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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
904 Mississauga Heights Drive - FSR
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
904 Mississauga Heights Drive - FSR
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
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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.
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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
CLIENT
Figure No.Scale
Drawn
Proj. No.Date
Checked
T.C.
MAR 2021
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
904 MISSISSAUGA HEIGHTS DRIVE
SITE
MIS
SIS
SAUG
A H
EIG
HTS D
RIV
E
TOBTOB
TOB
PRE DEVELOPMENT PLAN
1:600
20M-01451
A.G.T.
MAR 2021
T.C.
TITLE
CLIENT
Figure No.Scale
Drawn
Proj. No.Date
Checked
X:\DIV
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-01451 9
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ississauga H
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Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
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
COMMON ELEMENT CONDOMINIUM ROAD
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
COMMON ELEMENT CONDOMINIUM ROAD
CEC ROW
(VARIES)
1:600
20M-01451
A.G.T.
MAR 2021
T.C.
TITLE
CLIENT
Figure No.Scale
Drawn
Proj. No.Date
Checked
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-01451 F
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Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
LEGEND
LIMIT OF PROPERTY
3
PROPOSED
DEVELOPMENT PLAN
LOT LINELOT LINE
TOB
POTENTIAL
BUILDING
ENVELOPE
BASED ON
ZONING
CVCA STAKED
TOP OF BANK
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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.
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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
SERVICE CONNECTIONPER PEEL STD. DWG
1-7-1
TOBTOB
TOB
CUT IN 150ØX 150Ø TEE
SERVICE CONNECTIONPER PEEL STD. DWG1-7-1
SERVICE CONNECTIONPER PEEL STD. DWG 1-7-1
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
COMMON ELEMENT CONDOMINIUM ROAD
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
COMMON ELEMENT CONDOMINIUM ROAD
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
COMMON ELEMENT CONDOMINIUM ROAD
CEC ROW
(VARIES)
1:600
20M-01451
A.G.T.
MAR 2021
T.C.
TITLE
CLIENT
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Drawn
Proj. No.Date
Checked
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Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
LEGEND
LIMIT OF PROPERTY
4
WATER SERVICING PLAN
EX. WATERMAIN
PROP. VALVE & BOX
PROP. VALVE & CHAMBER
PROP. WM CONNECTION
X
X
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
WSP
March 2021
Page 8
3 SANITARY SERVICING
3.1 EXISTING CONDITIONS
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
COMMON ELEMENT CONDOMINIUM ROAD
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
COMMON ELEMENT CONDOMINIUM ROAD
CEC ROW
(VARIES)
1:600
20M-01451
A.G.T.
MAR 2021
T.C.
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Checked
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Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
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
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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.
4.1 EXISTING CONDITIONS
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
4m DRAINAGE EASEMENT
3m 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
Figure No.Scale
Drawn
Proj. No.Date
Checked
X:\DIV
10\2
0M
-01451 9
04 M
ississauga H
eig
hts
Drive\M
un\F
igure
s\2
0M
-01451 F
igure
s.d
wg
Mar 18, 2021 - 4
:47pm
, CAAT070389
FIL
ENAM
E:
PLO
TDATE:
www.wsp.comf: 905.882.0055 t: 905.882.1100
Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
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
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
4m DRAINAGE EASEMENT
3m DRAINAGE EASEMENT
1:600
20M-01451
A.G.T.
MAR 2021
T.C.
TITLE
CLIENT
Figure No.Scale
Drawn
Proj. No.Date
Checked
X:\DIV
10\2
0M
-01451 9
04 M
ississauga H
eig
hts
Drive\M
un\F
igure
s\2
0M
-01451 F
igure
s.d
wg
Mar 18, 2021 - 4
:49pm
, CAAT070389
FIL
ENAM
E:
PLO
TDATE:
www.wsp.comf: 905.882.0055 t: 905.882.1100
Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
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
904 Mississauga Heights Drive - FSR
Project No. 20M-01451
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.
TITLE
CLIENT
Figure No.Scale
Drawn
Proj. No.Date
Checked
X:\DIV
10\2
0M
-01451 9
04 M
issis
sauga H
eig
hts
Drive\M
un\F
igure
s\2
0M
-01451_Sanitary
Dra
inage.d
wg
Mar 18, 2021 - 5
:29pm
, CAAT070389
FIL
EN
AM
E:
PLO
TD
ATE:
www.wsp.comf: 905.882.0055 t: 905.882.1100
Thornhill, ON Canada L3T 0A1100 Commerce Valley Dr. West,
EXTERNAL SANITARYDRAINAGE PLAN
MARIO POLLA
904 MISSISSAUGA HEIGHTS DRIVE
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