October 2013 FINAL Hall/Planning-and-Development/Engineering... · SHEET NO. UPDATES 5 OF 8 Added...

October 2013 FINAL Volume 1 of 2

WASTEWATER COLLECTION

MASTER PLAN

FINAL

Submitted to: The City of Barrie

Submitted by: AMEC Environment & Infrastructure

3215 North Service Road Burlington, ON L7N 3G2

Tel: 905-335-2353 Fax: 905-335-1414

October 2013

Project No. TP110135

CITY OF BARRIE WASTEWATER REPORT UPDATE

APPENDIX

PAGE/SHEET NO. UPDATES

Appendix B Added a figure to show locations of proposed flow monitoring station (see page 95, 96)

Appendix C Costing Sheet updated

REPORT PAGE NO. UPDATES

Page i to v Table of Contents updated List of Tables and Figures updated

Page vi Executive Summary first paragraph updated

Page vii Costing Table i updated

Page 29 Figure 2.2 updated

Page 43, 44 Updated table names

Page 52, 53 One paragraph added in Section 4.3 (just before Section 4.4)

Page 54 Updated: “145 MLD for the Planning Year 2011”

Page 62 Updated table Titles

Page 64 Updated one paragraph in Section 6.3.4.3.

Page 70 Added description of “VFD”

Page 85, 86 Updated Salem and Hewitt’s Titles Updated Table names

Page 87 Updated Salem and Hewitt’s Titles Updated the first paragraph

Page 91 Updated Salem and Hewitt’s Titles

Page 92 Updated Table numbers

Page 93, 94 Updated Table numbers and Titles Updated E4A number to 6951

Page 95, 96 Added Section 8.3.2 (also added a figure in Appendix B)

Page 97, 98 Updated Table numbers Updated costing sheets and EA schedules

Page 101 Updated Table numbers in text

CITY OF BARRIE WASTEWATER DRAWINGS UPDATE

EXISTING CITY

SHEET NO. UPDATES

5 OF 8

Added Surcharging Conduits and Project No. label “Project 23402 Twinning 350mm Sewer”. Corrected Project No. label for Pumping Station No.4

ANNEXATION AREAS SHEET NO. UPDATES

1 OF 6

Legend updated to distinguish difference between before and after connections for Proposed Sanitary Sewers and Existing Sanitary Sewers.

3 OF 6

Title block updated from “Final Draft” to “Draft Final” to be consistent with other drawings. Updated Hewitt’s sanitary extension pipe, displayed graphically correct. Removed double label for Forcemain (Project 22303)

5 OF 6

Removed double label for East Pumping Station. Updated Hewitt’s (east) sanitary extension pipe, displayed graphically correct.

AMEC Environment & Infrastructure A division of AMEC Americas Limited 3215 North Service Road Burlington, Ontario Canada L7N 3G2 Tel (905) 335-2353 Fax (905) 335-1414

October 24, 2013 Our File: TP110135 City of Barrie Engineering Department 70 Collier Street, Box 400 Barrie, ON L4M 4T5 ATTENTION: Mr. Wayne Bando, P. Eng. Dear Sir: RE: City of Barrie Secondary Plan and Master Plans Intensification and Annexed Lands Wastewater Collection Master Plan AMEC is pleased to submit the Wastewater Collection Master Plan. The Master Plan has been prepared in accordance with the Municipal Class EA process, Phases 1 and 2. Should you have any questions or comments, please contact the undersigned. Yours very truly, AMEC ENVIRONMENT & INFRASTRUCTURE, a division of AMEC Americas Limited Per: Paul D. Smeltzer, P. Eng.

Principal Consultant PDS/kf Enclos.

Wastewater Collection Master Plan City of Barrie October 2013 Final

Project Number: TP110135 Page i

TABLE OF CONTENTS

PAGE

EXECUTIVE SUMMARY .......................................................................................................... VI

1.0 PURPOSE AND BACKGROUND ................................................................................... 1

1.1 Introduction .......................................................................................................... 1

1.2 Study Purpose ..................................................................................................... 2

1.3 Problem or Opportunity ........................................................................................ 3

1.4 Scope and Deliverables ....................................................................................... 5

1.5 Study Team ......................................................................................................... 6

1.6 Study Area ........................................................................................................... 7

1.7 Existing Policies ................................................................................................. 11

1.7.1 City of Barrie – Sanitary Sewage Collection Systems Policies and Design Guidelines .............................................................................. 11

1.7.2 Ministry of the Environment (MOE) Design Guidelines for Sewage Works 2008 ....................................................................................... 13

1.7.3 Review of Alternative Innovative Green Solutions (LSPP) ................. 13

2.0 PROJECT ENVIRONMENT .......................................................................................... 15

2.1 Physical Environment ........................................................................................ 15

2.1.1 Natural Heritage................................................................................. 15

2.1.2 Archaeological Environment .............................................................. 18

2.1.3 Aboriginal Engagement Program ....................................................... 21

2.1.4 Cultural Heritage Landscapes & Built Heritage Resources ................ 22

2.1.5 Wastewater Collection and Lift Station System .................................. 23

2.1.6 Water Pollution Control Centre Low Lift Pumping Station .................. 27

2.1.7 Flow Monitoring Program ................................................................... 28

2.2 Phosphorus Loadings/Watershed Strategy ........................................................ 31

2.3 Current Water Conservation Practices ............................................................... 31

2.4 Social Environment ............................................................................................ 32

2.4.1 Land Use ........................................................................................... 32

2.4.2 Public Safety ...................................................................................... 34

2.5 Economic Environment ...................................................................................... 34

2.5.1 Sewer Operating and Maintenance Costs .......................................... 34

2.5.2 Construction Costs ............................................................................ 35

2.5.3 Long Range Financial Plan (LRFP).................................................... 35

3.0 EXISTING SYSTEM ANALYSIS ................................................................................... 36

3.1 Modeling Software (PCSWMM) ......................................................................... 36

3.2 System Flows .................................................................................................... 36

3.3 Model Update Development to Level 3 Flow Criteria .......................................... 37


Project Number: TP110135 Page ii

3.3.1 Sewersheds ....................................................................................... 37

3.3.2 Flow Assignments to Manholes ......................................................... 37

3.3.3 Land Use Zoning and Look-up Table ................................................. 38

3.4 Calculation of Year 2051 Wastewater Flow Sanitary Component ....................... 40

3.5 Calculation of Year 2011 and 2031 Wastewater Flow Sanitary Component ....... 44

3.5.1 Infill/Intensification Growth Factor ...................................................... 44

3.5.2 Calculation of Year 2011 and 2031 Wastewater Flow Sanitary Component ........................................................................................ 44

3.6 Inflow and Infiltration Flow Calculation ............................................................... 45

3.7 Adjustments of Equivalent Population and Sanitary Flow ................................... 45

3.7.1 System Wide Adjustments ................................................................. 45

3.7.2 Individual Adjustments ....................................................................... 46

3.7.3 Summary of Sanitary Flow Adjustments ............................................ 48

3.8 Adjustment for Inflow and Infiltration Flow .......................................................... 48

4.0 SEWER AND LIFT STATION CAPACITY ANALYSIS .................................................. 50

4.1 Model Updates ................................................................................................... 50

4.2 Flow Input for PCSWMM Model ......................................................................... 51

4.3 Pre-2010 City Boundary Wastewater Collection Analysis ................................... 51

4.4 Pre-2010 City Boundary Year Models After the Proposed Works ....................... 52

4.5 Monitoring Programs .......................................................................................... 52

4.5.1 Mapleview West Sewer Trunk Flow Monitoring .................................. 52

4.6 Existing Model Calibration .................................................................................. 53

5.0 UPDATED MODEL VALIDATION ................................................................................. 54

5.1 Methodology ...................................................................................................... 54

5.2 Wet Weather Flow Components ........................................................................ 54

5.3 Long Term Trends ............................................................................................. 54

5.4 Infill and Intensification Impact on Existing Trunk System .................................. 55

6.0 DEVELOPMENT AND EVALUATION OF ALTERNATIVE LAND USE OPTIONS ....... 57

6.1 Problem/Opportunity Definition .......................................................................... 57

6.1.1 Infill/Intensification Flow Generation................................................... 57

6.1.2 Trunk Sewer Residual Capacity ......................................................... 57

6.1.3 Pumping Station Residual Capacity ................................................... 58

6.2 Identification of Alternative Land Use Options .................................................... 59

6.3 Assessment of Alternative Land Use Options .................................................... 61

6.3.1 Population Distribution through Traffic Zones .................................... 61

6.3.2 Annexed Areas Base Sewage Generation Rates ............................... 61

6.3.3 Available Wastewater Outlets to Existing System .............................. 62

6.3.4 Wastewater Collection System Expansion ......................................... 62


Project Number: TP110135 Page iii

6.3.5 Modeling Results ............................................................................... 64

6.4 Hydraulic Impacts on Existing City Wastewater Collection Systems................... 69

6.5 Impact on Pumping Stations .............................................................................. 70

6.5.1 Existing Pumping Stations PS3 .......................................................... 70

6.5.2 Existing Pumping Station PS5 ........................................................... 70

6.5.3 Pumping Stations in the Annexed Areas ............................................ 70

6.6 Engineer’s Estimate of Probable Costs .............................................................. 70

6.7 Preferred Alternative Land Use Option ............................................................... 72

7.0 PREFERRED SERVICING ALTERNATIVES AND ASSESSMENT .............................. 73

7.1 Wastewater Collection Servicing in the Salem Neighborhood ............................ 73

7.2 Wastewater Collection Servicing in the Hewitt’s Neighborhood .......................... 73

7.3 Evaluation Criteria and Weighting ...................................................................... 74

7.4 Evaluation of Alternatives ................................................................................... 76

7.5 Selection of Servicing Alternative ....................................................................... 81

8.0 ANALYSIS OF THE PREFERRED OPTION ................................................................. 82

8.1 Wastewater Servicing Plan Update for Preferred Land Use Option .................... 82

8.1.1 Sewer Design Criteria Update ............................................................ 82

8.1.2 Flow Calculation Method Update ....................................................... 82

8.1.3 Sewersheds Update .......................................................................... 84

8.1.4 Connection Points Update ................................................................. 84

8.2 Location and Staging of Works for Preferred Land Use Alternative .................... 87

8.3 Modeled Flow .................................................................................................... 91

8.3.1 Combined Impact of Infill/Intensification and Annexation ................... 95

8.3.2 Flow Monitoring Program ................................................................... 95

8.4 Environmental Mitigation .................................................................................... 95

8.5 Municipal Class EA Proponent ........................................................................... 96

8.6 Land Requirements ............................................................................................ 96

8.7 Approval Requirements...................................................................................... 98

8.8 Financial Impact ................................................................................................. 98

8.9 Development Charge Implementation .............................................................. 100

8.10 Policy and Design Guidelines Update .............................................................. 100

9.0 MASTER PLAN SUMMARY AND RECOMMENDATIONS ......................................... 101

9.1 Summary ......................................................................................................... 101

9.2 Recommendations ........................................................................................... 102


Project Number: TP110135 Page iv

LIST OF APPENDICES

Appendix A – Calculation Sheets Appendix B – Drawings Appendix C – Cost Estimate for the Proposed Wastewater Servicing Appendix D – PCSWMM Models (program) Appendix E – Consultation Master Plan Report (Under Separate Cover) Appendix F – Shapefiles Appendix G – Cultural Heritage Landscapes & Built Heritage Resources

Appendix H – Stage 1 Archaeological Resource Assessment for the Annexed Lands

LIST OF FIGURES

Figure 1.1 – Class EA Process Diagram Figure 1.2 – City of Barrie Existing and Expanded Boundary Areas as of January 2010 Figure 1.3 – Intensification Areas – City of Barrie Official Plan – 01/10 Figure 1.4 – Annexed Area Location Plan Figure 2.1 – City of Barrie Wastewater Collection System Figure 2.2 – Wastewater Collection System before WPCC Headworks Figure 2.3 – 2008 Flow Monitoring Locations Figure 5.1 – City of Barrie Historical Wastewater Flow Rates


Project Number: TP110135 Page v

LIST OF TABLES

Table i – Summary of Proposed Wastewater Collection Projects Table 1.1 – Comparison of Design Flow Criteria Table 2.1 – Summary of Sub-Sewersheds Table 2.2 – Major Sewage Pumping Station Information Table 3.1 – Land use Zoning Table 3.2 – Comparison of Wastewater Flow Calculation Methods Table 3.3 – Adopted Sanitary Flow Calculation Method Table 3.4 – Calculated Equivalent Population Density (for Pre-2011 City Boundary) Table 3.5 – Growth Projection of Pre-2010 Boundary Table 3.6 – Pre-2010 City Boundary Growth Factor Table 3.7 – Pipe Split Summary Table 3.8 – Summary of Sanitary Flow Adjustments Table 3.9 – Summary of I/I Flow Adjustments Table 4.1A – Pre-2010 City Boundary Sewer Potential Flooding (Planning Year 2011) Table 4.1B – Pre-2010 City Boundary Other Recommended Project (Planning Year 2011) Table 4.2 – Mapleview West Sewer Trunk Flow Data Table 4.3 – Mapleview West Sewer Modeled Flow Adjustment Table 6.1 – Projection of City Barrie Growth to 2051 Table 6.2 – Summary of Identified Outlets Connection Points to Service Annexed Lands Table 6.3 – Model Sub-Sewersheds by Land use Option Table 6.4 – Sewer Alternative Combinations Table 6.5 – Annexation Lands Wastewater Flow Generation Summary Table 6.6 – Annexation Lands Wastewater Flow Generation Summary - Option 1 Table 6.7 – Annexation Lands Wastewater Flow Generation Summary - Option 2 Table 6.8 – Annexation Lands Wastewater Flow Generation Summary - Option 3 Table 6.9 – Existing Barrie South WWCS: Capacity Deficiencies Created With Sewer

Alternative W1 Table 6.10 – Existing Barrie South WWCS: Capacity Deficiencies Created With Sewer

Alternative W2 Table 6.11 – Engineers Estimate of Probable Costs Table 7.1 – Evaluation Criteria Table 7.2 – Evaluation Matrix Table 8.1 – Annexation Lands Land use and Total Equivalent Population Table 8.2A – Summary of Available Outlets Connection Points-Salem Land Table 8.2B – Summary of Available Outlets Connection Points-Hewitt’s Land Table 8.3A – Salem Land Development Summary by Phasing Table 8.3B – Hewitt’s Land Development Summary by Phasing Table 8.4 – Modeled Flows to Connection Points Table 8.5 – Modeled Flows Summary Table 8.6 – Connection Points and Tributary Overview (2051)

Table 8.7 – Connection Points and Tributary Overview (2031) Table 8.8 – Pre-2010 City Boundary Sanitary Sewer Potential Flooding (2031) Table 8.9 – Summary of Proposed Wastewater Collection Projects


Project Number: TP110135 Page vi

EXECUTIVE SUMMARY

The City of Barrie identified a need for a Wastewater Collection Master Plan and Class EA for

the Annexed Area, Greenfield and Intensification Areas within the pre-2010 City boundary. The

Master Plan identifies and evaluates the wastewater collection requirements of the Study Area

for the Planning Period of 2011 to 2031, the Planning Period of 2031 to 2051 and Out To

Boundary (OTB) as well as for the expansion of the wastewater collection system for

implementation by the City of Barrie.

The Master Plan has been developed in accordance with the Master Plan Approach of the

Municipal Class Environmental Assessment (Class EA), June 2000 as amended 2011. The first

two phases of the Municipal Class EA process, Problem Identification and Alternative Solutions

have been completed. Comprehensive stakeholder and agency consultation provided input to

the Study Team to produce a comprehensive Wastewater Collection Master Plan.

The Master Plan examines the phased wastewater collection system requirements of the Study

Area for the Secondary Planning Period 2011 to 2031 and the Planning Period 2031 to 2051.

Wastewater Collection system improvement requirements and associated costs are

summarized in Table i.


Project Number: TP110135 Page vii

The projects identified through the Master Plan process include Class EA Schedule A, A+, B or

C projects. Based on the Master Plan process, the completion of the Class EA results in

Schedule A, A+ and B being approved.

Table i. City of Barrie Wastewater Collection System

Cost Estimate

Description Estimated Cost

Upgrade of Holly Pumping Station (including wet well, connection, pumps, controls, lands and etc.) to rated capacity of 200 L/s

$1,716,000

Twinning Holly Pumping Station 1940 meters 350mm forcemain for Project 21101-a

$1,433,000

1220 meters 525 mm and 3050 meters 600mm McKay Road trunk $18,808,000

1430 meters 750 mm Huronia trunk north of McKay Road $3,547,000

1050 meters 525 mm Hewitt’s trunk Extension to Phase 1 and 3 boundary $5,836,000

550 meters 825 mm Hewitt’s trunk within pre-2010 City boundary $1,799,000

Pre-2010 City boundary: Decommissioning Pumping Station No.3 $137,000

Pre-2010 City boundary: After decommissioning PS3, construction of 1140 meters 1050mm trunk to connect SAP 08023 (previous pumping station inlet manhole) and SAP21038

$11,693,000

Pre-2010 City boundary: Twinning 1080 meters 250 mm sewer on Bishop Dr. and Patterson Road

$437,000

Sub-Total $45,749,000

A new pumping station (100L/s) at south end of the west annexed lands First Phase (Pumping station and one on-duty, one standby pump, each rated at 50 L/s)

$1,374,000

180 meters 250 mm twin forcemain for Project 21301 $261,000

580 meters 450 mm Hewitt’s trunk Extension south of Phase 1 and 3 boundary $747,000

A new pumping station (80 L/s) at east end of the east annexed lands: First Phase (Pumping station and one on-duty, one standby pump, each rated at 40 L/s)

$1,320,000

730 meters 250 mm twin forcemain for Project 22302 $1,058,000

Sub-Total $4,760,000

640 meters 450 mm trunk on Huronia Road from new city southern boundary to McKay Road for future flow

$1,695,000

Phase 2 of Project 21301: Adding one on-duty pump rated at 50 L/s

$232,000

Phase 2 of Project 21401: Adding one on-duty pump rated at 40 L/s

$205,000

Pre-2010 City boundary: Decommissioning Pumping Station No.4 $137,000

Pre-2010 City boundary: Twinning 160 meters 300 mm sewer on Morrow Road $101,000


TOTAL $52,880,000


Project Number: TP110135 Page 1

1.0 PURPOSE AND BACKGROUND 1.1 Introduction The City of Barrie initiated an Official Plan Amendment and Secondary Plan for the Annexed Area, south of the pre-2010 City boundary that became part of the City of Barrie effective January 1, 2010. The Barrie-Innisfil Boundary Adjustment Act, 2009 (Bill 196) extended the southern boundary of Barrie to include 2,293 hectares (approximately 5,700 acres) of land previously in the Town of Innisfil. Based on the Growth Plan for the Greater Golden Horseshoe, 2006 and the Simcoe Area: A Strategic Vision for Growth (June 2009), the population and employment opportunities forecast for Barrie in 2031 are 210,000 and 101,000, respectively. AMEC Environment & Infrastructure was retained as part of a multi-disciplined team to complete the Wastewater Collection Master Plan and Class EA for the Annexed Area and Intensification Areas within the pre-2010 City boundary. The Master Plan identified and evaluated the wastewater collection requirements of the Study Area for the Planning Period of 2011 to 2031 and the Planning Period of 2031 to 2051, and fulfills the requirements of Phases 1 and 2 of the Municipal Class EA process and the Lake Simcoe Protection Plan. Related Planning Studies and Infrastructure Master Plans have been prepared to guide the overall requirements for the provision and integration of municipal infrastructure services to support the proposed growth alternatives in the Secondary Plan(s). The Infrastructure Master Plans cover infill and intensification within the pre-2010 City boundary and Greenfield development within the Annexed Area. These coordinated Planning Studies and Infrastructure Master Plans have been prepared in accordance with both the Planning Act and the Municipal Class Environmental Assessment process. The Infrastructure Master Plans recommend a series of new infrastructure, upgrades and treatment improvements to be prioritized and implemented over the Secondary Planning Period 2011 to 2031 and 2031 to 2051. The Wastewater Collection Master Plan Study identifies a list of recommended projects (expansion / upgrades to existing and construction of new infrastructure) necessary to meet the growing demands on the system. Each recommended project identified has been categorized as a Schedule A, A+, B or C activity in accordance with Municipal Class EA process. The following documents have been reviewed while preparing the Wastewater Collection Master Plan:

• City of Barrie Official Plan, June 2009 • Places to Grow Act, 2005 • Provincial Policy Statement, 2005 • Barrie South Sanitary Master Plan, 2009 (BSSMP) • City of Barrie Intensification Study, April 2009 • Ministry of the Environment Design Guidelines For Sewage Works, 2008 • City of Barrie Sanitary Sewage Collection System Design Guidelines, Dec. 1983



• City of Barrie Sanitary Sewage Collection System Policies and Design Guidelines, 2012 • Existing Barrie South Area Sanitary Systems Models • Existing Barrie North Area Sanitary Systems Models • Existing Barrie Industrial Area Sanitary Systems Models • City of Barrie Infrastructure Engineering Drawings • Province of Ontario Places to Grow, 2005 • The Lakes Simcoe and Couchiching - Black River SPA Part 1 Proposed Assessment

Report, January 2010 • Lake Simcoe Protection Plan, July 2009 • Soils Map of Simcoe County, Soil Survey Report No. 29, 1959 • Water Use Reduction Strategy • City of Barrie Holly Sewage Pumping Station Design and Existing Condition Review

Assessment Report, 2010 • All other information and communications with the City

As part of the Wastewater Collection Master Plan, AMEC has provided the following:

• A review of the proposed intensification within the settlement area and proposed greenfield land use in the Annexed Area;

• Schematic servicing concepts for the three (3) draft Secondary Planning alternatives; • Capital/maintenance/operating costs for all infrastructures proposed in a form that can

be entered into the City’s Long Range Financial Planning (LRFP) model by City Staff. All capital/maintenance/operating and replacement cost analysis has been conducted on the Wastewater Collection model and the results have been included in the Master Plan.

• An analysis of the projected capital and life cycle costs in the LRFP; • Results of the projected capital and life cycle costs analysis; and, • A Municipal Class EA Phase 1 and 2 Document including recommendations for the

Preferred Alternative Solution. The existing software for the wastewater collection system (PCSWMM) has been expanded in order to assess and calculate wastewater flows from existing and proposed development in the Intensification and Development nodes that occurs in that portion of the Annexed Area for the planning period 2011 to 2031 and planning period 2031 to 2051. 1.2 Study Purpose Master Plans are long range plans which integrate infrastructure requirements for existing and future land use with Environmental Assessment planning principles. The Master Plan provides the framework for future project studies, works and developments benefitting the overall system. The works are distributed geographically throughout the Study Area and implemented over an extended period of time. Master Plan studies conclude with a set of preferred alternatives and, therefore, by their nature, limit the scope of alternatives that are considered at the implementation stage.



The purpose of the Wastewater Collection Master Plan is as follows:

1. Establish remaining excess capacity in the existing Barrie wastewater collection system and identify system improvements required to meet future demands;

2. Identify and evaluate the phased wastewater collection system requirements of the Study Area for the Secondary Planning Period 2011 – 2031 as well as the Build-out Period 2031 to 2051. Provide servicing alternatives for the draft secondary planning alternatives;

3. Finalize the preliminary wastewater collection system concept for the preferred Secondary Plan alternative;

4. Address the requirements of Phase 1 and 2 of the Municipal Class EA process and the Lake Simcoe Protection Plan process for the expansion of the wastewater collection system to service infill and intensification within the pre-2010 City boundary and Greenfield development within the Annexed Area; and

5. Coordinate all public consultation with the Secondary Planning process. The work undertaken in the preparation of the Master Plan recognizes the Planning and Design Process of the Municipal Class EA and incorporates key principles of successful Environmental Assessment planning. Public, First Nations and Agency consultation were included during key stages of the Study Process, specifically, at the initiation of the Master Plan Study so that the scope and purpose of the Study was understood, and at the selection of the preferred set of alternatives. This Master Plan Study follows Approach #2 identified in Appendix 4 of the Municipal Class EA where the level of investigation, consultation and documentation are sufficient to fulfill the requirements for Schedule A, A+ and B projects. Schedule C projects will have to fulfill Phases 3 and 4 prior to filing an ESR(s) for public review. 1.3 Problem or Opportunity The annexation of 2,293 hectares of land into the City of Barrie through The Barrie-Innisfil Boundary Adjustment Act, 2009 (Bill 196) and Provincial legislative policies including the Growth Plan for the Greater Golden Horseshoe, 2006 and the Simcoe Area: A Strategic Vision for Growth (June 2009), are forecasted to result in population and employment growth opportunities for Barrie in 2031 of 210,000 and 101,000, respectively. The expected growth, combined with legislated intensification targets will place heavy additional demands on the City’s existing municipal infrastructure, thereby potentially reducing the efficiency, effectiveness, safety and security of the system. To facilitate this growth, servicing needs must be quantified and system upgrades / expansion carefully planned for in terms of development (design and public consultation), implementation (timing and phasing) and economics (capital allocation and recovery).



Figure 1.1 Class EA Process Diagram



The following problem / opportunity statement is provided to guide the Municipal Class EA for future long-term water storage and distribution servicing needs: To ensure the City of Barrie long-term wastewater servicing needs are met to 2031 and beyond, with consideration of projected future demands resulting from Provincially mandated intensification nodes within the pre-2010 City boundary and, ultimate development within the recently Annexed Area, that are safe; well-managed; in accordance with governing policies related to sustainability, protection and preservation of natural heritage and environment; delivered in a fiscally responsible manner; in full compliance with the applicable legislation, regulations and guidelines and; integrated with the City’s other infrastructure, planning and growth management responsibilities. 1.4 Scope and Deliverables The Master Plan includes an evaluation of all existing trunk sewers, 250 mm diameter and larger, for capacity to convey additional flows to be generated through future development of remaining undeveloped lands and intensification within the existing urban boundary and, development of annexed lands (included in the Secondary Plan Study Area). An evaluation of the phased wastewater collection system requirements for the Study Area for the Secondary Planning Period 2011 to 2031, as well as the out to boundary (OTB), identified as the year 2051 has been conducted. Preliminary servicing alternatives for the draft land use alternatives as well as the Preferred Option have been provided. The analysis of the existing sanitary system and development of future sanitary flows based on land use was conducted utilizing the calibrated PCSWMM Hydraulic Model that incorporates all sanitary sewers 250 mm in diameter and larger. The current PCSWMM model was expanded to include Intensification nodes and corridors identified within the pre-2010 City boundary and Greenfield development areas in the annexed land. Future flows were calculated using future land use alternatives from the draft Secondary Planning Process. Level 2 flows were updated to Level 3 population based estimates and modeled for the three (3) draft as well as the final preferred Secondary Plan growth alternatives for Intensification Areas and Greenfield development in the pre-2010 City boundary and Annexed Area. The key deliverables related to the PCSWMM modeling include:

• Theoretical results (peak flows) from the Level 3 analysis for available sewer flow data. Three models currently exist and each model has been reviewed for errors in pipe slope, elevations, sizes, connectivity, etc.;

• Verified theoretical results from the PCSWMM Sanitary Model to the actual dry weather flow data. Verification was limited to comparing flow results with recorded SCADA WPCC flows;

• Updated sewage sub-catchment area boundaries; • Calculated Level 3 flows for the existing and future land use condition for each sewer

catchment area; • Comparison of residential per capita flows and ICI design generation rates against

current design flows in City of Barrie Sanitary Design Policies;



• Revision of residential per capita flows and ICI design generation rates where appropriate (based on existing available flow data);

• Generation of future sanitary sewer flows for proposed Intensification Areas and Greenfield development;

• Analyze Level 3 sewer flows to identify which of the existing modeled sewers have capacity constraints and which of the modeled sewers have spare capacity;

• Develop catchment area maps and design calculations for the sizing of new trunk sewers and new or enlarged sewage pumping stations;

• Develop time of flow calculations for sanitary sewage flows originating in the annexed area to reach the WPCC;

• Develop plans showing the location of improvements required, including size, length and cost estimates for proposed works;

• Complete Capital/operating/maintenance/replacement cost information; • Project capital and life cycle costs are included in the Long Range Financial Plan; and • Prepare a Final Report which reflects input from the City, agencies and the public.

1.5 Study Team The Prime Consultant for the overall City of Barrie Secondary Plan and Master Plans – Intensification and Annexed Lands Study, is Macaulay Shiomi Howson Ltd. – Liz Howson, Principal. AMEC Environment & Infrastructure is the lead for the overall Water/Wastewater Servicing Class EA (Phases 1 and 2) as well as the Wastewater Collection Master Plan and the Water Storage & Distribution Master Plan. The AMEC project team for the Wastewater Collection component includes the following key members:

• Paul Smeltzer, Project Manager, AMEC • Allan Newell, Class EA Coordinator, AMEC • Danny Stone, Class EA Planner, AMEC • David Shen, Infrastructure Modeling, AMEC

In addition to the above, AMEC will utilize various support staff to ensure the Study is completed to the highest standards. The City of Barrie Study Team for the Wastewater Collection component includes the following key members:

• Wayne Bando, P. Eng., Infrastructure Planning Engineer Study Lead • Stew Patterson, P. Eng., Manager of Infrastructure Planning • Lorran Cooney, CET, Senior Infrastructure Planning Technologist • Ralph Scheunemann, P. Eng., Senior Infrastructure Planning Engineer



1.6 Study Area The Province has taken steps to help ensure that the City of Barrie fulfils its role as an anchor urban node in Central Ontario by adjusting the Municipal Boundary and adding lands to the City. Bill 196, the Barrie-Innisfil Boundary Adjustment Act, was introduced in June 2009, received Royal Assent in December 2009 and has been in effect since January 1, 2010. The legislation extended the southern boundary of Barrie to include 2,293 hectares, or approximately 5,700 acres, of land previously in the Town of Innisfil. The area of the expanded City is approximately 100 km2 (10,000ha). Figure 1.2 illustrates the pre-2010 City boundary (black solid line) and the Annexed Area (red dashed line).



Figure 1.2 Pre-2010 City Boundary and Annexed Area



The study applies to the lands within the City of Barrie boundary on January 1, 2010 and the trunk collection system required to convey the wastewater from Intensification nodes & corridors, Greenfield areas within the pre-2010 City boundary and the Annexed Area to the Water Pollution Control Centre. The Study Area can be sub-divided into 3 sections and is generally defined as follows. Intensification Area – This area includes the designated intensification areas within the pre-2010 City boundaries. As shown on Figure 1.3, these areas include the Urban Growth Centre and Primary and Secondary Nodes located along main corridors.

Figure 1.3 Intensification Areas – City of Barrie Official Plan – 01/10



Annexed Lands – The Annexed Area is located south of the pre-2010 City boundary and within the former Town of Innisfil. Lovers Creek bisects the areas into west and east sections. Figure 1.4 provides a general plan of the Annexed Areas.

Figure 1.4 Annexed Area Location Plan



1.7 Existing Policies 1.7.1 City of Barrie – Sanitary Sewage Collection Systems Policies and Design

Guidelines The City of Barrie Sanitary Sewage Collection Systems Policies and Design Guidelines were updated by AECOM Ltd. in September 2012. The relevant policies included in the September 2012 document are as follows:

• It is the policy of the City of Barrie to provide, operate, and maintain, a system of sanitary sewage collection works of sufficient depth and capacity to accommodate urban sanitary sewage, to standards consistent with current engineering practice such that the system will function both effectively and efficiently.

• The system will eventually service the entire land area identified in the Official Plan and approved by the City. Expansions to the existing serviced area will progress logically from the extremities of the existing system toward the City boundary.

• Appropriate cost sharing arrangements for system oversizing and expansion will be undertaken when necessary.

• The City will endeavor to enhance the public health by providing sanitary sewage collection works where and when feasible and appropriate.

• The City will, in general, give preference to new urban development within the City that can be readily serviced by a municipal sanitary sewage collection system.

• The sanitary sewage collection system will be designed, constructed and operated with a view toward achieving the least overall cost to the municipal taxpayers.

• The current City of Barrie Sanitary Sewage Collection System Design Guidelines outline the minimum acceptable sanitary servicing levels and were developed to assist developers, consulting engineers and other designers in designing sanitary sewage collection works that will meet the requirements of the City of Barrie.

Section 3: Hydraulic Design of the Design Guidelines outlines three distinct methods for determining the design flow:

• Level 1 Flows based on land use designation only; • Level 2 Flows based on general zoning, either proposed or in effect; and • Level 3 Flows based on development details including proposed uses on individual lots.

Design flows are illustrated in Table 1.1 below. It is noted that flow calculation methods have been modified based on information provided in Table 1.1 and are listed in Section 3.3 of this Master Plan.



Table 1.1. Comparison of Design Flow Criteria

City of Barrie Sanitary Sewage System Design Guidelines

(December 1983) City of Barrie Sanitary Sewage

System Design Guidelines ( 2012) MOE Guidelines for the Design of Sanitary Sewage Systems (2008)

Average Daily Design Flow (excluding extraneous flows)

Residential: 225 L/day/person with Harmon Peak Factor: 2 ≤ PF ≤ 4

Commercial and Institutional: 15 m3/day/ha (or as per current MOE guidelines) with PF = 3.5

Industrial: 25-75 m3/day/h (Avg. 50 m3/day/h) with PF 2 ≤PF≤ 4 (3.2 for light industrial < 40 Ha. in size)

Residential: 225 L/day/person with Harmon Peak Factor: 2 ≤ PF ≤ 4

Commercial and Institutional: 28 m3/day/ha (or as per current MOE guidelines) with PF=2.0

Industrial: 35 m3/day/h with 2 ≤ PF ≤ 4

Residential: 225 to 450 L/day/person with Harmon or Babitt Formula Peak Factors (> 2.0)

Commercial and Institutional: flows vary with type of use 28 m3/ha/day minimum with PF equivalent to water use PF

Industrial: Not provided

Average Extraneous (i.e. Inflow and Infiltration) Flow Rates

45 L/day/mm(dia)/km when all mains, laterals and house connections are included in total length of sewer

80 L/day/mm(dia)/km when accounting for sewer mains only

PF = 2.25

0.1 L/ha.s Not provided

Note: Sanitary sewers are to be designed to flow at less than full under peak flow conditions. For this study, 85% full was used as the design limit for wastewater collection infrastructure for the Annexed Area.



1.7.2 Ministry of the Environment (MOE) Design Guidelines for Sewage Works 2008 The current MOE Design Guidelines were published in 2008 and provide an update to the MOE 1985 Guidelines for the Design of Sanitary Sewage Systems. The guidelines have been revised and updated based on Ontario specific engineering practice, the latest Ten States Standards (Recommended Standards for Wastewater Facilities, 2004) and other relevant North American design guidelines and published as the Design Guidelines for Sewage Works (2008). The Guidelines are used by engineers and designers who are responsible for designing sewage works, Ministry engineers responsible for reviewing and approving the designs of such works and the municipalities/owners of the sewage works. The Guidelines should be used in conjunction with other applicable legislation administered by the Ministry which include the Environmental Assessment Act (EAA), the Ontario Water Resources Act (OWRA), the Clean Water Act (CWA), the Nutrient Management Act (NMA), the Environmental Protection Act (EPA) and the Environmental Bill of Rights, 1993 (EBR). 1.7.3 Review of Alternative Innovative Green Solutions (LSPP) The objectives of the Lake Simcoe Protection Plan (July 2009) as set out in the Lake Simcoe Protection Act, 2008 are to:

• Protect, improve or restore the elements that contribute to the ecological health of the Lake Simcoe watershed, including, water quality, hydrology, key natural heritage features and their functions, and key hydrologic features and their functions;

• Restore a self-sustaining coldwater fish community in Lake Simcoe; • Reduce loadings of phosphorus and other nutrients of concern to Lake Simcoe and its

tributaries; • Reduce the discharge of pollutants to Lake Simcoe and its tributaries; • Respond to adverse effects related to invasive species and, where possible, to prevent

invasive species from entering the Lake Simcoe watershed; • Improve the Lake Simcoe watershed’s capacity to adapt to climate change; • Provide for ongoing scientific research and monitoring related to the ecological health of

the Lake Simcoe watershed; • Improve conditions for environmentally sustainable recreation activities related to Lake

Simcoe and to promote those activities; • Promote environmentally sustainable land and water uses, activities and development

practices; • Build on the protections for the Lake Simcoe watershed that are provided by provincial

plans that apply in all or part of the Lake Simcoe watershed, including the Oak Ridges Moraine Conservation Plan and the Greenbelt Plan, and provincial legislation, including the Clean Water Act, 2006, the Conservation Authorities Act, the Ontario Water Resources Act, and the Planning Act; and

• Pursue any other objectives set out in the Lake Simcoe Protection Plan. Within these objectives, specific policies address on-site and subsurface sewage treatment systems. These systems form part of the overall collection system and the policies must be respected in the event that existing on-site sewage treatment systems require modification or new systems are proposed. The following policies are intended to help



improve water quality and prevent additional phosphorus loading to the lake as well as protect the natural heritage. Beyond the stated objectives, specific policies have been enacted in an effort to improve water quality within the Lake Simcoe Watershed. These policies are as follows (SA-Strategic Action; DP – Designated Policy): 4.13-SA Within one year of the date the Plan comes into effect, the MMAH and the

MOE will develop a proposal for a regulation under the Ontario Building Code Act, 1992, to designate the lands within 100 m of the Lake Simcoe shoreline, other lakes, and any permanent stream of Lake Simcoe, as a prescribed area for required on-site sewage system maintenance re-inspections.

4.14-SA The MMAH, in consultation with the MOE, municipalities, conservation

authorities, health units and industry partners, will consider new standards, including those being developed by the Bureau de Normalisation du Québec for small on-site sewage systems that evaluate new treatment unit technologies with respect to the reduction of pathogens and nutrients. The MMAH will consider the appropriateness of an amendment to Ontario’s Building Code to incorporate the new standards.

4.15-DP Subject to other policies of the Plan, a new on-site sewage system or

subsurface sewage works shall not be permitted within 100 m of the Lake Simcoe shoreline, other lakes, or any permanent stream except in the following circumstances: a) a proposal for an on-site sewage system or subsurface sewage works

that would serve an agricultural use, an agricultural-related use or a public open space;

b) a proposal for an on-site sewage system or subsurface sewage works that would replace or expand the capacity of an existing on-site sewage system or subsurface sewage works that will serve a use that would have been permitted by the applicable zoning by-law, as of the effective date of the Plan; or

c) a proposal for an on-site sewage system or subsurface sewage works that relates to a development proposal for only one dwelling, where the proposal would have been permitted by the applicable zoning by-law, as of the effective date of the Plan.

In addition to the above policies, water use reduction solutions as illustrated in the City of Barrie Water Use Reduction Strategy was considered in the system design. By reducing the residential, commercial, and industrial water usage, the volume of wastewater sent to the sewage collection system and ultimately, the wastewater treatment plant, may be reduced. Innovative solutions such as low flow waste receptacles and other water saving products in new developments may realize significant reductions in sewage output. Retrofits of existing systems in the Intensification Areas may assist in the overall reduction in sewage flows.



2.0 PROJECT ENVIRONMENT 2.1 Physical Environment 2.1.1 Natural Heritage The Natural Heritage assessment identified the Natural Heritage System (NHS), the hydrological system and the natural hazards in the annexed area. This will form the basis for the establishment, protection and enhancement of a Natural Heritage System for the annexed lands that connects with the System in other areas of the City, as well as neighbouring communities. As part of this process, implementation approaches have been considered. Natural Heritage Resource Areas within the pre-2010 City boundary are illustrated in Schedule A (Land use) and Schedule H of the Official Plan. The City’s recently approved Official Plan Update has existing policies regarding natural heritage features and the implementation of a Natural Heritage Strategy for the City. The Natural Heritage Strategy policies outlined in the new Official Plan Update approved by Council in June 2009 and by the Province in April 2010 have been revised from the 2006 Official Plan to be more applicable to this project as follows: Natural Heritage Strategy:

a) It is recognized that the City has additional natural heritage features and areas beyond those currently identified and designated as Environmental Protection area in Schedule A. The City shall further identify significant features and areas, including, but not limited to, significant woodlands, significant valley lands, and significant wildlife habitat, recognizing the linkages between and among the natural heritage features and areas as part of a Natural Heritage Strategy that will be part of an Official Plan amendment.

b) The City will implement appropriate policies for the protection and enhancement of significant heritage features and areas into a system which recognizes linkages between and among natural heritage features and areas that will be part of a future Official Plan amendment.

c) Where practical the City will work with adjoining jurisdictions to join together the natural heritage features and areas.

2.1.1.1 Natural Heritage Strategy Update The City of Barrie, in conjunction with the Lake Simcoe Region Conservation Authority and Nottawasaga Valley Conservation Authority is working to introduce a Natural Heritage Strategy for the City, including updated Natural Heritage System policies and the associated schedule in the City of Barrie Official Plan. The primary objective of the Natural Heritage Strategy is to ensure that features of environmental significance are identified and policies developed to promote the preservation, conservation and rehabilitation of the Natural Heritage System in the City. Using the Provincial Policy Statement (2005) as a basis for policy development, the Lake Simcoe Conservation Authority in partnership with their consultant Beacon Environmental released the “Natural Heritage System for the Lake Simcoe Watershed – Phase 1:



Components and Policy Templates” (2007) report which identifies a proposed classification criteria and policy framework for the Natural Heritage System for the Lake Simcoe Watershed. This report served as the primary tool in the structure of a Natural Heritage Strategy for the City of Barrie. The recommendation of the Barrie City Staff Report PLN013-11 (May 16, 2011), relates to the establishment of a Natural Heritage Strategy for the area encompassed by the City boundaries as they existed on December 31, 2009. The Natural Heritage System for the approximately 2400 ha of lands which were annexed on January 1st, 2010 will be developed as part of the Boundary Expansion Work Program. It is anticipated that the classification criteria for the Natural Heritage Strategy being recommended in the Staff Report (PLN014-10) will differ from the one being prepared for the recently annexed lands as this Strategy addresses an area that is largely developed, with existing land use designations, whereas the Natural Heritage System and related policies for the annexed area will apply to predominantly unplanned and undeveloped lands. Proposed Policy Framework

• The proposed Natural Heritage Strategy establishes criteria and development requirements for three defined levels of significance in the Natural Heritage System. These levels are proposed to be mapped to replace the existing Schedule H – Natural Heritage System of the Official Plan. The Natural Heritage System policies have been drafted to replace section 3.5.2.4, the Natural Heritage Strategy.

• The LSRCA, NVCA and the City worked cooperatively to create the policies, criteria and mapping for an updated Natural Heritage System. The proposed strategy has also been reviewed by the Ministry of Natural Resources to ensure conformity with the Provincial Policy Statement.

Natural Feature Criteria The LSRCA and NVCA used the criteria established in the 2007 LSRCA Natural Heritage System report to identify features of environmental significance in the City. The criteria were further modified to better reflect the urban environment and identify features specific to the City of Barrie. The scoped criteria are divided into three levels of significance summarized as follows:

Level 1: includes provincially significant wetlands, habitat of endangered and threatened species, watercourse and vegetation protection zones. • Level 1 represents critical components of the Natural Heritage System.

No development should be permitted. • Environmental Protection policy 4.7.2.2 would apply to all properties

designated as Level 1. • Through study and refinement of zoning and feature development, the

City strives to designate all properties within the Level 1 natural system as Environmental Protection.



• An Environmental Impact Study (EIS) will be required for any development or site alteration within 120m of an area designated as Level 1 on Schedule H of the 2007 LSRCA Natural Heritage System Report.

Level 2: includes significant valley lands, rare vegetation communities and woodlands

greater than 4 hectares in size. • Level 2 represents significant components of the Natural Heritage

System. The features and function of these areas should be retained; however, there is a limited opportunity for development if no negative impact can be demonstrated or moderated.

• An EIS will be required to be completed for any development or site alteration in or within 50m of an area designated as Level 2 on Schedule H of the 2007 LSRCA Natural Heritage System Report.

Level 3: includes regionally significant life science ANSI’s, and supporting woodlands,

cultural thickets and meadows. • Level 3 represents significant and supporting components of the Natural

Heritage System. There is potential for flexibility for development if the proposal ensures the protection and buffering of the significant feature and/or retains the supporting function of this designation.

• An EIS will be required to be completed for any development or site alteration in or within 30m of an area designated as Level 3 on Schedule H of the 2007 LSRCA Natural Heritage System Report.

2.1.1.2 Woodlots Mapping of existing significant woodlots within the existing City boundary is provided in the Official Plan. Woodlots are protected under the City’s Public Tree By-law 2009-098. 2.1.1.3 Soils The soils within the City of Barrie are an important consideration for the construction of new infrastructure. Based on the Soils Map of Simcoe County, Soil Survey Report No. 29, the old City boundary predominantly contains the following soils classifications: Tioga sandy loam, Bondhead sandy loam, Dundonald sandy loam, Sargent sandy loam, and a mixture of Tioga loamy sand and Vasey sandy loam. These soil types have good drainage characteristics. For the Annexed Area, the Soils Map indicates predominant soils to be Bondhead sandy loam, Tioga loamy sand, Tioga sandy loam, Dundonald sandy loam, Sargent sandy loam, a mixture of Tioga loamy sand and Vasey sandy loam, Alliston sandy loam, Guerin loam, Smithfield silty clay loam and muck. Typically, these soil types have good drainage characteristics, with the exception of Alliston sandy loam, Guerin loam, Smithfield silty clay loam and muck.



Conventional construction techniques may be used for the majority of soils identified within the City. Areas of deep sewers and where groundwater percolation is evident, additional attention such as dewatering may be required. 2.1.1.4 Major Water Features The City of Barrie Official Plan Update (January 2010), Schedule F Watercourses indicates that the watercourses within the pre-2010 City boundary are Hotchkiss, Whiskey, Lover’s, Hewitt’s, Sophia, Kidd’s and Dyment Creek. The Annexed Area contains the following watercourses: Bear, Lover’s, Hewitt’s and Sandy Cove and Thornton Creeks.

• The south branch of Bear Creek originates within the Annexed Area, south of Salem Road and west of 5 Sideroad. The creek flows northwesterly to outlet into the Essa Drainage Area.

• Lover’s Creek originates within the Annexed Area, south of 10th Line and east of Highway 400. The creek flows northerly to outlet into Kempenfelt Bay, west of Coxmill Road.

• Hewitt’s Creek originates within the Annexed Area, south of Lockhart Road and east of Yonge Street. The creek flows northerly to outlet into Kempenfelt Bay, east of Crimson Ridge Road.

• Wells and Wellhead Protection Areas are identified in Schedule G of the City Official Plan.

• The headwaters of Sandy Cove Creek extend into the east limit of the annexed lands (west of Sideroad 20) and flow easterly into Lake Simcoe.

2.1.1.5 Topography The topography of the pre-2010 City boundary and Annexed Area is generally rolling to steep slopes, especially in the specified creek regions. The rolling nature of the area will, in some cases, restrict options for servicing the lands by gravity. Routing of sewers will be evaluated to minimize sewer depth. Pumping Stations will be used where no other option exists. 2.1.2 Archaeological Environment A Stage 1 Archeological Assessment has been conducted as part of the overall Secondary Plan and Infrastructure Master Plans. The Assessment is included in Appendix E. The Stage 1 Assessment included the following:

• Update Archaeological Services Inc.’s existing data base of known archaeological sites within the Study Area by:

o Reviewing pertinent provincial and federal government files (Ontario Archaeological Sites Database);

o Reviewing and compiling the results of a literature search (published and unpublished).

• Determining the archaeological potential of the Study Area by reviewing pertinent Provincial and Federal legislation



The Stage 1 archaeological assessment revealed that three archaeological sites, Cleary (BbGw-10), Paisley (BbGw-14) and McDonald (BcGv-11), had previously been registered within the limits of the study area and an additional 21 sites had been registered within one kilometre of its limits. Additionally, a review of the general physiography and local nineteenth century land use within the study area suggested that it exhibited archaeological site potential. The field review determined that with the exception of wet areas, roads and other small areas which have been impacted by residential and commercial developments, the study area consisted of undisturbed agricultural fields and woodlots which exhibit archaeological site potential. Based on application of generic modeling criteria, approximately 60.8% of the study area exhibits archaeological potential. In light of these results, the following recommendations are made concerning the Stage 1 Archaeological Assessment:

1. The Cleary site (BbGw-10), Paisley site (BbGw-14) and McDonald site (BcGv-11) are considered to be archaeological resources of high heritage value, in that each may provide significant insights into the pre-contact Aboriginal occupation of the area. It is therefore recommended that each site be subject to Stage 3 archaeological assessment in order to more fully identify the character, extent and significance of the archaeological deposits, in accordance with the Ministry of Tourism, Culture and Sport’s 2011 Standards and Guidelines for Consultant Archaeologists (MTCS 2011).

The Stage 3 test excavations should commence with a controlled surface collection to determine the precise extent of each site and to document any surface artifacts that may be present. This work will require that the site areas be ploughed and allowed to weather a least one substantial rainfall prior to commencing with this work. At each of the sites, the controlled surface collection should be followed by the placement of multiple grids over all areas of artifact concentration indicating possible plough-disturbed middens. A series of one metre by one metre units should be excavated across these grids at five metre intervals. An equal number of additional test units should be placed and excavated across the remainder of the site, either in a systematic grid or in focused areas, to recover a sample of topsoil deposits (Standards and Guidelines Section 3.2.3, Table 3.1). The test units should be excavated five centimetres into the sterile subsoil and soil fills screened through 6 mm wire mesh to facilitate artifact recovery. The sterile subsoil should be troweled and all soil profiles examined for undisturbed cultural deposits. Additional strategies as suggested in Section 3.3.2 of the Standards and Guidelines may also be employed for the Cleary (BbGw-10) and McDonald (BcGv-11) sites which are large in size. Test unit strategies outlined above may not be sufficient to accurately define their extent since there may often not be a close correspondence between the artefact scatter and the underlying settlement pattern surviving in the subsoil. To help define the extent of these large sites, the topsoil may be removed mechanically to excavate test trenches beyond the site limits established by the surface artefact scatter and positive test units. Trenches should be excavated as follows:



• Topsoil should be mechanically removed from trenches no more than 5 m in width with no more than 20 m intervals between trenches.

• Trenches should not be excavated where site limits are defined by physical constraints such as steep slopes and low wet areas.

• The trenches should be excavated inwards towards the site from a minimum of 20 m outside the limit of the previously mapped extent of artefacts.

• The trenches should be excavated until cultural features are identified or until the excavations reach the limits of the previously mapped extent of artefacts. If cultural features are identified, excavating in towards the site should be stopped.

• Trenches must be sterile for a minimum of 20 m outwards from the outermost cultural feature encountered or from the limits of the previously mapped extent of artefacts. This will establish the limits of the 20 m buffer area where that may be required for avoidance and protection.

• Any cultural features uncovered in the trenches should not be excavated but the exposed plan of the feature should be recorded. Geotextile fabric should be placed over the unit floor and backfilled.

The results of the Stage 3 assessments will be used to evaluate the significance of the sites and to develop a series of recommendations concerning any further mitigative options that may be necessary. Aboriginal engagement at this phase is also required, specifically with the Huron-Wendat First Nation, given the cultural affiliation of the sites with ancestral Wendat population. It is recommended that engagement occur with Luc Lainé and Mme. Heather Bastien from the Huron-Wendat First Nation as well as their lawyer David Donnelly, Donnelly Law. Please note that archaeological sites recommended for further archaeological field work or protection remain subject to Section 48(1) of the Ontario Heritage Act and may not be altered, nor may artifacts be removed from them, except by a person holding an archaeological license.

2. The Lougheed site (BbGw-13), most likely extends into the study area, and it is considered to be an archaeological resources of high heritage value, in that it may provide significant insights into the pre-contact Aboriginal occupation of the area. It is therefore recommended that the portion of the site within the study area should be subject to Stage 3 archaeological assessment in order to more fully identify the character, extent and significance of the archaeological deposits, in accordance with the Ministry of Tourism, Culture and Sport’s 2011 Standards and Guidelines for Consultant Archaeologists (MTCS 2011).

The Stage 3 test excavation should commence with a controlled surface collection to determine the precise extent of the site and to document any surface artifacts that may be present. This work will require that the site area be ploughed and allowed to weather a least one substantial rainfall prior to commencing with this work. The controlled surface collection should be followed by the placement of multiple grids over all areas of artifact concentration indicating possible plough-disturbed middens. A series of one metre by one metre units should be excavated across these grids at five metre intervals. An equal number of additional test units should be placed and



excavated across the remainder of the site, either in a systematic grid or in focused areas, to recover a sample of topsoil deposits (Standards and Guidelines Section 3.2.3, Table 3.1). The test units should be excavated five centimetres into the sterile subsoil and soil fills screened through 6 mm wire mesh to facilitate artifact recovery. The sterile subsoil should be troweled and all soil profiles examined for undisturbed cultural deposits. The results of the Stage 3 assessments will be used to evaluate the significance of the sites and to develop a series of recommendations concerning any further mitigative options that may be necessary. Aboriginal engagement at this phase is also required, specifically with the Huron-Wendat First Nation, given the cultural affiliation of the sites with ancestral Wendat population. It is recommended that engagement occur with Luc Lainé and Mme. Heather Bastien from the Huron-Wendat First Nation as well as their lawyer David Donnelly, Donnelly Law. Please note that archaeological sites recommended for further archaeological field work or protection remain subject to Section 48(1) of the Ontario Heritage Act and may not be altered, nor may artifacts be removed from them, except by a person holding an archaeological license.

3. Developments within the Secondary Plan area must be preceded by a Stage 1-2

archaeological assessment. Such assessments must be conducted in accordance with the Ministry of Tourism, Culture and Sport’s Standards and Guidelines for Consultant Archaeologists (2011). This work is required prior to any land disturbing activities in order to identify any archaeological remains that may be present.

It should be noted that the Stage 1-2 archaeological assessment of any proposed development (e.g., a draft plan of subdivision) must be carried out on all lands within that particular subject property, not simply those lands identified as exhibiting potential in this study.

4. Should any Aboriginal archaeological resource be identified in the course of future, more

extensive archaeological assessments of the study area, meaningful engagement with those Aboriginal groups who have an active interest in these resources and their treatment should be conducted during subsequent phases of the project.

2.1.3 Aboriginal Engagement Program An Aboriginal Engagement Program has been designed and carried out for the Barrie Secondary Plan and Infrastructure Master Plans Study. Determining Interested Aboriginal Communities The Ontario Ministry of Aboriginal Affairs (MAA) and Indian and Northern Affairs (INAC) were contacted on January 26, 2011 regarding which Aboriginal groups should be engaged for this Study. An email reply was received from INAC on January 27, 2011 suggesting the use of their



website to determine who to engage. Based on the City of Barrie’s previous experience, the following Aboriginal groups were chosen to be engaged:

Huron-Wendat First Nation, Beausoleil First Nation (Christian Island), Chippewas of Georgina Island First Nation, Chippewas of Mnjikaning (Rama) First Nation, Métis Nation of Ontario (MNO), and Barrie Native Friendship Centre.

On May 2, 2011, a letter reply was received from the MAA suggesting that the following groups should be contacted:

Beausoleil First Nation (Christian Island), Chippewas of Georgina Island First Nation, Chippewas of Mnjikaning (Rama) First Nation, and Georgian Bay Métis Council and the Métis Nation of Ontario (MNO).

The letter confirmed that the Engagement Program was appropriately designed as it included all the Aboriginal communities suggested by MAA. Additionally, the letter indicated that other communities may also have an interest in the Study. Initial Notification Letter Initial notification letters were sent to the appropriate contacts at the Aboriginal communities by Mr. Eric Hodgins, Growth Management Coordinator at the City of Barrie in March, 2011. The letter provided an introduction and summary of the Study and invited the Aboriginal communities to start-up meetings in April, 2011. Initial Notification Letter The Aboriginal Engagement Program has been designed to inform the relevant Aboriginal communities about the Study and to listen to their thoughts and concerns about it. It was apparent that all Aboriginal community representatives who attended the meetings were interested in the natural and cultural heritage planning issues related to the Study. The Engagement Program generated discussions amongst the City Staff and Aboriginal representatives and it would appear that a meaningful relationship has been established for any future issues that may arise. 2.1.4 Cultural Heritage Landscapes & Built Heritage Resources The Existing Conditions Report, Cultural Heritage Landscapes & Built Heritage Resources, Annexed Lands City of Barrie Secondary Plan, Background Studies & Infrastructure Master Plans, Intensification & Annexed Lands, December 2011 was prepared by Unterman McPhail Associates, Heritage Resource Management Consultants. The preliminary findings of the survey of the Annexed Lands are listed in Appendix G. The study reviewed and indentified potential built heritage resources and cultural heritage landscapes of 40 years and older in age.



The study area includes only three properties listed in the Town of Innisfil Heritage Register as adopted by Town Council in March 2008 prior to the annexation of the lands by the City of Barrie. They were not listed in the City of Barrie Municipal Register. The study area does not include any heritage conservation districts. The study identified numerous potential cultural heritage landscapes and built heritage resources of 40 years and older for future consideration. The resources are identified by category as well as municipal address. A brief description of the cultural heritage resource is provided. The information has assisted in the locating proposed roads and services in the Annexed Lands in the Secondary Plans and Master Plans to minimize the impact on these potential resources. It will also provide guidance at the detailed planning stages (e.g. plan of subdivision) as to which properties may require additional study and consideration with respect to cultural heritage. The type of mitigation cannot be evaluated at this time, given that the evaluation of the properties is only at a preliminary stage. To reflect this fact, the policies of the City’s Official Plan and the proposed Secondary Plan require additional evaluation of cultural heritage resources and proposed development and site alternation on lands adjacent to protected heritage properties through the policies of Section 3.4, Cultural Heritage Conservation, of the City of Barrie Official Plan. These policies require development to have regard for cultural heritage resources and to incorporate such resources into any development plans where feasible. The City may require as a condition of approval of development “that the proponent enter into agreements to preserve and/or permit to be designated pursuant to the Ontario Heritage Act, the building or structure”. The policies also indicate that the “City may require a heritage impact assessment for built heritage and cultural heritage landscape resources which may be impacted by development.” 2.1.5 Wastewater Collection and Lift Station System The Annexed Area is located adjacent to the Barrie South wastewater collection sewershed and as such the City will make use of the existing services in the area to the greatest extent possible to maximize use and to minimize costs. The Barrie South Sanitary Master Plan was prepared by AECOM in 2009 and provides background information required for the development of the Master Plan for the annexed area. The City of Barrie Infiltration and Inflow Study 2009 also provides valuable information on the collection system condition. The Barrie South Sanitary area was divided into five sewersheds in the AECOM report (2009). Table 2.1 provides the names, sub-sewershed counts and service areas. For each sewershed, the total number of sub-sewersheds is given along with the total tributary service area and total tributary sewered area (i.e. total sewershed area minus areas without sewer service such as parks, environmental protection areas and open space zoning).



Table 2.1. Summary of Sub-Sewersheds in Barrie South Sanitary Area

Sewershed Name Sub-Sewershed Count Service Area (ha) Sewered Area (ha) Bayview 41 441.3 379.1 Essa Road 7 135.0 130.0 Hewitt’s 51 433.2 269.5 Paddison Farm 22 264.8 190.2 Painswick 157 1,750.1 330.5 Total: 278 3,024.3 2,299.3 Currently within the pre-2010 City boundary, there is approximately 65 km of sanitary trunk sewers, 459 km of local sewers, 12 active major sanitary pumping stations, and 1 wastewater treatment plant. Pipe materials for the local sewers include asbestos cement, concrete, HDPE, ductile iron, PVC and vitrified clay. Construction dates for trunk and local sewers are 1962 to 2005 and 1952 to 2008, respectively. The City of Barrie maintains sanitary sewer system mapping which shows the location and material used for local and trunk sewers. There are seven pump stations servicing the existing Barrie South area and five pump stations servicing the remaining areas, for a combined total of twelve pumping stations. Figure 2.1 and Figure 2.2 show the City of Barrie pump station and sewer locations. General information on the major pump stations is provided in Table 2.2 below. As shown in the Table 2.2, the capacities of the pumping stations range from 1.42 L/s at the Capps Drive Pumping Station (PS12) to 157.8L/s at the Grove Street Pumping Station. Capacity at the Innisfil, Johnson Beach, and Wood Street Pumping Stations were not available. The Wood Street Pumping Station is not in service. Data regarding pump station operation and capacities were analyzed with the results utilized for the proposed system design. Only selected pumping stations that are significantly affected by Infill/Intensification and Annexation were included in the models. Pump station information required for the model was obtained from the City.



Table 2.2. Major Sewage Pumping Station Information

Pumping Station Number of Pumps

Included in PCSWMM Model

Firm Capacity (L/s) Per C of A

Little Lake Pumping Station (PS6) 2 Yes 110 L/s Holly Pumping Station (PS5) 2 Yes 123 L/s Grove Street Pumping Station (PS1) 2 Yes 157.8 L/s Minets Point Pumping Station (PS2) 2 No 61.3 L/s Huronia Road Pumping Station (PS3) 3 No 137 L/s Lockhart Road Pumping Station (PS4) 2 No 51.4 L/s Innisfil Street Pumping Station 1 No - Johnson Beach Pumping Station 1 No - Tyndale Pumping Station (PS 13) 2 No 10.6 L/s Capps Drive Pumping Station (PS12) 3 No 1.42 L/s Wood Street Pumping Station (PS8) -- -- -- Mooresgate Pumping Station (PS18) 2 No 14.5 L/s

Note: Information for all pumping stations was not available



Figure 2.1 City of Barrie Wastewater Collection System



2.1.6 Water Pollution Control Centre Low Lift Pumping Station The Barrie Water Pollution Control Centre (WPCC) is located at 249 Bradford Street in the City of Barrie. The WPCC is a tertiary treatment plant that uses ultra violet disinfection to treat all sewage from the City of Barrie before discharging to Kempenfelt Bay. The facility receives domestic, commercial and industrial wastewater and provides a level of treatment to meet the water quality limits set for discharge of Lake Simcoe. The existing plant was recently expanded (2012) increasing the treatment capacity from 57,100 m³/d (660 L/s) to 76,000 m³/d (880 L/s) in terms of average incoming flow rate. The treatment system includes raw sewage pumping, influent works including screening and grit removal, primary clarification, aerobic digestion, secondary clarification, secondary effluent pumping, tertiary nitrification in rotating biological contactors (RBCs), chemically-assisted phosphorous removal, tertiary filtration and effluent disinfection with ultraviolet (UV) light. The sludge from the WPCC is further treated with digestion, thickening, and storage. The treated effluent is discharged through a sewage outfall to Kempenfelt Bay. An Amended Environmental Compliance Approval (ECA) - Municipal and Private Sewage Works has been given by the Ministry of Environment for the Barrie Water Pollution Control Centre (Approval Reference Number: 8777-96WNB5 and Approval Date: May 7th, 2013). The ECA includes the following information with regards to the on-site Pumping Station: Raw Sewage Pumping Station

• five (5) raw sewage pumps, each rated at a nominal capacity of 34,560 m³/d with discharge flow measurement device providing a firm peak flow rate of 156,000 m3/day (1806 L/s).

• two (2) inlet channels complete with two (2) coarse channel grinders to provide coarse grinding of raw sewage for the purpose of raw sewage pump protection, peak flow of 55,000 m³/d, each.

• three (3) inlet coarse grinder overflow channels complete with manually raked bar screens.

Secondary Pumping Station

• one (1) pump station, rated at a nominal capacity of 34,560 m³/d. • five (5) pumps (four duty, one standby), each rated at a nominal capacity of 34,560 m³/d.

After entering the treatment plant, wastewater flows through coarse grinders to grind up any large objects to protect the lift pumps. Wastewater is then lifted up by the raw sewage pumps from the level of the incoming sewers to a higher elevation so that it may flow by gravity down through the further steps of treatment in the plant. In the pre-2010 City Wastewater Collection System Models, a catchment area (Catchment WPCC) was separated to show how the South, North and Industrial wastewater collection systems (trunks and sewersheds) merge into the WPCC headworks (Figure 2.2).



It should be noted that the modeled flow rate for the existing pre-2010 City boundary may differ from the flow regulated through the ECA and the flow used to assess the treatment capacity of the Water Pollution Control Centre. Municipal wastewater collection system planning and design focus on conveyance capacity and plan/design for peak hour flow; while the wastewater treatment plant is designed for average day flow plus a peaking factor calculation which differs from the conveyance system. In addition, Inflow and Infiltration flow calculations in this Master Plan use a uniform allowance rate (0.1 L/Hectare/sec regardless weather) as regulated in the City of Barrie Sanitary Sewage Collection System Policies and Design Guidelines (2012). 2.1.7 Flow Monitoring Program The City of Barrie has collected flow monitoring data at its facilities (pumping stations and treatment plant) as well as within the sanitary sewer system using a SCADA system. In March 2003, Geotivity began monitoring flows within the City’s sanitary sewer system. During the 5 year program, flows were monitored at a total of 16 sites. During the monitoring period, sites were adjusted in order to maximize the amount of flow monitoring data throughout the City. Figure 2.3 presents the locations of the installed flow meters. The City of Barrie Infiltration and Inflow Study (2009) was prepared by XCG to document the results of the 5 year monitoring program. The Report was utilized in the analysis of the existing system as well as the design of the new system. The City also monitors flow at many of its Pumping Stations. Pumping station flow data was utilized in the analysis of the existing system as well as design of the new system for the Master Plan.



Figure 2.2

Wastewater Collection System Upstream of the WPCC Headworks



Figure 2.3

2008 Flow Monitoring Locations



2.2 Phosphorus Loadings/Watershed Strategy The Lake Simcoe Phosphorus Reduction Strategy (June 2010) provides guidance for the reduction of Phosphorus discharge to Lake Simcoe.

• A phased, coordinated and adaptive management approach; • An assessment of sources or sectors that contribute phosphorus loadings to the

watershed; • An identification of practical and effective actions that should be taken to address each

source or sector; and • A long term total phosphorus loading cap for each sewage treatment plant in the Lake

Simcoe watershed – future growth in the watershed.

The Strategy is based on the following guiding process:

• Build on the scientific monitoring and research undertaken to date in order to set realistic, intermediate goals for reducing phosphorus, using the best scientific information currently available to predict and mitigate the environmental impacts of all pollution sources.

• Focus first on achieving phosphorus reductions at their source, and then work to reduce the phosphorus released into the environment. Examples of these actions may include installing permeable pavement to encourage the natural filtration of water through the ground or planting trees and native plants along a stream bank to take up phosphorus before it enters the stream.

• Set short and long term goals that target reductions from all sources, proportional to their contribution.

• Consider the relative costs and benefits of the phosphorus reduction options; and, the investment and contribution needed by those responsible for source reductions.

• Continuously improve and adapt – as science advances actions needed will become more stringent and specific.

A Wastewater Treatment Master Plan and a Water Use Efficiency Master Plan have been prepared by the City to evaluate water usage and wastewater treatment/discharge. These documents, although not specifically developed to address phosphorus loadings, present discussion related to treatment and water use reduction which are consistent with the Lake Simcoe Phosphorous Reduction Strategy. 2.3 Current Water Conservation Practices The City of Barrie prepared a Water Efficiency Master Plan (WEMP) 2006 and has implemented water conservation practices that include increasing public awareness through programs such as:

• Disconnect to Protect – Residents are encouraged to ensure their sump pumps and downspouts are directed to lawns, gardens and rain barrels to protect against basement flooding.



• Toilet Rebate Program – The City of Barrie offers a $50 rebate on low-flow toilets for homes built before 1996.

• Free Water Efficiency Handbook – The City of Barrie has offered this resource to help residents save money and conserve water. The handbook is available at several locations throughout the City.

Key statistics relative to water use in the City of Barrie taken from the WEMP include:

• Since 1995 water use per capita has fallen by 100 lpcd; • Water Efficiency Programs account for at least 20% of this reduction; • Residential water use in the City of Barrie is also extremely low by Canadian standards; • Residential water use is 194 lpcd. It should be noted that Medium Density and High

Density Residential use is included in the ICI records; • This is 28% below Ontario’s average of 271 lpcd; • This is 40% below Canada’s average of 326 lpcd; • Savings in deferred capital expenditure are estimated at $4,500,000 for the Corporation;

and • Residents save over $1,000,000 annually by participating in Water Efficiency Programs.

Although water conservation is not specifically addressed in the system model, it will continue to be an important component in the delivery of wastewater services. The reduction in water demand has a direct relationship with the sizing of wastewater collection facilities, and reduced flows provide potential for adjusting the wastewater collection system design requirements. Figure 5.1 presents the historical wastewater flows experienced at the treatment facility for the period 2003 to 2010. 2.4 Social Environment 2.4.1 Land Use From the City of Barrie Official Plan, Schedule A Land Use Map (January 2010), the pre-2010 City boundary area consists primarily of residential, industrial and commercial areas. The industrial areas are concentrated primarily south of Dunlop Street, and the commercial areas are primarily along Dunlop Street, Bayfield Street, Yonge Street, Mapleview Drive and Highway 400. The Project team has used the Intensification Study Report (April 2009) as a starting point for the development of alternatives for the intensification of the areas identified in Figure 1.3 and listed below:

• Yonge Street and Little Avenue • Yonge Street and Big Bay Point Road • Dunlop Street and Anne Street • Bayfield Street and Grove Street • Duckworth Street and Grove Street • Yonge Street and Mapleview Drive



Schedule A of the Intensification Study Report identifies Environmental Protection Areas within the pre-2010 City boundary, including the areas surrounding Bear, Lover’s and Hewitt’s Creeks. Schedule C of the Official Plan identifies defined Policy Areas within the pre-2010 City boundary, including the areas surrounding Lover’s and Hewitt’s Creeks. The existing land use within the Annexed Area is primarily agricultural. The intent of this Master Plan was to develop a policy approach which finds a balance between the planning vision of the Annexed Lands, and the process required to achieve that vision. The Master Plan identifies the preferred program for the development of the Annexed Lands and the intensification of specified areas throughout the City into the Official Plan. 2.4.1.1 Growth Plan for the Greater Golden Horseshoe, 2006 Section 3.2.5 of the Provincial Growth Plan for the Greater Golden Horseshoe provides infrastructure planning, land use planning, and infrastructure investment policies for water and wastewater systems as follows:

1. Municipalities should generate sufficient revenue to recover the full cost of providing municipal water and wastewater systems.

2. For lands within the Greenbelt Area, all policies regarding water, wastewater and stormwater systems set out in provincial plans, applicable to lands within the Greenbelt Area, continue to apply.

3. Municipalities are encouraged to plan and design municipal water and wastewater systems that return water to the Great Lake watershed from which the withdrawal originates.

4. Construction of new, or expansion of existing, municipal or private communal water and wastewater systems should only be considered where the following conditions are met: a) Strategies for water conservation and other water demand management initiatives

are being implemented in the existing service area; b) Plans for expansion or for new services are to serve growth in a manner that

supports achievement of the intensification target and density targets; c) Plans have been considered in the context of applicable inter-provincial, national,

bi-national, or state-provincial Great Lakes Basin agreements. 5. Through sub-area assessment, the Minister of Public Infrastructure Renewal, in

consultation with municipalities and other stakeholders, will undertake an analysis of the implications of forecasted growth for water and wastewater servicing.

6. Municipalities that share an inland water source and/or receiving water body should co-ordinate their planning for potable water, stormwater, and wastewater systems to ensure that water quality and quantity is maintained or improved.

7. Municipalities, in conjunction with conservation authorities, are encouraged to prepare watershed plans and use such plans to guide development decisions and water and wastewater servicing decisions.

8. Municipalities are encouraged to implement and support innovative stormwater management actions as part of redevelopment and intensification.

9. Planning for growth will take into account the availability and location of existing and planned community infrastructure so that community infrastructure can be provided efficiently and effectively.



2.4.2 Public Safety The City of Barrie Sanitary Sewage Collection Systems Policies and Design Guidelines were developed with public health and safety as a priority and have provided this protection through specific health and safety design parameters. The design of sanitary sewer systems must address public health and safety as a primary responsibility. Facilities or infrastructure that may put public safety or health at risk due to flooding, environmental overflows or the creation of unsafe access points are not acceptable. In addition, appropriate measures must be in place during the construction of facilities or infrastructure to ensure public safety. 2.5 Economic Environment On an annual basis, the City of Barrie develops an operating budget for wastewater servicing which is subject to Council approval. The wastewater system in Barrie is a user-funded system. All the operating and capital funds are covered by user rate charges, which are based on water consumption. The net surplus or deficit in any given year is transferred to or from a reserve fund established specifically for wastewater services. The City of Barrie budgets for projects such as reconstruction of roads and sewers as well as the maintenance of existing municipal services. The user-rate supported budget for wastewater servicing is reflective of recently completed or ongoing capital works. These have a significant influence on the wastewater operating budget. Generally, proposed wastewater capital works create the service capacity required to respond to the City's growth needs as well as provide for the rehabilitation of deficient components. In 2010, a water and wastewater rate structure review was initiated with the objective of developing a water and wastewater rate structure which meets the goals and objectives of the City. The objectives are to meet the full cost recovery requirements of the Sustainable Water and Sewage Systems Act and the Financial Plans Regulation (O.Reg. 453/07) under the Safe Drinking Water Act. In November 2010, the water and wastewater rate structure component of the review was completed. Council approved structure changes have been incorporated into the 2010 Business Plan. In June 2010, the second component of the review establishing a full cost recovery six year financial plan was completed, however, as the timing of the completion of the plan was set by legislative requirements, it is anticipated that the plan will need to be updated in 2012. 2.5.1 Sewer Operating and Maintenance Costs It is crucial to maintain the integrity of the wastewater system and therefore ongoing operations and maintenance programs must be in place. These programs typically include flow monitoring, wastewater sampling and testing, pump and treatment station operation and maintenance, collection system flushing and cleaning, system component inspection and replacement, and design and installation of new components.



The treatment and disposal or reuse of wastewater becomes more important each year as existing water resources are depleted or contaminated. Reclaimed water is rapidly becoming a viable alternative source of water for turf irrigation and industrial processes, as well as for water banking and storage for future consumption needs. As part of the Wastewater Collection Master Plan, operations and maintenance costs will be developed for the existing and proposed infrastructure and utilized in the Long Range Financial Plan (LRFP). 2.5.2 Construction Costs Construction costs will depend on the type of sewer installation necessary, special field equipment requirements, and an allowance for in-field adjustments to the system. Access to pipe systems will also be a relevant cost factor, as manhole spacing is dependent on pipe size. Sanitary sewer construction costs depend on several variables, including depth, type of soil, water table depth / dewatering requirements, presence of rock, type of bedding material, location (rural vs. urban areas) clearing costs, and other factors. As part of this Master Plan, construction cost estimates were calculated for the proposed wastewater system collection and required upgrades. Detailed cost calculations are included in Appendix C. Construction costs have been based on the size and type of facility, depth of installation, type of soil, presence of rock, type of bedding materials, location, clearing costs, special field equipment, cost of land acquisition and allowances for in-field adjustments. 2.5.3 Long Range Financial Plan (LRFP) The Study Team has provided an analysis of the projected capital and life cycle costs in the Long Range Financial Plan developed by Watson and Associates. Capital, operating, maintenance and replacement cost information has also been provided in a format that is compatible with the City of Barrie Long Range Financial Plan model. The costs associated with projects related to the Wastewater Collection Master Plan are presented in Section 8.9.



3.0 EXISTING SYSTEM ANALYSIS 3.1 Modeling Software (PCSWMM) Software for stormwater management, wastewater collection and watershed modeling (PCSWMM) accounts for various hydrologic processes that produce runoff from urban and rural areas. Integrating the full, official US EPA SWMM5 engine, the modeling software contains a flexible set of hydraulic modeling capabilities used to route runoff, rainfall-dependent infiltration/ inflow (RDII), dry weather sanitary flow (DWF), and/or external inflows through the drainage system network of pipes, channels, storage/treatment units and diversion structures. These include the ability to use a wide variety of standard closed and open conduit shapes as well as natural channels. Various flow regimes are modeled including backwater, surcharging, reverse flow, and surface ponding. Priority-based, dynamic control rules are applied to simulate the operation of pumps. The existing wastewater collection system models for Barrie South, Barrie North and Barrie Industrial were developed on the PCSWMM platform largely due to the software’s ability to incorporate rainfall dependent infiltration and inflow (RDII) as well as modeling capability with respect to surcharging in the sewer network. Flow inputs in the model are added at manhole junction locations and routed through the sewer network. Actual calculation of flow inputs are carried out using EXCEL spreadsheets. 3.2 System Flows The existing City of Barrie wastewater collection system hydraulic models were developed from an inventory database of manholes, conduits, and pump stations. Flow inputs into the system were calculated in the previous models using “Level 1” (Barrie Industrial) and “Level 2” (Barrie North and Barrie South) design flows as defined in the City’s Sanitary Sewage Collection Systems Policies and Design Guidelines (1983). Level 1 and 2 flows are land use and area (size) dependent. Specified flow rates are inclusive of average daily per capita population contributions, peaking factors and infiltration / inflow allowances. Detailed descriptions for Level 1, 2 and 3 flows are summarized in Section 1.7.1. Existing flow for all models were updated to the more appropriate Level 3 flows as part of the wastewater work in the Wastewater Collection Master Plan preparation. Level 3 sanitary average flows are land use and area dependent per lot (3691 lots within the pre-2010 City boundary). Level 3 sanitary peak flow calculation uses Harmon peaking factor. In addition, Inflow and Infiltration flow calculation in this Master Plan uses a uniform allowance rate. Deficient sewer sections identified in the earlier modeling were re-analyzed using the updated flow criteria and evaluated for capacity and/or hydraulic grade line (surcharging) issues.



3.3 Model Update Development to Level 3 Flow Criteria Existing wastewater collection system models using Level 1 and/or Level 2 flow criteria are conservative and significantly over-estimate sanitary flows in comparison with actual measured flows obtained through flow monitoring programs and from WPCC records. Actual average dry weather flows, measured through flow monitoring programs, are significantly lower than design Level 2 flows with RDII. Furthermore, rainfall dependent infiltration / inflow (RDII) flows were below the suggested value specified in the MOE Guideline. Upon agreement with the City, AMEC updated the three existing computer hydraulic models (i.e. Barrie South, Barrie North and Barrie Industrial), parallel with a study that aims to revise City of Barrie Sanitary Sewage Collection Systems Policies and Design Guidelines (AECOM 2011), to Level 3 flow inputs. Discretization and modeling using population based Level 3 flow data is considered to be the most accurate method of flow determination. A procedure was used which automates the process using AutoCAD and GIS tools to superimpose sewershed areas on to zoning maps linked to an EXCEL look-up table with land-use based population densities that could be modified as necessary. The population densities from the look-up table are applied to the contributing sewershed to determine the design population for a given sewer section. Populations for each sub-sewershed, calculated using PCSWMM from zoning information is subsequently imported along with the contributing area into an EXCEL spreadsheet to calculate the inflow at each of the various manhole locations in the system. The Land Use Zoning Population and Employment information and densities are provided in Table 3.1 and Table 3.2. Design flows were then obtained through the multiplication of the design population by the per capita unit flow rate, applying a peaking factor and adding an area based infiltration/inflow allowance of 0.1 litres/ha.s. 3.3.1 Sewersheds Sewershed information was provided by the City for Barrie South, North and Industrial Area wastewater collections systems. With GIS based sanitary sewer map and the existing models obtained from the City, a review was conducted to examine the representation of these sewersheds to reflect actual wastewater tributary collection. Sewershed boundaries were modified and some large sewersheds were further divided where appropriate. A sewershed labeling system was also developed. 3.3.2 Flow Assignments to Manholes With the GIS based sanitary sewer map provided by the City, a number of flow assignments to manholes in the models were checked and updated. The one on one sewershed-discharging manhole relationship in the updated models is more consistent with actual (verified) wastewater collection hydraulic conditions. Where there was no adequate information to support flow assignments to individual manholes, a flow assignment strategy was developed, which is either assigning flow to a manhole at the very upstream end of the sewershed or assigning flow to the manhole that receives merged flows from local sewers.



3.3.3 Land Use Zoning and Look-up Table City of Barrie provided an overall land use map for the wastewater collection system master plan. The detailed information is summarized in Table 3.1.

Table 3.1. Land Use Zoning Description (for Pre-2011 City Boundary)

Zone Description

Roads A Agriculture

C1 Central Area Commercial (downtown)

C1-1 Central Area Commercial (downtown) 10m height within 5 m of Lot line 30 m height beyond 5 m of lot line.

C1-2 Central Area Commercial (downtown) 10m height within 5m of Lot line 45 m height beyond 5 m of lot line.

C2 Transition Centre Commercial (downtown)

C2-1 Transition Centre Commercial (downtown) 10m height within 5 m of Lot line 30 m height beyond 5 m of lot line.

C2-2 Transition Centre Commercial (downtown) 10m height within 5 m of Lot line 30 m height beyond 5 m of lot line.

C3 Shopping Centre Commercial (i.e. Georgian and Kozlov Malls) C4 General Commercial C5 Convenience Commercial

EM1 Employment Industrial (Business Park) Lot Area 1300 sqm, 50% Coverage. EM2 Employment Industrial (Highway 400 Industrial) Lot Area 1300 sqm, 50% Coverage EM3 Employment Industrial (Service Industrial ) Lot Area 700 sqm, 60% Coverage EM4 Employment Industrial ( General Industrial) Lot Area 700 sqm, 60% Coverage EM5 Employment Industrial ( Restricted Industrial) Lot Area 2000 sqm, 60% Coverage EP Environmentally Protected Lands

I Institutional (Assembly Hall, Community Centre, Day Nursery, Group Home, Library Nursing Home, Medical)

I-E Educational Institution ( Day Nursery, Private Academy, School, Training Rehab Centre) I-E-1 I-M Major Institution ( Arena, Art Gallery, College, Court House, Hospital, Library )

I-M-1 MSU Municipal Services and Utilities OS Open Space (typically parkland) R1 Single Family Residential (usually indicative of lack of service) R2 Single Family Residential (15m frontage lots)

R2-WS Single Family Residential (15m frontage lots) Wide Shallow R3 Single Family Residential (12m frontage lots)

R3-WS Single Family Residential (12m frontage lots) Wide Shallow R4 Single Family Residential (10m frontage lots)

R4-WS Single Family Residential (10m frontage lots) Wide Shallow RA1 Apartment Dwelling (First Density)



Table 3.1. Land Use Zoning Description (for Pre-2011 City Boundary)

Zone Description

RA1-1 Apartment Dwelling (First Density) 10 m Height RA1-2 Apartment Dwelling (First Density) 15 m Height RA1-3 Apartment Dwelling (First Density) 30 m Height RA2 Apartment Dwelling (Second Density)

RA2-1 Apartment Dwelling (Second Density) 30 m Height RA2-2 Apartment Dwelling (Second Density) 45 m Height RM1 Multi Family (two units)

RM1-SS Multi Family (two units) Second Suite RM1-WS Multi Family (two units) Wide Shallow

RM2 (Multi Family (three or more units) RM2-TH Townhouses RM2-TH

WS (Multi Family (three or more units) Townhouse Wide Shallow

RM2-THWS (Multi Family (three or more units) Townhouse Wide Shallow

RH Residential Holding



3.4 Calculation of Year 2051 Wastewater Flow Sanitary Component Wastewater collection systems are designed for peak flow to predict linear system capacity requirements for conveyance of peak wastewater flow by adding a peaking factor to the wastewater average flows. Alternative flow calculation methods were proposed and tested by the AMEC Study team and summarized in Table 3.2. A review of policy and planning documents for the City of Toronto, City of Surrey, City of Hamilton, City of London, Region of York, Region of Durham, Region of Peel and Region of Halton was conducted. Upon review with the City of Barrie, the preferred option was selected. In this Master Plan, flow calculation for the Planning Year 2051 was undertaken to reflect full build-out condition within the pre-2010 City boundary. Residential population density and employment density were developed for each land use zoning category and the total population and employment numbers were compared by the 2051 growth numbers. One employment number is equivalent to one residential population in the calculation. Design standards of 28 m³/hectare.d and 35 m³/hectare.d were used for consideration of additional “process flows” for non-residential lands. Equivalent population numbers were calculated for the “process flow” to project wastewater discharge for institutional, commercial and industrial activities beyond wastewater flows due to employment (“process flows” are the difference between 28 m³/hectare.d or 35 m³/hectare.d and sole employment flow in a specific land use). The total equivalent population density for each land use is the summary of residential population, employment equivalent population and “process wastewater” equivalent population. Table 3.4 lists the total equivalent population for Planning year 2051, Planning year 2031 and Planning year 2011. The detailed calculation methods are specified in spreadsheets included in Appendix A. QA/QC was undertaken on the calculated density to ensure that the modeled total residential population and employment numbers are consistent with the population and employment provided by the Planning Consultant MSH for the planning phases. Design wastewater flow for equivalent population in the updated models are based on a unit average flow of 225 lcpd as specified in the City of Barrie Sanitary Sewage Collection Systems and Policies and Design Guidelines. Peaking factors ranging between 1.5 and 4.0, calculated using the Harmon Formula, were applied to average daily dry weather flows. By differentiating the accumulated sanitary peak flow for the “current + upstream” sewershed and the upstream sewershed, the incremental flow for the sewershed was obtained. Detailed calculation methods are summarized in Table 3.3. Detailed calculations are included in Appendix A. For the existing areas within the pre-2010 City boundary, the total equivalent population for each sewershed was obtained by multiplying the overall equivalent population density from the customizable tables by the corresponding area and adding the products. This was done using “Area Weighing” function in PCSWMM.



It should be noted that the merging of two or more sewer pipes conveying flows from different sewersheds must be carried out with caution. Mathematically, the Harmon peaking factor decreases as the population increases, and therefore, when dealing with wastewater flow merging at a node, negative values for incremental flow may be encountered in some cases. Negative values were mathematically imported to reflect the fact that the design capacity of downstream sewage pipes are not necessarily the design capacity summation of corresponding upstream sewage pipes. Harmon peaking factor is identified as ranging from 2 to 4 in the City of Barrie Sanitary Sewage Collection Systems Policies and Design Guidelines. However, in consultation with the City staff and the review of the flow information obtained for the WPCC, it is determined that the Harmon peaking factor can be as low as 1.5 and accurately represent measured flow. Municipal road rights-of-ways (approximately 17% of the total area within the entire City of Barrie) were not included in the calculation as they do not generate wastewater flow. However, areas of Municipal road rights-of-way were included into Inflow/Infiltration flow calculations. Zoning EP (Environmental Protected Lands) and OS (Open Space) also have no population/human activity equivalent quota and were not accounted for regarding inflow/ infiltration.



Table 3.2. Comparison of Wastewater Flow Calculation Methods

Method

Residential Area Non-Residential Area Wastewater Generation Peaking Factor Wastewater Generation Peaking Factor

1 225 L/cap. per resident Harmon 225 L/cap. per employment number

(treat employment number as resident)

Harmon

2 225 L/cap. per resident Harmon 300 L/cap. per employment number

(treat employment number as resident with higher flow quota)

Harmon

3 225 L/cap. per resident Harmon 28 m³/hectare.d Using homogeneous water supply peak

factor*

4 225 L/cap. per resident Harmon dividing into industrial, commercial,

institutional areas and applying different wastewater flow quota

Using homogeneous water supply peak

factor* Note: 1. Area is based on City of Barrie zoning. 2. Non-residential area includes commercial, industrial and institutional zoning areas 3. MOE Sewage System Design Guideline (2008) suggests referencing MOE Drinking Water System Guide and water

supply data for wastewater flow peaking factor.

Table 3.3. Adopted Sanitary Flow Calculation Method for Year 2051

Type Design Flow Calculation

Residential Population 225 L/cap. d Employment 225 L/cap. d 1 employment number = 1 residential population equivalency

Institutional and Commercial Lands 28 m³/hectare. d Divided by 225 L/cap. d to obtain population equivalency Industrial Lands 35 m³/hectare. d Divided by 225 L/cap. d to obtain population equivalency



Table 3.4. Calculated Equivalent Population Density per hectare

(for Pre-2011 City Boundary)

Zone Year 2051 Year 2031 Year 2011

A 206 157 2

RH 150 123 102

R1 34 28 23

R2 63 52 43

R2-WS 75 61 50

R3 78 64 53

R3-WS 91 75 62

R4 94 77 64

R4-WS 103 84 69

RA1 175 143 118

RA1-1 175 143 118

RA1-2 175 143 118

RA1-3 175 143 118

RA2 352 289 239

RA2-1 352 289 239

RA2-2 352 289 239

RM1 40 33 27

RM1-SS 59 48 40

RM1-WS 89 73 60

RM2 147 120 99

RM2-TH 147 120 99

RM2-TH WS 117 96 79

RM2-THWS 117 96 79

C1 520 412 336

C1-1 520 412 336

C1-2 520 412 336

C2 370 289 234

C2-1 370 289 234

C2-2 370 289 234

C3 124 76 55

C4 124 76 55

C5 124 76 55

EM1 124 76 55

EM2 124 76 55

EM3 124 76 55

EM4 156 96 70

EM5 156 96 70

I 124 77 56

I-E 124 77 56

I-E-1 124 77 56



Table 3.4. Calculated Equivalent Population Density per hectare

(for Pre-2011 City Boundary)

Zone Year 2051 Year 2031 Year 2011

I-M 124 77 56

I-M-1 124 77 56

MSU 124 77 56

EP 0 0 0

OS 0 0 0

3.5 Calculation of Year 2011 and 2031 Wastewater Flow Sanitary Component

3.5.1 Infill/Intensification Growth Factor

Based on the City of Barrie Growth Management Strategy, residential population and

employment number are expected to increase significantly and are summarized in Table 3.5.

Table 3.5. Growth Projection of Pre-2010 Boundary

Planning Year Residential Population Employment Number

2011 200,000 131,500

2031 163,933 80,885

2051 134,977 58,600

Using the numbers in Table 3.5, growth factors were calculated and presented in Table 3.6.

Table 3.6. Pre-2010 City Boundary Growth Factor

Growth Period Residential Population Employment Number* General

2011 to 2031 1.21 1.38 1.26

2031 to 2051 1.22 1.63 1.35

Note: Growth factor for employment number was also used for “process wastewater” equivalent

population.

3.5.2 Calculation of Year 2011 and 2031 Wastewater Flow Sanitary Component

Using the method described in Section 3.3.4 and the growth factors summarized in Table 3.5,

residential population density and employment density were developed for each land use zoning

for planning years 2011 and 2031 population and employment numbers. “Process wastewater”

equivalent population was also calculated for planning years 2011 and 2031. The total

equivalent population density for each land use is listed in Table 3.4 for year 2051, year 2031

and year 2011. Detailed calculations are included in Appendix A.



3.6 Inflow and Infiltration Flow Calculation Inflow and Infiltration (I&I) is caused by stormwater and groundwater entering into the sewer system through joints, maintenance hole covers and illegal downspout connections. I&I is difficult to quantify in that it consists of multiple physical processes and may differ depending on storm events or on seasonal groundwater fluctuation. A number of methods have been developed to model I&I flow components. Previous flow monitoring programs undertaken by the City, coupled with flow records at the WPCC, indicated that the City wastewater collection and conveyance systems are not significantly influenced by rainfall derived I&I (RDII) during wet weather periods. Based on this assumption, a value of 0.10 l/s/Ha was adopted for I&I for the purposes of the Wastewater Collection System Master Plan. It also should be noted that Zoning EP (Environmental Protected Lands) and OS (Open Space) are assumed to have no contribution to the I&I flow and, as a result, have been excluded from the models. 3.7 Adjustments of Equivalent Population and Sanitary Flow As described in Section 3.4 and 3.5, the equivalent population for each sewershed and the Level 3 flows were based on land use method. In this section, adjustments of equivalent population and sanitary flow are supplemented to provide actual flow where available and improve the accuracy of the model. 3.7.1 System Wide Adjustments 3.7.1.1 Traffic Zone Adjustment In addition to the land use map, the City of Barrie Traffic Zoning Map provides an alternate source of information to calculate/project residential population and employment number for pre-2010 City boundary. Appendix A includes tables which compare the calculation results between the land use based method and traffic zone based method for each sewershed for the Planning Year 2051, 2031 and 2011. In general, the total equivalent population based on the land use method for most sewersheds are larger than the total equivalent population calculated based on the traffic zoning. However, if for a given sewershed, the total equivalent population based on the traffic zone is greater than those based on the land use method and the difference is greater than 200 (i.e., peak flow difference greater than 2 L/s), the difference was added to the total equivalent population based on the land use method, providing the adjustment reflects a realistic view of the sewershed equivalent population. 3.7.1.2 Annexation Connection Adjustment For the Planning years 2031 and 2051, when wastewater flows from the Annexed Area merge into City of Barrie existing wastewater collection infrastructure, cumulative total equivalent populations were adjusted in the calculations for pre-2010 City boundary to reflect Harmon peaking factor changes.



3.7.2 Individual Adjustments 3.7.2.1 Adjustment Based on Mapleview West Trunk Flow Monitoring In an effort to quantify current operations, City of Barrie conducted a five-week flow monitoring to obtain the existing actual flow data within the Mapleview West Trunk Sewer. A flow gauge was installed in the trunk immediately west of Mapleview West and Bayview. Detailed discussion of the impact is included in Section 4.4.1. 3.7.2.2 Adjustment Based on Bayfield Street Water Metering Data In an effort to quantify wastewater flows at Georgian Mall area, City of Barrie provided water metering data along Bayfield Street north of Livingstone Street, which provided an average water usage from 2007 to 2010 in the area of 3.5 L/s. Assuming 1:1 ratio between water consumption and wastewater generation and a peaking factor of 4, 14.2 L/s peak sanitary flow was obtained for two sewersheds (NCAT12000 and NCAT12100). Using the growth factors summarized in Table 3.6, peak sanitary flows for 2031 and 2051 were developed. Using peak sanitary flow rates, equivalent population values for these two sewersheds were calculated and used to replace values from the land use based method. Detailed calculations were included in Appendix A. 3.7.2.3 Adjustment for West of Sun King Crescent It is noted that on City of Barrie Zoning map there is a subdivision west of Sun King Crescent and north of Mapleview Drive East. However, this area is currently undeveloped. Equivalent population numbers were adjusted to zero for two sewersheds (SCAT35300 and SCAT35310). This adjustment is only for Year 2011 calculations. 3.7.2.4 Landfill Site Adjustment Additional wastewater flow from landfill site were included in the models and allocated to the appropriate nodes. According to the information from the City, the landfill site wastewater flow is generated from: 1. Gallery flows 2. Lechate flows 3. Pumped out groundwater flow under the current Permit to Take Water (PTTW)

considering remediation needs 4. Site water consumptions The gallery flows are discharged into MH SAI06006, and the lechate and the purged groundwater flows are discharged into MH SAI15144. Wastewater flows from site water consumption were assigned to MH SAI06197.



Based on analysis of the City of Barrie 2011 and 2012 landfill site operation data, the gallery flow has a peak of 28.4 L/s and the lechate flow has a peak of 0.6 L/s. A peaking factor of 2 was assigned. The total maximum permitted flow of the three groundwater pumps (according to the current PTTW) is 12.5 L/s and no peaking factor was assigned. With the reference of data in the parallel City of Barrie Water Supply InfoWater model, 2.2 L/s was assigned for the landfill site water consumption peak flow rate. Using the growth factors summarized in Table 3.6, peak flows for 2031 and 2051 were calculated. Using the peak flow rates, equivalent population values for these three flow assignments were calculated. Sewershed ICAT1100 equivalent population based on the land use method was then modified to reflect the actual calculated flow. The downstream sewershed ICAT5000 which receives lechate and purged groundwater flows via SAI15144 were added. Since characterization of wastewater flow from the landfill site is available, the flow for the original flow assignment manhole SAI06198 was set as zero. Detailed calculations were included in Appendix A. 3.7.2.5 Adjustment Due to PS4 Decommissioning The existing Pumping Station No.4 within pre-2010 City boundary (on Bayview Drive north of Lockhart Road) is recommended to be decommissioned before 2031 when the proposed sewer trunk on Lockhart Road connects the Huronia Road sewer trunk, therefore wastewater flow from sewershed SCAT30700 will be discharged to the Lockhart Road sewer trunk, which is part of the proposed wastewater collection system for the Annexation Lands. The equivalent population values numbers of SCAT30700 for the planning year 2031 and the planning year 2051 were adjusted to zero. Accordingly, the equivalent population of the tributary W4C on the Annexation Lands will be updated to reflect this flow rerouting in Section 8.3. 3.7.2.6 Adjustment for Pipe Split Pipe split is when a single pipe is split into two or more pipes downstream. Three pipe splits were identified in pre-2010 City boundary wastewater collection systems (Table 3.7).

Table 3.7. Pipe Split Summary

Splitting Manhole

Upstream Sewersheds before Split

Downstream Sewersheds After Split Location

SAI06001 ICAT1120 ICAT1130 ICAT3000 Edgehill Dr. & Ferndale Dr. N

SAF05010 SCAT33120 SCAT33200 SCAT33500 Big Bay Point Rd. & Huronia Rd.

SAH04102 SCAT35410 SCAT35330 SCAT35420 Sandringham Dr. & Consort Dr.



PCSWMM calculates flow split automatically while the equivalent population each downstream sewershed would carry has to be input manually. After a trial run, a splitting percentage of the upstream wastewater flow for two downstream sewersheds was obtained, and then the same splitting percentage of the carrying equivalent population for two downstream sewersheds was assigned. 3.7.3 Summary of Sanitary Flow Adjustments Table 3.8 summaries the sanitary flow adjustments described previously and used to improve the accuracy of the model. Detailed calculations and notes are included in Appendix A. 3.8 Adjustment for Inflow and Infiltration Flow Similar to Table 3.8, Table 3.9 summarizes where I&I flow adjustments were made to the model.



Table 3.8. Summary of Sanitary Flow Adjustments

Adjustment Adjustment Sequence Planning Year

Traffic Zone Adjustment 1 2011, 2031 and 2051 Annexation Connection Adjustment 2 2031 and 2051

Adjustment Based on Mapleview Trunk Flow Monitoring 3 2011 Adjustment Based on Bayfield Street Water Metering Data 3 2011, 2031 and 2051

Adjustment for West of Sun King Crescent 3 2011 Landfill Site Adjustment 3 2011, 2031 and 2051

Adjustment Due to PS4 Decommissioning 3 2031 and 2051 Adjustment for Pipe Split 4 2011, 2031 and 2051

Table 3.9. Summary of I/I Flow Adjustments

Adjustment Adjustment Detail Planning Year

Traffic Zone Adjustment No adjustment 2011, 2031 and 2051 Annexation Connection Adjustment No adjustment 2031 and 2051

Adjustment Based on Mapleview Trunk Flow Monitoring Included with sanitary flow adjustment 2011 Adjustment Based on Bayfield Street Water Metering Data No adjustment 2011, 2031 and 2051

Adjustment for West of Sun King Crescent Set as zero due to undeveloped status 2011

Landfill Site Adjustment Set as zero due to detailed flow sources information available 2011, 2031 and 2051

Adjustment Due to PS4 Decommissioning Set as zero due to flow rerouting 2031 and 2051 Adjustment for Pipe Split No adjustment 2011, 2031 and 2051



4.0 SEWER AND LIFT STATION CAPACITY ANALYSIS As discussed in Section 3.2, three hydraulic wastewater models existed for the City. These models were combined into a single model for the Pre-2010 City boundary was completed to provide an overall view of City of Barrie wastewater collection system and to study the hydraulic condition for the collection system near the WPCC headworks. Flow results were compared with the capacity for each sewer run in the system. Capacity indicators included the following:

• The peak flow stage within 3.0 m of the manhole rim elevation; • The peak flow rate exceeds the full-flow pipe design capacity; • The pipe capacity is limited when the conduit is surcharged at its upstream end and the

HGL is steeper than the conduit slope; • The peak flow velocity exceeds 2.5 m/s; and • The peak flow velocity is less than 0.75 m/s.

The first indicator is considered to be the most significant since it provides the most direct correlation between system flow and the potential for structural (i.e. basement) flooding problems. 4.1 Model Updates The existing PCSWMM wastewater collection system model was updated to include scheduled wastewater collection system upgrades under construction or to be constructed in the near future. Two significant changes updated in the model are as follows: 1) Pump Station No. 3 (PS3) and the Connecting Pipes The City of Barrie plans to decommission and replace PS3 with a deep sewer outletting to the Lovers Creek trunk system. As a result, PS3 and the associated forcemain have been deleted from the Barrie South Model. An 1140 m, 1050 mm diameter trunk sewer (from SAX08001 to SAX08011, AMEC coding) has been added to connect SAP 08023 (previous pumping station inlet manhole) and SAP21038 (downstream sewer pipe size: 1050 mm) on the centre of the right-of-way. In the absence of design details from the City, pipe size, length, slope, invert and manhole rim information were assumed and reflect City of Barrie design guidelines. This scheduled construction activity is now reflected in the model as an “existing condition” although it will be included in the list of the proposed works for pre-2010 City boundary in Section 8. 2) Hewitt Trunk The upper 550m± of the Hewitt Trunk (from Manhole SAH09099 to SAH08044) was included the existing South Barrie model provided by the City, however, to date it has not been constructed. This project will be included in the list of the proposed works for Annexed Lands in Section 8.



4.2 Flow Input for PCSWMM Model The total calculated peak flow (peak dry weather and I&I) for each sub-sewershed was added to the PCSWMM model at the corresponding manholes. Sewage catchment areas defined for the Annexed Areas are illustrated on the drawings included in Appendix B. Sewershed area delineation was determined using existing outlet invert elevations and available contour information for the area. Strict one on one relationship between sewersheds and flow-assigned manholes has been achieved to eliminate inaccuracy in the previous Master Plans. 4.3 Pre-2010 City Boundary Wastewater Collection Analysis Using methods described in Section 3, hydraulic analysis has been completed for Pre-2010 City (i.e. the existing wastewater collection infrastructure at Planning Year 2011). The flow analysis was a Level 3 level analysis with adjustments. Two (2) occurrences, noted in Table 4.1 have been identified where the maximum flow exceeded the full-flow conduit capacity for the Level 3 flow scenario.

Table 4.1A. Pre-2010 City Boundary Sewer Potential Flooding (Planning Year 2011)

Conduit Name Model Junctions Diameter

(mm) Length

(m) Note Inlet Outlet

From 447 to 470 SAI13075 SAI11024 250 840 Project Recommended

L014 SAL02070 SAL02071 2500 by 1800 Rectangular 18

System upgrades are recommended for the approximately 840 m 250 mm sewer (from SAI13075 to SAI11024) from approximately Bishop Dr. and Ferndale Dr. S. to approximately Morrow Rd. and Patterson Rd. Twinning these sewers is recommended to eliminate any possibility of basement flooding and to provide for more future capacity. Pipe L014 on Simcoe Street is shown to surcharge in the model; however, the surcharging is minimal and isolated. No remediation work is recommended. In the pre-2010 City boundary PCSWMM model for Planning Year 2011, the 240 m 250 mm sewer on Patterson Rd. between Morrow Rd and Pattern PI. (from SAI13174 to SAI13071) does not show surcharging. However, these pipe sections are relatively shallow and wastewater flow is expected to increase significantly. Twinning these sewers is recommended to eliminate any possibility of basement flooding and to accommodate more future capacity.

Table 4.1B. Pre-2010 City Boundary Other Recommended Project (Planning Year 2011)

Conduit Name Model Junctions Diameter

(mm) Length

(m) Note Inlet Outlet

From 118 to 107 SAI13074 SAI13171 250 240 Project Recommended



The model also indicates that pipe sections (from SAI12025 to SAI11024) on Morrow Road east

of Patterson Road may have back flow from other connected pipes, therefore a backflow device

is proposed at SAI12025.

4.4 Pre-2010 City Boundary Year Models After the Proposed Works

The Pre-2010 City PCSWMM model for Year 2011, after implementation of the proposed works

described in Section 4.3, was modified to reflect the recommended work, thus increasing

system capacity.

4.5 Monitoring Programs

The City commissioned a detailed Infiltration and Inflow (I&I) Study and a report issued by XCG

Consultants in September 2009. The study report concluded that I&I into the sewer system was

generally below MOE recommended values of 0.1 to 0.2 L/ha.s with a few exceptions.

Furthermore, groundwater flow was found to represent 50-70% of the dry weather flows in the

system in many cases.

Overall, the measured flows obtained from the monitoring program were significantly below

theoretical flows calculated in the models using Level 3 flow inputs. Furthermore,

recommendations provided in the study report to reduce I/I in the system and much of this work

has been completed.

4.5.1 Mapleview West Sewer Trunk Flow Monitoring

The Holly Pumping Station (PS5) has been identified as a potential outlet for future flow from

the Annexed Lands. In an effort to quantify current operations, the City of Barrie conducted a

five-week flow monitoring to obtain the existing actual flow data within the Mapleview West

Trunk Sewer. A flow gauge was installed in the trunk immediately west of Mapleview West and

Bayview.

Flow data were analyzed and summarized below:

Table 4.2. Mapleview West Sewer Trunk Flow Data

Monitoring Average Flow (L/s) Peak Flow (L/s)

Period

Oct. 7th-Oct. 13

th 45 90

Oct. 14th-Oct. 20

th 34 82

Oct. 21st-Oct. 27

th 38 94

Oct. 28th-Nov 2

nd 32 82

Nov 3rd

–Nov 10th

34 82

It should be noted that during this flow monitoring period, there was no significant wet weather

events in City of Barrie; therefore, the summarized data above only includes the sanitary flow

component (dry weather flow) and excludes the inflow and infiltration flow component. Using the

average value (36.6 L/s) of flows recorded in Table 4.2 and a peaking factor of 4, the peak flow

for the pipe section located upstream of the flow monitoring station was set as 146.4 L/s. For a



comparison, before flow adjustment, the modelled flow rate in the Mapleview West Sewer Trunk

pipe section immediately west of Mapleview and Bayview is 263.0 L/s. Therefore even

considering theoretical wet weather flow, the actual flows were significantly lower than the

modelled flow.

In 2011 pre-2010 City model, the modeled flow at the discharge of the Holly Pumping Station is

101.0 L/s, in accordance with the Holly Sewage Pumping Station Design and Existing Condition

Review Assessment Report, 2010). The sanitary component and the I&I component of this flow

in the 2011 model are 81.5 L/s and 19.5 L/s respectively.

Between the Holly Pumping Station and the Mapleview trunk flow meter is industrial land

(429.7241 hectares). The total wastewater flow generated from this area is 45.4 L/s, in which I&I

component accounts for 8.6 L/s, therefore the sanitary component is 36.8 L/s and the “actual”

sanitary flow before the flow meter is 118.3 L/s.

The cumulative equivalent population at sewershed SCAT31150 was calculated for the “actual”

sanitary flow for SCAT31000, SCAT30500 and SCAT30600. Detailed calculations and notes are

included in Appendix A.

4.6 Existing Model Calibration

The Barrie South model was previously calibrated using the R-T-K method incorporating

infiltration and inflow effects on the system during wet weather periods. Discussion on the

calibration method and analysis can be found in the Barrie South Master Plan (AECOM, 2009).

The Barrie North model used the ratio of measured wet weather flow to computed model flow

for calibration. Calibration factors were developed for application in the model. The Barrie

Industrial model has not been calibrated and infiltration/inflow is believed to be within the

standard accepted range of values recommended in the Ministry of the Environment Design

Guidelines for Sewage Works (2008). The Barrie Industrial model was not calibrated.



5.0 UPDATED MODEL VALIDATION

5.1 Methodology

Existing flow records at the City Wastewater Pollution Control Centre (WPCC) were reviewed

extensively together with water consumption records collected in the City over a 10 year period.

The historical data indicates that water consumption and wastewater treatment volumes have

decreased noticeably for several years. This trend is consistent across Ontario and Canada and

can be attributed to a number of factors including water conservation efforts, more efficient

fixtures, higher user rate fees and changes in employment uses (i.e. fewer wet industries). A

comparison of theoretical flows with existing actual measured flows was undertaken in an effort

to validate the modeling results. As noted previously, different PCSWMM model calibration

strategies were applied for the Barrie North and Barrie South areas in the original models. The

Barrie Industrial Area model was not calibrated.

All existing models were updated by AMEC. This included correction of errors, model

extension(s) and other adjustments. In addition, the system inflow methodology was converted

from Level 2 to Level 3 flows. Each model was re-run and flows validated by comparing with

total calculated wastewater flows measured at the WPCC. The total modeled peak flow for

existing condition was determined to be approximately 145 MLD for the Planning Year 2011. By

comparison, the current City WPCC ECA limits peak flow entering the WPCC to 156 MLD.

5.2 Wet Weather Flow Components

Based on flow monitoring data obtained from the WPCC, there is not a significant fluctuation in

the influent flows during wet weather months indicating a low RDII flow component in the

system. This was also confirmed through the flow monitoring program completed to 2008. Most

of the works identified in previous studies to reduce I&I in the system have been completed and

the ongoing effort is being made by the City.

5.3 Long Term Trends

With the increase in use of water efficiency devices, increasing environmental awareness and

successful water conservation education/promotion, a generally decreasing trend has been

witnessed for wastewater flow generated per capital since 2000 in Ontario municipalities,

including Barrie. This trend has been reflected in the design parameters for wastewater

collection systems.

Figure 5.1 provides an illustration of the wastewater flow trend for the period 2003 to 2010. The

flows have been adjusted to remove recirculation flows.



5.4 Infill and Intensification Impact on Existing Trunk System Wastewater flow calculations within Pre-2010 City for Planning year 2031 and Planning 2051 were described in Section 3.3 and Section 3.4. Infill/Intensification and annexation will have a combined impact on the City of Barrie wastewater collection system existing infrastructure, especially on existing infrastructure in Barrie South Area. This is because the existing infrastructure will receive significant wastewater flow from the Annexed Areas and because the Harmon peaking factors will change for the sewersheds downstream of connection points, which are within the pre-2010 City boundary. The detailed analysis will be presented in Section 8.4 to study the combined effect of infill/intensification and annexation.



Figure 5.1 City of Barrie Historical Wastewater Flow Rates Measured at WWPC



6.0 DEVELOPMENT AND EVALUATION OF ALTERNATIVE LAND USE OPTIONS 6.1 Problem/Opportunity Definition Based on a review of existing and future conditions, as well as preliminary consultation with stakeholders, it has been determined that a number of wastewater collection system improvements are needed in order to support the planned growth targets for infill/ intensification and Out To Boundary of the Annexed Areas. The goal is to identify a preferred option which best satisfies the evaluation criteria developed as part of the Master Plan process of the Municipal Class EA. The descriptions, methods, analysis and conclusions in this section deal with preliminary alternatives and differ from those in Section 8, which are preferred alternatives. 6.1.1 Infill/Intensification Flow Generation Based on the City of Barrie Growth Management Strategy, residential population is expected to increase from 141,000 to 210,000 by 2031. The projections include 40,000 additional people in the annexed lands and 29,000 people due to infill and intensification in the pre-2010 City boundary. City wide employment growth is expected to be 33,300 over the 2011 to 2031 planning horizon. Current employment is 68,000 within the City. An additional 24,470 jobs are expected within the existing municipal boundary and an additional 8,825 within the annexed area. Total employment by 2031 is projected to be 101,000. In addition, the City is planning for infrastructure to out to boundary limits. The 2051 horizon for population and employment is presented in Table 6.1.

Table 6.1. Projection of City of Barrie Growth to 2051

Pre-2010 City Boundary Annexed Lands Total Population 200,000 70,000 270,000

Employment 131,500 12,000 143,500 Increased wastewater flows resulting from infill and intensification related population and employment growth was added to the City’s existing collection system according to traffic zone population distributions. A total of 155 traffic zones were included. Corresponding flows were added to the model in accordance with Section 3.3 of this report. 6.1.2 Trunk Sewer Residual Capacity Capacity deficiencies in the existing trunk wastewater collection system prior to infill/ intensification and growth in the Annexed Area are identified in Section 4 of this Master Plan.



6.1.3 Pumping Station Residual Capacity Pumping stations which could serve growth areas were examined for residual capacity. Key pumping station issues are identified as follows: Pumping Station 5 Flows from the west Annexed Area discharge to the existing wastewater conveyance system outlet at County Road 27 will increase the flow to the Holly Pump Station (PS5). The Holly Pump Station (PS5) is located on the southwest corner of Logan Court in the Holly area, and includes two submersible pumps each rated at 123.3 L/s at a TDH of 33.75 m. Pumping Station 5 in the model receives connecting flow from new annexed lands via multiple Manholes. The pump station discharges through a forcemain north along Town Line Road (County Road 27) and then east along Mapleview Drive West to a sanitary manhole just west of Essa Road. The pumping station has 10L/s residual capacity, which is to be used by undeveloped land within the service area. The Design Brief was reviewed with a set of operation data provided by the City. Holly Pumping Station was recommended for upgrade. Detailed information will be described in later section of this Master Plan. Infill and Intensification will not have an effect on this pumping station because it is at the southwest corner of the pre-2010 City. Pumping Station 3 Pumping Station 3 in the model receives connecting flow from annexed lands via Manhole SAP 02065 and SAP 02002. Existing capacity: 2 submersible pumps each rated at 123 L/s. The City of Barrie will be decommissioning this pumping station and redirecting flows to the Lovers Creek trunk sanitary via a proposed gravity sewer flowing north on Huronia Road and then east on Mapleview Drive. Pumping Station 4 Pumping Station 4 is located at Lockhart Road and Bayview Drive and serves the community north of Lockhart Road. Wastewater flows southbound to the pumping station and is lifted to wastewater pipe on Bayview Drive (receiving manhole SAP12024). It is proposed in this Master Plan that the pumping station be decommissioned and connected to future wastewater pipe on Lockhart Road running from west to east. The location, depth and capacity of wastewater station on Lockhart Road in Annexation wastewater collection system planning is specially arranged to accommodate the connection.



6.2 Identification of Alternative Land Use Options The Annexed Lands: Background and Options Report (August 2011) prepared by Macaulay Shiomi Howson Ltd. (MSH) identified three (3) land use and transportation options for the annexed lands in their entirety. The report recognized that not all of the lands will develop by 2031 based on the conclusions to date of the Growth Management Strategy, and that the final Secondary Plan, in accordance with the requirements of Provincial policy, will only designate those lands which are to be developed by 2031. However, in order to determine the most appropriate lands to develop to 2031, and evaluate servicing and transportation needs for the Annexed Area, it is essential to understand what the ultimate land use and transportation plans will be for the Annexed Lands. Each option will generate different amounts of population and employment. In total, the options within the general parameters established by Provincial policy, and as reflected in the City’s Growth Management Strategy, are projected to accommodate, at full build out, approximately: Alternative Land Use Options

• Option 1 - 65,799 people and 11,333 jobs • Option 2 - 73,079 people and 8,653 jobs • Option 3 - 56,795 people and 12,312 jobs

Drawings of the Land Use Options are included in Appendix B. The following three Alternative Land Use Options have been identified for consideration in addressing the problems and opportunities discussed above: Option 1: Employment Focus Industrial/business park areas within the pre-2010 City boundary are concentrated along Highway 400. Extend the land use pattern into the annexed lands with the designation of the majority of the developable lands between Veterans Drive and Huronia Road as “Industrial/Business Park”. The other major focus of development is a mixed use corridor along Yonge Street and a medium/high density residential neighbourhood located east of Yonge Street between the railway and the natural heritage system. Secondary mixed use nodes of development are found at Essa Road and Salem Road and Mapleview Drive East and Young Street. The remaining lands will be developed for low and medium density residential neighbourhoods focused on a Neighbourhood Park, as well as an elementary school where required. Village Squares will serve areas which are not easily accessible to Neighbourhood Parks. The neighbourhoods will also be served by smaller mixed use nodes at central locations which will include convenience commercial facilities, live-work units and medium/high density housing.



Option 2: Residential/Mixed Use Focus The lands will be developed for low and medium density residential neighbourhoods. This includes an area on the east side of Highway 400 south of the natural heritage system between Highway 400 and Huronia Road, excluding an employment block located adjacent to the east side of Highway 400. Common elements with option 1 include:

• Industrial/Business Park Area • A significant industrial/business park area is located along Highway 400. • The industrial/business park area, including an area west of Veterans Drive, is primarily

on the west side of Highway 400. • Yonge Street Mixed Use Corridor • Medium/High Density Residential Neighbourhood • Essa Road and Salem Road Mixed Use Node • Mapleview Drive East and Young Street Mixed Use Node

Option 3: Employment/Residential Focus

• Industrial/Business Park Area

Similar to Option 1, a significant industrial/business park area is located along Highway 400 between Veterans Drive and Huronia Road. It also includes an industrial/business park area south of the boundary of the annexed lands, west of Veterans Drive, north of Salem Road and east of the natural heritage system.

• Yonge Street Mixed Use Corridor

This option, like the other two options, also includes the Yonge Street Mixed Use Corridor, although it is not as wide as in Options 1 and 2, and instead of a mixed use area in the south west quadrant of Yonge Street and Mapleview Drive East, the land is proposed to be designated “Commercial”.

• Medium/High Density Residential Neighbourhood The medium/high density residential area is not included in this option and the land is designated for low/medium density residential.

• Mixed Use Nodes

Secondary mixed use nodes are included at Essa Road and Salem Road, and Mapleview Drive East and Prince William Way similar to the other options.

The remaining lands will be developed for low and medium density residential neighbourhoods. This includes on the west side some small mixed use nodes. On the east side, no mixed use nodes are identified, but a small commercial block is provided on the north side of Mapleview Drive East. In addition, on the east side, only one additional elementary school is provided outside the Mapleview/Prince William Way Mixed Use Node. This school is located west of Yonge Street adjacent to a Neighbourhood Park. The other School/Park Blocks are anticipated to only be required for Neighbourhood Parks.



6.3 Assessment of Alternative Land Use Options In assessing Alternative Land Use Options, a range of environmental issues have been addressed and potential avoidance or mitigation of negative effects has been considered. The three Land Use Options were presented to the Public at PIC #2 in April 2012. As a result of Public and Stakeholder input, a preferred Alternative Land Use Option was proposed and endorsed by Council in October 2012. The preferred Alternative Land Use Options is a hybrid of the three Options presented above, to the Public and includes:

• Industrial/Business Park areas within the pre-2010 City boundary are concentrated along Highway 400; the Preferred Option extends that Land Use pattern into the Annexed Area with the designation of the majority of the developable lands between Veterans Drive and Huronia Road as “Industrial/Business Park”. The Industrial/Business Park area also extends along Salem Road west of Veterans Drive and east of the natural heritage system (NHS).

• Major focus of development is mixed use corridor along Yonge Street and at Essa Road

and Salem Road. The remaining lands will be developed for low and medium density residential neighbourhoods focused on a Neighbourhood Park, as well as elementary schools and high schools where required. Village Squares will serve areas which are not easily accessible to Neighbourhood Parks. The neighbourhoods will also be served by smaller mixed use nodes at central locations which will include convenience commercial facilities, live work units and medium/high density housing. Drawings of the Alternative Land Use Options and the Preferred Land Use Option are included in Appendix A. 6.3.1 Population Distribution through Traffic Zones Distribution of the forecasted population growth targeted for the annexed lands and, associated wastewater flow generation inputs for the wastewater conveyance system, was carried out using traffic zones generated by the Study Team. A total of 16 traffic zones were identified in total comprised of seven (7) in the east lands and nine (9) in the west. It should be noted that this was only for the stage of selecting Preferred Land Use options. 6.3.2 Annexed Areas Base Sewage Generation Rates Residential Areas Residential design sewage flows in the expanded model are based on a unit average domestic flow of 225 lcpd as specified in the City of Barrie Sanitary Sewage Collection Systems and Policies and Design Guidelines. Peaking factors ranging between 2.0 and 4.0, calculated using the Harmon Formula, were applied to average daily dry weather flows.



Employment Lands

Employment Lands were modeled using a design wastewater generation rate of 28 m3/ha.day.

This represents an increase in the flow criteria adopted in the model for the current wastewater

collection system to account for potential wet industries in the Annexed Area designated

employment lands. This approach is consistent with the assumptions included in the 2008 City

of Barrie Development Charges Study. It should be noted that this calculation method is only for

preliminary servicing study of the land use options and is subject to change at a later stage

when a more detailed servicing study is conducted for the preferred land use option.

Infiltration/Inflow Allowance

The I&I allowance provided in the model for the annexed areas is 0.1 l/ha.s.

6.3.3 Available Wastewater Outlets to Existing System

A summary of considered potential outlets (system connection points) at this stage are as

follows:

Table 6.2. Summary of Identified Connection Points to Service Annexed Lands

Connection

Point Location Description

Manhole

Identification

Pipe Size

(mm)

Invert Elev.

(m)

1 Simcoe County Road 27 SAP02003 375 287.9

2 Essa Rd. & Athabaska Rd. SAP02065 300 298.5

3 Veterans Dr. & Commerce Park Dr. SAP04004 450 303.7

4 Veterans Dr. & Salem Rd. SAP04001 450 305.0

5 Lockhart Rd. & 10 Sideroad SAP08007 975 240.1

6 Patrick Dr. & Stunden Lane SAP09017 450 241.2

7 Patrick Dr. & Seline Cres. SAP090006A 450 243.9

8 Royal Jubilee & Mapleview Dr. SAH008044 825 240.2

6.3.4 Wastewater Collection System Expansion

Conceptual sanitary sewer networks were developed for each of the three (3) land use options

taking into consideration preliminary road networks identified in the Background and Options

Report, existing topography, available sewer outlet locations and natural corridor locations.

Based on the land use designation, road patterns and surface contours, sewersheds were

created by digitally delineating these areas as closed polygons in AutoCAD. The number of

sewersheds differs by Option and is presented in Table 6.3. The polygons represent sanitary

drainage area boundaries for pipes greater than or equal to 250 mm in diameter and generally

follow the updated road right of ways.



Table 6.3. Model Sub-Sewersheds by Land Use Option

Option Number of Sub-Sewersheds Option 1 235 Option 2 230 Option 3 243

Sewershed boundaries were examined / modified to avoid any overlapping and gaps. It should be noted that there are slight differences in the total areas of the three sewershed divisions since there are differences in road patterns among the three land use options. No labeling system has been adopted for the sewersheds and the PCSWMM UIDs (a layer attribute) will be used as temporary labels at the planning stage. A formal labeling system is recommended for the future stage and the system should follow the same rules as the Barrie South, North and Industrial Wastewater Collection Systems. Labeling number range should begin with CAT 40000. Gravity sewers are proposed to the greatest extent possible thereby minimizing the number of pumping stations required as these require considerable maintenance and higher operating costs. 6.3.4.1 Salem Neighborhood Land Use Options The Salem Neighborhood area is divided into 4 tributary areas with outlets at County Road 27, Essa Road, Veterans Drive, and Huronia Road. The depth of the gravity sewer outletting to the northwest corner of the Annexed Areas at County Road 27 has been established by the low point at the MH124. Sewer depths along County Road 27 would be up to 14 m in depth in the vicinity of MH83, 10 m at MH85 and 8 m deep at MH75. Furthermore, modeling of this alternative indicates that significant upgrades will be required to the Holly Pumping Station (PS5) and the Mapleview Drive / Huronia Road trunk sewers downstream to accommodate the proposed flows from the Annexed Areas. An alternative servicing strategy was developed to construct a pumping station at MH124 and pump wastewater flows from the station to the proposed gravity sewer on McKay Road, discharging to the Huronia Drive trunk system. Some of these options were not viable and have not been analyzed in detail. The advantage would be a reduction in the depth of the sewers, but, more importantly, the virtual elimination of costly upgrades to the existing downstream trunk network and Holly Pumping Station (PS5). The Proposed trunk sewers (300 mm diameter and larger) have been sized for each of the three land use options reviewed. Piping arrangements are illustrated on drawings appended to the report. The gravity sewer only alternative discharging to the existing outlet at County Road 27 is depicted in Alternative W1. The pumping of flows from the south boundary to the existing outlet on Huronia Road is depicted in Alternative W2.



6.3.4.2 Hewitt’s Neighborhood Land Use Options

Hewitt’s Neighborhood can be divided into 3 tributary areas with outlets at Seline Crescent /

Stunden Lane and Royal Jubilee Drive / Mapleview Drive East. Gravity sewers are proposed

throughout with one wastewater pumping station likely required where Mapleview Drive East

intersects with the east boundary limit. Existing elevations in the area are as low as 252.00. A

proposed sewer invert of 248.00 would result in a deep (>10 m) gravity sewer @ 0.35% slope or

less outletting to the Royal Jubilee / Mapleview connection point. Two variations were

considered including a pumping station and forcemain alternative or diverting flows at this

location to the Town of Innisfil.

The pumping station alternative with corresponding forcemain and sewers is illustrated as

Alternative E1. Alternative E2 illustrates the diversion of wastewater flow to the Town of Innisfil.

Alternative E3 illustrates the deep gravity sewer at the east end.

6.3.4.3 Land Use Option and Alternative Sewer Configuration Combinations

The following six (6) combinations of sewer alternatives were considered for each of the three

land use options. The descriptions of these alternatives are included in Section 6.3.4.1 and

Section 6.3.4.2 and Sheet 1 to 15, Drawing Set 2 in Appendix B.

Table 6.4. Sewer Alternative Combinations

Option Alternative

Combination Description

Option 1

Option 2

Option 3

1 W1+E1

2 W1+E2

3 W1+E3

4 W2+E1

5 W2+E2

6 W2+E3

6.3.5 Modeling Results

Eighteen (18) PCSWMM models were developed to analyze the combinations listed in Table

6.4. Wastewater flow estimations calculated using the criteria specified in Section 6.3 are

presented in Table 6.5.

Table 6.5. Annexation Lands Wastewater Flow Generation Summary

Option

Modeled

Area

(Hectare)

Residential

Peak Flow (L/s)

Employment

Peak Flow

(L/s)

I and I

Flow

(L/s)

Total

Peak

Flow

(L/s)

Option 1 2149.9 676.1 134.1 147.5 957.7

Option 2 2162.9 734.5 94.5 147.1 976.5

Option 3 2176.1 604.0 140.6 148.1 892.7



Design criteria applied for the design of the wastewater collection system for the Annexed Areas include the following:

• minimum manhole depth of 3.0 m, • design capacity not to exceed 85% full flow, • slopes and maximum/minimum full flow velocities in accordance with MOE design guide

when the piping alternatives were developed, • head losses allowed for through minimum drops in manholes, and • no conduit and junction surcharge or flood was allowed in the piping development.

It should be noted that the piping development was based on coarse contour mapping during the options review (2 m interval) for the Annexed Areas and shall be used only for preliminary planning and design purposes. More detailed information has been used to assess the Preferred Alternative. Modeled flows of the sanitary servicing alternative combinations for each of the three (3) land use options are provided in Tables 6.6 to 6.8 for Option 1, 2 and 3 respectively.



Table 6.6. Annexation Lands Wastewater Flow Generation Summary – Option 1 (Units: L/s) Connection

Point in South System

Connection Point to South System

Alternative 1

(W1+E1)

Alternative 2

(W1+E2)

Alternative 3

(W1+E3)

Alternative 4

(W2+E1)

Alternative 5

(W2+E2)

Alternative 6

(W2+E3)

SAP02002 Out#1 113.6 113.6 113.6 18.3 18.3 18.3 SAP02065 Out#2 61.8 61.8 61.8 34.9 34.9 34.9 SAP04004 Out#3 33.5 33.5 33.5 33.5 33.5 33.5 SAP04001 Out#4 20.1 20.1 20.1 20.1 20.1 20.1 SAP08007 Out#5 198.3 198.3 198.3 307.6 307.6 307.6 SAP09017 Out#6 28.2 28.2 28.2 28.2 28.2 28.2

SAP09006A Out#7 61.4 61.4 61.4 61.4 61.4 61.4 SAH008044 Out#8 255.6 151.6 255.6 255.6 151.6 255.6

To the Town of Innisfil 127.1 127.1

Total 772.5 795.6 772.5 759.6 782.7 759.6






Alternative 1

(W1+E1)

Alternative 2

(W1+E2)

Alternative 3

(W1+E3)

Alternative 4

(W2+E1)

Alternative 5

(W2+E2)

Alternative 6

(W2+E3)

SAP02002 Out#1 120.9 120.9 120.9 25.3 25.3 25.3 SAP02065 Out#2 63 63 63 18 18 18 SAP04004 Out#3 5.5 5.5 5.5 33.5 33.5 33.5 SAP04001 Out#4 13.5 13.5 13.5 20.1 20.1 20.1 SAP08007 Out#5 244.3 244.3 244.3 301 301 301 SAP09017 Out#6 28.2 28.2 28.2 28.2 28.2 28.2

SAP09006A Out#7 61.4 61.4 61.4 61.4 61.4 61.4 SAH008044 Out#8 255.6 135.5 255.4 309 135.5 309

To the Town of

Innisfil 120.9 120.9 120.9 25.3 25.3 25.3 Total 792.4 802.3 792.2 796.5 753 796.5






Alternative 1

(W1+E1)

Alternative 2

(W1+E2)

Alternative 3

(W1+E3)

Alternative 4

(W2+E1)

Alternative 5

(W2+E2)

Alternative 6

(W2+E3)

SAP02002 Out#1 113.1 113.1 113.1 25.5 25.5 25.5 SAP02065 Out#2 61.8 61.8 61.8 18 18 18 SAP04004 Out#3 22.2 22.2 22.2 22.2 22.2 22.2 SAP04001 Out#4 9.3 9.3 9.3 9.3 9.3 9.3 SAP08007 Out#5 195.5 195.5 195.5 289.8 289.8 289.8 SAP09017 Out#6 28.2 28.2 28.2 28.2 28.2 28.2

SAP09006A Out#7 61.4 61.4 61.4 61.4 61.4 61.4 SAH008044 Out#8 254 135.1 254 240.5 135.1 240.5

To the Town of

Innisfil 124 124 Total 745.5 750.6 745.5 694.9 713.5 694.9



6.4 Hydraulic Impacts on Existing City Wastewater Collection Systems Modeling results indicate that there will be impacts on the existing wastewater collection system associated with Alternative W1 and Alternative W2. Capacity and surcharge issues have been identified on significant portions of the existing trunk sewers and are summarized in Tables 6.9 and 6.10:

Table 6.9. Existing Barrie South WWCS: Capacity Deficiencies Created With Sewer Alternative W1

Location From MH To MH Pipe Dia. (mm)

Max Flow / Full Flow

Surch < 2.5m from MH Rim

Elev

Affected Surcharge

Length (m)

Athabaska Rd. SAH02065 SAP02020 300 119 to 146% <780 Lougheed Rd. SAP02071 SAP02003 375 106 to 179% - <704

27th Road SAP02002 PS5 375 to 450 Up to 209% 135

Mapleview Dr. SAP33022 SAP33013 450 to 525 101 to 158% SAP33022-

SAP33021 779

Plug011 SAP32002 600 112 to 153% - 936 SAP12028 SAP12026 600 120 to 127% - 232

Lakeshore Dr. SAF19031 SAB19028 900 100 to 113% - 356

SAP27001 SAF01001 1050 to 1200 101 to 105% 1115

Sab01004 SAB01003 1350 103% 126 Note: 1. The surcharging pipes identified in the study of existing South Barrie Wastewater

Collection System are not listed here unless it will have apparent or potential flooding issue.

2. Apparent flooding at Manhole SAP33022. 3. Calculated flow of 288 L/s to Holly Pumping Station PS5 will exceed the station’s

design capacity (123 L/s). Upgrade is needed.

Table 6.10. Existing Barrie South WWCS: Capacity Deficiencies Created With Sewer Alternative W2

Location From MH To MH Pipe Dia. (mm)

Max Flow / Full Flow

Surch < 2.5m from MH Rim

Elev

Affected Surcharge

Length (m)

Lakeshore Dr SAF19031 SAB19028 900 100 to 113% - 356

SAP27001 SAF01001 1050 to 1200 101 to 105% 1115

Sab01004 SAB01003 1350 103% 126 Note: 1. The surcharging pipe identified in the study of existing South Barrie Wastewater

Collection System is not listed here unless it will have apparent or potential flooding issue.

The development of Hewitt’s Neighborhood will not result in capacity deficiencies in the existing downstream trunk sewer systems.



6.5 Impact on Pumping Stations

6.5.1 Existing Pumping Stations PS3

As discussed previously, Pumping Station 3 will be decommissioned in the future. The pre-2010

City boundary Model has been updated to reflect this.

6.5.2 Existing Pumping Station PS5

While Alternative W1 can eliminate the proposed pumping station on the Salem Neighborhood,

modeling indicates that it will also create capacity issues on both PS5 and the downstream

gravity sewers feeding into it. Projected flows from the Annexed Areas, combined with flow

allocations for the pre-2010 City boundary, will exceed twice the capacity of the pumping

station. Adding two pumps, each rated at around 100 L/s, and equipping all pumps (new and

existing) with Variable Frequency Drives (VFDs), is a possible solution, providing there is space

for additional two pumps in the station.

The construction of a new sewage pumping station in the Salem Neighborhood under

Alternative W2 and re-direction of flows to the Huronia Road outlet will alleviate the above noted

impacts to PS5 and sewer sections both upstream and downstream of the station.

6.5.3 Pumping Stations in the Annexed Areas

Alternative W2 will require the construction of a new SSPS in the Salem Neighborhood as

described above. The required location is along the south boundary.

Flows from Hewitt’s Neighborhood can be accommodated through the existing City of Barrie

wastewater collection system without triggering specific upgrades or new construction.

Alternatives have been developed for both a new SSPS along the east boundary (E1) and a

deep gravity sewer to eliminate the need for a new pumping station (E3). A third Alternative

(E2) includes the diversion of wastewater flows from part of the east annexed lands to the Town

of Innisfil. Since detailed mapping and available/allowable connection point and route has not

been provided, a rough estimate 3700 m connection pipe to the town was used for cost

calculation. In the absence of topographical information for the area, it is uncertain whether the

system can flow by gravity or if flows must be pumped via a sewage pumping station.

6.6 Engineer’s Estimate of Probable Costs

Table 6.11 illustrates the estimated costs of wastewater collection system servicing for the three

Land Use Options.



Table 6.11 Engineers Estimate of Probable Costs



6.7 Preferred Alternative Land Use Option Based on input provided by stakeholders, technical agencies and public participants, as well as based on an assessment by the study team, the Preferred Alternative Land Use Option is a hybrid of the three Options. This hybrid alternative was endorsed by Council as the Preferred Land Use Option in October 2012, and will address the problems and opportunities identified. Various Preferred Wastewater Servicing Alternatives were prepared and assessed by the study team as a component of the next phase of the project (Drawings are included in Appendix B).



7.0 PREFERRED SERVICING ALTERNATIVES AND ASSESSMENT Alternative Preferred Land Use servicing Options were considered and assessed based on the Evaluation Criteria illustrated in Table 7.1. The following sections discuss the wastewater servicing alternatives considered and the rationale for these Wastewater Collection Servicing Alternatives. 7.1 Wastewater Collection Servicing in the Salem Neighborhood Following identification of the Preferred Option, the following two sub–alternatives for Wastewater Collection Servicing in the Salem Neighborhood were carried forward for further consideration:

Alternative W1: Deep Gravity Sewers Alternative W2: One (1) Pumping Station

An assessment of the two alternatives was completed focusing on natural, socio-economic, environmental and engineering factors (ref Table 7.2: Evaluation of Wastewater Collection Servicing). Based on the assessment, the Preferred Land Use Option Concept is alternative W2. One (1) Pumping Station in the Salem Neighborhood, as it provides adequate level of service to the horizon year and beyond at the most reasonable cost and is conducive to phasing development in the area. 7.2 Wastewater Collection Servicing in the Hewitt’s Neighborhood Three Wastewater Collection Servicing alternatives have been considered. Following identification of the Preferred Option, the following three sub–alternatives for Wastewater Collection Servicing in the Hewitt’s Neighborhood were carried forward for further consideration:

Alternative E1: One (1) Pumping Station Alternative E2: Divert Flows from East Lands to Town of Innisfil Alternative E3: Deep Gravity Sewers

An assessment of the three alternatives was completed focusing on natural, socio-economic, environmental and engineering factors (ref Table 7.2: Evaluation of Wastewater Collection Servicing). Based on the assessment, the Preferred Land Use Option Concept is combination of alternative E1 and E3: a relatively deep gravity sewers and a pumping station on the Hewitt’s Neighborhood, as it provides adequate level of service to the horizon year and beyond.



Selecting alternatives are based on the following technical considerations: • Meeting City of Barrie new wastewater systems design guidelines • Availability and capacity of connection points to the City of Barrie existing wastewater

infrastructure • Minimizing wastewater pipe crossing Highway • Groundwater level and pipe depth • Phasing plan 7.3 Evaluation Criteria and Weighting The evaluation criteria were established through consultation with the City of Barrie and the Study Team. The evaluation criteria reflect a range of natural, social and cultural environments, technical suitability and cost consideration issues which have been addressed and potential avoidance or mitigation of negative effects have been considered. As a key part of assessing Alternative Land Use Options, this study has identified evaluation criteria that reflect the concerns of various stakeholders, as communicated through consultation, as well as the concerns of the Conservation Authorities and neighboring municipalities. The evaluation criteria and a description of the key considerations for each criterion are provided in Table 7.1 below.

Table 7.1. Description of Evaluation Criteria

Criteria Key Considerations Planning and Land Use

Compliance with Provincial Legislation

Consistency/Conformity with applicable Provincial Legislation and Planning Policy:

• Places to Grow Act, 2005 • Clean Water Act, 2006 • Lake Simcoe Protection Act, 2008 • Provincial Policy Statement, 2005 • Growth Plan for the Greater Golden Horseshoe, 2006

Lake Simcoe Protection Plan, 2009

City Strategic Directions

Consistency with Municipal Strategic Directions : • Manage Growth & Protect the Environment • Bring New Employment Lands to Market • Expand Transportation Choices, Including Active Transportation • Strengthen Barrie’s Financial Condition

Develop Affordable Long Range Plans that Reflect Changes In Our Community’s Growth

City Planning Principles for Annexed Lands

Consistency with Planning Principles: • New neighbourhoods draw on strengths of historic

neighbourhoods; including grid streets, public spaces, pedestrian-friendly street design

• New neighbourhoods have basic services and shops including “corner stores” and/or local convenience commercial areas

• Provision of a diversity of housing types • A high priority be placed on supporting active transportation and

on accessibility to public transit Potential to achieve planning principles at implementation

Compatibility of Proposed Land Use on Existing

Effect of proposed land uses on existing development external to Annexed Lands.



Table 7.1. Description of Evaluation Criteria

Criteria Key Considerations Development

Land Use Ratio Ratio of Residential Lands to Employment Lands relative to Tax Assessment

Natural Environment

Wetlands & Vegetation Proximity, size, characteristics and sensitivity of significant natural areas, terrestrial ecosystems and wetlands. Potential impact of loss of natural areas, terrestrial ecosystems or wetland area.

Wildlife Habitat Presence of identified or documented wildlife habitat areas. Potential adverse effects on existing wildlife due to disturbance or loss of habitat.

Groundwater and Surface Water

Potential adverse affect on groundwater quality, surface water quality, erosion or flood potential.

Geomorphology and Fisheries

Impacts to stream morphology and opportunity for improvement to stream morphology, water course crossings and fisheries.

Social and Cultural Environment

Land Use Potential impact to residences, community facilities, public parks, institutions or businesses. Potential impact to visual aesthetic. Potential impact on existing wells.

Air and Noise Number and characteristics of air and noise sensitive receivers (generally residences adjacent to the study corridor). Potential effects of traffic related air and noise on residences, adjacent to the study corridor.

Archaeology & Cultural Heritage Resources

Presence and characteristics of registered archaeological resources and designated built heritage resources under the Heritage Act. Potential adverse impacts on archaeological resources and built heritage resources within or adjacent to the study corridor.

Traffic Impacts Impact development has only existing transportation network, including Highway 400.

Public Acceptance Public acceptance of proposed alternative. Physical Environment

Utilities Potential adverse effects on existing utilities. Opportunity to accommodate future utilities.

Road and Railway Crossings

Numbers of crossings of existing features and impact crossings have on existing and future land use.

Technical

Construction Disruption Potential adverse effects including noise, dust and disruption to existing traffic.

Track Record/ Confidence Level

Past performance of alternative in Ontario. Ability to quantify performance/measure results.

Ability to Service Future Growth

Ability to provide additional capacity/expand to treat flows beyond 2031 projections.

Economic Capital Cost Capital cost of the proposed improvements and the potential for Phasing. Land Acquisition Area of property purchase and number of parcels required. Phasing of Infrastructure Potential to phase infrastructure to best service growth



7.4 Evaluation of Alternatives The evaluations of the five Preferred Land Use Option Servicing Alternatives were completed focusing on natural, socio-economic, environmental and engineering factors. The Evaluation of Wastewater Collection Servicing Table 7.2 illustrates that the Preferred Land Use Option Concepts are alternatives W2: One (1) pumping station on West Lands and combination of alternatives E1 and E3: A relatively deep gravity sewers plus one (1) pumping station on East Lands.

Table 7.2: Evaluation of Wastewater Collection Servicing

Evaluation Criteria Weight Alternative W1 Deep Gravity Sewers on West Lands

Alternative W2 One (1) Pumping Station on West Lands

Alternative E1 One (1) Pumping Station on East Lands

Alternative E2 Divert Flows From East Lands to Town of Innisfil

Alternative E3 Deep Gravity Sewers on East Lands

Planning and Land Use Compliance with

Provincial Legislation

Alternative complies with applicable legislation and planning policy





4

City Strategic Directions

Alternative maintains consistency with municipal strategic directions



City Strategic Plan includes partnerships for joint servicing agreements


4

City Planning Principles for

Annexed Lands

Alternative maintains consistency with planning principles



Reliance on another municipal jurisdiction for wastewater treatment.


4

Compatibility of Proposed Land Use

on Existing Development

Alternative does not impact proposed land uses on existing development external to annexed lands.





3



Table 7.2: Evaluation of Wastewater Collection Servicing (Cont’d)






Land Use Ratio Alternative has no anticipated impact on land use planning.

Alternative has no anticipated impact on land use planning.




2

Natural Environment

Wetlands & Vegetation

No anticipated impact on wetlands and vegetation.





3

Wildlife Habitat No anticipated impact on wildlife habitat.

No anticipated impact on wildlife habitat.




3

Groundwater and Surface Water

Potential temporary impact during open cut trench construction





5

Geomorphology and Fisheries No anticipated impacts No anticipated

impacts No anticipated impacts

No anticipated impacts

No anticipated impacts

5

Social and Cultural Environment

Land Use Alternative has no anticipated impact on land use planning.





2









Air and Noise No anticipated noise impacts following construction

Noise generated by periodic starting of diesel generators

Noise generated by periodic starting of diesel generators

No anticipated noise impacts following construction

No anticipated noise impacts following construction

2

Archaeology & Cultural Heritage

Resources No anticipated

impacts. No anticipated impacts.

No anticipated impacts.



2

Traffic Impacts Temporary traffic impacts during construction only

Temporary traffic impacts during construction only




2

Public Acceptance Good public acceptance

Reduced public acceptance

Reduced public acceptance

Good public acceptance

Good public acceptance

5

Physical Environment

Utilities

Potential for impacts during construction. Temporary support or relocation may be required





3

Road and Railway Crossings

Alternative has no anticipated impact on road/railway crossings.





3




Evaluation Criteria Weight Alternative W1 Deep Gravity

Sewers on West Lands

Alternative W2 One (1) Pumping Station on West

Lands

Alternative E1 One (1) Pumping Station on East

Lands

Alternative E2 Divert Flows From

East Lands to Town of Innisfil

Alternative E3 Deep Gravity

Sewers on East Lands

Technical

Construction Disruption

Potential for traffic disruption during construction





5

Track Record/ Confidence Level Minimal risk of failure.

Construction risk Moderate risk of PS failure

Moderate risk of PS failure

Minimal risk of failure but outside Barrie Municipal jurisdiction

Minimal risk of failure. Construction risk

2

Ability to Service Future Growth

Capacity related impacts to downstream sewers

Minimal capacity issues created in downstream sewers.

No capacity issues created in downstream sewers.

Capacity in Innisfil wastewater system needs confirmation

No capacity related impacts to downstream sewers

1

Economic

Capital Cost High initial capital costs. Minimal long term O&M costs

Need for long term annual operations and maintenance capital for PS

Need for long term annual operations and maintenance capital for PS

High initial capital costs. Minimal long term O&M costs

High initial capital costs. Minimal long term O&M costs

4

Land Acquisition

Easements may be required. Majority constructed in existing municipal right of ways





3









Phasing of Infrastructure

Can be phased with proposed development nearby. Build outward gradually away from existing urban boundary. Will be oversized initially

Must be constructed in advance of development a fair distance away. Can be designed to be expanded in conjunction with development

Must be constructed in advance of development a fair distance away. Can be designed to be expanded in conjunction with development

Must be constructed in advance of development a fair distance away

Can be phased with proposed development nearby. Build outward gradually away from existing urban boundary. Will be oversized initially

3

Score: 14 18 18 12 30 Relative Ranking: 2 1 2 3 1 Score = Weight x Rank Weight = 5 – Critical Importance, 4 – Very Important, 3 – Important, 2 – Less Important, 1 – Least Importance

Neutral Rank: No significant change between alternatives | Positive Rank: Fully shaded circle indicates greatest positive effect from 1 to 4

Negative Rank: Fully shaded circle indicates greatest negative effect from -1 to -4



7.5 Selection of Servicing Alternative Based on the Preferred Land Use Option, discussed in Section 6, and the Evaluation of Wastewater Servicing Alternatives to full build-out, the Preferred Servicing Alternatives are W2 and combination and E1 and E3. Given factors such as the NHS, topography, the planning horizon to 2031 and to 2051, other servicing needs and development phasing, the Preferred Land Use will be adjusted based on all considerations, not just wastewater collection. The Wastewater Collection Master Plan has included the Preferred Land Use Option as well as the Preferred Wastewater Servicing Option. From this point forward, analysis of the wastewater collection system shall be based solely on the Preferred Land Use Option only. An illustration of the Preferred Land Use Option is included in Appendix B.



8.0 ANALYSIS OF THE PREFERRED OPTION Upon endorsement of the Preferred Land Use Option by the City, AMEC undertook a detailed analysis of the wastewater collection system required to develop lands within the Annexed Area and within the pre-2010 City boundary as well as the impact intensification has on the wastewater collection system. The following sections provide details on the implementation of the Wastewater Collection Master Plan. 8.1 Wastewater Servicing Plan Update for Preferred Land Use Option

8.1.1 Sewer Design Criteria Update Design criteria applied in the design of the wastewater collection system for the Annexed Areas were specified in Section 6.3.5. Through the update to the City Sanitary Sewer Design Criteria, the following were confirmed:

• design capacity not to exceed 85% full flow, • A peaking factor from 1.5 to 4, • a minimum slope of 0.4% for local sewer; and • a minimum cleansing velocity of 0.75 m/s when full flow

8.1.2 Flow Calculation Method Update The City’s Sanitary Sewage Collection System Policies and Design Guidelines 2012 will be used which includes the average 225 l/cap/d demands, 28 m3/Ha demands for Institutional / Commercial and 35 m3/Ha demands for select Industrially zoned lands. Calculation of the residential population density and employment density for each land use is shown on Appendix A spreadsheets. Calculation methods were detailed in Section 3.3. The calculated total equivalent population density is summarized in Table 8.1. QA/QC on the modeled total residential population and employment values were conducted to ensure consistency with the Planning values prepared by MSH.



Table 8.1. Annexation Lands Land Use and Total Equivalent Population

Land Use Area (hectare)

Residential Population

Density (cap/hectare)

Employment Equivalent

Density (cap/hectare)

“Process Wastewater”

Equivalent Density (cap/hectare)

Total Equivalent Density

(cap/hectare)

Community Park 20.6750 0 0 0 0 Community Park and Recreation Centre 18.6689 0 3 0 3 Essa Salem Mixed-Use Node 16.7429 181 33 0 214 Existing Arterial Roads 96.7697 0 0 0 0 Existing Extractive Industrial 20.5989 0 24 132 156 Existing Golf course 26.6077 0 0 0 0 High School 18.1919 0 10 0 10 Highway 400 Corridor 24.8381 0 0 0 0 Hwy Interchange 16.6134 0 0 0 0 Hydro Corridor 5.9066 0 0 0 0 Industrial Business Park 367.8508 0 24 132 156 Med High Density 15.3223 106 0 0 106 Natural Heritage System 656.2466 0 0 0 0 Neighbourhood Mixed-Use 47.8916 192 34 0 226 New Collector Roads 85.1743 0 0 0 0 Rail Corridor 8.6796 0 0 0 0 Low Med Residential 847.5358 60 0 0 60 TransCanada Pipeline 4.2152 0 0 0 0 Yonge Corridor Mixed-Use 45.1067 128 23 0 151



8.1.3 Sewersheds Update Based on the draft Tertiary Plan developed through consultation with the development industry and proposed development phasing, sewershed divisions were added and revised to reflect the planned wastewater collection system. The discretization of the sewersheds has enabled the refinement of the detailed route planning and the related wastewater system costing. A sewershed labeling system was developed for the Annexed Areas using the consistent labeling rationale applied on pre-2010 City boundary. The five-digit label contains information upstream-downstream relationship, secondary plan area, tributary area (connection point) and further division (before or after pumping station, etc). 8.1.4 Connection Points Update Based on the phasing plan, available potential outlets to City of Barrie existing wastewater collection infrastructure (system connection points) were updated and are presented in Tables 8.2A and 8.2B.



Table 8.2A Summary of Available Connection Points

Connection


Manhole

Identification

Downstream

Pipe Size (mm) Invert Elev. (m)

Hewitt’s Land

E1 Fenchurch Manor and Bartor Boulevard SAP09044 250 251.001

E2 Thicketwood Ave. and Bartor Boulevard SAP09067 300 241.70

E3 Patrick Dr. & Seline Cres. SAP090006A 450 243.97

E4C Mapleview Drive East and Dean Ave. SAP25121 250 265.227

E4B Mapleview Drive East and Goodwin Drive SAP25122 250 263.18

E4A Mapleview Drive East and St. Crescent 6940 250 259.793

E5 Royal Jubilee & Mapleview Drive SAH080442 825 237.86

E6 End of current Unicorn Lane SAH09043 375 256.80

E7 End of current Regina Road SAH08021 250 257.00

E8 Winchester Terrace and Empire Drive SAH08063 300 253.87

E9 Winchester Terrace and Sovereigns Gate SAH08066 250 255.40

Note 1: No invert ele vation information available, an invert elevation of 251.00 was assumed in the models.

Note 2: Through the proposed manhole SAH09099 on the Annexed Area northern boundary. SAH09099 and SAH08044 were used in Annexed

Area models and pre-2010 City boundary models respectively.



Table 8.2B Summary of Available Connection Points

Connection


Manhole

Identification

Downstream

Pipe Size (mm) Invert Elev. (m)

Salem Land

W1A Simcoe County Road 27 SAP02003 375 283.92

W1B Lougheed Road between 37 Lougheed and 41 Lougheed

SAP02014 250 287.51

W2 Essa Rd. and Athabaska Road SAP02065 300 298.57

W3 Veterans Drive and Commerce Park Drive SAP04004 450 303.74

W4A Veterans Drive and Salem Road SAP04001 450 305.00

W4B2 Veterans Dr. and Salem Road SAP06021 250 288.0

W4C Lockhart Rd. between railway and Rawson Ave. SAP08001 250 260.135

W5 Lockhart Rd. and 10 Sideroad SAP08007 975 240.19

Note 2: Wastewater is collected at Lockhart Road and Highway 400 and will be lifted by a local pumping station. Two possible connection points

on pre-2010 City boundary (end of forcemain) are noted in the table.SAP06021 was used in PCSWMM models.



8.2 Location and Staging of Works for Preferred Land Use Alternative

Phasing development in the Annexed Area is broken up into three (3) different time frames. A

summary of the residential and employment numbers for the Phases are presented below:

Table 8.3A Hewitt’s Lands Development Summary by Phasing

Phase Residential Employment

Phase 1 (2012 – 2021) 8,843 5,561

Phase 2 (2022 – 2026) 3,785 550

Phase 3 (2027 – 2031) 2,252 145

Post 2031 / 2051 13,900 1,514

Phase 1-3 Total 14,879 6,257

All Phases Total 28,779 7,771

Table 8.3B Salem Lands Development Summary by Phasing

Phase Residential Employment

Phase 1 (2012 – 2021) 12,061 1,712

Phase 2 (2022 – 2026) 8,360 1,917

Phase 3 (2027 – 2031) 5,518 535

Post 2031 / 2051 15,282 65

Phase 1-3 Total 25,939 4,164

All Phases Total 41,221 4,229

The proposed phasing is provided as attachment. Detailed descriptions for phasing and

wastewater servicing are presented below:

Phase 1 (2012 – 2021)

Salem Secondary Plan Land:

Development in phase includes two areas: northern area and southern area.

The northern area is located along the north limit of the Annexed Area, including

industrial/business park areas south along Veterans Drive to the Natural Heritage System and

along Salem Road west of Veterans Drive to the Natural Heritage System.



Five wastewater connections to the existing City wastewater collection system are proposed. At northwestern end of the Phase 1 area, wastewater flow will connect to a manhole at Simcoe Country Road 27 and a manhole at Essa Road and Athabaska Road. Wastewater flow will be discharged to the Holly Pumping Station (PS5), and based on the additional flows the Holly Pumping Station will be required upgrading. At the east end of the Phasing 1 area, wastewater flow will be discharged to existing two manholes on Veterans Drive. The detailed discussion of Holly Pumping Station is in the earlier section (Section 6.5). The southern area is located along McKay Road and Veterans Drive, with Highway 400 as eastern limit, NHS lands as northern limit and new city boundary as southern limit. Serving this area will require construction of McKay Road wastewater trunk sewer and Huronia trunk sewer on annexed lands and connect to Huronia trunk sewer on pre-2031 city land. This proposed work is designed not only to convey the Phase 1 wastewater, but also to receive wastewater flow of Phase 2, Phase 3 and Post-2031 Phase. For Huronia trunk sewer only, it is also oversized to accommodate future wastewater flow from south of new city boundary as per City of Barrie advice. Hewitt’s Secondary Plan Land: Development area in this phase includes all lands adjacent to the pre-2031 City boundary, including residential area on the east and west and mixed-use development along north half of the designated Yonge Street Corridor. Eleven wastewater outlets exist in the City wastewater collection system for the Hewitt’s Neighbourhood. Serving this phase will require construction of:

1. The planned approximate 550 m 825 mm Hewitt’s sewer trunk on the pre-2010 City boundary land north of Mapleview Drive East.

2. New proposed extension of Hewitt’s Trunk from the boundary to Mapleview Drive East.

This portion of sewer trunk is oversized to accommodate future wastewater flow from south.

3. New proposed Mapleview Drive East trunk sewer to connect to the Hewitt’s Trunk. This

portion of sewer trunk is designed not only to convey the Phase 1 wastewater, but also to receive wastewater flow of Phase 3 and Phase Post-2031.



Phase 2 (2022 – 2026) Salem Secondary Plan Land: Development area in this phase is primarily residential and located along McKay Road with phase boundary between Phase 1 and Phase 2 as northern and eastern limit, new City boundary as southern limit and NHS lands as western limit. Wastewater flow will be collected from both north and south of the McKay Road to the proposed McKay Road sewer trunk eastbound, which is expected to be constructed in Phase 1. Hewitt’s Secondary Plan Area: Development area in Phase 2 includes residential area to the west and south half of the designated Yonge Street Corridor with the boundary of between Phase 1 and Phase 2 as northern limit, new city boundary as southern limit and the railway as eastern limit. Area adjacent to the Phase 1 land will be served by connecting to wastewater pipe of Phase 1 on the north. Two wastewater piping connections to the existing City wastewater collection system are proposed to accommodate wastewater from the rest of the land. Phase 3 (2027 – 2031) Salem Secondary Plan Land: Development area in this phase is mostly residential and located along McKay Road with boundary between Phase 1 and Phase 3 as northern limit, boundary between Phase 2 and Phase 3 as eastern limit and new City boundary as southern limit. Local sewers will serve this area and collects wastewater flow at a low point at southern end of the annexed land. A new pumping station is proposed to lift wastewater and convey the flow via forcemain to connect wastewater pipe on Phase 2 that connects McKay Road sewer trunk. A portion of sewer in this phase is designed to convey Phase Post-2031 wastewater. Hewitt’s Secondary Plan Area: Development area is primarily residential and located between Phase 1 land and Phase Post-2031 land with the railway of western limit, new City boundary as southern limit. Southern part of this land will be served by Hewitt’s Trunk extension. The trunk portion south of the boundary of Phase 1 and Phase 3 will be constructed to connect the trunk portion which is expected to be constructed in Phase 1. It has been oversized to maximize the use of existing capacity and accommodate future wastewater flow from south of the Annexed Area.



Northern part will be collected at a low point at Mapleview Drive East and 20th Sideroad. A new pumping station is proposed to lift wastewater and convey the flow via forcemain to connect starting point of the Mapleview Drive East sewer trunk that is expected to be constructed in Phase 1. Phase Post 2031 (2031 – 2051) Salem Secondary Plan Land: Development in phase is divided into two areas: western area and eastern area. The western area is at west end of the Annexed Areas. Wastewater will be collected by local sewers and connects wastewater pipe on Phase 3 land. The eastern area is the lands east of Highway 400 plus an area west of Highway 400 and south of pre-2010 City boundary. For lands east of Highway 400, wastewater will be served by McKay Road sewer trunk and Huronia Road sewer trunk. The Huronia sewer trunk south of McKay Road will be constructed in this phase. As per City of Barrie advice, this portion of sewer trunk has been oversized to maximize the use of existing capacity and accommodate future wastewater flow from south of the Annexed Area. For lands west of Highway 400, a small local sanitary pumping station is proposed either to convey the flow to a sewer manhole at Commercial Dr. and Park Road or to Veterans Drive sewer trunk (preferred). As this pumping station will serve an isolated area, the cost will not be included in the Development Charges.

Hewitt’s Secondary Plan Area: Development area in this phase is at eastern end of the annexed lands and along 20th Sideroad. Wastewater will be collected by local sewers and discharges to the pumping station at Mapleview Drive East and 20th Sideroad that is expected to be constructed in Phase 3. The second phase of the pumping station will be implemented to increase capacity. The preferred wastewater servicing plan is attached as Appendix B.



8.3 Modeled Flow

The modeled flow rates to connections points are summarized in Table 8.4. It should be noted

that because the Harmon Peaking Factor decreases when tributary area increases, the

calculated peak flow rates that connection manholes will receive are smaller than the summary

of peak flows for individual sewershed within the tributary areas.

Table 8.4 Modeled Flows to Connection Points

Connection

Point Manhole Identification

Discharge Flow (L/s)

2051

Discharge Flow (L/s)

2031

Hewitt’s Land

E1 SAP09044 5

5

E2 SAP09067 77 77

E3 SAP09006A 66 66

E4A 6940 24 24

E4B SAP25122 11 11

E4C SAP25121 1 1

E5 SAH08044 171 129

E6 SAH09043 2 2

E7 SAH08021 8 8

E8 SAH08063 16 16

E9 SAH08066 14 14

Salem Land

W1A SAP02003 52 52

W1B SAP02014 9 9

W2 SAP02065 28 28

W3 SAP04004 60 60

W4A SAP04001 57 57

W4B NA 21 0

W4C SAP08001 68 0

W5 SAP08007 408 205

The existing Pumping Station No.4 within pre-2010 City boundary (on Bayview Drive north of

Lockhart Road) is recommended to be decommissioned before 2031 when the proposed sewer

trunk on Lockhart Road connects the Huronia Road sewer trunk, therefore wastewater flow from

sewershed SCAT30700 is assigned to the Lockhart Road sewer trunk in the PCSWMM model

for the Planning year 2031. The equivalent population serviced and the tributary areas were

updated to include SCAT30700 for W4C connection (downstream sewershed ACAT54340). The

Annexed Lands will have no flow contribution to the existing City of Barrie wastewater collection

infrastructure via this connection point, therefore W4C has zero discharge flow in Table 8.4,

although the model shows it will have 27 L/s.



A flow overview is presented in Table 8.5.

Table 8.5 Modeled Flow Summary

Phase Total (L/s) Sanitary Flow (L/s) Inflow and

Infiltration (L/s)

Year 2031 792 692 100

Year 2051 1109 968 141

It should be noted that the summary of flows in Table 8.4 is slightly less than the total flow rates

presented in Table 8.5. This is because PCSWMM models reserves a portion of flow as “Final

Internal Stored Volume” in the system.

Table 8.6 and Table 8.7 list the equivalent population and the tributary area proposed to service

by each connection point.

The existing Pumping Station No.4 within pre-2010 City boundary (on Bayview Drive north of

Lockhart Road) is recommended to be decommissioned after 2031 when the proposed sewer

trunk on Lockhart Road connects the Huronia Road sewer trunk, therefore wastewater flow from

sewershed SCAT30700 is assigned to the Lockhart Road sewer trunk in the PCSWMM model

for the Planning year 2051. The equivalent population serviced and the tributary areas were

updated to include SCAT30700 for W4C connection (downstream sewershed ACAT54340).



Table 8.6 Connection Points and Tributary Overview (2051)

Connection

Point

Discharging Sewershed

(Annexation Areas)

Receiving Sewershed

(Pre-2010 City Boundary) Manhole

Equivalent

Population Serviced

Tributary Area

(hec)

E1 ACAT41100 SCAT34300 SAP09044 426 7.1021

E2 ACAT42630 SCAT34310 SAP09067 8561 122.7122

E3 ACAT43540 SCAT34320 SAP090006A 6951 110.8567

E4A ACAT44050+ACAT44060 SCAT34400 6940 2343 21.9973

E4B ACAT44130 SCAT34420 SAP25122 976 12.2036

E4C ACAT44210 SCAT34000 SAP25121 93 1.5539

E5 ACAT45292 SCAT35300 SAH08044 20594 455.5428

E6 ACAT46000 SCAT35000 SAH09044 167 2.7913

E7 ACAT47200 SCAT35020 SAH08021 702 11.6991

E8 ACAT48300 SCAT35230 SAH08063 1389 23.1974

E9 ACAT49200 SCAT35220 SAH08066 1256 20.9388

W1A ACAT51160 SCAT30370 SAP02003 5674 95.0078

W1B ACAT51240 SCAT30340 SAP02014 745 14.4998

W2 ACAT52060+ACAT52080 SCAT30200 SAP02065 2669 63.7730

W3 ACAT53060 SCAT30510 SAP04004 6883 47.0659

W4A ACAT54130+ACAT54150 SCAT30500 SAP04001 5961 60.4602

W4B ACAT54200 SCAT30600 SAP06021 2139 44.8445

W4C ACAT54340 SCAT30800 SAP08001 79401

78.78701

W5 ACAT55394 SCAT30810 SAP08007 63209 952.6529

Note 1: Pumping Station No.4 is planned to be decommissioned at Post 2031. Flow of sewershed SCAT30700 detour to sewershed ACAT54300.



Table 8.7 Connection Points and Tributary Overview (2031)

Connection

Point

Discharging Sewershed

(Annexation Areas)

Receiving Sewershed

(Pre-2010 City Boundary) Manhole

Equivalent

Population Serviced

Tributary Area

(hec)

E1 ACAT41100 SCAT34300 SAP09044 426 7.1021

E2 ACAT42630 SCAT34310 SAP09067 8561 122.7122

E3 ACAT43540 SCAT34320 SAP090006A 6951 110.8567

E4A ACAT44050+ACAT44060 SCAT34400 6940 2343 21.9973

E4B ACAT44130 SCAT34420 SAP25122 976 12.2036

E4C ACAT44210 SCAT34000 SAP25121 93 1.5539

E5 ACAT45292 SCAT35300 SAH08044 15062 290.6524

E6 ACAT46000 SCAT35000 SAH09044 167 2.7913

E7 ACAT47200 SCAT35020 SAH08021 702 11.6991

E8 ACAT48300 SCAT35230 SAH08063 1389 23.1974

E9 ACAT49200 SCAT35220 SAH08066 1256 20.9388

W1A ACAT51160 SCAT30370 SAP02003 5674 95.0078

W1B ACAT51240 SCAT30340 SAP02014 745 14.4998

W2 ACAT52060+ACAT52080 SCAT30200 SAP02065 2669 63.7730

W3 ACAT53060 SCAT30510 SAP04004 6883 47.0659

W4A ACAT54130+ACAT54150 SCAT30500 SAP04001 5961 60.4602

W4B ACAT54200 SCAT30600 SAP06021 2139 44.8445

W4C ACAT54340 SCAT30800 SAP08001 3613 42.6677

W5 ACAT55394 SCAT30810 SAP08007 23447 476.5487



8.3.1 Combined Impact of Infill/Intensification and Annexation

Using the information summarized in the earlier section (Section 8.4.1), the annexation

adjustment described in Section 3.4 was able to be completed. Annexation Area models are

then combined with pre-2010 City boundary models with updated and adjusted flow inputs.

One (1) occurrence, noted in Table 8.8 has been identified where the maximum flow exceeded

the full-flow conduit capacity for the Level 3 flow scenario.

Table 8.8 Pre-2010 City Boundary Sanitary Sewer Potential Flooding (2031)

Conduit Name

Model Junctions Diameter

(mm)

Length

(m) Note

Inlet Outlet

From 116 to 114

(Morrow Road) SAI12026 SAI11024 350 160 Project Recommended

System upgrades are recommended for the approximately 160 m 350 mm sewer (from SAI2026

to SAI11024) on Morrow Road. Twinning these sewers is recommended to eliminate any

possibility of basement flooding and to accommodate more future capacity.

Refer to Drawing set (Appendix B) for detailed information for pipe sections reaching 85%

design capacity and having surcharging for Year 2031 and Year 2051.

8.3.2 Flow Monitoring Program

A figure included in Appendix B summarizes nine (9) proposed flow monitoring locations within

pre-2010 City Boundary for the areas of pipe surcharging and/or flow exceeding the City’s

Sanitary Design Guide in the models. Sheet 6, 7 and 8 of Drawing Set 1 in Appendix B also

presents the flow monitoring locations for different Planning Years. The total cost for the flow

monitoring program is estimated at $1,000, 000 over a ten year period.

8.4 Environmental Mitigation

The development of the preferred wastewater collection system has been developed based on

the following criteria:

• Maximize the use of existing system capacity;

• Minimize crossing of NHS and other significant existing Land Use features; and

• Ensure a minimum 3.0 m cover based on existing topography.

The management of crossings of NHS features is a significant issue. Where possible, the

wastewater collection system for the preferred Land Use Option has followed the existing or

proposed right-of-way alignments. Where these rights-of-way cross the NHS or other

environmental features, construction methods such as microtunnelling or jack and bore are

recommended and have been included in the costing. Details for these construction projects

shall be advanced as the need arises.



An additional environmental concern is the localized high groundwater areas. For these areas,

open cut construction may require de-watering, thus increasing the complexity of the

construction. Alternate construction methods such as microtunnelling or jack and bore could be

used in these locations and have been included in the costing. Details for these construction

projects shall be advanced as the need arises. Unit costs have been developed to reflect

additional costs for construction in these locations.

8.5 Municipal Class EA Proponent

The Wastewater Master Plan for the Study has been prepared in accordance with the Municipal

Class EA Phases 1 and 2. As such, the requirements for projects identified as Schedule A, A+

and B have been satisfied with the City of Barrie as the proponent. The City will provide for the

construction of the gravity system (>450 mm in diameter) as well as pumping stations and

forcemains where a large area benefits through Development Charges. Localized pumping

stations may be used for difficult areas such as the low lying lands on Lockhart Road west of

Highway 400.

All local wastewater collection system works will be the responsibility of the Landowner.

In accordance with the Municipal Class EA, expansion of the existing wastewater collection

system and the construction of new pumping stations and forcemains are Schedule B projects.

Therefore the requirements of the Municipal Class EA have been addressed through the Master

Plan for Schedule A+ and B Projects.

8.6 Land Requirements

The land requirements for the wastewater collection system for the annexed area are minimal.

The gravity system and forcemains are proposed for existing or proposed rights-of-way or

easements. For the two pumping stations identified on the annexed lands and Holly Pumping

Station upgrade, land purchase will be required and this has been factored into the costing of

the wastewater system included in Appendix C. The conceptual locations of the pumping

stations are included in the wastewater servicing plan in Appendix B. The actual location may

be adjusted during the design phase due to land availability, elevations, etc. Minor adjustments

to the location are acceptable under the Municipal Class EA process.



8.7 Approval Requirements

The wastewater collection system will be subject to applications to the Ministry of the

Environment under the Environmental Compliance Approval process. The Guide for Applying

for Approval of Sewage Works is included in available from the Ontario Ministry of Environment.

The City of Barrie is included in the Transfer of Review Program and all applications will be

processed through the City.

In addition, approvals will be required for wastewater collection system works where the areas

regulated by the LSRCA and the NVCA. Both Conservation Authorities (CAs) encourage pre-

consultation and the City, or their Agent, should make contact with the appropriate CA, as

required. For the most up-to-date information related to the approval process, the proponent

shall review the relevant CA website.

The wastewater collection system will need to cross existing features such as the railway

corridor, hydro corridor and natural gas facilities although efforts have been made to avoid these

kinds of crossings as much as possible. The design of the crossing for each of these facilities

will require consultation with the Authority and pre-consultation is recommended. The review

and approval period can vary significantly and early consultation with the Authority is beneficial.

8.8 Financial Impact

The wastewater collection system projects identified for the Planning horizon to 2031 is

presented in Table 8.9 below. The values are rounded to their nearest thousand dollars. The

projects include all linear systems 450 mm and greater, pumping stations and forcemains. The

project costs include all Capital Costs plus a Contingency Allowance of 20%, Engineering

Allowance of 15% and the municipal component of the HST. Unit costs used to derive the

Capital Cost were developed based on City of Barrie historic Tender values and Engineering

calculations. The detailed calculations are provided in Appendix C.

Table 8.9 Summary of Proposed Wastewater Collection Projects

Project ID Project Description Cost

(CAD)

Class EA

Schedule

Phase 1

(2012-2021)

21101-a Upgrade of Holly Pumping Station (including wet well, connection, pumps, controls, lands and etc.) to rated capacity of 200 L/s

$1,716,000 B

21101-b Twinning Holly Pumping Station 1940 meters 350mm forcemain for Project 21101-a

$1,433,000 A+

21102 1220 meters 525 mm and 3050 meters 600mm McKay Road trunk $18,808,00

0 A+

21103 1430 meters 750 mm Huronia trunk north of McKay Road $3,547,000 A+

22101 1050 meters 525 mm Hewitt’s trunk extension to Phase 1 and 3 boundary

$5,836,000 B

22102 550 meters 825 mm Hewitt’s trunk within pre-2010 City boundary $1,799,000 B



Table 8.9 Summary of Proposed Wastewater Collection Projects

Project ID Project Description Cost (CAD) Class EA

Schedule

23101 Pre-2010 City boundary: Decommissioning Pumping Station No.3

$137,000 A+

23102

Pre-2010 City boundary: After decommissioning PS3, construction of 1140 meters 1050mm trunk to connect SAP 08023 (previous pumping station inlet manhole) and SAP21038

$11,693,000 A+

23103 Pre-2010 City boundary: Twinning 1080 meters 250 mm sewer on Bishop Dr. and Patterson Road

$780,000 B

Sub-Total $45,749,000

Phase 2

(2021-2026) $0

Phase 3

(2027-2031)

21301

A new pumping station (100L/s) at south end of the west annexed lands First Phase (Pumping station and one on-duty, one standby pump, each rated at 50 L/s)

$1,374,000 B

21302 180 meters 250 mm twin forcemain for Project 21301 $261,000 B

22301 580 meters 450 mm Hewitt’s trunk Extension south of Phase 1 and 3 boundary

$747,000 B

22302

A new pumping station (80 L/s) at east end of the east annexed lands: First Phase (Pumping station and one on-duty, one standby pump, each rated at 40 L/s)

$1,320,000 B

22303 730 meters 250 mm twin forcemain for Project 22302 $1,058,000 B


Phase

Post-2031

21401 640 meters 450 mm trunk on Huronia Road from new city southern boundary to McKay Road for future flow

$1,695,000 A+

21402 Phase 2 of Project 21301: Adding one on-duty pump rated at 50 L/s

$232,000 A+

22401 Phase 2 of Project 21401: Adding one on-duty pump rated at 40 L/s

$205,000 A+

23401 Pre-2010 City boundary: Decommissioning Pumping Station No.4

$137,000 A+

23402 Pre-2010 City boundary: Twinning 160 meters 300 mm sewer on Morrow Road

$101,000 A+


TOTAL $52,880,000



8.9 Development Charge Implementation The Long Range Financial Plan (LRFP) developed by Watson & Associates is used in the preparation of the Development Charge (DC). In general, all costs associated with the design and construction of wastewater mains in the Annexed Area, 450 mm in diameter and larger, as well as storage and pumping facilities, are to be included in the Development Charge. The DC has identified Phasing based on the Phasing Plan prepared by Macaulay Shiomi Howson. The non-DC eligible projects are identified for projects providing no benefit to the development of the lands. 8.10 Policy and Design Guidelines Update The City of Barrie undertook an update to the Sanitary Sewage Collection System Policies and Design Guidelines coincident with the Master Plan. The document provides guidance to wastewater collection system designers for projects within Barrie. AMEC has utilized these Guidelines to the greatest extent possible in the preparation of the Master Plan. A deviation from the guidelines has been undertaken to reflect the reduction in flows to the wastewater treatment facility and a reduction in the minimum peaking factor to 1.5. This is explained in detail in Section 3.3.4.



9.0 MASTER PLAN SUMMARY AND RECOMMENDATIONS 9.1 Summary

The City of Barrie wastewater collection system has been modeled and analyzed based on City design guidelines. The analysis includes two parts:

1. System Analysis for Pre-2010 City Boundary Three models (Barrie South, Barrie North and Barrie Industrial areas) have been combined in this analysis. Level 3 flow method has been applied. Sewersheds, sewershed-manhole one on one relationship and flow calculation method were also revised. A comprehensive sewershed for the pre-2010 City Boundary Areas has been developed. Two flow adjustments (traffic zoning and Mapleview Trunk flow monitoring) were applied. Model input inventory for wastewater collection system components, such as pipes, manholes, discharges and pumping stations, has been checked against City of Barrie historical engineering documents and updated in the models. New system components inventory has been added to reflect the planning and construction condition since previous models were developed. The updated models have improved the wastewater system knowledge and present the wastewater collection system capacity more accurately.

2. Servicing Plan for Annexed Areas A wastewater system has been proposed for three (3) Annexed Land Use Options. Costing sheets were developed to provide for the financial comparison of options. Evaluation of alternatives based on the Municipal Class EA process has been completed and a preferred land use, based on a hybrid of the three Land Use Options, was selected. A comprehensive sewershed for the Annexed Areas has been developed. A wastewater system has been proposed for the preferred land use based on the Tertiary Plans prepared in consultation with the Landowners. This provides for greater detail which is important due to the rolling terrain in the Annexed Areas. Phasing construction plan has been evaluated and the wastewater component to the Long Range Financial Plan has been provided. It is believed that the wastewater piping proposed in this analysis for the preferred Annexed Lands development has a capacity to guide land development, wastewater servicing plan, design and operation.

3. Combined Impact of Infill/Intensification and Annexation within Pre-2010 City Boundary

Connections of the proposed wastewater piping on the Annexed Areas to the existing wastewater collection infrastructure on pre-2010 City Boundary have been summarized and analyzed. Based on these summaries, flow inputs for the Planning 2031 and the Planning 2051 pre-2010 City boundary models were updated with annexation adjustment, in addition to the traffic zoning adjustment.



With updated flow inputs, the pre-2010 City boundary model and the Annexed Area model has

been combined to study the joint effect of infill/intensification and annexation on the pre-2010

City boundary wastewater collection system.

The updated models have improved the wastewater system knowledge and present the

wastewater collection system capacity more accurately.

9.2 Recommendations

Table 8.9 illustrates the projects required to facilitate development in the Intensification of

development in the pre-2010 City boundary and Annexed Area with detailed costing provided in

Appendix. The Master Plan identifies Schedule A, A+ and B projects where the Municipal Class

EA requirements have been satisfied. It is recognized that under the Master Plan level of detail,

some projects may have additional requirements. These costs will be further developed and

refined during subsequent phases of implementation. For example, effort has been given

during the Master Plan analysis to identify potential impacts related to the natural environment.

Despite these efforts, there is potential that additional project requirements may be required to

obtain approvals and mitigate the impacts. This shall be addressed during the detailed design

phase of projects.

Monitoring of the wastewater collection system is a critical element of operations and should

continue to be provided for by the City of Barrie. The information generated from the monitoring

will enable the refinement of the wastewater models and improvements to the system

knowledge. The modeling should be revisited regularly to confirm the operation of the

wastewater collection system including the inflow and infiltration and the assumptions made in

the modeling of the wastewater collection system and adjustments to the Capital Program can

be made. Accounting for wastewater generation diurnal curves and pumping station operation

descriptions to calculate storage in the pipe are also future model development directions.

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