rpt098-alternative methods of carrying out the undertaking ... · biosolids management would...

Upper York Sewage Solutions Environmental Assessment

Alternative Methods of Carrying Out the Undertaking

Cost Estimates

Prepared for: The Regional Municipality of York

Prepared by:

FEBRUARY 2014 REF. NO. 050278 (98) YORK REGION NO. 74270

Conestoga-Rovers & Associates

1195 Stellar Drive, Unit 1 Newmarket, Ontario L3Y 7B8

050278 (98) Page i York Region No. 74270

Alternative Methods of Carrying Out the Undertaking – Cost Estimates

Upper York Sewage Solutions EA

Executive Summary

This document provides a cost estimate for the preferred Alternative to the Undertaking, as described in the Technical Concept Level 2 Document. It will be used for reference purposes for assessing the short list of Alternative Methods of Carrying Out the Undertaking, in accordance with the Minister-approved (as amended) Upper York Sewage Solutions Environmental Assessment (UYSS EA) Terms of Reference in March 2010. York Region confirmed the Innovative Wastewater Treatment Technologies (Lake Simcoe Water Reclamation Centre) alternative as the Preferred Alternative for developing a sustainable sewage servicing solution to accommodate the growth forecasted to occur in the UYSS service area. This forecast is in accordance with both the provincial growth management policies outlined in the Growth Plan pursuant to the Places to Grow Act, 2005 and applicable environmental legislation including, but not limited to, the Lake Simcoe Protection Act, 2008, the Oak Ridges Moraine Conservation Act, 2001, the Greenbelt Act, 2005, and the Ontario Water Resources Act. The UYSS service area consists of the growth portions of the Towns of Aurora, Newmarket, and portions of East Gwillimbury, including Queensville, Holland Landing, and Sharon. The wastewater servicing capacity required to accommodate only the growth forecasted to occur in the UYSS service area to the year 2031 is 47.2 megalitres per day (MLD) annual average day flow. However, including residences currently serviced by existing private on-site septic systems and residences currently serviced by the Holland Landing Water Pollution Control Plant (Lagoons) in East Gwillimbury, capacity for the UYSS service area of 53 MLD (52.8 MLD) is required. The Preferred Alternative (Innovative Wastewater Treatment Technologies) consists of: A new 40 MLD Annual Average Day Flow Water Reclamation Centre which would

produce treated clean water suitable both for discharge to the East Holland River and reclaimed water applications

Use of an approved watershed Total Phosphorus off-setting program (either using project specific phosphorus off-sets to maintain the total phosphorus load within the current allocation for the Queensville / Holland Landing Lagoon which would be decommissioned

Modifications to the existing York Durham Sewage System (YDSS) to provide additional system reliability during high flow conditions to accommodate sewage flow from approved growth from the Towns of Aurora and Newmarket

Lake Simcoe Water Reclamation Centre An advanced treatment process has been selected for the new Lake Simcoe Water Reclamation Centre to produce both treated clean water suitable for discharge to the Lake Simcoe watershed and reclaimed water for various end uses. Additionally, the treatment process selected would be capable of reaching the very low Total Phosphorus limits required

050278 (98) Page ii York Region No. 74270



under the Lake Simcoe Phosphorus Reduction Strategy (2010). In general, the liquid process would consist of a headworks (screenings and grit removal), primary treatment, flow balancing tanks, conventional activated sludge with biological nutrient removal, chemical addition, secondary clarifiers, and tertiary and quaternary phases consisting of low pressure membranes (microfiltration), high pressure membranes (reverse osmosis), reverse osmosis concentrate treatment, disinfection, and a final outfall. Biosolids management would include primary gravity thickeners/fermenters, waste activated sludge thickening, anaerobic digestion, biosolids storage, and an option for digested sludge dewatering. All unit operations which have the potential to generate odour would be contained and the air treated prior to discharge to the atmosphere. The design of buffer zones around the plant would further reduce the potential for odour incidents occurring off site. This document reports the capital cost, operation and maintenance and Net Present Value estimates for a short list of five (5) sites on which the Water Reclamation Centre could be constructed and the associated conveyance infrastructure to and from the sites. The short list of sites is as follows: Site 24 – located on the west side of 2nd Concession approximately 500 metres (m)

north of the intersection at 2nd Concession and Queensville Sideroad

Site 30 – located on the east side of Leslie Street approximately 500 m south of the intersection at Leslie Street and Holborn Road

Site WH1 West – located on the east side of 2nd Concession approximately 1,000 m north of the intersection at 2nd Concession and Queensville Sideroad

Site WH1 East – located on the west side of Leslie Street approximately 900 m south of the intersection at Leslie Street and Holborn Road

Site WH2 – located on the north east corner of the intersection at 2nd Concession and Queensville Sideroad

A summary of the total Capital and 50-Year Net Present Value Operation and Maintenance Cost Estimate for each site is provided in Table ES1. Table ES1: Water Reclamation Centre Total Capital and 50-Year Net Present Value Operation and Maintenance Cost Estimate Site 24 Site 30 Site WH1 West Site WH1 East Site WH2

Cost $689,710,000 $790,930,000 $703,170,000 $793,850,000 $684,190,000

York Durham Sewage System Modifications To provide additional system reliability during high flow conditions, the existing YDSS would be modified to accommodate additional flows from the Towns of Newmarket and Aurora. The

050278 (98) Page iii York Region No. 74270



proposed modifications would provide sufficient capacity for approved growth to 2031 and relief to the existing conveyance system during periods of extreme high flow or during system maintenance operations at the Newmarket, Bogart Creek, and Aurora Pumping Stations. This document presents the capital cost, operation and maintenance and Net Present Value estimates for the three YDSS Modifications Alternative Routes: Alternative Route A – A new Newmarket forcemain that parallels the existing

Newmarket forcemain route and is 5.4 kilometres (km) in length. A new Bogart Creek forcemain from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain on Cotter Street.

Alternative Route B – A new Newmarket forcemain that parallels the existing Newmarket forcemain route for two thirds of its length and travels south on Prospect Street and west on Mulock Drive for one third of its length. For this alternative, the new Newmarket forcemain is 5.8 km in length. A new Bogart Creek forcemain from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain on Prospect Street.

Alternative Route C – A new Newmarket forcemain that parallels the existing Newmarket forcemain route for one fourth of its length, travels south on Prospect Street and Bayview Avenue and west on St.John’s Sideroad for three fourths of its length. For this alternative, the new Newmarket forcemain is 7.1 km in length. A new Bogart Creek forcemain from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain on Prospect Street.

A summary of the total Capital and 50-Year Net Present Value Operation and Maintenance Cost Estimate for each modification alternative route is provided in Table ES2. Table ES2: YDSS Modifications Total Capital and 50-Year Net Present Value Operation

and Maintenance Cost Estimate

Route A Route B Route C

Cost $89,230,000 $90,790,000 $96,200,000

050278 (98) York Region No. 74270



Table of Contents Page

1.0 Introduction 1

2.0 Description of the Preferred Alternative To the Undertaking 2 2.1 Lake Simcoe Water Reclamation Centre 3 2.2 York Durham Sewage System Modifications 6

3.0 Methodology 8 3.1 Capital Costs 8 3.2 Operation and Maintenance Costs 10 3.3 Net Present Value 10

4.0 Water Reclamation Centre 11 4.1 Water Reclamation Centre Process Plant 11 4.2 Water Reclamation Centre Site Preparation 18 4.2.1 Site 24 18 4.2.2 Site 30 21 4.2.3 Site WH1 West 24 4.2.4 Site WH1 East 27 4.2.5 Site WH2 30 4.3 Water Reclamation Centre Conveyance 33 4.3.1 Site 24 34 4.3.2 Site 30 37 4.3.3 Site WH1 West 40 4.3.4 Site WH1 East 43 4.3.5 Site WH2 46 4.4 Reclaimed Water Transfer 49 4.5 Total Phosphorus Offsets 50

5.0 York Durham Sewage System Modifications 52 5.1 Alternative Route A 52 5.2 Alternative Route B 54 5.3 Alternative Route C 56

6.0 Cost Estimate Summary 58 6.1 Alternative Methods Summary Cost – Water Reclamation Centre 58 6.2 Alternative Methods Summary Cost – YDSS Modifications 62

050278 (98) York Region No. 74270



List of Figures Page

Figure 2.1 Locations of Water Reclamation Centre Alternative Sites 5 Figure 2.2 YDSS Modifications Alternative Routes 7 Figure 4.1 Site 24 Water Reclamation Centre Site Layout 20 Figure 4.2 Site 30 Water Reclamation Centre Site Layout 23 Figure 4.3 Site WH1 West Water Reclamation Centre Site Layout 26 Figure 4.4 Site WH1 East Water Reclamation Centre Site Layout 29 Figure 4.5 Site WH2 Water Reclamation Centre Site Layout 32 Figure 4.6 Site 24 Water Reclamation Centre and Associated Conveyance

Infrastructure Routes 36 Figure 4.7 Site 30 Water Reclamation Centre and Associated Conveyance

Infrastructure Routes 39 Figure 4.8 Site WH1 West Water Reclamation Centre and Associated

Conveyance Infrastructure Routes 42 Figure 4.9 Site WH1 East Water Reclamation Centre and Associated

Conveyance Infrastructure Routes 45 Figure 4.10 Site WH2 Water Reclamation Centre and Associated Conveyance

Infrastructure Routes 49

List of Tables Page

Table 4.1 Capital Cost Estimate of Water Reclamation Centre Process Plant 12

Table 4.2 Annual Operation and Maintenance Cost Estimate of Water Reclamation Centre Process Plant 17

Table 4.3 Capital Cost Estimate of Property Acquisition for Site 24 18 Table 4.4 Capital Cost Estimate of Site Preparation for Site 24 21 Table 4.5 Capital Cost Estimate of Property Acquisition for Site 30 22 Table 4.6 Capital Cost Estimate of Site Preparation for Site 30 24 Table 4.7 Capital Cost Estimate of Property Acquisition for Site WH1 West 25 Table 4.8 Capital Cost Estimate of Site Preparation for Site WH1 West 27 Table 4.9 Capital Cost Estimate of Property Acquisition for Site WH1 East 28 Table 4.10 Capital Cost Estimate of Site Preparation for Site WH1 East 30 Table 4.11 Capital Cost Estimate of Property Acquisition for Site WH2 31 Table 4.12 Capital Cost Estimate of Site Preparation for Site WH2 33 Table 4.13 Capital Cost Estimate of Conveyance for Site 24 37 Table 4.14 Annual Operation and Maintenance Cost Estimate of

Conveyance for Site 24 37

050278 (98) York Region No. 74270



List of Tables Page

Table 4.15 Capital Cost Estimate of Conveyance for Site 30 40 Table 4.16 Annual Operation and Maintenance Cost Estimate of

Conveyance for Site 30 40 Table 4.17 Capital Cost Estimate of Conveyance for Site WH1 West 43 Table 4.18 Annual Operation and Maintenance Cost Estimate of

Conveyance for WH1 West 43 Table 4.19 Capital Cost Estimate of Conveyance for Site WH1 East 46 Table 4.20 Annual Operation and Maintenance Cost Estimate of

Conveyance for WH1 East 46 Table 4.21 Capital Cost Estimate of Conveyance for Site WH2 49 Table 4.22 Annual Operation and Maintenance Cost Estimate of

Conveyance for WH2 49 Table 4.23 Capital Cost Estimate Reclaimed Water Transfer 50 Table 4.24 Annual Operation and Maintenance Cost Estimate for Reclaimed

Water Transfer 50 Table 4.25 Capital Cost Estimate of Total Phosphorus Offsets 51 Table 5.1 Capital Cost Estimate for Route A 53 Table 5.2 Annual Operation and Maintenance Cost Estimate for Route A 54 Table 5.3 Capital Cost Estimate for Route B 55 Table 5.4 Annual Operation and Maintenance Cost Estimate for Route B 56 Table 5.5 Capital Cost Estimate for Route C 57 Table 5.6 Annual Operation and Maintenance Cost Estimate for Route C 58 Table 6.1 Water Reclamation Centre Capital Cost Estimate 60 Table 6.2 Water Reclamation Centre Annual Operation and Maintenance

Cost Estimate 61 Table 6.3 Water Reclamation Centre Total Net Present Value 61 Table 6.4 YDSS Modifications Total Capital, Operations and Maintenance,

and 50 year Net Present Value Cost Estimate 62

List of Appendices

Appendix A Water Reclamation Centre Process Flow Diagrams Appendix B Water Reclamation Centre Conveyance Plan and Profile Drawings Appendix C YDSS Modifications Plan and Profile Drawings

050278 (98) Page 1 York Region No. 74270



Section 1.0 Introduction

This report presents the cost estimates associated with the Alternative Methods of Carrying Out the Undertaking for the Innovative Wastewater Treatment Technologies (Lake Simcoe Water Reclamation Centre) alternative with York Durham Sewer System (YDSS) Modification described in the Technical Concept Level 2 Document. This Cost Estimates Report was prepared in accordance with the Financial Work Plan (Appendix I) of the Upper York Sewage Solutions Environmental Assessment (UYSS EA) Terms of Reference approved by the Minister of the Environment (Minister) in March 2010. As a result of a detailed assessment of potential servicing alternatives and public agency input received through various consultation activities, the Innovative Wastewater Treatment Technologies (Lake Simcoe Water Reclamation Centre) alternative with YDSS Modifications was confirmed as the Preferred Alternative for accommodating the growth forecasted to occur in the UYSS EA service area to 20311. As outlined in the Financial Work Plan in Appendix I of the Minister-approved (as amended) Terms of Reference, this document is the second in a set of three stand-alone cost estimate documents that will be produced during the UYSS EA. These documents are as follows: Alternatives To the Undertaking – Cost Estimates: This document presents Class 5

Estimates in accordance with the Recommended Practice No. TR 17R-97 and 18R-97 developed by the American Association of Cost Engineering (AACE) International for the Alternatives described in the Alternatives To the Undertaking Technical Concept Document.

Alternative Methods of Carrying Out the Undertaking – Cost Estimates: This document presents Class 4 Estimates in accordance with the Recommended Practice No. TR 17R-97 and 18R-97 developed by the AACE International for the Alternative Methods described in the Technical Concept Level 2 Document.

Preferred Method of Carrying Out the Undertaking – Cost Estimate: This document reports the Class 3 Estimate in accordance with the Recommended Practice No. TR 17R-97 and 18R-97 developed by the AACE International for the Preferred Method of Carrying Out the Undertaking documented inthe Preliminary Design Report for the Water Reclamation Centre, the Assessment of the Reclaimed Water Component of the Undertaking, the Total Phosphorus Off-sets Study, and the Preliminary Design Report for the York Durham Sewage System Modifications.

More specifically, the Alternative Methods of Carrying Out the Undertaking - Cost Estimates Report provides information regarding total capital costs, operation and maintenance costs and Net Present Value for the Water Reclamation Centre and YDSS Modifications for each of the Alternative Methods. The Net Present Value compares the value of a dollar today to the value of that same dollar in the future, taking inflation and the percent return on investment into account by applying a discount rate. 1. The Regional Municipality of York, Upper York Sewage Solutions Environmental Assessment, Screening Assessment of

the Alternatives to the Undertaking, August 2011.




The Preferred Alternative to the Undertaking (comprised of the Lake Simcoe Water Reclamation Centre and the YDSS modifications) as well as an overview of the Alternative Methods for the Preferred Alternative are provided in Section 2.0. The Methodology used to develop the capital and operating cost estimates, as well as the 50 year Net Present Value is described in Section 3.0. Section 4.0 provides the cost estimates for the Alternative Methods associated with the Water Reclamation Centre, while Section 5.0 provides the cost estimates for the Alternative Methods associated with the YDSS modifications. The capital, operating and 50-Year Net Present Value cost estimates are summarized in Section 6.0 for all of the Alternative Methods.

Section 2.0 Description of the Preferred Alternative To the Undertaking

The Lake Simcoe Water Reclamation Centre Preferred Alternative is comprised of two components: the Water Reclamation Centre and the YDSS Modifications. As part of the Minister-approved (as amended) UYSS EA Terms of Reference, the purpose of the proposed undertaking was defined as developing a sustainable sewage servicing solution that could accommodate the growth that is forecasted to occur in the UYSS service area in accordance with both the provincial growth management policies outlined in the Growth Plan pursuant to the Places to Grow Act, 2005 and applicable environmental legislation including, but not limited to, the Lake Simcoe Protection Act, 2008, the Oak Ridges Moraine Conservation Act, 2001, the Greenbelt Act, 2005, and the Ontario Water Resources Act. The UYSS service area consists of the Towns of Aurora, Newmarket, and portions of East Gwillimbury, including Queensville, Holland Landing, and Sharon (QHLS). York Region confirmed the Lake Simcoe Water Reclamation Centre alternative with YDSS Modifications as the Preferred Alternative To the Undertaking. As part of this alternative, wastewater resulting from growth in the Town of Aurora and a portion of the Town of Newmarket would be conveyed through the YDSS for treatment at the Duffin Creek Water Pollution Control Plant (WPCP) and discharged to Lake Ontario. To accommodate this, modifications to the existing YDSS in the Town of Newmarket would be required. Wastewater from growth in the Town of East Gwillimbury and a portion of the Town of Newmarket would be conveyed to the proposed Water Reclamation Centre for treatment, using a wastewater purification system and water recycling facilities so that the treated clean water would be discharged to the East Holland River within the Lake Simcoe watershed.




Since the Preferred Alternative includes a Water Reclamation Centre, potential locations for this facility needed to be identified for further assessment and comparative evaluation leading to the identification of a recommended site. The process for generating and screening potential alternative Water Reclamation Centre sites was carried out in accordance with the Alternative Methods of Carrying Out the Undertaking methodology provided in the UYSS EA Minister-approved (as amended) Terms of Reference and lead to the development of a short list of five alternative sites. The Preferred Alternative to the Undertaking also included modifications to the existing YDSS which resulted in the identification of three alternative routes for the additional conveyance capacity. An overview of the Alternative Methods is provided in the following sections.

2.1 Lake Simcoe Water Reclamation Centre

Wastewater from growth in the Town of East Gwillimbury and a portion of the Town of Newmarket would be conveyed to the new Lake Simcoe Water Reclamation Centre for treatment, using innovative wastewater treatment technologies. The treated clean water would be discharged in accordance with Ontario Ministry of the Environment (MOE) requirements to the Lake Simcoe watershed. A portion of the clean water may also be used for various reuse opportunities within the watershed. The Water Reclamation Centre would be designed for an average capacity of 40 megalitres per day (MLD). The Lake Simcoe Water Reclamation Centre requires the following works: Water Reclamation Centre process plant (i.e. works associated with construction and

operation of the treatment works)

Water Reclamation Centre site preparation (i.e. earthworks and foundations necessary to facilitate construction of the process plant. Site property costs are also included.)

Wastewater conveyance to the Water Reclamation Centre, discharge of treated clean water to the East Holland River via an outfall along Queensville Sideroad, and transfer of Reverse Osmosis (RO) Concentrate from the Water Reclamation Centre to the Newmarket Pumping Station

Reclaimed water transfer from the Water Reclamation Centre to end users

Total phosphorus (TP) off-setting

As described in theScreening of the Long List of Potential Alternative Water Reclamation Centre Sites and Development of the York Durham Sewage System Modifications report, four Sites (Sites 24, 30, WH1 and WH2) were selected as the short list of alternative Water Reclamation Centre Sites to be carried forward for assessment and comparative evaluation.




As part of the development of a conceptual design layout for each of the short list of alternative Water Reclamation Centre Sites, Site WH1, due to its size, suitable area, and potential accesses from 2nd Concession and Leslie Street presented an opportunity to further sub-divide the Site into two separate conceptual design layouts: Site WH1 West (with access onto 2nd Concession) and Site WH1 East (with access onto Leslie Street). As such, this document reports the capital cost, operation and maintenance and Net Present Value estimates for a short list of five (5) sites on which the Water Reclamation Centre could be constructed and the associated conveyance infrastructure to and from the sites. Figure 2.1 shows the locations of the five sites. The existing Holland Landing WPCP (Lagoons) site is also shown for reference.

The short list of sites is as follows:

Site 24 – located on the west side of 2nd Concession approximately 500 metres (m)north of the intersection at 2nd Concession and Queensville Sideroad

Site 30 – located on the east side of Leslie Street approximately 500 m south of theintersection at Leslie Street and Holborn Road

Site WH1 West – located on the east side of 2nd Concession approximately 1,000 mnorth of the intersection at 2nd Concession and Queensville Sideroad

Site WH1 East – located on the west side of Leslie Street approximately 900 m south ofthe intersection at Leslie Street and Holborn Road

Site WH2 – located on the north east corner of the intersection at 2nd Concession andQueensville Sideroad.

East Holland River

Hydro C

orridor

WH2

WH1East

24

30

WH1West

Town ofEast Gwillimbury

Holborn Road

Queensville Sideroad

Woodbine Avenue

Doane Road

Mount Albert Road

Leslie Street

2nd Concession

Future Approved Bradford Bypass

UTM Zone 17N, NAD 83

Locations of WaterReclamation Centre

Alternative Sites

Figure 2.1Basemapping: Produced by CRA under license from RegionalMunicipality of York, and Ontario Ministry of Natural Resources,Land Information Ontario (LIO), 2011. © Queens Printer 2013

²500 0 500250 Meters

1:36,000This drawing has been prepared for the use of CRA's client and may not be used, reproduced or relied upon by third parties,except as agreed by CRA and its client, as required by law or for use by governmental reviewing agencies. CRA accepts no responsibility, and denies any liability whatsoever, to any partythat modifies this drawing without CRA's express written consent.

LegendUYSS Service AreaArea Suitable for Water Reclamation Centre Area Unsuitable for Water Reclamation Centre WatercourseWaterbodyMunicipal Division

! Hydro CorridorNote: Site WH2 includes site 42, formerly included in the Generation of the Long List of Potential Alternative Water Centre ReclamationCentre Sites

050278(REP081)GIS-WA007 February 20,2014




2.2 York Durham Sewage System Modifications

Modifications of the existing York Durham Sewage System (YDSS) are required to provide additional system reliability during high flow conditions and to accommodate additional flows from the approved growth in the Towns of Newmarket and Aurora. The modifications would provide sufficient capacity for approved growth to 2031 and relief to the existing conveyance system during periods of extreme high flow, such as wet weather events (snowmelt, rainstorms) or during system maintenance operations at the Newmarket, Bogart Creek, and Aurora Pumping Stations. The modifications to the existing YDSS will include the following: A second forcemain (new Newmarket forcemain) from the existing Newmarket Pumping

Station directly to the Aurora Pumping Station or to the existing gravity sewer, which discharges to the Aurora Pumping Station

A second forcemain (new Bogart Creek forcemain) from the existing Bogart Creek Pumping Station to the new Newmarket forcemain

Modifications to the Newmarket and Bogart Creek Pumping Stations for connection of the two new forcemains

This document presents the capital cost, operation and maintenance and Net Present Value estimates for the three YDSS Modifications Alternative Routes: Alternative Route A – A new Newmarket forcemain that parallels the existing

Newmarket forcemain route and is 5.4 kilometres (km) in length. A new Bogart Creek forcemain from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain on Cotter Street.

Alternative Route B – A new Newmarket forcemain that parallels the existing Newmarket forcemain route for two thirds of its length and travels south on Prospect Street and west on Mulock Drive for one third of its length. For this alternative, the new Newmarket forcemain is 5.8 km in length. A new Bogart Creek forcemain from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain on Prospect Street.

Alternative Route C – A new Newmarket forcemain that parallels the existing Newmarket forcemain route for one fourth of its length, travels south on Prospect Street and Bayview Avenue and west on St.John’s Sideroad for three fourths of its length. For this alternative, the new Newmarket forcemain is 7.1 km in length. A new Bogart Creek forcemain from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain on Prospect Street.

Figure 2.2 shows the three YDSS Modifications Alternative Routes.

!

!

!

Town ofNewmarket

Aurora Pumping Station

Newmarket Pumping Station

Bogart Creek Pumping Station

AB

C

C

B

A

C

B'

B

C'

A'

LE

SL

IE S

TR

EE

T

YO

NG

E S

TR

EE

T

DAVIS DRIVE

MULOCK DRIVE

ST JOHN'S SIDEROAD

BA

YV

IEW

AV

EN

UE

DAVIS DRIVE WEST

GREEN LANE EASTGREEN LANE WEST

2N

D C

ON

CE

SS

IO

UTM Zone 17N, NAD 83 1:20,000

York Durham SewageSystem Modifications:

Alternative Routes

May 2012

©2012 Conestoga-Rovers & Associates Ltd. All Rights Reserved. This document is protected by

copyright law and may not be used, reproduced or modified in any manner or for any purpose except

with the written permission of Conestoga-Rovers & Associates Ltd. ("CRA") or a party to which its

copyright has been assigned. Conestoga-Rovers & Associates Ltd accepts no responsibility, and

denies any liability whatsoever, to any party that uses, reproduces, modifies, or relies on this

document without Conestoga-Rovers & Associates Ltd. express written consent.

Basemapping: Produced by CRA under license from Regional

Municipality of York, and Ontario Ministry of Natural Resources,

Land Information Ontario (LIO), 2011. © Queens Printer 2012

0 500 1,000 1,500250

Metres

²Legend

Conceptual Routes

Alternative A

Alternative B

Alternative C

Bogart Route

! Pumping Station

Existing Gravity Sewer

Existing Forcemain (Pressurized Sewer)

River - Intermittent

River - Single Line

Wetland

Waterbody

Significant Woodland

Wetland, Unevaluated

Forest

Map Document: 050278-060-54(INT015)GIS-WA004 May 23, 2012

Figure 2.2

February 2014




Section 3.0 Methodology

The methodology presented in Appendix I (Financial Work Plan) of the Minister-approved (as amended) UYSS EA Terms of Reference was utilized as the basis for generating cost estimates. In general, existing financial sources of information were reviewed to develop a Class 4 Estimate in accordance with the Recommended Practice No. 17R-97 and No. 18R-97 developed by AACE International. These levels of estimates are based on a concept limited scope definition and are used for strategic-level decision-making purposes. The tools used are generally stochastic parametric estimators such as cost-per-unit area or cost-per-unit capacity. The estimates are based on defined location, capacity and technology selection to provide a -20 percent to +40 percent accuracy range. The methodology used financial information from cost estimation manuals2, other projects similar in scope/nature and size, professional judgment and experience based on conceptual level defined parameters, and applied allowances for local market conditions and variability. General contingency costs of 25 percent have been included to allow for uncertainty in the project cost due to such unforeseen factors as, but not limited to: materials and labour pricing changes, unknown site conditions, how work will be performed, design developments and scope changes. An allowance of 25 percent for engineering, legal, administrative and field services costs to design and construct the works has been added to the total capital plus general contingency cost. All costs are rounded to the nearest $10,000.

3.1 Capital Costs

The capital cost estimates generated for the short list of alternative Water Reclamation Centre Sites and YDSS Modifications Alternative Routes include overheads and contingencies and are based on a number of assumptions. All costs are in year 2012 Canadian dollars. In particular, overheads are included for labour, material, sub-contractors, equipment and general conditions, but exclude tax, engineering, legal, administration and field services fees. The 25 percent general contingency cost and 25 percent engineering, legal, administrative and field services costs have been included. The following assumptions form the basis for developing the capital costs: The Water Reclamation Centre would be built for the full 40 MLD capacity. Potential

phasing of construction will be considered at the preliminary design phase. Phasing is not anticipated to alter the selection of the preferred alternative.

2 RSMeans Site Work & Landscape Cost Data, 2012 Edition; RSMeans Building Construction Cost Data, 2012 Edition;

and RSMeans Labor Rates for the Construction Industry, 2012 Edition.




For the planning horizon, the design flows are:

- annual average day flow is 40 MLD

- peak month average day flow is 52 MLD (peaking factor of 1.3)

- peak daily flow is 80 MLD (peaking factor of 2.0)

- peak hourly flow is 114 MLD (peaking factor of 2.9)

The treatment and disposal processes would incorporate environmentally sustainable practices and be designed to create a minimal carbon footprint.

All demolished and removed materials will be disposed of at a site no further than 16 kilometres from the work site. No disposal fees have been included.

Conveyance infrastructure will be located within existing road right-of-ways, existing easements or modifiable easements.

Pipe sizes are approximate and subject to change during detailed design.

A conveyance infrastructure dewatering allowance has been assumed due to unknown groundwater conditions.

Sites 24 and WH1 West are relatively flat and the costs to scrape 0.33 m of vegetation have been included in the cut-to-fill volumes.

Earthworks cut-to-fill costs are based on soils consisting of common earth and with no clay present, excavated materials are suitable for use as backfill, fill includes wetting soil with water and compacting in lifts, and earthwork will be carried out using 11.5 cubic metre (15 cubic yard) towed scraper, ¼ push dozer, and sheep’s foot compactor. No costs have been included for rock excavation or removal, dewatering, avoidance or removal of unidentified obstructions, lime or other soil stabilization.

A 30 percent allowance has been included in the cut-and-fill soil volumes to account for variances in future contours of the sites.

The Geotechnical report indicated that the sites on Leslie Street (Sites 30 and WH1 East) had suitable bearing capacity for the Water Reclamation Centre structures and no allowances were carried for deep foundations (piles) for these sites.

The Geotechnical report indicated that the sites on 2nd Concession (Sites 24, WH1 West, and WH2) had suitable bearing capacity for foundation loads up to 200 kpa. Most of the Water Reclamation Centre structures will have design foundation loadings of less than 200 kpa. However, there is potential the foundation loads for a few structures such as the liquid biosolids storage tanks could be above 200 kpa depending on the final height of these tanks. For Sites 24, WH1 West, and WH2, the deep foundation allowance carried in the Alternative To the Undertaking Cost Estimate of $21.9 million (including contingency and engineering, legal, administrative and field services allowance), was included in this estimate.

Property costs for acquisition of sites has been based on a land unit rate of $50,000/acre. A 15 percent allowance for legal costs and taxes has been added to property costs. The 25 percent contingency and 25 percent engineering/ legal/ administration/ field services allowance was not applied to land acquisition.

No costs have been included for inspection, testing, remediation or removal of contaminated or hazardous materials.




All work will be performed under the same contract and during a continuous construction schedule (i.e., it has been assumed only one general contractor and one mobilization).

All labour and material pricing is based on current rates with no accounting for future labour or material escalation.

3.2 Operation and Maintenance Costs

Similar to the capital cost estimates generated for the short list of alternative Water Reclamation Centre Sites and YDSS Modifications Alternative Routes, operation and maintenance costs were also developed based on a number of assumptions. These assumptions include the following: Water Reclamation Centre process plant operation and maintenance costs were based

on replacement of mechanical equipment in Year 20 and Year 40. The mechanical equipment costs were calculated as 30 percent of the capital cost estimate.

Operating costs for the Water Reclamation Centre conveyance are based on the power requirements to transfer water (power for conveyance to the Water Reclamation Centre based on 40 MLD, power for transfer of RO Concentrate to Newmarket Pumping Station based on 6 MLD).

Operating costs for the YDSS modifications are based on the power requirements to transfer wastewater (power for conveyance from the Newmarket Pumping Station to Aurora Pumping Station based on an annual average day flow at the Newmarket Pumping Station of 39.8 MLD for year 2031).

Operation and maintenance costs for the Water Reclamation Centre conveyance infrastructure, reclaimed water conveyance and YDSS modifications include an allowance for maintenance of 0.25 percent of capital costs estimate. Maintenance activities would include exercising and repairing valves, pipe inspection, line flushing, etc.

A standard 40-hour work week has been assumed.

Labour costs are based on current wage rates published by RS Means3 for the Toronto area.

It has been assumed that a labour pool of adequate quantity and quality exists in the immediate project area.

Electrical rate of $0.10 per kWh.

3.3 Net Present Value

Net Present Value calculations were based on 50 years and a 5 percent discount rate and have been applied to the operation and maintenance costs.

3 RSMeans Labor Rates for the Construction Industry, 2012 Edition.




Section 4.0 Water Reclamation Centre

The cost for the Water Reclamation Centre component of the Preferred Alternative is comprised of five components: The process plant

Preparation of the site

Conveyance to and from the site

Transfer of reclaimed water to the end users

Total phosphorus offsets.

The cost estimate for each component is provided in the following sections.

4.1 Water Reclamation Centre Process Plant

The Water Reclamation Centre would discharge treated clean water to the East Holland River (Lake Simcoe watershed). A stringent effluent limit for phosphorus for this discharge would require a highly advanced quaternary level of treatment, involving reverse osmosis (RO) treatment technology, a process capable of removing nutrients from the wastewater to extremely low levels. The Water Reclamation Centre would also be designed to produce a nutrient-rich effluent stream that can be used for irrigation (e.g., sod farms, golf courses, tree farms) during the growing season. To produce two very different end use water quality objectives at the same time, parallel treatment trains with different modes of operation are required. The treatment train for discharge to the East Holland River must produce an effluent that has minimal nutrients and is beneficial to the Lake Simcoe watershed. Following preliminary treatment consisting of screening and grit removal, the discharge treatment train for discharge to the East Holland River would include: Chemically enhanced primary treatment (for enhanced removal of solids and

phosphorus)

Flow balancing tanks

A biological nitrification – denitrification process in bioreactors (which would remove organics and nitrogen)

Filtration (to remove particles prior to reverse osmosis)

Reverse osmosis

Conveyance of the reverse osmosis byproduct stream (Reverse Osmosis Concentrate) to the YDSS for subsequent treatment at the Duffin Creek Water Pollution Control Plant (WPCP)




Post-RO conditioning to ensure adequate dissolved oxygen and alkalinity / hardness to protect aquatic life

Disinfection

The reclaimed water treatment train, in contrast, is a more simple treatment process designed to produce a nutrient-rich effluent, suitable for land application. Following preliminary treatment, the reclaimed water treatment train would include: Conventional primary treatment without chemical addition to leave soluble phosphorus

for fertilization

Flow balancing tanks

Activated sludge secondary treatment using a short solids retention time (or “sludge age”) to remove organics only and not ammonia which is a desirable fertilizer

Filtration (to remove particles)

Disinfection

To allow for the most future flexibility regarding biosolids management, it was assumed that the process would be designed to accommodate anaerobically digested biosolids in the form of both liquid and cake. The cost difference for process equipment will not be significant between the alternate Water Reclamation Centre sites, as a result, the Water Reclamation Centre capital costs are considered to be equal for all of the sites. Process flow diagrams for the Water Reclamation Centre, shown broken into conventional treatment (primary and secondary treatment), advanced treatment (tertiary and quaternary treatment) and solids management are included in Appendix A. Table 4.1 provides the Capital Cost Estimate by unit operation, including a full list of buildings, equipment and sizing. The Operation and Maintenance Cost Estimate is provided in Table 4.2. Table 4.1: Capital Cost Estimate of Water Reclamation Centre Process Plant

# Process Item Item Description Cost Estimate Year 2012 Comments

Preliminary Treatment

A Headworks and Septage Receiving

37m x 18m x 10m

Total Area = 666 m2

$4,620,000 No comments

Screens 2 screens with bypass channel, included with building





Vortex Grit Units (mechanically induced)

2 grit units with bypass, included with building

B Odour Control (Biofilters) 2 biofilter units

40m x 10m x 3m (400 m2)

Shared with flow balancing tanks

$970,000 Odour Control for Preliminary and flow balancing

Primary Treatment

A Primary Influent Splitter Box

Included in primary clarifier cost

No comments

Y Chemical Feed Building 30m x 9m x 10.5m (270 m2)

$1,450,000 Chemical Enhanced Primary Treatment (CEPT) included in Alternative Methods process design

Ferric Chloride (FeCl3) Storage and Feed

Included with building

Polymer Storage and Feed


D Rapid Mix/Flocculation Tanks

4 x 8m x 10m x 8m H (80 m2 per unit, 320 m2

total)

$1,220,000 For use with CEPT

E Primary Clarifiers 4 x 42m x 10m x 7.5m H (420 m2 per unit, 1,680 m2

total)

Rectangular Clarifiers

$8,460,000 Additional primary clarifiers added to Alternative Methods process design to allow for treatment via conventional clarification and CEPT as required for production of reclaimed water or effluent for surface water discharge, respectively.

E Primary sludge/scum pumping station

Included in primary clarifier cost

No comments

Flow Balancing Tanks

F Tanks (covered) 2 x 40m x 20m x 10m H (14.45 ML)

$4,060,000 9.2 ML diurnal flow balancing storage; 5.25 ML storm flow balancing





Secondary Treatment

G Bioreactors 4 x 137m x 10m x 7.5m H (4 x 10.3 ML, 41.2 ML total)

Single pass basins, uncovered


H Secondary Clarifiers 4 x 32m diameter (805 m2)


I Blower Building 37m x 12m x 9m H (444 m2)




Ferric Chloride (FeCl3) Storage and Feed (33%)


Tertiary Treatment

J Filtration for Reclaimed Water

26m x 32m x 6m H (832 m2)

$4,680,000 For treatment of reclaimed water.

K Microfiltration/Ultrafiltration Building

45m x 30m x 9mH (1,350 m2)


Membranes Included in building costs

Quaternary Treatment

L1 RO Feed Tanks 2 x 18m diameter x 13m H (255m2 each, 510 m2 total)

$4,460,000 Has been included to balance flow to RO in order to accommodate limited flow variation per train.

L RO Building with UV Disinfection

45m x 60m x 12m H (2,700 m2)


RO Skids 6 duty RO skids, 0 stand-by, included with building

RO Concentrate Treatment

Not part of process York Region is pursuing a phased approach to RO Concentrate treatment. At startup it will be transferred to the YDSS for treatment at Duffin Creek WPCP.

L RO Storage and Pumping Station

$1,540,000





Water Reclamation Centre Effluent

M UV Building for Reclaimed Water

18m x 26m x 6m H (468 m2)


M1 Chlorination Facility $370,000 Incorporated with Post Conditioning Chemical Feed Building


$1,450,000 Housing for Post Conditioning Chemicals

CC Post Conditioning 18m x 36m x 13m (648 m2)

$560,000 As RO Concentrate will not be reintroduced to RO permeate stream, RO permeate must be hardened and dosed with alkalinity to reduce corrosivity of permeate. Building cost will likely be eliminated at the next stage of design but was carried in the layouts.

Soda Ash Storage and Feed


Calcium Chloride Storage and Feed


Carbon Dioxide Storage and Feed


BB Post Aeration 12m x 12m x 4m H (144 m2)

$200,000 Included in Alternative Methods process to re-aerate effluent prior to direct discharge to East Holland River.

DD Reclaimed Water Bulk Loading Station

$620,000 No comments

Sludge Thickening

O Primary Sludge (PSD) Gravity Thickeners

3 x 9m diameter (64 m2

each, 190 m2 total) $1,020,000 No comments

O1 Primary Sludge Fermenters

2 x 9.1m x 9.1m (83 m2 each, 166m2 total)


P WAS Thickening Building 18m x 24m x 10m (432 m2 total)

Shared with Dewatering Building






Waste Activated Sludge (WAS) Thickening (RDTs)

Included in WAS thickening building

Anaerobic Digestion

R1 Primary Digesters 2 x 19m diameter x 12 H (284 m2 each, 568 m2 total)


R2 Secondary Digesters 1 x 19m diameter x 15 H (284 m2)


S Biogas Flare 6m x 3m x 6m H(18 m2 ) $330,000 No comments

Digested Sludge Dewatering

W Dewatering Building Included with WAS thickening building

No comments

T Biosolids Holding Tank 6 x 30m diameter x 22m H (height to top of dome roof)

(707 m2)

$13,880,000 Storage capacity increased for Alternative Methods process design in line with MOE storage guidelines of 240 days storage.

C Odour Control (Biofilters) $490,000 No comments

AA Biosolids Truck Loading Building

18m x 15m (270m2) $1,950,000 No comments

General Works

Z Administration Building 31m x 31m (961m2, each story)


X Maintenance Building $5,610,000 No comments

N Standby Power Building $2,170,000 No comments

Site Piping $11,630,000 No comments

Sitework $310,000 No comments

Process Works Total Cost $167,280,000

Contingency

General Conditions

10% of labour, material and equipment costs


Total $177,200,000





General Contingency 25% $44,300,000 No comments

Total $221,500,000

Engineering/Legal/Admin/Field Services

25% $55,380,000 No comments

Total Cost $276,880,000

Table 4.2: Annual Operation and Maintenance Cost Estimate of Water Reclamation

Centre Process Plant Item Assumptions Cost

Annual Operation and Maintenance Costs

Chemical Supply Chemical supply costs based on supplier budgetary quotations

$4,170,000

Staffing Water Reclamation Centre staffed 5.5 days per week, 8 hours per day.

$1,840,000

Electricity 1,128.5 kWh required per ML wastewater treated. Electricity cost $0.1 per kWh.

$1,650,000

Natural Gas Building heating use only. $60,000

Annual Maintenance Excluding equipment replacement. $240,000

Equipment Replacement Annualized cost for replacement of mechanical equipment, assuming twenty year life. Equipment replaced at year 20 and year 40 of project. Equipment costs estimated at 30% of Water Reclamation Centre capital cost

$3,290,000

Sludge Haulage Based on haulage rates published in Region of York Feasibility of Sludge Haulage/Disposal Process Review July 2011.

$2,160,000

Miscellaneous Contracted Supplies SCADA, water, security etc. $250,000

Annual Operation and Maintenance Cost

$13,660,000




4.2 Water Reclamation Centre Site Preparation

Property costs for site acquisition have been based on a land unit rate of $50,000 per acre ($123,600 per hectare) and calculated based on the total property size. An additional 15 percent allowance for legal costs and taxes has been added to the cost of each property. The mass earthworks required on each of the short-listed alternative Water Reclamation Centre sites were calculated based on existing survey data for each alternative Water Reclamation Centre site, and include: Cut to fill quantities required to reach a benchmark level to balance the sites

Placement of a 3 m high earthwork berm on three sides of the site for screening purposes

Construction of a stormwater basin

Cut-to-fill quantities include a 30 percent allowance for variances in the future contours of the site.

4.2.1 Site 24

Site 24 is located at 20704 2nd Concession, on the west side of the road, approximately 0.5 km north of Queensville Sideroad in East Gwillimbury. The total property area to be purchased for the Water Reclamation Centre on Site 24 is 39.8 ha. The mean site elevation (222 metres above sea level (MASL)) is relatively low, with minimal contours. The net cut-to-fill quantity for Site 24 is 37,244 m3. The estimated property cost for Site 24 is shown in Table 4.3. Table 4.3: Capital Cost Estimate of Property Acquisition for Site 24

Item Cost

Property

Property Cost $4,920,000

Legal Costs and Taxes 15% $740,000

Total Cost $5,660,000

The site owner would not provide permission to enter for geotechnical investigations, however, it was assumed, based on data from other sites in the immediate vicinity (Site WH1 West, Site




WH2) that pile foundations may be required for a portion of the structures on site. A draft conceptual plan for Site 24 is provided below in Figure 4.1.




Table 4.4 provides the estimated capital costs associated with the site preparation for Site 24. Table 4.4: Capital Cost Estimate of Site Preparation for Site 24

Item Cost

Earthworks

Cut-to-fill Earthwork $620,000

Berm Construction $1,650,000

Stormwater Basin $1,000,000

Foundations

Piles (allowance) $14,000,000

Site Preparation Total Cost $17,270,000

Contingency

General Contingency 25% $4,320,000

Total $21,590,000

Engineering/Legal/Admin/Field Services 25% $5,400,000


4.2.2 Site 30

Site 30 is located at 20913 Leslie Street, on the east side of the street, approximately 0.5 km south of the intersection at Leslie Street and Holborn Road in East Gwillimbury. The total property area to be purchased for the Water Reclamation Centre on Site 30 is 60.4 ha. The site has a mean elevation of 258 MASL with significant contours. The net cut-to-fill quantity for Site 30 is 466,539 m3. The estimated property cost for Site 30 is shown in Table 4.5.




Table 4.5: Capital Cost Estimate of Property Acquisition for Site 30

Item Cost

Property


Legal Costs and Taxes 15% $1,120,000


Preliminary geotechnical information indicates good soil bearing capacity for the anticipated structures. A draft conceptual plan for Site 30 is provided below in Figure 4.2.




Table 4.6 provides the estimated capital costs associated with the site preparation for Site 30. Table 4.6: Capital Cost Estimate of Site Preparation for Site 30

Item Cost

Earthworks

Cut-to-fill Earthwork $7,810,000



Foundations

Piles $0


Contingency


Total $13,080,000



4.2.3 Site WH1 West

Site WH1 West is located at 20908/20854 2nd Concession, on the east side of the road, approximately 1 km north of the intersection at 2nd Concession and Queensville Sideroad in East Gwillimbury. The total property area to be purchased for the Water Reclamaion Centre of site WH1 West is 36.0 ha.The site has a relatively low mean elevation (224 MASL) with minimal contours. The net cut-to-fill quantity for Site WH1 West is 69,747 m3. The estimated property cost for Site WH1 West is shown in Table 4.7




Table 4.7: Capital Cost Estimate of Property Acquisition for Site WH1 West

Item Cost

Property




Preliminary geotechnical information indicates that pile foundations may be required for a portion of the structures on site. A draft conceptual plan for Site WH1 West is provided below in Figure 4.3.




Table 4.8 provides the estimated capital costs associated with the site preparation for Site WH1 West. Table 4.8: Capital Cost Estimate of Site Preparation for Site WH1 West

Item Cost

Earthworks




Foundations



Contingency


Total $22,270,000



4.2.4 Site WH1 East

Site WH1 East is located on the west side of Leslie Street, approximately 0.9 km south of the intersection at Leslie Street and Holborn Road in East Gwillimbury. The total property area to be purchased for the Water Reclamation Centre on Site WH1 East is 40.0 ha. The site has a mean elevation of 245 MASL with significant contours. The net cut-to-fill quantity for Site WH1 East is 522,994 m3. The estimated property cost for Site WH1 East is shown in Table 4.9.




Table 4.9: Capital Cost Estimate of Property Acquisition for Site WH1 East

Item Cost

Property




Preliminary geotechnical information indicates good soil bearing capacity for the anticipated structures. A draft conceptual plan for Site WH1 East is provided below in Figure 4.4




Table 4.10 provides the estimated capital costs associated with the site preparation for Site WH1 East. Table 4.10: Capital Cost Estimate of Site Preparation for Site WH1 East

Item Cost

Earthworks




Foundations

Piles $0


Contingency


Total $14,260,000



4.2.5 Site WH2

Site WH2 is located at 1004 Queensville Sideroad/20709-20733 2nd Concession, on the north east corner of the intersection at 2nd Concession and Queensville Sideroad in East Gwillimbury. The total property area to be purchased for the Water Reclamation Centre on Site WH2 is 42.0 ha. The site is located at a relatively low mean elevation of 224 MASL with minimal contours. The net cut-to-fill quantity for Site WH2 is 151,940 m3. The estimated property cost for Site WH2 is shown in Table 4.11.




Table 4.11: Capital Cost Estimate of Property Acquisition for Site WH2

Item Cost

Property




Preliminary geotechnical information indicates that pile foundations may be required for a portion of the structures on site. A draft conceptual plan for Site WH2 is provided below in Figure 4.5.




Table 4.12 provides the estimated capital costs associated with the site preparation for Site WH2. Table 4.12: Capital Cost Estimate of Site Preparation for Site WH2

Item Cost

Earthworks




Foundations



Contingency


Total $23,980,000



4.3 Water Reclamation Centre Conveyance

For each of the five short-listed alternative Water Reclamation Centre sites, associated wastewater, treated effluent and RO Concentrate conveyance infrastructure routes are required. These conveyances and the common items of infrastructure and construction required for each conveyance are: Wastewater conveyance to the Water Reclamation Centre

- Valve chambers at a maximum spacing of 0.5 km

- Removals of the existing rural road and earthworks

- General servicing activities including traffic control, utility relocates and dewatering

- Road and ditch restoration

- Siltation control and tree protection

- Provision for road improvements such as concrete curb, catch basins, and culverts




- Provision for the supply of potable watermain, gas service, and electrical supply

Discharge of treated effluent to the East Holland River via an outfall along Queensville Sideroad

- 2,400 mm diameter precast sanitary manholes (lined) at a maximum spacing of 125 m

- Energy dissipater and headwall


- General servicing activities including traffic control, utility relocates, and dewatering



- Casings for trenchless river crossings

Transfer of RO Concentrate from the Water Reclamation Centre to the Newmarket Pumping Station

- Valve chambers at a maximum spacing of 0.5 km

- Drain chambers at low points

- Placement of twin forcemains on new bridge over East Holland River


- General servicing activities including traffic control, utility relocates, and dewatering



- Connection and control valves at Newmarket Pumping Station Plan and profile drawings of conveyance infrastructure to and from each site are included in Appendix B.

4.3.1 Site 24

Due to the close proximity of Site 24 to the Queensville Pumping Station and the outfall in the East Holland River at Queensville Sideroad, a relatively shorter length of new conveyance infrastructure to and from the Water Reclamation Centre is required: Approximately 1.05 km for conveyance of wastewater to the Water Reclamation Centre

site

Approximately 2.8 km for conveyance of treated effluent from the Water Reclamation Centre to the East Holland River




Approximately 8.2 km for conveyance of RO Concentrate to Newmarket Pumping Station

Figure 4.6 shows the location of Site 24 and associated wastewater and treated effluent conveyance infrastructure routes. Appendix B (Figures B-1 to B-3) contains the plan and profile figures for the conveyance infrastructure routes from the location of the proposed Queensville West Pumping Station to Site 24 and from Site 24 to the potential discharge location in the East Holland River at Queensville Side Road. The route for the RO Concentrate forcemain is also shown.

")

")

_̂

WH2

WH1West

WH1East

2nd ConcessionPumping Station

Holland LandingPumping Station

Queensville WestPumping Station


Holborn Road


Woodbine Avenue

Doane Road

Mount Albert Road

Leslie Street

2nd Concession

Holland Landing Road

Bathurst Street

24

30

Hwy 11Yonge Street


Site 24 Water ReclamationCentre and Associated

Conveyance InfrastructureRoutes


²500 0 500250 Meters

1:40,000

This drawing has been prepared for the use of CRA's client and may not be used, reproduced or relied upon by third parties,except as agreed by CRA and its client, as required by law or for use by governmental reviewing agencies. CRA accepts no responsibility, and denies any liability whatsoever, to any partythat modifies this drawing without CRA's express written consent.

LegendUYSS Service AreaProposed Route to OutfallProposed Route fromQueensville West Pumping StationProposed Route from2nd Concession Pumping Station

_̂ Proposed Outfall

")Queensville HollandLanding Sharon WastewaterServicing System - Pumping StationQueensville HollandLanding Sharon WastewaterServicing System - Infrastructure

Existing Approved Holland LandingLagoon Water Pollution Control Plant Area Suitable for Water Reclamation Centre Area Unsuitable for Water Reclamation Centre Oak Ridges Moraine BoundaryWatercourseWaterbodyProposed RoadMunicipal Division

050278(REP081)GIS-WA002_Site24 February, 2013

RO Concentrate Forcemain

riv67786

Line

riv67786

Line

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text




Table 4.13 provides the Capital Cost for conveyance associated with Site 24. The annual operation and maintenance Cost Estimate is provided in Table 4.14 Table 4.13: Capital Cost Estimate of Conveyance for Site 24

Item Cost

Conveyance

Queensville PS to Water Reclamation Centre site $10,470,000

Water Reclamation Centre Site to Outfall $11,110,000

ROC Site to Newmarket Pumping Station $30,210,000

Conveyance Total Cost $51,790,000

Contingency


Total $64,740,000



Table 4.14: Annual Operation and Maintenance Cost Estimate of Conveyance for Site 24

Item Cost


Operating $190,000

Maintenance (0.25% of Capital) $200,000

Annual Operation and Maintenance Costs $390,000

4.3.2 Site 30

Site 30 is located some distance from the Queensville Pumping Station and East Holland River outfall and requires a relatively long conveyance infrastructure to and from the Water Reclamation Centre: Approximately 5.6 km for conveyance of wastewater to the Water Reclamation Centre

site




Approximately 7.4 km for conveyance of treated effluent from the Water Reclamation Centre to the East Holland River

Approximately 12.7 km for conveyance of RO Concentrate to Newmarket Pumping Station

Figure 4.7 shows the location of Site 30 and associated wastewater and treated effluent conveyance infrastructure routes. Appendix B (Figures B-4 to B-6) contains the plan and profile figures for the conveyance infrastructure routes from the location of the proposed Queensville West Pumping Station to Site 30 and from Site 30 to the potential discharge location in the East Holland River at Queensville Side Road. The route for the RO Concentrate forcemain is also shown. Table 4.15 provides the Capital Cost for conveyance associated with Site 30. The annual operation and maintenance Cost Estimate is provided in Table 4.16.

")

")

_̂

WH2

WH1West

WH1East





Holborn Road


Woodbine Avenue

Doane Road

Mount Albert Road

Leslie Street

2nd Concession


Bathurst Street

24

30

Hwy 11Yonge Street


Site 30 Water ReclamationCentre and Associated



²500 0 500250 Meters

1:40,000





Existing Approved Holland LandingLagoon Water Pollution Control Plant Area Suitable for Water Reclamation Centre

WatercourseWaterbodyProposed RoadMunicipal Division

050278(REP081)GIS-WA003_Site30 February, 2013

Oak Ridges Moraine Boundary


Area Unsuitable for Water Reclamation Centre

riv67786

Line

riv67786

Line

riv67786

Line

riv67786

Line

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text




Table 4.15: Capital Cost Estimate of Conveyance for Site 30

Item Cost

Conveyance



RO Concentrate Site to Newmarket Pumping Station $46,280,000


Contingency


Total $147,760,000


Total Cost $184,700,000

Table 4.16: Annual Operation and Maintenance Cost Estimate of Conveyance for Site 30

Item Cost


Operating $210,000



4.3.3 Site WH1 West

Site WH1 West is located at an intermediate distance from the Queensville Pumping Station and East Holland River outfall: Approximately 1.6 km for conveyance of wastewater to the Water Reclamation Centre

site;

Approximately 3.0 km for conveyance of treated effluent from the Water Reclamation Centre to the East Holland River;

Approximately 8.0 km for conveyance of RO Concentrate to Newmarket Pump Station.




Figure 4.8 shows the location of alternative Water Reclamation Centre Site WH1 West and associated wastewater and treated effluent conveyance infrastructure routes. Appendix B (Figures B-7 to B-9) contains the plan and profile figures for the conveyance infrastructure routes from the location of the proposed Queensville West Pumping Station to Site WH1 West and from Site WH1 West to the potential discharge location in the East Holland River at Queensville Side Road. The route for the RO Concentrate forcemain is also shown.

")

")

_̂

WH2

WH1West

WH1East





Holborn Road


Woodbine Avenue

Doane Road

Mount Albert Road

Leslie Street

2nd Concession


Bathurst Street

24

30

Hwy 11Yonge Street


WH1 West Water ReclamationCentre and Associated



²500 0 500250 Meters

1:40,000





Existing Approved Holland LandingLagoon Water Pollution Control Plant Area Suitable for Water Reclamation Centre Area Unsuitable for Water Reclamation Centre Oak Ridges Moraine BoundaryWatercourseWaterbodyProposed RoadMunicipal Division

050278(REP081)GIS-WA004_WH1-West February, 2013


riv67786

Line

riv67786

Line

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text




Table 4.17 provides the Capital Cost for conveyance associated with Site WH1 West. The annual operation and maintenance Cost Estimate is provided in Table 4.18. Table 4.17: Capital Cost Estimate of Conveyance for Site WH1 West

Item Cost

Conveyance





Contingency


Total $74,310,000



Table 4.18: Annual Operation and Maintenance Cost Estimate of Conveyance for Site

WH1 West

Item Cost


Operating $220,000



4.3.4 Site WH1 East

Site WH1 East is located some distance from the Queensville Pumping Station and East Holland River outfall and requires a relatively long conveyance infrastructure to and from the Water Reclamation Centre (approximately 7.6 km). Approximately 5.8 km for conveyance of wastewater to the Water Reclamation Centre

site;






Figure 4.9 shows the location of alternative Water Reclamation Centre Site WH1 East and associated wastewater and treated effluent conveyance infrastructure routes. Appendix B (Figures B-10 to B-12) contains the plan and profile figures for the conveyance infrastructure routes from the location of the proposed Queensville West Pumping Station to Site WH1 East and from Site WH! East to the potential discharge location in the East Holland River at Queensville Side Road. The route for the RO Concentrate forcemain is also shown.

")

")

_̂

WH2

WH1West

WH1East

24

30





Holborn Road


Woodbine Avenue

Doane Road

Mount Albert Road

Leslie Street

2nd Concession


Bathurst StreetHwy 11

Yonge Street


500 0 500250 Meters

1:40,000




")Queensville HollandLanding Sharon WastewaterServicing System - Pumping Station


Oak Ridges Moraine BoundaryWatercourseWaterbodyProposed RoadUTM Zone 17N, NAD 83

WH1-East Water ReclamationCentre and Associated



² Area Unsuitable for Water Reclamation Centre

Queensville HollandLanding Sharon WastewaterServicing System - Infrastructure

Municipal Division

050278(REP081)GIS-WA005_WH1-East January 31,2013

riv67786

Line

riv67786

Line

riv67786

Line

riv67786

Line

riv67786

Line

riv67786

Line

riv67786

Typewritten Text

riv67786

Typewritten Text


riv67786

Typewritten Text




Table 4.19 provides the Capital Cost for conveyance associated with Site WH1 East. The annual operation and maintenance Cost Estimate is provided in Table 4.20. Table 4.19: Capital Cost Estimate of Conveyance for Site WH1 East

Item Cost

Conveyance





Contingency


Total $151,570,000


Total Cost $189,470,000


WH1 East

Item Cost


Operating $170,000



4.3.5 Site WH2

Site WH2 is located relatively close to the Queensville Pumping Station and East Holland River outfall. The site requires a relatively shorter length of new conveyance infrastructure to/from the Water Reclamation Centre: Approximately 0.75 km for conveyance of wastewater to the Water Reclamation Centre

site;






Figure 4.10 shows the location of alternative Water Reclamation Centre Site WH2 and associated wastewater and treated effluent conveyance infrastructure routes. Appendix B (Figures B-13 to B-15) contains the plan and profile figures for the conveyance infrastructure routes from the location of the proposed Queensville West Pumping Station to Site WH2 and from Site WH2 to the potential discharge location in the East Holland River at Queensville Side Road. The route for the RO Concentrate forcemain is also shown.

")

")

_̂

WH2

WH1West

WH1East





Holborn Road


Woodbine Avenue

Doane Road

Mount Albert Road

Leslie Street

2nd Concession


Bathurst Street

24

30

Hwy 11Yonge Street


WH2 Water ReclamationCentre and Associated



²500 0 500250 Meters

1:40,000






Oak Ridges Moraine BoundaryWatercourseWaterbodyProposed RoadMunicipal Division

050278(REP081)GIS-WA006_WH2 February, 2013

Area Unsuitable for Water Reclamation Centre


riv67786

Line

riv67786

Line




Table 4.21 provides the Capital Cost for conveyance associated with Site WH2. The annual operation and maintenance Cost Estimate is provided in Table 4.22. Table 4.21: Capital Cost Estimate of Conveyance for Site WH2

Item Cost

Conveyance





Contingency


Total $57,990,000




WH2

Item Cost


Operating $190,000



4.4 Reclaimed Water Transfer

Potential reclaimed water applications for the UYSS EA include irrigation (e.g. sod farms, golf courses, tree farms) during the growing season. The reclaimed water transfer line capacity requirements were based on preliminary estimates of irrigation area, season (number of months) and estimated flow demands. As customers have not been confirmed for the reclaimed water, the reclaimed water distribution system cost has been assumed equal for all sites.




Operating costs for the reclaimed water transfer system are for operation of the reclaimed water pumping station, which is located within the Water Reclamation Centre. Therefore operating costs have been incorporated into the Water Reclamation Centre Process Plant. Only maintenance costs, which apply to the infrastructure outside of the Water Reclamation Centre property are included here. The Capital Cost Estimate is provided in Table 4.23. The annual operation and maintenance Cost Estimate is provided in Table 4.24. Table 4.23: Capital Cost Estimate for Reclaimed Water Transfer

Item Rate Total

Capital Costs

Transfer System Works $19,710,000

Contingency


Total $24,640,000



Table 4.24: Annual Operation and Maintenance Cost Estimate for Reclaimed Water

Transfer

Item Cost

Annual Operation and Maintenance Cost

Maintenance (0.25% of capital) $80,000

Annual Operation and Maintenance Cost $80,000

4.5 Total Phosphorus Offsets

The Lake Simcoe Water Reclamation Centre is limited to a net discharge of total phosphorus of 124 kg total phosphorus per year. When the Water Reclamation Centre approaches its 40 MLD rated capacity, it will generate approximately 100 kg/yr of new phosphorus to the East Holland River sub watershed. This load will be addressed through project-specific phosphorus offsets.




The reduction of phosphorus from other sources would occur from a variety of practices as listed below. Implement enhanced total phosphorus removal systems at existing stormwater retention

ponds located in the watershed.

Removal of aged and potentially failing on-site septic systems located within 100 m of a surface watercourse.

Changes in existing land management practices resulting in a net reduction of total phosphorus.

Cost allowances have been included to cover this total phosphorus off-setting program: The project specific phosphorus off-setting program would address this increase through a minimum of 2:1 reduction of other sources of phosphorus such as stormwater runoff. A reduction of 4:1 removed from the watershed (minimum 400 kg total phosphorus) was used as a conservative basis for the cost estimate. The phosphorus off-setting program allowance was based on the capital cost to enhance 13 existing stormwater management ponds for Total Phosphorus removal based on the guidelines in the MOE’s “Stormwater Management Practices Planning and Design Manual”, (1994). The costs for off-setting total phosphorus discharge to Lake Simcoe will be the same for all sites. No operation and maintenance cost was allowed for the Phosphorus Off-sets as it is anticipated that the end-users of the infrastructure will operate and maintain the facilities. For example, stormwater pond improvements in the Town of East Gwillimbury would be operated and maintained by the Town following construction by York Region. The Capital Cost Estimate is included in Table 4.25. Table 4.25: Capital Cost Estimate of Total Phosphorus Offsets

Item Rate Total

Capital Costs

Total Phosphorus Off-set Program (allowance) $6,800,000

Contingency


Total $8,500,000




Item Rate Total



Section 5.0 York Durham Sewage System Modifications

All YDSS Modifications Alternative Routes (Alternative A, B and C) are in existing modifiable easements or road right-of-ways within the Towns of Newmarket and Aurora. Guiding principles were established to develop the YDSS modifications. These guiding principles are: Maximize the use of road/utility rights-of-way and/or Regional or modifiable existing

easements, so that the need for private land acquisition is minimized or eliminated

Maximize the use of existing infrastructure to avoid the need for significant upgrades to the existing Newmarket and Bogart Creek Pumping Station (minimize capital and operating costs)

Based on the guiding principles, three alternative routes for additional wastewater conveyance from the existing Newmarket and Bogart Creek Pumping Stations to the existing Aurora Pumping Station and existing YDSS were developed. Plan and profile drawings of the alternative route conveyance infrastructure are included in Appendix C.

5.1 Alternative Route A

Alternative Route A includes a new Newmarket forcemain that parallels the existing Newmarket forcemain route and is 5.4 km in length. The new Newmarket forcemain conveys wastewater south from the Newmarket Pumping Station on Bayview Parkway to the existing Newmarket 1050 mm diameter gravity sewer in Bailey Ecological Park, 1.4 km south of Mullock Drive. The existing Newmarket 1,050 mm diameter gravity sewer ultimately discharges to the Aurora Pumping Station on St.John’s Sideroad. As part of this alternative, a new Bogart Creek forcemain will convey wastewater west from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain interconnection on Cotter Street.




The new Newmarket forcemain will be approximately 900 mm diameter Concrete Pressure Pipe (CPP) for about 2.2 km and 1,050 mm diameter High Density Polyethylene (HDPE) for about 3.2 km. The new Bogart Creek forcemain will be approximately 550 mm diameter HDPE for 0.5 km. Conveyance of wastewater via a new Newmarket forcemain and new Bogart Creek forcemain includes: Installation of approximately 2.2 km of 900 mm diameter CPP forcemains conveying flow

from the Newmarket Pumping Station to parkland south of Concession Street and Wellington Road by open cut

Installation of approximately 0.2 km of 1,050 mm diameter HDPE forcemains for Davis Drive crossing and two railway crossings by Jack and Bore construction methods

Installation of approximately 3.0 km of 1,050 mm diameter HDPE forcemains from the parkland south of Concession Street and Wellington Road to the 1050 mm diameter existing Newmarket gravity sewer by Horizontal Directional Drilling (HDD) construction methods

Installation of 0.5 km of 550 mm diameter HDPE forcemains from the Bogart Creek Pumping Station to the new Newmarket forcemain by HDD construction methods

Valve chambers at a maximum spacing of 500 m

Drain chambers at low points

Removals of the existing urban road and earthworks

General servicing activities including traffic control, utility relocates and dewatering

Road and sidewalk restoration

Siltation control and tree protection

Modifications to the Newmarket and Bogart Creek Pumping Station headers and connection to second forcemain

Table 5.1 provides the Capital Cost Estimate for Route A. The average electrical consumption in 2031 is estimated at 5,150 kW/per day. No additional labour costs are anticipated with the YDSS modifications. The estimated annual operation and maintenance cost is provided in Table 5.2. Table 5.1: Capital Cost Estimate for Route A

Item Cost

YDSS Modifications

Conveyance Infrastructure $47,520,000

Newmarket Pumping Station Modifications $3,500,000




Item Cost

Bogart Creek Pumping Station Modifications $1,500,000

YDSS Modifications Total Cost $52,520,000

Contingency


Total $65,650,000



Table 5.2: Annual Operation and Maintenance Cost Estimate for Route A

Item Cost


Operating $190,000



5.2 Alternative Route B

Alternative Route B includes a new Newmarket forcemain that parallels the existing Newmarket forcemain route for two thirds of its length and travels south on Prospect Street for one third of its length. For this alternative the new Newmarket forcemain is 5.8 km in length. The new Newmarket forcemain conveys wastewater south from the Newmarket Pumping Station on Bayview Parkway, Prospect Street, west on Mulock Drive and then south to the existing Newmarket 1,050 mm diameter gravity sewer in Bailey Ecological Park, 1.4 km south of Mulock Drive. The existing Newmarket 1,050 mm diameter gravity sewer ultimately discharges to the Aurora Pumping Station on St.John’s Sideroad. As part of this alternative, a new Bogart Creek forcemain will convey wastewater west from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain interconnection on Prospect Street. The new Newmarket forcemain will be approximately 900 mm diameter Concrete Pressure Pipe (CPP) for about 4.3 km and 1050 mm diameter High Density Polyethylene (HDPE) for about 1.5 km. The new Bogart Creek forcemain will be approximately 550 mm diameter HDPE for 0.4 km.




Conveyance of wastewater via a new Newmarket forcemain and new Bogart Creek forcemain includes: Installation of approximately 4.3 km of 900 mm diameter CPP forcemains conveying flow

from the Newmarket Pumping Station south on Bayview Avenue, Prospect Street and west on Mulock Drive by open cut

Installation of approximately 0.25 km of 1,050 mm diameter HDPE forcemains for Davis Drive crossing and railway crossings by Jack and Bore construction methods

Installation of approximately 1.2 km of 1,050 mm diameter HDPE forcemains from south of Mulock Drive through the Bailey Ecological Park to the 1050 mm diameter existing Newmarket gravity sewer by HDD construction methods

Installation of 0.4 km of 550 mm diameter HDPE forcemains from the Bogart Creek Pumping Station to the new Newmarket forcemain by HDD construction methods

Valve chambers at a maximum spacing of 500 m


General servicing activities including traffic control, utility relocates and dewatering. Re-alignment and restoration of all major infrastructure (300 mm diameter watermain, 300 mm diameter sanitary sewer, 300 mm diameter storm sewer) and utilities such as gas, hydro, telephone and cable on Prospect Street for approximately 2.2 km from Davis Drive to Mulock Drive. Support of hydro-poles on Prospect Street for approximately 2.2 km from Davis Drive to Mulock Drive




Table 5.3 provides the Capital Cost Estimate for Route B. The average electrical consumption in 2031 is estimated at 5,850 kW peday. No additional labour costs are anticipated with the YDSS modifications. The estimated annual operation and maintenance cost is provided in Table 5.4. Table 5.3: Capital Cost Estimate for Route B

Item Cost

YDSS Modifications








Item Cost

Contingency


Total $66,480,000



Table 5.4: Annual Operation and Maintenance Cost Estimate for Route B

Item Cost


Operating $210,000



5.3 Alternative Route C

Alternative Route C includes a new Newmarket forcemain that parallels the existing Newmarket forcemain route for one fourth of its length, travels south on Prospect Street and Bayview Avenue and west on St.John’s Sideroad for three fourths of its length. For this alternative the new Newmarket forcemain is 7.1 km in length. The new Newmarket forcemain conveys wastewater south from the Newmarket Pumping Station on Bayview Parkway, Prospect Street and Bayview Avenue, and west on St.John’s Sideroad to the Aurora Pumping Station. As part of this alternative, a new Bogart Creek forcemain will convey wastewater west from Bogart Creek Pumping Station on Pearson Street to the new Newmarket forcemain interconnection on Prospect Street. The new Newmarket forcemain will be approximately 900 mm diameter Concrete Pressure Pipe (CPP) for about 6.8 km and 1,050 mm diameter High Density Polyethylene (HDPE) for about 0.3 km. The new Bogart Creek forcemain will be approximately 550 mm diameter HDPE for 0.4 km. Conveyance of wastewater via a new Newmarket forcemain and new Bogart Creek forcemain includes: Installation of approximately 6.8 km of 900 mm diameter CPP forcemains conveying flow

from the Newmarket Pumping Station to the Aurora Pumping Station by open cut




Installation of approximately 0.05 km of 1,050 mm diameter HDPE forcemains for the Davis Drive crossing by Jack and Bore construction method

Installation of approximately 0.25 km of 1,050 mm diameter HDPE forcemains for river crossings by HDD construction method

Installation of 0.4 km of 550 mm diameter HDPE forcemains from the Bogart Creek Pumping Station to the new Newmarket forcemain by HDD construction method

Valve chambers at a maximum spacing of 0.5 km


General servicing activities including traffic control, utility relocates and dewatering. Re-alignment and restoration of all major infrastructure (300 mm diameter watermain, 300 mm diameter sanitary sewer and 300 mm diameter storm sewer) and utilities such as gas, hydro, telephone and cable on Prospect Street for approximately 1.9 km from Queens Street to Mulock Drive. Support of hydro-poles on Prospect Street for approximately 1.9 km from Queens Street to Mulock Drive.




Table 5.5 provides the Capital Cost Estimate for Route C. The average electrical consumption in 2031 is estimated at 6,000 kWper day. No additional labour costs are anticipated with the YDSS modifications. The estimated annual operation and maintenance cost is provided in Table 5.6. Table 5.5: Capital Cost Estimate for Route C

Item Cost

YDSS Modifications





Contingency


Total $70,540,000




Item Cost



Table 5.6: Annual Operation and Maintenance Cost Estimate for Route C

Item Cost


Operating $220,000



Section 6.0 Cost Estimate Summary

Conceptual cost estimates have been prepared for each of the potential Water Reclamation Centre sites and the YDSS modifications alternatives. For each site or alternative, capital costs, operation and maintenance costs and 50-year Net Present Value have been calculated. The cost estimate prepared is a Level 4 Estimate, in accordance with the Minister-approved (as amended) UYSS EA Terms of Reference and is a planning level type estimate. This cost estimate has been carried out for the purposes of comparing the relative costs of the alternatives as part of the UYSS EA. They are high level planning estimates and are not intended to be used as a commitment to perform work for the costs indicated.

6.1 Alternative Methods Summary Cost – Water Reclamation Centre

The capital costs for the Water Reclamation Centre are summarized for the Water Reclamation Centre and the Water Reclamation Centre conveyance. The capital cost for the Water Reclamation Centre is comprised of: Water Reclamation Centre process plant

Water Reclamation Centre site preparation: earthworks specific to the site and foundations specific to the geotechnical conditions

Property cost




Reclaimed Water Transfer

Total Phosphorus Off-sets

Conveyance to and from the Water Reclamation Centre

The capital cost estimates are provided in Table 6.1, these costs are the sum of capital costs for the Water Reclamation Centre, Water Reclamation Centre conveyance and property purchase costs. The annual operation and maintenance costs are given in Table 6.2 and are the annual operation maintenance costs for the Water Reclamation Centre (including reclaimed water conveyance) and the Water Reclamation Centre conveyance. Table 6.3 presents the Total Net Present Value for the Water Reclamation Centre for each potential site comprised of the capital cost from Table 6.1 plus the 50-year net present worth calculated from the operating and maintenance costs (provided in Table 6.2) using a discount rate of 5 percent



Upper York Sewage Solutions EA Table 6.1: Water Reclamation Centre Capital Cost Estimate Water Reclamation Centre Site 24 Site 30 Site WH1 West Site WH1 East Site WH2Water Reclamation Centre

Process Plant (including General Conditions allowance)

$177,200,000 $177,200,000 $177,200,000 $177,200,000 $177,200,000

Earthworks $3,270,000 $10,460,000 $3,820,000 $11,410,000 $5,190,000Foundations $14,000,000 $0 $14,000,000 $0 $14,000,000Reclaimed Water Transfer $19,710,000 $19,710,000 $19,710,000 $19,710,000 $19,710,000Total Phosphorus Offsets $6,800,000 $6,800,000 $6,800,000 $6,800,000 $6,800,000

Subtotal Water Reclamation Centre Capital $220,980,000 $214,170,000 $221,530,000 $215,120,000 $222,900,000

Contingency 25% $55,250,000 $53,550,000 $55,380,000 $53,780,000 $55,720,000 Subtotal $276,230,000 $267,720,000 $276,910,000 $268,900,000 $278,620,000

Engineering, Legal, Admin. 25% $69,060,000 $66,930,000 $69,230,000 $67,220,000 $69,660,000

Subtotal $345,290,000 $334,650,000 $346,140,000 $336,120,000 $348,280,000

Water Reclamation Centre Conveyance Conveyance to Water Reclamation Centre $10,470,000 $44,230,000 $14,610,000 $45,630,000 $7,690,000 Outfall from Water Reclamation Centre $11,110,000 $27,700,000 $11,840,000 $27,750,000 $9,270,000 Reverse Osmosis Concentrate Line $30,210,000 $46,280,000 $33,000,000 $47,880,000 $29,430,000

Subtotal Conveyance Capital $51,790,000 $118,210,000 $59,450,000 $121,260,000 $46,390,000 Contingency 25% $12,950,000 $29,550,000 $14,860,000 $30,310,000 $11,600,000

Subtotal $64,740,000 $147,760,000 $74,300,000 $151,580,000 $57,990,000

Engineering, Legal, Admin. 25% $16,180,000 $36,940,000 $18,580,000 $37,900,000 $14,500,000 Subtotal $80,920,000 $184,700,000 $92,890,000 $189,470,000 $72,480,000

Other

Property Cost $5,660,000 $8,590,000 $5,120,000 $5,680,000 $5,970,000

Total Water Reclamation Centre Capital Cost $431,870,000 $527,940,000 $444,150,000 $531,270,000 $426,730,000



Upper York Sewage Solutions EA Table 6.2: Water Reclamation Centre Annual Operation and Maintenance Cost Estimate Site 24 Site 30 Site WH1 West Site WH1 East Site WH2Water Reclamation Centre Plant and Reclaimed Water Conveyance

Annual Operation & Maintenance $13,740,000 $13,740,000 $13,740,000 $13,740,000 $13,740,000

Water Reclamation Centre Conveyance Annual Operation & Maintenance $390,000 $670,000 $450,000 $650,000 $370,000

Total Annual Operation and Maintenance Cost $14,130,000 $14,410,000 $14,190,000 $14,390,000 $14,110,000

Table 6.3: Water Reclamation Centre Total Net Present Value Site 24 Site 30 Site WH1 West Site WH1 East Site WH2Water Reclamation Centre Plant and Reclaimed Water Conveyance

Capital and 50-Year Net Present Value operation and maintenance

$601,720,000 $594,020,000 $602,040,000 $592,580,000 $605,030,000

Water Reclamation Centre Conveyance

Capital and 50-Year Net Present Value operation and maintenance $87,990,000 $196,910,000 $101,130,000 $201,270,000 $79,160,000

Total Net Present Value $689,710,000 $790,930,000 $703,170,000 $793,850,000 $684,190,000




6.2 Alternative Methods Summary Cost – YDSS Modifications

The basis for the conceptual cost estimates for the YDSS modifications includes the alternative YDSS routes and modifications required to the Newmarket and Bogart Creek Pumping Stations. Table 6.4: YDSS Modifications Total Capital, Operation and Maintenance, and 50 Year

Net Present Value Cost Estimate

Route A Route B Route C

Capital Cost $82,060,000 $83,100,000 $88,180,000

Annual Operation & Maintenance $390,000 $420,000 $440,000

Total Capital and 50 year Net Present Value Operation and Maintenance Cost $89,230,000 $90,790,000 $96,200,000



APPENDICES

Appendix A Water Reclamation Centre Process Flow Diagrams

Appendix B

Water Reclamation Centre Conveyance Plan and Profile Drawings

Appendix C

YDSS Modifications Plan and Profile Drawings

050278 (98) York Region No. 74270



Appendix A

Water Reclamation Centre Process Flow Diagrams

050278 (98) York Region No. 74270

050278 (98) Page A-1 York Region No. 74270





Appendix B

Water Reclamation Centre Conveyance Plan and Profile Drawings

050278 (98) York Region No. 74270




Appendix B – Plan and Profile Drawings Plan and profile drawings are presented here for conveyance associated with each of the five short-listed sites. For each site a conveyance infrastructure drawing is included for: Wastewater conveyance from Queensville West PS to the Water Reclamation Centre

Discharge of treated effluent to the East Holland River via an outfall along Queensville Sideroad

Transfer of RO Concentrate from the Water Reclamation Centre to the Newmarket Pumping Station

The following figures are included in this appendix: Figure B.1 Site 24 – Queensville West PS to Water Reclamation Centre Sewer

Figure B.2 Site 24 – Water Reclamation Centre to Queensville Road Outfall

Figure B.3 Site 24 – RO Concentrate Forcemain from Water Reclamation Centre to Newmarket Pumping Station

Figure B.4 Site 30 – Queensville West PS to Water Reclamation Centre Sewer

Figure B.5 Site 30 – Water Reclamation Centre to Queensville Road Outfall

Figure B.6 Site 30 – RO Concentrate Forcemain from Water Reclamation Centre to Newmarket Pumping Station

Figure B.7 Site WH1 West – Queensville West PS to Water Reclamation CentreSewer

Figure B.8 Site WH1 West – Water Reclamation Centre to Queensville Road Outfall

Figure B.9 Site WH1 West – RO Concentrate Forcemain from Water Reclamation Centre to Newmarket Pumping Station

Figure B.10 Site WH1 East – Queensville West PS to Water Reclamation Centre sewer

Figure B.11 Site WH1 East – Water Reclamation Centre to Queensville Road Outfall

Figure B.12 Site WH1 East – RO Concentrate Forcemain from Water Reclamation Centre to Newmarket Pumping Station

Figure B.13 Site WH2 – Queensville West PS to Water Reclamation Centre Sewer

Figure B.14 Site WH2 – Water Reclamation Centre to Queensville Road Outfall

Figure B.15 Site WH2 – RO Concentrate Forcemain from Water Reclamation Centre to Newmarket Pumping Station

")

! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !


Site 24

$

$

$

A A'Concession Road 2


Queensville PS to Site 24

>

>

!

!

P P

P

Ground Surface

$

Quee

nsvill

e Side

road

Open Cut

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Road

Cros

sing

-50 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100

Distance (Metres)

Eleva

tion (

mAMS

L)

Source Reference:Basemapping: Produced by CRA underlicense from RegionalMunicipality of York, and Ontario Ministry of Natural Resources,Land Information Ontario (LIO), 2010. © Queen's Printer 2011

©2011 Conestoga-Rovers & Associates Ltd. All Rights Reserved. This document is protectedby copyright law and may not be used, reproduced or modified in any manner or for anypurpose except with the written permission of Conestoga-Rovers & Associates Ltd. ("CRA") ora party to which its copyright has been assigned. Conestoga-Rovers & Associates Ltd acceptsno responsibility, and denies any liability whatsoever, to any party that uses, reproduces,modifies, or relies on this document without Conestoga-Rovers & Associates Ltd. expresswritten consent.

0 100 200Metres

²

Cross Section! Road! Utility Crossing! Water Crossing

P Valve ChamberGround SurfaceProposed Route to QueensvilleWest Pumping Station

1:4,000

Map Document: 050278(INT020)GIS-WA003 February 01, 2013

Map Legend") Queensville West Pumping Station

Proposed Route to QueensvilleWest Pumping StationArea Suitable for Water Reclamation CentreUYSS Service AreaParcels

! ! Utility LineSuface Contour (mAMSL)River - IntermittentRiver - PermanentWaterbodyWetlands - Provincially Significant

222

220

218

224

226

228

230

A A'

Site 24Queensville WestPumping Station

riv67786

Typewritten Text

Figure B.1

riv67786

Typewritten Text

!

!

!

!

!

!!!!!!!!!!!!!!!!!!!!!!!!!

")

_̂


Site 24 $

$ $

B'

B


Conc

essio

n Roa

d 2

Yong

e Stre

etYo

nge S

treet

240

Site 24 to QueensvilleSideroad Outfall

Figure B.2>

>

>

>

!

!! !

!! PPPPPPPPPPPPPPPPPPPPPP

Ground Surface

$

Yong

e Stre

et

Utility

Cros

sing

Utility

Cros

sing

Water

Cros

sing

")

Yong

e Stre

et

Conc

essio

n Roa

d 2

Jack & BoreOpen Cut Open Cut

Holland River

-200 -100 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 2600 2700 2800 2900 3000 3100 3200

Distance (Metres)

Eleva

tion (

mAMS

L)



²

Cross Section! Road! Utility Crossing! Water CrossingP Manhole

Ground SurfaceProposed Route to Outfall

1:10,000

Map Document: 050278(INT020)GIS-WA004 February 01, 2013

Map Legend_̂ Proposed Outfall

") Queensville West Pumping StationProposed Route to OutfallArea Suitable for Water Reclamation CentreRegulated Floodplain120 metre buffer from Greenbelt NaturalHeritage SystemUYSS Service AreaParcels

! ! Utility LineSuface Contour (mAMSL)River - IntermittentRiver - PermanentWaterbodyWetlands - Provincially Significant

220

216

208

224

228

232

236 B' B

242

212

0 250 500Metres

204

240 Proposed Outfall Site 24

Newmarket SPS

Site 30

Site 24

A

A'

LESLIE STREET

2ND CONCESSION ROAD

GREEN LANE EAST

MOUNT ALBERT ROAD

DOANE ROAD

QUEENSVILLE SIDEROAD

VALL

EY TR

AIL

ROGERS ROAD

ALGONQUIN FOREST DRIVE

DOANE ROAD

260 240

220

280

280

280

240

280

260

260

280260

220

240

280

260

260

260

280

260

240

240

240

240

240

280

260

260

260

260

240

260

260

240

260

240

260

T. of Holland River East Branch


") Newmarket Pumping StationProposed Route - Option 1Area Suitable for Water Reclamation Centre120 metre buffer from GreenbeltNatural Heritage System120 meter buffer from ProvinciallySignificant WetlandUYSS Service AreaParcels

! Utility LineSuface Contour (masl)River - IntermittentRiver - PermanentGo RailWaterbodyWetlands

050278(INT020)GIS-WA002_Option1 February 01, 2013

>

>

>

>

>

>

!!

!!

! !

!

!

!

!

!

!!

!!

!

!

P

P

P

P

P

PP

P

P

P

")P

P

P

P

P

P

PP

P

P

P

P

Water

Cros

sing

Bridge

Doan

e Roa

d

Gree

n Lan

e

Roge

rs Ro

ad

Valle

y Trai

l

Hillcr

est D

rive

Moun

t Albe

rt Roa

d

2nd C

once

ssion

Roa

d

Quee

nsvill

e Side

road

Algon

quin

Fores

t Driv

e

Water

Cros

sing

Water

Cros

sing

Water

Cros

sing

Water

Cros

sing

Jack & Bore Support on BridgeOpen CutOpen CutOpen Cut

Air R

elief

Air R

elief

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Valve

Cha

mber

Rail C

rossin

g

Rail C

rossin

g

-1000 0 1000 2000 3000 4000 5000 6000 7000 8000

Distance (Metres)

Eleva

tion (

mAMS

L)



²

200

240

280

Cross-Section Legend! Road! Water Crossing! Go RailP Valve Chamber

Ground SurfaceProposed Route to NewmarketPumping Station

Site 24 to Newmarket PS

0 500 1,000Metres

NewmarketPumping Station

Site 24

1:30,000

Ground Surface$

A A'

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

Figure B.3

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

Map Legend

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

riv67786

Typewritten Text

rpt098-alternative methods of carrying out the undertaking ... · biosolids management would...

Documents