TOWNSHIP OF NORTH HURON WATER AND WASTEWATER MASTER PLAN WINGHAM AND BLYTH 2020
TOWNSHIP OF NORTH HURON WATER AND WASTEWATER MASTER PLAN WINGHAM AND BLYTH 2020
April 16, 2020 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Phone: 519-524-2641 Fax: 519-524-4403 www.bmross.net
File No. 17181
Z:\17181-North_Huron-Water_Wastewater_Master_Plan\WP\Master Plan\17181-20Apr16 MP Report.docx
TABLE OF CONTENTS
EXECUTIVE SUMMARY ...... ES-1
1.0 INTRODUCTION ...... 1 1.1 Purpose of the Master Plan ...... 1 1.2 General Description of Master Plans ...... 1 1.3 Integration with the Class EA Process ...... 2 1.3.1 Class EA Phases ...... 2 1.3.2 Classification of Project Schedules ...... 2 1.4 Master Plan Framework ...... 3 1.4.1 Alternative Approaches ...... 3 1.4.2 Applied Framework ...... 5 1.4.3 Approval Requirements ...... 5 1.4.4 Past Studies and Investigations ...... 6
2.0 THE STUDY AREA AND EXISTING CONDITIONS ...... 7 2.1 Study Area ...... 7 2.2 General Description of Water and Wastewater Facilities ...... 11 2.3 Environmental Setting ...... 11 2.3.1 General Physiography ...... 12 2.3.2 Significant Natural Heritage Features ...... 12 2.3.3 Species at Risk ...... 15 2.3.4 Cultural Heritage and Archaeological Resources ...... 17 2.3.5 Climate Change ...... 17 2.4 Planning Policies ...... 18 2.4.1 Provincial Planning Policies ...... 18 2.4.2 Local Planning Policies ...... 19 2.4.3 Source Water Protection ...... 19
3.0 POPULATION GROWTH AND FUTURE DEVELOPMENT ...... 24 3.1 Sources of Information for Population Growth ...... 24 3.2 North Huron Population and Dwellings ...... 24 3.3 Wingham Population and Dwellings...... 25 3.4 Blyth Population and Dwellings ...... 25 3.5 Wingham and Blyth Building Permits ...... 26 3.6 Residential Growth Forecasting ...... 27 3.6.1 Methodology ...... 27 3.6.2 Wingham Growth Forecast ...... 27 3.6.3 Blyth Growth Forecast ...... 29 3.7 Development Commitments ...... 30 3.7.1 Commitments for Wingham ...... 30 3.7.2 Commitments for Blyth ...... 30 3.8 Comparison of Commitments to Growth ...... 34
Table of Contents Cont’d
4.0 WINGHAM DRINKING WATER SYSTEM ...... 35 4.1 Description ...... 35 4.1.1 Supply and Storage Facilities ...... 35 4.1.2 Water Distribution System ...... 37 4.2 Existing and Design Water Demands ...... 38 4.2.1 Existing Average and Maximum Day Flows ...... 38 4.2.2 Unit Water Flows ...... 38 4.3 Reserve Capacity of Supply ...... 39 4.3.1 General ...... 39 4.3.2 Commitments ...... 39 4.3.3 Reserve Based on Maximum Day ...... 39 4.3.4 Reserve Based on Peak Flows ...... 40 4.3.5 Summary for Reserve Capacity ...... 41 4.4 Reserve Capacity of Storage ...... 41 4.4.1 Existing Facilities ...... 41 4.4.2 Required Volumes ...... 42 4.5 Future Supply and Storage Requirements ...... 43 4.5.1 General ...... 43 4.5.2 Supply Requirements ...... 43 4.5.2 Storage Requirements ...... 43 4.6 Water Distribution Analysis ...... 44 4.6.1 Background ...... 44 4.6.2 Model Details ...... 44 4.6.3 Analyses Run ...... 45 4.6.4 Qualifications on Results ...... 45 4.6.5 Results of Analysis ...... 45 4.6.6 Findings for the Existing Distribution System ...... 49 4.6.7 Extension to Hutton Heights ...... 51 4.7 Climate Change Considerations ...... 51 4.8 Physical Condition Assessment ...... 51 4.8.1 General ...... 51 4.8.2 Watermains ...... 51 4.8.3 Electrical – HVAC – Standby Power ...... 52 4.9 Summary of Findings for Wingham Water ...... 52 4.10 Levels of Service ...... 53 4.10.1 General ...... 53 4.10.2 2019 LOS Summary ...... 54
5.0 WINGHAM WASTEWATER SYSTEM...... 55 5.1 Description ...... 55 5.1.1 Pumping and Treatment ...... 55 5.1.2 Sewer Collection System ...... 57
5.2 Existing and Design Wastewater Flows ...... 58 5.2.1 Average and Maximum Day Flows ...... 58
5.2.2 Peak Sewage Flows ...... 58 5.2.3 Unit Sewage Flows ...... 58 5.3 Reserve Capacity ...... 59 5.3.1 General ...... 59 5.3.2 Commitments ...... 59 5.3.3 Reserve Capacity for Treatment ...... 59 5.3.4 Reserve Capacity for Pumping ...... 60 5.4 Treatment Performance ...... 60 5.4.1 Effluent Criteria ...... 60 5.4.2 Performance Review ...... 61 5.4.3 Summary of Performance ...... 62 5.5 Collection System Capacity ...... 62 5.6 Climate Change Considerations ...... 65 5.7 Physical Condition Assessment ...... 65 5.7.1 General ...... 65 5.7.2 Sanitary Sewers ...... 65 5.7.3 Electrical – HVAC – Standby Power ...... 67 5.8 Sludge Storage Improvements ...... 68 5.9 Summary of Findings for Wingham Sewage ...... 68 5.10 Levels of Service ...... 69 5.10.1 General ...... 69 5.10.2 2019 LOS Summary ...... 69
6.0 BLYTH DRINKING WATER SYSTEM ...... 70 6.1 Description ...... 70 6.1.2 Supply and Storage Facilities ...... 70 6.1.3 Water Distribution System ...... 72 6.2 Existing and Design Water Demands ...... 73 6.2.1 Existing Average and Maximum Flows ...... 73 6.2.2 Unit Flows ...... 73 6.3 Reserve Capacity of Supply ...... 74 6.3.1 General ...... 74 6.3.2 Commitments ...... 74 6.3.3 Reserve Based on Maximum Day ...... 74 6.3.4 Reserve based on Peak Flows ...... 75 6.3.5 Summary for Reserve ...... 76 6.4 Reserve Capacity of Storage ...... 76 6.4.1 Existing Facilities ...... 76 6.4.2 Required Volumes ...... 76 6.5 Future Supply and Storage Requirements ...... 78 6.5.1 General ...... 78 6.5.2 Supply Requirements ...... 78 6.5.3 Storage Requirements ...... 78
Table of Contents Cont’d
6.6 Water Distribution Analysis ...... 79 6.6.1 Background ...... 79 6.6.2 Model Details ...... 79 6.6.3 Analyses Run ...... 80 6.6.4 Qualifications on Results ...... 80 6.6.5 Results of Analysis ...... 81 6.6.6 Findings for the Existing Distribution System ...... 84 6.6.7 Summary of Distribution Analysis ...... 84 6.7 Climate Change Considerations ...... 86 6.8 Physical Condition Assessment ...... 86 6.8.1 General ...... 86 6.8.2 Watermains ...... 86 6.8.3 Electrical – HVAC – Standby Power ...... 87 6.9 Summary of Findings for Blyth Water ...... 87 6.10 Levels of Service ...... 88 6.10.1 General ...... 88 6.10.2 2019 LOS Summary ...... 88
7.0 BLYTH WASTEWATER SYSTEM ...... 90 7.1 Description ...... 90 7.1.1 Pumping and Treatment ...... 90 7.1.2 Sewer Collection System ...... 92 7.2 Existing Wastewater Flows ...... 93 7.2.1 Average and Maximum Day Flows ...... 93 7.2.2 Peak Sewage Flows ...... 93 7.2.3 Unit Sewage Flows ...... 94 7.3 Reserve Capacity ...... 94 7.3.1 General ...... 94 7.3.2 Commitments ...... 94 7.3.3 Total Reserve Capacity ...... 95 7.3.4 Uncommitted Reserve Capacity ...... 95 7.4 Treatment Performance ...... 95 7.4.1 General ...... 95 7.4.2 Effluent Criteria ...... 95 7.4.3 Performance Review ...... 97 7.4.4 Summary of Performance ...... 98 7.5 Collection System Capacity ...... 98 7.6 Climate Change Considerations ...... 98 7.7 Physical Condition Assessment ...... 98 7.7.1 General ...... 98 7.7.2 Sanitary Sewers ...... 99 7.7.3 Electrical – HVAC – Standby Power ...... 99 7.7.4 Effluent Treatment Improvements ...... 100 7.8 Summary of Findings for Blyth Sewage ...... 100
Table of Contents Cont’d
7.9 Levels of Service ...... 101 7.9.1 General ...... 101 7.9.2 2019 LOS Summary ...... 101
8.0 CAPITAL PROJECTS ...... 102 8.1 General ...... 102 8.2 Wingham Drinking Water System ...... 102 8.2.1 General ...... 102 8.2.2 Project List ...... 102 8.3 Wingham Sewage System ...... 104 8.3.1 General ...... 104 8.3.2 Project List ...... 104 8.4 Blyth Drinking Water System ...... 106 8.4.1 General ...... 106 8.4.2 Project List ...... 106 8.5 Blyth Sewage System ...... 108 8.5.1 General ...... 108 8.5.2 Project List ...... 108
9.0 CONSULTATION ...... 110 9.1 General ...... 110 9.2 Initial Public Notice ...... 110 9.3 Agency Notification ...... 110 9.3.1 Initial Notification ...... 110 9.4 First Nation and Métis Consultation ...... 111 9.4.1 Consultation Process ...... 111 9.4.2 Background Review ...... 111 9.4.3 Initial Consultation Phase ...... 111 9.4.4 Project Update Letter ...... 112 9.5 Consultation Summary ...... 112
10.0 CONCLUSION AND PROJECT IMPLEMENTATION ...... 112 10.1 General ...... 112 10.2 Recommended Works ...... 112 10.3 Class EA Requirements ...... 114 10.3.1 Master Plan Approval ...... 114 10.3.2 Additional Class EA Investigations ...... 114 10.3.3 Requirements for Master Plan Completion ...... 114 10.3.4 Final Public Consultation ...... 114 10.4 Approvals ...... 115
LIST OF FIGURES
Figure 1.1 Municipal Class Environmental Assessment Process ...... 4 Figure 2.1 General Location Plan ...... 8
Figure 2.2 Wingham Study Area ...... 9 Figure 2.3 Blyth Study Area ...... 10 Figure 2.4A Natural Heritage Features - Wingham ...... 13 Figure 2.4B Natural Heritage Features - Blyth ...... 14 Figure 2.5 Sourcewater Protection Areas - Wingham ...... 22 Figure 2.6 Sourcewater Protection Areas - Blyth ...... 23 Figure 3.1A Population Growth for Wingham ...... 28 Figure 3.1B Household Growth for Wingham ...... 28 Figure 3.2A Population Growth for Blyth...... 29 Figure 3.2B Household Growth for Blyth ...... 29 Figure 3.3 Blyth Development Commitments ...... 32 Figure 3.4 Wingham Development Commitments ...... 33 Figure 4.1 Water System - Wingham ...... 36 Figure 4.2A Wingham – Watermain Size Distribution ...... 37 Figure 4.2B Wingham – Watermain Age Distribution ...... 37 Figure 4.3A Existing Fire Flows - Wingham ...... 47 Figure 4.3B Future Fire Flows - Wingham ...... 48 Figure 4.4 Proposed Watermain Upgrades for Wingham ...... 50 Figure 5.1 Sanitary System - Wingham ...... 56 Figure 5.2A Wingham – Sanitary Size Distribution ...... 57 Figure 5.2B Wingham – Sanitary Age Distribution ...... 57 Figure 5.3 Sanitary Sewer Improvements for Capacity ...... 64 Figure 6.1 Water System - Blyth ...... 71 Figure 6.2A Blyth - Watermain Size Distribution ...... 72 Figure 6.2B Blyth – Watermain Age Distribution ...... 72 Figure 6.3A Existing Fire Flows - Blyth ...... 82 Figure 6.3B Future Fire Flows - Blyth ...... 83 Figure 6.4 Proposed Watermain Upgrades for Blyth ...... 85 Figure 7.1 Sanitary System - Blyth ...... 91 Figure 7.2A Blyth Sanitary Size Distribution ...... 92 Figure 7.2B Blyth Sanitary Age Distribution ...... 92
TABLES
Table 1.1 Summary of Master Planning Approaches ...... 5 Table 2.1 Species at Risk within Township of North Huron ...... 16 Table 2.2 Source Water Policies relating to the Water and Wastewater Servicing .. 21 Table 3.1 Population, Dwelling and Density for the Township of North Huron ...... 24 Table 3.2 Population, Dwellings and Density for Wingham ...... 25 Table 3.3 Population, Dwellings and Density for Blyth ...... 26 Table 3.4 Summary of Residential Building Permits 2007-2017 ...... 26 Table 3.5 Development Commitments - Wingham ...... 30 Table 3.6 Development Commitments - Blyth ...... 31 Table 4.1 Wingham Water Facility Capacity ...... 35 Table 4.2 Wingham Treated Water Demands (2014-2018) ...... 38 Table 4.3 Wingham Water Uncommitted Reserve Capacity ...... 41
Table 4.4 Required Water Storage ...... 42 Table 4.5 Summary of WaterCAD®Analysis ...... 46 Table 4.6 Wingham DWS – Electrical/Mechanical Upgrades ...... 52 Table 5.1 Wingham Wastewater Facilities Capacities ...... 55 Table 5.2 Historical Wingham Wastewater Flows ...... 58 Table 5.3 Length of Gravity Sanitary Sewer Investigated ...... 65 Table 5.4 Wingham Sewer Condition Ratings of 11 or Greater ...... 67 Table 5.5 Wingham Sewage – Electrical/Mechanical Upgrades ...... 67 Table 6.1 Blyth Water Facility Capacity ...... 70 Table 6.2 Blyth Treated Water Demands (2014 to 2018) ...... 73 Table 6.3 Blyth Water Uncommitted Reserve Capacity ...... 76 Table 6.4 Required Water Storage ...... 77 Table 6.5 Storage Summary - Blyth ...... 77 Table 6.6 Summary of WaterCAD®Analysis ...... 81 Table 6.7 Blyth DWS – Electrical/Mechanical Upgrades ...... 87 Table 7.1 Blyth Wastewater Treatment Plant Capacity ...... 90 Table 7.2 Historical Blyth Wastewater Flows ...... 93 Table 7.3 Secondary Bypass Events ...... 93 Table 7.4 Length of Gravity Sanitary Sewer Investigated ...... 99 Table 7.5 Blyth Sewage – Electrical/Mechanical Upgrades ...... 100 Table 8.1 Capital Projects for Wingham DWS ...... 103 Table 8.2 Capital Projects for Wingham Sewage System ...... 105 Table 8.3 Capital Projects for Blyth DWS...... 107 Table 8.4 Capital Projects for Blyth Sewage System ...... 109 Table 9.1 Summary of Agency Comments ...... 111 Table 9.2 Summary of First Nation and Métis Community Comments ...... 112 Table 10.1 Summary of Capital Projects and Studies ...... 113
APPENDICES
Appendix A – WaterCAD Models for Wingham and Blyth
Appendix B – Watermain Assets for Wingham and Blyth
Appendix C – Reports on Physical Condition Assessments of Electrical and HVAC
Appendix D – Physical Condition Summary and Ratings for Sanitary Sewers
Appendix E – EA Consultation
Master Plan Introduction
B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 File No. 17181 p. (519) 524-2641 www.bmross.net April 16, 2020
TOWNSHIP OF NORTH HURON WATER AND WASTEWATER MASTER PLAN WINGHAM AND BLYTH 2020
1.0 INTRODUCTION
1.1 Purpose of the Master Plan
The Township of North Huron initiated a Master Plan in July 2017 to identify infrastructure requirements associated with the existing water treatment, storage, and distribution and wastewater treatment and collection systems in Wingham and Blyth. This Master Plan establishes a framework for servicing needs for the period 2019-2039. It documents the investigations completed related to existing and future infrastructure needs and to identify the timing and sequence of improvements or future works.
This Master Plan will set out a long-term strategy for water and wastewater infrastructure within Wingham and Blyth. In this regard, the Master Plan will become the basis for, and used in support of future investigations for specific projects required to implement this strategy.
1.2 General Description of Master Plans
Master Plans are long-range plans which integrate infrastructure requirements for existing and future land uses with environmental assessment planning principles (Municipal Engineers Association, 2000). These plans examine existing infrastructure systems within defined areas in order to provide a framework for planning subsequent works. Master Plans typically exhibit several common characteristics. They:
• Address the key principles of successful environmental planning;
• Provide a strategic level assessment of various options to better address overall system needs and potential impacts and mitigation;
• Address at least the first two phases of the Municipal Class Environmental Assessment (EA) process;
• Are generally long term in nature;
• Apply a system-wide approach to planning which relates infrastructure either geographically or by a particular function;
• Recommend an infrastructure servicing plan which can be implemented through the completion of separate projects; and
• Include descriptions of the specific projects needed to implement the Master Plan. Township of North Huron Page 2 Water and Wastewater Master Plan Wingham and Blyth- 2020
1.3 Integration with the Class EA Process
1.3.1 Class EA Phases
The Water and Wastewater Master Plan has been completed in accordance with the planning and design process of the Municipal Class EA. The Class EA is an approved planning document which describes the environmental assessment process that proponents must follow in order to meet the requirements of the Environmental Assessment Act (EA Act) (Municipal Engineers Association, 2000).
The Class EA approach allows for the evaluation of alternative methods of carrying out a project and identifies potential environmental impacts.
The Class EA planning process is divided into five phases which are described below and illustrated in Figure 1.1.
• Phase 1 - Problem or Opportunity identification;
• Phase 2 - Evaluation of alternative solutions to the defined problems and selection of a preferred solution;
• Phase 3 - Identification and evaluation of alternative design concepts and selection of a preferred design concept;
• Phase 4 - Preparation and submission of an Environmental Study Report (ESR) for Stakeholder review; and
• Phase 5 - Implementation of the preferred alternative and monitoring of any impacts.
1.3.2 Classification of Project Schedules
Projects associated with Master Plans are classified to different project schedules according to the potential complexity and the degree of environmental impacts that could be associated with the project. There are four schedules:
Schedule A – Projects that are pre-approved with no need to follow the Class EA Process;
Schedule A+ – Projects that are pre-approved but require some form of public notification;
Schedule B – Projects that are approved following the completion of a screening process that incorporates Phases 1 and 2 of the Class EA process, as a minimum; and
Schedule C – Projects that are approved subject to following the full Class EA process.
The Class EA process is self-regulatory, and municipalities are expected to identify the appropriate level of environmental assessment based upon the project they are considering.
Township of North Huron Page 3 Water and Wastewater Master Plan Wingham and Blyth- 2020
1.4 Master Plan Framework
1.4.1 Alternative Approaches
Given the broad nature and scope of Master Plans the Class EA document provides proponents with four approaches to conducting Master Plan investigations. Proponents are encouraged to adapt and tailor the Master Planning process to suit the needs of the study being undertaken, providing that, at a minimum, the assessment involves an evaluation of servicing deficiencies followed by a review of possible solutions (i.e., Phases 1 and 2 of the Class EA process).
Table 1.1 summarizes the primary components associated with each of the four Master Plan approaches outlined within the Municipal Engineers Association (MEA) Class EA document. Township of North Huron Page 4 Water and Wastewater Master Plan Wingham and Blyth- 2020
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SOCIAL 1::CONOMIC AL't£RW.T1Vt OLSIGNS COf'YOF \.Of= MASTERPI..AN APPROACH) ENVIRONM!NT ON t N\'lflONMJ!N'I, ANO NOTICE OF COMPLETION MONITOR !=OR ENVIRONMENTAL A ".. ~...... l~oo Sltl;b0!1 A2.1}...... ~• M1 TIGATINQ MEASURES TOMOE-EABRANCH OROE..Ft• pj,(0Vt:$k)N$ ANO COM~I TMCNTS GRANTEO, ' IDEN111=Y IMPACT OF- ?AOceeo \!\ TOWNSHIP OF NORTH HURON DATE PROJECT No. WATER AND WASTEWATER MASTER PLAN MARCH 2020 17181 MUNICIPAL CLASS ENVIRONMENTAL ASSESSMENT PROCESS SCALE FIGURE No. none 1.1 Township of North Huron Page 5 Water and Wastewater Master Plan Wingham and Blyth- 2020 Table 1.1 Summary of Master Planning Approaches Approach Key Characteristics Project Implementation - Master Plan prepared at the conclusion of Phases 1 - Schedule B and C and 2 of the Class EA process. projects would require 1 - Completed at a broad level of assessment. further Class EA - Serves as basis for future investigations associated investigations. with specific Schedule B and C projects. - Master Plan prepared at the conclusion of Phases 1 - Schedule B projects are and 2 of MEA Class EA process. approved. - Includes a more detailed level of investigation and - Schedule C projects 2 consultation completed, such that it satisfies must complete Phase 3 requirements for Schedule B screenings. and 4 of Class EA - Final public notice for Master Plan serves as Notice process. of Completion for individual Schedule B projects. - Master Plan prepared at the conclusion of Phase 4 - Further Class EA of Class EA process. investigations are not - Level of review and consultation encompasses required for projects 3 Phases 1 to 4 of the Class EA process. reviewed through the - Final public notice for Master Plan serves as Notice Master Plan. of Completion for Schedule B and C projects reviewed through the Master Plan. - Integration of Master Plan with associated Planning - Depending on level of Act approvals. investigation associated - Establishes need and justification in a very broad with the Master Plan, 4 context. Class EA investigations - Best suited when planning for a significant may be required for geographical area for an extended time period. specific projects. 1.4.2 Applied Framework For the purposes of the North Huron Water and Wastewater Master Plan, it was determined during the course of the investigation that Approach 1 would be the most appropriate planning framework to utilize for this assessment. The Water and Wastewater Master Plan therefore defines broad infrastructure requirements within the study area and serves as the basis of future detailed investigations. The decision to apply Approach 1 for this Master Plan was based on the finding that there were no Schedule B or C projects identified by the Master Plan process that would be expected to proceed in the near future. 1.4.3 Approval Requirements The Water and Wastewater Master Plan is subject to approval from the Township of North Huron but does not require formal approval under the EA Act. A Completion Notice will be issued at the conclusion of the Master Plan. Any projects identified within this Master Plan that are considered Schedule B or C activities will be required to complete additional investigations to satisfy the requirements of Class EA process, prior to design and construction. Township of North Huron Page 6 Water and Wastewater Master Plan Wingham and Blyth- 2020 1.4.4 Past Studies and Investigations The Township has undertaken numerous studies and investigations relating to growth and long- term water and wastewater infrastructure planning in recent years. These studies include: • 2016 Asset Management Plan for the Township of North Huron by Public Sector Digest Inc., dated December 2016; • 2016 Development Charges Background Study – Township of North Huron by B. M. Ross and Associates Limited, dated September 14, 2016; • Blyth Water Supply System Municipal Class EA by Azimuth Environmental Consulting Inc., dated July 2015; and • Blyth Water Supply System Evaluation, Township of North Huron by R. J. Burnside and Associates Limited, dated November 15, 2012. The Water and Wastewater Servicing Master Plan will incorporate and build on the findings of these previous studies. The Master Plan includes an examination of potential growth and development in order to develop a servicing strategy that includes future infrastructure expansions in conjunction with existing constraints and opportunities. This approach will provide a plan that can be used to identify, plan and prioritize infrastructure investments to ensure water and wastewater services are expanded and improved efficiently and effectively. Township of North Huron Page 7 Water and Wastewater Master Plan Wingham and Blyth- 2020 2.0 THE STUDY AREA AND EXISTING CONDITIONS 2.1 Study Area The Township of North Huron is located in the northern portion of County of Huron, in a predominantly rural area of Southwestern Ontario. The Township was formed through amalgamation of East Wawanosh, Wingham and Blyth in 2001 and has a population of approximately 4,900 permanent residents (Statistics Canada, 2017). The areas examined as part of the Water and Wastewater Servicing Master Plan include the former Town of Wingham and former Village of Blyth. These areas represent the largest regions of existing water and wastewater servicing within the Township of North Huron. The general location of North Huron, Wingham and Blyth are shown in Figure 2.1. Belgrave is a smaller urban centre within the Township but is not considered part of the study area. The community of Wingham is the largest settlement area located in the Township and is situated approximately 35 km northwest of Listowel and 55 km southeast of Kincardine. It is predominately a low-density residential community, established around a downtown core (Josephine Street). The urban settlement area of Wingham extends roughly from the intersection of County Roads 86 and 4 north to North Street West/B-Line Road. Arthur Street serves as the western boundary between Wingham and the neighbouring Municipality of Morris- Turnberry. Morris-Turnberry also borders Wingham to the east. The Maitland River runs through Wingham and serves as a natural boundary for much of the community. There is an established industrial area in the northwest area of Wingham. Uses in this area include two industrial manufacturing facilities. There are also several industrial facilities located west of Arthur Street in Morris-Turnberry that are serviced by North Huron water and wastewater infrastructure. In Wingham, there are elementary and secondary schools, and a hospital. South of Wingham, outside of the urban boundary, is an area known as Hutton Heights. It is located east of the Wingham Wastewater Treatment Plant along County Road 4, south of the Maitland River. This area has been identified for future growth and an expansion of municipal water and wastewater services from Wingham. Figure 2.2 illustrates the settlement area of Wingham and the location of Hutton Heights. Blyth is a small community located along County Road 4 north of the intersection of County Road 25. It is located approximately 20 km southwest of Wingham, where North Huron borders Central Huron to the south of County Road 25 and Morris-Turnberry to the east. Similar to Wingham, it is predominately a low-density settlement area that extends from the downtown core (Queen Street/County Road 4). Blyth Brook flows west through the village. South of Blyth Brook and west of Queen Street, there is a large municipally-owned campground and recreation centre including ball diamonds and arena. There are two industrial areas within the settlement area, one located south of Dinsley Street, east of Morris Street and another along Blyth Brook at Mill Street. Figure 2.3 shows the settlement area for the village of Blyth. Township of North Huron Page 8 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 9 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 10 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 11 Water and Wastewater Master Plan Wingham and Blyth- 2020 2.2 General Description of Water and Wastewater Facilities Municipal water and wastewater servicing is provided within the two largest urban centres; the communities of Wingham and Blyth. A brief description of the facilities, including their capacities, is included in this section of this report. A more detailed description of the facilities, including an examination of current deficiencies and recommended upgrades and expansions, is provided in later sections. Water supplies for both communities use groundwater wells as the source of supply. Wingham’s facilities are located at 200 Arthur Street (Well #3) and at 23 Albert Street West (Well #4). Chlorination and iron sequestration are used to treat the drinking water. The distribution system serves a population of approximately 3,000 residents with 1,5571 customer accounts and 29 km of various size and material watermain (as of December 2017). Well #3 has a rated capacity of 6,537 m3/day and Well #4 has a total rated capacity of 5,270 m3/day (Ministry of Environment and Climate Change, 2017). Storage is provided by a standpipe located near the intersection of John Street East and Carling Terrace. Wingham is fully serviced by a communal sanitary sewage system. The Wingham system has a Sewage Pumping Station (SPS) which discharges raw sewage to a mechanical type wastewater treatment plant. The treatment plant is rated to treat an annual average flow of 3,400 m3/day (Veolia Water Canada, 2018). The community of Blyth also has a groundwater well system. The system consists of three wells (#1, #2 and #5) with a total rated capacity of 2,877 m3/day with the inclusion of Well 5 (1,728 m3/d), which was put in operation December 21, 2016. Treatment consists of chlorination and iron sequestration. The Well #1 and #2 system is located at 201 Thuell Street. Well #5 is in the northeast corner of 377 Gypsy Lane. The distribution system serves the community of Blyth with a population of approximately 1,000 residents with approximately 425 customer services and 12.7 km of various size and material watermain (Ministry of Environment and Climate Change, 2017). In Blyth, 423 customers are serviced by a communal sanitary sewage system. The Blyth sanitary collection system provides service to the entire community. The Blyth system has a single SPS which discharges raw sewage to a mechanical type wastewater treatment plant. The treatment plant is rated to treat an annual average flow of 730 m3/day and a peak instantaneous flow of 2,730 m3/day (Veolia Water Canada, 2018). 2.3 Environmental Setting The MEA Class EA process requires an inventory of the environment. Given the large spatial scale of this study, as well as broad scope, the environmental review, as summarized in this section, represents a general overview of local conditions. Any projects identified through this Master Plan that require additional investigations through the Class EA process will require more detailed environmental inventories specific to their locations. 1 1,272 water bills are issued. The value of 1,557 accounts for multi units with only one meter. Township of North Huron Page 12 Water and Wastewater Master Plan Wingham and Blyth – 2020 2.3.1 General Physiography Wingham is located within the Maitland River valley, within the Teeswater Drumlin Field (Chapman & Putnam, 1984). In the vicinity of Wingham, the river valley is wide and relatively flat. Southeast of Wingham, the Little and Middle Maitland rivers meet and flow northwest towards Wingham, where it joins the main branch of the Maitland river. This area is characterized by wide swamps related to old spillways and loamy tills. Blyth is located at the southernmost extent of the Teeswater Drumlin Field. 2.3.2 Significant Natural Heritage Features The Ministry of Natural Resources and Forestry (MNRF) maintains an inventory of Areas of Natural and Scientific Interest (ANSIs) in Ontario. These life science or earth science features are recognized for their importance related to natural heritage, scientific study, or education. To identify ANSIs within the vicinity of Wingham and Blyth, the MNRF Make a Map: Natural Heritage Areas application was consulted (Ministry of Natural Resources and Forestry, 2017). The review did not identify any ANSI sites within or adjacent to Wingham and Blyth. The Maitland River is the largest water course in the study area. Wingham is located at the confluence of the North Maitland, Little Maitland, Middle Maitland and Lower Maitland subwatersheds. The Little Maitland River meets the Middle Maitland River south of Wingham, while in Wingham, the Middle Maitland River meets the North Maitland River. The Maitland River flows southwest from Wingham to the outlet at Lake Huron just north of Goderich. The Maitland River is a coldwater ecosystem and the river is habitat for trout, salmon, Wavy-rayed Lampmussel and Rainbow Mussels. Along the Maitland River in the western portion of Wingham, is the Wingham Wetland Complex. This wetland is considered provincially significant (Ministry of Natural Resources and Forestry, 2017). On the west side of the river, outside of the Wingham settlement area, there is a conservation area, the Turnberry Floodplain Conservation Area. Surrounding the Maitland and Middle Maitland Rivers there are flood hazard areas, including within Wingham. To the northeast of Wingham, there is another provincially significant wetland – the Bluevale Wetland Complex (Ministry of Natural Resources and Forestry, 2017). These features are shown in Figure 2.4A. In the Blyth study area, the most significant natural feature is Blyth Brook, which flows through Blyth, empties into the Lower Maitland River. It is a coldwater stream that also supports cold water and fish populations. Southwest of Blyth, in the Municipality of Central Huron, is the Hullett Wetland, which is a provincially significant wetland (Ministry of Natural Resources and Forestry, 2017). These features are shown in Figure 2.4B Township of North Huron Page 13 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 14 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 15 Water and Wastewater Master Plan Wingham and Blyth – 2020 2.3.3 Species at Risk An evaluation for the presence of significant species and their associated habitats within the study area has been incorporated into the project planning process. A review of available information on species and habitat occurrences determined that the study area may contain species and/or associated habitats that are legally protected under Provincial and Federal species at risk legislation. The protection for species at risk and their associated habitats is directed by the following federal and provincial legislation: • The Federal Species at Risk Act, 2002 (SARA) provides for the recovery and legal protection of listed wildlife species and associated critical habitats that are extirpated, endangered, threatened or of special concern and secures the necessary actions for their recovery. On lands that are not federally owned, only aquatic species, and bird species included in the Migratory Bird Convention Act (1994), are legally protected. • The Provincial Endangered Species Act, 2007 (ESA) provides legal protection of endangered and threatened species and their associated habitat in Ontario. Under the legislation, measures to support their recovery are also defined. Based on the information available for the occurrence of species at risk and their associated habitats from the following sources, a summary of all known federally and provincially recognized species with the potential to be present within the project study area are listed in Table 2.1: • Natural Heritage Information Centre, Make a Natural Heritage Map (Ministry of Natural Resources and Forestry, 2017) • Environment Canada, Species at Risk Public Registry. SARA Schedule 1 Species List (Environment Canada, 2017) Township of North Huron Page 16 Water and Wastewater Master Plan Wingham and Blyth – 2020 Table 2.1 Species at Risk within Township of North Huron Suitable Federal Provincial Type Common Name Scientific Name Habitat in Status Status Study Area Bird Bank Swallow Riparia riparia Threatened Threatened Potential Bird Barn Swallow Hirundo rustica - Threatened Potential Dolichonyx Bird Bobolink - Threatened Potential oryzivorus Bird Eastern Meadowlark Sturnella magna - Threatened Potential Bird Northern Bobwhite Colinus virginianus Endangered Endangered Potential Special Mussel Mapleleaf Quadrula quadrual Threatened No Concern Special Mussel Rainbow Villosa iris Endangered No Concern Mammal American Badger Taxidea taxus Endangered Endangered No Eastern Small- Mammal Myotis leibii - Endangered Potential footed Myosis Mammal Little Brown Myotis Myotis lucifungus Endangered Endangered Potential Myotis Mammal Northern Myotis Endangered Endangered Potential septentrionalis Perimyotis Mammal Tri-colored Bat Endangered Endangered Potential subflavus Plant Butternut Juglans cinerea Endangered Endangered Potential Hydrastic Plant Goldenseal Threatened Threatened Potential canadensis Eastern Thamnophis Special Special Reptile Potential Ribbonsnake sauritus Concern Concern Regina Reptile Queensnake Endangered Endangered Potential septemvittata Special Special Amphibian Snapping Turtle Chelydra serentina Potential Concern Concern Glyptemys Amphibian Wood Turtle Threatened Endangered Potential insculpta Township of North Huron Page 17 Water and Wastewater Master Plan Wingham and Blyth – 2020 The study area is located in the area covered by the Township of North Huron Species List, provided by the Ontario Ministry of Natural Resources and Forestry. The list incorporates a large area and a wide variety of environs that include terrestrial and aquatic habitat. Species listed in Table 2.1 were generated based on their occurrence within the entire township and may not necessarily occur within the study area. The following species are known to be present within and adjacent to the communities of Wingham and Blyth: • Butternut • Restricted species (associated with aquatic conditions) • Snapping Turtle (aquatic conditions) • Rainbow Mussel (aquatic conditions) • Wavy-rayed Lampmussel (aquatic conditions) Given that this study will only identify potential future water and wastewater infrastructure projects, more detailed investigations for species at risk will occur during later studies to reflect natural conditions and potential species at risk at specific locations. 2.3.4 Cultural Heritage and Archaeological Resources Based on the community’s proximity to water sources and historical transportation routes, it is assumed that there is the potential for cultural, built heritage, and archaeological resources. Within the Township of North Huron Official Plan, a number of properties in Wingham are identified as designated heritage properties and are protected under the Ontario Heritage Act. Given the potential for cultural heritage archaeological resources throughout the Township, any projects identified as part of this Master Plan will need to complete the appropriate screening for cultural, built heritage, and archaeological resources as part of any required EA processes. 2.3.5 Climate Change As part of the Class EA process, the impacts associated with climate change need to be evaluated. Some of the phenomena associated with climate change that will need to be considered include: • Changes in the frequency, intensity and duration of precipitation, wind and heat events; • Changes in soil moisture; • Changes in sea/lake levels; • Shifts in plant growth and growing seasons; and • Changes in the geographic extent of species ranges and habitat. There are two approaches that can be utilized to address climate change in project planning. These are as follows: • Reducing a project’s impact on climate change (climate change mitigation): o Impact of greenhouse gas emissions related to the project. o Are there alternative methods to completing the project that would reduce any adverse contributions to climate change? Township of North Huron Page 18 Water and Wastewater Master Plan Wingham and Blyth – 2020 Increasing the project’s and local ecosystem’s resilience to climate change (climate change adaptation): o How vulnerable is the project to climate-related severe events? o Are there alternative methods of carrying out the project that would reduce the negative impacts of climate change on the project? Through the evaluation of alternatives as part of the second phase of the Class EA, a consideration of each of these approaches should be completed and included in the final determination of the preferred approach to completing a project. Consideration of impacts of climate change within this Master Plan is done at a high level. It is recognized that any Schedule B or C projects identified within this Master Plan, at which time a more thorough evaluation of alternatives will be undertaken, including an evaluation of climate change impacts. 2.4 Planning Policies 2.4.1 Provincial Planning Policies Under the Planning Act (Section 3), the Provincial Policy Statement (PPS) guides the policies in relation to land use and development applications within the Province of Ontario (Ministry of Municipal Affairs and Housing, 2014). Decisions surrounding land use and development must be consistent with the policies contained within the PPS in order to support the overarching provincial interest. Given the intent of the Water and Wastewater Servicing Master Plan, the following policies of the PPS have been identified to support consideration of a servicing strategy (Ministry of Munical Affairs and Housing, 2014): Section 1.1: Managing and Directing Land Use to Achieve Efficient and Resilient Development and Land Use Patterns • The Water and Wastewater Master Plan will sustain a healthy, liveable and safe community by promoting efficient development and land use patterns through a servicing strategy; • The servicing works identified in the Master Plan will allow development and land use patterns that will not prevent the potential expansion of any settlement area to adjacent areas; • The Master Plan will provide a servicing strategy that will promote cost-effective development patterns to minimize servicing costs; and • The intent of the Master Plan is to ensure the necessary water and wastewater infrastructure is available to meet current and future needs. Township of North Huron Page 19 Water and Wastewater Master Plan Wingham and Blyth – 2020 Section 1.1.3: Settlement Areas • The Master Plan, and identified servicing strategy, will provide a basis for planning land use patterns that are appropriate for, and efficiently use existing and planned infrastructure; and • It will assist in the development and implementation of phasing policies to ensure the orderly progression of development and timely provision of infrastructure. Section 1.6.1: Infrastructure and Public Service Facilities • The servicing strategy identified in the Master Plan will allow for the provision of coordinated, efficient and cost-effective infrastructure that accommodates need; and • The development of the servicing strategy was coordinated with land use planning principles to ensure infrastructure is financially viable and able to meet current and future needs. Section 1.6.6: Sewage, Water and Stormwater • The Master Plan incorporates expected growth and development and the servicing strategy will promote the efficient use and optimization of existing municipal water and sewage services; and • Development of the servicing strategy considered feasibility, financial viability, regulatory compliance requirements, and protection of human health and the natural environment. 2.4.2 Local Planning Policies The Huron County Official Plan (consolidated September 2015) serves as the upper-tier planning policy framework for municipalities within the County. The County Official Plan provides development guidelines to local municipalities, as well as community development within the lower-tier municipalities (County of Huron Planning and Development Department, 2015). The North Huron Official Plan outlines policies to ensure that the community’s vision and goals are met (Township of North Huron and County of Huron Planning Department, 2004). Wingham and Blyth are considered Primary Settlement Areas under the plan. The local Official Plan indicates these primary settlement areas will be the focus of development within the municipality over the long term. Growth and development of these areas will be first directed to areas where full municipal sewer and water occur. Where full municipal services are not available, a servicing options strategy is required to identify and assess all reasonable servicing options. The official Plan identifies that Hutton Heights is an area for future urban growth, subject to the availability of servicing. It also specifies that development in Hutton Heights will occur on full municipal services due to its proximity to Wingham and the sewage treatment plant. This Master Plan will set out a long-term strategy for water and wastewater infrastructure within the municipality and will become the basis for and used in support of future investigations for specific projects. 2.4.3 Source Water Protection The intent of the Clean Water Act (CWA), 2006, is to “protect existing and future drinking water” sources in Ontario. Under the Act, source protection areas and regions were established, giving Conservation Authorities the duties and powers of a drinking water source protection authority Township of North Huron Page 20 Water and Wastewater Master Plan Wingham and Blyth – 2020 (Clean Water Act, 2006). A focus on the development, implementation, monitoring and enforcement of documentation, information and policies related to source water protection is highlighted within this duty. The study area is located within the Ausable Bayfield Maitland Valley Protection Region under the jurisdiction of the Maitland Valley Source Protection Area. The Source Protection Region also includes watersheds managed by the Ausable Bayfield Source Protection Area. The Source Protection Plan in this region came into effect in 2015. The Source Protection Plan (SPP) outlines policies developed to protect municipal drinking water sources from threats and the Approved Assessment Report summarizes the watershed characteristics and drinking water threats. The community of Wingham is currently serviced by two municipal wells, constructed in 1973 and 1996, which draw groundwater from an aquifer to provide drinking water for approximately 3,000 persons. Surrounding the municipal wells, delineated Well Head Protection Area (WHPA) zones A, B and C exist and have vulnerability scores of 10, 8 and 6, respectively. These delineated areas are shown in Figure 2.5. Significant Groundwater Recharge Areas and Highly Vulnerable Aquifers exist surrounding the Maitland River and its associated tributaries and wetlands in the community of Wingham are also shown in Figure 2.5 (Ausable Bayfield Maitland Valley Source Protection Region, 2014). The community of Blyth is currently serviced by three municipal wells, constructed in 1953, 1972 and 2016, which draw groundwater from an aquifer to provide drinking water for approximately 1,000 persons. Surrounding the municipal wells, delineated Well Head Protection Area (WHPA) zones A, B and C exist and have vulnerability scores of 10, 8 and 6; respectively. These areas are shown in Figure 2.6. No Significant Groundwater Recharge Areas and Highly Vulnerable Aquifers exist in close proximity to the community of Blyth (Ausable Bayfield Maitland Valley Source Protection Region, 2014). The Source Protection Plan defines the policies in place within vulnerable areas to protect sources from significant drinking water threats (Ausable Bayfield Maitland Valley Drinking Water Source Protection Committee, 2015). Vulnerable areas under the SPP within the Water and Wastewater Servicing Master Plan study area include: WHPA-A (with a vulnerability score of 10) and a portion of WHPA-B (with a vulnerability score of 10). Some policies apply to WHPA with a vulnerability score of 8. With respect to the Master Plan, the following threats or activity categories relate to activities associated with water and wastewater servicing: • Establishment, operation or maintenance of a system that collects, stores, transmits, treats or disposes of sewage; and • Handling and storage of fuel. The policies that apply to these threats are briefly summarized in Table 2.2. Township of North Huron Page 21 Water and Wastewater Master Plan Wingham and Blyth – 2020 Table 2.2 Source Water Policies relating to the Water and Wastewater Servicing Policy Policy Summary Planning Prohibition of Future Septic Within a WHPA area with a vulnerability score of 10 Systems (R.1.1, C.1.1) and where septic systems would be a significant drinking water threat, new lots only permitted where can be serviced by municipal sanitary sewers or on- site septic system outside of the vulnerable area. Section 57 Prohibition of Future Fuel Within a WHPA area with a vulnerability score of 10, Handling and Storage (R.2.1, C.2.1) the handling and storage of fuel where it would be a significant drinking water threat (future) is prohibited. Prohibition of Future Sewage Systems or Within a WHPA area with a vulnerability score of 10, Sewage Works (R.4.1) future sewage systems or sewage works where they would be a significant drinking water threat is not permitted. Examples are sewage treatment plant Prescribed Instrument Prohibition of Future effluent discharges, sewage treatment tanks or Sewage Systems or Sewage Works (C.4.1) holding tanks. Prescribed Instrument for Managing Future All ECAs issued for future sewage systems or sewage Sewage Systems or Sewage Works (R.4.3, works in WHPA with a vulnerability of 10 shall include C.4.3) terms and conditions which, when implemented, will adequately manage the risk to sources of municipal drinking water including: sanitary sewers and related pipes that collect, store, transmit, treat or dispose of sewage. Prescribed Instrument Prohibition for Future Within a WHPA area with a vulnerability score of 8, Sewage Systems or Sewage Works (R.4.4, future sewage systems or sewage works where they C.4.4) would be a significant drinking water threat will not be permitted. Example of this is a below grade sewage treatment tank or holding tank designed to discharge treated sanitary sewage at an average daily rate of more than 50,000 cubic metres and where a spill may result in the release of vinyl chloride or a DNAPL. Notes: 1. ECA means Environmental Compliance Approval. 2. WHPA means Well Head Protection Area. Township of North Huron Page 22 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 23 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 24 Water and Wastewater Master Plan Wingham and Blyth – 2020 3.0 POPULATION GROWTH AND FUTURE DEVELOPMENT 3.1 Sources of Information for Population Growth The main source of current population information for the Township of North Huron is the 2016 Census of Population from Statistics Canada. Data from previous census programs was also utilized to establish trends and examine past growth patterns. The 2016 Census identifies Wingham and Blyth as ‘designated places’ and has population and dwelling counts available. To forecast future population and development growth, a number of sources were consulted including: • 2016 Development Charges Background Study – Township of North Huron by B. M. Ross and Associates Limited, dated September 14, 2016. • Ontario Population Project Update 2017-2041 by the Ontario Ministry of Finance. • Census data from Statistics Canada. • Building Permit data from Township. 3.2 North Huron Population and Dwellings The Township of North Huron has generally experienced a decline in population since 1991; however, the most recent Census shows a slight increase in population from the 2011 counts (see Table 3.1). The population of North Huron, as counted in the 2016 Census, is 4,932 (Statistics Canada, 2017). This is an increase of 48 or 0.9% from 2011. Overall, population data for the Township indicates a declining rural population and very moderate growth in the urban areas. Table 3.1 Population, Dwelling and Density for the Township of North Huron Year Population Dwellings PPU 1981 4,950 1,804 2.74 1986 4,951 1,824 2.71 1991 5,160 1,921 2.69 1996 5,099 1,950 2.61 2001 4,984 1,995 2.50 2006 5,015 2,064 2.43 2011 4,884 2,043 2.39 2016 4,932 2,209 2.23 The number of dwellings in the Township, as shown in Table 3.1, has steadily increased since 1981. The increase in the number of dwellings corresponds with the decreasing number of people per unit (PPU) or dwelling. The decline in the population density is a result of broader demographic trends, including an aging population, decreasing family size, and an increase in the number of single adults (B. M. Ross and Associates Limited, 2016). Township of North Huron Page 25 Water and Wastewater Master Plan Wingham and Blyth – 2020 3.3 Wingham Population and Dwellings Wingham is identified as a population centre in the Census; population and household counts are available dating back to 1981 (Statistics Canada, 2017). The changes in population, dwellings and persons per unit from 1981 to 2016 for Wingham are shown in Table 3.2. It is noted that there is a gap in the data for the 1996 census period. Table 3.2 Population, Dwellings and Density for Wingham Year Population Dwellings PPU 1981 2,897 1,140 2.5 1986 2,952 1,157 2.6 1991 3,018 1,190 2.5 1996 2,941 N/A N/A 2001 2,885 1,230 2.3 2006 2,923 1,276 2.3 2011 2,875 1,269 2.3 2016 2,934 1,392 2.1 The population of Wingham has fluctuated over the 35 years of data. In the last five years, the population is reported to have increased by 59 persons. Over the 35 years of available data, the annual average growth rate equates to 0.04%. Compared to population, the number of dwellings in Wingham has steadily increased, with an additional 252 dwellings since 1981. This equates to a 22% increase over the last 35 years or about 0.6% per annum on average. In Wingham, similar to the trend for the Township as a whole, the population density has steadily decreased. For 2019, the serviced population of Wingham has been assumed to be 3,000 people. 3.4 Blyth Population and Dwellings Based on the Census data the population of Blyth has been stable since 1991. The 2016 Census reported a total of 442 dwellings in the community, which is an increase of 15% from the 1981 count and about 0.8% per annum on average (B. M. Ross and Associates Limited, 2016). The stable population, but increase in the number of dwellings, is likely attributable to declining family sizes and aging population. The population, number of dwellings and persons per unit for 1981 to 2016 are shown in Table 3.3. Township of North Huron Page 26 Water and Wastewater Master Plan Wingham and Blyth – 2020 Table 3.3 Population, Dwellings and Density for Blyth Year Population Dwellings PPU 1981 926 338 2.7 1986 892 343 2.6 1991 955 377 2.5 1996 991 N/A N/A 2001 987 395 2.5 2006 990 425 2.3 2011 1005 419 2.4 2016 989 442 2.2 3.5 Wingham and Blyth Building Permits New residential building permit data was provided by the Township. Table 3.4 provides a summary of the available information. No data was available for 2010. The building permit data shows continued new residential growth in both communities. Table 3.4 Summary of Residential Building Permits 2007-2017 Wingham Blyth Year Single Family Multi-Unit Total Single Family Multi-Unit Total 2007 6 2 8 4 0 4 2008 1 2 3 2 0 2 2009 3 3 6 4 0 4 2010 ------2011 4 1 5 1 1 2 2012 1 0 1 0 0 0 2013 2 0 2 1 0 1 2014 0 0 0 2 0 2 2015 1 0 1 1 0 1 2016 1 0 1 3 0 3 2017 3 0 3 1 0 1 Total 22 8 30 19 1 20 5 Year Avg. 1.40 0.00 1.40 1.60 0.00 1.60 10 Year Avg. 2.2 0.8 3.0 1.9 0.1 2.0 Township of North Huron Page 27 Water and Wastewater Master Plan Wingham and Blyth – 2020 For Wingham, the building permit data and census dwelling data do not align well over approximately the same 10 year period. For Blyth, alignment is better. 3.6 Residential Growth Forecasting 3.6.1 Methodology An examination of long-term growth within Wingham and Blyth was undertaken as part of this Master Plan. A major component of the Master Plan is examining water storage needs, especially for Wingham as the study will include an evaluation of options for replacement of the existing standpipe. Typically, elevated water storage facilities are sized to support 50 years of growth, so a 50-year population forecast was developed for both communities. The census data for both communities indicates that over the 35 year period of record there has been little or no population growth. Variations from one 5 year census to the next are typically within the range of accuracy of the census count. Regardless, both communities report a steady increase in the number of dwellings. For both Blyth and Wingham, we have used three different approaches to forecast growth and develop estimates of future population and household. These are as follows: Wingham: • Low Growth Scenario – Population will increase at the average rate between the 1981 and 2016 Census values. Households will increase at the rate from the last 5 years of Building Permit data. • High Growth Scenario – Population will increase at the average rate between the 2011 and the 2016 Census values. Households will increase at the average rate from the 1981 to 2016 Census values. • Medium Growth Scenario – Both population and the number of households will grow at the average of the Low and High scenarios. Blyth: • Low Growth Scenario – No growth in population consistent with long-term Census data, but a sustained increase in the number of households consistent with the average from the last 5 years of Building Permit Data (i.e. 1.6 units/year). • High Growth Scenario – Population will grow at the 1986 to 2016 average rate. The number of households will increase at the average rate from the 1981 to 2016 Census data. • Medium Growth Scenario – Both population and the number of households will grow at the average of the Low and High scenarios. 3.6.2 Wingham Growth Forecast Using the methodologies described in Section 3.6.1, three growth scenarios were developed for Wingham. Between 2019 and 2069 the population is expected to increase by between 54 and 669 persons with a median value of 346. Over the same period households are expected to Township of North Huron Page 28 Water and Wastewater Master Plan Wingham and Blyth – 2020 increase between 70 and 238 with a median value of 154. Figures 3.1A and 3.1B present the above graphically. Figure 3.1A Population Growth for Wingham Figure 3.1B Household Growth for Wingham Township of North Huron Page 29 Water and Wastewater Master Plan Wingham and Blyth – 2020 3.6.3 Blyth Forecast Based on the methodologies described above, the population of Blyth will increase somewhere between no increase to as much as 200 additional persons over the next 50 years. (The medium growth expectation is a population of 1,084 by 2069.) Household growth over the same period is expected to be somewhere between 80 and 93 units with a mean value of 86 by 2069. Figure 3.2A and 3.2B show projected growth in both population and households for the community of Blyth. Figure 3.2A Population Growth for Blyth Figure 3.2B Household Growth for Blyth Township of North Huron Page 30 Water and Wastewater Master Plan Wingham and Blyth – 2020 3.7 Development Commitments 3.7.1 Commitments for Wingham The following is based on plans and draft plans of development that are approved, or for which approval is expected. In some cases, assumptions have been about the number of potential units in multi-unit parcels. Table 3.5 Development Commitments – Wingham Development Name Single Units Multi Units Total Maitland Estates 454 - 454 Hutton Heights 100 - 100 Infill Allowance 25 - 25 Total Commitments 579 - 579 The Township is also party to a Cross-Border Servicing Agreement (CBSA) with the Municipality of Morris-Turnberry. The CBSA relates to water and wastewater servicing from Wingham infrastructure for specific Morris-Turnberry properties. The total combined commitment for all properties, for each utility is: • Water - 682.5 m3/day • Wastewater - 247.7 m3/day Though the CBSA expresses capacity commitments in terms of a m3/day value, actual usage per day is unavailable. From the annual metered volumes provided for water, it is estimated that, as a daily average, less than 50 m3/day of water is being used. Wastewater flows are not metered but are assumed to be similar. Both values are expressed as maximums with an implication that meters would be read monthly and an average value for the month calculated and compared to the allowance value. Therefore, we have assumed they represent allowable average values over a monthly period and individual maximum day and peak values will occur within each month that would exceed the maximum allowable average. Figure 3.4 shows the location of Maitland Estates and Hutton Heights. 3.7.2 Commitments for Blyth Table 3.6 provides a summary of assumed development commitments for Blyth. Township of North Huron Page 31 Water and Wastewater Master Plan Wingham and Blyth – 2020 Table 3.6 Development Commitments – Blyth Development Name Single Units Multi Units1 Total GJAJ Holdings 16 84 100 Infill Allowance 25 - 25 Total Commitments 60 70 125 Notes: 1. Including apartments The above commitments are considered to be applicable to both water and wastewater servicing. Figure 3.3 shows the proposed location for the GJAJ Holding development. Township of North Huron Page 32 Water and Wastewater Master Plan Wingham and Blyth – 2020 Legend ~---_-! Blyth Study Area ~ Development Commitment J w z ::; 0 ~ a, ~ 0 100 200 400 - MlMETRES TOWNSHIP OF NORTH HURON DATE PROJECT No. Nov. 13,2019 17181 WATER AND WASTEWATER MASTER PLAN SCALE FIGURE No. BLYTH DEVELOPMENT COMMITMENTS 1 : 12,000 3.3 Township of North Huron Page 33 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 34 Water and Wastewater Master Plan Wingham and Blyth – 2020 3.8 Comparison of Commitments to Growth In previous sections we have identified the residential commitments in North Huron to be: • Blyth – 125 Units • Wingham – 579 Units When reviewing growth and development it was forecasted that the maximum rate of residential development was expected to be 1.85 and 4.75 units per year in Blyth and Wingham respectively. Therefore, based on the forecasts, the current residential commitments will create capacity for at least 70 years in Blyth and 122 years in Wingham. A consequence of this long-term development commitment is that capacity planning for major facilities (e.g. water storage) will take into account requirements beyond typical design periods (e.g. 20 or 50 years). Township of North Huron Page 35 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.0 WINGHAM DRINKING WATER SYSTEM 4.1 Description 4.1.1 Supply and Storage Facilities The community of Wingham is serviced by a drinking water system (DWS) that takes water from two groundwater wells. The DWS operates under Municipal Drinking Water Licence (MDWS) No. 090-102 Issue No. 4 and Drinking Water Works Permit (DWWP) No. 090-202 Issue No. 4, both dated Junes 20, 2017. It is not known when the original communal water system was constructed. Wells 3 and 4 were constructed in 1973 and 1996 respectively. The existing standpipe was constructed in 1974. The system currently (December 2018) serves approximately 1,251 customers. Figure 4.1 shows the water distribution system and the location of major facilities. Table 4.1 summarizes the approved water supply capacity for the Wingham DWS. Table 4.1 Wingham Water Facility Capacity Source System Component Capacity Information Well Supplies Well 3 6,537 m3/day MDWL/PTTW Well 4 5,270 m3/day MDWL/PTTW Combined Wells 3 & 4 11,807 m3/day PTTW High Lift Pumps (Well 4) 3@33 L/s DWWP Treated Water Storage Total = 1,736m3 BMROSS Calc. (Standpipe) Effective = 229m3 Notes: 1. PTTW = Permit to Take Water The “firm capacity” of the Wingham DWS is established by assuming the largest well (i.e. Well 3) is out of service. Therefore, the firm (i.e. secure) capacity is the approved capacity of Well 4 which is 5,270 m3/day. Township of North Huron Page 36 Water and Wastewater Master Plan Wingham and Blyth- 2020 z ~ :;; ,? ~ !!! " 'i' -$-0 ! r~ fu "'sl "'"'(~~ ~ BLINE RD ... 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I ' ' I ' \ :;; 0z .,"' I < I "' I ------~ ------Legend Pipe Diameter • Municipal Well -- 25 -- 200 GJ 0 Standpipe -- 38 -- 250 Wingham -- 100 -- 300 0 100 200 400 l - I Study Area -- 150 --METRES TOWNSHIP OF NORTH HURON DATE PROJECT No. MAR. 06, 2020 17181 ~ BMROSS WATER AND WASTEWATER MASTER PLAN V englnee,1ng belle, communllles SCALE FIGURE No. WATER SYSTEM - WINGHAM 1 : 12,000 4.1 Township of North Huron Page 37 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.1.2 Water Distribution System The Wingham Distribution System operates as a single pressure zone. Pressure is supplied by the well pump at Well 3 and high-lift pumps at Well 4. The standpipe provides pressure regulation. Based on the Township’s current database used for PSAB accounting purposes, there is approximately 29.2 km of water distribution main. Figures 4.2A and 4.2B provide an indication of the distribution of pipe by diameter and age respectively. Figure 4.2A Wingham: Watermain Size (mm) Distribution Figure 4.2B Wingham: Watermain Age (Years) Distribution Township of North Huron Page 38 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.2 Existing and Design Water Demands 4.2.1 Existing Average and Maximum Day Flows Water supply is recorded on a daily basis. Table 4.2 provides a summary of historical water supply values. Table 4.2 Wingham Treated Water Demands (2014 to 2018) Avg. Day Max. Day Ratio Year (m3) (m3) (Max/Avg.) 2014 1,170 2,426 2.07 2015 1,300 2,174 1.67 2016 1,282 2,2771 1.75 2017 1,132 2,241 1.98 2018 1,262 2,195 1.74 3 Year Average 1,225 - 3 Year Max. Day -- 2,277 1.98 Notes: 1. Ignores Aug 9/16 value of 5,664m2 related to a control malfunction. 4.2.2 Unit Water Flows As of December 2018, there were 1,251 water customers in Wingham of which 1,156 (92%) were residential. From information in Section 3, there were estimated to be approximately 1,395 dwelling units. For design purposes we propose to use the lower valued customer count which will result in more conservative unit flow values. The 2016 Census provided a population estimate of 2,934 which we have rounded to 3,000 for 2019. Therefore: • For every dwelling there are approximately 2.15 persons per unit (PPU). • For every 100 residential customers there are approximately 8 non-residential (ICI) customers. Both these ratios could decline with growth but for forecasting purposes we propose to use the 2.15 PPU value and 0.1 ICI customers per dwelling. From Table 4.2, we note that there is an average daily flow of 1,225 m3 and a maximum to average ratio of 2.0 (rounded up from 1.98). Peak rate flows (theoretical) based on Ministry of the Environment, Conservation and Parks (MECP) Guidelines are assumed to be 3.0 x average (Ministry of Environment and Climate Change, 2008). From available metered flow data, the 10 largest ICI customers use an average of approximately 360 m3/day. Therefore, residential and small commercial users use 865 m3/day. Which translates to a per capita use of approximately 0.290 m3/day. From the above, the following design unit flows have been developed: • Average per new residential unit = Per capita flow x PPU x (1 unit + 0.1 for ICI) = 0.290 x 2.15 x 1.1 = 0.69 m3/unit·day Township of North Huron Page 39 Water and Wastewater Master Plan Wingham and Blyth – 2020 • Maximum day flow per unit = Average x 2.0 = 1.38 m3/unit·day • Peak rate flow per unit = Average x 3.0 = 0.69 x 3.0 = 2.07 m3/unit·day 4.3 Reserve Capacity of Supply 4.3.1 General For a water supply, Reserve Capacity is typically assessed using Maximum Day demands. There is a presumption that there is adequate storage to satisfy peak demands from a combination of supply and storage. Wingham’s storage facility is a standpipe which has limited effective storage (i.e. 229 m3). Therefore, we have also assessed Reserve Capacity considering estimated peak demands. 4.3.2 Commitments Section 3.7 identified the commitments for Wingham as 579 residential units and another 682.5 m3/day for the CBSA. On the basis that Maximum Day and Peak Flow ratios related to the CBSA would be the same as for the system, the estimated commitments to the CBSA are: Maximum DayCBSA = 682.5 x 2.0 = 1,365 m3/day Peak FlowCBSA = 682.5 x 3.0 = 2,048 m3/day = 23.7 l/s. A review of existing average customer usage in the CBSA area indicates that it is less than 50 m3/day. Using the peaking factors derived previously; Maximum Day use would be 100 m3/day and Peak use would be 1.7 L/s (150 m3/day). 4.3.3 Reserve Based on Maximum Day Total Reserve In Section 4.2, it was established that current Maximum Day demands are 2,277 m3/day and the unit demand is, conservatively 1.38 m3/day per residential unit. Therefore, the Total Reserve is: Total Reserve = 11,807 – 2,277 = 9,530 m3/day Township of North Huron Page 40 Water and Wastewater Master Plan Wingham and Blyth – 2020 However, the firm capacity of the Wingham DWS is the capacity of Well 4 only (5,270 m3/day). Therefore: Total Reserve (Firm) = 5,270 – 2,277 = 2,993 m3/day Uncommitted Reserve From Section 3.7 the Commitments have been established as 579 residential units plus the CBSA. Therefore, the Uncommitted Reserve based on Maximum Day demands is: Based on Total Supply: Uncommitted Reserve (Total) = 9,530 – (579 x 1.38) – 1,365 = 7,366 m3/day Based on Firm Supply: Uncommitted Reserve (Firm) = 2,993 – (579 x 1.38) – 1,365 = 829 m3/day 4.3.4 Reserve Based on Peak Flows Total Reserve In the previous section it was explained that existing peak demands have been assumed to be 3.0 x average. The unit peak demand is, conservatively, 2.07 m3/day per residential unit. Therefore, the Total Reserve is: Total Reserve = 11,807 – (3.0 x 1,225) = 8,132 m3/day However, the firm capacity of the Wingham DWS is the capacity of Well 4 only (5,270 m3/day). Therefore: Total Reserve (Firm) = 5,270 – (3.0 x 1,225) = 1,595 m3/day Uncommitted Reserve From Section 4.3 the commitments have been established as 579 residential units plus the CBSA. The peak demand per residential unit is estimated to be 2.07 m3/day. Therefore, the Uncommitted Reserve based on peak demands is: Township of North Huron Page 41 Water and Wastewater Master Plan Wingham and Blyth – 2020 Based on Total Supply: Uncommitted Reserve (Total) = 8,132 – (579 x 2.07) – (682.5 x 3.0) = 4,886 m3/day Based on Firm Supply: Uncommitted Reserve (Firm) = 1,595 – (579 x 2.07) – (682.5 x 3.0) = -1,651 m3/day 4.3.5 Summary for Reserve Capacity Table 4.3 summarizes the outcomes of the above calculations. Table 4.3 Wingham Water Uncommitted1 Reserve Capacity Total Firm2 Demand Scenario Residential Residential (m3/day) (m3/day) Unit Unit Maximum Day 7,366 5,337 829 600 Peak Flows 4,886 2,360 -1,651 -798 Notes: 1. Commitments are Maitland Estates, Hutton Heights and the CBSA 2. Firm Capacity is based on only Well 4 operating 3. Max Day per unit = 1.38 m3/day. Peak Flow per unit = 2.07 m3/day. The outcome of the above is that, on a firm capacity/ peak flow basis there is a supply deficiency. Based on the above analysis there is a need to increase firm capacity or alternatively increase storage to reduce the demand from the wells. Firm capacity can be increased by constructing a second (i.e. standby) well at the Well 3 site. The need to increase storage is discussed in the next section. 4.4 Reserve Capacity of Storage 4.4.1 Existing Facilities The existing Wingham Standpipe is 8.53 m diameter and 30.35 m tall to the invert of the overflow. The structure has a total volume of 1,736 m3 of which only 229 m3 (the top is 4m) is considered useable by gravity. The standpipe is located near the intersection of Carling Terrace and John Street East which would be approximately the highest point in Wingham. Township of North Huron Page 42 Water and Wastewater Master Plan Wingham and Blyth – 2020 An inspection of the existing standpipe concluded that the structure has reached its useful life and requires significant structural rehabilitation or replacement as soon as possible (R. J. Burnside and Associates Limited, 2015). 4.4.2 Required Volumes (a) General Water storage is used to provide: • Peak flow equalization; • Water supply for fire protection; and • Water supply for emergencies. The above requirements are listed in order of priority. The three components of storage are calculated as follows: • Equalization = 25% of Maximum Day Demand. • Fire Protection = a flow rate and duration based on population and tables in the MECP Design Guidelines. • Emergency = 25% of the sum of Equalization and Fire Protection. (b) Storage for Peak Flow Equalization Utilizing the population and growth information in Section 3, the anticipated 25 to 50 year growth has been forecasted. This, in addition to current residential commitments, was used to calculate the theoretically required storage. Values are summarized in Table 4.4. Table 4.4 Required Water Storage Volume (m3) Design Consideration Equalization Fire Emergency Total Existing Population1 613 792 351 1,756 50 Year Medium Growth2 660 824 371 1,855 50 year Maximum Growth3 715 862 394 1,971 Existing + Commitments4 1,129 934 516 2,579 Notes: 1. Population = 3,000 2. Population = 3,300 3. Population = 3,640 4. Population = 4,250 + CBSA Commitment Township of North Huron Page 43 Water and Wastewater Master Plan Wingham and Blyth – 2020 (c) Conclusions for Storage The existing estimated effective storage is less than 15% of the theoretical storage requirement. To provide for the existing residential and CBSA commitments would require increasing the current effective storage by approximately 2,200 m3. The existing system provides theoretically, no volume for fire protection and only a fraction of the theoretical equalization requirements. The storage deficiency can be off-set somewhat by increasing firm high-lift pumping capacity. It should be noted that increasing theoretical peak flow capacity (by reducing the risk of a pump being out of service when there are peak demands or a fire) will have very limited benefit for fire protection. 4.5 Future Supply and Storage Requirements 4.5.1 General The previous sections have assessed existing supply and storage facilities against existing and committed populations and equivalents. For Wingham, it has been established, based on design guidelines that the storage volume provided in the existing standpipe is not adequate to satisfy requirements (Ministry of Environment and Climate Change, 2008). It has also been established that, for structural reasons, the standpipe should be significantly rehabilitated or replaced. It is assumed that new, adequately sized, storage facilities will be provided and therefore, in the future, the supply facilities will only be required to meet the maximum day demand, not peak demand as is currently the situation. 4.5.2 Supply Requirements As noted above, the well supplies must be adequate for the maximum day demand. Currently, the Well supplies have the following capacities: Total = 11,807 m3/day Firm = 5,270 m3/day (Well 4 only) Table 4.3 notes that there is uncommitted capacity of 829 m3/day, suitable for 600 residential units. Therefore, the existing supply is sufficient. 4.5.3 Storage Requirements Calculations have established that the existing standpipe does not provide adequate volume for existing uses. Peak demands are being met from surplus well capacity. Further, the standpipe has reached its useful life. Ideally the storage facilities should be adequate for existing customers plus servicing commitments. Table 4.4 indicates that 2,600 m3 of effective volume would be required. Township of North Huron Page 44 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.6 Water Distribution Analysis 4.6.1 Background The Wingham water distribution system was modelled using WaterCAD®. The purpose of the modelling was to identify potential flow and pressure issues during periods of high demand and to determine requirements for supplying future development areas. 4.6.2 Model Details (a) WaterCAD® Software BMROSS used Bentley® WaterCAD® V8i (SELECTseries 6) for the water distribution system modelling. The model contains 298 pipes and 220 junctions. Details of the Model are provided in Appendix A. (b) Sources of Data In order to produce a WaterCAD® model for the Wingham watermain network, several sources of information were used. In summary: • Watermain installation locations and diameters were obtained from distribution system mapping provided by the Township (i.e. GIS). • Watermain C-factors were assigned in accordance with values provided in the MECP Guidelines. Diameter C Factor (mm) 150 100 200-250 110 300-600 120 • Elevation information was obtained from a combination of available drawings, and data provided by the Township. • Pump and storage characteristics were obtained from a combination of the DWWP for the Wingham Drinking Water System and information provided by the Township. • Water demand information was developed as part of this Master Plan (refer to Section 4.2). • Assessments for fire protection capability were made using typical fire flow values including: − 40 to 50 L/s for residential areas. − 100 to 150 L/s for dispersed commercial development such as highway commercial. − 150 L/s for older, contiguous construction commercial areas. All fire flows were assessed at 140 kPa minimum system residual pressure. Township of North Huron Page 45 Water and Wastewater Master Plan Wingham and Blyth – 2020 (c) Establishing Flows at Junctions WaterCAD® model “junctions” are created at every pipe intersection or dead-end. Water demands for the system are applied at these junctions. For the existing Wingham model the demands for the 10 largest water users were allocated to the junctions nearest the user. The remaining total system demand was divided by the remaining number of model junctions in order to calculate the demand per junction and this demand value was then assigned to each junction. For the future development model, the demands for existing development were left unchanged, and the incremental future demand was divided amongst the nearest model junctions within or adjacent to the development lands. 4.6.3 Analyses Run In general, the model was used to determine system pressures under average and peak demands, and also available fire flows under maximum day demands, for both existing and future development scenarios under different storage and pumping configurations. The fire flow modelling was carried out for two control scenarios: A list of all model scenarios includes: • Existing development demands (average, peak). • Existing development demands (maximum day) plus fire flow. • Ultimate development demands (average, peak). • Future development demands (maximum day) plus fire flow. In the future scenarios the standpipe water level was set at approximately 5m above current operating levels. 4.6.4 Qualifications on Results Results of the distribution system modelling are based on the system information as described above. Approximately 20 to 25 hydrant test results were used to check the accuracy of the model. Variations in Field vs Model flowing pressures ranged from 3% to 100% with an overall average of 27%. In our opinion, these results are generally acceptable for a broad planning analysis; but in the event that future distribution system modifications are to be based on the results of system modelling, it is recommended that a field testing program be carried out for the purpose of comparing actual field measurements to local model predictions. 4.6.5 Results of Analysis The results of the WaterCAD® analysis for both the existing and future (i.e. full development) conditions are presented in Table 4.5. Township of North Huron Page 46 Water and Wastewater Master Plan Wingham and Blyth – 2020 Table 4.5 Summary of WaterCAD ®Analysis Analysis1and Criteria 2 Existing Future Average Flow No. of junctions with kPa > 700 0 0 No. of junctions with kPa > 480 and <= 700 97 158 No. of junctions with kPa > 350 and <= 480 104 53 No. of junctions with kPa > 275 and <= 350 13 9 No. of junctions with kPa < 275 6 0 Peak Flow No. of junctions with kPa > 700 0 0 No. of junctions with kPa > 480 and <= 700 85 144 No. of junctions with kPa > 350 and <= 480 116 66 No. of junctions with kPa > 275 and <= 350 13 10 No. of junctions with kPa < 275 6 0 Fire Flows3 No. of junctions with Q < 40 L/s at <140 kPa 1 0 No. of junctions with Q > 40 L/s and <50 L/s at 140 kPa 2 2 No. of junctions with Q > 40 and < 100 L/s at 140 kPa 48 38 Notes: 1. Future scenario assumes same pipes as existing model, except where upgrades are known to be planned. 2. Pressure and flow criteria base on MECP Guidelines 2008. Pressures > 700 kPa not recommended > 480 kPa but < 700 and > 275 but <350 are acceptable. < 275 kPa unacceptable > 350 but < 480 is optimum. Fire Flows < 40 L/s not recommended for residential areas. 3. Results in Table are the lowest flow values from the 3 scenarios. The flow and pressure conditions have been presented on two figures. They are: • 4.3A – Existing Fire Flows • 4.3B – Future Fire Flows with proposed Watermain Changes Township of North Huron Page 47 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 48 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 49 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.6.6 Findings for the Existing Distribution System Results for Existing Conditions were: • System pressures, with no pumps operational and the standpipe at top water level, range from 266 to 596 kPa under average demand conditions. Under peak demand, this range remains essentially unchanged. • A target fire flow of 150 L/s for core commercial areas along Josephine Street is generally achievable. • There are areas north of North Street and B Line Road, which are zoned core commercial but presently are not serviced by municipal water. Available fire flow near the north end of the system along North Street West generally ranges from 100 to greater than 150 L/s. • Available fire flow within lands zoned community facility, highway commercial, and industrial is generally at or above the target 100 to 150 L/s range. • A 50 L/s target fire flow for residential areas can be achieved in most locations but not: - East limit of B Line Road (relatively long 150 mm dead end). - Along the 100 mm diameter watermain on Madill Drive. Potential Improvements: • Replacing the existing standpipe is a known need based on physical condition. Based on a preliminary design discussion with a constructor of standpipes, it will be possible to construct a new standpipe on the existing site following demolition of the existing structure. The new standpipe could be constructed with a high water level approximately 5 m higher than existing. As a result, minimum system pressures under average and peak demand conditions can be increased to greater than the MECP minimum recommended value of 275 kPa. • Watermain upgrades are recommended in a small number of locations. It is recommended that the following be carried out in conjunction with road reconstruction activity: • The existing 150 mm diameter watermain on Carling Terrace, between Victoria Street and Diagonal Road, be replaced with 200 mm diameter, in order to increase available supply to the southeast portion of the system (i.e. along Amberley Road to the east). • Replace the existing 100 mm diameter watermain on Diagonal Road between Victoria and Frances Streets, with 150 mm diameter. • Replace the existing 100 mm diameter watermain on Madill Drive between Victoria and John Streets, with 150 mm diameter. • Replace the existing 150 mm diameter watermain on Diagonal Road, between Carling Terrace and just east of Cornyn Street, with 300 mm diameter (i.e. complete 300 mm diameter section along Amberley Road all the way back to Carling Terrace). • Over time, all existing watermain less than 150 mm diameter, in locations where fire flow is to be provided, should be replaced with minimum 150 mm diameter in accordance with MECP Design Criteria for Watermains. Township of North Huron Page 50 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 51 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.6.7 Extension to Hutton Heights As noted in Section 3.7 one of the areas of committed development is referred to as Hutton Heights (see Figure 3.4). This area is expected to be provided with water service by means of an extension of the Wingham DWS south along County Road 4 to Lloyd Street. There has been no discussion regarding servicing existing development in the area although the extension along the County Road would be capable of doing that. The watermain extension would be 250 mm dia. with smaller diameter mains within the subdivision. 4.7 Climate Change Considerations Climate change is predicted to result in more intense storms and potentially, periods of prolonged drought. The Wingham water supply comes from deep bedrock aquifers that should be reasonably protected from periodic drought conditions. Stand-by power facilities currently exist and should be maintained as necessary. 4.8 Physical Condition Assessment 4.8.1 General Other than a review of age information and breakage history, no physical examination of the Wingham water distribution system was undertaken. The electrical, heating and ventilating (HVAC), and standby power systems for the major facilities were examined. The standpipe had been inspected and reported on (R. J. Burnside and Associates Limited, 2015). 4.8.2 Watermains From Figure 4.2B, we note that the existing watermain inventory shows no watermain to be greater than 50 years old. Of the 29.2 km of main, 20% is reported to be between 41 and 50 years old. The inventory uses an assumed life expectancy of 75 years. We also note from the inventory that approximately 63% of the distribution mains are reported to be Ductile Iron (DI). In many communities DI pipe has not survived 50 years. The recent breakage history is as follows: Year No. of Breaks 2017 4 2018 1 All the breaks were characterized as Category 1, which would typically be a circumferential break or small leak. For the two years, the average number of breaks is 0.086 breaks/km per year. Township of North Huron Page 52 Water and Wastewater Master Plan Wingham and Blyth – 2020 A Consequence of Failure and Performance Index for the Watermains was developed taking into consideration the following factors: • Pipe Size • Land use served • Pipe location • Daily traffic Details of each factor and the scoring system as well as the outcome of the scoring are provided in Appendix B. 4.8.3 Electrical – HVAC – Standby Power The electrical, HVAC and Standby Power systems were visually inspected. The latter was assessed against current TSSA criteria for fuel storage systems. Detailed reports are included in Appendix C of the Master Plan. For the Wingham water system, the following was identified: Table 4.6 Wingham DWS – Electrical/Mechanical Upgrades No. of Projects and Timing Location Immediate Short Term1. Long Term2. Well 3 Pumphouse 6 1 2 Well 4 Wellhouse 2 1 - Well 4 Pumphouse 4 1 4 Well 1 Pumphouse 4 1 1 Workshop 5 6 1 Standpipe 2 1 1 Preliminary Budget3. $100,000 $25,000 $175,000 Notes: 1. Short term is defined as 2 to 4 years. 2. Long term is defined as 5 years or longer. 3. Budgets are 2020$ 4.9 Summary of Findings for Wingham Water The Township should develop a practice of periodically comparing water pumpage to sales and addressing issues as they arise. Our analysis of the Wingham DWS has identified the following existing and future conditions and issues related to the major facilities of the system: • The firm capacity of the well supplies (i.e. Well 4) exceeds maximum day demands for existing development and all known commitments. Township of North Huron Page 53 Water and Wastewater Master Plan Wingham and Blyth – 2020 • The firm capacity of the well supplies is not adequate to meet peak demands, when commitments are considered. The deficiency can be addressed by constructing a standby well at Well 3 or expanding storage or a combination of both. • The effective volume of the existing standpipe (i.e. top 4 m) represents about 8% of the storage recommended by MECP Guidelines (2008). To date, the deficiency has been offset by surplus from the well supplies. The lack of firm well capacity at peak demands increases the risk of the supply being insufficient during peak flows or large fire events. • Investigations have established that the existing standpipe is in immediate need of significant structural rehabilitation or replacement. Findings with respect to the water distribution system: The WaterCAD® Model identified the following: • Existing and future peak demands can be met throughout the distribution system at adequate pressures (>275 kPa) in most locations, with the exception of some areas immediately adjacent to the existing standpipe. When the standpipe is replaced, increasing the high water level by 5 m from existing will be possible and would allow all system locations to have the target pressure criteria satisfied. Existing Maximum day + Fire Flows (Residential (> = 49 L/s)) cannot be achieved at Junctions (J): • J-95 - east end of B Line Road • J-785 - midpoint of Madill Drive between Victoria and John Streets • Figures 4.3A and 4.3B show the WaterCAD® model output. Figure 4.4 shows the proposed watermain changes. Increasing the volume of water storage, and particularly the volume available, to MECP Guideline values will make the system more resilient with regards to storm induced power outages. Refer to Section 8.0 regarding recommended projects to address the issues identified above. 4.10 Levels of Service 4.10.1 General O. Reg. 588/17, which provides regulations for Asset Management Planning for Municipal Infrastructure, identifies several “level of service” (LOS) parameters for water assets. Municipalities are to have defined the existing LOS by July 1, 2021. The following sections summarize current (i.e. 2019) LOS for the community of Wingham water assets based on Table 1 of the Regulations. Township of North Huron Page 54 Water and Wastewater Master Plan Wingham and Blyth – 2020 4.10.2 2019 LOS Summary Mapping Maps of the service area of the Wingham DWS are included in the DWWP and as Figure 4.1 of this Report. The Township also has the system mapped in GIS. Fire Flows The Regulation requires the municipality to identify locations that have and do not have “fire flow”. The term “fire flow” is not defined in the Regulation. For purposes of this Master Plan, fire flows have been defined as: • Having a hydrant available within 90m to 180m (Ministry of Environment and Climate Change, 2008), • Having, under maximum day demand conditions, and at greater than or equal to 140 kPa pressure: - 38 L/s or more in a residential area. - 150 L/s or more in a non-residential area. Figure 4.3A shows the existing LOS with respect to fire flows. Boil Water Advisories (BWAs) In 2018 and to date in 2019, there have been no BWAs for the Wingham DWS. Service Interruptions There are currently 1,254 connections on the DWS. In 2017 there were 4 watermain breaks and in 2018 there was 1. Service interruptions are to be tracked using the unit “connection days lost per year per connection”. To date the number of connections affected and the duration of the interruptions has not been tracked. Township of North Huron Page 55 Water and Wastewater Master Plan Wingham and Blyth – 2020 5.0 WINGHAM WASTEWATER SYSTEM 5.1 Description 5.1.1 Pumping and Treatment The community of Wingham is serviced by a communal sewage system consisting of approximately 25.8 km of gravity sewer, the Josephine Street SPS approved under ECA No. 3557-7UNPUR, dated August 11, 2009 and a wastewater treatment plant (WWTP) approved under ECA No. 1040-9HAN94, dated May 30, 2014. The original collection system was constructed as a combined sewer system prior to the 1960’s. It has been added to over time. The existing sewage lagoons were built in 1964 and the existing mechanical WWTP and Josephine Street SPS were constructed in 1990-1991. The WWTP discharges on a year round basis to the Maitland River. Table 5.1 provides a summary of the capacity of the major facilities. Figure 5.1 provides a map of the collection system. As of December 2018, there were 1,251 sewage customers. Table 5.1 Wingham Wastewater Facilities Capacities System Component Capacity Source Information Josephine St SPS 101 L/s (peak flow)1 ECA Wastewater Treatment Plant (WWTP) 3,400 m3/day2 ECA Notes: 1. There are 3 pumps, one rated at 39 L/s and two at 101 L/s. The firm capacity is 101 L/s. 2. The rating in the ECA is based on Annual Average Day flow (AADF). The pump capacities in the ECA are based on the use of a single forcemain. Experience has established that, given there are twin forcemains, actual capacity with both large pumps operating is approximately 160 L/s. The WWTP is an Extended Aeration process complete with phosphorus removal. Discharge can be to the adjacent lagoons and then to ultraviolet (UV) disinfection facilities or directly to UV. Waste activated sludge is directed to Cell 1 of the lagoons. The lagoons were partially desludged in 2012 and 2015. Township of North Huron Page 56 Water and Wastewater Master Plan Wingham and Blyth- 2020 LEGEND AMBERLEY ROAD Pipe Diameter -- 125 -- 375 -- 150 --400 -- 200 450 -- 250 -- 500 300 -- 600 L _ I Town Limits 0 WWTP . NTS NORTH STREET WEST BLINE ROAD ~ ~ l LAND RIVER ;~ MAil PARK DRIVE I I l. - - I WATER STREET 11 ti " \ 1\ I ~ ' ~ ROVAL ROAO u I / I I I I I I I t;.t;.""l,Nt;.s" VICTO'iv,.. $~ ,, L----- \ ' I ' I , I ' I I I \ 1 !1~ ···· / - ~ - - ~ - - • e.-~• ::,. - '°""'1<...i::...-' ....;;::::::::::..====;:;;==;;;:----.;;;;;;;;_I 0 125 250 500 0 --METRES TOWNSHIP OF NORTH HURON DATE PROJECT No. MAR. 06, 2020 17181 ~ BMROSS WATER AND WASTEWATER MASTER PLAN V englnee,1ng belle, communllles SCALE FIGURE No. SANITARY SYSTEM - WINGHAM 1 : 15,000 5.1 Township of North Huron Page 57 Water and Wastewater Master Plan Wingham and Blyth – 2020 5.1.2 Sewer Collection System The sanitary sewer collection system for Wingham drains to a single SPS located on Josephine Street near the south end of the community. From that location all sewage is pumped directly to the WWTP, through parallel 350 mm diameter forcemains. There is approximately 25.8 km of gravity sewer. Figures 5.2A and 5.2B provide an indication of the distribution of the sewer diameter and age respectively. Information was taken from the Township’s current PSAB database. Figure 5.2A Wingham: Sanitary Size (mm) Distribution Figure 5.2B Wingham: Sanitary Age (Years) Distribution Township of North Huron Page 58 Water and Wastewater Master Plan Wingham and Blyth – 2020 5.2 Existing and Design Wastewater Flows 5.2.1 Average and Maximum Day Flows Sewage flow data from 2015 to 2018 was used to develop expected annual average and peak flows for forecasting purposes. Table 5.2 provides a summary of the available data. Table 5.2 Historical Wingham Wastewater Flows Wastewater Flow (m3/d) Year Average Maximum 2015 1,917 11,096 2016 2,311 13,626 2017 2,385 10,337 2018 2,246 14,359 3 Year Average 2,314 - 3 Year Maximum - 14,359 A review of monthly flow data indicates that the lowest average monthly flows are generally in range of 1,450 to 1,550 m3/day. This is consistent for the 4 years of data reviewed. We have defined the base flow as 1,450 m3/day. 5.2.2 Peak Sewage Flows Table 5.2 reports a maximum daily flow of 14,359 m3 (166 L/s over 24 hours). A similar value occurred in 2016. On the basis that the base component of the total sewage flows is 1,450 m3/day then the I-I component is 12,950 m3/day or approximately 150 L/s for 24 hours. Peak discharge capacity from the Josephine Street SPS is estimated at approximately 160 L/s using both forcemains. As described above, existing peak flows are occasionally at or near this value. 5.2.3 Unit Sewage Flows Table 5.2 indicates the average daily sewage flows (Infiltration and Inflow included) are approximately 2,314 m3/day. Peak Day flows to 14,259 m3/day have been observed. There are approximately 1,251 sewage customers. Total sewage flows include 3 components: • True Sewage - typically 90 to 95% of water supply; • Groundwater infiltration – through cracks, footing drains etc.; and • Inflow – through direct connections such as roof drainage and cross-connections to the storm sewer system. Sewage flows are also expressed as Dry Weather Flows (DWF) and Wet Weather Flows (WWF). A review of monthly average flows for the 2015-2018 period established that the lowest monthly averages are typically in the order of 1,450 m3/day. In Section 4.2 it was noted that the 10 Township of North Huron Page 59 Water and Wastewater Master Plan Wingham and Blyth – 2020 largest ICI customers use, on average, 360 m3/day. Assuming the largest ICI customer water use is equal to sewage flow then the DWF per customer is: DWF = 1450 – 360 m3/day 1251 – 10 customers = 0.88 m3/customer∙day A review of individual water meter records established that, excluding the 10 largest customers, the average per customer water use was in the order of 0.48 m3/ customer∙day. This indicates that the DWF still includes a significant infiltration component. For design purposes and estimation of Reserve Capacity, we propose to use the calculated DWF per customer flow plus a 10% allowance for ICI development in addition to residential units. As noted, the DWF includes infiltration and it is assumed new development will have new infrastructure with some infiltration but little or no inflow. Therefore, the proposed unit flow for new residential development in Wingham is: New Residential Average Flow = 0.88 x 1.1 = 0.97 m3/day per unit 5.3 Reserve Capacity 5.3.1 General For wastewater treatment, Reserve Capacity is typically assessed on the basis of the flow criteria stipulated in the ECA. ECA No. 1040-9HAN94 (May 30, 2014) which only stipulates an annual average flow requirement. In addition, the ECA provides compliance values for monthly effluent loadings which would also include a flow component. The monthly effluent loadings are discussed in Section 5.4 as part of our review of WWTP performance. 5.3.2 Commitments Section 3.7 Identified the commitments for Wingham as 579 residential units and 248 m3/day for the CBSA area. The CBSA requirement has been interpreted as a maximum monthly average and would be considered the Annual Average Daily Flow (AADF). Existing flows from the CBSA area has been estimated at 50 m3/day. 5.3.3 Reserve Capacity for Treatment Total Reserve The Wingham WWTP is rated at 3,400 m3/day as an AADF. The Total Reserve Capacity was determined as follows: WWTP Rated Capacity (CECA) = 3,400 m3/day 3 year AADF = 2,314 Total Reserve = 1,086 m3/day Uncommitted Reserve The expected wastewater flow per residential unit is estimated to be 0.97 m3/day (see Section 5.2.3). Therefore, the Uncommitted Reserve Capacity is: Township of North Huron Page 60 Water and Wastewater Master Plan Wingham and Blyth – 2020 Total Reserve = 1,086 m3/day Less 579 EHU’s x 0.97 = 562 Less CBSA Allowance = 248 Uncommitted Reserve = 276 m3/day 5.3.4 Reserve Capacity for Pumping A review of existing sewage flows has established that existing peak flows theoretically are equal to or exceed the capacity of the Josephine Street SPS. Therefore, there is currently no reserve pumping capacity. Peak flow events are infrequent but could potentially increase with climate change. Consideration should be given to installing larger pumps at the Josephine Street SPS the next time pump rehabilitation or replacement is scheduled. Given that the pumps discharge to the WWTP, which will also have a finite hydraulic capacity, consideration should be given to the possibility of diverting peak flows to one of the lagoon cells. 5.4 Treatment Performance 5.4.1 Effluent Criteria The existing ECA for the Wingham WWTP provides both treatment objectives and limits. Criteria as follows: EFFLUENT OBJECTIVES (1) The Owner shall use best efforts to design, construct and operate the Works with the objective that the concentrations of the materials in Table 1 as effluent parameters are not exceeded in the effluent from the Works. Table 1 – Effluent Objectives Average Monthly Waste Average Concentration Monthly Loading Effluent Parameter (milligrams per litre (kilograms per day unless otherwise unless otherwise indicated) indicated) Column 1 Column 2 Column 3 CBOD5 15.0 51.0 Total Suspended Solids 15.0 51.0 Total Phosphorus 0.5 1.7 Un-ionized Ammonia Nitrogen - Non-freezing period 0.8 2.7 - Freezing periodA 3.0 10.2 Hydrogen Sulphide Non-detectB - 150 organisms per 100 mL E. Coli (Monthly Geometric Mean Not applicable Density) Note: Total phosphorus and Total ammonia are expressed in mgP/L and mgN/L respectively; A”Freezing period” means the period of time during which the temperature of the receiving stream is below or equal to 5 degrees Celsius, normally from December 15 to April 15; B”Non-detect” means that the measured value shall be below the lesser of 0.02 mg/L or the Laboratory’s Method Detection Limit. (2) The Owner shall use best efforts to: Township of North Huron Page 61 Water and Wastewater Master Plan Wingham and Blyth – 2020 (a) Maintain the pH of the effluent from the Works within the range of 6.5 to 9.0 inclusive, at all times; (b) Ensure that the effluent from the Works is essentially free of floating and settleable solids and does not contain oil or any other substance in amounts sufficient to create a visible film or sheen or foam or discolouration on the receiving waters. EFFLUENT LIMITS i. The Owner shall operate the Works such that the concentrations and waste loadings of the materials named in Table 2 as effluent parameters are not exceeded in the effluent. Table 2 – Effluent Limits Average Monthly Waste Average Monthly Concentration Loading (kilograms per Effluent Parameter (milligrams per litre day unless otherwise unless otherwise indicated) indicated) Column 1 Column 2 Column 3 CBOD5 25.0 85.0 Total Suspended Solids 25.0 85.0 Total Phosphorus 1.5 5.1 Un-ionized Ammonia Nitrogen - Non-freezing period 2.0 6.8 - Freezing periodA 7.5 25.0 Hydrogen Sulphide Non-detectB - 200 organisms per 100 mL E. Coli (Monthly Geometric Mean Not applicable Density) pH of the effluent maintained between 6.0 to 9.0 inclusive, at all times Note: Total phosphorus and Total ammonia are expressed in mgP/L and mgN/L respectively; A”Freezing period” means the period of time during which the temperature of the receiving stream is below or equal to 5 degrees Celsius, normally from December 15 to April 15; B”Non-detect” means that the measured value shall be below the lesser of 0.02 mg/L or the Laboratory’s Method Detection Limit. The Objectives and Limits would not be considered stringent compared to current day standards and it should be expected that any proposal for expansion of capacity would trigger a review and a probable requirement to better effluent quality. 5.4.2 Performance Review A review of Annual Reports for 2012 to 2018 identified one non-compliance issue with the ECA requirements for Hydrogen Sulphide. In 2017, one of the quarterly samples for hydrogen sulphide was missed. The three samples that were taken in the remaining quarters were non- detectable (under the method detection limit). Also, E. coli results were significantly elevated in November and December of 2018. It was determined that there were electrical issues at the UV unit. This is reported to have been corrected. Overall the WWTP performs very well. Average monthly values for all parameters are below objective concentrations. Monthly loading (i.e. kg/day) objective criteria are consistently met. Township of North Huron Page 62 Water and Wastewater Master Plan Wingham and Blyth – 2020 5.4.3 Summary of Performance The Wingham WWTP is operating at approximately 68% of its rated hydraulic capacity. Effluent quality requirements are consistently being achieved. 5.5 Collection System Capacity No specific modelling of the sanitary collection system was completed. Two previous studies have examined sewer capacity in relation to the proposed Maitland Estates development on what has been referred to as the Willis lands. A report had the following conclusions and recommendations (B. M. Ross and Associates Limited, 2008): • “An assessment of existing and projected sewage flows from the proposed residential areas (W1 and W2) of the Willis property indicates there is insufficient capacity in a significant portion of the existing northwest trunk sanitary sewer to accommodate these proposed development areas. • An estimate of probable costs for the replacement of the undersized sections in the trunk sewer has been calculated at $1,500,000 (2009) including allowances for engineering and contingencies. • The timing and extent of upgrades required at the Josephine Street SPS and the associated costs will be dependent upon the success of removing extraneous flows from the gravity system prior to development proceeding within the Willis property. • Review of available pumping records for the existing Josephine Street sewage pumping station indicates that the station is operating at or close to capacity under current conditions. Costing has been provided for the replacement of undersized trunk sewer sections, however it is the recommendation of this report prior to considering any replacement of the trunk sewer sections the following approach should be taken: 1. Conduct further engineering investigations to review whether surcharging of the existing gravity system could be permitted to allow development of the Willis property to commence. 2. Conduct investigations to determine source locations of extraneous flows into the gravity system. It is recommended that the approach to investigating these sources be as follows: • Inspect the condition of all manholes (particularly in the floodplain areas) and replace standard frame and grates with watertight components where required. • Initiate a smoke testing program concentrating on sewer sections where roof drain and catchbasin connections, etc. are suspected.” A further study completed in 2015, which investigated industrial expansion in northwest Wingham and adjacent lands in Morris-Turnberry concluded as follows (B. M. Ross and Associates Limited, 2015): Township of North Huron Page 63 Water and Wastewater Master Plan Wingham and Blyth – 2020 “Sanitary Sewer River Siphon Assuming that any new development will have similar type developments to what exists in the area now (i.e., “dry type industry), there is a potential for an additional 15 Ha of development on the north side of the River. Northwest Trunk Sanitary Sewer Drawing XSAN1 provides the status of available capacities in the Northwest Trunk under existing conditions and in short, the Northwest trunk sewer has limited capacity available for large areas of additional development (particularly downstream of the siphon). The capacity issues are in part due to the high extraneous flow amounts. In conjunction with their long term planning, the Municipality hopes to initiate the replacement of the Northwest trunk sewer in 2018. Preliminary opinions of probable cost for this project are estimated around $1,700,000 + HST (2015). As noted, it is not anticipated that the addition of a moderate level of dry type development will aggravate the current capacity situation of the existing Northwest trunk sewer however, care should be taken when assessing the water and sewage requirements for any development. Additionally, it has been suggested that monitoring of the Northwest trunk sewer would be appropriate to compare actual flow depths with those completed theoretically. Amberly Road Servicing In general terms, the required piping (both water and sanitary) are available to service the undeveloped lands identified in the study area along Amberley Road. Phasing and Costs In general, it appears feasible to ultimately phase the extension of municipal service to the study area recognizing that there may be future upgrades required related to water supply and trunk sanitary sewer capacity of the existing system. Figure 5.3 shows the locations where the previous studies have identified the need for capacity increases. Township of North Huron Page 64 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 65 Water and Wastewater Master Plan Wingham and Blyth 5.6 Climate Change Considerations Climate change is predicted to result in more intense storms and potentially periods of sustained drought. As noted previously the Wingham sewer collection system is susceptible to periodic peak flows. Climate change could aggravate this issue. The Josephine Street SPS has standby power facilities. These should be maintained as required. The WWTP has no emergency power provisions except for the UV disinfection system. During power outages flow still passes through the plant but treatment is compromised. A long- term capital plan should include provision for addition of a generator set. 5.7 Physical Condition Assessment 5.7.1 General CCTV investigations of the collection system have been undertaken including a significant portion of the sewers in 2017. As part of this Master Plan, the CCTV videos were reviewed, and a condition assessment completed. The electrical, HVAC and standby power equipment at the Josephine Street SPS and the WWTP were inspected as part of the Master Plan scope. 5.7.2 Sanitary Sewers BMROSS reviewed the results of CCTV investigations of the Wingham sanitary sewer system. The purpose of this section is to provide a summary of the integrity of the gravity pipe sections in the sewer systems, and describe the methodology used to rate the condition of the sewers. In 2017, approximately 21,200 m of the Wingham sanitary collection system was examined by CT Environmental using CCTV. Wingham CCTV reports from 2008 to 2016 were also used to provide ratings for an additional 485 metres of sanitary sewer. A summary of sewer lengths investigated, sorted by sewer pipe diameter, is provided as Table 5.3. Table 5.3 Length of Gravity Sanitary Sewer Investigated Pipe Diameter Length Investigated (m) (mm) 150 206 200 14,150 250 5,066 300 682 375 225 400 1,260 450 64 Total 21,652 Township of North Huron Page 66 Water and Wastewater Master Plan Wingham and Blyth Available Information CCTV investigations of the Wingham Sanitary Sewer System were performed. The following information was available: • 2008, 2009, 2011, 2012, 2013, 2014 and 2017 CCTV inspection reports. CCTV inspection reports from 2017 included a rating system based on identified deficiencies relating to structural integrity and operations and maintenance (O&M). Ratings for CCTV investigations prior to 2017 were calculated by adding the grades for issues which were identified using a methodology similar to the 2017 CCTV investigations. Ratings from investigations prior to 2017 were only included for pipe sections which were not also investigated in 2017. It is our understanding that CT Environmental uses an assessment similar to NASSCO’s Pipeline Assessment Certification Program. Structural deficiencies include items such as cracks, breaks and deformations. O&M deficiencies include items such as roots, infiltration and obstacles. Rating System Analysis The ratings from CT Environmental were used with the following adjustments. At times, due to obstructions, CCTV investigations would occur more than once in the same pipe section. If the investigation was eventually completed from one manhole to the next, any partially complete investigations were disregarded. If two partial investigations occurred in the same pipe section starting at different manholes, the rating from each partial investigation were summed in order to obtain the overall pipe section rating. CT Environmental assigned structural and O&M deficiencies a grade of 1 to 5 with 5 representing the worst case. If no notable deficiencies were observed, the pipe section was given a rating of 0. An overall rating for the pipe section was obtained by adding the grades of all the observed deficiencies in the section. In order to summarize and prioritize the overall structural and O&M integrity of the entire system, the pipe section ratings were organized into 6 groups (0, 1-5, 6-10, 11-15, 16-20, 20+). Pipe sections with a rating of 10 or lower are less likely to be a major concern in the near future. Pipe sections with a rating over 20 should take priority for maintenance, rehabilitation or replacement. Maps summarizing the pipe section ratings for Wingham are included in Appendix D. Summary of Priority Work Table 5.4 provides a summary of sewer locations considered to be priorities for rehabilitation or replacement. This summary is based on ratings alone, and only rating scores of 11 or greater are shown. The listings do not consider other factors such as criticality or level of service, which will be incorporated into other Asset Management Planning work as part of the broader Master Plan. Township of North Huron Page 67 Water and Wastewater Master Plan Wingham and Blyth Table 5.4 Wingham Sewer Condition Ratings of 11 or Greater Sewer Dia. Surveyed Rating Street From To (mm) Length (m) Catherine St. MH 352 MH 353 200 65 Center St. MH 304 MH 527 200 82 >20 Patrick St. MH 319 MH 303 200 110 Shuter St. MH 504 MH 322 200 153 Carling Terr. MH 511 MH 361 200 116 Frances St. MH 501 MH 333 200 98 16 – 20 Patrick St. MH 334 MH 319 200 69 Summit Dr. MH 400 MH 404 250 83 Summit Dr. MH 399 MH 400 250 73 Carling Terr. MH 380 MH 377 200 32 Carling Terr. MH 511 MH 377 200 10 Center St. MH 502 MH 303 200 126 Edward St. MH 258 MH 259 250 105 11 – 15 Patrick St. MH 246 MH 228 200 124 Patrick St. MH 303 MH 274 200 110 Patrick St. MH 348 MH 388 200 5 Victoria St. MH 214 MH 215 400 62 5.7.3 Electrical – HVAC – Standby Power The electrical, HVAC and Standby Power systems were physically inspected. The latter was assessed against current TSSA criteria for fuel storage systems. Detailed reports are included in Appendix C of the Master Plan. For the Wingham sewer system the following was identified: Table 5.5 Wingham Sewage – Electrical/Mechanical Upgrades No. of Projects and Timing Location Immediate Short Term1. Long Term2. Josephine St. SPS 6 4 7 WWTP -Office/Lab 3 - 2 -Workshop/Storage 1 1 3 -Basement 3 2 5 -Washroom 1 - - Preliminary Budget3. $80,000 $13,000 $355,000 Notes: 1. Short term is defined as 2 to 4 years. 2. Long term is defined as 5 years or longer. 3. Budgets are 2020$ Township of North Huron Page 68 Water and Wastewater Master Plan Wingham and Blyth 5.8 Sludge Storage Improvements Currently waste activated sludge is deposited in Cell 1 of the original lagoons and periodically removed. A design has been completed to construct a 3,500 m3 sludge storage cell in the southeast corner of Cell 1. This would have the following benefits: • More efficient retrieval of sludge for disposal. • Improved opportunity to decant the sludge and increase the solids concentration. • Potentially better performance for Cell No. 1. An ECA was obtained for the proposed works. It expired on May 31, 2019. An amended ECA would have to be obtained in order to construct the storage cell. 5.9 Summary of Findings for Wingham Sewage The following is a summary of the findings of this Master Plan with regards to the Wingham sanitary sewer system. • Existing annual average day flows are approximately 68% of the rated capacity of the WWTP. • All treatment objectives are being met. • Peak flows are 6x average flows and theoretically at, or exceeding, the capacity of the Josephine St. SPS. It is noted that no primary by-passes (i.e. WWTP) have been reported between 2012 and 2018. • A unit sewage flow of 0.97 m3/day per new residential unit has been calculated. • For the WWTP, the Total Reserve Capacity is 1,086 m3/day and the Uncommitted Reserve Capacity is 276 m3/day including allowances for Maitland Estates and Hutton Heights subdivision. • Sections of the Northwest Trunk sanitary sewer require replacement to accommodate more than minor amounts of development for Maitland Estates and/or industrial areas in the northwest. • 6% of the collection system has a structural or operations and maintenance rating of poor, to very poor. • A review of existing electrical/HVAC/Standby power systems at the major sewage facilities identified a need for approximately $80,000 of immediate repairs. Township of North Huron Page 69 Water and Wastewater Master Plan Wingham and Blyth 5.10 Levels of Service 5.10.1 General O. Reg. 588/17, which provides regulations for Asset Management Planning for Municipal Infrastructure, identifies several “level of service” (LOS) parameters for wastewater assets. Municipalities are to have defined the existing LOS by July 1, 2021. The following sections summarize current (i.e. 2019) LOS for the community of Wingham water assets based on Table 1 of the Regulations. 5.10.2 2019 LOS Summary Mapping A map of the service area of the Wingham sanitary collection system is included as Figure 5.1 of this Report. The Township also has the system mapped in GIS. Percentage Connected 15% of the developed properties within the developed urban limits of Wingham are not connected to the sanitary system. This is approximately 1.2% of the developed properties. Frequency and Volume of Overflows Annual Reporting for the WWTP from 2012 to 2018 has not identified any incidents of by- passing of the WWTP. There are no known combined sewer overflow (CSO) locations within the collection system except at the Josephine St. SPS. Inflow Locations for Stormwater It is expected that stormwater and groundwater are entering the collection system through building foundation drainage, roof drains and deteriorated collections system pipes and maintenance holes. Back-ups of Collection System There are nine locations in Wingham that are subject to periodic back-up. Routine flushing is practiced to prevent occurrences. In the future O. Reg. 588/17 requires recording and reporting actual backup events and locations. Effluent Violations Except for a short-term event when power supply to the WWTP disinfection system was interrupted, the Wingham WWTP has consistently met required effluent objectives. Township of North Huron Page 70 Water and Wastewater Master Plan Wingham and Blyth 6.0 BLYTH DRINKING WATER SYSTEM 6.1 Description 6.1.2 Supply and Storage Facilities The community of Blyth is serviced by three groundwater wells. The DWS operates under MDWL No.090-101 Issue No. 3 and DWWP No. 090-201 Issue No. 4, both dated Junes 20, 2017. It is not known when the original communal water system was constructed. Wells 1 and 2 were constructed in 1953 and 1972 respectively. The system currently (December 2018) serves approximately 423 customers. Figure 6.1 shows the water distribution system and the location of major facilities. Table 6.1 summarizes the approved water supply capacity for the Blyth DWS. Table 6.1 Blyth Water Facility Capacity Source System Component Capacity Information Well Supplies (See Note 1.) Well 1 & Well 2 1,149 m3/day MDWL Well 5 1,728 m3/day MDWL Combined Wells 1, 2 & 5 2,877 m3/day MDWL 1 @ 11.4 L/S High Lift Pumps (Well 1 & 2) 1 @ 9.5 L/S 1 @ 63 L/S Treated Water Storage Total = 379 m3 BMROSS Calc. (Reservoir) Effective2 = 150 m3 Note: 1. The PTTW allows 653.76 m3/day from Well 1 and 1123.2 m3/day from Well 2. 2. The effective volume has been estimated based on information provided by the Operator. The firm capacity of the Blyth DWS is established by assuming the largest well (i.e. Well 5) is out of service. Therefore, the firm (i.e. secure) capacity is the approved capacity of Wells 1 and 2 which is 1,149m3/day. The large high-lift pump at Well 1 and 2 is a diesel driven standby unit. The firm peak capacity based on the high-lift pumps is 20.9 L/s (11.4 + 9.5) or 1,806 m3/day. The effective volume for the ground-level reservoir is assumed to be 150 m3. Part of the reservoir volume is to be retained for chlorine contact purposes and a minimum depth of approximately 1 m is required to prevent vortexing during high pump flows (Veolia Water Canada, 2019). Township of North Huron Page 71 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 72 Water and Wastewater Master Plan Wingham and Blyth 6.1.3 Water Distribution System The Blyth DWS operates as a single pressure zone. Pressure is supplied by variable speed high-lift pumps at the Well 1 and 2 location. The pumps provide pressure regulation. There is approximately 12.2 km of water distribution main. Figures 6.2A and 6.2B provide an indication of the distribution of pipe by diameter and age respectively. Figure 6.2A Blyth: Watermain Size (mm) Distribution Figure 6.2B Blyth: Watermain Age (Years) Distribution Township of North Huron Page 73 Water and Wastewater Master Plan Wingham and Blyth 6.2 Existing and Design Water Demands 6.2.1 Existing Average and Maximum Day Flows Water supply is recorded on a daily basis. Table 6.2 provides a summary of recent historical water supply values. Table 6.2 Blyth Treated Water Demands (2014 to 2018) Avg. Day Max Day Ratio Year (m3) (m3) (Max./Avg) 2014 381 745 1.96 2015 420 810 1.93 2016 443 1,0101 - 2017 470 762 1.62 2018 508 1,0192 2.0 3 Year Avg. 474 3 Year Max. Day 1,019 2.0 Notes: 1. The high flow is 2016 was flushing related. A max./avg. ratio was not calculated. 2. The high flow in 2018 was from demand. From Table 6.2 we note that both average and maximum water usage has been increasing steadily since 2014. A maximum to average ratio of 2.0 is less than the MECP Guideline suggested values (2.50 for 1001 to 2000 people). In our opinion, the average values are greater than normal, thus creating the smaller maximum to average ratio. In Blyth, only 10 customers are metered. The annual average use for these larger users is 38 m3/day. This is not considered a large value. 6.2.2 Unit Flows As of December 2018, there were 423 water customers in Blyth of which 392 are residential. From information in Section 3, as of the 2016 Census, there were 442 dwelling units. By 2019, using building permit information, there would be roughly 448 dwelling units. The 2016 Census also reported 989 people. Therefore: • For every dwelling unit there are approximately 2.24 persons (PPH). • For every 100 residential customers there are approximately 7 non-residential (ICI) customers. Both these ratios would be expected to decline slightly with growth. For forecasting purposes, we propose to use 2.2 PPH and 0.1 ICI customers per dwelling. Township of North Huron Page 74 Water and Wastewater Master Plan Wingham and Blyth From Table 6.2 we note there is an average daily flow of 474 m3, a maximum daily flow of 1,019 m3 and a maximum to average ratio of 2.0. Peak rate flows (theoretical) are assumed to be 3.75 x average. From the above, design unit flows have been developed as follows: Average per Capita = 474 ÷ 989 = 0.48 m3/person∙day Average per new Residential Unit = Per capita Flows x PPU x (1 unit + 0.1 for ICI) = 0.48 x 2.2 x 1.1 = 1.16 m3/day Maximum Day Flow = 2.0 x Average = 2.32 (say 2.35) m3/day per residential unit Peak Rate Flow = 3.75 x Average = 4.35 m3/day per residential unit 6.3 Reserve Capacity of Supply 6.3.1 General For a water supply, Reserve Capacity is typically assessed using maximum day demands. There is a presumption that there is adequate storage to satisfy peak demands from a combination of supply and storage. Blyth’s storage facility is a ground-level reservoir which has limited effective storage (i.e. 150 m3). Therefore, we have also assessed Reserve Capacity considering estimated peak demands. 6.3.2 Commitments Section 3.7 identified the residential commitments for Blyth as 125 residential units. 6.3.3 Reserve Based on Maximum Day Total Reserve Previously, it was established that current maximum day demands are 1,019 m3/day. Therefore, the Total Reserve is: Total Reserve = 2,877 – 1,019 = 1,858 m3/day However the firm capacity of the Blyth DWS is the capacity of Well 1 and 2 only (1,149 m3/day). Therefore: Total Reserve (Firm) = 1,149 – 1,019 = 125 m3/day Uncommitted Reserve The Commitments have been established as 125 Residential Units and the unit maximum day demand per new residential unit is 2.35 m3/day. Therefore, the Uncommitted Reserve, based on maximum day demands, is: Township of North Huron Page 75 Water and Wastewater Master Plan Wingham and Blyth Based on Total Supply: Uncommitted Reserve (Total) = 1,858 – (125 x 2.35) = 1,564 m3/day Based on Firm Supply: Uncommitted Reserve (Firm) = 130 – (125 x 2.35) = -164 m3/day 6.3.4 Reserve based on Peak Flows Total Reserve In the previous section it was explained that existing peak demands have been assumed to be 3.75 x average. The unit peak demand is, conservatively, 4.35 m3/day per residential unit. Firm peak capacity is 1,806 m3/day and existing peak flows have been estimated at 1,778 m3/day based on 474 m3/day x 3.75. Total Reserve (Firm) = 1,806 – (1,778) = 28 m3/day Uncommitted Reserve The Commitments have been established as 130 Residential units. Therefore, the Uncommitted Reserve based on peak demands based on Firm Supply is: Uncommitted Reserve (Firm) = 28 – (125 x 4.35) = - 516 m3/day The operators of the system have confirmed that both high-lift pumps, or one high-lift plus the Well 5 pump, are occasionally required to operate simultaneously to satisfy peak demands. This observation confirms the analysis. Township of North Huron Page 76 Water and Wastewater Master Plan Wingham and Blyth 6.3.5 Summary for Reserve Table 6.3 summarizes the outcomes of the above calculations. Table 6.3 Blyth Water Uncommitted1. Reserve Capacity Total Firm2 Demand Scenario Residential Residential (m3/day) (m3/day) Units3 Units3 Maximum Day 1,564 665 -164 -70 Peak Flows - - -516 -118 Notes: 1. Commitments are GJAJ and 25 infill 2. Firm Capacity is based on only Wells 1 and 2 operating 3. Max Day per Residential unit = 2.35 m3/day. Peak Flow per Residential unit = 4.35 m3/day. The outcome of the above is that, on a firm capacity maximum day and peak flow basis, there is a capacity deficiency. Based on the above analysis there is a need to increase firm capacity or increase storage to reduce the demand from the wells. There is also a need to increase high-lift pump capacity. 6.4 Reserve Capacity of Storage 6.4.1 Existing Facilities Treated water storage in Blyth consists of a baffled ground-level reservoir located at the site of Wells 1 and 2. The two wells pump into the reservoir and high-lift pumps then pump water into the distribution system. The reservoir has a total operating volume of 379 m3 (DWWP), the majority of which is used for chlorine contact and to prevent pump vortexing problems. For analysis purposes we have assumed the effective volume is approximately 150 m3. 6.4.2 Required Volumes (a) General Water storage is used to provide: • Peak flow equalization; • Water supply for fire protection; and • Water supply for emergencies. The above requirements are listed in order of priority and discussed in more detail in the following sections. The three components of storage are calculated as follows: • Equalization = 25% of Maximum Day Demand. Township of North Huron Page 77 Water and Wastewater Master Plan Wingham and Blyth • Fire Protection = a flow rate and duration based on population and tables in MECP Design Guidelines. • Emergency = 25% of the sum of Equalization and Fire Protection. (b) Storage for Existing and Future Utilizing the population and growth information in Section 3, the anticipated maximum 25 to 50 year growth has been forecasted. This, in addition to current residential commitments, was used to calculate the theoretically required storage. Values are summarized in Table 6.4 Table 6.4 Required Water Storage Design Consideration Volume (m3) Existing Population 661 25 Year Growth1 956 50 Year Growth2 1,016 Existing + Commitments 3 1,064 Notes: 1. Population = 1,089 2. Population = 1,187 3. Population = 1,280 (c) Conclusions for Storage The existing estimated effective storage is less than 25% of the theoretical storage requirement. To provide for the existing residential commitments (i.e. 130 more residential units) would require increasing the current effective storage by 700% (900 m3). The existing system provides theoretically, no volume for fire protection. The storage deficiency can be off-set somewhat by increasing firm high-lift pumping capacity. This is discussed in more detail in a further section of this report. It should be noted that increasing theoretical peak flow capacity (by reducing the risk of a pump being out of service when there is peak demands on a fire) will have very limited benefit for fire protection. Table 6.5 Storage Summary - Blyth Volume Required (m3) Scenario For For Fire For Total Equalization Protection Emergency Existing1. 255 274 132 661 Existing + Commitments2. 330 521 213 1,064 Notes: 1. Population = 1,000 2. Population = 1,280 Township of North Huron Page 78 Water and Wastewater Master Plan Wingham and Blyth 6.5 Future Supply and Storage Requirements 6.5.1 General The previous sections have assessed existing supply and storage facilities against existing and committed populations and equivalents. For Blyth, it has been established that the storage volume provided in the existing reservoir is not adequate to satisfy requirements, based on design guidelines (Ministry of Environment and Climate Change, 2008). There are no specific plans to increase storage in the near future. We have therefore assessed supply requirements based on both maximum day and peak flow. 6.5.2 Supply Requirements Based on Maximum Day As noted above, the well supplies must be adequate for at least the maximum day demand. Currently, the well supplies have the following capacities: Total = 2,877 m3/day Firm = 1,149 m3/day (Wells 1 & 2 only) Table 6.3 notes that there is an uncommitted capacity of 1,564 m3/day on a total supply/maximum day demand basis, but a capacity deficiency of 164 m3/day on a firm capacity basis. The available firm capacity of 1,149 m3/day exceeds current maximum demands by 130 m3/day, which would serve 55 new residential units. Based on the maximum growth rate predicted in Section 3, this is adequate until at least 2045. Therefore, there are no capacity issues at maximum day demands, although the available reserve is fully committed. Based on Peak Flow Requirements Peak flows have been estimated based on theoretical values for the connected population. Section 6.3.4 indicates that there is a current reserve, based on Firm Capacity, of 28 m3/day, which is adequate for approximately 6 additional residential units (i.e. 3 to 4 years growth). There are 125 residential commitments which far exceeds existing peak flow capacity. 6.5.3 Storage Requirements Calculations have established that the existing reservoir does not provide adequate volume for existing uses, including provision of fire protection. Peak demands are being met from surplus well capacity. Ideally the storage facilities should be adequate for existing customers plus servicing commitments. Table 6.5 indicates that almost 1,100 m3 effective volume would be required. Township of North Huron Page 79 Water and Wastewater Master Plan Wingham and Blyth 6.6 Water Distribution Analysis 6.6.1 Background The Blyth water distribution system was modelled using WaterCAD®. The purpose of the modelling was to identify potential flow and pressure issues during periods of high demand and to determine requirements for supplying future development areas. 6.6.2 Model Details WaterCAD® Software BMROSS used Bentley® WaterCAD® V8i (SELECTseries 6) for the water distribution system modelling. The model contains 89 pipes and 68 junctions. Details of the Model are provided in Appendix A. Sources of Data In order to produce a WaterCAD® model for the Blyth watermain network, several sources of information were used. In summary: • Watermain installation locations and diameters were obtained from distribution system mapping provided by the Township (i.e. GIS). • Watermain C-factors were assigned in accordance with values provided in the MECP Guidelines. Diameter C Factor (mm) 150 100 200-250 110 300-600 120 • Elevation information was obtained from a combination of available drawings, and data provided by the Township. • Pump and storage characteristics were obtained from a combination of the DWWP for the Blyth DWS and information provided by the Township. • Water demand information was developed as part of this Master Plan (refer to Section 6.2). Assessments for fire protection capability were made using typical fire flow values including: • 40 to 50 L/s for residential areas; • 100 to 150 L/s for dispersed commercial development such as highway commercial; and • 150 L/s for older, contiguous construction commercial areas. All fire flows were assessed at 140 kPa minimum system residual pressure. Township of North Huron Page 80 Water and Wastewater Master Plan Wingham and Blyth Establishing Flows at Junctions WaterCAD® model “junctions” are created at every pipe intersection or dead-end. Water demands for the system are applied at these junctions. For the existing Blyth model the total system demand was divided by the total number of model junctions in order to calculate the demand per junction and this demand value was assigned to each junction. For the future development model, the demands for existing development were left unchanged, and the incremental future demand was divided amongst the nearest model junctions within or adjacent to the development lands. 6.6.3 Analyses Run In general, the model was used to determine system pressures under average and peak demands, and also available fire flows under maximum day demands, for both existing and future development scenarios under different storage and pumping configurations. The fire flow modelling was carried out for two control scenarios: fire pump on and all other system pumps off, and; fire pump off with HLP1, HLP2 and Well 5 pump on. It is noted that due to known mechanical and electrical issues at the Well 1 and 2 pumphouse, it is not possible to operate the fire pump at the rated design capacity. Furthermore, limited effective storage in the reservoir prohibits adequate duration for the provision of fire flow. Model results are based on the assumption that the fire pump and reservoir are functioning according to design requirements, for the purpose of analyzing distribution system performance rather than fire pump and storage performance; storage is discussed elsewhere in this report. It is also noted that the fire flow modeling was carried out including 50 and 100 mm diameter watermains. These sizes of mains would not normally be used in portions of the system designed to provide fire protection; in fact, current MECP Design Criteria for Watermains specifies a minimum size of 150 mm diameter for watermain designed to provide fire protection. A list of all model scenarios includes: • Existing development demands (average, peak). • Existing development demands (maximum day) plus fire flow. • Future development demands (average, peak). • Future development demands (maximum day) plus fire flow. 6.6.4 Qualifications on Results Results of the distribution system modelling are based on the system information as described above. Approximately 20 hydrant test results were used to check the accuracy of the model. Variations in Field vs Model flowing pressures ranged from 1% to 100% with an overall average of 40%. It is noted that: • This is based on elimination of three test result outliers that provided theoretically impossible results (i.e. negative pressures in model calculations). • Based on operator comments, there was an error in the test report pressure values of approximately 30 to 35 kPa. The model comparison was carried out by making adjustment for this reported pressure error. Township of North Huron Page 81 Water and Wastewater Master Plan Wingham and Blyth In our opinion, in the event that future distribution system modifications are to be based on the results of system modelling, it is recommended that a field testing program be carried out for the purpose of comparing actual field measurements to local model predictions. 6.6.5 Results of Analysis The results of the WaterCAD® analysis for both the existing and future (i.e. full development) conditions are presented in Table 6.6. Note the future condition results are based on upgrading all watermain currently less than 150 mm diameter to 150 mm diameter. Table 6.6 Summary of WaterCAD ®Analysis Analysis1and Criteria 2 Existing Future Average Flow No. of junctions with kPa > 700 0 0 No. of junctions with kPa > 480 and <= 700 7 1 No. of junctions with kPa > 350 and <= 480 61 64 No. of junctions with kPa > 275 and <= 350 0 3 No. of junctions with kPa < 275 0 0 Peak Flow No. of junctions with kPa > 700 0 0 No. of junctions with kPa > 480 and <= 700 1 1 No. of junctions with kPa > 350 and <= 480 59 54 No. of junctions with kPa > 275 and <= 350 7 13 No. of junctions with kPa < 275 1 0 Fire Flows3 No. of junctions with Q < 40 L/s at <140 kPa 14 2 No. of junctions with Q > 40 L/s and < 50 L/s at 140 kPa 8 9 No. of junctions with Q > 40 and < 100 L/s at 140 kPa 46 57 Notes: 1. Future scenario assumes that all pipe less than 150 mm diameter is upgraded to 150 mm diameter. 2. Pressure and flow criteria base on MECP Guidelines 2008. Pressures > 700 kPa not recommended > 480 kPa but < 700 and > 275 but <350 are acceptable. < 275 kPa unacceptable > 350 but < 480 is optimum. Fire Flows < 40 L/s not recommended for residential areas. 3. Results in Table are based on Fire Pump On. The flow and pressure conditions have been presented on two figures. They are: • 6.3A – Existing Fire Flows • 6.3B – Future Fire Flows Township of North Huron Page 82 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 83 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 84 Water and Wastewater Master Plan Wingham and Blyth 6.6.6 Findings for the Existing Distribution System Results for Existing Conditions were: • System pressures, with HLP2 on, range from 363 to 539 kPa under average demand conditions. Under peak demand, with both HLP1 and HLP2 in operation, this range changes to 263 to 517 kPa. The low pressure (i.e. less than 275 kPa) result in the peak scenario is at one location only, the southeast terminus of the watermain on Blyth Road. • For all ICI locations, which have target fire flows of 100 L/s or more, the target fire flows cannot be met. This is currently a result of both watermain size and layout, as well as fire pump and storage operational constraints. But even if the pump and storage were adequately designed and operational the existing water distribution system would not allow the target fire flows from being achieved in several locations. This result is a combination of undersized and dead-end watermains. • A 50 L/s target fire flow for residential areas can be achieved in most locations but generally not: - North end of the system (past Thuell Street). - South end of the system (along Blyth Road and portions of Hamilton Street). - Most locations that are dead-end and/or smaller diameter (i.e. <150 mm diameter) watermain. Figure 6.3A illustrates the available fire flows. Potential Improvements: • As discussed elsewhere in this report, provide additional storage adequately sized for fire protection, and upgrade the fire pump system. • Replace watermain that is less than 150 mm diameter in size with minimum 150 mm diameter in all locations where fire protection is to be provided. • Depending on servicing requirements for available commercial and industrial lands (e.g. in the south and southeast portions of the community), further looping of watermains may be required in order to provide adequate fire protection. 6.6.7 Summary of Distribution Analysis The WaterCAD® Model identified the following: • Existing and future peak demands can be met throughout the distribution system at adequate pressures (>275 kPa), except at the southeast limit of the system along Blyth Road when the system experiences peak demand. • Provision of adequate fire flow for existing and future conditions will require a combination of infrastructure upgrades, including: - Provision of additional water storage. - For the case of ground level storage, upgrading fire flow pumping equipment. - Increasing watermain size in locations currently less than 150 mm diameter. - Potentially, improved looping. • Figures 6.3A and 6.3B show the WaterCAD® model output. Figure 6.4 shows the proposed watermain changes Township of North Huron Page 85 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 86 Water and Wastewater Master Plan Wingham and Blyth 6.7 Climate Change Considerations Climate change is predicted to result in more intense storms and potentially, periods of prolonged drought. The Blyth water supply comes from deep bedrock aquifers that should be reasonably protected from periodic drought conditions. Stand-by power facilities currently exist and should be maintained as necessary. 6.8 Physical Condition Assessment 6.8.1 General Other than a review of age information and breakage history, no physical examination of the Blyth water distribution system was undertaken. The electrical, heating and ventilating (HVAC), and standby power systems for the major facilities were examined. Results are discussed below. 6.8.2 Watermains From Figure 6.3B we note that the existing Watermain inventory shows no watermain to be greater than 50 years old. Of the 12.2 km of watermain, 13% is reported to be between 41 and 50 years old. The inventory uses an assumed life expectancy of 75 years. We also note from the inventory that approximately 41% of the distribution mains are reported to be Ductile Iron (DI). In many communities DI pipe has not survived 50 years. The recent breakage history is as follows: Year No. of Breaks 2017 2 2018 1 For the two years, the average number of breaks was 0.16 breaks/km per year. A Consequence of Failure and Performance Index for the Watermains was developed taking into consideration the following factors: • Pipe size • Land use served • Pipe location • Daily traffic Township of North Huron Page 87 Water and Wastewater Master Plan Wingham and Blyth Details of each factor and scoring system as well as the outcome of the scoring are indicated in Appendix B. 6.8.3 Electrical – HVAC – Standby Power The electrical, HVAC and Standby Power systems were physically inspected. The latter was assessed against current TSSA criteria for Fuel storage systems. Detailed reports are included in Appendix C of this Master Plan. For the Blyth water system, the following was identified: Table 6.7 Blyth DWS – Electrical/Mechanical Upgrades No. of Projects and Timing Location Immediate Short Term1. Long Term2. Reservoir - Pumphouse 8 3 1 Well 1 3 - 1 Well 2 3 - 2 Level Control House 3 - - Preliminary Budget3. $80,000 $60,000 $12,000 Notes: 1. Short term is defined as 2 to 4 years. 2. Long term is defined as 5 years or longer. 3. Budgets are 2020$ 6.9 Summary of Findings for Blyth Water Our analysis of the Blyth DWS has identified the following existing and future conditions and issues related to the major facilities of the system: • Although there is adequate water supply if Well 5 is in service, existing maximum day demands are very near (90% of) the combined capacity of Wells 1 and 2. • The effective water storage in the system is minimal, thus requiring the well supplies to meet peak demands. • Although there is a fire pump, the lack of storage compromises its ability to provide sustained flows and further there are mechanical constraints to its use. • Residential development commitments are substantial and an increase in the number of users will increase the risk of problems if Well 5 is out of service or during a significant fire event. Township of North Huron Page 88 Water and Wastewater Master Plan Wingham and Blyth • Predicted average flows per new residential unit are 1.16 m3/day (a high value). The Maximum Day factor is 2.0 x Average and the Peak Rate factor is 3.75 x Average. • The Total Reserve, based on Peak Flows and Firm capacity is 28 m3/day. The Uncommitted Reserve on the same basis is -538 m3/day. • The existing effective storage is estimated to be 150 m3. The recommended storage is approximately 660 m3 for existing users and 1,100 m3 for existing plus committed uses. • Existing and peak future demands can be met throughout the distribution system at adequate pressures (>275 kPa), except at the southeast limit of the system along Blyth Road when the system experiences peak demand. • Provision of adequate fire flow for existing and future conditions will require a combination of infrastructure upgrades, including: • Provision of additional water storage. • For the case of ground level storage, upgrading fire flow pumping equipment. • Increasing watermain size in locations currently less than 150 mm diameter. • Potentially, improved looping. • Figures 6.3A and 6.3B show the WaterCAD® model output. Figure 6.4 shows the proposed watermain changes. 6.10 Levels of Service 6.10.1 General O.Reg. 588/17, which provides regulations for Asset Management Planning for Municipal Infrastructure, identifies several “level of service” (LOS) parameters for water assets. Municipalities are to have defined the existing LOS by July 1, 2021. The following sections summarize current (i.e. 2019) LOS for the community of Blyth water assets based on Table 1 of the Regulations. 6.10.2 2019 LOS Summary Mapping Maps of the service area of the Blyth DWS are included in the DWWP and as Figure 6.1 of this Report. The Township also has the system mapped in GIS. Township of North Huron Page 89 Water and Wastewater Master Plan Wingham and Blyth Fire Flows The Regulation requires the municipality to identify locations that have and do not have “fire flow”. The term “fire flow” is not defined in the Regulation. For purposes of this Master Plan, fire flows have been defined as: • Having a hydrant available within 90m to 180m (Ministry of Environment and Climate Change, 2008) • Having, under maximum day demand conditions, and at greater than or equal to 140 kPa pressure: - 38 L/s or more in a residential area. - 150 L/s or more in a non-residential area. Figure 6.3A shows the existing LOS with respect to fire flows. Boil Water Advisories (BWAs) In 2018 and in 2019 there have been no BWAs on the Blyth DWS. Service Interruptions There are currently 423 connections on the DWS. In 2017 there were 2 watermain breaks and 2018 there was 1. Service interruptions are to be tracked using the unit “connection days lost per year per connection”. To date the number of connections affected and the duration of the interruptions have not been tracked. Township of North Huron Page 90 Water and Wastewater Master Plan Wingham and Blyth 7.0 BLYTH WASTEWATER SYSTEM 7.1 Description 7.1.1 Pumping and Treatment The community of Blyth is serviced by a communal sewage system consisting of approximately 10.3 km of gravity sewer, and a SPS and WWTP approved under ECA No. 9189-A6UPSM, dated February 23, 2016. The original collection system was constructed as separated sanitary sewers in 1982 with minor additions over time. The existing mechanical WWTP and SPS were constructed in 1982 as well. The WWTP discharges on a year-round basis to the Blyth Brook. Table 7.1 provides a summary of the capacity of the major facilities. Figure 7.1 provides a map of the collection system. As of December 2018, there were 423 sewage customers. Table 7.1 Blyth Wastewater Treatment Plant Capacity System Component Capacity Source Information Main SPS 32 L/s (peak flow)1 ECA Annual Average2 = 730 m3/day WWTP ECA Peak Flow3 = 2,730 m3/day Notes: 1. There are 3 pumps, one rated at 8.5 L/s, one at 32 L/s and one at 39 L/s the firm capacity is therefore 32 L/s. 2. The rating in the ECA is based on Annual Average Day flow. 3. The Peak Flow Value is assumed to be “instantaneous peak” The WWTP is an Extended Aeration process complete with phosphorus removal and effluent filtration. Township of North Huron Page 91 Water and Wastewater Master Plan Wingham and Blyth- 2020 Township of North Huron Page 92 Water and Wastewater Master Plan Wingham and Blyth 7.1.2 Sewer Collection System The sanitary sewer collection system for Blyth drains to a single SPS located near Blyth Brook the north-central part of the community. From that location all sewage is pumped directly to the WWTP. There is approximately 10.3 km of gravity sewer. Figures 7.2A and 7.2B provide an indication of the distribution of the sewer diameter and age respectively. Information was taken from the Township’s current PSAB database. Figure 7.2A Blyth: Sanitary Size (mm) Distribution Figure 7.2B Blyth: Sanitary Age (Years) Distribution Township of North Huron Page 93 Water and Wastewater Master Plan Wingham and Blyth 7.2 Existing Wastewater Flows 7.2.1 Average and Maximum Day Flows Sewage flow data from 2015 to 2018 was used to develop expected annual average and peak flows for forecasting purposes. Table 7.2 provides a summary of the available data. Table 7.2 Historical Blyth Wastewater Flows Wastewater Flow (m3/d) Year Average Maximum Day 2015 382 1,671 2016 393 2,186 2017 413 1,892 2018 414 2,854 3 Year Average 407 - 3 Year Maximum - 2,854 A review of monthly flow data indicates that the lowest average monthly flows are generally in range of 250 to 275 m3/day. This is consistent for the 4 years of data reviewed. We have defined the base flow as 260 m3/day. 7.2.2 Peak Sewage Flows Table 7.2 reports a maximum daily flow of 2,854 m3 (33 L/s over 24 hours). On the basis that the base component of the total sewage flows is 260 m3/day then the I-I component is 2,594 m3/day or approximately 30 L/s for 24 hours. Peak discharge capacity from the Main SPS is estimated at approximately 32 L/s. As described above, existing peak flows are occasionally at or near this value. There are relatively frequent secondary bypass events at the Blyth WWTP. These are described in Table 7.3. Table 7.3 Secondary Bypass Events No. of Total Total Largest Year Events Hours Volume (m3) Event (m3) 2015 5 101.25 4,351 1,871 2016 5 73.3 7,394 2,293 2017 8 218.85 9,511 2,197 2018 3 105.8 9,692 4,659 Based on the above values, between 3% and 6.5% of the total sewage flow is bypassing the WWTP annually. Samples taken during the events indicate that effluent quality limits are normally not exceeded with the exception of Total Phosphorus and E.coli. Township of North Huron Page 94 Water and Wastewater Master Plan Wingham and Blyth 7.2.3 Unit Sewage Flows Table 7.2 indicates the average daily sewage flows (Infiltration and Inflow included) are approximately 407 m3/day. Peak Day flows to 2,854 m3/day have been observed. There are approximately 423 sewage customers. Total sewage flows include 3 components: • True Sewage – typically 90 to 95% of water supply. • Groundwater infiltration – through cracks, footing drains etc. • Inflow – through direct connections such as roof drainage and cross-connections to the storm sewer system. Sewage Flows are also expressed as Dry Weather Flows (DWF) and Wet Weather Flows (WWF). A review of monthly average flows for the 2015-18 period established that the lowest monthly averages are typically in the order of 260 m3/day. In Section 6.2 it was noted that the 10 largest customers use, on average, 38 m3/day. Assuming the largest customer water use is equal to sewage flow then the DWF per customer is: DWF = 260 – 28 m3/day 423 – 10 customers = 0.54 m3/customer∙day For design purposes and estimation of Reserve Capacity, we propose to use the calculated DWF per customer flow plus a 10% allowance for ICI development in addition to residential. As noted, the DWF includes infiltration and it is assumed new development will have new infrastructure with little or no inflow. Therefore, the proposed unit flow for new residential development in Blyth is: New Residential Average Flow = 0.54 x 1.1 = 0.60 m3/day per unit 7.3 Reserve Capacity 7.3.1 General For wastewater treatment, Reserve Capacity is typically assessed on the basis of the flow criteria stipulated in the ECA. ECA No. 9189-A6UDSM stipulates annual average flow requirements. In addition, the ECA provides compliance values for monthly effluent loadings which would also include a flow component. The WWTP performance is assessed as part of our review of WWTP performance in Section 7.4. 7.3.2 Commitments Section 3.7 Identified the commitments for Blyth as 125 residential units. Township of North Huron Page 95 Water and Wastewater Master Plan Wingham and Blyth 7.3.3 Total Reserve Capacity The Blyth WWTP is rated at 730 m3/day as an AADF. The Total Reserve Capacity was determined as follows: WWTP Rated Capacity (AECA) = 730 m3/day 3 year AADF = 407 Total Reserve = 323 m3/day 7.3.4 Uncommitted Reserve Capacity The expected wastewater flow per new residential unit is estimated to be 0.6 m3/day (see Section 7.2). Therefore, the Uncommitted Reserve Capacity is: Total Reserve = 323 m3/day Less 125 Residential Units x 0.6 = 75 Uncommitted Reserve = 248 m3/day 7.4 Treatment Performance 7.4.1 General Treatment performance for the Blyth WWTP was reviewed using operational data from 2015 to 2018 Effluent quality was compared to objectives and limits in the ECA. 7.4.2 Effluent Criteria The existing ECA for the Blyth WWTP provides both treatment objectives and limits. Criteria are as follows: “EFFLUENT OBJECTIVES The Owner shall use best efforts to operate the sewage treatment plant with the objective that the concentrations and total loadings of the materials in Table 1 as effluent parameters are not exceeded in the effluent from the plant. Table 1 – Effluent Objectives Average Monthly Waste Average Concentration Monthly Loading Effluent Parameter (milligrams per litre (kilograms per day unless otherwise unless otherwise indicated) indicated) CBOD5 4.0 51.0 Total Suspended Solids 4.0 51.0 Total Phosphorus 0.1 1.7 Un-ionized Ammonia Nitrogen - Non-freezing period 1.0 - - Freezing periodA 3.0 - Hydrogen Sulphide Non-detectB - 100 organisms per 100 mL E. Coli (Monthly Geometric Mean Not applicable Density) Note: A”Freezing period” means the period of time during which the temperature of the receiving stream is below or equal to 5 degrees Celsius, normally from December 1 to April 30. Township of North Huron Page 96 Water and Wastewater Master Plan Wingham and Blyth The Owner shall design, construct and operate the sewage treatment plant such that the concentrations and loadings of the materials named below as effluent parameters are not exceeded in the effluent from the plant, as determined in accordance with Condition 6.5: Effluent Limits Effluent Effluent Waste Discharge Period Effluent Parameter Concentration (mg/L) Loading (kg/d) CBOD5 5 3.7 Total Suspended 5 3.7 Solids May 1 – Oct. 31 Total Phosphorus 0.3 0.2 Total Residual 0.2 - Chlorine CBOD5 15 11.0 Suspended Solids 15 11.0 Nov. 1 – April 30 Total Phosphorus 1 0.7 Total Residual 0.2 - Chlorine Non-freezing season (May 1 to November 30) May Total Ammonia as N 3 - June Total Ammonia as N 1 - July Total Ammonia as N 1 - August Total Ammonia as N 1 - September Total Ammonia as N 1 - October Total Ammonia as N 3 - November Total Ammonia as N 3 - Freezing season (Dec. 1 – April 30) December Total Ammonia as N 11 - January Total Ammonia as N 17 - February Total Ammonia as N 21 - March Total Ammonia as N 14 - April Total Ammonia as N 6 - Note: Total Ammonia = Ammonia + Ammonium 6.5 For the purpose of determining compliance with and enforcing Condition 6.4: (a) Non-compliance with respect to concentrations of CBOD5, Total Suspended Solids, Total Phosphorus and (Ammonia + Ammonium) Nitrogen in the effluent is deemed to have occurred when the monthly average concentration of any of the parameters, as defined in this certificate, based on all samples taken in accordance with Condition 2.1, supplemented by spot sampling by the Ministry’s staff as necessary, during any calendar Township of North Huron Page 97 Water and Wastewater Master Plan Wingham and Blyth month, exceeds its corresponding concentration in effluent specified above in Condition 6.4. (b) Non-compliance with respect to loadings of CBOD5, Total Suspended Solids, and Total Phosphorus is deemed to have occurred when the annual average loading of any of the parameters, as defined in this certificate, based on all samples taken in accordance with Condition 7.1, supplemented by spot sampling by the Ministry’s staff as necessary, during any twelve (12) consecutive calendar months, exceeds its corresponding loading from effluent specified above in Condition 6.4. (c) Data generated in accordance with the monitoring program and the flow measurement requirements outlined in Condition 7.1 and utilized in accordance with clauses (a) through (e) above shall be deemed to be conclusive of the minimum actual concentrations of the contaminants in the effluent from the works and minimum loadings of the contaminants to receiving waters from the effluent. 6.6 The Owner shall maintain the pH of the effluent from the sewage treatment plant within the range of 6.0 to 9.5, inclusive, at all times. Non-compliance with respect to this requirement is deemed to have occurred when any single measurement is out of this range. 6.7 The Owner shall operate the sewage treatment plant such that the effluent is continuously disinfected so that the following densities of the parameters noted below are not exceeded in the final effluent discharged from the sewage treatment plant to Blyth Creek: Effluent Limits Effluent Parameter Density in Effluent E. Coli 200 organisms/100 mL Non-compliance with respect to this requirement is deemed to have occurred when the monthly geometric mean density of the parameter, as defined in this Certificate, calculated for any calendar month, exceeds its corresponding density in effluent specified above.” 7.4.3 Performance Review The performance of the Blyth WWTP was reviewed using information published in the 2015 to 2018 Annual Reports (Veolia). It is noted that the treatment expectations, particularly for BOD5, Total Suspended Solids and Phosphorus, are more stringent in Blyth than for a normal small tertiary level WWTP. Objective and non-compliance criteria are set as monthly average values. In total, 48 months were reviewed. The WWTP was non-compliant on one occasion for Total Suspended Solids, and on one occasion for Total Phosphorus (TP). Of special interest is the fact that the Blyth WWTP failed to meet the TP objective of 0.1 mg/L on 45 of 48 occasions (94% of the time). In our opinion, this failure is more a consequence of the very stringent standard than actual performance, which has been consistently good given the limitations of the current filtration technology. Township of North Huron Page 98 Water and Wastewater Master Plan Wingham and Blyth 7.4.4 Summary of Performance The Blyth WWTP is currently operating at less than 60% of its rated hydraulic capacity. The stringent treatment objectives as set out in the ECA are, with the exception of Total Phosphorus, generally met. In our experience, the TP objective of 0.1 mg/L cannot consistently be met with the current filtration technology. 7.5 Collection System Capacity No specific modelling of the sewer collection system was completed. The proposed GJAJ subdivision (see Figure 3.3) is expected to add 125 additional residential units. In Section 7.2 we recommend using 0.6 m3/day per unit as the AADF. Peak flows have been estimated by applying a factor of 400% to the above value and a typical design infiltration allowance of 0.2 L/s per ha. The result is an estimated peak sewage flow in the order of 4.6 L/s. The proposed subdivision will likely outlet to an existing sanitary sewer on North Street and then follow Queen and Victoria Streets to the SPS. A preliminary capacity assessment established that all of these sewers should have adequate capacity. A more detailed assessment will be required when details of the development are finalized. Even though the sewers can accommodate the expected peak flows from the proposed development, it will be necessary to increase the capacity of the Main SPS. As noted in Section 7.2, existing peak flows are at or exceeding the SPS capacity on occasion. 7.6 Climate Change Considerations Climate change is predicted to result in more intense storms and potentially periods of sustained drought. As noted previously the Blyth sewer collection system is susceptible to periodic peak flows. Climate change could aggravate this issue. A diesel generator unit provides standby power for both the WWTP and the Main SPS. This should be maintained as required. A long-term capital plan should include a provision for replacement of the generator set. 7.7 Physical Condition Assessment 7.7.1 General CCTV investigations of the collection system have been undertaken including a portion of the sewers in 2017. As part of this Master Plan, the CCTV videos were reviewed, and a condition assessment completed. The electrical, HVAC and standby power equipment at the Main Street SPS and the WWTP was inspected as part of the Master Plan scope. Township of North Huron Page 99 Water and Wastewater Master Plan Wingham and Blyth 7.7.2 Sanitary Sewers BMROSS reviewed the results of CCTV investigations of the Blyth sanitary sewer system. The purpose of this section is to provide a summary of the integrity of the gravity pipe sections in the sewer systems, and describe the methodology used to rate the condition of sewer sections. In 2017, approximately 1,950 m of the Blyth sanitary collection system, was examined by CT Environmental using CCTV. Blyth CCTV reports from 2013 were also used to provide ratings for an additional 750 metres of sanitary sewer. A summary of sewer lengths investigated, sorted by sewer pipe diameter, is provided as Table 7.4. Table 7.4 Length of Gravity Sanitary Sewer Investigated Pipe Diameter Length Investigated (m) (mm) 200 1,767 250 180 400 755 Total 2,702 The total length of sewer inspected represents only approximately 27% of the total sanitary in Blyth. However, as shown in Figure 7.2B most of the sewer was constructed at the same time (1981) and of two material types (Asbestos – Cement and PVC). It is assumed that the inspected sewer is an adequate sample of overall conditions. CCTV inspection reports from 2017 included a rating system based on identified deficiencies relating to structural integrity and O&M. Ratings for CCTV investigations prior to 2017 were calculated by adding the grades for issues which were identified using a methodology similar to the 2017 CCTV investigations. Ratings from investigations prior to 2017 were only included for pipe sections which were not also investigated in 2017. CT Environmental assigned structural and O&M deficiencies a grade of 1 to 5, with 5 representing the worst case. If no notable deficiencies were observed, the pipe section was given a rating of 0. An overall rating for the pipe section was obtained by adding the grades of all the observed deficiencies in the section. In order to summarize and prioritize the overall structural and O&M integrity of the entire system, the pipe section ratings were organized into 6 groups (0, 1-5, 6-10, 11-15, 16-20, 20+). Pipe sections with a rating below 10 are less likely to be a major concern in the near future. Pipe sections with a rating over 20 should take priority for maintenance, rehabilitation or replacement. Maps summarizing the pipe section ratings for Wingham are included in Appendix D. Of the 2,700 m of sewer examined none had a condition rating greater than 7. The sewers are considered to be in good condition. 7.7.3 Electrical – HVAC – Standby Power The electrical, HVAC and Standby Power systems were physically inspected. The latter was assessed against current TSSA criteria for Fuel storage systems. Township of North Huron Page 100 Water and Wastewater Master Plan Wingham and Blyth Detailed reports are included in Appendix C of the Master Plan. For the Blyth sewer system the following was identified: Table 7.5 Blyth Sewage – Electrical/Mechanical Upgrades No. of Projects and Timing Location Immediate Short Term1. Long Term2. WWTP -Control Building 11 10 9 -Filter Building 6 1 1 -CI2 Contact Structure 1 10 1 Preliminary Budget3. $65,000 $100,000 $285,000 Notes: 1. Short term is defined as 2 to 4 years. 2. Long term is defined as 5 years or longer. 3. Budgets are 2020$ 7.7.4 Effluent Treatment Improvements The Federal Government Wastewater Systems Effluent Regulations – SOR/2012-139 requires that chlorine be eliminated from the WWTP effluent by January 1, 2021. Although this can be done by de-chlorination the usual approach for small WWTP’s is to provide ultraviolet disinfection facilities. At Blyth, it may be possible to incorporate facilities into the Effluent Filter Building or alternatively construct open-channel facilities on the existing WWTP outfall. The chosen approach will require completion of a conceptual design, application for approvals and then implementation. The effluent filter is at or nearing its life expectancy. The technology is also dated. Replacement has been discussed with the operators. Given the reported challenges with regards to meeting the Total Phosphorus effluent objectives, replacement shall be considered within the next 3 to 5 years. Planning for replacement should be integrated into the concept chosen for effluent chlorine elimination. 7.8 Summary of Findings for Blyth Sewage The following is a summary of the findings of this Master Plan with regards to the Blyth sanitary sewer system. • Existing annual average day flows are approximately 56% of the rated capacity of the WWTP. • Effluent quality compliance is being achieved. • Effluent quality objectives are being met with the exception of Total Phosphorus. • There has been an average of 5 secondary bypass events per year at the WWTP with the total bypass volume being between 3% and 6.5% of the total annual sewage flows. Township of North Huron Page 101 Water and Wastewater Master Plan Wingham and Blyth • A unit sewage flow of 0.6 m3/day per new residential unit has been calculated. • For the WWTP the Total Reserve Capacity is 323 m3/day and the Uncommitted Reserve is 248 m3/day. • CCTV inspectors have indicated the collection system is in adequate structural and operation and maintenance condition. • A review of existing electrical/HVAC/Standby power systems at the WWTP and Main SPS identified a need for $59,000 in immediate repairs. 7.9 Levels of Service 7.9.1 General O. Reg. 588/17, which provides regulations for Asset Management Planning for Municipal Infrastructure, identifies several LOS parameters for water assets. Municipalities are to have defined the existing LOS by July 1, 2021. The following sections summarize current (i.e. 2019) LOS for the community of Blyth sewage assets based on Table 1 of the Regulations. 7.9.2 2019 LOS Summary Mapping A map of the service area of the Blyth sanitary collection system is included as Figure 7.1 of this Report. The Township also has the system mapped in GIS. Percentage Connected 11% of the developed properties within the developed urban limits of Blyth are not connected to the sanitary system. This represents approximately 2.5% of the developed properties. Frequency and Volume of Overflows Annual Reporting for the WWTP from 2012 to 2018 has not identified any incidents of by- passing of the WWTP. There are no known CSO locations within the collection system except at the Josephine St. SPS. Inflow Locations for Stormwater It is expected that stormwater and groundwater are entering the collection system through building foundation drainage, roof drains and deteriorated collections system pipes or maintenance holes. Back-ups of Collection System One location in Blyth is routinely flushed to prevent back-ups. Going forward it will be necessary to record and report details of specific event. Township of North Huron Page 102 Water and Wastewater Master Plan Wingham and Blyth Effluent Violations From 2015 to 2018, only two effluent non-compliance events were recorded, one for Total Suspended Solids and one for Total Phosphorus. 8.0 CAPITAL PROJECTS 8.1 General Previous sections have presented the scale and locations for future growth and identified various requirements to accommodate the growth, address deficiencies and manage infrastructure assets. This section provides a summary of potential capital projects and studies required to address identified issues with respect to the water and wastewater systems in Blyth and Wingham. Where possible preliminary opinions of cost and suggestions for timing have been noted. Unless noted otherwise, costs as presented should be considered Class D estimates (30% variance) as defined by the Joint Federal Government and Industry Cost Predictability Task Force. Costs are in 2020 $. 8.2 Wingham Drinking Water System 8.2.1 General The need to replace the existing water storage standpipe, and also increase the total volume of storage has been identified as a priority project. Other capital projects fall into two categories: • Watermain replacements and expansion to improve fire protection and to accommodate growth. • Upgrades and rehabilitation of various electrical, HVAC and standby power systems at the well supplies. As part of this Master Plan, it has been established the preferred approach to addressing water storage issues is to replace the existing standpipe at the same location and add a booster pumping station to increase the effective volume. In addition to the watermain improvement projects identified there will be a need for: • On-going replacement of mains that have reached their life expectancy. • Extension of the distribution system to serve the proposed Hutton Heights Subdivision. 8.2.2 Project List A list of potential capital projects is presented in Table 8.1 As noted previously, all costs are in 2020 $. Watermain and sewer costs assume the work proceeds with simultaneous road reconstruction where applicable. Township of North Huron Page 103 Water and Wastewater Master Plan Wingham and Blyth Table 8.1 Capital Projects for Wingham DWS Probable Cost Issue Project Description Comments (2020$) Replace standpipe at the existing locations Standpipe deterioration and water with 2,600 m3 structure and add Booster $3,515,000 Project is tentatively planned for 2020. storage deficiency Pumping. Replace or Extend Watermains • 300 mm watermain from Carling Terrace to Diagonal Road $150,000 Amberly Road (215 m) Costs assume watermain projects will • 150 mm watermain from Victoria St. to likely be done coincident with street Diagonal Road $100,000 Frances St. (230 m) reconstruction. • 200 mm watermain from Victoria St. to Carling Terrace $120,000 Cornyn St. (240 m) • Extend watermain to Hutton 250 mm watermain from Amberly Road to Would be done if subdivision $825,000 Heights subdivision Lloyd St. development proceeds. Electrical / HVAC / Generator Upgrades • Immediate 23 Projects $100,000 Projects are at various locations. Some may be done as part of maintenance or • Short-term 11 Projects $25,000 as part of future capital projects. • Long-term 9 Projects $175,000 Township of North Huron Page 104 Water and Wastewater Master Plan Wingham and Blyth 8.3 Wingham Sewage System 8.3.1 General Other than various electrical, HVAC and generator improvements, the only project identified for the WWTP is improvements to the waste sludge system (refer to Section 5.8). It has been identified that the Josephine St. SPS operates at its full capacity during occasional peak flow events. No bypassing or overflows have been identified. Sections of the Northwest Trunk Sewer have been identified as operating at or near capacity. Additional sections of the same sewer must be replaced with larger sewer to allow further development (both Maitland Estates and northwest industrial). There will also be a need for life-cycle related sewer replacements that typically will be coordinated with street reconstruction. 8.3.2 Project List Table 8.2 provides a list of potential capital projects for the Wingham sewage system. As noted previously, all costs are in 2020 $. Watermain and sewer costs assume the work proceeds with simultaneous road reconstruction where applicable. Township of North Huron Page 105 Water and Wastewater Master Plan Wingham and Blyth Table 8.2 Capital Projects for Wingham Sewage System Probable Cost Issue Project Description Comments (2020$) Replace the existing pumps with It will be necessary to investigate the Peak flows are near the capacity of the larger pumps when pump impact of higher flows on the WWTP. $105,000 Josephine St. SPS rehabilitation or replacement is Diversion of raw sewage to lagoons may required. be required. Improvements to waste sludge storage at Construct 3,500 m3 sludge storage $250,000 Design is complete. the WWTP cell inside Lagoon Cell 1. ECA has expired. Replace sanitary sewers Locations and diameters are shown - To reduce I-I in Table 5.4 and include: - For structural or O&M purposes. • Catherine Street $100,000 • Centre Street $230,000 Costs assume work will be done coincident • Patrick Street $535,000 with street reconstruction. • Shuter Street $140,000 • Carling Terrace $280,000 For the specific locations refer to Table 5.4. • Frances Street $110,000 • Summit Drive $210,000 • Edward Street $120,000 • Victoria Street $105,000 Required to accommodate proposed Maitland Estates subdivision and possibly Increase size of Northwest Trunk increased industrial development in the Replace sanitary sewers to increase sewer generally from Charles St. to $2,750,000 northwest. capacity Josephine St. SPS. (See Figure 5.3) Work could be done in increments as flows increase. Electrical / HVAC / Generator Upgrades • Immediate 14 Projects $80,000 Projects are at various locations. Some may be done as part of maintenance or as • Short-term 7 Projects $13,000 part of future capital projects. • Long-term 17 Projects $355,000 Township of North Huron Page 106 Water and Wastewater Master Plan Wingham and Blyth 8.4 Blyth Drinking Water System 8.4.1 General Key projects for the Blyth DWS include: • Increasing water storage to improve both the security of supply and fire protection. • Increasing the firm supply capacity. • Distribution system improvements to improve the opportunity to provide fire flows when the supply and storage systems are upgraded to provide sufficient flow. • Upgrades and rehabilitation of various electrical, HVAC and standby power system at the well supplies. The most important improvements related to improve fire protection and make the system more robust. No specific projects are required to accommodate growth. However, growth will increase the consequence of problems if overall redundancy is not improved. 8.4.2 Project List A list of potential capital projects including studies is presented in Table 8.3 As noted previously, all costs are in 2020 $. Watermain and sewer costs assume the work proceeds with simultaneous road reconstruction where applicable. Township of North Huron Page 107 Water and Wastewater Master Plan Wingham and Blyth Table 8.3 Capital Projects for Blyth DWS Issue Project Description Probable Cost Comments Construct another well at Well 5 to Well would be to the same depth and be Firm Capacity deficiency for supply $325,000 create redundancy. connected to the existing Well 5 treatment system. Proceed with Class EA to establish A Schedule B EA is required to the preferred solution for storage $75,000 Treated Water Storage Facility expand/replace/build new storage facilities. expansion. Upgrade watermains to improve fire protection Dinsley St./King St./ Alleyway west of 470 m of 150 mm on 3 streets west $200,000 Queen of commercial area Coombs Street 120 m of 150 mm from Dinsley Street $50,000 to Drummond Street King Street 415 m of 150 mm from Mill Street to $170,000 Morris Street Costs assume watermain improvements will proceed coincident with street Queen Street 120 m of 150 mm from Wellington $50,000 reconstruction or new development. Street to McConnell Street Hamilton Street 105 m of 150 mm west of Morris $45,000 Street Blyth Road 320 m of 150 mm from west of Morris $130,000 to Allboro Line Electrical / HVAC / Generator Upgrades Immediate 17 Projects $80,000 Projects are at various locations. Some may be done as part of maintenance or as Short-term 3 Projects $60,000 part of future capital projects. Long-term 4 Projects $12,000 Township of North Huron Page 108 Water and Wastewater Master Plan Wingham and Blyth 8.5 Blyth Sewage System 8.5.1 General The most important issues for the Blyth Sewage System relate to: • Bypassing at the wastewater treatment plant. • Removal of chlorine disinfection and probable replacement with UV at the WWTP. • Replacement of the existing effluent filter. • Addressing peak flows at the Main SPS. • Upgrades and rehabilitation of various electrical, HVAC and Standby generator facilities. The requirement to eliminate chlorine from the WWTP effluent becomes effective on January 1, 2021. The filter replacement is driven by the need to replace the existing filter because it has reached its useful life. Consideration should be given to doing both projects simultaneously. How best to address the high flows and bypassing needs to be studied. At this time, we believe the likely solution is short-term storage (i.e. Combined Sewer Overflow – CSO tankage) on the WWTP site, although other options may be available. 8.5.2 Project List A list of potential Capital Projects including studies is presented in Table 8.4. As noted previously, all costs are in 2020 $. Watermain and sewer costs assume the work proceeds with simultaneous road reconstruction where applicable. Township of North Huron Page 109 Water and Wastewater Master Plan Wingham and Blyth Table 8.4 Capital Projects for Blyth Sewage System Probable Issue Project Description Comments Cost Elimination of Chlorine in WWTP Could involve conversion to UV Must be complete by January 1, 2021. Effluent disinfection or dichlorination. Cost allows for standalone structure. The method to be established at $750,000 conceptual design. By-passing at the WWTP Requires study to determine the Schedule B Class EA is required to preferred approach. Could include construct equalization tankage at WWTP. equalization tankage at WWTP. $75,000 Excessive Peak Flows at the Main Probably larger pumps. Cannot be done until by-passing at WWTP SPS is addressed. Could be done as part of $105,000 SPS upgrade. Need for life cycle replacement of Remove existing unit and replace. Could involve change of technology. Could effluent filter at WWTP be done with chlorine elimination project. $1,000,000 Electrical/HVAC/Generator Projects are at various locations. Some Upgrades may be done as part of maintenance or as • Immediate 18 Projects $65,000 part of future capital projects. • Short-term 21 Projects $100,000 • Long-term 1 Projects $285,000 Township of North Huron Page 110 Water and Wastewater Master Plan Wingham and Blyth ______ 9.0 CONSULTATION 9.1 General Public consultation is an integral component of the Class EA process. Public consultation allows for an exchange of information which assists the proponent in making informed decisions during the evaluation of alternative solutions. During the Master Plan process, consultation was undertaken to obtain input from the general public, stakeholders and review agencies that might have an interest in the project. The general components of the public consultation program employed during the Master Plan study are summarized in this section and included in Appendix E. Comments received and related correspondence are also discussed and included in the consultation Appendix. 9.2 Initial Public Notice Contents: General study description, summary of study process Issued: October 25, 2017 Placed In: Wingham Advance Times, Blyth Citizen, North Huron website Circulated To: Agencies, First Nation and Métis communities One resident of North Huron responded to the Notice of Commencement. The resident noted interest in the project and a wish to continue to receive project information. The resident was added to the project contact list. 9.3 Agency Notification 9.3.1 Initial Notification Input was solicited from government review agencies by way of direct mail correspondence. Agencies that might have an interest in the project were initially sent a letter detailing the nature of the project. Appendix A contains a copy of the information circulated to the review agencies and a list of the agencies requested to comment on the project. Responses from the agencies are also provided. A summary of the comments received are provided below in Table 9.1. Township of North Huron Page 111 Water and Wastewater Master Plan Wingham and Blyth ______ Table 9.1 Summary of Agency Comments Review Agency Comments Actions Taken Ministry of Tourism, Culture - Proponent required to - Information and Sports determine potential impact on noted and Brooke Herczeg cultural heritage resources. filed. December 13, 2017 Developing or reviewing (via email) inventories of known and potential cultural heritage resources within the study can identify specific resources that may play a significant role in guiding the evaluation of alternatives for subsequent EAs. Township of Morris-Turnberry - Confirmed receipt of - Noted. Nancy Michie correspondence. November 9, 2017 - Asked to continue to be (via email) informed of the process. 9.4 First Nation and Métis Consultation 9.4.1 Consultation Process The Crown has a duty to consult with First Nation and Métis communities if there is a potential to impact on Aboriginal or treaty rights. This requirement is delegated to project proponents as part of the Class EA process, there the project proponent has a responsibility to conduct adequate and thorough consultation with First Nation and Métis communities as part of the Class EA consultation process. 9.4.2 Background Review In order to identify First Nation and Métis communities potentially impacted by the project, the Aboriginal and Treaty Rights Information System (ATRIS) was consulted. A search was conducted for First Nation Communities, including their traditional territory within a 50 km radius of the project study area. To date, MECP has not provided any guidance on First Nations to be consulted. The following First Nation and Métis communities were identified as potentially having interest in the project: Chippewas of Saugeen First Nation, Chippewas of Nawash Unceded First Nation, Chippewas of Kettle and Stony Point First Nation, Great Lakes Métis Council, Historic Saugeen Métis, and Métis Nation of Ontario. Correspondence was subsequently forwarded to each community/organization detailing the proposed project and asking for input. 9.4.3 Initial Consultation Phase Responses were received from Saugeen Ojibway Nation (SON) (Chippewas of Saugeen First Nation and Chippewas of Nawash Unceded First Nation) and the Historic Saugeen Métis (HSM). The HSM indicated that they had no concerns with the project and did not wish to be contacted further. The SON indicated that they would undertake a review of information available from the County website and Township of North Huron Page 112 Water and Wastewater Master Plan Wingham and Blyth ______provide further correspondence if consultation is required. They asked to continue to receive project information as it becomes available. 9.4.4. Project Update Letter Table 9.2 Summary of First Nation and Métis Community Comments First Nation of Métis Comments Actions Taken Community Historic Saugeen Have reviewed and do not require any further Noted Métis information. November 1, 2017 (via email) Saugeen Ojibway Will review information on County website and Noted Nation will provide further correspondence if November 21, 2017 consultation is required (via email) -Please continue to send information 9.5 Consultation Summary The public consultation program developed for this project was directed towards the general public, review agencies and local First Nation and Métis communities. Generally, there was little public interest in the Master Plan process. Agency consultation entailed the standard feedback from provincial review agencies. Appendix E contains all consultation correspondence related to this project. 10.0 CONCLUSIONS AND PROJECT IMPLEMENTATION 10.1 General As an outcome of the development of this Master Plan numerous capital projects, ranging in scale from replacement of existing water storage facilities to replacement of individual blocks of watermain on sanitary sewer, have been identified. In addition, the need for more detailed study and conceptual design has been identified to address the need for more water storage and also WWTP bypassing at Blyth. This Section of the Master Plan outlines the initial requirements to implement the defined projects. 10.2 Recommended Works Table 10.1 provides a summary of the recommended capital projects and studies. More detail is provided in Tables 8.1 to 8.4. The Table also provides a preliminary opinion regarding Class EA requirements for specific projects. Township of North Huron Page 113 Water and Wastewater Master Plan Wingham and Blyth Table 10.1 Summary of Capital Projects and Studies System Project General Priority Class EA Schedule Wingham DWS Replace standpipe. Highest priority project. A 1. Replace existing watermains. Coincident with street A reconstruction. Extend watermain to Hutton Dependant on subdivision A+ Heights Subdivision. proceeding. Electrical / HVAC / Generator Priority varies from A upgrades. immediate to long term. Wingham Improve sludge storage at Proceed when funding is A+ Sewage WWTP. available. Upgrade / replace existing Coincident with street A sewers. reconstruction. Replace sewers to increase Dependant on development A capacity. (Maitland Estates and NW industrial). Electrical / HVAC / Generator Priority varies from A upgrades. immediate to long term. Blyth DWS Construct 2nd Well at Well 5 for 2nd highest priority project. A redundancy. Proceed with study (Class EA) 3rd highest priority project. B to increase water storage. Upgrade/ replace watermains to Long-term work that might A improve fire protection. be coincident with street reconstruction. Electrical / HVAC / Generator Priority varies from A upgrades. immediate to long term. Blyth Sewage Eliminate chlorine at WWTP. Highest priority given A+ January 1/21 deadline Proceed with study (Class EA) 4th highest priority project. B2. to address by-passing at Priority and timing WWTP. dependant on water quality and flow trends. Excessive Flows at Main SPS. Linked to WWTP bypass Class EA. Replacement of effluent filter at 6th highest priority project A WWTP. Electrical / HVAC / Generator Priority varies from A upgrades. immediate to long term. Notes: 1. Because the replacement will be at an existing storage facility site the Class EA requirements are interpreted to be Schedule A and not Schedule B. 2. Assumes that tankage will be required at the WWTP. Under proposed MCEA amendments this project could be become a Schedule A+ activity. Township of North Huron Page 114 Water and Wastewater Master Plan Wingham and Blyth ______ 10.3 Class EA Requirements 10.3.1 Master Plan Approval The North Huron Water and Wastewater Master Plan prepared for the communities of Wingham and Blyth was developed following an approved Master Planning process, as set out by the Class EA document. The Master Planning process incorporated the completion of Phases 1 and 2 of the Class EA process. The Master Plan will be approved for implementation subject to successful completion of the Class EA Master Plan Process. 10.3.2 Additional Class EA Investigations (a) Schedule A and A+ Activities Schedule A activities are pre-approved and will require no additional environmental assessment prior to implementation. For Schedule A+ activities identified in conjunction with the Master Plan, a Notice will be mailed to adjacent property owners in advance of construction advising of the timing for the work and providing general details on the proposed works. This would apply to construction of a second well at the Blyth Well 5 site. (b) Schedule B Activities Provision of additional water storage and provision of peak flow equalization at Blyth are considered Schedule B activities in the Class EA. Detailed review of alternative solutions and a thorough public and agency notification process must be followed. 10.3.3 Requirements for Master Plan Completion The following activities are required in order to complete the formal Class EA Master Plan process: - Issue a Notice of Study Completion for the Master Plan. - Make the Master Plan Report available for public review in conjunction with publication of the Notice of Study Completion. - Obtain feedback from public, stakeholders and agencies. - Make the revised Master Plan report available for public/agency review. - Address outstanding issues resulting from the Notice of Completion. - Advise the Township and the Ministry of the Environment, Conservation and Parks (MECP) when the Master Plan process is complete. 10.3.4 Final Public Consultation A Notice of Study Completion was circulated to local residents, stakeholders and government review agencies. The following summarizes the distribution of the notice. Contents: Identification of preferred Master Plan solution, key project components Issued: Placed In: Distributed To: The 30-day review period for the Notice will conclude on ______, 2020. Township of North Huron Page 115 Water and Wastewater Master Plan Wingham and Blyth 10.4 Approvals Implementation of projects identified within this Master Plan will be subject to the receipt of all necessary approvals. Following a review of the existing framework of legislation, it was determined a number of approvals may be required to permit construction of the identified works. This section of the report summarizes the applicable legislation and associated approval processes. Ontario Water Resources Act Wastewater works associated with the preferred alternative are subject to the Ontario Water Resources Act and the Environmental Protection Act. Consequently, the project cannot proceed until the Township has received the necessary amended Environmental Compliance Approval (ECA) from the Ministry of the Environment, Conservation and Parks (MECP). The approval will define how the sewage works must be implemented and operated. A PTTW may also be required if significant de-watering (>50,000 l/day) is required for construction. This permit would also be obtained from the MECP. Safe Drinking Water Act Drinking water facilities that are modified or added will require amendments to the DWWP and possibly the MDWL. In addition, to the above, construction of a second well at the Well 5 site will require revisions to the existing PTTW. Clean Water Act Consideration of source water protection requirements under the Clean Water Act will be required for most projects. Typically, this is done coincident with ECA and DWWP amendments. All of which is respectfully submitted. B. M. ROSS AND ASSOCIATES LIMITED Per______Andrew Garland, P. Eng. Per ______Lisa J. Courtney, M. SC., MCIP, RPP Township of North Huron Page 116 Water and Wastewater Master Plan Wingham and Blyth ______ 11.0 References Ausable Bayfield Maitland Valley Drinking Water Source Protection Committee. (2015). Approved Maitland Valley Source Protection Plan. Ausable Bayfield Maitland Valley Source Protection Region. (2014). Maitland Valley Source Protection Area Updated Assessment Report. B. M. Ross and Associates Limited. (2008). Township of North Huron (Wingham) Investigation of Northwest Trunk Sanitary Sewer Capacities. B. M. Ross and Associates Limited. (2015). Wingham and Area Industrial Land Strategy Municipal Servicing Feasibility Study. B. M. Ross and Associates Limited. (2016). 2016 Dvelopment Charges Background Study - Township of North Huron. Chapman, L., & Putnam, D. (1984). The Physiography of Southern Ontario. Ontario Geological Survey. Clean Water Act. (2006). S.O. 2006 c. 22. County of Huron Planning and Development Department. (2015). Huron County Official Plan. Environment Canada. (2017). List of Wildlife Species at Risk: Schedule 1. Retrieved from https://www.canada.ca/en/environment-climate-change/services/species-risk-act- accord- funding/listing-process/wildlife-schedule-1.html Ministry of Environment and Climate Change. (2008). Design Guidelines for Drinking-Water Systems. Ministry of Environment and Climate Change. (2008). Design Guidelines for Sewage Works. Ministry of Environment and Climate Change. (2017, June 20). Municipal Drinking Water Licence - The Corporation of the Township of North Huron Wingham Drinking Water System, 090-102(4). Ministry of Environment and Climate Change. (2017, June 20). Municipal Drinking Water Licence The Corporation of the Township of North Huron, Blyth Drinking Water System. 090-101(3). Ministry of Municipal Affairs and Housing. (2014). Provincial Policy Statement. Queen's Printer for Ontario. Ministry of Natural Resources and Forestry. (2017). Make A Map: Natural Heritage Areas. Retrieved from Township of North Huron Page 117 Water and Wastewater Master Plan Wingham and Blyth ______ http://www.gisapplication.lrc.gov.on.ca/mamnh/Index.html?site=MNR_NHLUPS_Natur alHeritage&viewer=NaturalHeritage&locale=en-US Municipal Engineers Association. (2000). Municipal Class Environmental Assessment October 2000, as amended in 2007 & 2011. R. J. Burnside and Associates Limited. (2015). Township of North Huron - 2015 Standpipe Structural Condition Assessment, Township of North HUron. Statistics Canada. (2017). North Huron, TP [Census subdivision], Ontario and Huron, CTY [Census division], Ontario (table). Census Profile. Retrieved from 2016 Census. Statistics Canada Catalogue no. 98-316-X2016001. Ottawa. Released November 29, 2017.: https://www12.statcan.gc.ca/census-recensement/2016/dp- pd/prof/index.cfm?Lang=E Township of North Huron and County of Huron Planning Department. (2004). North Huron Official Plan. Veolia Water Canada. (2018). Blyth Sewage Treatment Plant 2018 Annual Report. Veolia Water Canada. (2018). Wingham Sewage Treatment Plant 2018 Annual Report. Veolia Water Canada. (2019, August 28). Personal communication from Don Nicholson.