2011 Year End Capacity Report.pdf

8/13/2019 2011 Year End Capacity Report.pdf

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The Blue Mountains

Water and Wastewater Capacity Assessment

2011 Year End Report

Water and Wastewater Services Division


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TableofContentsTable of Contents .......................................................................................................................................... 2Abbreviations, Definitions and Units ............................................................................................................ 4List of Tables ................................................................................................................................................ 5List of Graphs ............................................................................................................................................... 5Appendices .................................................................................................................................................... 6Executive Summary ...................................................................................................................................... 7

Water Supply (Thornbury Water Treatment Plant & Collingwood Supply) ............................................ 8Thornbury Wastewater Treatment Plant ................................................................................................... 9Craigleith Wastewater Treatment Plant .................................................................................................. 11

1.0 Introduction ................................................................................................................................. 121.1 Purpose ........................................................................................................................................ 121.2 Related Documents and Studies .................................................................................................. 121.2.1 The Blue Mountains Official Plan ...................................................................................... 121.2.2 Development Categories ..................................................................................................... 121.3 Key Definitions: Allocations versus Reservation ....................................................................... 131.4 Methodology for Calculating Available Capacity ...................................................................... 141.4.1 MOE Guideline for Calculating Reserve Capacity ............................................................. 141.4.2 Adaptation of MOE Guideline for Year End Reporting ..................................................... 151.4.3 Application of Historical Data to Determine Per Unit Flow Rates ..................................... 16

2.0 Population and Service Areas ..................................................................................................... 182.1 Historical and Services Population ............................................................................................. 18

3 0 Water Capacity Assessment 21


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3.2 Water Supply .............................................................................................................................. 223.2.1 Top 10 Yearly Maximum Day Demands ............................................................................ 233.2.2 Monthly Average and Maximum Demand Data ................................................................. 233.2.3 Water Supply Capacity Status ............................................................................................. 243.2.4 Arrowhead Road Booster Pumping Station ........................................................................ 263.2.5 Water Storage Facilities ...................................................................................................... 26

4.0

Thornbury Wastewater Capacity Assessment ............................................................................. 27

4.1 Wastewater Capacity Infrastructure ............................................................................................ 274.1.1 Thornbury Wastewater Treatment Plant & Service Area ................................................... 274.2 Wastewater Capacity................................................................................................................... 274.2.1 Top 10 Yearly Peak Day Flows .......................................................................................... 284.2.2 Thornbury Wastewater Treatment Capacity Status ............................................................ 294.2.3 Thornbury Wastewater Treatment Capacity Projections .................................................... 324.2.4 Mill Street Wastewater Pumping Station ............................................................................ 34

5.0 Craigleith Wastewater Capacity Assessment .............................................................................. 355.1 Wastewater Capacity Infrastructure ............................................................................................ 355.2 Wastewater Capacity................................................................................................................... 355.2.1 Top 10 Yearly Max Day Peak Flows .................................................................................. 365.2.2 Craigleith Wastewater Treatment Capacity Status ............................................................. 375.2.3 Craigleith Main Wastewater Pumping Station .................................................................... 38

6.0 Conclusions and Recommendations ........................................................................................... 396.1 Key Observations from Flows & Demand Assessment .............................................................. 39


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Abbreviations,DefinitionsandUnitsADD Average Day Demand (water): Total yearly demand divided by 365 days

ADF Average Day Flow (wastewater): Total yearly flow divided by 365 days

BPS Booster Pumping Station

C of A Certificate of Approval issued by MOE

Comm/Ind/Ins. Commercial, Industrial, and Institutional

EA Environmental Assessment

ESR Environmental Study Report

kg/d Kilograms per day

L/s Litres per secondL/unit/day Litres per equivalent unit per day

m/d Cubic meters per day

m/unit/d Cubic meters per equivalent unit per day

MDD Maximum Day Demand (water): Maximum day demand during the year

MDF Maximum Day Flow (wastewater): Maximum day flow during the year

MOE Ministry of Environment

PDF Peak Day Flow

Res. Residential

Town Town of the Blue Mountains

WBS Water Booster Station

WTP Water Treatment Plant

WW Wastewater

WWPS Wastewater Pumping Station

WWTP Wastewater Treatment Plant


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ListofTablesTable 2.1 Census Canada Population Data Page 18

Table 2.2 Municipal Water System Equivalent Serviced Population Page 19

Table 2.3 Municipal Wastewater System Equivalent Services Population Page 20

Table 3.1 Historical Water Demands and Connection Status Page 22

Table 3.2 2011 Water Connection Status Page 24

Table 3.3 Summary of Water Storage Capacity by Service Area Page 26

Table 4.1 Thornbury Wastewater Treatment Plant Historical Flows Page 28

Table 4.2 2011 Thornbury Wastewater Connection Status Page 30

Table 5.1 Craigleith Wastewater Treatment Plant Historical Flows Page 35Table 5.2 Craigleith Wastewater Treatment Plant Connection Status Page 37

Table 6.1 Summary of Capacity Status for Key Infrastructure Page 39

ListofGraphsGraph 3.1

2004-2011 Average Day and Maximum Day Water Demands and Connection

Status

Page 22

Graph 3.2 2011 Comparison of Monthly Average and Maximum Day Water Consumption Page 23

Graph 3.3 Town of The Blue Mountains Water Supply Summary Page 25

Graph 4.1Thornbury Wastewater Treatment Plant Connection Status, Average Day Flow

and Peak Day Flow

Page 29

Graph 4.2 Thornbury Wastewater Treatment Plant Summary Page 32

Graph 4.3 Thornbury Wastewater Treatment Plant Projections (Units) Page 33

Graph 5.1Craigleith Wastewater Treatment Plant Connections, Average Day Flow and

Peak Day Flow

Page 36

Graph 5.2 Craigleith Wastewater Treatment Plant Summary Page 38


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ExecutiveSummaryThis report provides an assessment of water and wastewater treatment systems capacity within

the Town of The Blue Mountains (Town) for 2011. Current Town water supply and wastewatertreatment infrastructure includes:

Thornbury Wastewater Treatment Plant

Craigleith Wastewater Treatment Plant

Thornbury Water Treatment Plant

Supplemental water supply from the Town of Collingwood

In addition, this report provides a review of the capacity of water storage reservoirs, WBS,

WWPS and forcemains, and identifies current or proposed system upgrades or expansionprojects.

The following pages summarize the status of the Towns Water Supply, Thornbury WastewaterTreatment Plant and the Craigleith Wastewater Treatment Plant:


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WaterSupply(ThornburyWaterTreatmentPlant&CollingwoodSupply)1. Average Day and Maximum Day Water Demands2011 Average daily demand is 4,174 m

3/day. The 5 year rolling average is 0.610 m

3/unit/day.

2011 Maximum daily demand is 8,416 m3/day. The 5 year rolling average is 1.259 m

3/unit/day.

2. Total Water SupplyThe maximum installed capacity available from the Thornbury WTP is 13,536 m

3/day. The

supplemental supply from the Town of Collingwood is 4,000 m3/day. The total supply available

is 17,536 m3/day (13,929 units).

3. Total Water ConnectionsA total flow of 9,474 m

3/day (7,525 units) is currently connected to the water system.

54% of the water supply is currently being used leaving 46% of the water supply available for

future connections.

4. Total Water AllocationsA total flow of 10,597 m

3/day (8,417 units) is currently connected or allocated to the water

system.

60% of the water supply has been allocated to those units that can connect (units that front theservice but are not connected) or have been committed (approved and existing development).

40% (5,512 units) of the water supply available for future allocation.

5. Total Water ReservationsA total flow of 3,756 m

3/day (2,876 units) is currently reserved.

21% of the water supply is reserved. These units include those that are existing but not fronting

and not serviced and those lands designated that currently have draft plan approval under thePlanning Act.

The current available capacity of the Towns water supply is 3,319 m3/day (2,636 units).

2,636

TownWaterUnitCapacity


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ThornburyWastewaterTreatmentPlant1. Average Day Flow and Peak Day Flow

2011 Average day flow is 2,452 m3/day. The 5 year rolling average is 1.205 m

3/unit/day.

2011 Peak day flow is 7,178 m3/day. The 5 year rolling average is 4.260 m

3/unit/day.

2. Total Wastewater Plant Capacity

The Thornbury WWTP has an average day flow capacity of 3,580 m3/day and a peak day flow

capacity of 7,196 m3/day.

A total of 2,971 units can be serviced by the Thornbury WWTP.

3. Total Wastewater Connections

A total flow of 2,310 m3/day (1,917 units) is currently connected to the Thornbury WWTP.

65% of the WW Plants capacity is being used leaving 35% (1,054 units) of the WW Plantscapacity available for future connections.

4. Total Wastewater AllocationsA total flow of 2,920 m

3/day (2,423 units) is currently connected or allocated to the Thornbury

wastewater system.

82% of the Thornbury WWTP capacity has been allocated to units that can connect (lands that

front the service but are not yet connected) or have been committed capacity (through anagreement). This leaves 18% (548 units) of the Thornbury WWTP capacity available for future

allocation.

5. Total Wastewater Reservations

A total flow of 625 m3/day (519 units) is currently reserved for the Thornbury WWTP. The units

in this category only include designated active landswhich currently have draft plan approvalunder the Planning Act. Units identified as existing not fronting, not serviced are not counted as

reserved.

The Town has an agreement with Grey County and the MOE for the Town to utilize existingavailable capacity at the Thornbury WWTP through a modified method of calculating capacity

status. The Town has prepared the preliminary design and has received a C of A for the future

Phase 1A expansion of the Plant. The Phase 1A expansion will increase the capacity of the Plantfrom the current 3,580 m

3/day (2,971 units) to 5,330 m

3/day (4,423 units). The Town has

committed to finalize design and commence construction of the expansion of the Plant the year

after the Plant reaches 80% of its built capacity (2 864 m3/day or 2 377 units) Until such time as


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6. Future ProjectionsThe Town has committed to provide annual updates on the future projections of the Thornbury

WWTP.

Estimates contained in the 2011 year end report include:

1. Connected units are estimated at 52 new connections per year (based on a 5 yearaverage)

2. Allocated units are estimated to increase based on projected local servicing projects plusan estimated 45 units that will be registered and/or given Plant capacity per year

It is noted that market conditions and other economic factors will influence the actual

connections and actual allocations per year. In this regard, all year end reports will review yearend data and update the estimated future projections. Based on 2011 estimates, the Plant will

reach 80% capacity in 2020. As indicated, the Town has committed to commencing construction

of the expansion of the Plant the year after the Plant reaches 80% of its built capacity (2,864m

3/day or 2,377 units).

2,423

519

1,481

ThornburyWWTPUnit(Design)Capacity

AllocatedUnitsReservedUnitsAvailableUnits


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1.0 Introduction1.1 PurposeThis report provides an assessment of water and wastewater treatment system capacity within the

Town of The Blue Mountains (Town) for 2011. Current Town water and wastewater supply andtreatment infrastructure includes:

Thornbury Wastewater Treatment Plant


Thornbury Water Treatment Plant

Supplemental water supply from the Town of Collingwood

In addition, this report provides a review of the capacity of water storage reservoirs, WBS,WWPS and forcemains, and identifies current or proposed system upgrades or expansion

projects.

1.2 RelatedDocumentsandStudiesThe following sections document related background studies including the Towns Master Plan

Projects and Official Plan and provide an overview of the methodology used to assess thecapacity of municipal water and wastewater infrastructure.

1.2.1 TheBlueMountainsOfficialPlanSection 5 of the Official Plan outlines the Towns servicing policies. It identifies water and

wastewater servicing requirements for each Service Area within the Town, establishes policies

for the provision of private or municipal water and wastewater servicing, defines requirementsfor servicing of existing residents, as well as reservation and allocation limitations and

requirements for new development.

Section 5.4.2 of the Official Plan describes five development-staging categories based ondevelopment approval status and the corresponding level of commitment of Plant or

infrastructure capacity. The process makes commitment of Plant capacity for existing

unserviced development. Figure 1 in Appendix D provides an overview of the developmentstaging process and requirements for moving through the process for both new and existing

unserviced development. Development is identified as having No Capacity, Reservation, or

Allocation depending on the stage.

Development staging categories identified in Section 5 of the Official Plan correspond with the

development categories used in the Year End Reports as identified in Figure 1, and as discussed

below.


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Connections status is divided into the following categories:

1. Connected includes all connected units

2. Can connect includes all existing units and vacant lots fronting servicing that are notconnected

3. Committed includes all new units that are identified in a development agreement

4. Not fronting, Not serviced includes existing units and vacant lots within a service areathat do not front servicing

5. Designated active lands includes units in areas with draft plan approval

6. Other lands designated includes units in areas that are designated but do not have draftplan approval

7. Other lands not designated includes units in areas that require Official PlanAmendments and have no approval

1.3 KeyDefinitions:AllocationsversusReservationExisting plant capacity servicing capacity of existing built municipal water and

WWTP facilities and associated infrastructure (e.g.

distribution and collection systems) based on the approved

design servicing capacity, or portions thereof, if constructed in

phases.

Approved design servicing shall mean the servicing capacity of planned municipal water

capacity and wastewater treatment facilities and associatedinfrastructure based on designed and approved capacity,

typically available when a C of A is obtained.

Reservation shall mean the commitment of approved design servicing

capacity, available when design is complete and approvals are

obtained (e.g. MOE C of A); and reservation of servicing

capacity or reserved servicing capacity shall have a

corresponding meaning.

Allocation shall mean the commitment of existing plant capacity; and

allocation of servicing capacity or allocated servicing

capacity shall have a corresponding meaning.

* To determine units available for allocation built capacity will be used To determine units available for


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1.4 MethodologyforCalculatingAvailableCapacityThe following sections describe the methodology used to calculate the uncommitted capacityavailable for reservation and allocation as defined above. The approach has been adopted

from a MOE Guideline, which is described below.

1.4.1 MOEGuidelineforCalculatingReserveCapacityThe MOE has a guideline entitled Calculating and Reporting Uncommitted Reserve Capacity at

Sewage and Water Treatment Plants, the latest revision being March 1995. The reserve

capacity calculation is intended to ensure that the committed developments do not exceed thedesign capacity of the wastewater and/or water works.

In general, the Guideline recommends calculating reserve capacity as follows:

Reserve Capacity = Design Capacity Existing Flows Committed Flows

Where:

Design Capacity of a WTP is described as the quantity of water that can be delivered to the

distribution system when operating the plant under design and is sufficient to meet

the maximum day demand. The design capacity can be obtained from the C of A,

Water Taking Permit, design documents, or design/operating manuals.

Design Capacity of a WWTP is described as the capacity that may be defined in a Design Report or

in the Certificate of Approval. The components of wastewater flow may include

domestic wastewater, commercial and/or industrial wastewater, inflow/infiltration.

Existing Flow flow based on an average of 5 year historical flow (average flow for wastewater

treatment plants, peak flow for wastewater pumping stations, maximum day

demand for water plants and pumping stations)

Committed Flows includes all units identified as can connect, committed, not fronting not serviced

and designated lands active.

The MOE suggests that the calculation may be modified, to account for any of the following

deviations:

Widely variable seasonal flow fluctuations due to infiltration or seasonal population.

Rapid development/growth which may dramatically increase the forecasted flows.


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1.4.2 AdaptationofMOEGuidelineforYearEndReportingThe MOE Guideline as discussed above has been adapted for the following reasons:

i) So it can be applied to the process described in the Towns Official Plan;ii) To recognize specific factors affecting flows and demands in the Town; andiii) To recognize current limitations of existing infrastructure.

The following provides an overview of the formula and method of applying historical data to be

used in the subsequent sections of this document.

In general, the following calculation is used to determine available capacity:

Total Available Units = Design Capacity of Facility

Per Unit Flow Rate

Where:

Total Available Units The total number of units that can be serviced by a facility based onhistorical flows / demands. It is recognized that this value will change from

year to year because the per unit flow rate will change with time.

Design Capacity of Facility The maximum operating capacity (expressed in m3) of a water treatment

facility, average day flow capacity of a wastewater treatment plant, peak

flow capacity of a pumping station. This is generally identified on a

C of A, but may be adjusted to account for operational constraints (e.g. poor

performance). To determine units available for allocation, built capacity

will be used. To determine units available for reservationplanned andapproved capacity (e.g. Facility design complete, C of A obtained, but not

built) will be used. If no planned or approved capacity is available, the total

capacity for reservation and allocation is the built capacity.

Per Unit Flow Rate Determined based on a review of historical data as discussed in Section 1.4.3.

To determine capacity availability (e.g. number of additional units that can be serviced) at each

facility or for specific infrastructure, the following formulas are used:

Units Available for Allocation = Total Available Units Total Units Allocated

Units Available for Reservation = Total Available Units Total Units Allocated Total Units Reserved


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If the units available for allocation is negative (e.g. total potential units < total units allocated),

the facility is over allocated and additional capacity is required. Although this would indicate

that the facility would receive flows or demands higher than the operating capacity, it is noted

that units identified in Categories 2 and 3 are not connected. However, the Town is committedto servicing units in Categories 2 and 3 and thus must ensure that the capacity is increased.

If the units available for reservationis negative (e.g. total available units < total units allocated +total units reserved), then a C of A is required in order to increase the Design Capacity of

Facilityand allow for additional reservation of servicing capacity.

The above methods for calculations have been modified for the Thornbury WWTP (see sections

5.0)

1.4.3 ApplicationofHistoricalDatatoDeterminePerUnitFlowRatesTo ensure that theper unit flow rate adequately represents probable flows / demands, an

assessment of monthly and peak data for numerous years was analyzed. There are two main

reasons for adopting this approach: firstly, to accommodate for variances in flows and demands

based on weather patterns and reduce fluctuation in theper unit flow rateon a yearly basis; andsecondly to ensure that changes in demands related to demographic shifts and changing

development do not influence the criteria. These two issues are further discussed below.

Water

Maximum day water demands are generally influenced by seasonal factors because peak per unit

demands during hot, dry summer periods are higher than those experienced during wet, coolersummers. Using a historical record (5 years) to establish the per unit MDF rate will ensure that

yearly changes in demands due to weather patterns do not unduly influence the MDF rate and

potential anomalies in data can be identified. This will also help to minimize the yearlyfluctuation in per unit flow criteria, and hence number of available connections, from year to

year.

With regard to water demands, the demand patterns in the Town are changing because ofincreased seasonal recreational use. Over the past few years, demands during winter months

have increased and there are now definite peak winter demands as well as peak summer

demands. With a continued increase in seasonal properties, it can be expected that this trend will

continue. Increasing winter demands is of concern because during winter months low raw watertemperature impacts the performance of the water treatment process, leading to a decrease in the

overall treatment capacity. To monitor this trend, this Year End Report includes both maximum

summer and winter historical water demands.

Wastewater


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Allocation of WWPS capacity is based on historical peak flows. In the past, the maximum

historical peak flow has been used to determine capacity availability at WWPS. Because of

historical peak flows, the criterion for reservation and allocation of WWPS capacity is currently

more restrictive than the criterion for WWTP capacity. Peak flow rates at WWPS are influencedby two factors: wastewater (domestic) flow and inflow and infiltration into the collection system

during a storm event. An abnormally high peak flow generally corresponds with a large storm

event resulting in high inflow. If it is determined that an abnormally high peak flow occurredbecause of a large storm event, and the probability of a similar peak flow occurring in the future

is low, it may be practical to use the second highest peak flow to determine the appropriate per

unit flow criterion.

In summary, the following data will be reported and used to determine the per unit flow rate.

Per Unit Maximum Day Water Demand maximum historical maximum day demand that occurred

(MDD/unit) within the record period. The maximum summer and

winter demands will be identified and reported.

Per Unit Average Day Wastewater Flow yearly average flow that occurred over the record period,

(ADF/unit) includes domestic flow, inflow, and infiltration.

Per Unit Peak Wastewater Flow maximum wastewater flow that occurred over the record(PDF/unit) period.

Firm Capacity capacity of a plant or pumping station with the largest

mechanical unit out of service


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2.0 PopulationandServiceAreasThe following sections review population data for the Town and identify the service areas within

the Town and their respective servicing requirements as identified in the Official Plan. It is

noted that the population data reviewed in this section is not used in assessing capacity status, asreporting is done on a per equivalent unit basis. However, it is important to monitor population

density with time, as a change in per unit density may correspond with a change in per unit flowrates. The Town may experience changes in unit densities due to demographic shifts and

seasonal residences becoming permanent residences.

2.1 HistoricalandServicesPopulationTable 2.1 tabulates the number of units and population from Census Canada for 2001, 2006 and2011. The table represents only the permanent residential units and population. Census Canadaonly tabulates occupants at their principal residence (not seasonal residences).

Table 2.1: Census Canada Population Data

Grey County The Blue Mountains

Year Total Units Population Unit Density Total Units PopulationUnit

Density

2001 35,325 89,073 2.52 2,585 6,116 2.37

2006 37,185 92,411 2.49 2,939 6,825 2.33

2011 38,042 92,568 2.43 2,846 6,452 2.67

From Table 2.1, the unit density for the Town was 2.67 persons per unit in 2011. This figure isslightly higher than the Grey County density of 2.43 persons per unit. Although these figures do

not include the significant seasonal component of the Towns population, they are the most

accurate figures available for estimating the unit density at this time.Tables 2.2 and 2.3 tabulate the number of equivalent units and population serviced by theMunicipal water and wastewater systems. Commercial, industrial and institutional connections

are included as equivalent units, whereas the residential component is actual units (including

permanent and seasonal units).


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Table 2.2: Municipal Water System Equivalent Serviced Population

The Blue Mountains Water RecordsEquivalent Serviced

Population*

YearEquivalent

Residential WaterConnections

EquivalentInd/Comm//Inst.

Water Connections

Total EquivalentWater Connections

Total Population

2001 3,886 877 4,763 11,288

2002 4,174 987 5,161 12,232

2003 4,444 1,074 5,518 13,077

2004 4,537 1,302 5,839 13,838

2005 4,896 1,560 6,456 15,3002006 5,253 1,714 6,967 16,512

2007 5,441 1,819 7,260 16,915

2008 5,659 1,700 7,359 17,146

2009 5,712 1,700 7,412 17,270

2010 5,795 1,700 7,495 17,463

2011 5,825 1,700 7,525 20,092

*Equivalent service population is based on the Census Canada unit density for the Town of The Blue

Mountains as described in Table 2.1

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

#ofC

onnections

Graph 2.12001 - 2011 Equivalent Water Connections

Residential and Industrial/Commercial/Institu tional

Ind/Comm/Inst

Residential


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3.0 WaterCapacityAssessment3.1 WaterSupplyInfrastructure3.1.1 ThornburyWaterTreatmentPlantThe Thornbury WTP draws water from Georgian Bay for treatment and distribution. The Plantuses microfiltration trains, ultraviolet irradiation and gas chlorine disinfection for the treatment

of water. The firm capacity of the Plant is 13,536 m3/day.

3.1.2 CollingwoodSupplyAn agreement was signed by the Town of The Blue Mountains and Collus for the purchase of upto 8,000 m/day of water from the Collingwood Supply. Water is supplied from the Collingwood

water system via the Mountain Road booster station. In 2011, the available Collingwood supplywas 4,000 m/day. The Town will commence taking 8,000 m/day only when such taking ismutually agreed upon by both parties.

3.1.3 ExistingandProposedInfrastructurebyServiceAreaThe following is a list of existing and proposed storage facilities and booster stations within each

Service Area currently receiving municipal water supply.

Craigleith

Existing storage reservoir capacity is 5,000 m. Proposed expansion of storage reservoirwill increase capacity by 6,500 m, for a total of 11,500 m reservoir capacity.

Arrowhead Road Booster Station has a total firm capacity of 68 L/s

Mountain Road Booster Station has a total firm capacity of 46 L/s

Swiss Meadows

Water Storage Standpipe has a capacity of 536 m

Happy Valley Booster Station has a total firm capacity of 5.35 L/s

Camperdown

Camperdown Reservoir and Booster Station has a capacity of 2,662 m and a firmcapacity of 90/L/s

Camperdown Court Booster Station has a firm capacity of 11 L/s

Wards Road Booster Station has a total firm capacity of 16 L/s

Thornbury

WTP clearwell has a capacity of 1,023 m

Elevated Water Tower has a capacity of 757 m

Thornbury Reservoir has a capacity of 3,400 m and a total firm capacity of 147 L/s


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3.2 WaterSupplyThe following table summarizes the annual average day demand (ADD) and maximum daydemand that occurred in the summer (MDDs) and winter (MDDw) over the period from 2001 to

2011. MDDwtypically occurred in December or January, and MDDstypically occurred in Julyor August of the year. The MDD is the higher of MDDs and MDDw for a given year.

Table 3.1: Historical Water Demands and Connection Status

Year# of

Units

ADD

(m/day)

ADD

(m/unit/d)

5 Year

Average(m/unit/d)

MDDs(m/day)

MDDs

(m/unit/d)

MDDw

(m/day)

MDDw

(m/unit/d)

MDD

(m/unit/d)

5 Year

Average(m/unit/d)

2001 4,763 3,420 0.718 9,430 1.980 4,510 0.094 1.980

2002 5,161 3,710 0.719 8,452 1.638 5,503 1.066 1.638

2003 5,518 3,489 0.632 0.705 6,287 1.139 5,353 0.970 1.139 1.577

2004 5,839 3,831 0.656 0.679 6,987 1.197 7,668 1.313 1.313 1.450

2005 6,456 4,303 0.666 0.678 8,910 1.380 6,498 1.006 1.380 1.490

2006 6,967 4,608 0.661 0.667 8,655 1.242 7,197 1.033 1.242 1.342

2007 7,260 4,850 0.668 0.657 9,815 1.351 7,476 1.029 1.351 1.285

2008 7,359 4,616 0.628 0.656 8,037 1.092 10,765 1.446 1.446 1.350

2009 7,412 4,756 0.642 0.653 9,526 1.285 9,185 1.239 1.285 1.341

2010 7,495 4,178 0.557 0.631 7,510 1.002 8,221 1.097 1.097 1.2842011 7,525 4,174 0.555 0.610 8,416 1.118 6,204 0.824 1.118 1.259

2011 5 Year Avg. = 0.610 2011 5 Year Max Avg. = 1.259

3000

4000

5000

6000

7000

8000

9000

10000

11000

Meters/Day/#

ofConnections

Graph 3.12004 - 2011 Average Day and Max Day Water Demands

and Connection Status

ADD (m3/d)

MDD (m3/d)

# of Units


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The MDD in 2010, 2008 and 2004 occurred during the winter, while the MDD for 2005, 2006,

2007, 2009 and 2011 occurred during the summer. As per the MOE Procedure for Calculating

and Reporting Uncommitted Reserve Capacity, three to five year records in establishingrepresentative MDFs may be used. The Town has utilized a five year average in the 2011 Year

End Report.

3.2.1 Top10YearlyMaximumDayDemandsTables A10 to A11 in Appendix A summarize the top ten highest demands that occurred in 2010

and 2011. Maximum day water demands typically occur during the summer period when water

use increases due to activities such as lawn watering. This was the case in 2011, as all ten of thehighest demand days occurred during summer months. The MDD in the summer of 2011 was

July 24th(8,416m) and the MDD in the winter of 2010 was February 20th(6,204m).

3.2.2 MonthlyAverageandMaximumDemandDataComparing monthly demands from each year over the five-year period shows average and

maximum water demands tend to decline during spring and fall months and increase during

summer and winter months, particularly in July and August. A comparison of average to

maximum day water consumption for 2011 is illustrated in Graph 3.2 below.

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

CubicMeters/Day

Graph 3.22011 Comparison of Monthly Average and Maximum Day Water Consumption


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3.2.3 WaterSupplyCapacityStatusAs discussed in Section 3.1.1, the firm capacity available from the Thornbury WTP in 2011 was

13,536 m/day, and the supplemental supply from Collingwood was 4,000 m/day. Therefore,

the total supply available firm capacity is 17,536 m/day.

Using the per unit historical 5 year MDD from Table 3.1 to determine the total number of unitsthat can be supplied results in the following:

17,536 m/day = 13,929 units1.259 m/unit/day

Table 3.2 summarizes the 2011 connection status. A breakdown of the water supply connectionstatus is included in Appendix A.

Table 3.2: 2011 Water Connection Status

Year End Report CategoryOfficial Plan Capacity

Status

Number of Connections

(units)Flow (m/d)

1. Connected Allocated 7,525 9,474

2. Can Connect Allocated 892 1,123

3. Committed Allocated 0 0Sub-Total 8,417 10,597

4. Not Fronting, Not

ServicedReserved 708 891

5. Designated Lands Active Reserved 2,168 2,730

Sub-Total 2,876 3,621

Total Allocated + Reserved 11,293 14,218

6. Designated Lands Other Not Recognized 5,524 6,955

7. Not Designated Not Recognized 2,059 2,592Sub-Total 7,583 9,547

Grand Total 18,876 23,765


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Using data from Tables 3.1 and 3.2, reserve capacity for the Municipal Water Supply is

determined using the calculation below from Section 1.4.1 (See same section for definitions of

the below terms)


Design Capacity = 17,536 m3/day (as identified in Section 3.2.3)

Existing Flows = 9,474 m3/day (MDD as identified in Table 3.2)

Committed Flows = 4,744 m3/day (as identified as Can Connect + Committed + Not Fronting

Not Serviced + Designated Lands Active taken from Table 3.2)

Therefore:

Reserved Capacity = 17,536 m3/day 9,474 m

3/day 4,744 m

3/day

Reserved Capacity = 3,318 m3/day

FLOW CALCULATIONS UNITS

Total Capacity 17,536 m3/day Units = Flow / 1.259 m/unit/day 13,929 Units

Allocated 10,597 m3/day Units = Flow / 1.259 m/unit/day 8,417 Units

Reserved 3,621 m3

/day Units = Flow / 1.259 m/unit/day 2,876 UnitsCapacity Available 3,318 m

3/day Units = Flow / 1.259 m/unit/day 2,636 Units

Graph 3.3 below summarizes the Towns water supply and demand.

0

2000

4000

6000

8000

10000

12000

14000

16000

1800020000

2004 2005 2006 2007 2008 2009 2010 2011

Cub

icMeters/Day

Graph 3.3Town of The Blue Mountains Water Supply Summary

Annual Max DayDemand

Firm Water SupplyAvailable (ThornburyWTP + Collingwood)

Connected

Allocated

Allocated +Reserved


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3.2.4 ArrowheadRoadBoosterPumpingStationAfter modifications to the Arrowhead Road booster station the supplemental supply from the

Town of Collingwood can provide water to the Craigleith, Camperdown, Lora Bay and

Thornbury Service Areas.

Using the 5 year average of the per unit historical MDD to determine the total number of

connections that can be supplied results in the following:

9,875 m/day = 7,844 units

1.259m/unit/day

Currently, 4,699 units in Craigleith are connected or have received allocation (Categories 1 to 3).

Based on the design capacity reported above, the current available allocation capacity for theCraigleith Service Area is 3,145 units or 3,960 m/day (7,844 units - 4,699 units = 3,145 units).

This represents 56% of the current Arrowhead Road Booster Pumping Station capacity.

3.2.5 WaterStorageFacilitiesTable 3.3 summarizes the existing water storage facilities within the Towns water system, the

servicing capacity of each facility and the number of approved connections within the servicearea.

Storage capacity has three main components: emergency, fire, and equalization storage and has

been determined in Master Plan studies following MOE Guidelines and criteria.

Table 3.3: Summary of Water Storage Capacity by Service Area

Service AreaStorage Capacity

(m)

Calculated Total Units

that can be Serviced1

Total Units

Allocated2

Total UnitsAllocated +

Reserved3

Craigleith 5,000 3,071 5,059 6,754

Swiss

Meadows536 130 126 128

Camperdown 2,662 1,698 833 1,065

Thornbury 5,180 3,221 1,757 1,844

Total Existing 13,378 m 8,120 units 7,775 units 9,791 units

1calculation based on MOE Guidelines for Storage Facilities2 includes units identified in categories 1, 2, and 33 includes units identified in categories 1, 2, 3, 4 and 5

Currently, the Town is working on a comprehensive hydraulic water model to optimizeadditional storage sites and verify appropriate locations Upon completion the Town will review


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4.0 ThornburyWastewaterCapacityAssessment4.1 WastewaterCapacityInfrastructure4.1.1 ThornburyWastewaterTreatmentPlant&ServiceAreaThe Thornbury WWTP utilizes the activated sludge process, a variation of extended aeration,

and utilizes aerated grit removal, extended aeration, phosphorus removal by alum addition,secondary clarification, and disinfection by ultraviolet irradiation. Treated effluent is discharged

to the Beaver River via a gravity outfall. The Town applied for and received a re-rating of the

Thornbury WWTP from the MOE in 2004, increasing the ADF capacity from 2,983 m3/d to

3,580 m3/d. The rated peak day flow capacity of the facility remains unchanged at 7,196 m

3/d.

Previously identified in the Comprehensive EA, was a consideration for the first phase of theworks to expand the facility to provide an additional average day capacity of approximately

3,500 m/day for a total average day capacity of 7,080 m/day and a peak day flow of 16,187

m/day.

During the design process, it was decided that the Phase 1 Upgrade would be split into two

Phases: Phase 1A & 1B. Phase 1A will expand the plant capacity to 5,330 m3/d and Phase 1B

will expand capacity to 7,080 m3

/d. The Town has acquired a C of A for the construction ofPhase 1A of the Thornbury WWTP upgrades.

Camperdown

Delphi Point WWPS firm pumping capacity is 53 L/s (4,579 m/day)

Lakeshore WWPS firm pumping capacity is 82 L/s (7,085 m/day)

Thornbury

The Mill Street Main WWPS and forcemain convey wastewater flow to the ThornburyWWTP. Firm pumping capacity is 160 L/s (13,824 m/day). Forcemain capacity is 141

L/s (12,182 m/day)

Beaver River Twin Barrel Siphon has a peak design capacity of 79 L/s (6,842 m/day)

Moore Crescent WWPS has a firm pumping capacity of 13 L/s (1,123 m/day)

Peel Street WWPS has a firm pumping capacity of 14 L/s (1,210 m/day)

Elgin Street WWPS has a firm pumping capacity of 9 L/s (777 m/day)

Sunset WWPS has a firm pumping capacity of 73 L/s (6,307 m/day)4.2 WastewaterCapacityThe Town has met with Grey County and the MOE and received approval to utilize 80% of

existing available capacity at the Thornbury WWTP prior to proceeding with the expansion of


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The existing flows to the Plant are utilizing 65% of the available capacity. Each year, through

the Year End Servicing Report, the Town will continue to identify all the connections whichutilize available Plant capacity. Further, the Thornbury WWTP, Section 4.2.3 has been modified

to include flow and unit data for allocation and reservation. Section 4.2.4 is a new section which

has been added to illustrate Plant capacity status and future projections. This section will be

reviewed and updated annually.

The following table summarizes the average day flow (ADF) and peak day flow (PDF) that

occurred over the period from 2001 to 2011.

Table 4.1: Thornbury Wastewater Treatment Plant Historical FlowsYear

# of

Connections

ADF

(m/day)

ADF

(m/unit/d)

5 Year

Average

PDF

(m/day)

PDF

(m/unit/d)

5 Year

Average

2001 1,336 1,821 1.363 7,475 5.595

2002 1,405 1,643 1.169 3,943 2.806

2003 1,414 1,888 1.335 1.268 4,988 3.528 3.691

2004 1,467 1,831 1.248 1.283 9,576 6.528 4.283

2005 1,499 1,836 1.225 1.268 5,735 3.826 4.457

2006 1,658 2,209 1.332 1.262 8,455 5.100 4.358

2007 1,733 1,930 1.114 1.251 8,216 4.741 4.745

2008 1,818 2,558 1.407 1.265 8,652 4.759 4.991

2009 1,856 2,136 1.151 1.246 7,695 4.146 4.514

2010 1,885 2,028 1.076 1.216 7,366 3.908 4.531

2011 1,917 2,452 1.279 1.205 7,178 3.744 4.260

2011 5 Yr. Avg. = 1.205 2011 5 Yr. Avg. = 4.260

The above data shows that the ADFs over the five year period have been fairly consistent andthat there have been several occurrences of very high peak flows.

4.2.1 Top10YearlyPeakDayFlowsTables B10 to B11 in Appendix B summarize the ten highest PDFs for 2010 and 2011. General

conclusions that can be drawn for the data are:

In 2010 and 2011 the PDF occurred in March

The highest five peak flow events in 2010 occurred between December and March The highest five peak flow events in 2011 occurred between January and March, with

one outlying peak occurring during October

2010 and 2011 high peak flows were most likely a result of an influx of tourist populationduring March Break and the Holiday Season.


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Graph 4.1 illustrates a comparison of the number of wastewater connections, the ADF and the

PDF from 2004 to 2011.

4.2.2 ThornburyWastewaterTreatmentCapacityStatusAs discussed in Section 4.1.1, the ADF capacity of the Thornbury WWTP is 3,580 m/day and

the PDF capacity is 7,196 m/day. Using the historical five year ADF average per unit flow rateto determine the total number of connections that can be serviced results in the following:

Design Plant Capacity = 3,580 m/day = 2,971 units1.205 m/unit/day

Phase 1ADesign Capacity of Facility = 5,330 m/day = 4,423 units

1.205 m/unit/day

Table 4.2 summarizes the 2011 connection status. A breakdown of connection status is included

in Appendix A.

9576 5735 8455 8216 8652 7695 7366 7178

0

500

1000

1500

2000

2500

3000

3500

4000

4500

5000

2004 2005 2006 2007 2008 2009 2010 2011

CubicMeters/Day/#of

Connections

Year

Graph 4.1Thornbury WWTP Connection Status, Average Day Flow & Peak Day Flow

ADF (m3/d)

PDF (m3/d)

# of Connections


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Table 4.2: 2011 Thornbury Wastewater Treatment Plant Connection Status

Year End Report CategoryOfficial Plan Capacity

StatusNumber ofConnections

Flow (m/d)


2. Can Connect Allocated 506 610

3. Committed Allocated 0 0

Sub-Total 2,423 2,920

4. Not Fronting, Not Serviced Not Recognized 1,139 1,373

5. Designated Lands Active Reserved 519 625

Sub-Total 1,658 1,998

Total Allocated + Reserved (2,423 + 519) 2,942 3,534

6. Designated Lands Other Not recognized 2,533 3,0527. Designated Lands No

ProposalNot recognized 940 1,133

Sub-Total 3,473 4,185

Grand Total 7,554 9,103

% Capacity = Connected Flow (2,310 m/day) / Plant Design Flow (3,580 m/day)

The adaptation of the MOE Guideline for Year End Reporting has been modified through

discussions between the Town, Grey County and the MOE. The purpose of the modified methodis to optimize the use of the Thornbury WWTP prior to commencing construction of additional

capacity. The capacity described below will outline the methodology used to calculate the

uncommitted capacity available forplant allocationandplant reservation.

It is recognized that the Thornbury WWTP is operating at 65% of its existing plant ADF capacity

and that additional capacity would not be available based on the existing methods for calculatingallocation of servicing capacity. Using the existing calculation method, 2,942 units would bedeemed allocated, therefore, with the Plant capacity at 2,971 units, the Plant has capacity to

service 29 units. Plant expansion does not appear to be warranted at this time due to the number

of physical Plant connections that remain available. Using data from Tables 4.1 and 4.2,allocation capacity and reserve capacity for the Thornbury WWTP is determined using the

modified calculations below.

For the purposes of calculating Committed Flows for the Thornbury WWTP only, the followingdefinitions will be used:

Committed Flows Shall include all development that can connect or development that has

been given commitment to connect through an agreement. (The sum of


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Allocated Servicing Capacity = Built Capacity Existing Flows Committed Flows

Built Capacity = 3,580 m3

/day (as identified in Section 4.1.1)Existing Flows = 2,452 m

3/day (as identified in Table 4.1)

Committed Flows = 610 m3/day (as identified as Can Connect + Committed)

Therefore:

Allocated Servicing Capacity = 3,580 2,452 610

Allocated Servicing Capacity = 518 m3/day

Reserved Servicing Capacity = Design Capacity Existing Flows Committed Flows Reserved Flows

Therefore:


Reserved Flows = 625 m

3

/day (as identified as Designated Lands Active)Reserved Servicing Capacity = 5,330 2,452 610 625

Reserved Servicing Capacity = 1,643 m3/day

For the purposes of determining the number of units available at the Thornbury WWTP, the

following definitions and calculations will be used:

Units Available for Allocation = Total Units Available (Built Capacity) Total Units Allocated

Units Available for Reservation = Total Units Available (Design Capacity) Total Units Allocated

Total Units Reserved

Where:

Total Units Allocatedis the sum of units identified in categories 1 to 3.

Total Units Reserved is the sum of units identified in category 5.

Total Units Available (Built Capacity) = 2,971 units (as identified in Section 4.2.2)

Total Units Available (Design Capacity) = 4 423 units (as identified in Section 4 2 2)


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Total Built Capacity 3,580 m3/day Units = Flow / 1.205 m/unit/day 2,971 Units


Reserved 625 m3/day Units = Flow / 1.205 m/unit/day 519 Units

Available Allocations 660 m3/day Units = Flow / 1.205 m/unit/day 548 Units

Capacity Available 35 m3/day Units = Flow / 1.205 m/unit/day 29 Units


Total Design Capacity 5,330 m3/day Units = Flow / 1.205 m/unit/day 4,423 Units

Capacity Available 1,785 m3/day Units = Flow / 1.205 m/unit/day 1,481 Units

Graph 4.2below summarizes the Thornbury WWTP flows and connections.

4.2.3ThornburyWastewaterTreatmentCapacityProjectionsIn accordance with the Towns proposal, graph 4.3 is intended to provide estimates on the

capacity of the Thornbury WWTP The projections are based on future servicing projects and 5

0

1000

2000

3000

4000

5000

6000

2004 2005 2006 2007 2008 2009 2010 2011

CubicMeters/Day

Year

Graph 4.2Thornbury Wastewater Treatment Plant Summary

Annual Average DayFlow

Treatment Plant BuiltDesign Flow

Connected

Allocated

Allocated + Reserved

Allocated + Reserved+ Existing Not Fronting,

Not Serviced


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Page 33 of 40 2011 Year End Report


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4.2.4 MillStreetWastewaterPumpingStationThe Mill Pumping Station in Thornbury has a firm capacity of 13,824 m

3/day. Historical peak

flows to the pumping station have been high (for example in 2004 the ratio of peak to average

day flow was 5:1). Since 2004, the Town has been working to reduce the amount of inflow andinfiltration into the system. Therefore, based on recent historical inflow and infiltration figures

and the MOE guidelines, a future peaking factor of 3.27 is recommended.

13,824 m/day = 4,228 units

3.27 m/unit/day

Therefore, the Mill Street WWPS is capable of accommodating 2011 ADF (2,452 m/day) as

well as the greatest historical PDF (9,576 m/day) over the past 10 years.

2,452 m/day = 750 units 9,576 m/day = 2,928 units

3.27 m/unit/day 3.27 m/unit/day


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5.0 CraigleithWastewaterCapacityAssessment5.1 WastewaterCapacityInfrastructureThe Craigleith WWTP was expanded in 2002 and 2003, increasing the ADF capacity to 8,133m

3/day. The Plant utilizes an extended aeration process, incorporates tertiary effluent filtration

and includes comminution, aerated grit removal, phosphorus removal by alum addition,

secondary clarification, 2 stage aerobic sludge digestion and effluent disinfection by ultraviolet

irradiation. All raw WW is pumped to the WWTP from the Craigleith Main WWPS and treated

effluent is discharged into Georgian Bay via a staged diffuser. Total ADF capacity is 8,133

m/day and total design peak day flow is 19,640 m/day.

Craigleith Service Area

Craigleith Main WWPS firm pumping capacity is 120 L/s (10,368 m/day). Forcemaincapacities are 141 L/s (12,182 m/day). Pump capacity is to be upgraded to 215 L/s

(18,576 m/day)

Summit Green WWPS firm pumping capacity is 4 L/s (345.6 m/day)

Margaret Drive WWPS firm pumping capacity is 60 L/s (5,184 m/day)

Oak Court WWPS firm pumping capacity is 6 L/s (518 m/day)

5.2 WastewaterCapacityTable 5.1 summarizes the ADF and PDF recorded at the Craigleith Main WWPS over the periodfrom 2001 to 2011.

Table 5.1: Craigleith Wastewater Treatment Plant Historical Flows

Year # ofConnections ADF(m/day) ADF(m/unit/d)

5 Year

Average(m/unit/d)

PDF(m/day) PDF(m/unit/d)

5 Year

Average(m/unit/d)

2001 1,801 1,706 0.947 8,038 4.463

2002 2,127 1,764 0.829 3,700 1.740

2003 2,505 2,025 0.808 0.949 8,124 3.243 2.978

2004 2,746 2,307 0.840 0.877 8,443 3.075 2.882

2005 3,305 2,259 0.683 0.821 5,229 1.582 2.821

2006 3,756 2,616 0.696 0.771 7,793 2.075 2.343

2007 3,985 2,407 0.604 0.726 10,667 2.677 2.5302008 4,094 3,137 0.766 0.718 12,609 3.113 2.498

2009 4,118 2,450 0.595 0.669 9,107 2.212 2.332

2010 4,132 2,438 0.590 0.650 8,256 1.998 2.415

2011 4,156 2,910 0.700 0.651 9,901 2.382 2.476


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5.2.1 Top10YearlyMaxDayPeakFlowsTables C10 to C11 in Appendix C summarize the ten highest daily flows for 2010 and 2011.

The occurrences of peak flows were compared for 2010 and 2011 with the key findings as

follows:

In 2010, the highest flow occurred on December 31stand in 2011, the highest flowoccurred on January 1

st

The highest five peak flow events in 2010 occurred between December and March

The highest five peak flow events in 2011 occurred between January and May

A high influx of tourist population most likely contributed to the majority of the highflow rates occurring during the March Break and Holiday Season.

Of key interest from the above data is that, many of the highest flows of the year have

consistently occurred in between the months of December and March.

Graph 5.1 illustrates a comparison of the number of WW connections, the ADF and the PDF

from2005 to 2011.

8443

5229

7793

10667

12609

9107

8256

9901

0

2000

4000

6000

8000

10000

12000

2004 2005 2006 2007 2008 2009 2010 2011

Cu

bicMeters/Day/#ofConnections

Year

Graph 5.1Craigleith WWTP Connections, Average Day Flow & Peak Day Flow

ADF (m3/d)

PDF (m3/d)

# of Connections


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connections by the average annual daily flow rate, per unit flow rates identified in Table 5.1 will

be slightly underestimated.

5.2.2 CraigleithWastewaterTreatmentCapacityStatusAs discussed in Section 5.1, the average day capacity of the Craigleith WWTP is 8,133 m/dayand the PDF capacity is 19,640 m/day. Using the historical ADF average per unit flow rate to

determine the total number of connections that can be serviced results in the following:

8,133 m/day = 12,493 units0.651 m/unit/day

The following Table 5.2 and Graph 5.2 summarizes the 2011 connection status. A breakdown of

connection status is included in Appendix A.

Table 5.2: 2011 Craigleith Wastewater Treatment Plant Connection Status

Year End Report CategoryOfficial Plan

Capacity Status

Number of

Connections

Flow (m/d)


2. Can Connect Allocated 360 2343. Committed Allocated 0 0

Sub-Total 4,516 2,940

4. Not Fronting, Not Serviced Reserved 1,038 676

5. Designated Lands Active Reserved 2,149 1,399

Sub-Total 3,187 2,075

6. Designated Lands Other Not recognized 2,991 1,947

7. Designated Lands No Proposal Not recognized 1,119 729

Sub-Total 4,110 2,676Grand Total 11,813 7,690

*Includes 500 units from Castle Glen Development

Using data from Tables 5.1 and 5.2, reserve capacity for the Craigleith Wastewater TreatmentPlant is determined using the calculation below from Section 1.4.1 (See same section for

definitions of the below terms)



Existing Flows = 2,910 m3/day (as identified in Table 5.1)

C itt d Fl 2 3093/d ( id tifi d C C t + C itt d + N t


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Total Capacity 8,133 m3/day Units = Flow / 0.651 m/unit/day 12,493 Units


Reserved 2,075 m3/day Units = Flow / 0.651 m/unit/day 3,187 Units

Capacity Available 3,118 m3/day Units = Flow / 0.651 m/unit/day 4,790 Units

Graph 5.2 below summarizes the Craigleith WWTP flows and connections.

5.2.3 CraigleithMainWastewaterPumpingStationIt is noted that the Craigleith Main WWPS has a firm peak flow capacity of 10,368 m/day.Using the 5 year maximum historical per unit peak flow of 2.476 to determine units that can be

serviced results in the following:

10,368 m/day = 4,187 units

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

2004 2005 2006 2007 2008 2009 2010 2011

CubicMeters/Day

Year

Graph 5.2Craigleith Wastewater Treatment Plant Summary

Annual AverageDay Flow

Treatment PlantDesign Flow

Connected

Allocated

Allocated +Reserved


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6.0 ConclusionsandRecommendations6.1 KeyObservationsfromFlows&DemandAssessmentThe following table summarizes the capacity status of the water supply and wastewater treatmentfacilities.

Table 6.1: Summary of Capacity Status for Key Infrastructure

InfrastructureTotal units that

can be serviced

Total units

allocated

Total units

reserved

Total

Allocated +

Reserved

Units available

Water Supply

(Thornbury WTP +Collingwood

Supply)

13,929 8,417 2,168 11,293 2,636

Thornbury WWTP

(Built Capacity)2,971 2,434 519 2,942 29

Thornbury WWTP

(Design Capacity)4,423 2,423 519 2,942 1,481

Craigleith WWTP 12,493 4,516 3,187 7,703 4,790

A review of the 2011 capacity status identifies the remaining capacity for allocation andreservation.

Water Supply

Average Day Demand (4,174 m3/day) decreased slightly from 2010 to 2011 while theMaximum Day Demand (8,416 m

3/day) increased from 2010 to 2011

In 2011 the number of connected water units increased by 30 units to 7,525 units

Capacity is currently available for 2,626 units

Although adequate water capacity is available, additional water system storage isrequired. The Town should proceed with reservoir construction projects as planned to

ensure adequate storage is available. Prior to building any reservoir facilities, there willbe further hydraulic review conducted regarding size, location and cost.

In 2007 Council endorsed a commitment to working towards achieving 15% reductionin water usage per user unit below year 2000 water consumption levels by the year

2015. The conservation target of 15% per unit reduction below year 2000 levels of0.672 m/unit/day levels refers to an equivalent unit.


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There is currently capacity for an additional 29 units

Special attention must be given to the planned expansion of Thornbury WWTP. TheEnvironment Study Report for the Thornbury WWTP is complete and the Town has

completed the design of the first phase expansion and has received a C of A. The Townhas met with a number of developers to discuss the financing of the new construction and

a plan will be implemented to finance the construction.

A wet weather flow study should be undertaken for both Thornbury and CraigleithWastewater Collection Systems to identify potential sources of inflow into the collectionsystem and cost-effective solutions to reducing the amount of inflow and infiltration into

the systems.

Year End Reports should include a review of the average and peak day wastewater flowrates and maximum water demands similar to that included herein so that changes in

flows and demand trends can be monitored comparatively on a yearly basis


Average Day Flow (2,910 m3/day) and Peak Day Flow (9,901 m3/day) both increased

from 2010 to 2011 In 2011 the number of connected wastewater units increased by 24 units to 4,156 units

Capacity is currently available for 4,790 units

High peak wastewater flows in Craigleith over the past few years have generallycorresponded with peak ski seasons, particularly Christmas and March Break, but also

over all winter months.

The peak day wastewater flow trends identified for Craigleith did not occur forThornbury, suggesting that the peak flows in Craigleith are influenced by seasonal

changes in population and high occupancy rates during the peak ski season.


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Appendix AWater Supply

A1 2011 Water Connection Map

A2 2010 and 2011 Top 10 Maximum Day Demands

A3 2011 Capacity Chart


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Appendix A-1

2011 Water Connection Map


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Appendix A-2

2010 and 2011 Top 10 Maximum Day Demands


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Appendix A-3

2011 Capacity Chart


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Appendix BThornbury Wastewater Treatment Plant

B1 2011 Thornbury Wastewater Connection Map

B2 2010 and 2011 Top 10 Peak Flows


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Appendix B-1

2011 Thornbury Wastewater Connection Map


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A di B 2


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Appendix B-2

2010 and 2011 Top 10 Peak Flows


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Appendix CCraigleith Wastewater Treatment Plant

C1 2011 Craigleith Wastewater Connection Map

C2 2010 and 2011 Top 10 Peak Flows

Appendix C-1


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Appendix C 1

2011 Craigleith Wastewater Connection Map


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Appendix C-2

2010 and 2011 Top 10 Peak Flows


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Appendix D


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Figure 1: Development Staging Process


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Appendix E

Water and Wastewater Service District Maps


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