWER DESIGN FLOW DATE: 16-Mar-21

DESIGNED BY: A.T.

DRAINAGE AREA PLAN NO.: Manning's n= 0.013 CHECKED BY: T.C.

SEWAGE INFILTRATION TOTAL

LOCATION FROM TO AREA AREA UNITS POP. CUMM. CUMM. FLOW * FLOW * FLOW FALL LENGTH GRADIENT PIPE SIZE CAPACITY VELOCITY VELOCITY

MH MH DENSITY AREA POP. 0.0002 FULL ACTUAL

(ha) (ppha) (ha) (m³/sec) (m³/sec/ha) (m³/sec) (m) (m) (%) (mm) (m³/sec) (m/sec) (m/sec)

MH101A MH100A 1.25 5 21 1.25 21 0.0130 0.0003 0.0133 100.2 0.50 200 0.023 0.74 0.77

MH100A EXMH2A 0.02 0 0 0 1.27 21 0.0130 0.0003 0.0133 15.0 1.00 200 0.033 1.04 0.98

EXTERNAL EXT EXMH2A 4.56 42 4.56 42 0.0130 0.0009 0.0139

EXMH2A EXMH1A 0.13 50 12 7 5.96 69 0.0130 0.0012 0.0142 62.0 0.40 250 0.038 0.77 0.72

SITE

Mississauga Heights Drive

* Note: Minimum design flow per Region of Peel Standards. 1 of 1 X:\DIV10\20M-01451 904 Mississauga Heights Drive\Mun\FSR\20M-01451 SAN Design Sheet.xls - (POST) area & pop chk

mario polla - mississauga.ca

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