Mayfield West – Phase 2 Secondary Plan Water and ... · Water and Wastewater Servicing Study...

Region of Peel

Mayfield West – Phase 2 Secondary Plan

Water and Wastewater Servicing Study Report

January 2014 ▪ File 08105

Prepared For: Mayfield Station Landowners Group

For Submission to:

The Municipal Infrastructure Group Ltd. 8800 Dufferin Street, Suite 200

Vaughan ON CA L4K 0C5 Tel 905.738.5700 Fax 905.738.0065

www.tmig.ca

Mayfield West Phase 2 Secondary Plan – Water and Wastewater Servicing Study TMIG Project No. 08105

of 29

TABLE OF CONTENTS

1.0 BACKGROUND

2.0 PURPOSE OF STUDY

3.0 DEVELOPMENT PHASING AND POPULATION PROJECTIONS

4.0 PART A – EXISTING CONDITIONS WATER AND WASTERWATER

5.0 PART B – RECOMMENDED NETWORKING/ROUTING DESIGN- WATER AND

WASTEWATER

6.0 FINANCIAL IMPACTS

7.0 SUMMARY / CONCLUSIONS

LIST OF FIGURES

FIGURE 1.0 INITIAL MAYFIELD WEST PHASE 2 SECONDARY PLAN STUDY AREA

FIGURE 2.0 MAYFIELD WEST PHASE 2 SECONDARY PLAN ENDORSED FRAMEWORK PLAN

FIGURE 3.0 MAYFIELD WEST PHASE 2 SECONDARY PLAN EXISTING AND PLANNED

WATER SERVICING PLAN (ZONE 7)

FIGURE 4.0 MAYFIELD WEST PHASE 2 SECONDARY PLAN SERVICING AREAS

FIGURE 5.0 MAYFIELD WEST PHASE 2 SECONDARY PLAN EXISTING WASTEWATER

SERVICING PLAN

FIGURE 6.0 MAYFIELD WEST PHASE 2 SECONDARY PLAN RECOMMENDED WATER

SERVICING CONCEPT PLAN (ZONE 7)

FIGURE 7.0 MAYFIELD WEST PHASE 2 SECONDARY PLAN RECOMMENDED

WASTEWATER SERVICING PLAN

APPENDICES

A. WASTEWATER DESIGN SHEETS

B. WATER MODELLING RESULTS


of 29

1.0 BACKGROUND

The Municipal Infrastructure Group Ltd. (TMIG) has been retained by the Mayfield Station Landowners Group to prepare a Water / Wastewater Servicing Study in support of the Mayfield West Phase 2 Secondary Plan. This study will also reference the previous reports prepared by R. J. Burnside and Associates Ltd.

The Mayfield West Phase 2 Secondary Plan (MW2) process was initiated in 2008 by the Town of Caledon. The initial boundaries of the Secondary Plan were Highway 10 to the east, Chinguacousy Road to the west, Old School Road to the north and Mayfield Road to the south. The study area was approximately 770 ha (1900 acres). Approximately 347 ha (857 acres) of this study area, is generally located south of the Etobicoke Creek. The Initial MW2 Study Area is illustrated in Figure 1.

Figure 1 – Initial Mayfield West Phase 2 Secondary Plan Study Area

Report PD-2010-050 dated August 10, 2010, and OPA 226, dated September 11, 2012, outline details of the preferred scenario for the MW2 area. The development area is proposed to be developed with a mixture of residential, commercial, institutional and employment lands. The preferred scenario identifies the preferred location for the next phase of growth for Mayfield West and illustrates the land uses intended for that location. The preferred scenario responds in a


of 29

balanced manner to the findings and recommendations of the background technical studies and provides an appropriate basis for the detailed planning and design of the community, as well as for the preparation of a Secondary Plan and local Official Plan Amendment.

2.0 PURPOSE OF STUDY

The MW2 Plan has recently undergone refinements, most recently through OPA 226 dated September 11, 2012 and the planning report DP-2013-092 dated September 3, 2013. This study will reflect recent refinements and will address the following in support of the proposed Secondary Plan.

Identify existing and planned water and wastewater infrastructure;

Provide a summary of proposed water and wastewater demands;

Identify proposed water and wastewater infrastructure to support the study area;

Identify possible interim servicing opportunities utilizing existing water and wastewater infrastructure; and,

Identify potential development phasing limits based on planned and proposed infrastructure timing.

3.0 DEVELOPMENT PHASING AND POPULATION PROJECTIONS

The preferred scenario outlined in Report PD-2010-050 and OPA 226 has been amended to conform to the Regional Official Plan Amendment 24. The modifications as approved by Caledon Council on September 3, 2013 and reported in Report DP-2013-092 are as follows.

Residential Lands: 191.5 gross ha of land (net of environmental features and rail corridor) will accommodate 10,081 new residents and 2,635 population-servicing jobs.

Employment Lands: 16 gross ha of land (net of environmental features and rail corridor) will accommodate 1,164 new employment land jobs.

The proposed water and wastewater networking/routing design described in this report addresses the servicing requirements for 3 distinct areas as follows:

Stage 1: Lands within the Council endorsed framework plan as reported in Planning Report DP-2013-092. The land area and projected population for these lands are as noted above.

Stage 2: Potential development lands beyond the endorsed framework plan but still within the area bounded by Highway 410/10, Mayfield Road, Chinguacousy Road and the Etobicoke Creek. These lands have an approximate area of 104.9 gross ha and a potential projected population of approximately 5,462.

North Lands: Potential development lands north of the Etobicoke Creek bounded by Highway 10, Etobicoke Creek, Chinguacousy Road, and Old School Road. These lands have an approximate area of 325 gross ha and a potential projected population of approximately 16,250.

Consideration today of Stage 2 and the North Lands enables both Caledon and Peel to plan for the appropriate municipal infrastructure (roads, water and wastewater services) and


of 29

community facilities (i.e. schools and parks) to support possible future growth beyond the Council endorsed framework plan. The Endorsed Framework Plan, including Stage 1, Stage 2 and North Lands are illustrated on Figure 2.

For the purposes of calculating servicing demands (water and wastewater) for the MW2 plan, the Town of Caledon (via RJ Burnside) provided area and population projections based on the Traffic Analysis Zone Calculations, prepared by Nak Design, last updated September 2013. The servicing demands prescribed in the report are based on the preferred plan, but also include a provision for an increase in density as well as future development lands. A summary of the area and populations in Table 3.1.

Table 3.1 Projected Area and Population for MW2

Description Area (ha) Population Residential 258.25 15,921 Schools 4,218 Commercial 21.9 1,099 Employment 24.13 1,154 Institutional (Police) 650 Total 316.92 22,735

Valleywood

GREENBELT

PLAN AREA

Existing

Residential

(City of

Brampton)

Existing

Residential

(City of Brampton)

Existing

Residential

(City of Brampton)

Future

Residential

(City of Brampton)

Future

Residential

(City of Brampton)

GREENBELT

PLAN AREA

MW 2STAGE 2

McL

AUG

HLI

N

RO

AD

NORTHLANDS

CH

ING

UAC

OU

SY

RO

AD

OBR

Y

MAYFIELD ROAD

MW2STAGE 1

HU

RO

NTA

RIO

STR

EET

N.T.S.

TITLE OF SHEET 3.1

08105DATE:

SCALE:

DESIGNED BY:

CHECKED BY:

JANUARY 2014

DRAWN BY:

CHECKED BY:

B.A. FIGURE No.

PROJECT No.

D.S.

CAD

B.A.

8800 Dufferin Street,Suite 200Vaughan, ONL4K 0C5

p: 905.738.5700f: 905.738.0065

.............................................................................................

MAYFIELD WEST PHASE 2 SECONDARY PLANENDORSED FRAMEWORK PLAN

2


of 29

4.0 PART A – EXISTING CONDITIONS WATER AND WASTEWATER SERVICING

4.1 EXISTING CONDITIONS – WATER SERVICING

The infrastructure proposed to service the Mayfield West Community Development Plan (MW1 and MW2) area has been documented in the Region of Peel’s 2014 Water and Wastewater Master plan for the lake Based systems as well as the 2014 DC Water Servicing Map and the Region’s supporting Water – 2014 Budget Document which details the Region’s 10-year capital spending plan.

The Region’s approach to the supply and distribution of water throughout its network is as follows:

A large diameter pipe (i.e., ≥ 600mm diameter) transports water from source to source (e.g., water treatment plant to water reservoir and pumping station, or from a water reservoir and pumping station to an elevated tank, etc.). This large diameter pipe is referred to as a feedermain.

A parallel smaller diameter pipe (i.e., < 600mm diameter) is connected to the feedermain at

strategic locations, in order to supply water to local distribution networks while maintaining consistent water pressure and quality throughout each pressure zone. This smaller diameter pipe is referred to as a distribution main.

The Region of Peel’s Lake Based water system network currently comprises seven pressure zones. MW2 is situated primarily within the Region’s Zone 7 pressure distribution system, which is currently supplied water by the North Brampton Reservoir and Pumping Station. Zone 7 operates on water elevations between 259m to 289m (approximately). The existing Zone 7 distribution system operates as an open system, currently consisting of a 600mm diameter feedermain which supplies water to the Mayfield West Elevated Tank from the North Brampton Reservoir. Local residential, commercial and institutional lands are supplied water from a combination of the elevated tank and/or the North Brampton Reservoir pumping station directly via a series of local distribution mains.

4.1.1 Existing Water Infrastructure

The existing Zone 7 water distribution infrastructure consists of the North Brampton Reservoir and Pumping Station (NBRPS), the Mayfield West Elevated Tank, a 600mm diameter feedermain running from the NBRPS west along Mayfield Road turning north along Kennedy Road and terminating at the elevated tank. The distribution system also consists of a series of smaller diameter distribution mains including a 400mm diameter distribution main running from the North Brampton Reservoir and Pumping Station west along Mayfield Road, which reduces to 300mm diameter at Stonegate Drive, with 300mm diameter branches north on Kennedy Road and Hurontario Street, servicing local distribution networks. The 300mm diameter branch on Kennedy Road increases to a 400mm diameter distribution main north of the HWY 410 extension, and again increases to a 600mm diameter distribution main at Old School Road where it runs north along Kennedy and terminates at the elevated tank. The Existing and Planned Water Servicing Plan is illustrated on Figure 3.

PLANNED 600Ø(12-1186)(2013)

EX. 400Ø EX. 400Ø

EX. 300ØEX. 300Ø

EX. 300Ø

PLANNED 600Ø(12-1186)(2013)

PROP. ALLOARES. & P.S.WEST OF CREDITVIEW RD(10-1960)(2014)

NORTH BRAMPTON RES. & P.S.( AT MAYFIELDAND HEART LAKE)

MAYFIELD WEST ELEVATED TANK ALONGKENNEDY ROAD NORTH OF OLD SCHOOLROAD

EX. 6

00Ø

CH

ING

UAC

OU

SY

RO

AD

OBR

Y

McL

AUG

HLI

N

RO

AD

HU

RO

NTA

RIO

STR

EET

OLD SCHOOL ROAD

MAYFIELD ROAD

EX. 3

00Ø

PLANNED 600Ø(12-1185)(2013)

N.T.S.

08105DATE:

SCALE:

DESIGNED BY:

CHECKED BY:

JANUARY 2014

DRAWN BY:

CHECKED BY:

B.A. FIGURE No.

PROJECT No.

D.S.

CAD

B.A.


p: 905.738.5700f: 905.738.0065

.............................................................................................

MAYFIELD WEST PHASE 2 SECONDARY PLANEXISTING AND PLANNED WATER SERVICING PLAN (ZONE 7)

3

LEGENDMW2 STUDY AREA BOUNDARY

PLANNED 600Ø WATERMAIN

EX. 300Ø-400Ø WATERMAIN

EX. ALLOA PUMPING STATION

REGION OF PEEL 10 YEARCAPITAL WOKS PLANPROJECT NUMBER

(10-1960)


of 29

4.1.2 North Brampton Reservoir and Pumping Station – Zone 7 Pumps

The components of the existing Zone 7 distribution system pumps at the NBRPS are summarized as follows:

2 pumps rated at 9.9 MLD @ Hydraulic Grade Line of 70m. 2 pumps rated at 9.0 MLD @ Hydraulic Grade Line of 70m.

The discharge pressure limits, and discharge hydraulic grade line (HGL), for the Zone 7 distribution system conveyed by the NBRPS pumps, obtained by the Region’s water modeling consultant, are as follows:

Low-Low: 30.6 m (HGL – 289.8 m). Low: 35.7 m (HGL – 294.9 m). High: 66.3 m (HGL – 325.5 m). High-High: 71.4 m (HGL – 330.6).

The discharge hydraulic grade lines have been based on a pressure indicating transmitter elevation of 259.2 m.

Based on the range of the discharge HGL information provided by the Region’s modeling consultant, the firm capacity of the Zone 7 pumps at the NBRPS is 27.9 MLD, with the largest pump assumed removed from service.

4.1.3 Mayfield West Elevated Tank

As per the requirements of the Region’s Water and Wastewater Master Plan Update (2007), equalization, fire and emergency storage was required within Zone 7 facilities which are not dependent on a pumped water supply. For this reason, the Mayfield West Elevated Tank was designed and constructed.

The design properties of Mayfield West Elevated Tank, based on information contained within the Mayfield West Elevated Tank Environmental Study Report (2004), and subsequent addenda (2007) are as follows:

Storage capacity: 9.2 ML. Design population serviced: 23,670 persons. Low Water Level: 315.4 m. High Water Level: 327.0 m.

4.1.4 Planned Water Infrastructure

A new water reservoir and pumping station (i.e. Alloa Reservoir and Pumping Station) has been planned and designed and is scheduled for construction in 2014, with completion by 2016. The Alloa Reservoir will provide additional storage capacity/supply to accommodate anticipated development in both Zone 6 and Zone 7. The reservoir will be located just north of Mayfield Road and West of Creditview Road (north of the Alloa Public School). This reservoir will provide the primary storage capacity/supply for MW2.

The following transmission mains and sub-transmission mains are planned for construction to service the adjacent Zone 6 distribution system as part of the Region’s 2012 – 10 Year Capital Plan:


of 29

1200mm diameter Victoria transmission main (Region No. 10-1210) running north-south along Heart Lake Road from the North Brampton Reservoir and Pumping Station, then east-west via a future easement south of King Street where it terminates at the proposed Victoria Reservoir (Zone 6).

1200mm diameter Alloa transmission main (Region No. 10-1215) running north-south

along Mississauga Road connecting existing transmission mains to the proposed Alloa Reservoir and Pumping Station.

1050mm, 750mm diameter Mayfield Road sub-transmission mains (Region No. 12-1260,

12-1261) running east along Mayfield Road from the Alloa Reservoir and Pumping Station, connecting to the existing 750mm Zone 6 sub-transmission main at Mayfield Road and Van Kirk Road. The completion of these sub-transmission mains will hydraulically link the existing North Brampton Reservoir and Pumping Station to the proposed Alloa Reservoir and Pumping Station.

The following feedermains and distribution mains are planned for construction to service the Zone 7 distribution system as part of the Region’s 2012 – 10 Year Capital Plan:

600mm diameter feedermain (Region No. 12-1185, 12-1186) running east-west along

Mayfield Road from the planned Alloa Reservoir and Pumping Station to the existing 400mm main (see section 4.1.5 below) located just west of Hurontario Street (in construction).

400mm diameter distribution mains (Region No. 18-1186 and 18-1187) running

throughout the proposed MW2 area.

400mm diameter distribution mains (Region No. 12-1181, 12-1182, 12-883) running throughout the approved Mayfield West Phase I (MW1) development area, which is located east of Highway 10.

4.1.5 Promotion of the Existing Zone 6 – 400mm diameter Distribution Main to Zone 7

The Water 2012 – Budget Document accounts for the final section of a 750mm diameter Zone 6 transmission main (Region No. 12-1269) from Inder Heights to Stone Gate Drive, which will complete this section of feedermain running east-west along Mayfield Road from the North Brampton Reservoir and Pumping Station to Van Kirk Drive. Once completed, this 750mm diameter Zone 6 transmission will make the existing 400mm diameter Zone 6 distribution main redundant. It is the Region’s expectation that following a satisfactory inspection, this 400mm diameter distribution main will be promoted to service the Zone 7 distribution system. For the purposes of the model developed within this report, the 400mm diameter distribution main was allocated to Zone 7. The 600mm diameter Zone 7 feedermain which will be constructed on Mayfield Road easterly from the Alloa Reservoir will connect to this 400mm diameter distribution main.


of 29

4.2 EXISTING CONDITIONS – WASTEWATER SERVICING

MW2 is situated within the South Peel Wastewater System with its lands west of McLaughlin Road tributary to the Credit Valley Trunk Sewer, and its lands east of McLaughlin Road tributary the Etobicoke Creek Trunk Sewer.

From a drainage divide standpoint, the MW2 lands can be divided into three servicing areas.

Area 1 is located south of the Etobicoke Creek between Chinguacousy Road and McLaughlin Road.

Area 2 is located south of the Etobicoke Creek between McLaughlin Road and the existing OBRY Railway.

Area 3 is located south of the Etobicoke Creek between the existing OBRY Railway and Hurontario Street.

Area 3a is a sub-area to Area 3 and is located immediately north of the existing termination of Robertson Davies Drive which is slated to continue north into the MW2 Plan.

Figure 4 illustrates these areas.

Valleywood

GREENBELT

PLAN AREA

Existing

Residential

(City of

Brampton)

Existing

Residential

(City of Brampton)

Existing

Residential

(City of Brampton)

Future

Residential

(City of Brampton)

Future

Residential

(City of Brampton)

GREENBELT

PLAN AREA

MAYFIELD ROAD

NORTHLANDS

CH

ING

UAC

OU

SY

RO

AD

HU

RO

NTA

RIO

STR

EET

OBR

Y

1 2

3

3A

OLD SCHOOL ROAD

WANLESS ROAD

McL

AUG

HLI

N

RO

AD

N.T.S.

08105DATE:

SCALE:

DESIGNED BY:

CHECKED BY:

JANUARY 2014

DRAWN BY:

CHECKED BY:

B.A. FIGURE No.

PROJECT No.

D.S.

CAD

B.A.


p: 905.738.5700f: 905.738.0065

.............................................................................................

MAYFIELD WEST PHASE2 SECONDARY PLANSERVICING AREAS

4

LEGEND

STAGE 1 BOUNDARY

SERVICING AREAS

1 SERVICING AREA LABELS


of 29

4.2.1 Existing Wastewater Infrastructure

As noted previously the study area is situated north of the two major South Peel sanitary sewer systems. The West system includes treatment at the Clarkson Water Pollution Control Plant (WPCP), major conveyance by the Credit Valley Trunk Sewer and its related subtrunks and local sewers. The East system includes treatment at the Lakeview WPCP, major conveyance by the Etobicoke Creek Trunk Sewer and its related subtrunks and local sewers. Both systems are part of the South Peel Wastewater System.

There are several sanitary subtrunks and associated sewers that are either existing or planned to be built by the Region that will service the Study Area. Typically these sewers are designed to convey a maximum flow that can be defined in terms of population numbers or by serviceable area based on Region design criteria.

The following wastewater trunk sewers are planned for construction to service MW2 Stage 1, Stage 2 and North Lands, as well as the City of Brampton Block 51-2.

675mmØ trunk sewer extension (Region No. 14-2221) on Wanless Drive from Edenbrook Hill Drive to Chinguacousy Road.

600mmØ and 675mmØ trunk sewer extension (Region No. 14-2225) on Chinguacousy Road from Wanless Drive to Mayfield Road.

450mmØ trunk sewer extension (Region No. 14-2135) on Mayfield Road from Chinguacousy Road east to MW2 Collector Road.

600mmØ trunk sewer extension (Region No. 15-2141) on Chinguacousy Road from Mayfield Road to MW2 Spine Road.

375mmØ sewer (Region No. 16-2143) on the MW2 Collector Road north from Mayfield Road.

Existing Wastewater Outlets

Table 4.2 Existing Waste Water Outlets

Outlet Location Description Obvert status System 1 Wanless Drive Existing 675mm south of Wanless

Drive at Edenbrook Hill Drive in the Fletchers Subdivision.

240.05 existing West

2 Van Kirk Drive Existing 450mm at Van Kirk Drive south of Mayfield Road.

247.45 existing East

3 Highwood Road

Existing 300mm east of Highway 10 to 450mm on Colonel Bertram Road.


3a Robertson Davies Drive

Existing 250mm at the north limit of Robertson Davies Drive to existing 300mm at Mayfield Road and Cresthaven Road.


Existing Wastewater Servicing the Study Area is illustrated on Figure 5.

S2(PD)

P2

B1

B4

B6B7

P5

MAYFIELD RD & VAN KIRK DR. SEWER450Ø @ 0.3%EX. GROUND = 252.70EX. OBV. = 247.45

ROBERTSON DAVIES DR. SEWER250Ø @ 0.97%EX. GROUND = 258.10EX. OBV. = 254.49

HURONTARIO ST & HIGHWOOD SEWEREX. 300Ø @ 0.5%EX. GROUND = 257.60EX. OBV. = 252.75

WANLESS DR. & EDENBROOK HILL DR. SEWEREX. 675Ø @ 0.3%EX. GROUND = 248.73EX. OBV. = 240.05

CH

ING

UAC

OU

SY

RO

AD

OBR

Y

McL

AUG

HLI

N

RO

AD

HU

RO

NTA

RIO

STR

EET

OLD SCHOOL ROAD

MAYFIELD ROAD

N.T.S.

08105DATE:

SCALE:

DESIGNED BY:

CHECKED BY:

JANUARY 2014

DRAWN BY:

CHECKED BY:

B.A. FIGURE No.

PROJECT No.

D.S.

CAD

B.A.


p: 905.738.5700f: 905.738.0065

.............................................................................................

MAYFIELD WEST PHASE2 SECONDARY PLANEXISTING WASTEWATER SERVICING PLAN

5

LEGEND

MW2 STUDY AREA BOUNDARY

EX. SANITARY OUTFALL


of 29

5.0 PART B – PROPOSED WATER AND WASTEWATER SERVICING

5.1 PROPOSED – WATER SERVICING

5.1.1 Region of Peel Design Criteria

Proposed demands for the Mayfield West development were determined based on the Region of Peel’s Watermain Design Criteria. The Region’s Engineering Design Criteria for water demands is summarized in the following table 5.1.

Table 5.1 Region of Peel Engineering Water Design Criteria

Residential Industrial, Commercial or Institutional

Average Day Domestic Demand 280 litres/capita/day 300 litres/capita/day

Maximum Day Demand Factor 2.0 1.4

Peak Hour Demand Factor 3.0 3.0

Fire Flow Demand 18,000 L/min (303 L/s) 18,000 L/min (303 L/s)

5.1.2 Proposed Alloa Reservoir and Pumping Station

The Alloa Reservoir and Pumping Station, currently under design, is planned to supply flows to the Zone 7 distribution system (the station also exists to service Zone 6) with the following preliminary details:

The Alloa Reservoir and Pumping Station, as currently planned, will provide water to both pressure zones 6 and 7. The Region has currently allocated a pumping capacity of 5 MLD, and a storage capacity of 12 ML to service Zone 7 (out of the total reservoir storage capacity of 35 ML) up to the 2031 planning period. The 5 MLD pump’s hydraulic properties were estimated to have a similar hydraulic properties to the existing pumps which convey water to Zone 7 at the North Brampton Reservoir and Pumping Station for the purposes of this model.

It is anticipated that the Alloa Reservoir and Pumping Station will be in service by the end of 2016.

5.1.3 Mayfield Elevated Tank and Interim Water Servicing

The existing Mayfield West Elevated Tank has been designed to service existing development, largely north of the Mayfield Road, as well as residential and ICI development within MW1, for which only a portion of the proposed development has been approved, and even less has been constructed. While the Mayfield West Elevated Tank is not intended to service planned development in MW2, there is available unused capacity within the tank, such that initial phases of development within MW2 can be advanced prior to the Alloa Reservoir being in service.

The design parameters of the existing Mayfield West Elevated Tank are provided in Appendix A. Based on Region of Peel design requirements and Ontario Ministry of the Environment design guidelines, the calculated design capacity of the Mayfield West Elevated Tank is 21,515 persons.


of 29

The 2013 equivalent population for all existing development serviced by the Mayfield West Elevated Tank is 12,446, as presented in Table 5.2. These population equivalents have been obtained through the Town of Caledon and the City of Brampton. Based on the calculated total design capacity of the Mayfield West Elevated Tank of 21,515 persons, there is currently 9,069 persons of unused capacity within the tank. However, from information ascertained from the Town of Caledon, there is currently an approved population (not yet realized) of 8,047 persons within MW1. It is not known at what rate this approved development will occur.

Table 5.2 Existing (2013) Equivalent Populations within Existing and MW1 Development

Area Description Location Population1 S – Mayfield Rd, E – Kennedy Rd Brampton 1,7332 N-Mayfield Rd, W – Hurontario Rd Brampton 2,0373A Ex. Development (N – Mayfield Rd) (E – Hurontario Rd) Brampton 1,6043B Valleywood (S – HWY 410) Caledon 2543C Valleywood (N – HWY 410) Caledon 2,6935 Snell’s Hollow Subdivision Caledon 8966 Snell’s Hollow (Residential Policy Area ‘A’) Caledon 2184,7A to 7F Mayfield West Phase I Caledon 3,011 Totals 12,466

Table 5.3 shows the total equivalent population serviced by the Mayfield West Elevated Tank from 2013 – 2016, given a build-out rate per annum of 2000 persons (500 units per annum @ 4 ppu) per Secondary Plan. The table illustrates that there is an opportunity to accelerate the development of MW2 in advance of the ultimate Regional infrastructure being constructed depending on the rate of development within MW1. Assuming a 500 unit per annum absorption rate, development within MW2 could proceed in advance of the Alloa Reservoir completion. The Alloa Reservoir will be required by the end of 2016.

Table 5.3 Mayfield West Elevated Tank – Residual Capacity Analysis Summary

Year

2000 Persons per

Annum

Tank Design Capacity (persons)

Residual Storage Capacity (persons)

2013 (existing) 12,446 21,515 9,069

2014 14,446 7,0692015 *18,446 3,0692016 **20,446 1,069Ultimate 20,943 572

* Assuming that starting 2015, both MW1 and MW2 will grow by 500 units per annum. ** Alloa facility required by the end on 2016.

5.1.4 Proposed Water Servicing Network

The proposed watermain network adjacent to the Mayfield West Phase 2 plan is as follows.

600mm diameter watermain on Mayfield Road from the proposed Alloa Reservoir to Hurontario Street.

400mm diameter watermain on Chinguacousy Road from Mayfield Road to the MW2 Spine Road.


of 29

400mm diameter watermain on the MW2 Spine Road from Chinguacousy Road to Hurontario Street.

300mm diameter watermains along collector roads in MW2.

The proposed subdivision InfoWater network layout with the associated Junction IDs is shown in the Appendices. Modeling results are described further in the following sections. Water levels used in the model for the existing North Brampton Reservoir and proposed Alloa Reservoir were obtained from the Mayfield West - Water Servicing Options Report, prepared by TMIG, June 2012. The reservoir head used in the model was the high hydraulic grade line level of 325.5m. As described in the water servicing plan, MW2 has been divided into several smaller areas for the purpose of water modelling only.

The Recommended Water Servicing is illustrated on Figure 6.

PLANNED 600Ø(12-1186)(2013)

EX. 400Ø EX. 400Ø

EX. 300ØEX. 300Ø

EX. 300Ø

PLANNED 600Ø(12-1186)(2013)

PROP. ALLOARES. & P.S.WEST OF CREDITVIEW RD(10-1960)(2014)

NORTH BRAMPTON RES. & P.S.( AT MAYFIELDAND HEART LAKE)

PROP 400Ø(17-1186)

(2017)

PROP. 300Ø

PRO

P. 3

00Ø

PROP. 400Ø(17-1186)(2017)

PROP. 300Ø

PROP. 400Ø(18-1187)(2018)

PRO

P. 4

00Ø

(16-

1185

)(201

7)

MAYFIELD WEST ELEVATED TANK ALONGKENNEDY ROAD NORTH OF OLD SCHOOLROAD

EX. 6

00Ø

CH

ING

UAC

OU

SY

RO

AD

OBR

Y

McL

AUG

HLI

N

RO

AD

HU

RO

NTA

RIO

STR

EET

OLD SCHOOL ROAD

MAYFIELD ROAD

EX. 3

00Ø

PLANNED 600Ø(12-1185)(2013)

PRO

P. 4

00Ø

(15-

1184

)(2

015)

PRO

P. 3

00Ø

N.T.S.

08105DATE:

SCALE:

DESIGNED BY:

CHECKED BY:

JANUARY 2014

DRAWN BY:

CHECKED BY:

B.A. FIGURE No.

PROJECT No.

D.S.

CAD

B.A.


p: 905.738.5700f: 905.738.0065

.............................................................................................

MAYFIELD WEST PHASE 2 SECONDARY PLANRECOMMENDED WATER SERVICING CONCEPT PLAN (ZONE7)

6

LEGENDMW2 STUDY AREA BOUNDARY

PROPOSED WATERMAIN

EX. WATERMAIN

PLANNED 600Ø WATERMAINREGION OF PEEL 10 YEARCAPITAL WOKS PLANPROJECT NUMBER

(10-1960)


of 29

5.1.5 Demand Model Scenerios

The MW1 and MW2 combined development areas were modeled under four (4) water demand scenarios under steady state conditions. The scenarios and the associated minimum system requirements (per Ministry of the Environment (MOE) Guidelines and the Region’s Watermain Design Criteria) are summarized as follows.

Average Day Demand

Flow = 196.16 L/s Normal Operating Pressure Range = 350 kPa to 550 kPa

Maximum Day Demand

Flow = 346.05 L/s Normal Operating Pressure Range = 350 kPa to 550 kPa

Peak Hour Demand

Flow = 588.49 L/s Minimum Operating Pressure = 275 kPa

Maximum Day Demand plus Fire Flow

Flow = 346.05 L/s, min. fire flow at each junction = 303 L/s Minimum Operating Pressure = 140 kPa

Maximum pressure within the Mayfield West system = 689 kPa

A summary of the modeling scenarios and proposed watermain sizing is provided in the following sections:

Average Day Demand

Under the Average Day Demand Scenario, pressures within the MW1 and MW2 developments water network were reviewed to provide a baseline of the system pressures during a typical day. For this scenario, the water levels of the existing North Brampton Reservoir and proposed Alloa Reservoir were assumed to be at the high hydraulic grade level of 325.5 m. It should be noted that the reservoir water level elevation represents a “worst case scenario” reservoir water level, and that under typical Average Day Demand conditions the reservoir water level elevation will range between 325.5 m and 330.6 m (top of reservoir storage elevation), resulting in improved pressures through the system.

Under the Average Day Demand Scenario, pressures in the development ranged from 521 kPa to 702 kPa. Although the range of pressures mostly exceeds the MOE’s recommendations, most pressures are still below the maximum operating pressure of 100 psi (689 kPa) as specified by the Region of Peel Watermain Design Criteria. The location which exceeds this limit is at the area of the lowest elevation in the development. A pressure reducing valve may be required for servicing units in this area (Mayfield Road and Summer Valley Drive). Average Day Demands and the associated pressures at each junction for the MW1 and MW2 developments are shown in the Appendix.

Maximum Day Demand

Under the Maximum Day Demand Scenario, pressures within the MW1 and WM2 developments water network were reviewed against the MOE recommended normal operating pressure range


of 29

of 350 kPa to 550 kPa. The Region’s residential maximum day demand factor (2.0) and industrial/commercial/institutional maximum day demand factor (1.4) were applied to the Average Day Demands, and the water levels of the existing North Brampton Reservoir and proposed Alloa Reservoir were assumed to be at the high hydraulic grade level of 325.5 m. Again, it should be noted that the reservoir water level elevation represents a “worst case scenario” reservoir water level, and that under typical Maximum Day Demand conditions the reservoir water level elevation will range between 325.5 m and 330.6 m (top of reservoir storage elevation), resulting in improved pressures through the system.

Under the Maximum Day Demand Scenario, pressures in the development ranged from 516 kPa to 693 kPa. Although the range of pressures mostly exceeds the MOE’s recommendations, most pressures are still below the maximum operating pressure of 100 psi (689 kPa) as specified by the Region of Peel Watermain Design Criteria. The location which exceeds this limit is at the area of the lowest elevation in the development. Maximum Day Demands and the associated pressures at each junction for the MW1 and MW2 developments are shown in the Appendix.

Peak Hour Demand

Under the Peak Hour Demand Scenario, the proposed watermains were evaluated to verify that the pressures within the MW1 and MW2 developments did not drop below the Region’s minimum operating pressure requirement of 40 psi (275 kPa). The Region’s residential and industrial/commercial/institutional peak hour demand factor (3.0) was applied to the Average Day Demands. Water levels of the existing North Brampton Reservoir and proposed Alloa Reservoir were assumed to be at the high hydraulic grade level of 325.5 m. It should be noted that the reservoir water level elevation represents a “worst case scenario” reservoir water level, and that under typical Peak Hour Demand conditions the reservoir water level elevation will range between 325.5 m and 330.6 m (top of reservoir storage elevation), resulting in improved pressures through the system.

Under the Peak Hour Demand Scenario, modeled pressures within the development ranged from approximately 500 kPa to 675 kPa. The range of pressures is greater than the MOE’s recommended minimum operating pressure of 275 kPa. Peak Hour Demand and the associated pressures at each junction within the MW1 and MW2 developments are shown in the Appendix.

Velocities in the watermains were also checked under the Peak Hour Demand Scenario. Velocities within the development water network reached a maximum of 0.97 m/s.

Maximum Day Demand

Under the Maximum Day Demand plus Fire Flow Modeling Scenario, the minimum allowable system pressure was set to equal the MOE’s guideline of 140 kPa and the proposed watermains were sized so that the Maximum Day Demand plus Fire Flow at each junction within the MW1 and MW2 developments was either met or exceeded. The Region’s residential maximum day demand factor (2.0) and industrial/commercial/institutional factor (1.4) were applied to the Average Day Demands and the water levels of the existing North Brampton Reservoir and proposed Alloa Reservoir were assumed to be at the high hydraulic grade level of 325.5 m.

As per the 2007 Master Plan Update, the required fire flow was estimated at 303 L/s (18,000 L/min).

Under the Maximum Day Demand plus Fire Flow Scenario, the available fire flow within the ultimate development ranged from 504 L/s to 1,153 L/s, exceeding MOE guidelines at all water network junctions. Maximum Day Demand plus Fire Flow and the associated Available Fire Flows for the MW1 and MW2 developments are shown in the Appendix.


of 29

Velocities within the watermains were also checked under the Maximum Day Demand plus Fire Flow Scenario. Velocities within the development water network reached a maximum of 0.63 m/s.

Modeling results range within the MW1 and MW2 developments and the Region’s Watermain Design Criteria for the four (4) water demand modeling scenarios are summarized in Table 5.6.

Table 5.6 Water Modeling Scenario Results within the Ultimate MW1 and MW2 Developments

Water Demand Modeling Scenario

Minimum Water System Requirement (within Ultimate Development)

Modeling Results within Ultimate Development

Average

Day Demand

Average Day Demand = 196.16 L/s

Maximum Pressure within System = 689 kPa System Pressure = 521 to 702 kPa

Max Day Demand Maximum Day Demand = 346.05 L/s

Recommended Normal Operating Pressures

within System = 350 kPa to 550 kPa,

Maximum Pressure within System = 689 kPa

System Pressure =

516 to 693 kPa

Peak Hour

Demand

Peak Hour Demand = 588.49 L/s

Minimum Pressure within System = 275 kPa System Pressure =

500 to 675 kPa

- Maximum Velocity

within System = 0.97 m/s

Max Day

Demand

plus Fire Flow

Minimum Pressure within System = 140 kPa

Minimum Fire Flow = 303 L/s Available Fire Flow =

504 to 1,153 L/s

- Maximum Velocity

within System = 0.63 m/s


of 29

5.2 PROPOSED SERVICING - WASTEWATER

5.2.1 Region of Peel Design Criteria

Proposed demands for the Mayfield West development were determined based on the Region of Peel’s Wastewater Design Criteria. The Region’s Engineering Design Criteria for wastewater demands is summarized in the following table 5.8.

Table 5.8 Region of Peel Engineering Wastewater Design Criteria

Density Persons/Hectare Single family (greater than 10m frontage) 50 Single family (less than 10m frontage) 70 Semi detached 70 Row dwellings 175 Apartments 475 Light industrial 70

Domestic sewage flows are based upon a unit sewage flow of 302.8 lpcd. The flows are calculated using the Harmon Peaking Factor.

5.2.2 Wastewater Servicing - General

Utilizing the existing and planned outlets identified in Section 4.2.1, a proposed wastewater servicing strategy was developed for MW2. As noted above, three sanitary servicing areas within the plan, each corresponding to the outlets noted in the previous section. A fourth servicing area and outfall has been identified as a sub-area to Area 3.

An analysis of sanitary flows generated by the MW2 Stage 1, Stage 2 and North lands was undertaken for the proposed and existing receiving sewers identified as outlets 1, 2, 3 and 3A. The purpose of the analysis was to provide the Region of Peel with projected tributary areas, populations, and generated sanitary flows. The Recommended Wastewater Servicing for the Study area is illustrated on Figure 7.

MAYFIELD ROAD

CH

ING

UAC

OU

SY

RO

AD

HU

RO

NTA

RIO

STR

EET

OBR

Y

1 2

3

3A

OLD SCHOOL ROAD

WANLESS ROAD

600Ø SAN(15-2141)(2014)

McL

AUG

HLI

N

RO

AD

MAYFIELD RD & VAN KIRK DR. SEWER450Ø @ 0.3%EX. GROUND = 252.70EX. OBV. = 247.45

ROBERTSON DAVIES DR. SEWER250Ø @ 0.97%EX. GROUND = 258.10EX. OBV. = 254.49

HURONTARIO ST & HIGHWOOD SEWEREX. 300Ø @ 0.5%EX. GROUND = 257.60EX. OBV. = 252.75

WANLESS DR. & EDENBROOK HILL DR. SEWEREX. 675Ø @ 0.3%EX. GROUND = 248.73EX. OBV. = 240.05

300Ø SAN

375Ø SAN

450Ø SAN(15-2135)

(2014)

NORTHLANDS

600Ø SAN(14-2225)(2014)

250Ø SAN

375Ø SAN(16-2143)

(2016)

675Ø SAN(14-2225)(2014)

675Ø SAN(14-2221)(2014)

FUTURE SANITARYCONNECTION FORNORTH LANDS

N.T.S.

08105DATE:

SCALE:

DESIGNED BY:

CHECKED BY:

JANUARY 2014

DRAWN BY:

CHECKED BY:

B.A. FIGURE No.

PROJECT No.

D.S.

CAD

B.A.


p: 905.738.5700f: 905.738.0065

.............................................................................................

MAYFIELD WEST PHASE 2 SECONDARY PLANRECOMMENDED WASTEWATER SERVICING PLAN

7

LEGENDDRAINAGE AREAS

DRAINAGE AREA LABELS

SUB-DRAINAGE AREA

375Ø-600Ø PROPOSED SANITARY SEWER

675Ø PROPOSED SANITARY SEWER

EX. SANITARY OUTFALL

1

PROPOSED SANITARY CONNECTION


of 29

Wastewater Servicing Area 1

Area 1 is located south of the Etobicoke Creek between Chinguacousy Road and McLaughlin Road. The area can be serviced by a gravity connection to Outlet 1. Peel Region has indicated that Outlet 1 is to be designed at a depth and capacity to service the North Lands (potential future development lands north of Etobicoke Creek to Old School Road), utilizing a gravity system. Total population equivalent is 22,560 persons and total area is 369.25 ha, for the area bounded by Chinguacousy Road, McLaughlin Road, Mayfield Road and Old School Road.

The outlet 1 trunk sewer alignment will route west on Wanless Drive from Edenbrook Hill Drive and north on Chinguacousy Road, crossing Mayfield Road and extending north to the Etobicoke Creek. Sewers within the west portion of Block 51-2 and Area 1 of MW2 would outfall west to Chinguacousy Road. Additional Sanitary Trunk sewers will be required on Wanless Road to provide an outlet for the east side Block 51-2.

Sewers larger than 375mmØ that form part of the Area 1 outfall have been included in the Region of Peel 2014 Capital Budget and Development Charges documentation (see table 5.10). The trunk sewer on Chinguacousy Road has also been included in the EA for the Chinguacousy Road reconstruction plan. Chinguacousy Road is under the jurisdiction of the City of Brampton. The proposed sanitary sewers will be an asset of the Region of Peel. Construction of the sewers forming the Area 1 outfall will be completed in time to support the development of MW2 Stage 1.


Area 2 is located south of the Etobicoke Creek between McLaughlin Road and the existing OBRY Railway. The area can be serviced by a gravity connection to Outlet 2. Area 2 has been included in the design of the Van Kirk Drive sanitary sewer (Outlet 2) and utilizes approximately 50% of the capacity of Outlet 2. The invert depth of the Van Kirk Drive sanitary sewer is at a sufficient depth to service the tributary MW2 lands. This sewer has been extended to the north side of Mayfield Road but will need to be upsized to provide the required capacity.


Area 3 is located south of the Etobicoke Creek between the existing railway and Hurontario Street. The area can be largely serviced by a gravity connection to Outlet 3, however because of the topography, servicing of the northwest corner of Area 3 may require a pump station and forcemain system. A refinement in the land use proposed for Area 3 and/or local servicing solutions may eliminate the need for a pump station within Area 3 and should be examined in detail during the next study phase. Area 3 has been included in the design of the Highwood Road sanitary sewer (Outlet 3) and utilizes 100% of the capacity of Outlet 3. A new 300mm diameter local sanitary sewer will be required to be constructed on Hurontario Street from Highwood Road (Outlet 3), north to the proposed east west spine road within MW2. This local sewer will be constructed and funded by the benefitting land owners.

Wastewater Servicing Area 3a

Area 3a is located immediately north of the existing termination of Robertson Davies Drive which is slated to continue north into the MW2 Plan. Previous servicing reports have included this area within Area 3. Because the profile of Robertson Davies Drive is rising as it continues north into the MW2 plan, the sanitary sewer falling to the north would be going against grade to outlet to the east west spine road and the Area 3 system. This would cause the Area 3 sanitary sewer to be over depth, beyond the north limit of Robertson Davies Drive. By directing Area 3a into the existing sewer on Robertson Davies Drive, Area 3 sewer can be maintained at nominal depth. The existing sewer has surplus capacity to accept Area 3a.


of 29

Summary-Wastewater Areas 1, 2, 3, 3a

Table 5.9 Wastewater Areas

Description Area (ha) Population Total Flow incl. Infilt.

(l/s)

Existing Residual

Pipe Capacity

(l/s)

Existing Obvert

MW2 Area 1 – to Chinguacousy Road, including future areas North of Creek

369.25 22,561 279.4 336.3 240.05

MW2 Area 2 – to Van Kirk Drive

77.86 5,379 76.2 156.1 247.45

MW2 Area 3 – to Highwood Drive

75.67 4,782 69.8 68.4 252.75

MW2 Area 3a – Robertson Davies Drive

4.14 493 7.7 58.0 254.49

*As previously noted in the TMIG memo to Peel Region dated May 31, 2013 (Appendices) the tributary areas and projected populations for lands north of Etobicoke Creek are estimated and are not based on a detailed review of developable lands or known densities. Where residual sewer capacity downstream for these additional lands is marginal, the Region of Peel may undertake flow monitoring to confirm actual pipe flow.

5.2.3 Wastewater Servicing – Interim

As noted above, a 675mm diameter trunk sewer is to be extended along Wanless road, westerly from Edenbrook Hill Drive to Chinguacousy Road and north along Chinguacousy Road to Mayfield Road. In addition, a 450mm diameter trunk sewer is to be extended along Mayfield Road from Chinguacousy Road to the proposed MW2 Collector Road west of McLaughlin Road. These works which area required for Area 1 servicing, are anticipated to be constructed and in service by the end of 2015.

In the event that a portion of service Area 1 is able to develop in advance of the external trunk sewer being in operation, (i.e. through sewer construction delay or otherwise), it is envisioned that on an interim basis, a portion of the service Area 1 lands could be serviced by a temporary “throw away” gravity sewer from McLaughlin Road east, to the service Area 2 outlet.

The extension of Service Area 1 lands which can be serviced by this interim servicing solution will be dependent on the following.

The absorption rate within Service Area 2 and the extent of residual capacity available at outlet 2.

The depth of sewers in Service Area 1 relative to the invert elevation of outlet 2 (i.e. invert 247.62)

This interim servicing solution will be studied in greater detail at the FSR stage in conjunction with individual Plans of Subdivision.


of 29

6.0 FINANCIAL IMPACTS

Sections 1 to 5 above detail the existing and proposed trunk water and wastewater infrastructure required for the development of the Mayfield West Phase 2 lands. With the exception of local watermains and sanitary sewers, which will be constructed within the individual Plans of Subdivision, the infrastructure identified in this report is trunk infrastructure which is to be constructed by the Region of Peel, financed through their Development Charges funds.

The trunk projects and associated budgets are summarized in Table 5.10.


of 29

Table 5.10 Region of Peel Projects

Region Project ID

Description Cost Status Timing in DC

Date Required

Funding Mechanism

14-2221 675Ø Trunk Sewer Extension Wanless Dr. to Chinguacousy Rd.

$3.476M Planning / EA 2014 2015 By Region using Development Charges

14-2225 600Ø and 675Ø Trunk Sewer Extension Chinguacousy Rd., Wanless Dr. to Mayfield Rd.

$5.788M Planning/EA 2014 2015 By Region using Development Charges

15-2135 450Ø Trunk Sewer Extension on Mayfield Rd. from Chinguacousy Rd. east.

$2.5M Planning/ EA 2016 2015 Developer Group front ended DC

15-2141 600Ø Trunk Sewer Extension on Chinguacousy Rd. Mayfield Road to MW2 Spine Rd.

$3.934M Planning/ Design 2015

2015 Stage 2 By Region using Development Charges

16-2143 375Ø Sanitary, MW2 Collector Rd. north from Mayfield Rd.

$1.375M Planning 2016 2015 Developer Group front ending DC

*N/A Internal Sanitary Sewers within MW2 boundary. $TBD Planning N/A TBD Developer Funded 10-1960 Alloa Reservoir and Pumping Station $55M Design Stage 2014 2016 By Region using

Development Charges 12-1185 12-1186

600Ø Zone 7 Feedermain on Mayfield Rd. $11.5M Construction Stage

N/A 2015 By Region using Development Charges

N/A 400Ø Zone 7 Feedermain on Mayfield Rd. $N/A Existing N/A Previous Development Charges

15-1184 400Ø Zone 7 Distribution Main on Hurontario St., Dougall Ave to MW2 collector.

$2.284 Planning 2015 2015 By Region using Development Charges

16-1185 400Ø Distribution Main on Chinguacousy Rd. from Mayfield Rd. to MW2 Spine Rd.

$1.66M Planning 2017 Stage 2 By Region using Development Charges

17-1186 400Ø Distribution Main on MW2 Spine Rd. from McLaughlin Rd. to Hurontario St.

$2.459M Planning 2017 2015 Developer Group front ending DC

18-1187 400Ø Distribution Main on MW2 Spine Rd. from Chinguacousy Rd to McLaughlin Rd.

$1.233M $0.833M

Planning 2018

Stage 1 Stage 2

Developer Group front ended. By Region using Development Charges

*N/A Internal Watermain within MW2 boundary $TBD Planning N/A TBD Developer Funded

It should be noted that all of the above projects are accounted for within the Region of Peel’s “Public Works – Utility Rate Supported Programs 2014 Budget Document and/or Development Charges Background Study, dated May 2012, with the exception of those noted by the asterisk (*) in the table.


of 29

7.0 SUMMARY / CONCLUSIONS

7.1 Water Infrastructure

Based on the review of water infrastructure available in the vicinity of the MW2 development area, the following conclusions can be made.

The results from the InfoWater model developed for the Zone 7 water distribution system indicated that the entire lands studied within this memorandum (existing, planned and under-construction MW1 and proposed MW2) can be serviced with existing and planned infrastructure as per the Region’s Water/ Wastewater Master Plan for lake Based Systems and the Region’s DC Map.

There is conveyance capacity within the existing North Brampton Reservoir and Pumping

Station and planned Alloa Reservoir and Pumping Station, as well as storage capacity within the existing Mayfield West Elevated Tank to satisfy MOE design guidelines, as well as fire flows (i.e., the minimum fire flow achieved at an operating pressure of 140 kPa was 348 L/s) for water distribution systems for the entire Mayfield West Phase 2 development.

Interim Option While the Mayfield West Elevated Tank is primarily intended to service planned development

in MW1, there is available unused capacity within the tank, such that development within MW2 can be advanced prior to all planned Regional infrastructure being constructed. However, our analysis shows that the Alloa Reservoir needs to be in operation by the end of 2016, as currently planned.

7.2 Wastewater Infrastructure

Based on the review of wastewater infrastructure available in the vicinity of the MW2 development area, the following conclusions can be made.

Existing wastewater infrastructure is currently available for connection to proposed sanitary sewer systems within the MW 2 lands at Mayfield Road and Van Kirk Drive, and at the north terminus of Robertson Davies Drive. These receiving systems have surplus capacity for expansion into the proposed MW2 plan without the requirement for downstream upgrades.

Existing wastewater infrastructure is currently available for connection to proposed sanitary

sewer systems within the MW2 lands at Hurontario Street and Highwood Drive. This receiving system has surplus capacity for expansion into the proposed MW2 plan, but will require the construction of a connecting sewer on Hurontario Street, from Highwood Drive to the east west collector within MW2 at Hurontario Street. Some of the proposed plan area adjacent to Etobicoke Creek east of the railway corridor may require pumping in order to connect to the downstream systems. This will be reviewed in greater detail in FSR’s to be completed in conjunction with individual Plans of Subdivision.

Planned wastewater infrastructure will be available for connection to proposed sanitary sewer

systems within the MW2 lands at Mayfield Road and Chinguacousy Road without the requirement for downstream upgrades. These sewers are included in the Regions 2014 Budget document.

The existing and planned downstream sanitary infrastructure summarized above also has the

capacity to service lands beyond the MW2 Stage 1 boundary. These lands include MW2 Stage 2 and the North lands, north of Etobicoke Creek to Old School Road. Some of these future areas may require pumping in order to connect to the downstream systems.


of 29

We trust that this is sufficient for your purposes. If you have any questions or comments, please contact the undersigned.

Sincerely,

THE MUNICIPAL INFRASTRUCTURE GROUP LTD.

Prepared By: Reviewed By:

Bruce Alexander, C.E.T. David Scott P. Eng

Senior Municipal Designer Partner

( Represents flows at Mayfield Rd and Chinguacousy Rd confluence)

Date Nov-13

tbd

Mixed Useha 369.25

persons/ha n/a Region of Peel Design Criteria

persons 22561Lpcd 302.8 Region of Peel Design Criteria

L/s 79.1

2.6 Harmon Peaking Formula

L/s 205.6

L/sec/ha 0.2 Region of Peel Design Criteria

L/s 73.9

L/s 279.4

Total Population

Infiltration Flow

Per-Capita Flow

Mayfield West Phase 2 - Outlet 1 + External

Wastewater Flow Calculation

# of Units

Average Population DensityArea

Unit Type

Based on the above flow, the projected pipe size required will be a 600mm at 0.30%

Design Flow

Average Day Flow

Infiltration Flow

Peaking FactorPeak Flow

Outlet1 + ExtG:\Projects\2008\08105 - Mayfield West Secondary Plan - Landowner's Engineer Services\Reports\TMIG Water and Waste Water November 2013\Appendices\Sanitary Demand Analysis - November 2013

11/29/2013Page1 OF 1

( Represents flows at Mayfield Rd and Van Kirk Dr.)

Date Nov-13

tbd

Mixed Useha 77.86



L/s 18.9


L/s 60.6


L/s 15.6

L/s 76.2

Average Population Density

Mayfield West Phase 2 - Outlet 2


# of UnitsUnit Type

Area

Infiltration Flow

Design Flow


Total PopulationPer-Capita Flow

Average Day Flow


Infiltration Flow

Outlet2G:\Projects\2008\08105 - Mayfield West Secondary Plan - Landowner's Engineer Services\Reports\TMIG Water and Waste Water November 2013\Appendices\Sanitary Demand Analysis - November 2013

11/29/2013Page1 OF 1

( Represents flows at Hurontario St and Highwood Dr.)

Date Nov-13

tbd

Mixed Useha 75.67



L/s 16.8


L/s 54.7


L/s 15.1

L/s 69.8


Mayfield West Phase 2 - Outlet 3


# of UnitsUnit Type

Area

Infiltration Flow

Design Flow



Average Day Flow


Infiltration Flow

Outlet3G:\Projects\2008\08105 - Mayfield West Secondary Plan - Landowner's Engineer Services\Reports\TMIG Water and Waste Water November 2013\Appendices\Sanitary Demand Analysis - November 2013

11/29/2013Page1 OF 1

( Represents flows at MW2 and Robertson Davies Dr.)

Date Nov-13

tbd

Mixed Useha 4.14



L/s 1.7


L/s 6.9


L/s 0.8

L/s 7.7


Mayfield West Phase 2 - Outlet 3A


# of UnitsUnit Type

Area

Infiltration Flow

Design Flow



Average Day Flow


Infiltration Flow

Outlet3aG:\Projects\2008\08105 - Mayfield West Secondary Plan - Landowner's Engineer Services\Reports\TMIG Water and Waste Water November 2013\Appendices\Sanitary Demand Analysis - November 2013

11/29/2013Page1 OF 1

08105 ‐ Mayfield West Phase II, Town of Caledon

Average Day Demand ‐ InfoWater Nodes

ID Demand (L/s) Elevation (m) Head (m) Pressure (kPa) Pressure (psi)

J07 0 253 324.59 701.48 101.74

J09 0 254.25 324.58 689.21 99.96

J11 0 255 324.62 682.18 98.94

J‐Z7‐108 0 256 324.74 673.59 97.70

J49 0 256.5 324.79 669.2 97.06

J‐Z7‐106 0 256.5 324.63 667.61 96.83

J05 4.21 256.64 324.65 666.48 96.66

J13 6.61 256.5 324.51 666.44 96.66

J39 0 257 324.9 665.34 96.50

J45 0 257 324.64 662.85 96.14

J51 0 258 325.19 658.4 95.49

J03 5.61 257.86 324.92 657.17 95.31

J‐Z7‐104 0 257.75 324.66 655.71 95.10

J42 0 258 324.89 655.52 95.08

J23 6.82 257 323.86 655.19 95.03

J17 6.6 257.75 324.52 654.27 94.89

J‐Z7‐96 19.79 258 324.62 652.78 94.68

J01 0 259 325.45 651.16 94.44

J19 10.74 258 324.44 651.03 94.42

J‐Z7‐100 11.29 258.5 324.57 647.45 93.90

J‐Z7‐98 4.56 259 324.59 642.71 93.22

J15 0 259 324.52 642.02 93.12

J55 6.53 259 324.5 641.88 93.10

J‐Z7‐86 0 259.25 324.68 641.12 92.99

J43 0 259 324.27 639.59 92.76

J53 0 259.25 324.5 639.4 92.74

J27 0 259 323.61 633.13 91.83

J59 0 261 324.63 623.55 90.44

J‐Z7‐92 8.64 261 324.57 622.96 90.35

J‐Z7‐88 7.36 262 324.6 613.47 88.98

J‐Z7‐90 0 262 324.56 612.99 88.91

J57 0 262.5 324.54 607.91 88.17

J‐Z7‐102 6.5 262.5 324.52 607.72 88.14

J‐MW2‐01 8.61 263 324.46 602.25 87.35

J21 0 263.5 324.44 597.15 86.61

J25 5.92 263 323.86 596.39 86.50

J‐Z7‐94 8.32 264 324.5 592.89 85.99

J41 36.29 263 323.33 591.22 85.75

J37 23.2 265 324.9 586.99 85.14

ALLOA_PUMPS ‐57.87 266.7 325.5 576.19 83.57

J‐A‐01 0 266.7 325.5 576.19 83.57

J29 0 266 323.21 560.66 81.32

J33 0 267 324.01 558.63 81.02

J31 0 270 323.28 522.09 75.72

J40 8.55 271 324.21 521.41 75.62


Fire Flow Demand ‐ InfoWater Nodes

ID

Fireflow

Demand

(L/s)

Critical

Node 1 ID

Critical Node

1 Pressure

(kPa)

Critical Node

1 Head (m)

Adjusted

Fire‐Flow

(L/s)

Available

Flow at

Hydrant

Critical Node 2

ID

Critical Node

2 Pressure

(kPa)

Critical Node

2 Head (m)

Adjusted

Available

Flow (L/s)

Design Flow

(L/s)

J40 314.96 J40 355.55 307.28 504.16 504.20 J40 139.96 285.28 504.21 504.16

J19 323.48 J19 442.53 303.16 544.52 544.62 J19 139.96 272.28 544.62 544.52

J25 314.85 J25 457.33 309.67 622.9 623.08 J25 139.96 277.28 623.08 622.9

J‐Z7‐102 316.02 J‐Z7‐102 470.52 310.52 667.49 667.49 J‐Z7‐102 139.96 276.78 667.5 667.49

J23 312.54 J23 532.22 311.31 715.69 716.05 J23 139.96 271.28 716.05 715.69

J‐Z7‐100 321.65 J‐Z7‐100 514.82 311.04 718.87 719.51 J‐Z7‐100 139.96 272.78 719.51 718.87

J‐MW2‐01 315.05 J‐MW2‐01 485.71 312.57 738.21 738.21 J‐MW2‐01 139.96 277.28 738.21 738.21

J‐Z7‐94 319.63 J‐Z7‐94 475.83 312.56 738.72 738.73 J‐Z7‐94 139.96 278.28 738.73 738.72

J13 314.2 J13 558.02 313.45 838.42 838.42 J13 139.96 270.78 838.42 838.42

J37 335.48 J37 506.24 316.66 873.75 873.86 J37 139.96 279.28 873.86 873.75

J17 316.2 J17 556.18 314.51 886.74 886.75 J17 139.97 272.03 886.75 886.74

J‐Z7‐88 316.15 J‐Z7‐88 531.34 316.22 972.27 972.28 J‐Z7‐88 139.97 276.28 972.29 972.27

J‐Z7‐92 320 J‐Z7‐92 539.18 316.02 980.77 980.78 J‐Z7‐92 139.97 275.28 980.78 980.77

J‐Z7‐98 310.55 J‐Z7‐98 561.39 316.29 1,006.00 1,006.02 J‐Z7‐98 139.97 273.28 1,006.03 1,006.00

J‐Z7‐96 340.76 J‐Z7‐96 569.81 316.15 1,044.33 1,044.34 J‐Z7‐96 139.97 272.28 1,044.34 1,044.33

J41 371.84 J41 524.98 316.57 1,072.27 1,072.51 J41 139.97 277.28 1,072.51 1,072.27

J55 314.01 J55 564.92 316.65 1,072.61 1,072.65 J55 139.97 273.28 1,072.66 1,072.61

J03 314.23 J03 598.56 318.94 1,143.87 1,144.91 J03 139.97 272.14 1,144.91 1,143.87

J05 311.43 J05 604.94 318.37 1,152.49 1,152.48 J05 139.97 270.92 1,152.49 1,152.49


Maximum Day Demand Plus Fire Flow ‐ InfoWater Links ‐ In Order of Increasing Velocity

ID From Node To NodeLength

(m)

Diameter

(mm)Roughness Flow (L/s)

Velocity

(m/s)

Headloss

(m)HL/1000

P‐Z7‐167 J‐Z7‐92 J‐Z7‐100 329.12 300 120 0.29 0.00 0.00 0.00

P23‐25 J25 J23 976.97 300 120 0.89 0.01 0.00 0.00

P53‐55 J55 J53 546.15 400 120 ‐2.14 0.02 0.00 0.00

P37‐39 J37 J39 1371.80 400 120 3.05 0.02 0.00 0.00

PAP‐A‐01 ALLOA_PUMPS J‐A‐01 1.00 2,000.00 130 57.87 0.02 0.00 0.00

P21‐M01 J21 J‐MW2‐01 450.68 300 120 ‐1.16 0.02 0.00 0.00

P33‐42 J39 J42 882.66 400 120 3.05 0.02 0.00 0.00

P‐Z7‐145 ALLOA‐01 J‐A‐01 10.00 2,000.00 130 115.05 0.04 0.00 0.00

P‐Z7‐157 J‐Z7‐94 J‐MW2‐01 945.32 300 120 3.08 0.04 0.01 0.01

P15‐17 J17 J15 551.05 300 120 ‐3.54 0.05 0.01 0.02

P‐Z7‐185 J‐Z7‐96 J‐Z7‐88 479.30 300 120 4.62 0.07 0.01 0.03

PT00‐29 T5000 J29 2511.97 600 130 18.81 0.07 0.03 0.01

P‐Z7‐159 J‐Z7‐94 J‐Z7‐102 424.92 300 120 ‐4.63 0.07 0.01 0.03

P55‐57 J57 J55 834.97 400 120 10.46 0.08 0.02 0.03

P29‐31 J29 J31 1408.18 300 120 ‐5.52 0.08 0.05 0.03

P13‐15 J15 J13 286.01 300 120 6.62 0.09 0.01 0.05

P‐Z7‐181 J‐Z7‐96 J‐Z7‐98 700.31 300 120 6.21 0.09 0.03 0.04

P19‐21 J19 J21 815.09 300 120 ‐7.00 0.10 0.04 0.05

P‐Z7‐153 J‐Z7‐90 J57 394.82 400 120 15.04 0.12 0.02 0.06

P‐Z7‐163 J‐Z7‐92 J‐Z7‐98 376.80 300 120 ‐8.66 0.12 0.03 0.08

P17‐55 J55 J17 318.56 300 120 ‐8.55 0.12 0.02 0.08

P21‐43 J43 J21 1036.73 400 120 ‐15.47 0.12 0.06 0.06

P11‐45 J11 J‐Z7‐106 578.80 600 130 ‐35.63 0.13 0.02 0.03

P07‐09 J07 J09 358.06 400 120 16.19 0.13 0.02 0.06

P55‐M01 J55 J‐MW2‐01 560.39 300 120 10.13 0.14 0.06 0.11

P31‐40 J40 J31 1820.58 150 100 2.47 0.14 0.59 0.32

P09‐11 J09 J11 458.63 400 120 ‐17.42 0.14 0.03 0.07

P‐Z7‐155 J‐Z7‐92 J57 428.12 300 120 10.49 0.15 0.05 0.11

P‐Z7‐165 J‐Z7‐90 J‐Z7‐98 482.32 300 120 ‐10.72 0.15 0.06 0.12

P‐Z7‐131 J42 J33 1695.48 150 100 3.05 0.17 0.81 0.48

P‐Z7‐151 J‐Z7‐88 J‐Z7‐90 684.48 400 120 21.97 0.17 0.08 0.11

P31‐33 J31 J33 1391.66 150 100 ‐3.05 0.17 0.66 0.48

P21‐53 J53 J21 590.58 400 120 21.31 0.17 0.06 0.10

P25‐27 J27 J25 876.50 300 120 ‐12.77 0.18 0.14 0.16

P‐Z7‐171 J‐Z7‐106 J45 333.26 600 130 ‐53.99 0.19 0.02 0.07

P29‐41 J41 J29 600.44 400 120 ‐24.33 0.19 0.08 0.13

P13‐19 J13 J19 683.94 300 120 13.48 0.19 0.12 0.18

P15‐53 J15 J53 260.35 400 120 23.45 0.19 0.03 0.13

P57‐M01 J57 J‐Z7‐94 323.06 300 120 15.08 0.21 0.07 0.22

P41‐43 J41 J43 1415.62 300 120 ‐15.47 0.22 0.33 0.24

P23‐27 J23 J27 555.41 300 120 16.27 0.23 0.14 0.26

P27‐41 J27 J41 855.16 400 120 29.04 0.23 0.16 0.19

P57‐59 J59 J‐Z7‐88 303.12 400 120 30.50 0.24 0.06 0.20

P‐Z7‐149 J‐Z7‐86 J59 455.88 400 120 30.50 0.24 0.09 0.20

P‐Z7‐161 J‐Z7‐102 J‐Z7‐90 278.00 300 120 ‐17.65 0.25 0.08 0.30

P11‐17 J17 J11 569.65 300 120 ‐18.21 0.26 0.18 0.32

P45‐49 J45 J‐Z7‐104 307.24 600 130 ‐73.11 0.26 0.04 0.12

P‐Z7‐173 J‐Z7‐100 J‐Z7‐106 472.03 300 120 ‐18.36 0.26 0.15 0.32

P07‐13 J07 J13 562.19 300 120 18.06 0.26 0.18 0.31

P05‐07 J05 J07 1034.81 400 120 34.25 0.27 0.26 0.25

P45‐57 J45 J‐Z7‐92 505.15 300 120 19.12 0.27 0.18 0.35

P09‐15 J09 J15 572.70 400 120 33.61 0.27 0.14 0.24

P‐Z7‐175 J‐Z7‐98 J‐Z7‐104 453.87 300 120 ‐20.72 0.29 0.18 0.40

P‐Z7‐179 J‐Z7‐86 J‐Z7‐96 319.12 300 120 21.87 0.31 0.14 0.45

P‐Z7‐169 J‐Z7‐104 J‐Z7‐108 746.20 600 130 ‐93.83 0.33 0.15 0.20

P05‐23 J23 J05 1069.90 300 120 ‐24.92 0.35 0.61 0.57

P25‐40 J25 J40 698.03 300 120 ‐25.51 0.36 0.41 0.59

P‐Z7‐183 J‐Z7‐108 J‐Z7‐96 461.34 300 120 26.73 0.38 0.30 0.65

P49‐59 J49 J‐Z7‐86 470.50 400 120 52.36 0.42 0.26 0.55

P‐Z7‐177 J‐Z7‐108 J49 336.40 600 130 ‐120.56 0.43 0.10 0.31

PT00‐01 J01 T5000 6944.25 600 130 124.98 0.44 2.30 0.33

P03‐05 J03 J05 539.00 400 120 67.59 0.54 0.48 0.89

P37‐40 J37 J40 651.34 300 120 39.95 0.57 0.89 1.36

PR00‐37 J01 J37 738.35 400.00 120 75.47 0.60 0.80 1.09

PA01‐51 J‐A‐01 J51 1075.03 600.00 130 172.92 0.61 0.65 0.61

P49‐51 J51 J49 1377.88 600.00 130 172.92 0.61 0.83 0.61

P01‐03 J01 J03 863.99 400 120 78.82 0.63 1.02 1.18

PR02‐01C RES9002 J01 10.00 300.00 120 93.09 1.32 0.07 6.53

PR02‐01A RES9002 J01 10.00 300 120 93.09 1.32 0.07 6.53

PR02‐01B RES9002 J01 10.00 300 120 93.09 1.32 0.07 6.53


Maximum Day Demand ‐ InfoWater Nodes


J07 0.00 253.00 323.67 692.55 100.45

J09 0.00 254.25 323.65 680.08 98.64

J11 0.00 255.00 323.68 673.06 97.62

J‐Z7‐108 0.00 256.00 323.91 665.47 96.52

J39 0.00 257.00 324.63 662.68 96.11

J49 0.00 256.50 324.01 661.59 95.96

J05 8.43 256.64 323.94 659.44 95.64

J‐Z7‐106 0.00 256.50 323.70 658.54 95.51

J13 11.20 256.50 323.50 656.53 95.22

J51 0.00 258.00 324.85 655.07 95.01

J45 0.00 257.00 323.73 653.87 94.84

J42 0.00 258 324.62 652.86 94.69

J03 11.23 257.86 324.41 652.18 94.59

J01 0 259 325.43 651.01 94.42

J23 9.54 257 323.33 649.95 94.27

J‐Z7‐104 0 257.75 323.76 646.89 93.82

J17 13.2 257.75 323.5 644.33 93.45

J‐Z7‐96 37.76 258 323.61 642.94 93.25

J19 20.48 258 323.37 640.61 92.91

J‐Z7‐100 18.65 258.5 323.55 637.45 92.45

J‐Z7‐98 7.55 259 323.58 632.85 91.79

J15 0 259 323.51 632.17 91.69

J‐Z7‐86 0 259.25 323.75 632.09 91.68

J55 11.01 259 323.48 631.84 91.64

J43 0 259 323.36 630.65 91.47

J53 0 259.25 323.48 629.4 91.29

J27 0 259 323.18 628.95 91.22

J59 0 261 323.66 614.03 89.06

J‐Z7‐92 17 261 323.55 612.95 88.90

J‐Z7‐88 13.15 262 323.6 603.63 87.55

J‐Z7‐90 0 262 323.52 602.88 87.44

J57 0 262.5 323.5 597.77 86.70

J‐Z7‐102 13.02 262.5 323.44 597.17 86.61

J‐MW2‐01 12.05 263 323.42 592.05 85.87

J25 11.85 263 323.33 591.17 85.74

J41 68.84 263 323.02 588.19 85.31

J21 0 263.5 323.42 587.14 85.16

J37 32.48 265 324.63 584.33 84.75

J‐Z7‐94 16.63 264 323.43 582.36 84.46

ALLOA_PUMPS ‐57.87 266.7 325.5 576.19 83.57

J‐A‐01 0 266.7 325.5 576.19 83.57

J29 0 266 323.11 559.58 81.16

J33 0 267 323.82 556.76 80.75

J31 0 270 323.15 520.87 75.55

J40 11.96 271 323.74 516.84 74.96


Peak Hour Demand ‐ InfoWater Nodes


J07 0.00 253.00 321.84 674.56 97.84

J09 0.00 254.25 321.78 661.72 95.97

J11 0.00 255.00 321.82 654.8 94.97

J39 0.00 257.00 323.44 651.02 94.42

J01 0.00 259.00 325.40 650.63 94.37

J‐Z7‐108 0.00 256.00 322.26 649.28 94.17

J51 0.00 258.00 324.17 648.43 94.05

J49 0.00 256.50 322.47 646.44 93.76

J05 12.64 256.64 322.46 644.98 93.55

J03 16.84 257.86 323.39 642.14 93.13

J42 0.00 258.00 323.43 641.21 93.00

J‐Z7‐106 0.00 256.5 321.85 640.4 92.88

J13 19.83 256.5 321.47 636.64 92.34

J45 0 257 321.9 635.92 92.23

J23 20.45 257 321.64 633.38 91.86

J‐Z7‐104 0 257.75 321.97 629.29 91.27

J17 19.8 257.75 321.48 624.51 90.58

J‐Z7‐96 59.39 258 321.62 623.43 90.42

J19 32.21 258 321.25 619.77 89.89

J‐Z7‐100 33.86 258.5 321.5 617.33 89.54

J‐Z7‐86 0 259.25 321.92 614.15 89.08

J27 0 259 321.58 613.21 88.94

J‐Z7‐98 13.67 259 321.57 613.13 88.93

J15 0 259 321.51 612.5 88.84

J55 19.6 259 321.43 611.79 88.73

J43 0 259 321.42 611.66 88.71

J53 0 259.25 321.45 609.53 88.41

J59 0 261 321.73 595.13 86.32

J‐Z7‐92 25.92 261 321.51 592.92 86.00

J‐Z7‐88 22.08 262 321.6 584.08 84.71

J‐Z7‐90 0 262 321.48 582.88 84.54

J57 0 262.5 321.45 577.68 83.79

J‐Z7‐102 19.52 262.5 321.34 576.56 83.62

ALLOA_PUMPS ‐57.87 266.7 325.5 576.19 83.57

J‐A‐01 0 266.7 325.5 576.19 83.57

J25 17.77 263 321.64 574.6 83.34

J41 108.89 263 321.51 573.38 83.16

J37 69.61 265 323.44 572.65 83.06

J‐MW2‐01 25.82 263 321.33 571.57 82.90

J21 0 263.5 321.4 567.4 82.29

J‐Z7‐94 24.95 264 321.33 561.77 81.48

J29 0 266 322.59 554.54 80.43

J33 0 267 322.97 548.47 79.55

J31 0 270 322.59 515.35 74.75

J40 25.64 271 322.09 500.63 72.61

Mayfield West – Phase 2 Secondary Plan Water and ... · Water and Wastewater Servicing Study...

Documents

Transcript of Mayfield West – Phase 2 Secondary Plan Water and ... · Water and Wastewater Servicing Study...