TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN 2014 REPORT

Transcription

1 TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN 2014 REPORT

2 TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN 2014 REPORT April 1, 2015 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Phone: Fax: File No Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\ Apr01-Master Plan Report.docx

3 TABLE OF CONTENTS EXECUTIVE SUMMARY... ES INTRODUCTION Purpose of the Master Plan Description of Facilities Growth and Development History of Master Planning in Saugeen Shores Terms of Reference CLASS ENVIRONMENTAL ASSESSMENT Master Plan Process Consultation General Initial Public Notice Agency Notification Public Meeting First Nations and Métis Communities Media Release SERVICED POPULATION AND GROWTH Sources of Information Population Existing Population Existing Customer Base Customers and EHU s Service Area Split Customers without Sewer Service Equivalent Household Units Potential Development Areas SAUGEEN SHORES DRINKING WATER SYSTEM Description Issues Identified in Population Growth and Water Demands Population Growth Existing Demands Future Water Demands WTP Capacity Assessment Water Storage Capacity Assessment Background Existing Facilities Operational Description Conclusions re Storage 2 Zones Operation as a Single Pressure Zone...34

4 Table of Contents Cont d 4.6 Water Distribution System Modelling Background Model Details Analyses Run Qualifications on Results Results of Analysis Findings for Existing Arrangement Findings for 20 year Scenario Conclusions re One or Two Zones Conclusions and Recommendations Conclusions for Saugeen Shores Drinking Water System Supply and Storage Watermains Suggested Projects and Capital Costs PORT ELGIN AREA SEWAGE SYSTEM Description Issues Identified in Population Growth and Sewage Flows Population Growth Existing Sewage Flows Future Sewage Flows Sewer Collection System Existing Issues Extensions for New Development Service to Developed, But Unserviced Areas Service to the South Part of Port Elgin Service Outside Settlement Area Sewage Pumping Station and Forcemains General Harbour Street SPS th Concession SPS Combined Pumping Capacity Wastewater Treatment Plant Description Capacity Review Odour Issues Summary and Conclusions for Port Elgin Sewage Summary Risks Suggested Projects and Capital Costs SOUTHAMPTON AREA SEWAGE SYSTEM Description Issues Identified in

5 Table of Contents Cont d 6.3 Population Growth and Sewage Flows Population Growth Existing Sewage Flows Future Sewage Flows Sewer Collection System Existing Issues Extensions for New Development Extensions for Existing Developments Service Outside Settlement Area Sewage Pumping Stations and Forcemains General SPS No SPS No SPS No Wastewater Treatment Plant Description Capacity Review Summary and Conclusions for Southampton Sewage Summary Risks Suggested Projects and Capital Costs...86 References...87 LIST OF FIGURES Figure 3.1 Forecasted Urban Population 2014 to Figure 3.2A Existing Sewage Service Area...13 Figure 3.2B Existing Water Service Area...14 Figure 3.3A Sewage EHU's to Figure 3.3B Water EHU's to Figure 3.4A Port Elgin Area Non-Sewered and Future Development Areas...19 Figure 3.4B Southampton Area Non-Sewered and Future Development Areas...20 Figure 4.1A Saugeen Shores Water System South Part...22 Figure 4.1B Saugeen Shores Water System North Part...23 Figure 4.2 Existing Conditions Schematic Diagram...25 Figure 4.3 Forecasted Average and Maximum Day Water Demand...28 Figure 4.4 Water Supply Capacity vs. Demand 2014 to Figure 4.5 Water Storage Required vs Available in a Single Zone System...36 Figure 4.6A Two Zone, Average Day Demand...42 Figure 4.6B One Zone, Average Day Demand...43 Figure 4.6C Two Zone, Maximum Day Demand...44 Figure 4.6D One Zone, Maximum Day Demand...45 Figure 4.7A Saugeen Shores Water System Extensions South Part...47 Figure 4.7B Saugeen Shores Water System Extensions North Part...48 Figure 5.1 Existing Port Elgin Sewage System...52

6 Table of Contents Cont d Figure 5.2 Port Elgin and Area Sewer System Extensions...59 Figure 5.3A Port Elgin WWTP Average Flow vs Capacity...63 Figure 5.3B Port Elgin WWTP Maximum Day vs Capacity...64 Figure 5.3C Port Elgin WWTP Peak Flow vs Capacity...64 Figure 5.4 Biosolids Storage Required vs Available...66 Figure 6.1 Existing Southampton Sewage System...71 Figure 6.2 Southampton and Area Sewer System Extensions...78 Figure 6.3A Southampton WWTP Average Flow vs Capacity...81 Figure 6.3B Southampton WWTP Maximum Day vs Capacity...81 Figure 6.3C Southampton WWTP Peak Flow vs Capacity...81 Figure 6.4 Southampton WWTP Biosolids Storage Required vs Available...83 TABLES Table 2.1 Summary of Review Agency Comments...5 Table 2.2 Summary of First Nation and Métis Community Comments...9 Table 3.1 Non-Serviced and Potential Development Areas...17 Table 4.1 Existing Southampton WTP Capacity...21 Table 4.2 Raw and Treated Water Demands ( )...26 Table 4.3 Existing Average and Maximum Day Water Demand...27 Table 4.4 Forecasted Average and Maximum Day Water Demand...28 Table 4.5 Summary of Treated Water Storage Facilities...30 Table 4.6 Peak Demand vs High-lift Capacity...31 Table 4.7 Fire Flows and Durations...32 Table 4.8 Theoretical Storage Requirement at Table 4.9 Summary of WaterCAD Analysis...39 Table 4.10 Saugeen Shores Water System Capital Projects...50 Table 5.1 Port Elgin WWTP Sewage Flows...53 Table 5.2 Existing Average and Maximum Day Sewage Flows (Port Elgin)...54 Table 5.3 Summary of Information for Future Sewers in Port Elgin Service Area...57 Table 5.4 Port Elgin WWTP Unit Process Capacities...62 Table 5.5 Biosolids Production Data...65 Table 6.1 Southampton WWTP Sewage Flows...72 Table 6.2 Existing Average and Maximum Day Sewage Flows (Southampton)...73 Table 6.3 Summary of Information for Future Sewers in Southampton Service Area...76 Table 6.4 Southampton WWTP Unit Process Capacities...79 Table 6.5 Sludge Production Data...82 Table 6.6 Southampton Sewage System Projects...86 APPENDICES Appendix A Appendix B Appendix C Appendix D Public and Agency Consultation Calculations for Master Plan Odour Management Plan WaterCAD Model Information

7 ES-1 TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN 2014 EXECUTIVE SUMMARY ES1.0 INTRODUCTION The Town of Saugeen Shores initiated a Master Plan update process in March 2014 to identify its water and wastewater infrastructure needs for the period 2014 to A water and wastewater Master Plan had previously been prepared in March of 2000 and updated in June of Since then, a number of significant capital projects have been completed and several growth related studies undertaken. The purpose of this Master Plan is to re-examine the Town s water and wastewater infrastructure needs in light of new planning policies and growth projections. ES2.0 ES2.1 KEY FINDINGS Growth and Development Based on information obtained from the 2011 Development Charges background studies, it was determined that the current (2014) urban population of Saugeen Shores is approximately 16,600. It is expected that this value will increase to slightly more than 21,400 by Analysis of existing development and customer information established that currently there are: 2.38 persons per dwelling 13.6 persons per hectare 68% of the sewer and water customers are in the Port Elgin service area 32% of the sewer and water customers are in the Southampton service area 716 more water customers than sewer customers Sewage and water servicing have historically been expressed in terms of Equivalent Household Units (EHU s). Table 2.1 summarizes the current and projected EHU s. It is important to note that currently there are properties within each urban water service area that do not have sanitary sewer service. The expectation is that those properties will be serviced within the next 20 years. All reserve capacity calculations have been completed using that assumption. Table 2.1 Summary of Existing and Projected EHU s Municipal Existing Projected Existing 2034 EHU s Service EHU s Growth Unserviced Water 7,753 2, ,039 Sanitary 6,756 2, ,806

8 ES-2 Consistent with current experience, for every new residential EHU, the projected growth included 0.14 of non-residential EHU s for sanitary sewer service and a 0.17 EHU s for water service. Also consistent with current experience, all growth was assumed to be divided 62% / 38% between the Port Elgin and Southampton service areas respectively. ES2.2 (a) Saugeen Shores Drinking Water System Treatment Capacity The Southampton Water Treatment Plant (WTP) has a rated capacity of 18,000 m 3 /d. Membranes are in place for approximately 12,500 m 3 /d. Water is supplied to two separate pressure zones that are connected but isolated by closed valves. The existing maximum day water demand is estimated to be 10,325 m 3 /d. This value is projected to increase to 13,365 m 3 /d (75% of WTP capacity) by Figure 2.1 indicates that additional membranes will be required by approximately 2027 to At 2014 prices the cost of the additional membranes to increase capacity from 12,500 to 13,3656 m 3 /d will be in the order of $90,000. It is probable that membranes will be added in stages. Figure 2.1 Water Supply vs Demand 2014 to 2034 (b) Water Storage There is currently 9,740 m 3 of effective treated water storage including 3,300 m 3 in the Southampton Standpipe, the majority of which is only available by pumping. A detailed review of storage requirements during both peak and significant fire demand situations established the following: Re Zone 1 Southampton Area Peak flow equalization will be achieved by the operation of the Zone 1 high-lift pumps discharging from the WTP clear well. The WTP will tend to keep the clear well replenished with slow drawdown.

9 ES-3 During a significant fire condition as defined by MOE Guidelines, the standpipe will draw down to unacceptable water levels and necessitate either operating the booster pump at the base of the standpipe, or opening valves between Zones 1 and 2. The standpipe drawdown issue exists in the present scenario and risks will increase somewhat with growth and development. Re Zone 2 Port Elgin Area Peak flow equalization will be achieved by the booster pumps at the ground reservoir responding to lowering water levels in the adjacent standpipe. It is not expected that standpipe levels will decline once the booster pumps are called to operate. Peak flow operation of the booster pumps will result in depletion of the ground reservoir volume from 4,500 m 3 to approximately 2,070 m 3. A significant fire event, as defined by MOE Guidelines, can be managed with the existing storage facilities. The existing facilities would be near the limit of their capabilities by 2034, based on growth and development predictions. Investigations were also completed to assess the opportunity for the existing two pressure zones to be operated as a single zone using the Port Elgin Standpipe as the control point. It was determined that, in terms of supply and storage, there is essentially no difference between a two zone and a single pressure zone system. Supply and storage are adequate to at least (c) Conclusions re One or Two Zones A WaterCAD model of the distribution system was developed and used to compare the current two zone system to operation as a single pressure zone. The model contained 473 pipes and 237 junctions. Findings were: The system has considerable redundancy in terms of storage facilities. The fact that the WTP is in one service area and most of the storage is in the other is an asset. Disruption of the 500 mm trunk supply to the Port Elgin area is a risk, but it is mitigated by the fact that there is sufficient storage in the Port Elgin area. Repair materials should be on hand should a breakdown occur. Development of the east parts of Southampton should ideally occur from south to north, taking advantage of the trunk supply along the Highway 21 corridor. Without connection to this source, or much better looping, fire flows in the east part will always be restricted. The Southampton Standpipe is a critical component of the fire protection capacity in what is now Zone 1. Although not critical at this time, moving to full automation of this facility should be considered. Operation as a single zone will require modification of the pumping system at the Southampton Standpipe to permit regular turnover of the contents.

10 ES-4 Under normal (i.e. non-fire) demand conditions an additional 10 % of the system will be subjected to pressures greater than recommended by MOE Guidelines. This presents some risk and could potentially result in more breaks and/or leakage. The risk is off-set somewhat by the knowledge that: A number of trials as a single zone have been undertaken with few problems reported. Some areas of Zone 2 already have > 700 kpa pressures, apparently without problems. In our opinion it is probable that some properties will require the installation of pressure reducing valves (PRV s) on the individual services. There will be some long-term benefit to the single zone arrangement for peak flow conditions. More of the system will be operating at optimum pressures than currently. The greatest benefit to conversion to a single zone is in terms of fire flows, particularly to areas north of the River. With a single pressure zone only a single junction is indicating a fire flow < 40 L/s at 140 kpa residual pressure. In summary, conversion to a single zone will increase fire protection capability, but also increase the risk of breaks and leakage. A decision to proceed should be based on consideration of: The age and material of watermain that will be subject to higher pressures. The opinion of the fire department as to the benefit of increased flows. The cost of the necessary control and pump changes and PRV installation. (d) Summary for Water Supply The following summarizes findings with respect to the Saugeen Shores drinking water system: At projected growth, additional membranes will be required to be installed by approximately No other changes at the WTP are required. The cost to add the required additional membranes is approximately $90,000 (2014$). Assuming the pumping capability at the Southampton Standpipe is retained, there is adequate water storage to Additional watermains will be required to accommodate growth but no changes to existing are required. Operation as a single pressure zone is feasible and will improve pressures and flows in some areas during peak and fire flow conditions. Consideration must be given to the following: An additional 10% of the system will be subjected to pressures greater than 700 kpa Additional automation and possible pumping system modifications will be required.

11 ES-5 ES2.3 (a) Port Elgin Area Sewage System Wastewater Flows The Port Elgin sanitary sewage system currently serves an equivalent population of approximately 10,000 distributed over 4,189 EHU s. The following unit flow values have been established. Average Day per EHU = 0.89 m 3 /d Maximum Day per EHU = 2.44 m 3 /d Peak Rate per EHU = 3.93 m 3 /d (b) Collection System Potential wastewater flows from both future development and existing but unserviced development were established and the capacity of receiving sewers was assessed. Only one capacity issue was identified. At build-out of the area within the Settlement Boundary in the south part of the Port Elgin Service Area, the existing Harbour Street sewer, downstream of Izzard Avenue, is projected to be at 93% of its capacity. Given that there are many variables and assumptions regarding what the future flows will be, we recommend monitoring the flows in this sewer at 5 year intervals or as dictated by development. Currently there are six Sewage Pumping Stations (SPS s); four of which serve smaller local areas of the collection system. Two of the SPS s pump directly to the WWTP. The total firm pumping capacity is as follows: Harbour St. SPS = 178 L/s 10 th Concession SPS = 231 L/s Total Firm Capacity = 409 L/s = 35,338 m 3 /d This value is approximately 210% of estimated existing peak flows and 145% of the projected 2034 peak flow of 24,000 m 3 /d. Pumping capacity is adequate. (c) Port Elgin WWTP The current ECA for the wastewater treatment plant (WWTP) establishes a rating of 6,455 m 3 /d for annual average flow. Current average flow is approximately 3,735 m 3 /d (58% of capacity). It is projected that annual average flows will increase to 5,426 m 3 /d by 2034 (84% of capacity). The rate of increase is presented on Figure 2.2.

12 ES-6 Figure 2.2 Port Elgin WWTP Average Flow vs Capacity In 2013 all compliance and objective criteria for the WWTP were met. There had been total suspended solids issues in 2011 and 2012 but optimization efforts appear to be successful. Although the WWTP ECA rating is based on Annual Average Day Flow, some unit processes have design and operational criteria based on maximum day and peak flows. Figures 2.3A and 2.3 B show the relationship between projected flows and the capacity of the clarifiers and UV disinfection system. The existing outfall sewer capacity is already being exceeded and it is currently the subject of a Class EA. Figure 2.3A Port Elgin WWTP Maximum Day vs Capacity Figure 2.3B Port Elgin WWTP Peak Flow vs Capacity

13 ES-7 Analyses established that the aerobic digester is already theoretically undersized based on criteria in the MOE Guidelines. Any performance issues associated with this are off-set by the fact that digestion continues to occur in the sludge holding tank. Currently biosolids are land disposed on a six month cycle. MOE Guidelines recommend eight months of on-site storage. If disposal can continue on a half year cycle the existing facilities are adequate. We recommend that the capacity of the biosolids and digestion facilities be monitored on a 5 year frequency and that any changes be considered in conjunction with the Southampton WWTP. (d) Summary for Port Elgin Area Sewage System The investigation of the Port Elgin Area Sewage System has established the following: The reserve capacity of the Harbour Street sewer downstream of Izzard Street should be assessed at 5 year intervals or as developments dictates. No increase in capacity is required of the Harbour Street or 10 th Concession SPS s within the study period. The WWTP will not require a major expansion or re-rating within the 20 year study period. The UV disinfection system at the WWTP will require expansion or re-rating by Probable costs for expansion are in the order of $200,000. The reserve capacity of the biosolids digestion and holding facilities should be reviewed at least every 5 years. ES2.4 (a) Southampton Area Sewage System Wastewater Flows The Southampton sanitary sewage system currently serves an equivalent population of approximately 6,100 distributed over 2,567 EHU s. The following unit flow values have been established. Average Day per EHU = 0.67 m 3 /d Maximum Day per EHU = 2.17 m 3 /d Peak Rate per EHU = 3.26 m 3 /d (b) Collection System The locations of potential new development, as well as existing but unserviced development (e.g. Miramichi Road), were determined and sewage flows estimated. The capacities of existing probable outlet sewers were assessed and in most cases no issues were identified. It is anticipated that a new SPS will be required to service future development in the east part of the service area and it is recommended that it discharge directly to the WWTP.

14 ES-8 (c) Southampton WWTP The current ECA for the Southampton WWTP establishes ratings of 3,042 m 3 /d and 6,084 m 3 /d for annual average day and peak rate respectively. Current average flow is 1,730 m 3 /d (57% of capacity) and peak flow is estimated to be 7,620 m 3 /d (125% of capacity). Although the ECA does not have criteria for maximum day flows, maximum flows relate to solids loading capacity for the WWTP clarifiers. Calculations indicate, for current process operations, the maximum day capacity of the clarifiers is approximately 6,110 m 3 /d. Current maximum day flows are 91% of this value. Actual observations during high flows indicate the clarifier capacity could be greater than 7,500 m 3 /d. It is predicted that average annual flows will increase to 2,485 m 3 /d (81% of capacity) by Figures 2.4A to 2.4C show the relationship between unit process capacities and projected flows. Figure 2.4A Southampton WWTP Average Flow vs Capacity Figure 2.4B Southampton WWTP Maximum Day vs Capacity

15 ES-9 Figure 2.4C Southampton WWTP Peak Flow vs Capacity Similar to the Port Elgin WWTP. Analyses established that the aerobic digester is already theoretically undersized based on design criteria in the MOE Guidelines. Any performance impacts associated with this are off-set by the fact that digestion continues to occur in the sludge holding tank. Currently biosolids are land disposed on approximately a six to seven month cycle. MOE Guidelines recommend eight months of on-site storage. If disposal can continue on a half year cycle, the existing facilities are adequate. (d) Summary for the Southampton Area Sewage System The investigation of the Saugeen Area Sewage System has established the following: Some development in the east part of the settlement area will require a new SPS. This SPS should discharge directly to the WWTP. It will be necessary to increase the speed of the pumps at SPS No. 1. Timing for the increase is subject to monitoring. Investigations (e.g. CCTV) of the collection system should continue and where possible, efforts be made to reduce Infiltration and Inflow. Work should proceed to re-rate or expand the UV disinfection system at the WWTP. During peak flow conditions, continue to monitor the performance of the clarifiers at the WWTP. If performance begins to deteriorate an increase in clarifier capacity will be required. Expansion of the WWTP headworks will be required by approximately The reserve capacity of the biosolids digestion and storage facilities should be reviewed every 5 years.

16 ES-10 ES3.0 POTENTIAL CAPITAL PROJECTS ES3.1 Saugeen Shores Drinking Water System The Saugeen Shores Drinking Water System has adequate treatment capacity until approximately 2028 and adequate storage capacity until Prior to 2028 it will be necessary to add more membranes to the existing filter. Table 3.1 provides a summary of potential water system related capital projects. Project Purpose To increase filtration capacity To allow a single pressure zone To increase security at Southampton Standpipe Table 3.1 Saugeen Shores Water System Capital Costs Description Provide additional membranes to increase capacity from 12,500 m 3 /d to 13,365 m 3 /d Provide pressure reducing valves on individual services in lowest areas of Zone 1 Modify SCADA and related controls Add duty pump to Southampton Standpipe for circulation (including building) Probable Cost (2014$) $90,000 $20,000 to $50,000 $80,000 to $100,000 $250,000 Add a 2 nd booster pump $125,000 2 Add a standby generator $100,000 2 Notes: 1. All costs based on 2014$. 2. Probable cost assumes building is expanded as part of creating a single zone. If not, add $100,000. When considering the above projects, it is important to note that several trials operating as a single pressure zone have been completed with success. The projects above would increase security, automate the operation of the booster system and reduce energy costs related to turnover of the contents. They are not necessary for a single zone operations, but will be more relevant and valuable as the population and water demands increase over time. As discussed previously, any consideration of operation the water distribution as a single zone must be made with due consideration: The consequences of increased pressure with respect to pipe age and material. The benefits of better fire protection. The costs of implementation as identified above. ES3.2 Port Elgin Sewage System The UV system at the Port Elgin WWTP will need to be re-rated or expanded by approximately The probable cost of a UV system expansion will be between $200,000 and $300,000.

17 ES-11 ES3.3 Southampton Sewage System Investigations have identified a number of potential capital projects and actions related to the Southampton sewage system. These are summarized in Table 3.2. Table 3.2 Southampton Sewage System Capital Projects Project or Activity Suggested Probable Cost Timing (2014$) Investigations (e.g. CCTV, flow metering) to reduce Annual Budget Ongoing effort infiltration and inflow to the sewers Item Increase speed of pumps at SPS No. 1 Subject to monitoring No cost Expand or re-rate UV disinfection and Outfall (30 m±) 2015 $200,000 Clarifier expansion (subject to monitoring) 1 Subject to monitoring $925,000 Headworks modifications or expansion $100,000 to $300,000 Notes: 1. The theoretical capacity and the ECA rated capacity of the clarifiers will be reduced in There needs to be an on-going monitoring program. 2. Modern Headworks often incorporate mechanical screening and other features. Costs can vary substantially. 4.0 RISKS 4.1 Saugeen Shores Water System The Southampton WTP has considerable excess rated capacity and adequate redundant systems. Treated water storage is in multiple structures and there is adequate volume to meet projected growth to The Southampton Standpipe is integral to fire protection in the Southampton area and a necessary component of the overall storage system. However, its value is dependent on a manually initiated booster pumping system at the base of the structure. The installation of standby power and redundant pumping facilities at this location would reduce system risks. Disruption of the 500 mm trunk supply to the Port Elgin area is a risk, but it is mitigated by the fact that there is sufficient storage in the Port Elgin area. Repair materials should be on hand should a breakdown occur. 4.2 Port Elgin Sewage System Other than the capacity of the UV disinfection system and the existing outfall sewer, there are no apparent capacity issues within the study period for the primary treatment components at the Port Elgin WWTP. Certain assumptions have been made regarding rates of development and where development will occur (e.g. 62% Port Elgin are and 38% Southampton area). There is sufficient reserve capacity that there will be ample opportunity to respond to growth that exceeds what is projected in this Master Plan.

18 ES-12 Peak wastewater flows are not currently measured and recorded. Values used in this Master Plan are estimates based on available data. It is important to note that the real peak flow to the WWTP is the sum of the discharges from the two large SPS s, and there is the capability of exceeding the estimated value. Based on historical information, exceedances would be very infrequent. As the service area expands risk will increase, but it is currently low. It has long been the practice of the MOE to change effluent quality requirements (i.e. make them more stringent) when a capacity increase is requested. It is possible that the MOE could lower the allowable concentrations for both BOD 5 and TSS and add criteria for nitrogen parameters (e.g. ammonia). The first opportunity for the MOE to consider changes will be during the Class EA process for the UV system and outfall currently underway. We recommend that biosolids quantities and storage requirements be monitored on at least a five year frequency. Should treatment or storage problems occur, then a formal biosolids management study, including consideration of the Southampton WWTP, should be undertaken. Biosolids storage capacity is less than the eight months recommended by the MOE Guidelines. Should the Guideline values be enforced through regulation or other means, it will be necessary to determine how biosolids should be managed going forward. A review of the impact of future development and the potential connection of areas currently without sanitary servicing (e.g. Gobels Grove) has established that the sections of existing sanitary sewer on Harbour Street between Izzard Avenue and the Harbour Street SPS will be within 7% of theoretical capacity at full development. Because flows could change, we recommend re-assessment on a 5 year frequency or as the rate of development dictates. 4.3 Southampton Sewage System Investigations have identified potential capacity issues at the Southampton WWTP within the next two to four years. The issues relate to maximum day and peak flows and involve several unit processes in the WWTP (i.e. clarification and disinfection). Also a short section of the existing outfall may need to be upgraded. It has also been determined that loadings to the aerobic digester exceed design guideline values. As long as treated biosolids can be land disposed at current frequencies, there is adequate storage capacity for at least 10 years. Other than the capacity of the UV disinfection system, a section of the existing outfall sewer, and the final clarifiers at maximum day flow; there are no apparent potential capacity issues until near the end of the study period for the primary treatment components at the Southampton WWTP. Certain assumptions have been made regarding rates of development and where development will occur (e.g. 62% Port Elgin are and 38% Southampton area). There is sufficient reserve capacity, in terms of average annual plant rating, that there will be ample opportunity to respond to growth that exceeds what is projected in this Master Plan.

19 ES-13 Peak wastewater flows are not currently measured and recorded. Values used in this Master Plan are estimates based on available data. It is important to note that the real peak flow to the WWTP is the sum of the discharges from several SPS s, and there is the possibility of exceeding the estimated value. Based on historical information, exceedances would be very infrequent. As the service area expands, risk increases, but it is currently low. It has long been the practice of the MOE to change effluent quality requirements (i.e. make them more stringent) when a capacity increase is requested. It is possible that the MOE could lower the allowable concentrations for both BOD 5 and TSS and add criteria for nitrogen parameters (e.g. ammonia). The first opportunity for the MOE to consider changes would be if an application is made for an ECA amendment to address the peak flow rating or disinfection/outfall. Given that no increase in effluent loading is required, we believe a strong argument can be made for retaining the existing effluent objectives, or alternatively negotiating criteria that are consistent with existing performance.

20 Master Plan Introduction B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 p. (519) f. (519) TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN 2014 REPORT File No Introduction 1.1 Purpose of the Master Plan The Municipal Engineer s Association Municipal Class Environmental Assessment (Ref 1) describes Master Plans as:...long range plans which integrate infrastructure requirements for existing and future land use with environmental assessment planning principles. These plans examine an infrastructure system(s) or group of related projects in order to outline a frame work for planning for subsequent projects and/or developments. At a minimum, Master Plans address Phases 1 and 2 of the Municipal Class EA process. The Town of Saugeen Shores initiated a Master Plan update process in March 2014 to identify its water and wastewater infrastructure needs for the period 2014 to A water and wastewater Master Plan (Ref 2) had been prepared in March of 2000 and updated in June of 2009 (Ref 3). Since then, a number of significant capital projects have been completed and several growth related studies undertaken. The purpose of this Master Plan is to re-examine the Town s water and wastewater infrastructure needs in light of new planning policies and growth projections. 1.2 Description of Facilities Saugeen Shores is an amalgamation of the former Towns of Port Elgin and Southampton and the Township of Saugeen. Municipal water and wastewater servicing extends throughout most of the urban areas as defined by the former Towns and some adjacent areas of the former Township. A detailed description of the facilities, including their capacities, is included in the following sections of this report. Water supply is from the Southampton Water Treatment Plant (WTP). Treated water storage facilities are located at the plant and high-lift pumps discharge to two pressure zones. Zone 1 is generally the area of Southampton west of Grenville Street and Zone 2 is the very east part of Southampton and all of Port Elgin. There are treated water storage facilities located within each zone.

21 Town Of Saugeen Shores Page 2 Water And Sanitary Sewer Servicing Master Plan 2014 Report Separate wastewater treatment plants (WWTP s) serve each urban area. Both discharge treated effluent to the Saugeen River. Wastewater is discharged to each plant from several sewage pumping stations (SPS). The most significant projects completed since the 2009 Master Plan include the 10 th Concession SPS which serves the Port Elgin area. Part of the project included diverting existing sewage, originally directed to the Harbour Street SPS to the new 10 th Concession SPS. The facility went into operation in January In Southampton sanitary sewage servicing was extended to areas north of the Saugeen River in At the Port Elgin WWTP a new headworks was constructed in Growth and Development A detailed calculation of projected growth and development was completed as part of the 2011 Development Charges Study (Ref 4). Potential development areas including the scale and type of development were also set out in a new Official Plan in 2012 (Ref 5). One of the goals of the Master Plan is to identify servicing requirements for future development areas as well as areas that currently do not have full servicing. A total of 27 areas were identified including 19, generally within the Port Elgin area, and 8 within the Southampton area. 1.4 History of Master Planning in Saugeen Shores B. M. Ross and Associates Limited (BMROSS) were retained in 1999 to complete a water and sewage servicing Master Plan for Saugeen Shores (Ref 2). At that time Port Elgin and Southampton were served from separate WTP s, one in each community. The introduction of O. Reg. 459/00 in 2000 resulted in inspections of all water treatment facilities in Ontario including both facilities in Saugeen Shores. The inspections determined, at the time, neither plant was capable of meeting recently adopted treatment standards for drinking water. Expansion of the water distribution system into areas adjacent to the urban areas, the application of residential water metering, and the consequences of O. Reg. 459/00 resulted in the Master Plan of 2000 being updated by BMROSS in July of As a result of the 2002 master planning process, the Town initiated a Class Environmental Assessment in the same year to investigate water treatment and supply alternatives. The chosen alternative was to have a single WTP servicing both water distribution systems. In the Southampton WTP was significantly upgraded and provision made, by means of a large diameter watermain, to have it serve the Port Elgin distribution system. This allowed the Port Elgin WTP to be removed from service in In 2006 (Ref 6) BMROSS was retained to once again update the 2000 Master Plan. The focus of investigations were high sewage flows at the Harbour Street SPS and the need to accommodate projected new development in the north part of Port Elgin. Alternatives were considered and recommendations made to construct a new SPS at the 10 th Concession. This station went into operation in January 2010.

22 Town Of Saugeen Shores Page 3 Water And Sanitary Sewer Servicing Master Plan 2014 Report In 2009, Genivar Consultants LP was retained to prepare a new Water and Sanitary Sewer Servicing Master Plan. The 2009 Master Plan (Ref 3) once again looked at water and sewer servicing for all of the urban areas of the Town. It included additional growth analysis and the delineation of prospective areas of new development. The Plan, which followed the requirements of the Municipal Engineer s Association Class Environmental Assessment process of Master Plans was completed in June Terms of Reference The 2014 Master Plan update was initiated to enable the Municipality to identify opportunities and be proactive in terms of servicing strategies for water and wastewater systems and to address existing and future infrastructure issues. The timeframe for the study was established as 2014 to Specifically this update was to: Use revised population growth and planning estimates contained in the Local Official Plan and Development Charges Studies for the municipality for both urban and rural areas within the 20-year planning horizon. Complete a technical review of previously identified needs. Identify the infrastructure improvements and capital costs to accommodate new growth within the build-out of the urban settlement boundary in the Official Plan and improve system reliability for the upcoming 20-year planning period. To provide a business case for the need, timing and cost of servicing and infrastructure updates. To review water quality, effluent quality and wastewater biosolids management to meet current and future regulatory requirements. Engage and facilitate Stakeholder discussions including residents and the business community in the completion of this study by completing Phase 1 and Phase 2 of Class Environmental Assessment process. 2.0 CLASS ENVIRONMENTAL ASSESSMENT 2.1 Master Plan Process Master Plan studies are carried out in accordance with the Municipal Class Environmental Assessment (Class EA) document, as prepared by the Municipal Engineers Association, dated October 2000 (as amended in 2007 and 2011) (Ref 1). This study addresses the first two phases in the Class EA planning and design process. Under this approach, the Master Plan is done at a broad level of assessment, and becomes the basis for future investigations for specific projects identified within it.

23 Town Of Saugeen Shores Page 4 Water And Sanitary Sewer Servicing Master Plan 2014 Report The tasks associated with Phases 1 and 2 of the Class EA planning process generally include the following: Identification of the problem or opportunity Collection, review and analysis of data Communication with relevant government agencies, municipalities, the public and interested parties about the problem and possible solutions Identification and evaluation of alternative solutions prior to determining the recommended solution Identification of potential impacts and mitigation measures Organization and participation in public consultation Definition of the preferred strategy in a Master Plan document. 2.2 Consultation 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 components of the public consultation program employed during the Master Plan study are summarized in this section of the Master Plan document and included in Appendix A. Comments received, and related correspondence, are also discussed and included in the consultation Appendix Initial Public Notice Contents: General study description, summary of study process Issued: May 5, 2014 Placed In: Shoreline Beacon Circulated To: Agencies, First Nation and Métis communities No comments were received from members of the public as a result of the Notice Agency 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 entailing 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 2.1.

24 Town Of Saugeen Shores Page 5 Water And Sanitary Sewer Servicing Master Plan 2014 Report Table 2.1 Summary of Review Agency Comments Review Agency Comments Actions Taken Ministry of Environment June 6, 2014 ( ) Ministry of Transportation July 3, 2014 ( ) Ministry of Tourism, Culture and Sport July 14, 2014 ( ) Saugeen Valley Conservation - Received letter and Notice of Commencement - Asked for copy of the 2009 Master Plan - May have an interest in the project, should it impact the Highway 21 corridor - Wishes to be circulated updates and materials as the Class EA proceeds to review potential impacts to Highway 21 - Asked to advise MTCS whether an archaeological assessment and/or a heritage impact assessment will be completed for the EA process - Developing a preliminary inventory of known and potential cultural heritage resources within the study area can identify specific interests that may play a significant role in the evaluation of alternatives for project-driven EAs - Wish to be circulated project information and materials throughout the EA process - Interest to receive additional information and reports as they are made available - ed a copy of the 2009 Master Plan - Copy of Draft Master Plan ed Feb. 2/15 - Noted - Copy of Draft Master Plan ed Feb. 2/15 - Noted - Copy of Draft Master Plan ed Feb. 2/15 - Noted July 14, 2014 Ministry of Natural Resources and Forestry - Request project status and update - ed copy of Draft Master Plan Feb. 2/15 January 26, 2014 ( )

25 Town Of Saugeen Shores Page 6 Water And Sanitary Sewer Servicing Master Plan 2014 Report Review Agency Comments Actions Taken Ministry of Tourism, Culture and Sport February 6, 2015 ( ) Ministry of Transportation February 18, 2015 ( ) - Suggest a preliminary inventory of cultural heritage resources be completed - Much of existing infrastructure installed prior to requirements for archeological assessments - Given archeological potential, suggest that upgrades, expansions and extensions and extensions of water and wastewater systems may have impacts - Recommend incorporating contingencies in Master Plan for potential archeological impacts - No concerns with overall findings of draft report - MTO will require that as part of Class EA all viable alternatives (easements, road allowances, trail corridors) be considered for the placement of utilities outside of the Highway 21 property limits. The MTO, at this time, does not support or endorse the placement of utilities in the Highway 21 corridor. - Suggest this is mentioned in summary and conclusions - Noted - Revised Master Plan to include text that indicates the high potential for archeological resources and potential impacts. Text also added to indicate any future works (expansion, extensions, upgrades) will require archeological and cultural heritage screening (see Sections 4.725, 5.9 and 6.8) - Noted - Revised Master Plan to include MTO comments on utilities in Highway 21 corridor (see Sections 4.72, 5.9 and 6.8

26 Town Of Saugeen Shores Page 7 Water And Sanitary Sewer Servicing Master Plan 2014 Report Public Meeting A Public Information Meeting was held on November 10, 2014 at the Town of Saugeen Shores Municipal Office in Port Elgin. A notice announcing the meeting was placed in the October 29 th and November 5 th editions of the Shoreline Beacon. The notice was also circulated to 6 review agencies and to First Nations and Métis communities. The public meeting included an open house session, which began at 5 PM. During this time, attendees had the opportunity to speak with the study team and read project display boards. Following the open house session, there was a formal presentation of the review of population projections, identified issues, and potential solutions. Following the presentation, there was a question and answer session. The general purpose of the meeting was to present audience members with the following information: History of Master Planning in Saugeen Shores Rationale for a new Master Plan Class EA process Growth projections Review of the water supply system Review of the sewage servicing for the Port Elgin area Review of the sewage servicing for the Southampton area An overview of the next steps in the Class EA process. There were approximately 15 members of the public in attendance. No comment sheets were completed or returned following the meeting. A copy of the public meeting notice and presentation materials are included in Appendix A. The following questions were raised at the public meeting: Q. If the UV system is replaced, what would the cost be? Study team response: Approximately $200,000. Q. How will areas currently without servicing (existing development) be prioritized to receive services? How are developed areas defined? Study team response: Developed areas are defined in the Official Plan and Zoning Bylaw. The intent of the Master Plan is not to identify priorities for servicing; however the Master Plan study did examine the impacts of servicing all existing developed areas and assumed that the areas currently not serviced will be serviced in the future. Q. Is the Environmental Assessment (EA) for the Port Elgin sewage outfall looking at an outfall closer to Southampton? Town response: The EA is looking at an outfall to Mill Creek.

27 Town Of Saugeen Shores Page 8 Water And Sanitary Sewer Servicing Master Plan 2014 Report Q. Is the timing of the average peak directly related to the influx of people in the summer? Study team response: For the water system, the maximum day use does occur in the summer. Maximum sewage flows occur in the spring, which is related to the spring melt. Q. Where did the population data come from? Study team response: The population data came from the Census, however as the census does not include seasonal residents, customer data from the water and sanitary sewer services was also examined. Q. Assuming the 10-year population forecast is correct, there doesn t appear to be anything alarming over the next 5-10 years. Study team response: There are no major capital works required; however, there will be maintenance work required. Q. Any future expansions will be related mostly to growth, so could these be funded through development charges? Study team response: Yes. Costs associated to growth could be collected through development charges First Nations and Métis Communities Consultation was undertaken in conjunction with the Master Plan process with First Nation and Métis communities identified as potentially having an interest in the study. At the outset of the project, information regarding the Master Plan Update was forwarded to five First Nation and Métis communities known from previous projects undertaken within Bruce County to potentially have an interest in the project. Copies of the draft Master Plan were provided to the Historical Saugeen Metis and Saugeen Ojibway Nation to comment on. A summary of the feedback from the communities that responded is included in Table 2.2 below. Copies of all correspondence received or sent is included in Appendix A.

28 Town Of Saugeen Shores Page 9 Water And Sanitary Sewer Servicing Master Plan 2014 Report Table 2.2 Summary of First Nation and Métis Community Comments First Nation or Métis Community Historic Saugeen Métis June 17, 2014 (Letter) Saugeen Ojibway Nation May 29, 2014 (Telephone Call) Historic Saugeen Metis Comments - Would like additional information on the project - Would like more information on the Master Plan - Asked to be kept informed and provided updated contact information. - No technical comments - noted Actions Taken - Noted - Materials from the Public Meeting were forwarded by on December 2, Draft Master Plan sent Jan. 26/15 - Explained that the study is an update to the 2009 Master Plan and the purpose is to incorporate recent changes to the Official Plan, financial plans, Development Charges Bylaw, and recent growth. The Master Plan will outline projects moving forward, and further studies will be required to implement any projects identified. - Materials from the Public Meeting were forwarded by on December 2, Draft Master Plan sent Jan. 26/15 March 25, 2015 ( ) Media Release A media release to further inform the general public and stakeholders of the Master Plan Update was issued on July 29, The media release provided a brief description of the purpose of the study. It also indicated that a public meeting would be held to give residents an opportunity to participate in the process. A copy is included in Appendix A. The media release was sent to the following local media agencies: Shoreline Beacon Saugeen Times Bayshore Broadcasting Blackburn News Shoreline Today (MyFM)

29 Town Of Saugeen Shores Page 10 Water And Sanitary Sewer Servicing Master Plan 2014 Report 3.0 SERVICED POPULATION AND GROWTH 3.1 Sources of Information The terms of reference for the Master Plan update indicate the Town s Official Plan (2012) (Ref 5) and Development Charges Amendment Study (2011) (Ref 4) would serve as the sources for projected growth and development information. To establish the existing user base, reference was also made to an analysis used to establish the 2014 water and wastewater rates. 3.2 Population Existing Population In the Development Charges background investigations, Hemson Consulting Ltd. reviewed historical growth and development and predicted population growth from 2011 to They indicated the 2010 Census Population was 12,660 based on 5,321 occupied dwellings. The population per dwelling (ppd) was therefore In addition to the occupied dwellings, there were 1,857 un-occupied dwellings. Applying the same density value to these, results in a total 2010 population for all of Saugeen Shores of 17,078 [(5, ,857) x 2.38]. To translate the above population from 2010 to 2014 and from all of Saugeen Shores to just the urban area, we undertook a two step process: 1. The number of residential units constructed between 2010 and 2014 was determined and the additional population estimated by multiplying by 2.38 ppd. 2. The number of urban households was assumed to be equal to the number of residential water customers. The analysis proceeded as follows: 2010 Estimated Total Population = 17,078 Growth = 299 units x 2.38 = Total Population = 17,790 (start of year) Total No. of dwellings = 7,178 (from census) Growth = Total Dwellings = 7,477 (start of year) Less 2014 Residential Water Customers = 6, Rural Dwellings = Urban Population = 6,970 x 2.38 = 16,589

30 Town Of Saugeen Shores Page 11 Water And Sanitary Sewer Servicing Master Plan 2014 Report The 2012 urban population was estimated to have occupied 1221 hectares (ha) based on a map of the Town s built-up area contained within the Official Plan. The land occupied by the Chippewa Golf and Country Club in Southampton and the lands generally east of Mill Creek in Port Elgin were not included in this estimate. The existing population density of Saugeen Shores is estimated to be 13.6 persons/ha (16,589 1,221). Hemson predicted that the population of Saugeen Shores would grow by 5,100 persons from 2011 to They also predicted that between 2011 and 2020 there would be an average 110 new dwellings per year and after 2020 there would be 90 per year. Based on the assumptions that each dwelling would add 2.38 persons and all new dwellings would be built in the urban areas, we have estimated the 2034 urban population to be: 2014 Urban Population = 16,589 Growth = 7 x 110 x 2.38 = 1,833 Growth = 14 x 90 x 2.38 = 2, Estimated Urban Population = 21,421 Figure 3.1 presents the above graphically. Figure 3.1 Forecasted Urban Population 2014 to 2034

31 Town Of Saugeen Shores Page 12 Water And Sanitary Sewer Servicing Master Plan 2014 Report 3.3 Existing Customer Base Customers and EHU s Information developed for the 2014 water and wastewater rate analysis indicated the following: For Water Supply: Total No. of Customers = 6,836 Total No. of Equivalent Household Units (EHU) = 7,753 No. of Residential 1 Units Inside Boundary = 6,970 EHU s for Residential = 6,633 EHU s for Non-Residential 2 = 1,120 Therefore, for every customer there will be (7,753 6,836) 1.13 EHU s and for every residential unit there will be (1,120 6,633) 0.17 EHU s of non-residential. For Wastewater: Total No. of Customers = 6,117 Total No. of EHU s = 6,756 No. of Residential Units = 6,266 EHU s for Residential = 5,941 EHU s for Non-Residential = 815 Therefore, for every sanitary customer there will be (6,756 6,117) 1.10 EHU s and for every residential unit there will be (815 5,941) 0.14 EHU s of non-residential Service Area Split The Municipality also provided information indicating that the existing customer split between the two urban communities, for both water and wastewater, is approximately: 62 % Port Elgin service area 38% Southampton service area Figures 3.2A and 3.2B shows maps of the existing sewage and water service areas. 1 Residential defined as Residential Fixed Water Charge Customers plus Apartment Units 2 Includes cottage groups

32 Lake Huron LAKE STREET AVENUE BAY STREET ROAD SOUTH STREET ALICE STREET CONCESSION 10 PEEL STREET SPENCE STREET CLARENDON STREET CONCESSION 6 BRUCE ROAD 25 LOUISA STREET HIGH STREET GREEN STREET ELGIN STREET MILL STREET GODERICH STREET HIGHWAY 21 BRICKER STREET SIDEROAD 13 & 14 BRUCE ROAD 40 CONCESSION 14 GUSTAVUS STREET EASTWOOD LINKS SIDEROAD BRUCE ROAD 3 CONCESSION 4 BARTLEYSIDEROAD BRUCE ROAD 17 SIDEROAD 18 & 19 BLIND LINE SHORE ROAD HURON STREET SOUTH ECKFORD BRUCE ROAD ha ha ALBERTSTREET SOUTH CAMERON DRIVE NORTH MCNABB STREET DRIVE TYENDINAGA RANKIN STREET RAILWAY STREET CEMETERY ROAD CARLISLE STREET DOLL SIDEROAD B LINE CONCESSION 10 WEST ARRAN CONCESSION 8 WEST ARRAN FENTON DRIVE HIGHLAND STREET BRUCE STREET WELLINGTON STREET ARLINGTON STREET DRIVE ROAD IZZAR D ha THE RIVER ROAD SIDEROAD STREET SHIPLEY AVENUE RAY HARRY THEDE SAUGEEN BEACH BRUCE ROAD 33 Sewage Service Area Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Existing Sewage Service Area ,000 Metres DATE SEPT SCALE 1 : 52,000 PROJECT No FIGURE No. 3.2A

33 BRUCE ROAD 40 GUSTAVUS STREET GREEN STREET MILL STREET CONCESSION 4 BLIND LINE SOUTH STREET CONCESSION 14 BAY STREET HIGH STREET DRIVE Lake Huron LAKE STREET SHORE ROAD SAUGEEN BRUCE ROAD 33 BEACH ROAD SHIPLEY AVENUE IZZARD ROAD FENTON DRIVE MCNABB STREET HURON STREET SOUTH PEEL STREET ALBERT STREET SOUTH SPENCE STREET NORTH RANKIN STREET ECKFORD BRUCE ROAD AVENUE CONCESSION 10 CLARENDON STREET JOSEPH STREET RAILWAY STREET GREY STREET SOUTH TURNER STREET TYENDINAGA CAMERON DRIVE ALICE STREET CEMETERY CONCESSION 6 BRUCE ROAD 25 LOUISA STREET BRUCE STREET ROAD HIGHWAY 21 RAY STREET GODERICH STREET CARLISLE STREET BRICKER STREET WELLINGTON STREET ARLINGTON STREET EASTWOOD DRIVE LINKS SIDEROAD BRUCE ROAD 3 SIDEROAD 13 & 14 DOLL SIDEROAD BARTLEYSIDEROAD HARRY THEDE SIDEROAD B LINE CONCESSION 10 WEST ARRAN ,000 Metres SIDEROAD 18 & 19 THE RIVER ROAD BRUCE ROAD 17 Water Service Area CONCESSION 8 WEST ARRAN Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Existing Water Service Area DATE SEPT SCALE 1 : 52,000 PROJECT No FIGURE No. 3.2B

34 Town Of Saugeen Shores Page 15 Water And Sanitary Sewer Servicing Master Plan 2014 Report Customers without Sewer Service There are, as of summer 2014, approximately 716 properties with water service, but no sewer service. These are divided among the two service areas approximately as follows: Port Elgin service area = 459 Southampton service area = Equivalent Household Units As noted in the previous section, users of the water and wastewater systems are described as EHU s. To estimate the growth in EHU s between 2014 and 2034 we once again used the Hemson Development Charges Study information. Hemson forecasted that by 2031 the number of private dwellings would increase by: 1,100 units between 2011 and 2020 (110 units per year) 990 units between 2021 and 2031 (90 units per year) The breakdown of the 2090 units was projected to be: 1,568 singles and semis (75%) 376 other multiples (18%) 146 apartments (7%) The above forecasts were for the period 2011 to Assuming growth beyond 2031 (i.e. to 2034) continues at 90 units per year then the forecasted growth between 2014 and 2034 will be 2030 units divided as: 1,568 singles and semis (75%) (Rounded to 82 units per year from 2014 to 2020 and 68 units per year from 2021 to 2034) 376 other multiples (18%) (Rounded to 20 units per year from 2014 to 2020 and 16 units per year from 2021 to 2034) 146 apartments (7%) (Rounded to 8 units per year from 2014 to 2020 and 6 units per year from 2021 to 2034) Using the same relationships as set out for the 2014 water and wastewater rate calculation (i.e. apartments = 0.5 EHU) the total additional residential EHU s to 2034 will be In addition to the above the residential development, Hemson forecasted that an additional 55,000 m 2 of commercial building space would be created over the 20 year period. It is assumed that all new residential and commercial development will occur in urban areas.

35 Town Of Saugeen Shores Page 16 Water And Sanitary Sewer Servicing Master Plan 2014 Report Based on the existing relationship between residential and non-residential EHU s the additional non-residential EHU s to 2034 will be: For Water = 327 For Wastewater = 269 Figures 3.3A and 3.3B show the number of predicted EHU s in each community for the Master Plan study period. For purposes of the Master Plan, we have assumed the 716 existing properties currently without sanitary service will be connected during the study period and that each represents one EHU. Figure 3.3A Sewage EHU's to 2034 Figure 3.3B Water EHU's to 2034

36 Town Of Saugeen Shores Page 17 Water And Sanitary Sewer Servicing Master Plan 2014 Report 3.5 Potential Development Areas Table 3.1 lists the areas and their individual approximate development areas. Table 3.1 Non-Serviced and Potential Development Areas Area No. Description or Name Approx. Area (ha) Port Elgin Area 1 Gobles Grove (Developed no sewer service) Saugeen Shore Road (Developed no sewer service) South of Bruce North of Bruce Trillium Drive Geddes Street Conc. 10 north and east of Highway Northfield Drive Reid s Heritage Homes Vastag Concession 6, north and south Bricker Street Airport Area Piper s Glen North of Concession Highway 21, south-west side (Developed no sewer service) Highway 21, south-east side Northshore Road (Developed no sewer service) Highway 21, south of Bruce Sub-Total Port Elgin Area Southampton Area A Miramichi Road Area (Developed no sewer service) 54.7 B Peel Street / McNab Street 15.3 C Island Street / Bay Street 2.5 D South side of Peel Street 28.3 E North side of Peel Street 38.4 F South of Louise Street 11.7 G South side of Grenville /High Streets 9.2 H North side of Grenville /High Streets 12.7 Sub-Total Southampton Area Total Non-Serviced and Potential Development Areas 779.1

37 Town Of Saugeen Shores Page 18 Water And Sanitary Sewer Servicing Master Plan 2014 Report Figures 3.4A and 3.4B identify three types of areas that could impact on future servicing requirements. These are: Areas currently developed but without sanitary service (i.e. non-serviced) Areas of potential development within the 2012 OP settlement area boundary Areas of potential development outside the settlement area but inside the study area In total, there are more than 600 ha of land within the Settlement Area boundary available for development. At the current development density of 13.6 persons per ha, an additional population of approximately 8,000 people could be accommodated. Given that projected growth between 2014 and 2034 is less than 5,000 (see Section 3.2.1), it appears that growth can be readily accommodated with currently planned areas.

38 Lake Huron HIGHLAND STREET CONCESSION 10 CONCESSION 6 BRUCE ROAD 25 BRUCE STREET JOHNSTON AVENUE BRICKER STREET GODERICH STREET HIGHWAY 21 Lake Huron CONCESSION 4 NORTH SHORE ROAD MATCH LINE 1 BRUCE ROAD 17GUSTAVUS STREET AVENUE SHIPLEY MATCH LINE ha 12.0 ha ha ha ha ha WELLINGTON STREET 29.3 ha ha ha 2 BRUCE ROAD ha ha 14.4 ha ha ha 12.8 ha ha ha 13.6 ha 17 A Match Line Settlement Area Study Limits Port Elgin Non-Sewered and/or Development Area Southampton Non-Sewered and/or Development Area 43.4 ha SAUGEEN BEACH ROAD 29.3 ha MATCH LINE ,000 Metres Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Port Elgin and Area Non-Sewered and Future Development Areas DATE SEPT SCALE 1 : 30,000 PROJECT No FIGURE No. 3.4A 2

39 Lake Huron HURON STREET SOUTH GROSVENOR STREET SOUTH MORPETH STREET GREY STREET NORTH SOUTH STREET CLARENDON STREET MATCH LINE 1 PEEL STREET LOUISA STREET CARLISLE STREET CONCESSION 14 HIGH STREET ANGLESIA STREET SOUTH HIGHWAY 21 BRUCE ROAD 3 BLANCHFIELD ROAD SOUTH RANKIN STREET BRUCE ROAD ALBERT STREET SOUTH TYENDINAGA D RIVE SAUGEEN STREET NORTH RANKIN STREET GRENVILLE STREET SOUTH E G H 9.2 ha 12.7 ha C B 15.3 ha 28.3 ha 36.4 ha F 11.7 ha 2.5 ha HARMER STREET MCNABB STREET D RAILWAY STREET A 54.7 ha MIRAMICHI BAY ROAD ha ha Match Line Settlement Area Study Limits Southampton Non-Sewered and/or Development Area Port Elgin Non-Sewered and/or Development Area ,000 Metres Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Southampton and Area Non-Sewered and Future Development Areas DATE SEPT SCALE 1 : 30,000 PROJECT No FIGURE No. 3.4B

40 Town Of Saugeen Shores Page 21 Water And Sanitary Sewer Servicing Master Plan 2014 Report 4.0 SAUGEEN SHORES DRINKING WATER SYSTEM 4.1 Description The Town of Saugeen Shores is serviced by a water treatment and distribution system which takes water from Lake Huron. The former communities of Port Elgin, Southampton and portions of Saugeen Township historically had two separate water supply, treatment and distribution systems. These systems have since been combined into a single communal system. The existing system operates under Municipal Drinking Water License (MDWL) No Issue 1, dated August 4, 2011 (Ref 7) and Drinking Water Works Permit (DWWP) Issue 1, dated August 3, 2011 (Ref 8). The locations of the major facilities of the existing Saugeen Shores drinking water system are shown in Figures 4.1A and 4.1B. As noted, until 2007 there were two independent drinking water systems. The Port Elgin WTP was constructed on the beach area in the 1950 s and upgraded in the 1970 s. The existing Southampton WTP was constructed in the early 1970 s on Grosvenor Street near Island Street. It was substantially upgraded and expanded in Prior to the renovation and expansion of the Southampton WTP, a Class EA recommended that the two separate water systems be combined into one system with water being supplied from an expanded Southampton WTP. When the renovated and expanded Southampton WTP went into operation in June 2007, the Port Elgin WTP was put into backup mode and scheduled for decommissioning. The combined Saugeen Shores water system currently operates with two pressure zones. Port Elgin, and Grenville Street and areas east of Grenville Street in Southampton, are located within Zone 2. Zone 2 is at a higher elevation than Zone 1, which services areas west of Grenville Street in Southampton. Table 4.1 summarizes the approved water supply capacity of the Southampton WTP. Table 4.1 Existing Southampton WTP Capacity 4 in service permeate 73 L/s each (+ 1 spare) 25,229 m 3 /d 2 in service low lift 104 L/s each (+ 1 spare) 17,971 m 3 /d High lift (Port Elgin; Zone 2) = 2 x 54 TDH of 80 m High lift (Southampton; Zone 1) = 50 L/s + 60 TDH of 50 m Total High Lift Capacity 2. 9,331 m 3 /d 9,504 m 3 /d 18,835 m 3 /d Rated capacity of water plant as per Schedule C of MDWL 18,000 m 3 /d Notes: 1. Treatment capacity when membrane system is fully populated. 2. Total capacity based on independent systems The membrane units are currently populated to treat approximately 12,500 m 3 /d.

41 Lake Huron CRAWFORD STREET MATCH LINE BLUEWATER DRIVE PROVINCIAL STREET SOUTHAMPTON STREET MARKET STREET KAAKE STREET CATHERINE STREET BRUCE ROAD 25 PEIRSON AVENUE PARKWOOD DRIVE EUGENIE STREET HIGHWAY 21 HILKER STREET SIDEROAD 13 & 14 EASTWOOD DRIVE DOLL SIDEROAD CUTTER ROAD CONCESSION 10 SUMPTON STREET GODERICH STREET WELLINGTON STREET ARLINGTON STREET ")!( Standpipe CHAPPELL SIDEROAD LINKS SIDEROAD Reservoir Pumping Station BRUCE ROAD 17 SHIPLEY AVENUE SAUGEEN BEACH ROAD 250mm 300mm 400mm 500mm Water Service Area Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Saugeen Shores Water System - South Part Metres DATE NOV. 3, 2014 PROJECT No SCALE 1 : 28,000 FIGURE No. 4.1A

42 Lake Huron LAKE STREET ISLAND STREET ECKFORD AVENUE COLE BOULEVARD BAY SOUTH STREET PEEL STREET MATCH LINE SPENCE STREET LOUISA STREET HIGHWAY 21 CONCESSION 14 BRUCE ROAD 3 LINKS SIDEROAD FRONT STREET BRUCE ROAD Standpipe TYENDINAGA DRIVE SAUGEEN STREET STREET NORTH RANKIN ANGLESIA STREET NORTH CARLISLE STREET!( GROSVENOR STREET SOUTH GRENVILLE STREET SOUTH VICTORIA STREET SOUTH BREADALBANE STREET SOUTH Water Treatment Plant GREY STREET SOUTH ") RAILWAY STREET HURON STREET SOUTH ROAD MIRAMICHI 250mm 300mm 400mm 500mm Water Service Area Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Saugeen Shores Water System - North Part Metres DATE NOV. 3, 2014 SCALE 1 : 28,000 PROJECT No FIGURE No. 4.1B

43 Town Of Saugeen Shores Page 24 Water And Sanitary Sewer Servicing Master Plan 2014 Report There are treated water storage facilities located at the WTP and within the distribution system. There are standpipes located in each community and adjacent to the Port Elgin standpipe is a ground reservoir and booster pumping station (BPS). Three high lift pumps (2 duty, 1 backup) are located within the expanded Southampton WTP which pump water to the higher pressure Zone 2. Four additional high lift pumps (2 duty, 2 backup) are also located within the plant and pump water to the lower pressure Zone 1. One of these four pumps can pump water to either pressure zone. The pressures in each zone are maintained by the water levels in the respective standpipes. Four pressure sustaining valves were installed to allow water to flow from the higher pressure Zone 2 to the lower pressure Zone 1, however these valves are not currently functioning because of operational difficulties with low flows and low pressure differential. The purpose of the valves was to allow surplus storage in the Port Elgin service area to be made available for use in the Southampton service area. Currently the valves are fully closed with no water being able to flow between the two pressure zones unless they are opened manually. Additional clearwell capacity was added to the Southampton treatment plant site during the 2007 expansion which provides additional storage for the distribution systems. Figure 4.2 provides details of the Saugeen Shores water system in schematic form. Some investigations were undertaken in 2009 to determine the feasibility of operating the Southampton area distribution system at the higher pressure of the Port Elgin area system. This would mitigate problems with low pressure conditions in Southampton north of the Saugeen River. A BPS was once in operation north of the Saugeen River to increase water pressures in the area; however the pumping station has since been decommissioned. Watermain improvements were completed in 2012 to enhance water servicing north of the Saugeen River. The Town has operated the two distribution systems as one combined system with one pressure zone on a few occasions and has not experienced any major operational issues. As discussed in later sections, harmonization of the water pressure within the combined distribution system may require operational changes at the Southampton WTP and modifications to the Southampton standpipe. 4.2 Issues Identified in 2009 No significant water supply issues were identified in the 2009 Master Plan. Operation of the distribution system as a single zone was identified as an opportunity. To do so was expected to trigger the need for modifications to the booster pumping facilities at the base of the Southampton standpipe. Potential projects identified were as follows: Addition of a standby pump and generator at the Southampton standpipe. A watermain on McVicar Street in Port Elgin to connect Trillium Drive and Acton Drive to increase security of supply to Port Elgin from the Southampton WTP (construction completed in 2013). Various trunk watermains to accommodate future development.

44

45 Town Of Saugeen Shores Page 26 Water And Sanitary Sewer Servicing Master Plan 2014 Report 4.3 Population Growth and Water Demands Population Growth Section 3 identifies the existing and predicted populations for Saugeen Shores. The projected urban area population growth is presented on Figure 3.1. As of 2014 the water system served 6,836 customers representing 6,970 residential units and 7,753 Equivalent Household Units (EHU s) Existing Demands Raw water is metered as it enters the Southampton WTP and treated water is metered at two separate locations as it is pumped to each pressure zone. The volume of treated water discharged from the Southampton WTP is less than the volume of raw water that enters the plant as a portion of the treated water produced is used for in-plant processes such as backwashing. A WTP's reported capacity is based on its net drinking water production rate. This is equivalent to the difference between gross treated water production and losses due to in-plant processes and demand. Treated water demands were therefore used as the basis for water demand calculations. Table 4.2 summarizes both raw and treated water demands from 2011 to Table 4.2 Raw and Treated Water Demands ( ) Year Raw Water Zone 1 (Southampton) Zone 2 (Port Elgin) (m 3 /d) Demand (m 3 /d) Demand (m 3 /d) Average Max Day Average Max Day Average Max Day ,911 10,789 2,186 3,543 3,088 6, ,081 11,414 2,266 4,179 3,185 6, ,957 11,348 2,238 4,009 3,088 6,316 Average or Maximum 5,983 11,414 2,230 4,179 3,120 6,316 Based on water demand records from January 2011 to December 2013 (representing 36 months), the average and maximum day treated water demands are 5,350 m 3 /d and 10,325 m 3 /d (July 2013) respectively for Zones 1 and 2 combined. This is equivalent to 0.69 m 3 /d per EHU on average and 1.33 m 3 /d per EHU on a maximum day basis as per Table 4.3.

46 Town Of Saugeen Shores Page 27 Water And Sanitary Sewer Servicing Master Plan 2014 Report Table 4.3 Existing Average and Maximum Day Water Demand Total Number of Existing Equivalent Household Units (EHU s) 7,753 Average Day Water Demand (2011 to 2013) 5,350 m 3 /d Maximum Day Water Demand (July 2013) 10,325 m 3 /d Average Day Water Demand per EHU 0.69 m 3 /d Maximum Day Water Demand per EHU 1.33 m 3 /d Through the period of record, the monthly average day water demand was as low as 4,400 m 3 (December 2008) but increased through the summer months likely due to an influx of tourists, lawn watering and cottagers. The highest monthly average day water demands occurred during July and August of each year and range from 7,232 m 3 (August 2008) to 9,800 m 3 (July 2012). For the purposes of this study, the maximum water demand value from the summer of 2013 is recommended as the benchmark value. As noted in Table 4.3, the "benchmark" maximum day water demand of 10,325 m 3 /d was recorded in July This value represents the sum of the maximum day demands for each zone individually during the month of July It is probable that this value is greater than the combined maximum day demand for both zones on a single day as the maximum day demand for each zone individually likely occurred on different days. The maximum day demand for the month of July 2013 was also estimated using the month's average raw water demand and an estimate of water lost due to in-plant processes based on the average difference between raw water demand and total treated demand for both zones combined. This calculation resulted in a July 2013 maximum day demand estimate of 10,127 m 3 /d which is very close to the 10,325 m 3 /d previously discussed. This confirms that 10,325 m 3 /d can be used as the benchmark for existing maximum day demand Future Water Demands The forecasted maximum day water demand in 2034, as presented in Table 4.4, was calculated as 13,365 m 3 /d based on the existing maximum day demand per EHU and the increase in EHU's from 2013 to This represents an increase in maximum day water demand of approximately 29% over the next 20 years. The forecasted average day water demand was calculated in the same way as maximum day demand as per Table 4.4. Figure 4.3 shows the forecasted growth of average day demand and maximum day demand from 2013 to 2034.

47 Town Of Saugeen Shores Page 28 Water And Sanitary Sewer Servicing Master Plan 2014 Report Table 4.4 Forecasted Average and Maximum Day Water Demand Increase in Number of Equivalent Household Units (EHUS s) from 2014 to ,286 Increase in Average Day Water Demand based on 0.69 m 3 /d per EHU 1,577 m 3 Increase in Maximum Day Water Demand based on 1.33 m 3 /d per EHU 3,040 m 3 Forecasted Average Day Water Demand in ,920 m 3 Forecasted Maximum Day Water Demand in ,365 m 3 Figure 4.3 Forecasted Average and Maximum Day Water Demand 4.4 WTP Capacity Assessment Section 4.1 established the rated capacity of the WTP as 18,000 m 3 /d. The WTP plant membrane filters are currently set (i.e. populated) for approximately 12,500 m 3 /d. Section 4.3 identified the 2034 maximum day demand as 13,365 m 3. Figure 4.4 shows the relationship between demand and supply throughout the study period.

48 Town Of Saugeen Shores Page 29 Water And Sanitary Sewer Servicing Master Plan 2014 Report Figure 4.4 Water Supply Capacity vs Demand 2014 to 2034 In conclusion, it is apparent that there is substantial reserve water treatment capacity. The current filter media arrangement will be adequate until near the end of the study period. 4.5 Water Storage Capacity Assessment Background Treated water storage serves three functions in a drinking water system: Peak flow equalization Fire protection Emergencies The amount of storage required is directly related to maximum demands and serviced population Existing Facilities The 2009 Master Plan provided a detailed inventory of existing storage facilities within the Saugeen Shores water works. It also included an assessment of the capability of each facility to satisfy each of the three specific functions listed in Section Table 4.5 provides a summary of capacities available and notes the operational constraints of each.

49 Town Of Saugeen Shores Page 30 Water And Sanitary Sewer Servicing Master Plan 2014 Report Table 4.5 Summary of Treated Water Storage Facilities Facility Zone Served 1 Volume Available (m 3 ) WTP Clear Well Southampton Standpipe Port Elgin Standpipe Port Elgin Reservoir Zones 1 and 2 1,600 Zone 1 3,300 Operational Constraint Use is constrained by the capacity of the high-lift pumps. Bottom 1,584 m 3 is only available by pumping. Zone low an elevation to be Bottom 2,900 m 3 is at too effective w/o pumping. Zone 2 4,500 Use is constrained by the capacity of the booster pumps. Notes: 1 Zone 1 is the Southampton Area west of Grenville St. Zone 2 is the Port Elgin Area and Grenville St. and areas east of Grenville St. in Southampton. 2 Based on WaterCAD modelling for Peak Demand conditions without pumping, water levels below m ASL will not provide adequate pressure (i.e. > 275 kpa) at peak flows Operational Description (a) General Within the WTP there are two sets of high-lift pumps; each set consists of two operating pumps and one standby. Each set is dedicated to a zone of the distribution system. There is a fourth pump for Zone 1 that is not in the normal duty sequence and with manual valve adjustment can also service Zone 2. The high-lift pumps cycle to maintain water levels in the water storage standpipes. If demand exceeds the capacity of the high-lift pumps, then water from the standpipes augments the supply and the standpipe water level lowers. In Zone 2 (Port Elgin Area), if the standpipe water level drops below a pre-determined set point, then booster pumps at the adjacent reservoir are signalled to start. These pumps draw from the reservoir and pump into the distribution system to restore standpipe levels. In Zone 1 (Southampton Area), as standpipe levels drop, pressures in the distribution system decline. If the standpipe water level drops to a level where pressures are a concern, a booster pump located at the base of the standpipe can be started manually. When operating, it increases system pressures. The pump has no standby and is considered a fire flow/emergency pump. Although interconnected in several locations, valves between the two zones are closed and each zone acts independently.

50 Town Of Saugeen Shores Page 31 Water And Sanitary Sewer Servicing Master Plan 2014 Report (b) Response of Storage During Peak Demands Peak hour demands are generally estimated (Ref 9) to be 50% greater than maximum day demands. Table 4.6 compares estimated peak demands to high-lift pump capacity. System and Zone Table 4.6 Peak Demand vs High-lift Capacity Peak Demand (Estimated) 1 (m 3 /d) High-Lift Capacity 2 (m 3 /d) Southampton Zone 1 5, ,618 9,504 Port Elgin Zone 2 9,602 12,429 9,331 Zone 1 + Zone 2 15,490 20,050 See Section (b) Notes: 1 Peak flow = 150% of Maximum Day (assumed) 2 Based on Firm Capacity (i.e. largest high-lift pump out of service) 3 Zone 1 is 38% of Total Demand (assumed) 4 Zone 2 is 62% of Total Demand (assumed) Based on the values in Table 4.6, Zone 1 has considerable excess high-lift capacity, even at the end of the study period. The result is that peak demands will tend to be satisfied from the water treatment plant clear well. For demand equalization purposes no system storage is theoretically required. Table 4.6 also indicates that Zone 2 Peak Demands exceed the firm high-lift pump capacity. Therefore the Port Elgin standpipe will drawdown. This will in turn trigger the reservoir booster pumps to start. They will pump from the ground reservoir to maintain the standpipe water levels. (c) Impact of Peak Demand on Storage For Zone 1, peak demands are satisfied by the high-lift pumps discharging from the WTP clear well. It is generally considered that flow equalization (i.e. the difference between peak and maximum demands) requires a volume equal to 25% of the maximum day demand. For Zone 1, which is assumed to use 38% of the total supply, this would be approximately 1,270 m 3 (0.25 x 0.38 x 13,365 m 3 ) in However, for the WTP, the clear well is being replenished at the rate of 145 L/s as water is being withdrawn. Given the 1600 m 3 effective volume of the clear well, it would take more than 6 hours to deplete it. Therefore, in our opinion, peak demands in Zone 1 will be managed from the WTP Clearwell. For Zone 2, the water for equalization purposes is withdrawn from the 4,500 m 3 ground reservoir. Unlike the WTP clear well, the reservoir is not being replenished while water is being discharged. The estimated withdrawal in 2034, at 25% of the maximum daily flow is approximately 2,070 m 3 (i.e. 46% of the available volume).

51 Town Of Saugeen Shores Page 32 Water And Sanitary Sewer Servicing Master Plan 2014 Report For design and assessment purposes it is typically assumed that the equalization volume will be exhausted when the fire flow is required. As noted previously, the equalization requirement for Zone 1 will come from the WTP Clear Well and for Zone 2 it will come from the ground reservoir via the BPS. (d) Response of Storage During Fire Flows The fire flows and durations used in this report are based on recommended values in the MOE Design Guidelines (Ref 9). The values are based on serviced population. As noted in previous calculations, the future values for both zones are based on growth occurring 38% in Southampton and 62% in Port Elgin. Table 4.7 summarizes the fire demands. Table 4.7 Fire Flows and Durations Zone 1 Zone 2 Zone 1 and 2 Year Flow (L/s) Duration (hours) Flow (L/s) Duration (hours) Flow (L/s) Duration (hours) Typical practice is to assume that a fire occurs when the storage facility s equalization volume is exhausted and simultaneous with maximum day demand conditions. For Zone 1, the 2034 maximum day demand is 5,079 m 3 /d or 59 L/s. Therefore during a fire event the total demand would be ( ) 235 L/s. This rate exceeds the capacity of the Zone 1 high-lifts. Therefore the Southampton standpipe will drawdown. Based on a 3 hour fire duration, the total volume withdrawn from the standpipe will be approximately 1,350 m 3 [( ) L/s x 3 hours]. This will draw the standpipe water level down to approximately 218 m ASL. At this elevation, the minimum Zone 1 pressure would be less than 140 kpa. This is less than an acceptable (Ref 9) pressure. Our calculations indicate that similar conditions could happen at existing demands. The booster (fire flow/emergency) pump system at the base of the standpipe is designed to augment the flows from the WTP during a high demand event (e.g. large fire). Alternatively, the valves that separate Zones 1 and 2 could be opened, thus increasing supply. Although the probability of a large fire occurring simultaneously with maximum day demands is low, it is not considered a best practice to require manual operation of facilities as part of the response. Automatic response of fire flow facilities is recommended.

52 Town Of Saugeen Shores Page 33 Water And Sanitary Sewer Servicing Master Plan 2014 Report For Zone 2, the 2034 maximum day demand is 9,090 m 3 or 105 L/s. During a fire event the total demand would be ( ) 328 L/s of which 108 L/s would be provided by the Zone 2 highlift pumps at the WTP. The 220 L/s balance would come from the ground storage reservoir which has a firm capacity of 279 L/s. For a 3 hour fire duration the total volume from storage would be (220 L/s x 3 hours) 2,376 m 3. In Section (c), it was determined that, following peak flow equalization, the net reservoir volume would be 2,430 m 3. Therefore 54 m 3 of the maximum day plus fire demand will come from the Port Elgin standpipe, drawing it down to approximately 249 m ASL. At this elevation, based on the WaterCAD modelling, the minimum Zone 2 pressure would still exceed 140 kpa. This is considered acceptable, but it is important to note that in the future (i.e. beyond 2034), there will eventually be limitations to providing service to higher areas or a greater population. (e) Emergency Storage MOE Guidelines (Ref 9) recommend that 25% of the sum of the equalization and fire storage requirements be available for emergencies. Table 4.8 presents this requirement for each Zone. Storage Purpose Table 4.8 Theoretical Storage Requirement at 2034 Zone 1 (m 3 ) Zone 2 (m 3 ) Zone (m 3 ) Equalization 1,270 2,072 3,341 Fire 1,901 2,408 4,046 Emergency 793 1,120 1,847 Total 3,964 5,600 9,234 It was previously established for Zone 1, under a fire condition the standpipe would be drawn down to approximately 218 m. The remaining effective volume (i.e. to 196 m ASL) of the structure would be approximately 1,936 m 3. Therefore, the emergency storage requirement in Zone 1 is satisfied, provided the booster pump can operate. For Zone 2, it was established that, following a fire, the standpipe would be drawn down to 249 m ASL. The 2009 master Plan established 236 m ASL as the lowest elevation that would be effective for emergency storage. The resulting available volume is [( ) x 65.5 m 3 /m] 590 m 3. This is theoretically less than the 1,120 m 3 required as per Table 4.8. However, the WTP clear well will still have more than 590 m 3 [See Section (c)], so, the existing facilities satisfy the emergency storage requirement Conclusions re Storage 2 Zones The following conclusions have been reached as a result of our analysis of the existing treated water storage facilities:

53 Town Of Saugeen Shores Page 34 Water And Sanitary Sewer Servicing Master Plan 2014 Report Re Zone 1 Southampton Peak flow equalization will be achieved by the operation of the Zone 1 high-lift pumps discharging from the WTP clear well. The WTP will tend to keep the clear well replenished with slow drawdown. During a theoretical significant fire condition, the standpipe will draw down to unacceptable water levels and necessitate either operating the booster pump at the base of the standpipe, or opening valves between Zones 1 and 2. The standpipe drawdown issue exists in the present scenario and risks will increase somewhat with growth and development. Re Zone 2 Port Elgin Peak flow equalization will be achieved by the booster pumps at the ground reservoir responding to lowering water levels in the adjacent standpipe. It is not expected that standpipe levels will decline once the booster pumps are called to operate. Peak flow operation of the booster pumps will result in depletion of the ground reservoir volume from 4,500 m 3 to approximately 2,070 m 3. A significant fire event, as defined by MOE Guidelines (Ref 9), can be managed with the existing storage facilities. The existing facilities would be near the limit of their capabilities by 2034, based on growth and development predictions Operation as a Single Pressure Zone (a) Background Operation of the Saugeen Shores Water System as a single zone was identified as an opportunity in the 2009 Master Plan. The advantage that a single pressure zone offers is increased pressures in parts of Southampton that currently have marginally acceptable pressure and flow conditions. In 2009, a single zone was determined to be feasible provided that the Southampton Standpipe Booster facility was upgraded with an additional pump and a generator set. (b) Operational Description Currently the high-lift pumps at the Southampton WTP start/stop based on standpipe water level information in each zone. In a single zone concept it is expected the control for the entire system would be based on water level in the Port Elgin standpipe. Currently there are seven high-lift pumps. It would be possible to put all seven in a duty sequence. The Zone 1 high-lifts are each currently designated to discharge approximately 60 L/s at 50 m Total Dynamic Head (TDH). Based on the available pump curves, it is estimated that the capacity will reduce to approximately 38 L/s at the higher Zone 2 pressures. In Section (b) it was determined that the 2034 peak demand would be approximately 20,050 m 3 /d or 232 L/s. This rate could be met from simultaneous operation of three Zone 2 and two Zone 1 high-lifts or, as would be better from an operational standpoint, a combination of high-lifts and the booster pumps at the Port Elgin Ground Reservoir.

54 Town Of Saugeen Shores Page 35 Water And Sanitary Sewer Servicing Master Plan 2014 Report It is important to note that in a single zone system, the Southampton standpipe will require the inlet/outlet valving be closed to prevent overflow. As discussed later in the Master Plan, provision would have to be made for periodic turnover of the contents. (c) Impact of Peak Demand on Storage As noted, the 2034 estimated peak demand (see Table 4.6) is 20,050 m 3 /d. This value is less than the firm capacity of the WTP high-lift pumping system, which is estimated to be (3 x 54 L/s + 3 x 28 L/s) 23,850 m 3 /d, but greater than the currently equipped capacity of 12,500 m 3 /d and the rated capacity of the WTP (18,000 m 3 /d) from Table 4.1. Based on a flow equalization requirement of 25% of the maximum day, the volume will be approximately 3,340 m 3. This is more than the WTP clear well volume (i.e. 1,600 m 3 ), but less than the Port Elgin Ground Reservoir (i.e. 4,500 m 3 ) and only about 55% of the total available. Therefore, there is adequate treated water storage to meet peak flow requirements for beyond the study period for this Master Plan. (d) Response of Storage During Fire Flows As set out in Table 4.7, the recommended (Ref 9) fire flow (281 L/s) is considerably less than for two independent systems. However, the recommended duration increases from 3 hours to 4 hours which off-sets the benefit from the lower flow rate. The total fire storage recommended for 2034 is 281 L/s for 4 hours or 4,046 m 3. Assuming the equalization volume (3,340 m 3 ), identified in the previous section, is exhausted then part of the fire storage must come from the existing standpipes. Approximately the top 5 m of the Port Elgin standpipe is available by gravity. Below that point, distribution system pressures in the higher elevation areas become too low. Therefore, it will be necessary to initiate the booster pump at the Southampton standpipe to augment supplies and prevent the Port Elgin Standpipe levels dropping to unacceptable levels (i.e. below masl). (e) Total Storage Required In addition to equalization and fire storage, MOE Guidelines (Ref 9) also recommend that there be treated water storage for emergencies. This is typically 25% of the sum of the other purposes. Figure 4.5 shows the water storage required for all purposes presented against available quantities.

55 Town Of Saugeen Shores Page 36 Water And Sanitary Sewer Servicing Master Plan 2014 Report Figure 4.5 Water Storage Required vs Available in a Single Zone System Figure 4.5 demonstrates that, provided the Southampton Standpipe is equipped with booster pumping equipment, there is adequate water storage for the 20 year study period. The figure also demonstrates there is already a theoretical deficiency if it is not equipped with a pump. In a single zone system it will be necessary to have the Southampton Standpipe normally isolated from the system. Some of the contents (10% to 20%) will need to be pumped into the distribution system daily to keep the contents fresh. This will require some automation and probable changes to the pumping equipment. The degree of augmentation and the complexity of the pumping equipment will depend on a number of considerations including overall system control, energy usage and financial resources. 4.6 Water Distribution System Modelling Background The Saugeen Shores 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 Model Details (a) WaterCAD Software BMROSS used Bentley WaterCAD V8i (SELECTseries 4) for the water distribution system modelling. The model contains 473 pipes and 327 junctions.

56 Town Of Saugeen Shores Page 37 Water And Sanitary Sewer Servicing Master Plan 2014 Report (b) Sources of Data In order to produce a WaterCAD model for the Saugeen Shores watermain network, several sources of information were used. In summary: Watermain installation locations and diameters were obtained from distribution system mapping (i.e. AutoCAD file) provided by the Town of Saugeen Shores. Watermain C-factors were assigned in accordance with values provided in the MOE Guidelines (Ref 9), as summarized in the table below. Diameter (mm) C Elevation information was obtained from a combination of previous model details (Ref 3), BMROSS records from previous work, Google Earth imagery, and data provided by the Town. Pump and storage characteristics were obtained from a combination of the 2009 Master Plan, the DWWP for the Saugeen Shores Drinking Water System, and information provided by the Town (Ref 8). Water demand information was developed as part of this Master Plan (refer to Section 4.3). 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 200 L/s for older, contiguous construction commercial areas All fire flows were assessed at 140 kpa minimum system residual pressure. (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 Saugeen Shores model, the total system demand was divided by the total number of model junctions in order to calculate the demand per junction. This demand value was assigned to each junction. For the 2034 development model, the assumed locations for future trunk watermains were incorporated into the model, creating a series of additional pipes and junctions within the development lands. 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. For the model, incremental future demand (2034) was estimated to be an additional 1,580 m 3 /d for average day and 3,040 m 3 /d for maximum day.

57 Town Of Saugeen Shores Page 38 Water And Sanitary Sewer Servicing Master Plan 2014 Report Analyses Run In general, the model was used to determine system pressures under average and peak demands, and available fire flows under maximum day demands, for both existing and future development scenarios under different storage and pumping configurations. The modelling was carried out for the existing two-zone system, as well as a single pressure zone system, in order to understand the impacts to pressure and flow when moving from a two-zone to a single-zone system. Varying pump status (i.e. on/off) and water storage levels in the standpipes were analyzed, in order to determine how the need for pumping and storage might change based on two-zone or single-zone operation. A detailed list of all model scenarios includes: Existing development demands (average, peak) o Two-zone operation, Standpipes at high water level (HWL) High-lift pumps (HLPs) on HLPs off o Single-zone operation, Standpipes at HWL HLPs on HLPs off Existing development demands (maximum day) plus fire flow 2034 development demands (average, peak) o Two-zone operation, Standpipes at HWL HLPs on HLPs off o Single-zone operation, Standpipes at HWL HLPs on HLPs off 2034 development demands (maximum day) plus fire flow Qualifications on Results Results of the distribution system modelling are based on the system information as described above. No work was completed in relation to calibration/verification of the model by way of comparison to actual field data. 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 model predictions Results of Analysis The results of the WaterCAD analysis for both the existing and 20 year (i.e. 2034) conditions are presented in Table 4.9.

58 Town Of Saugeen Shores Page 39 Water And Sanitary Sewer Servicing Master Plan 2014 Report Table 4.9 Summary of WaerCAD Analysis Analysis 1,2 and Criteria 3 Existing 20 Year 2 Zone 1 Zone 2 Zone 1 Zone Average Flow No. of junctions with kpa > No. of junctions with kpa > 480 and <= No. of junctions with kpa > 350 and <= No. of junctions with kpa > 275 and <= No. of junctions with kpa < Peak Flow No. of junctions with kpa > No. of junctions with kpa > 480 and <= No. of junctions with kpa > 350 and <= No. of junctions with kpa > 275 and <= No. of junctions with kpa < Fire Flows No. of junctions with Q < 40 L/s at 140 kpa No. of junctions with Q > 40 and < 100 L/s at 140 kpa Q at 140 kpa at Intersection of Albert and High (J-1330) Q at 140 kpa at connection to SFN (J-1045) Notes: 1. For peak/average flow kpa > 700 used WTP pumps on. For other ranges, used WTP pumps off year scenario assumes same pipe as existing model. 3. Pressure and flow criteria base on MOE 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 The flow and pressure conditions have been presented on four figures. They are: 4.6A - 2 Zone Average Day for Existing 4.6B - 1 Zone Average Day for Existing 4.6C - 2 Zone Fire Flows for Existing 4.6D - 1 Zone Fire Flows for Existing Findings for Existing Arrangement The existing arrangement has two zones interconnected, but operating as independent systems. Each system referred to as Zone 1 and Zone 2, has its independent supply (high-lift pumps at the WTP) and storage facilities.

59 Town Of Saugeen Shores Page 40 Water And Sanitary Sewer Servicing Master Plan 2014 Report The WaterCAD model identified the following conditions for the existing two zone arrangement: There are no junctions with normal pressures < 275 kpa 10 junctions ( 3% of system) have pressures > 700 kpa Approximately 50 % of the system is in the optimum pressure range (350 kpa to 480) during average and peak flows 13 junctions ( 4%) have <40 L/s fire flow Conversion of the system to operate as a single pressure zone using the Port Elgin standpipe as a control point would result in the following: The number of junctions with pressure > 700 kpa will increase from 10 ( 3%) to 43 ( 13%) under average flow conditions. Most junctions will change from optimum to higher than optimum, but acceptable pressures. Only one junction will have a fire flow < 40 L/s. Fire flows in the central business area of Southampton will increase by 20 % Fire flows at the connection to Saugeen First Nation will increase by 300 % (to > 65 L/s) Findings for 20 year Scenario With reference to Table 4.9, the model predicts the following for 2034: The pressure and flow conclusions for a change from two to one zone are very similar for the 20 year and existing scenarios. The one exception is that under peak demands more of the system ( 60 %) would be in the optimum pressure range Conclusions re One or Two Zones Under normal (i.e. non-fire) demand conditions an additional 10 % of the system will be subjected to pressures greater than recommended by MOE Guidelines. This presents some risk and could potentially result in more breaks and/or leakage. The risk is off-set somewhat by the knowledge that: A number of trials as a single zone have been undertaken with few problems reported. Some areas of Zone 2 already have > 700 kpa pressures, apparently without problems. In our opinion it is probable that some properties will require the installation of pressure reducing valves (PRV s) on the individual services. There will be some long-term benefit to the single zone arrangement for peak flow conditions. More of the system will be operating at optimum pressures than at this time.

60 Town Of Saugeen Shores Page 41 Water And Sanitary Sewer Servicing Master Plan 2014 Report The greatest benefit to conversion to a single zone is in terms of fire flows, particularly to areas north of the River. With a single pressure zone only a single junction is indicating a fire flow < 40 L/s at 140 k Pa residual pressure. In summary, conversion to a single zone will increase fire protection capability, but also increase the risk of breaks and leakage. A decision to proceed should be based on consideration of: The age and material of watermain that will be subject to higher pressures. The opinion of the fire department as to the benefit of increased flows. The cost of the necessary control and pump changes. Some other specific findings of the distribution system modelling were: Operating as a single zone will increase pressures in some parts of the Southampton area to values in the order of 700 kpa. If they are not already available, pressure reducing valves may be required on individual services. The system has considerable redundancy in terms of storage facilities. The fact that the WTP is in one community and most of the storage is in the other is an asset. Disruption of the 500 mm trunk supply to the Port Elgin area is a risk, but it is mitigated by the fact that there is sufficient storage in the Port Elgin area. Repair materials should be on hand should a breakdown occur. Development of the east parts of Southampton should ideally occur from south to north, taking advantage of the trunk supply along the Highway 21 corridor. Without connection to this source, fire flows in the east part will always be restricted. The Southampton Standpipe is a critical component of the fire protection capacity in what is now Zone 1. Although not critical at this time, moving to full automation of this facility should be considered. Operation as a single zone will require modification of the pumping system at the Southampton Standpipe to permit regular turnover of the contents.

61

62

63

64

65 Town Of Saugeen Shores Page 46 Water And Sanitary Sewer Servicing Master Plan 2014 Report Conclusions and Recommendations The following are general conclusions reached as a result of the modelling. A WaterCAD model was created for the Saugeen Shores distribution network. The model was used for general analysis of existing and potential future system conditions. Should the model be used for specific system modifications, it is recommended that a calibration/verification exercise be carried out, including the collection of data from a field testing program. The Saugeen Shores system is currently operated as a two pressure zone system (Port Elgin area and Southampton area). Transitioning to a single pressure zone appears to be feasible, with little impact to the Port Elgin area system and increased pressure and flow availability to the Southampton area. Modifications to the high-lift pump and standpipe controls would be required. Conversion to a single zone will provide increased fire flows in Zone 1 at the risk of increased pressure and resulting breaks and leakage. A decision to go to one zone must be made after consideration of: Existing watermain ages and materials. The benefits of better fire flow as judged by the fire department. The cost of system modifications. With proper watermain sizing and looping, adequate supply to future development lands can be provided for normal operating conditions. Available fire flow, within the northeastern area of Southampton, may be at, or slightly lower than, typical optimum requirements for residential areas. This is already the case for the existing system extremities in that area. Figures 4.7A and 4.7B provide suggested trunk watermain sizing to accommodate the future development areas. It is important to note that the required watermain sizing is dependent on the actual scale and sequence of development. The watermain sizes indicated on the figures are considered sufficient provided there is internal looping. The watermains shown in Figure 4.7B (Southampton Area) are only necessary if development proceeds east of the existing Settlement Area boundary.

66 Lake Huron HIGHLAND STREET BRICKER STREET GODERICH STREET 250 CONCESSION 10 CONCESSION 6 BRUCE ROAD 25 BRUCE STREET JOHNSTON AVENUE HIGHWAY Lake Huron CONCESSION 4 NORTH SHORE ROAD 10.1 ha MATCH LINE 1 Standpipe Reservoir Pumping Station ")!( BRUCE ROAD 17GUSTAVUS STREET AVENUE SHIPLEY MATCH LINE 2 WELLINGTON STREET 90.3 ha 9.7 ha 9.9 ha BRUCE ROAD ha 12.0 ha ha ha ha ha 49.2 ha 14.4 ha ha ha ha 17.4 ha ha 17 A ha mm 300mm 400mm 500mm Proposed Trunk Watermain and Diameter (mm) Port Elgin Non-Sewered and/or Development Area Southampton Non-Sewered and/or Development Area ha SAUGEEN BEACH ROAD 29.3 ha MATCH LINE ,000 Metres Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Saugeen Shores Water System Extensions - South Part DATE NOV. 3, 2014 SCALE 1 : 30,000 PROJECT No FIGURE No. 4.7A 2

67 MATCH LINE 1 SOUTH STREET BRUCE ROAD 3 MORPETH STREET CONCESSION 14 HIGH STREET 200 Lake Huron SOUTH RANKIN STREET HARMER STREET HURON STREET SOUTH Water Treatment Plant BLANCHFIELD ROAD A C 2.5 ha ") GROSVENOR STREET SOUTH ALBERT STREET SOUTH BRUCE ROAD MIRAMICHI BAY ROAD 54.7 ha!( Standpipe TYENDINAGA DRIVE MCNABB STREET GREY STREET NORTH B 15.3 ha GRENVILLE STREET SOUTH NORTH RANKIN STREET CLARENDON STREET RAILWAY STREET D 28.3 ha E 36.4 ha ANGLESIA STREET SOUTH G H 9.2 ha 12.7 ha PEEL STREET F ha 300 LOUISA STREET ha HIGHWAY 21 CARLISLE STREET ha 250mm 300mm mm 500mm Proposed Trunk Watermain and Diameter (mm) Southampton Non-Sewered and/or Development Area Port Elgin Non-Sewered and/or Development Area Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Saugeen Shores Water System Extensions - North Part ,000 Metres DATE SEPT SCALE 1 : 30,000 PROJECT No FIGURE No. 4.7B

68 Town Of Saugeen Shores Page 49 Water And Sanitary Sewer Servicing Master Plan 2014 Report 4.7 Conclusions for Saugeen Shores Drinking Water System Supply and Storage The Southampton WTP is currently operating during maximum day demands at approximately 58% of its rated capacity. At projected growth rates this will increase to 75% by Figure 4.4 shows this graphically. Provided the pumping facilities at the base of the Southampton Standpipe are functional, there is adequate treated water storage to accommodate growth to at least As demands increase there will be greater value in fully automating the pumping facilities and adding standby power facilities to reduce risks related to power failure. No consideration has been given in this Master Plan to the condition and life expectancy of the existing storage structures. If, at some point, a decision is made to replace a structure then we recommend consideration be given to the following: The type of structure (elevated tank or standpipe). The top water level (ideally Southampton should have a higher top water level elevation). The materials of construction (coated steel or glass-fused to steel). With respect to material, it has sometimes been (e.g. BMROSS, Huron-Kinloss Lakeshore Water System, Point Clark Standpipe) established that glass-fused to steel has a better life cycle cost Watermains Figures 4.7A and 4.7B identify a number of proposed trunk watermains. It should be noted that: The locations are presented schematically. No specific watermain improvements have been identified for existing development. The location of the proposed trunk watermain in the Southampton area, shown outside the Settlement Area Boundary is the preferred long-term location. These mains would benefit proposed development, but are not a condition of development inside the present boundary. The MTO requires that any future Class EA related to the expansion of the water distribution system consider all viable alternatives to placing utilities inside the Highway 21 corridor. The MOT currently does not support or endorse utilities placed within the Highway 21 corridor. Any expansions to the water distribution system will also be subject to screenings for cultural heritage and archeological resources.

69 Town Of Saugeen Shores Page 50 Water And Sanitary Sewer Servicing Master Plan 2014 Report 4.8 Suggested Projects and Capital Costs The projects listed in Table 4.10 relate to the opportunity to convert operations from two pressure zones to a single zone. We have also identified projects to increase the security of supply at the Southampton Standpipe. All costs are in 2014 $. Project Purpose To increase filtration capacity To allow a single pressure zone To increase security at Southampton Standpipe Table 4.10 Saugeen Shores Water System Capital Projects Description Provide additional membranes to increase capacity from 12,500 m 3 /d to 13,365 m 3 /d Provide pressure reducing valves on individual services in lowest areas of Zone 1 Modify SCADA and related controls Add duty pump to Southampton Standpipe for circulation (including building) Probable Cost (2014$) $90,000 $20,000 to $50,000 $80,000 to $100,000 $250,000 Add a 2 nd booster pump $125,000 2 Add a standby generator $100,000 2 Notes: 1. All costs based on 2014$. 2. Probable cost assumes building is expanded as part of creating a single zone. If not, add $100,000. When considering the above projects, it is important to note that several trials operating as a single pressure zone have been completed with success. The projects suggested above would increase security, automate the operation of the booster system and reduce energy costs related to turnover of the contents. They are not necessary for a single zone operation, but will be more relevant and valuable as the population and water demands increase over time. As discussed previously, any consideration of operating the water distribution as a single zone must be made with due consideration to: The consequences of increased pressure with respect to pipe age and material. The benefits of better fire protection. The costs of implementation as identified above.

70 Town Of Saugeen Shores Page 51 Water And Sanitary Sewer Servicing Master Plan 2014 Report 5.0 PORT ELGIN SEWAGE SYSTEM 5.1 Description Most of the original Port Elgin sanitary sewage system was constructed either during or prior to the early 1960 s, including the initial sewer system, the original sewage pumping stations and forcemains, and a wastewater treatment plant (WWTP). The original WWTP and a replacement plant, constructed in 1975, have been decommissioned and in the mid 1990 s were replaced with an extended aeration WWTP in the northwest part of the community, east of Lehnen Street. The WWTP generally consists of two aeration tanks, two final clarifiers and sludge digestion and storage facilities. A new headworks building was constructed at the plant in The facility currently operates under Amended Certificate of Approval (now referred to as an Environmental Compliance Approval or ECA) No FFRDQ, issued April 7, 2011 (Ref 10). The WWTP has an Annual Average Day Flow rating (i.e. Rated Capacity) of 6,455 m 3 /d. The inlet works, constructed in 2011 are rated at 38,275 m 3 /d (443 L/s). The balance of the principal treatment facilities have a design peak hydraulic rating of 18,720 m 3 /d (217 L/s) based on the UV disinfection system and reported outfall sewer capacity. The ECA does not identify peak flow or maximum day rates as compliance criteria. The design capacity of the clarifiers is dependent on solids loading, as well as hydraulic considerations. The WWTP discharges to the Saugeen River through an outfall sewer that passes under Mill Creek, whereas the ECA indicates the discharge is to the Creek. A Class Environmental Assessment is currently underway to investigate the feasibility of discharge directly to Mill Creek. The EA will address the capacity of the outfall. The sewage collection system includes 6 sewage pumping stations (SPS s), four of which serve relatively small local areas throughout the community. Two of the stations, Harbour Street and 10 th Concession are large and discharge directly to the WWTP. The 10 th Concession facility went into operation in 2010 to allow diversion of excess flow from the Harbour Street facility and to permit additional development in the north part of the Port Elgin WWTP Service Area. Figure 5.1 shows the general location of the major facilities for the Port Elgin sanitary system including all sewers greater than 250 mm diameter.

71 BLUEWATER DRIVE PROVINCIAL STREET CATHERINE STREET BRUCE ROAD 25 6 PEIRSON AVENUE EUGENIE STREET GUSTAVUS STREET MARKET STREET RIVER STREET CRAWFORD STREET PARKWOOD DRIVE ") JOSEPH FENTON DRIVE CUTTER ROAD Lake Huron!(!( SHIPLEY AVENUE Harbour Street SPS Drainage Area!( HARBOUR STREET BROOK LANE GEDDES STREET 10th Concession SPS Drainage Area!( IZZARD ROAD CONCESSION 10 HIGHLAND STREET STREET SOUTHAMPTON STREET KAAKE STREET RAY STREET DRIVE IVINGS SUMPTON STREET HIGHWAY 21 GODERICH STREET!(!(!( BRICKER STREET LOUIS STREET HILKER STREET MACKENZIE ROAD WELLINGTON STREET!( Sanitary Pumping Station MAPLE DRIVE ARLINGTON STREET WOODLAND DRIVE 300mm ROAD EASTWOOD DRIVE MAPLEWOOD DRIVE 350mm 375mm!( MILL CREEK Wastewater Treatment Plant CONCESSION 400mm CHAPPELL SIDEROAD 450mm 525mm 600mm Drainage Area Boundary Sewage Service Area SIDEROAD 13 & 14 BRUCE ROAD 17 Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Existing Port Elgin Sewage System Metres DATE SEPT SCALE 1 : 22,000 PROJECT No FIGURE No. 5.1 DOLL SIDEROAD

72 Town Of Saugeen Shores Page 53 Water And Sanitary Sewer Servicing Master Plan 2014 Report 5.2 Issues Identified in 2009 The 2009 Master Plan investigated sewage servicing requirements to The following issues were identified: Projected peak flows would exceed the theoretical capacity of the final clarifiers, UV disinfection facilities and the outfall sewer. There was evidence of surcharging in the outfall sewer at existing peak flows. The biosolids being produced in the plant were relatively low in concentration thus increasing disposal costs and storage volume requirements. Additional biosolids storage will be required before At the time of the 2009 Master Plan, the 10 th Concession SPS was not yet in service, nor was the new headworks facility at the WWTP. 5.3 Population Growth and Sewage Flows Population Growth Section 3 identifies the existing and predicted populations for Saugeen Shores. The projected urban area population growth is presented on Figure 3.1. Currently there are approximately 459 properties in the Port Elgin Area that have municipal water supply, but no sewer service. For purposes of assessing WWTP capacity requirements, we have assumed these properties will be added as serviced customers during the 2014 to 2034 study period Existing Sewage Flows Sewage flow data from 2011 to 2013 was used to determine the benchmark average day and maximum day flow values for the Port Elgin sewage system. Values of 3,735 m 3 /d and 10,212 m 3 /d were calculated for average day and maximum day flow respectively. During this period, average day flows did not exceed the rated capacity of the plant. Annual sewage flow data for the Port Elgin WWTP, from 2011 to 2013, is summarized in Table 5.1. Table 5.1 Port Elgin WWTP Sewage Flows Year Sewage Flow (m 3 /d) Average Max. Day ,911 7, ,275 5, ,021 10,212 Average or Maximum 3,735 10,212

73 Town Of Saugeen Shores Page 54 Water And Sanitary Sewer Servicing Master Plan 2014 Report The total number of EHU s for wastewater, as presented in Section 3.2, was split 62% Port Elgin and 38% Southampton based on the number of customers in each zone. This resulted in a total of (6,756 x 0.62) 4,189 EHU s for the Port Elgin service area. Each EHU is assumed to have a population of 2.38 persons. Applying this information to the flows in Table 5.1 results in 0.89 m 3 /d per EHU for average day flow and 2.44 m 3 /d per EHU for maximum day flow as per table 5.2. These values include extraneous flows. Table 5.2 Existing Average and Maximum Day Sewage Flows (Port Elgin) Total Number of Existing Equivalent Household Units (EHUS s) 4,189 Total Equivalent Serviced Population 9,970 Average Day Sewage Flow (2011 to 2013) 3,735 m 3 /d Maximum Day Sewage Flow (April 2012) 10,212 m 3 /d Average Day Sewage Flow per EHU 0.89 m 3 /d Maximum Day Sewage Flow per EHU 2.44 m 3 /d Average Day Sewage Flow per capita 0.37 m 3 /d Maximum Day Sewage Flow per capita 1.02 m 3 /d The 2009 Master Plan estimated the peak flow to the Port Elgin WWTP to be 236 L/s (20,390 m 3 /d) based on a single extreme event in March of No similar event has occurred since. All flows to the WWTP are pumped from the Harbour Street and 10 th Concession SPS s. Therefore, the actual peak flows would be a function of the pumps that were operating at each station. Flows are not recorded on an instantaneous basis at the SPS s. They are only recorded on a daily basis at the pumping stations and at the discharge from the WWTP. To estimate the peak flows for projection purposes we proceeded as follows: Determined the peak extraneous flow as the difference between the maximum daily flow and the minimum daily flow in Estimated the peak sewage component of the flow by applying the Harmon equation to the minimum daily flow and then adding a 25% safety factor. Available data is as follows: Minimum daily flow 2013 = 2,318 m 3 Maximum daily flow 2013 = 10,212 m 3 Equivalent serviced population = 9,970 (EHU s = 4,189) Harmon peaking factor = 2.96

74 Town Of Saugeen Shores Page 55 Water And Sanitary Sewer Servicing Master Plan 2014 Report The analysis was as follows: Peak Extraneous Flow = 10,212 m 3 /d 2,318 m 3 /d = 7,894 m 3 /d = 91.4 L/s Peak Sewage Flow Estimated Total Peak Flow = 2,318 x 2.96 x 1.25 (25% safety factor) = 8,577 m 3 /d = 99.3 L/s = 91.4 L/S L/s = L/s = 16,475 m 3 /d = 3.93 m 3 /d per EHU The Port Elgin service area is currently approximately 640 ha. Therefore the peak extraneous flow was approximately 0.15 L/s per ha. On the basis that 2,318 m 3 represented the true sewage flow, the equivalent per capita unit value would be approximately m 3 /d (2,318 9,970). For future design purposes, we would increase that value by 25% to 0.29 m 3 /d per capita. Based on the above analysis, the estimated ratio of peak flow to average flow using the flows per EHU is 4.42 ( ), say Future Sewage Flows Figure 3.3A identifies the expected growth in sewage EHU s through the study period. Servicing of existing developed, but currently unserviced, properties is included in the projection. The projected number of EHU s connected to the Port Elgin WWTP in 2034 is 6,097. Realistically, unit sewage flows, both average and peak, will decline as the number of connections increase. This is in part because modern sewers tend to have less leakage and also because of the averaging effect on peaks. Therefore applying existing values to the growth component is considered conservative. Future (2034) sewage flows applicable to the Port Elgin WWTP have been determined as follows: Average Flow (2034) No. of EHU s = 6,097 Average Flow per EHU = 0.89 m 3 /d 2034 Average Day Flow = 6,097 x 0.89 = 5,426 m 3 /d

75 Town Of Saugeen Shores Page 56 Water And Sanitary Sewer Servicing Master Plan 2014 Report Maximum Day Flow (2034) Maximum Day per EHU = 2.44 m 3 /d 2034 Maximum Day Flow = 6,097 x 2.44 = 14,877 m 3 /d Peak Flow (2034) Peak Flow per EHU = 3.93 m 3 /d 2034 Peak Flow = 6,097 x 3.93 = 23,961 m 3 /d say 24,000 m 3 /d 5.4 Sewer Collection System Existing Issues No issues have been identified with respect to the existing collection system. The Town continues to rehabilitate and replace sewers to reduce extraneous flows. The fact that extreme peak flows observed in 2006 have not been replicated since is evidence of the benefits of the ongoing efforts Extensions for New Development As noted in Section 3.5, there are a number of existing developed but unserviced, and potential future development areas within each community. Figure 3.4A identifies nineteen such areas in the Port Elgin sewer service area. Table 5.3 identifies for each area, the most likely sewer outlet and expected capacity issues, if any. Capacities were checked based on the following design parameters: Population per ha = 13.6 persons EHU s per ha = persons per EHU = 5.71 Peak Flow per EHU = 3.93 m 3 /d (see Section 5.3.3) Peak Flow per ha = 5.71 x 3.93 m 3 /d = m 3 /d = 0.26 L/s It is important to note that some of the areas will require local pumping stations to address topography issues.

76 Town Of Saugeen Shores Page 57 Water And Sanitary Sewer Servicing Master Plan Draft Report Area No. 1 & 2 3, 11, 13, 16, 19 Description Goble s Grove and Saugeen Shore Road Areas South of Bruce 25 and east and west of Highway 21 in the south part of Settlement Area Table 5.3 Summary of Information for Future Sewers in Port Elgin Service Area Area (ha) Peak Sewage Flow (L/s) Probable Outlet SPS Affected Capacity Issues Local SPS and forcemain to new sewer at Bruce 25 and extension of Ridge Street Harbour Street New sewer on Bruce 25 Harbour Street 4 North of Bruce Ridge Street sewer Harbour Street 12 Bricker Street Local sewers Harbour Street None 14 Piper s Glen & 6 8 & 9 Trillium Drive and Gedder Street Northfield Drive and Reid s Heritage Homes 10 Vastag & 15 Concession 10 North and east of Hwy North Shore Road Total Area and Flow MP recommends pumping to WWTP Local sewers Harbour Street None High Street trunk sewer 10 th Concession None Depends on arrangement of development 10 th Concession unless directed to WWTP Concession 10 sewer 10 th Concession None Concession 10 or South to North Shore Road Either, or both, 10 th Concession or Harbour St. - There may be capacity issues in the Harbour St. sewer between Izzard Road and the SPS. Investigation is required. There may be capacity issues in the Harbour St. sewer between Izzard Road and the SPS. Investigation is required. There may be capacity issues in the Harbour St. sewer between Izzard Road and the SPS. Investigation is required. No issues if directly discharged to WWTP. Possible issues if discharge is to Tomlinson or Devenshire SPS s. Flows may depend on land use. Refer to correspondence in Appendix A. Local grinder pumps or small SPS required. No issues at larger SPS s

77 Town Of Saugeen Shores Page 58 Water And Sanitary Sewer Servicing Master Plan Draft Report Figure 5.2 presents the general features of probable sewer system extensions in the Port Elgin service area Service to Developed, But Unserviced Areas Areas 1 and 2 represent the largest developed, but unserviced areas in Saugeen Shores. There are approximately 400 residential units in an area with dense tree cover and high water table. Replacement of failed individual on-site sewage (septic) systems would be extremely difficult and in some areas not possible. The existing trunk sanitary sewer on Ridge Street, constructed in 2002, was sized to provide outlet for these areas. The provision of full sanitary servicing to this area is consistent with the Town s Official Plan and provincial planning documents. Servicing requirements have also been considered in the 2000 and 2009 Water and Sewer Master Plans. Servicing will address potential public health and environmental issues related to use of septics. It will also foster economic development by allowing and encouraging re-development of the existing properties. Area 18 is also in this category. It is probable that there will be a combination of gravity sewers and individual grinder pumps in this area. Wastewater flows will be to the Concession 10 SPS Service to the South Part of Port Elgin The sanitary sewer outlet for most of the undeveloped and developed, but unserviced land in the south part of Port Elgin is a trunk sewer on Ridge Street. It was constructed in 2002 and outlets to Harbour Street at Izzard Avenue. For much of its length it is 525 mm dia. The Harbour Street sewer is 450 mm dia. and has one manhole section that is the capacity constraint for the whole trunk sewer. Details of the sewer including capacity and location details are provided in Appendix B. It has been determined that the Harbour Street sewer section immediately downstream of Izzard Avenue has a capacity of 120 L/s. At the estimated per hectare peak flows, the future sewage flow to this location would be approximately 112 L/s or 93% of capacity. Given that peak flow estimates within any given sewer section could be ± 20%, it is possible that the Harbour Street sewer will need to be increased in size prior to build out of the Settlement Area in the south part of Port Elgin. It is premature to say it will or will not. The probable cost to replace the 450 mm sewer on Harbour Street with 525 mm sewer (approximately 215 m length) is $250,000 (2014$).

78 JOHNSTON AVENUE CONCESSION 4!( MATCH LINE 1 2 BRUCE ROAD 33 MATCH LINE 2!( FUTURE SPS FOR AREAS 1 AND 2 LOCATION TBD Lake Huron ha NORTH SHORE ROAD 12.0 ha 18 A 47.1 ha 51.5 ha 1!( SHIPLEY!( 6 AVENUE 2.6 ha HIGHLAND STREET ha ha HIGHWAY ha 13.6 ha ha CONCESSION 6 BRUCE ROAD ha ha 9.7 ha ha BRICKER STREET!( BRUCE ROAD 17GUSTAVUS STREET BRUCE STREET GODERICH STREET Wastewater Treatment Plant ") ha!(!(!( WELLINGTON STREET ha ha CONCESSION Lake Huron 12.8 ha 17.7 ha!( Sanitary Pumping Station Match Line 300mm ha SAUGEEN BEACH ROAD 350mm 375mm 400mm MATCH LINE 2 450mm 525mm 600mm ,000 Metres Proposed Trunk Sewers Port Elgin Non-Sewered and/or Development Area Southampton Non-Sewered and/or Development Area Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Port Elgin and Area Sewer System Extensions DATE SEPT BRUCE ROAD 33 SCALE 1 : 30,000 PROJECT No FIGURE No. 5.2

79 Town Of Saugeen Shores Page 60 Water And Sanitary Sewer Servicing Master Plan Draft Report Service Outside Settlement Area The possibility of future sewer servicing outside the settlement boundary, but inside the Study Area, was also examined. The following was noted: The existing trunk sewer on Ridge Street has surplus capacity for areas beyond the settlement boundary (e.g. areas south of Area 3). Development proposals would need to be assessed on a case by case basis. Development beyond the current Settlement Boundary in the south part of Port Elgin will almost certainly trigger a requirement to replace all, or part, of the sanitary sewer on Harbour Street between Izzard Avenue and the SPS. The area north of Bruce Road 17 (opposite Piper s Glen) should discharge directly to the WWTP as proposed for Piper s Glen. 5.5 Sewage Pumping Station and Forcemains General There is a total of six SPS s within the Port Elgin sanitary sewer system. Four of these serve local drainage areas. Two of the six (Tomlinson and Devonshire) are scheduled for decommissioning when gravity sewer outlets are provided. The two largest SPS s, both of which discharge directly to the WWTP headworks, are the Harbour Street SPS and the 10 th Concession SPS Harbour Street SPS The Harbour Street SPS, located near the corner of Green and Harbour Street, was commissioned in It is equipped with three identical pumps with variable frequency drives (VFD s). The 2009 Master Plan identified 3 (Ref 3) the operating capacities to be: One pump at 100% of full speed 137 L/s Two pumps at 100% of full speed 214 L/s Three pumps at 100% of full speed 236 L/s In effect, the firm capacity of the facility would be 214 L/s. Information in the 2009 Master Plan indicated that all three pumps operated simultaneously for part of a day in March No similar event has occurred since. 3 Table 3E of 2009 Master Plan

80 Town Of Saugeen Shores Page 61 Water And Sanitary Sewer Servicing Master Plan Draft Report Drawdown testing was completed at the Harbour street SPS on October 15, The tests (see notes in Appendix B) established that each pump, operating by itself, will pump approximately 119 L/s. Previous drawdown testing in 2006 had established the single pump rate of approximately 137 L/s and a two pump rate of 214 L/s (56% more). These were the values reported in the 2009 Master Plan. It is possible that impeller wear or debris accumulation in the forcemain has reduced capacities. On the basis that two pumps operating in parallel will discharge 150% of the single pump rate, the firm capacity of the Harbour Street SPS is estimated to be 178 L/s at this time. Until mid-january 2010, 100% of all sewage flows in Port Elgin were through the Harbour Street SPS. A review of daily records from April and September 2013 and January 2014 has established that it now pumps approximately 60% to 70% of the total flow. The higher proportions occur in the wetter months (e.g. April) indicating slightly more extraneous flow in the contributing sewers th Concession SPS The 10 th Concession SPS went into service in January The facility is equipped with two equally sized variable speed pumps. One pump at 100% of full speed 231 L/s One pump at current maximum speed 137 L/s According to the Design Brief (Ref 11) for the facility, the design basis was to have two pumps operating in parallel discharging 309 L/s. A third pump would provide standby. Limitations in existing power supply infrastructure resulted in the initial installation consisting of two pumps with one acting as standby and a maximum discharge rate of 231 L/s. Currently the 10 th Concession SPS is pumping approximately 30% to 40% of the total wastewater discharged to the Port Elgin WWTP Combined Pumping Capacity The total firm pumping capacity is as follows: Harbour St. SPS = 178 L/s 10 th Concession SPS = 231 L/s Total Firm Capacity = 409 L/s = 35,338 m 3 /d Therefore the combined SPS capacity is 210+% of current peak flows. Based on the relationship developed in Section 5.3.2, which showed a Peak to Average Ratio of 4.5, the combined pumping capacity would be adequate for an average day flow of approximately (35, ) 7,853 m 3 /d, almost 145% of the estimated 2034 expected flows.

81 Town Of Saugeen Shores Page 62 Water And Sanitary Sewer Servicing Master Plan Draft Report In conclusion, the combined capacity of the two major SPS s is adequate for the growth expected to Wastewater Treatment Plant Description The Port Elgin WWTP operates under ECA No FFRDQ issued in Since the preparation of the 2009 Master Plan, the plant Headworks have been substantially changed and the air supply facilities (i.e. blowers) upgraded. The plant rated capacity remains at 6,455 m 3 /d as an annual average flow. The 2009 Master Plan 4 provided some of the following capacity information for the individual unit processes. Table 5.4 Port Elgin WWTP Unit Process Capacities Unit Process Size/Capacity Comments Headworks Aeration Tanks including Blower Capacity Final Clarifiers - Rated at a peak flow of 38,275 m 3 /d - Rated at an average annual flow of 6,455 m 3 /d - Rated at a maximum day flow of 22,850 m 3 /d based on solids loading rate at 3,600 mg/l MLSS 1. - Constructed in Operating as an extended aeration process - Rating based on surface overflow rate = 26,233 m 3 /d as a peak flow UV Disinfection - Rated at 18,720 m 3 /d Effluent Outfall - Reported to be surcharging during peak flows - Currently the subject of a Class EA Biosolids Digester m 3 available in Stage 1 & 2 Digesters (267 m 3 in Stage 1) Biosolids Storage - 3,360 m 3 available - See comments in Section (b) - See comments in Section (b) Notes: 1. This rating was checked based on current Return Activated Sludge (RAS) rates of 126% of average Inflow. Calculations are included in Appendix B. 4 Table 3G of 2009 Master Plan

82 Town Of Saugeen Shores Page 63 Water And Sanitary Sewer Servicing Master Plan Draft Report Capacity Review (a) Principal Treatment Units The principal treatment unit processes are rated in the current ECA, for an annual average daily flow of 6,455 m 3 /d. In addition, the final clarifiers have capacity for a maximum day flow of 22,850 m 3 /d and a peak rate of 26,233 m 3 /d, based on a design MLSS concentration of 3,600 mg/l and existing RAS rates. The UV system has a reported hydraulic capacity of 18,720 m 3 /d. A review of the 2011 to 2013 Annual Reports prepared by the Ontario Clean Water Agency (OCWA), the plant Operating Authority, identified the following: In 2011, the WWTP met all compliance limits for BOD 5, TSS, TP and E. coli, but exceeded objective criteria for TSS in December (18.0 mg/l vs mg/l). A process optimization review (Ref 12) was undertaken. In 2012, all compliance limits were met, but TSS concentrations exceeding objective criteria continued from December 2011 into January and February In 2013 all compliance and objective criteria were met. The highest monthly average for TSS was 10.0 mg/l in November, indicating that optimization efforts have been successful. In addition, a review of effluent ammonia concentrations established that the Port Elgin WWTP provides significant nitrification (i.e. ammonia removal) even though there are currently no effluent criteria for this. Figures 5.3A, 5.3B and 5.3C show the relationship between expected flows and rated plant capacities throughout the study period. We have presented the clarifier capacity based on maximum day flows and solids loading rate. In our opinion, at current process operating conditions (i.e. MLSS and RAS rates) the surface overflow rate and peak flows govern. Figure 5.3A Port Elgin WWTP Average Flow vs Capacity

83 Town Of Saugeen Shores Page 64 Water And Sanitary Sewer Servicing Master Plan Draft Report Figure 5.3B Port Elgin WWTP Maximum Day vs Capacity Figure 5.3C Port Elgin WWTP Peak Flow vs Capacity As proof of the substantial treatment capacity of the aeration and clarifier components at the Port Elgin WWTP, the plant has operated through most of 2014 on a single treatment train. (b) Biosolids Facilities In addition to the principal treatment units, consideration was given to the effective capacity of the biosolids digestion and storage facilities. The following information was extracted from the 2011 to 2013 Annual Operating Reports.

84 Town Of Saugeen Shores Page 65 Water And Sanitary Sewer Servicing Master Plan Draft Report Year Wastewater Treated (1,000 m 3 ) Table 5.5 Biosolids Production Data Sludge Volume (m 3 ) Biosolids to Wastewater Ratio (m 3 /1000 m 3 ) Biosolids Density (%) , , , , , , Weighted Average m 3 /d In addition to the above data, monthly process data summaries for the period January 2013 to February 2014 (14 months) established the following average values: Waste Activated Sludge (WAS) production = 28.2 m 3 /d WAS concentration = 2.56% Solids Retention Times (SRT) = 21.2 days Mixed Liquor Solids - MLSS = 3,608 mg/l - MLVSS = 2,741 mg/l % Volatile Solids = 76% MOE guidelines (Ref 13) identify the following design criteria for aerobic digestion facilities Volatile solids loading 1.6 kg VS/m 3 per day to first stage of aerobic digester SRT 45 days in digester (including aeration system SRT). Based on the current operational data the loading rates to the first stage of the Digester (267 m 3 ) are 2.04 kg VS/m 3 per day (see Appendix B for calculations). This value exceeds recommended values by almost 30%. When considering the entire digester volume (i.e. 400 m 3 ) the loading is reduced to 1.37 kg VS/m 3 day. The SRT of the digested biosolids in the Digester is currently approximately 35 days compared to a 45 day design guideline recommendation. This is based on the mean of the input and output volumes. From the Digester, biosolids are transferred to the sludge holding facilities. MOE Guidelines (Ref 13) recommend a minimum of 240 days of storage be provided. Based on a review of three years of data, biosolids are typically land applied in April/May and October/November which is closer to a six month cycle. Based on the information in Table 5.5 the quantity of digested biosolids being produced and land applied is approximately 3.25 m 3 per 1000 m 3 of wastewater treated. At current average wastewater flows of 3,735 m 3 /d (Table 5.1), the annual biosolids volume would be approximately 4,360 m 3 resulting in a retention time of about 280 days, exceeding Guideline requirements.

85 Town Of Saugeen Shores Page 66 Water And Sanitary Sewer Servicing Master Plan Draft Report Figure 5.4 shows the relationship between holding tank requirements and existing capacity. For consideration purposes we have presented both the current operating six month (180 day) requirement and the MOE Guideline 240 day recommended value. Figure 5.4 Biosolids Storage Required vs Available Based on the above, as long as the biosolids can be land applied at approximately six month cycles, the existing storage volume is adequate until near the end of the study period. Also, the current solids concentrations for the stored biosolids remains relatively low (i.e. <2.5%). Any increase in concentration that can be achieved through decanting or other means reduces the need for an increased storage volume. 5.7 Odour Issues From time to time there have been odour complaints regarding the Port Elgin WWTP. For 2012 and 2013 copies of the complaint reports were included with the Annual Report prepared by OCWA. For 2014 (May to October), the reports were placed in a log of Odour Complaint Investigation Records kept by the Town. For the three years of record, the number of complaints ranged from a low of 15 in 2013 to almost 40 in 2012 and The calls originate from 3 to 6 properties west of the WWTP. Currently the following observations are made in response to a call regarding odour. Date and time Precipitation Temperature Wind direction and speed Barometric reading Dew point

86 Town Of Saugeen Shores Page 67 Water And Sanitary Sewer Servicing Master Plan Draft Report The Town has developed on Odour Management Plan, a copy of which is provided in Appendix C. The issue is considered important but more of an operational consideration than Master Plan subject. 5.8 Summary and Conclusions for Port Elgin Sewage Summary It is estimated that the Port Elgin sanitary sewage system is currently servicing an equivalent population of approximately 9,970 (4,189 EHU s). There are 479 properties in the Port Elgin service area that are connected to municipal water, but not sewers. The majority of these are in the southwest part of the community. A comparison of existing flows to WWTP capacity is as follows: Average Annual Flow = 3,735 m 3 /d actual vs 6,455 m 3 /d capacity 5 Peak Flow Rate = 16,475 m 3 /d actual vs 18,720 m 3 /d capacity 6 It is projected that the Port Elgin sanitary service area will increase from 4,189 EHU s to approximately 6,097 EHU s by This assumes that the 479 currently unserviced properties will be serviced within the 20 year period. Based on the projected growth, average annual sewage flows will increase to approximately 5,426 m 3 /d which is 84% of plant capacity. Peak sewage flows will increase to approximately 24,000 m 3 /d which exceeds the capacity of the existing disinfection system and outfall, but is within the theoretical capacity of the primary treatment components. Analyses established that the existing aerobic digester is already theoretically undersized based on criteria in the MOE Guidelines (Ref 13). Any performance problems associated with this are off-set by the fact that digestion continues to occur in the sludge holding tank. At this time we do not suggest expansion of the digester, although future modifications could be triggered by: Deterioration of digester performance (e.g. odour issues) Energy considerations related to the digestion and storage process A need to expand biosolids storage should six months capacity become an operational problem A change in the plant process triggered by a change in effluent quality criteria 5 Annual Average Capacity is a compliance criteria in the current ECA. 6 Peak Capacity is based on the UV system capacity. The limiting components are disinfection and the outfall sewer.

87 Town Of Saugeen Shores Page 68 Water And Sanitary Sewer Servicing Master Plan Draft Report In our opinion, any modifications to the biosolids system should be preceded by an investigation of biosolids management alternatives that considers at least: Long term disposal needs Energy considerations Potential regulatory changes Similar issues at the Southampton WWTP Risks Other than the capacity of the UV disinfection system and the existing outfall sewer, there are no apparent capacity issues within the study period for the primary treatment components at the Port Elgin WWTP. Certain assumptions have been made regarding rates of development and where development will occur (e.g. 62% Port Elgin are and 38% Southampton area). There is sufficient reserve capacity that there will be ample opportunity to respond to growth that exceeds what is projected in this Master Plan. Peak wastewater flows are not currently measured and recorded. Values used in this Master Plan are estimates based on available data. It is important to note that the real peak flow to the WWTP is the sum of the discharges from the two large SPS s, and there is the capability of exceeding the estimated value. Based on historical information, exceedances would be very infrequent. As the service area expands risk will increase, but it is currently low. It has long been the practice of the MOE to change effluent quality requirements (i.e. make them more stringent) when a capacity increase is requested. It is possible that the MOE could lower the allowable concentrations for both BOD 5 and TSS and add criteria for nitrogen parameters (e.g. ammonia). The first opportunity for the MOE to consider changes will be during the Class EA process for the UV system and outfall currently underway. We recommend that biosolids quantities and storage requirements be monitored on at least a five year frequency. Should treatment or storage problems occur, then a formal biosolids management study, including consideration of the Southampton WWTP, should be undertaken. Biosolids storage capacity is less than the eight months recommended by the MOE Guidelines. Should the Guideline values be enforced through regulation or other means, it will be necessary to determine how biosolids should be managed going forward. A review of the impact of future development and the potential connection of areas currently without sanitary servicing (e.g. Gobels Grove) has established that the sections of existing sanitary sewer on Harbour Street between Izzard Avenue and the Harbour Street SPS will be within 7% of theoretical capacity at full development. Because flows could change, we recommend re-assessment on a 5 year frequency or as the rate of development dictates.

88 Town Of Saugeen Shores Page 69 Water And Sanitary Sewer Servicing Master Plan Draft Report 5.9 Suggested Projects and Capital Costs The UV system at the Port Elgin WWTP will need to be re-rated or expanded by approximately The probable cost of a UV system expansion is between $200,000 and $300,000 (2014$). It is noted that any physical expansion of the WWTP will be required to complete screening for cultural heritage and archeological resources. Also any future extension of the sewage collection system will need to consider impacts to heritage and archeological resources, as well as alternatives to locating utilities in the Highway 21 corridor. Subject to the following considerations, this study has not identified the need for other capital projects related to the Port Elgin sanitary sewage system at this time. Rates of growth and total development are approximately what has been estimated for this analysis. Per unit flows remain similar to current values. Biosolids can continue to be land disposed on a 6 month cycle. Process biosolids characteristics (e.g. solids concentrations, SRT s) remain similar. It is recommended that the performance of the biosolids system and quantities vs storage capacity be monitored on at least a five year basis.

89 Town Of Saugeen Shores Page 70 Water And Sanitary Sewer Servicing Master Plan Draft Report 6.0 SOUTHAMPTON AREA SEWAGE SYSTEM 6.1 Description An overall illustration of the Southampton sewage system is provided in Figure 6.1. Most of the original system was constructed in 1972, including three SPS s with forcemains and the WWTP. The WWTP is an extended aeration, activated sludge plant using two oxidation ditches, two rectangular secondary clarifiers and ultraviolet (UV) disinfection. Upgrades to the plant in 1996 included a new UV disinfection system and two additional clarifiers. Biosolids storage and digestion facilities had previously been upgraded in In 2010, two replacement aeration rotors were installed to improve oxygen transfer and overall sewage treatment. The facility currently operates under Amended Certificate of Approval (now referred to as an Environmental Compliance Approval or ECA) No , issued July 25, 1994 (Ref 14). The plant has an Annual Average Day Flow rating (i.e. Rated Capacity) of 3,042 m 3 /d and peak rated capacity of 6,084 m 3 /d. The peak capacity is a compliance criteria. The WWTP discharges treated effluent to the Saugeen River. The sewage collection system now includes five SPS s, three of which serve relatively local areas throughout the community. Two of the stations, No. 1 and No. 5 are larger and discharge directly to the WWTP. No. 5 which serves the area north of the Saugeen River went into operation in No. 3 discharges into the forcemain from No Issues Identified in 2009 The 2009 Master Plan investigated sewage servicing requirements to The following issues were identified 7 : Peak sewage flows were expected to exceed the peak rated capacity of the WWTP (i.e. 6,084 m 3 /d) which would trigger a need for upgrades to: - The WWTP headworks - Final clarifier capacity - The UV disinfection system - Possibly a short section of the outfall Prior to increasing clarifier capacity a stress test should be undertaken. Sludge storage requirements should be reviewed every 5 years. 7 Genivar 2009 Master Plan Table 4F

90 SOUTH STREET ISLAND STREET CONCESSION 14 SPS2 Lake Huron!( LAKE STREET F R O N T S T R E E T!( SPS1!( SPS5 H U R O N S T R E E T S O U T H GROSVENOR STREET SOUTH BRUCE ROAD!(!( SPS4 COLE BOULEVARD V IC TO R IA S T R E E T S O U T H BREADALBANE STREET SOUTH S A U G E E N S T R E E T T Y E N D IN A G A D R IV E R A ILW AY S T R E E T GREY STREET SOUTH GRENVILLE STREET SOUTH SPS3!( ") NORTH RA NKIN S T R E E T Wastewater Treatment Plant PEEL STREET SPENCE STREET LOUISA STREET HIGHWAY 21!( Sanitary Pumping Station 300mm 350mm CARLISLE STREET 375mm 400mm BRUCE ROAD 3 450mm 525mm Metres OAD 600mm 685mm Sewage Service Area Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Existing Southampton Sewage System DATE OCT SCALE 1 : 22,000 PROJECT No FIGURE No. 6.1

91 Town Of Saugeen Shores Page 72 Water And Sanitary Sewer Servicing Master Plan Draft Report 6.3 Population Growth and Sewage Flows Population Growth Section 3 identifies the existing and predicted populations for Saugeen Shores. The projected urban area population growth is presented on Figure 3.1. It is assumed that 38% of the growth will go to the Southampton service area. Within the Southampton sewer service area there are currently approximately 257 properties that have municipal water supply, but no sewer service. For purposes of assessing WWTP capacity requirements, we have assumed these properties will be added as serviced customers during the 2014 to 2034 study period Existing Sewage Flows Sewage flow data from 2011 to 2013 was used to determine the benchmark average day and maximum day flow values for the Southampton sewage system. Values of 1,730 m 3 /d and 5,536 m 3 /d were calculated for average day and maximum day flow respectively. During this period, average day flows did not exceed the rated capacity of the plant. Annual sewage flow data for the Southampton WWTP from 2011 to 2013 is presented in Table 6.1. Table 6.1 Southampton WWTP Sewage Flows Year Sewage Flow (m 3 /d) Average Max. Day ,935 4, ,370 2, ,885 5,536 Average or Maximum 1,730 5,536 The total number of EHU's for wastewater, as presented in Section 3.2, was split 62% Port Elgin and 38% Southampton based on the number of customers in each zone. This resulted in a total of 2,567 EHU's (6,756 x 0.38) for Southampton. Application of these values results in an average flow of 0.67 m 3 /EHU and a maximum day flow of 2.17 m 3 /EHU. The values are summarized in Table 6.2. The total equivalent serviced population of the Southampton area was calculated from the total EHU's and the average population density to be 6,109 persons (2,567 x 2.38). This value results in 0.28 m 3 /d per capita for average day flow and 0.91 m 3 /d per capita for maximum day flow. It is assumed that these per capita sewage flows will remain constant for Southampton throughout the entire 20 year study period.

92 Town Of Saugeen Shores Page 73 Water And Sanitary Sewer Servicing Master Plan Draft Report Table 6.2 Existing Average and Maximum Day Sewage Flows (Southampton) Total Number of Existing Equivalent Household Units (EHU s) 2,567 Total Equivalent Serviced Population 6,109 Average Day Sewage Flow (2011 to 2013) 1,730 m 3 /d Maximum Day Sewage Flow (April 2012) 5,536 m 3 /d Average Day Sewage Flow per EHU 0.67 m 3 /d Maximum Day Sewage Flow per EHU 2.17 m 3 /d Average Day Sewage Flow per capita 0.28 m 3 /d Maximum Day Sewage Flow per capita 0.91 m 3 /d The 2009 Master Plan (Ref 3) estimated the peak flow to the Southampton WWTP be 97 L/s based on detailed analysis of operating conditions at the pumping stations during a March 2006 peak flow event. No similar events have occurred since All flows to the WWTP are pumped from SPS s No. 1, No. 3 and No. 5. Therefore, the actual peak flows would be a function of the pumps that are operating at each station. Flows are not recorded on an instantaneous basis at the SPS s. To estimate the peak flows for projection purposes we proceeded as follows: Determined the peak extraneous flow as the difference between the maximum daily flow and the minimum daily flow in Estimated the peak sewage component of the flow by applying the Harmon equation to the minimum daily flow. Available data is as follows: Minimum daily flow 2013 = 964 m 3 Maximum daily flow 2013 = 5,536 m 3 Equivalent serviced population = 6,109 (EHU s = 2,567) Harmon peaking factor = 3.16 The analysis was as follows: Peak Extraneous Flow = 5,536 m 3 /d 964 m 3 /d = 4,572 m 3 /d = 52.9 L/s Peak Sewage Flow = 964 x 3.16 = 3,046 m 3 /d = 35.3 L/s

93 Town Of Saugeen Shores Page 74 Water And Sanitary Sewer Servicing Master Plan Draft Report Estimated Total Peak Flow = 52.9 L/S L/s = 88.2 L/s = 7,620 m 3 /d = 2.98 m 3 /d say 3.0 m 3 /d per EHU The Southampton service area is currently approximately 567 ha. Therefore the peak extraneous flow was approximately 0.09 L/s per ha. On the basis that 964 m 3 represented the true sewage flow, the equivalent per capita unit value would be approximately m 3 /d (964 6,109). As discussed in Section 6.5, peak pumping capacity, as currently operated, is approximately: SPS No L/s SPS No L/s SPS No L/s Total 83 L/s Therefore, peak flows are likely at or near the operating capacity of the pumping facilities as they currently operate. Based on the above analysis, the estimated ratio of peak flow to average flow using the flows per EHU is 4.48 ( ), say Future Sewage Flows Figure 3.3A identifies the expected growth in sewage EHU s through the study period. Servicing of existing developed, but currently unserviced, properties is included in the projection. The projected number of EHU s to be connected to the Southampton WWTP by 2034 is 3,709. Realistically, unit sewage flows, both average and peak, will decline as the number of connections increase. This is in part because modern sewers tend to have less leakage and also because of the averaging effect on peaks. Therefore applying existing values to the growth component is considered conservative. Future (2034) sewage flows applicable to the Southampton WWTP have been determined as follows: Average Flow (2034) No. of EHU s = 3,709 Average Flow per EHU = 0.67 m 3 /d 2034 Average Day Flow = 3,079 x 0.67 = 2,485 m 3 /d Maximum Day Flow (2034) Maximum Day Flow per EHU = 2.17 m 3 /d 2034 Maximum Day Flow = 3,709 x 2.17 = 8,048 m 3 /d

94 Town Of Saugeen Shores Page 75 Water And Sanitary Sewer Servicing Master Plan Draft Report Peak Flow (2034) Peak Flow per EHU = 3.0 m 3 /d 2034 Peak Flow = 3,709 x 3.0 = 11,127 m 3 /d = 129 L/s 6.4 Sewer Collection System Existing Issues No issues have been identified with respect to the existing collection system. The Town continues to rehabilitate and replace sewers to reduce extraneous flows. The fact that extreme peak flows observed in 2006 have not been replicated since is evidence of the benefits of the ongoing efforts Extensions for New Development As noted in Section 3.5, there are a number of existing developed but unserviced, and potential future development areas within each community. Figure 3.4B identifies eight such areas in the Southampton sewer service area and within the Settlement Area boundary. Table 6.3 identifies for each area, the most likely sewer outlet and expected capacity issues, if any. Capacities were checked based on the following design parameters: Population per ha = 13.6 persons EHU s per ha = persons per EHU = 5.71 Peak Flow per EHU = 3.0 m 3 /d (see Section 6.3.3) Peak Flow per ha = 5.71 x 3.0 m 3 /d = m 3 /d = 0.19 L/s say 0.20 L/s It is important to note that some of the areas may require local pumping stations to address topography issues. Additional detail regarding the servicing of each area can be found in the 2009 Master Plan. None of the proposed new development areas are large enough that a capacity issue results in any of the trunk sanitary sewers. Regardless, many of the east-west sewers are relatively small diameter and flow routings and capacities, and actual performance should be assessed for each development proposal as it comes forward Extensions for Existing Developments The only part of the Southampton service area developed but unserviced is the Miramichi Road area in the southwest. The area is not large and no upgrades of the existing system are required in order to allow service.

95 Town Of Saugeen Shores Page 76 Water And Sanitary Sewer Servicing Master Plan Draft Report Area No. Description Table 6.3 Summary of Information for Future Sewers in Southampton Service Area Area (ha) Peak Sewage Flow (L/s) A Miramichi Road Area B Probable Outlet SPS s Affected Capacity Issues To trunk sewer on Huron Street South SPS 1 and SPS 2 None expected Peel Street / McNab Street Peel Street trunk sewer SPS 1 None expected C D Island Street / Bay Street Local sewers to SPS 2 SPS 1 and SPS 2 None expected South side of Peel Street Peel Street trunk sewer SPS 1 None expected E North side of Peel Street Peel Street trunk sewer SPS 1 Potential issues between Albert St. and Huron St. F South of Louise Street Local sewers to SPS 3 SPS 3 G H South side of Grenville / High Streets Local sewers to SPS 1 SPS 1 North side of Grenville / High Streets Local sewers to SPS 1 SPS 1 In combination with other areas could exceed capacity of SPS 3. High St. and downstream trunk sewer capacity should be confirmed when the scale of development is confirmed. High St. and downstream trunk sewer capacity should be confirmed when the scale of development is confirmed. Total Area and Flow Notes: 1. All or parts of Areas E, G, and H can flow to a new SPS location on Anglesia St. S. and be discharged directly to the WWTP.

96 Town Of Saugeen Shores Page 77 Water And Sanitary Sewer Servicing Master Plan Draft Report Figure 6.2 presents the general features of probable sewer system extensions in the Southampton service area Service Outside Settlement Area The study area includes several areas adjacent to Southampton that are currently outside the Settlement Area boundary. In general terms, these areas lie east and south of the current community. They are extensive, comprising almost 1,500 ha. In our opinion, it is not feasible to connect the majority of these areas to the existing sanitary collection system. The preferred approach is to have wastewater in these areas pumped directly to the WWTP. Ideally the sequence of development or servicing would start at the north and proceed southerly. The specific location of pumping stations and trunk sewers is dependent on the scale, location and sequence of actual development proposals. 6.5 Sewage Pumping Stations and Forcemains General There are a total of five SPS s within the Southampton sanitary sewer system. Three of these serve local drainage areas. The two largest SPS s, both of which discharge directly to or near the WWTP headworks, are Nos. 1 and 5. SPS No. 5 went into service in 2010 and serves the area north of the Saugeen River. In addition to the above, SPS No. 3 discharges into a common forcemain with SPS No SPS No. 1 SPS No. 1 has two identical sewage pumps with VFD s. The station is equipped with a backup generator. Testing 8 conducted at the time of the 2009 Master Plan determined that the pumps were operating at a reduced speed and discharging approximately 55 L/s. Testing at the time established that at full frequency (i.e. 60 Hz), the discharge would be 99 L/s. Although the pumps are currently set to operate at 52 to 54 Hz, the capacity of this facility is considered to be 99 L/s. To accommodate new development it will be necessary that the pumps operate at higher speeds. As noted in Table 6.3, the estimated total of all additional flow from extensions within the settlement boundary is approximately 35 L/s. Based on current flow estimates, it is expected that this increase can be accommodated at SPS No. 1 without a pump size increase. However, it will be necessary to ensure SPS No. 1 operates at or near the maximum frequency on the VFD. 8 Genivar 2009 Master Plan Section 4.3, Pg 4-5 and 4-6

97 MATCH LINE 1 SOUTH STREET BRUCE ROAD 3 MORPETH STREET CONCESSION 14 HIGH STREET Lake Huron SPS2 HARMER STREET!( HURON STREET SOUTH SPS1!(!( SPS5 BLANCHFIELD ROAD SPS4 SOUTH RANKIN STREET A 54.7 ha C 2.5 ha GROSVENOR STREET SOUTH ALBERT STREET SOUTH BRUCE ROAD!(!( SAUGEEN STREET MIRAMICHI BAY ROAD SPS3 TYENDINAGA DRIVE MCNABB STREET!( GREY STREET NORTH!( B 15.3 ha GRENVILLE STREET SOUTH NORTH RANKIN STREET CLARENDON STREET RAILWAY STREET D 28.3 ha PEEL STREET E 36.4 ha ANGLESIA STREET SOUTH SPS!( G DISCHARGE TO WWTP FUTURE SPS FOR AREAS E,G,H LOCATION TBD H 9.2 ha 12.7 ha F 11.7 ha ") Wastewater Treatment Plant LOUISA STREET HIGHWAY 21 CARLISLE STREET!(!( Sanitary Pumping Station Match Line 300mm 350mm 375mm 400mm 450mm 525mm 600mm 685mm Proposed Trunk Sewers ,000 Metres Southampton Non-Sewered and/or Development Area Port Elgin Non-Sewered and/or Development Area Settlement Area Boundary Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update Southampton and Area Sewer System Extensions DATE OCT SCALE 1 : 30,000 PROJECT No FIGURE No. 6.2

98 Town Of Saugeen Shores Page 79 Water And Sanitary Sewer Servicing Master Plan Draft Report SPS No. 3 SPS No. 3 located off Clarendon Street, between Grey and Victoria Streets is a small secondary SPS that discharges directly to the forcemain between SPS No. 1 and the WWTP Headworks. At the time of the 2009 Master Plan, it was determined that the submersible pumps were discharging approximately 9 L/s. Currently one of the pumps has been replaced and another replacement is available for installation. It is estimated the replacement pumps will discharge 18 to 20 L/s SPS No. 5 SPS No. 5 went into operation in 2010 and pumps wastewater directly to the WWTP. The facility is equipped with two submersible sewage pumps, each rated at 48.4 L/s. Based on available daily flow data, it is estimated the existing peak flows are less than 10 L/s. 6.6 Wastewater Treatment Plant Description The Southampton WWTP operates under ECA No issued in No modifications to the plant have occurred since the preparation of the 2009 Master Plan. The Plant s rated capacity remains at 3,042 m 3 /d as an annual average flow. The 2009 Master Plan 9 provided some of the following capacity information for the individual unit processes. Table 6.4 Southampton WWTP Unit Process Capacities Unit Process Size/Capacity Comments Headworks Aeration Tanks including Rotors Final Clarifiers - Rated at a peak flow of 10,627 m 3 /d (123 L/s) - Rated at an average annual flow of 3,042 m 3 /d - 4 clarifiers with 250 m 2 total surface area - Peak flow capacity 3 = 9,250 m 3 /d - Max. day capacity 4 = 6,300 m 3 /d - Exceeds current operating capacity of SPS No. 1, SPS No. 3 and SPS No. 5 but not the potential capacity - Operating as an extended aeration process - Peak capacity is based on surface overflow rates - Max. day capacity is based on surface loading rates UV Disinfection 2 - Rated at 7,603 m 3 /d (88 L/s) - From 2009 Master Plan 9 Genivar 2009 Master Plan Section 4.5, Pg 4-14

99 Town Of Saugeen Shores Page 80 Water And Sanitary Sewer Servicing Master Plan Draft Report Unit Process Size/Capacity Comments Effluent Outfall 2 - Rated at 160 L/s if 30 m is upgraded - Note: need to upgrade 30 m section of outfall sewer 5 Biosolids Digester Biosolids Storage m 3 available in Stages 1 and 2 Digesters (143 m 3 in Stage 1) - 1,288 m 2 available in four compartments - See Section (b) - See Section (b) Notes: 1 This rating was checked based on current Return Activated Sludge (RAS) rates of 202% of average inflow 2 As per Section 4.5 of 2009 Master Plan 3 Based on MOE Guideline SOR = 37 m3/m 2 per day 4 Based on MOE Guideline SLR = 170 kg MLSS/m 2 per day 5 The outfall sewer is currently monitored by WWTP operators Capacity Review (a) Principal Treatment Units The principal treatment unit processes are rated (based on the ECA) for an annual average daily flow of 3,042 m 3 /d. In addition, the final clarifiers, based on MOE Guidelines (Ref 13), have capacity for a maximum day flow of 6,300 m 3 /d and a peak rate of 9,250 m 3 /d. These ratings consider an operating MLSS concentration of 4,200 mg/l and existing return activated sludge (RAS) rates. The UV system has a reported hydraulic capacity (peak flow) of 7,600 m 3 /d. A review of the 2011 to 2013 Annual Reports prepared by the OCWA, the plant Operating Authority, determined that the WWTP is consistently meeting its effluent quality objectives for all parameters. Figures 6.3A to 6.3C show the relationship between expected flows and plant component capacities throughout the study period. We have shown the clarifier capacity based on maximum day and peak flows. In our opinion, at current process operating conditions (i.e. MLSS and RAS rates) the solids loading rate and maximum day flows will govern and be the limiting capacity. Based on discussions with the plant operator, it is the position that the existing clarifiers can handle sustained (i.e. maximum day) flows, up to approximately 7,800 m 3 /d. This opinion is based on observed conditions in 2006 during a high flow event (refer to Section 6.3.2). A procedure is in place to monitor conditions if and when flows exceed 7,500 m 3 /d.

100 Town Of Saugeen Shores Page 81 Water And Sanitary Sewer Servicing Master Plan Draft Report Figure 6.3A Southampton WWTP Average Flow vs Capacity Figure 6.3B Southampton WWTP Maximum Day vs Capacity Figure 6.3C Southampton WWTP Peak Flow vs Capacity

101 Town Of Saugeen Shores Page 82 Water And Sanitary Sewer Servicing Master Plan Draft Report In summary, although the Southampton WWTP has sufficient capacity on an average annual flow basis, as defined by the existing ECA, for projected growth until at least 2034, there are potential issues at projected peak and maximum day flows. Because problems would likely only occur at sustained high flows, they may not be obvious at current conditions. Also, the constraining capacities are theoretical values based on MOE Guidelines. Actual capacities may differ. In fact, as noted, real capacities may be significantly more. Monitoring of conditions during sustained high flow events is occurring. b) Biosolids Facilities In addition to the principal treatment units, consideration was given to the effective capacity of the biosolids digestion and storage facilities. The following information was extracted from the 2011 to 2013 Annual Operating Reports. Year Wastewater Treated (1,000 m 3 ) Table 6.5 Sludge Production Data Sludge Volume (m 3 /year) Sludge to Wastewater Ratio (m 3 /1000 m 3 ) Sludge Density (%) , , , , , , Weighted Average 4.45 m 3 /d In addition to the above data, monthly process data summaries for the period January 2013 to February 2014 (14 months) established the following average values: Waste Activated Sludge (WAS) production = 48.2 m 3 /d WAS concentration = 1.22 % Solids Retention Times (SRT) = 25.0 days Mixed Liquor Solids - MLSS = 4,164 mg/l - MLVSS = 2,810 mg/l % Volatile Solids = 67.5 % MOE guidelines (Ref 13) identify the following design criteria for aerobic digestion facilities: Volatile solids loading 1.6 kg VS/m 3 per day to first stage of aerobic digester. SRT 45 days in digester (including aeration system SRT). Based on the current operational data the loading rates to the first stage of the Digester (143 m 3 ) are approximately 2.78 kg VS/m 3 day. This value exceeds recommended values by almost 75%. Calculations are provided in Appendix B.

102 Town Of Saugeen Shores Page 83 Water And Sanitary Sewer Servicing Master Plan Draft Report The SRT of the digested biosolids in the Digester is currently approximately 37 days compared to a 45 day recommended design value. From the Digester, biosolids are transferred to the sludge holding facilities. MOE Guidelines (Ref 13) recommend a minimum of 240 days of storage be provided. Based on a review of three years of data, biosolids are typically land applied in June to August and October/November which is closer to a seven month cycle and sometimes longer. Based on the information in Table 6.5 the quantity of digested biosolids being produced and land applied is approximately 2.7 m 3 per 1000 m 3 of wastewater treated. At current average wastewater flows of 1,730 m 3 /d (Table 6.1), the annual biosolids volume would be approximately 1,705 m 3 resulting in a retention time of about 276 days, exceeding Guideline requirements. Figure 6.4 shows the relationship between holding tank requirements and existing capacity. For consideration purposes we have presented both the six month (180 day) requirement and the MOE Guideline 240 day recommended value. Figure 6.4 Southampton WWTP Biosolids Storage Required vs Available Based on the above, as long as the biosolids can be land applied at approximately six or even seven month cycles, the existing storage volume is adequate.

103 Town Of Saugeen Shores Page 84 Water And Sanitary Sewer Servicing Master Plan Draft Report 6.7 Summary and Conclusions for Southampton Sewage Summary It is estimated that the Southampton sanitary sewage system is currently servicing an equivalent population of approximately 6,109 (2,567 EHU s). There are 257 properties in the Southampton service area that are connected to municipal water, but not sewers. The majority of these are in the southwest part of the community. A comparison of existing flows to WWTP capacity is as follows: Average Annual Flow = 1,730 m 3 /d actual vs 3,042 m 3 /d capacity 10 Maximum Day = 5,536 m 3 /d vs 6,300 m 3 /d theoretical capacity Peak Flow Rate = 7,620 m 3 /d actual vs 9,250 m 3 /d capacity 11 It is projected that the Southampton sanitary service area will increase from 2,567 EHU s to approximately 3,709 EHU s by This assumes that the 257 currently unserviced properties will be serviced within the 20 year period. Based on the projected growth, average annual sewage flows will increase to approximately 2,495 m 3 /d which is 82% of plant rated (as per ECA) capacity. Peak sewage flows will increase to approximately 11,100 m 3 /d which exceeds the capacity of the existing headworks, clarifiers, disinfection system and a portion of the outfall. Based on maximum day flow projections, the solids loading capacity of the final clarifiers will be exceeded by Peak flow projections indicate the hydraulic capacity would be exceeded by about In both categories the capacities are based on theoretical analyses and comparison to MOE design guideline criteria and not necessarily actual performance. There is evidence that the solids loading maximum day flow capacity may be as high as 7,800 m 3 /d at current MLSS concentrations. Procedures are in place to monitor performance at sustained high flows. Analyses established that the existing aerobic digester is already theoretically undersized based on criteria in the MOE Guidelines (Ref 13). Any performance problems associated with this are likely off-set by the fact that digestion continues to occur in the sludge holding tank. At this time we do not suggest expansion of the digester, although future modifications could be triggered by: Deterioration of digester performance (e.g. odour issues) Energy considerations related to the digestion and storage process A need to expand biosolids storage should existing capacity become an operational problem A change in the plant process triggered by a change in effluent quality criteria 10 Annual Average Capacity is a compliance criteria in the current ECA. 11 Peak Capacity is based on MOE Guidelines. The limiting components are disinfection and the outfall sewer. It is also a compliance criteria in the ECA. In the ECA the peak rate is 6,084 m 3 /d.

104 Town Of Saugeen Shores Page 85 Water And Sanitary Sewer Servicing Master Plan Draft Report In our opinion, any modifications to the biosolids system should be preceded by an investigation of biosolids management alternatives that considers at least: Long term disposal needs Energy considerations Potential regulatory changes Similar issues at the Port Elgin WWTP The potential capacity issues at the WWTP relate only to maximum day and peak flows. It may be feasible to reduce these by addressing infiltration and inflow issues within the collection system. To do this requires on-going investigation and a commitment to maintenance and sometimes replacement of sewer infrastructure Risks Investigations have identified potential capacity issues at the Southampton WWTP within the next two to four years. The issues relate to maximum day and peak flows and involve several unit processes in the WWTP (i.e. clarification and disinfection). Also a short section of the existing outfall may need to be upgraded. It has also been determined that loadings to the aerobic digester exceed design guideline values. As long as treated biosolids can be land disposed at current frequencies, there is adequate storage capacity for at least 10 years. Other than the capacity of the UV disinfection system, a section of the existing outfall sewer, and the final clarifiers at maximum day flow; there are no apparent potential capacity issues until near the end of the study period for the primary treatment components at the Southampton WWTP. Certain assumptions have been made regarding rates of development and where development will occur (e.g. 62% Port Elgin are and 38% Southampton area). There is sufficient reserve capacity, in terms of average annual plant rating, that there will be ample opportunity to respond to growth that exceeds what is projected in this Master Plan. Peak wastewater flows are not currently measured and recorded. Values used in this Master Plan are estimates based on available data. It is important to note that the real peak flow to the WWTP is the sum of the discharges from several SPS s, and there is the possibility of exceeding the estimated value. Based on historical information, exceedances would be very infrequent. As the service area expands, risk increases, but it is currently low. It has long been the practice of the MOE to change effluent quality requirements (i.e. make them more stringent) when a capacity increase is requested. It is possible that the MOE could lower the allowable concentrations for both BOD 5 and TSS and add criteria for nitrogen parameters (e.g. ammonia). The first opportunity for the MOE to consider changes would be if an application is made for an ECA amendment to address the peak flow rating or disinfection/outfall. Given that no increase in effluent loading is required, we believe a strong argument can be made for retaining the

105 Town Of Saugeen Shores Page 86 Water And Sanitary Sewer Servicing Master Plan Draft Report existing effluent objectives, or alternatively negotiating criteria that are consistent with existing performance. 6.8 Suggested Projects and Capital Costs Investigations have identified a number of potential capital projects and actions related to the Southampton sewage system. These are summarized in Table 6.6. Table 6.6 Southampton Sewage System Projects Project or Activity Suggested Timing Probable Cost (2014 $) Investigations (e.g. CCTV, flow metering) to Annual Budget On going effort reduce infiltration and inflow to the sewers Item Increase speed of pumps at SPS No. 1 Subject to monitoring No cost Expand or re-rate UV Disinfection and Outfall (30 m±) 2015 $200,000 Clarifier expansion (subject to monitoring) 1 Subject to monitoring $925,000 Headworks modifications or expansion $100,000 to $300,000 Notes 1. The theoretical capacity and the ECA rated capacity of the clarifiers will be reduced in There needs to be an on-going monitoring program. 2. Modern Headworks often incorporate mechanical screening and other features. Costs can vary substantially. It is noted that any future physical expansion will require assessments for cultural heritage and archeological resources. Additionally, any expansions of the collection system in the vicinity of Highway 21 will also have to consider all alternatives to placing utilities in the Highway 21 corridor. Presently the MTO does not endorse or support utilities located in the Highway 21 corridor. All of which is respectfully submitted. B. M. ROSS AND ASSOCIATES LIMITED Per Andrew Garland, P. Eng. :hv Per Stephen D. Burns, P. Eng.

106 Town Of Saugeen Shores Page 87 Water And Sanitary Sewer Servicing Master Plan Draft Report REFERENCES 1. Municipal Engineer s Association, Municipal Class Environmental Assessment, October 2000 as amended 2007 and B. M. Ross and Associates Limited, Town of Saugeen Shores, Water and Sanitary Sewage Servicing Master Plan, March Genivar Consultants LP, Town of Saugeen Shores, Water and Sanitary Sewage Servicing Master Plan, June Hemson Consulting Ltd., Development Charges Amendment Study, June The Corporation of the Town of Saugeen Shores, Official Plan (By-Law No ), December B. M. Ross and Associated Limited, Town of Saugeen Shores Sanitary Sewage Master Plan Update Prepared as an Addendum to the town of Saugeen Shores Water and Sanitary Sewage Servicing Master Plan as Revised March 13, 2000 and September 6, The Corporation of the Town of Saugeen Shores, Municipal Drinking Water Licence No , Issue 1, August 4, The Corporation of the Town of Saugeen Shores, Drinking Water Works Permit No , August 3, Ministry of the Environment, Design Guidelines for Drinking Water Systems Ontario Ministry of the Environment, Port Elgin Sewage Treatment Plant Certificate of Approval No FFRDQ, April 7, Henderson, Paddon & Associates Limited, Design Report Concession 10 Sanitary Sewers, Forcemain and Sewage Pumping Station, Town of Saugeen Shores, November Ontario Clean Water Agency, Investigation of High Effluent Ammonia at the Port Elgin WPCP, November 26, Ministry of the Environment, Design Guidelines for Sewage Works, Ontario Ministry of the Environment, Southampton Sewage Treatment Plant Certificate of Approval No , July 25, 1994.

107 APPENDIX A PUBLIC AND AGENCY CONSULTATION

108 TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN UPDATE NOTICE OF STUDY COMMENCEMENT THE PROJECT: In 2009, the Town of Saugeen Shores completed a water supply and sanitary sewer services Master Plan for the communities of Port Elgin and Southampton and surrounding areas, which identified a number of upgrades for the municipal water and sewage systems over a 20-year planning period. An update to the Servicing Master Plan is being undertaken at this time to incorporate: recent growth; information from the new Official Plan, Water and Sewage Financial Plans and the revised Development Charges Bylaw; and servicing initiatives implemented by the Town since completion of the Master Plan. The Servicing Master Plan update process will involve a review of existing water supply and sanitary sewage collection and treatment components and any changes which have been implemented since completion of the Master Plan. Additionally, the update will review growth projections within the service area, in conjunction with flow information, to predict infrastructure needs over a 20-year planning period. A technical review of previously identified capital improvements will also be undertaken. Upon completion, the Master Plan update will establish a plan for the implementation of any recommended projects. THE ENVIRONMENTAL ASSESSMENT PROCESS: The Servicing Master Plan update is being conducted in accordance with the requirements of the Municipal Class Environmental Assessment (Class EA) which is an approved process under the Environmental Assessment Act. Master Plan projects incorporate Phases 1 & 2 of the Class EA process and also include consultation with the general public, government review agencies and affected property owners. PUBLIC INVOLVEMENT: Public consultation is a key component of this study. As a part of the consultation component of this project, a public information meeting will be held during the course of the study. Details regarding the public meeting will be provided in a future notice. Any comments collected will be maintained on file for use during the project and may be included in project documentation. With the exception of personal information, all comments will become part of the public record. For further information on this project, or to review the Class EA process, please contact the consulting engineers: B.M. Ross and Associates, 62 North Street, Goderich Ontario, N7A 2T4. Telephone (519) Fax (519) Attention: Lisa Courtney, Environmental Planner. lcourtney@bmross.net David Burnside, Engineering Services Town of Saugeen Shores This Notice issued May 5, 2014

109 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 p. (519) f. (519) Agency Date File No RE: TOWN OF SAUGEEN SHORES WATER AND SANITARY SERVICING MASTER PLAN UPDATE In 2009, the Town of Saugeen Shores completed a water supply and sanitary sewer services Master Plan for the communities of Port Elgin and Southampton and surrounding areas, which identified a number of upgrades for the municipal water and sewage systems over a 20-year planning period. An update to the Servicing Master Plan is being undertaken at this time to incorporate: recent growth; information from the new Official Plan, Water and Sewage Financial Plans and the revised Development Charges Bylaw; and servicing initiatives implemented by the Town since completion of the previous Master Plan. The Servicing Master Plan update process will involve a review of existing water supply and sanitary sewage collection and treatment components and any changes which have been implemented since completion of the 2009 Master Plan. Additionally, the update will review growth projections within the service area, in conjunction with flow information, to predict infrastructure needs over a 20-year planning period. A technical review of previously identified capital improvements will also be undertaken. Upon completion, the Master Plan update will establish a plan for the implementation of any recommended projects. The Servicing Master Plan update is being conducted in accordance with the requirements of the Municipal Class Environmental Assessment (Class EA) which is an approved process under the Environmental Assessment Act. Master Plan projects incorporate Phases 1 & 2 of the Class EA process and also include consultation with the general public, government review agencies and affected property owners. This correspondence is being issued to advise of the start of study investigations. Your organization has been identified as possibly having an interest in the project and we are soliciting your input. Please forward your response to our office by July 14, If you have any questions or require further information, please contact the undersigned at or by at lcourtney@bmross.net. Yours very truly B. M. ROSS AND ASSOCIATES LIMITED Per Lisa J. Courtney, M.Sc. LC:hv Environmental Planner c.c. David Burnside, Town of Saugeen Shores Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\ Jun02-Agency Letter.docx

110 TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN UPDATE REVIEW AGENCY CIRCULATION LIST REVIEW AGENCY Ministry of the Environment (London) - EA Coordinator Bill Armstrong INVOLVEMENT Mandatory Contact Ministry of Natural Resources (Midhurst) Potential Impact on Natural Features Ministry of Culture (Toronto) Potential Impact to Heritage Features Ministry of Transportation (London) General Information Bruce County - Administration Department - Planning & Development Department General Information Saugeen Valley Conservation Authority Potential Impact on Natural Features Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\ Jun02- Agency List.docx

111 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 p. (519) f. (519) Aboriginal Community Date File No RE: TOWN OF SAUGEEN SHORES WATER AND SANITARY SERVICING MASTER PLAN UPDATE In 2009, the Town of Saugeen Shores completed a water supply and sanitary sewer services Master Plan for the communities of Port Elgin and Southampton and surrounding areas, which identified a number of upgrades for the municipal water and sewage systems over a 20-year planning period. An update to the Servicing Master Plan is being undertaken at this time to incorporate: recent growth; information from the new Official Plan, Water and Sewage Financial Plans and the revised Development Charges Bylaw; and servicing initiatives implemented by the Town since completion of the previous Master Plan. The Servicing Master Plan update process will involve a review of existing water supply and sanitary sewage collection and treatment components and any changes which have been implemented since completion of the Master Plan. Additionally, the update will review growth projections within the service area, in conjunction with flow information, to predict infrastructure needs over a 20-year planning period. A technical review of previously identified capital improvements will also be undertaken. Upon completion, the 2009 Master Plan update will outline any further requirements for studies, such as environmental assessment, and establish a plan for the implementation of any recommended projects. The Servicing Master Plan update is being conducted in accordance with the requirements of the Municipal Class Environmental Assessment (Class EA) which is an approved process under the Environmental Assessment Act. Master Plan projects incorporate Phases 1 & 2 of the Class EA process and also include consultation with the general public, government review agencies and affected property owners. This correspondence is being issued to advise of the start of study investigations. For your convenience, a response form is enclosed along with a self-addressed stamped envelope. Please forward your response to our office by July 14, If you have any questions or require further information, please contact the undersigned at or by at lcourtney@bmross.net. Yours very truly B. M. ROSS AND ASSOCIATES LIMITED LC:hv c.c. David Burnside, Town of Saugeen Shores Per Lisa J. Courtney, M.Sc. Environmental Planner Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\ Jun02-Aboriginal Let.docx

112 TOWN OF SAUGEEN SHORES WATER AND SANITARY SERVICING MASTER PLAN UPDATE ABORIGINAL AND MÉTIS CIRCULATION LIST Chippewas of Nawash Unceded First Nation Chief Arlene Chegahno R.R. #5 Wiarton, ON N0H 2T0 Cc: Doran Ritchie, SON Chippewas of Saugeen First Nation Chief Randall Kahgee Hwy. 21, R.R. # 1 Southampton, ON N0H 2L0 Cc: Doran Ritchie, SON Great Lakes Métis Council (formerly Grey-Owen Sound Métis Council) Malcolm Dixon, President 380 9th Street East Owen Sound, ON N4K 1P1 Historic Saugeen Métis 204 High Street, Box 1492 Southampton, ON N0H 2L0 Métis Nation of Ontario 500 Old St. Patrick St., Unit 3 Ottawa, ON K1N 9G4 Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\ Jun02-Aboriginal List.docx

113 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 p. (519) f. (519) Aboriginal Affairs and Northern Development Canada 10 Wellington Street, Room 1310 Gatineau, QC K1A 0H4 June 4, 2014 File No RE: TOWN OF SAUGEEN SHORES WATER AND SANITARY SERVICING MASTER PLAN UPDATE In 2009, the Town of Saugeen Shores completed a water supply and sanitary sewer services Master Plan for the communities of Port Elgin and Southampton and surrounding areas, which identified a number of upgrades for the municipal water and sewage systems over a 20-year planning period. An update to the Servicing Master Plan is being undertaken at this time to incorporate: recent growth; information from the new Official Plan, Water and Sewage Financial Plans and the revised Development Charges Bylaw; and servicing initiatives implemented by the Town since completion of the previous Master Plan. The Servicing Master Plan update process will involve a review of existing water supply and sanitary sewage collection and treatment components and any changes which have been implemented since completion of the 2009 Master Plan. Additionally, the update will review growth projections within the service area, in conjunction with flow information, to predict infrastructure needs over a 20-year planning period. A technical review of previously identified capital improvements will also be undertaken. Upon completion, the Master Plan update will establish a plan for the implementation of any recommended projects. The Servicing Master Plan update is being conducted in accordance with the requirements of the Municipal Class Environmental Assessment (Class EA) which is an approved process under the Environmental Assessment Act. Master Plan projects incorporate Phases 1 & 2 of the Class EA process and also include consultation with the general public, government review agencies and affected property owners. This correspondence is being issued to advise of the start of study investigations and ask for assistance in identifying any First Nation and Métis communities that may have an interest in this project. Your organization has been identified as possibly having an interest in the project and we are soliciting your input. Please forward your response to our office by July 14, If you have any questions or require further information, please contact the undersigned at or by at lcourtney@bmross.net. Yours very truly B. M. ROSS AND ASSOCIATES LIMITED LC:hv Per Lisa J. Courtney, M.Sc. Environmental Planner Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\ Jun04-AbAff-NorthDevCan Let.docx

114 2 c.c. David Burnside, Town of Saugeen Shores

115 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 p. (519) f. (519) Ministry of Aboriginal Affairs 720 Bay Street, 4th Floor Toronto, ON M5G 2K1 June 4, 2014 File No RE: TOWN OF SAUGEEN SHORES WATER AND SANITARY SERVICING MASTER PLAN UPDATE In 2009, the Town of Saugeen Shores completed a water supply and sanitary sewer services Master Plan for the communities of Port Elgin and Southampton and surrounding areas, which identified a number of upgrades for the municipal water and sewage systems over a 20-year planning period. An update to the Servicing Master Plan is being undertaken at this time to incorporate: recent growth; information from the new Official Plan, Water and Sewage Financial Plans and the revised Development Charges Bylaw; and servicing initiatives implemented by the Town since completion of the previous Master Plan. The Servicing Master Plan update process will involve a review of existing water supply and sanitary sewage collection and treatment components and any changes which have been implemented since completion of the 2009 Master Plan. Additionally, the update will review growth projections within the service area, in conjunction with flow information, to predict infrastructure needs over a 20-year planning period. A technical review of previously identified capital improvements will also be undertaken. Upon completion, the Master Plan update will establish a plan for the implementation of any recommended projects. The Servicing Master Plan update is being conducted in accordance with the requirements of the Municipal Class Environmental Assessment (Class EA) which is an approved process under the Environmental Assessment Act. Master Plan projects incorporate Phases 1 & 2 of the Class EA process and also include consultation with the general public, government review agencies and affected property owners. This correspondence is being issued to advise of the start of study investigations and ask for assistance in identifying any First Nation and Métis communities that may have an interest in this project. Your organization has been identified as possibly having an interest in the project and we are soliciting your input. Please forward your response to our office by July 14, If you have any questions or require further information, please contact the undersigned at or by at lcourtney@bmross.net. Yours very truly B. M. ROSS AND ASSOCIATES LIMITED Per Lisa J. Courtney, M.Sc. LC:hv Environmental Planner c.c. David Burnside, Town of Saugeen Shores Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\ Jun04-MinAbAff Let.docx

116

117

118 Lisa Courtney From: Sent: To: Subject: Armstrong, Bill (ENE) June 4, :28 PM Lisa Courtney RE: Saugeen Shores Master Plan Update Much thanks Lisa. Bill Armstrong W. Armstrong, MES Regional Environmental Planner Southwestern Region Ministry of the Environment 733 Exeter Road, London, On, N6E 1L3 (519) From: Lisa Courtney Sent: June 04, :00 PM To: Armstrong, Bill (ENE) Subject: RE: Saugeen Shores Master Plan Update Hi Bill, I have attached the 2009 Master Plan the digital copies we have been split into 4 four files for the main report and 7 files for the appendices. My next will have all the appendix files. Let me know if you have any trouble with the files (I hope I don t kill your inbox!) Cheers, Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net From: Armstrong, Bill (ENE) [mailto:bill.armstrong@ontario.ca] Sent: June 4, :51 PM To: lcourtney@bmross.net Subject: Saugeen Shores Master Plan Update 1 You created this PDF from an application that is not licensed to print to novapdf printer (

119 Hi Lisa just received notice of the update will advise if any specific MOE issues/concerns for now, can we get a copy of the current master plan (electronic being preferred) as we do not seem to have anything on file.merci beaucoup. Bill Armstrong W. Armstrong, MES Regional Environmental Planner Southwestern Region Ministry of the Environment 733 Exeter Road, London, On, N6E 1L3 (519) bill.armstrong@ontario.ca 2 You created this PDF from an application that is not licensed to print to novapdf printer (

120

121 Ministry of Transportation Engineering Office Corridor Management Section West Region Ministère des Transports Bureau du génie Section de gestion des couloirs routiers Région de l Ouest 659 Exeter Road 659, chemin Exeter London, Ontario N6E 1L3 London (Ontario) N6E 1L3 Telephone: (519) Téléphone: (519) Facsimile: (519) Télécopieur: (519) July 3, 2014 Ms. Lisa J. Courtney Environmental Planner BM Ross and Associates 62 North Street Goderich, Ontario N7A 2T4 Dear Ms. Courtney: RE: Town of Saugeen Shores Water and Sanitary Servicing Master Plan Update Municipal Class Environmental Assessment The Ministry of Transportation (MTO) has completed a review of the notice of study commencement for a Municipal Class Environmental Assessment (Class EA) for the Water and Sanitary Servicing Master Plan Update in the Town of Saugeen Shores. The following outlines our comments. MTO may have an interest in the Water and Sanitary Servicing Master Plan Update should it impact the Highway 21 corridor. MTO wishes to be circulated with updates and materials as the Class EA proceeds in order to review potential impacts to the Highway 21 corridor. Should you have any questions, please contact the undersigned. Yours truly, Ken Teasdale Senior Project Manager Corridor Management Section

122

123 Ministry of Tourism, Culture and Sport Culture Services Unit Programs and Services Branch 401 Bay Street, Suite 1700 Toronto ON M7A 0A7 Tel: Fax: Ministère du Tourisme, de la Culture et du Sport Unité des services culturels Direction des programmes et des services 401, rue Bay, Bureau 1700 Toronto ON M7A 0A7 Tél: Téléc: July 14, 2014 ( ONLY) Lisa J. Courtney B.M. Ross and Associates Limited 62 North Street Goderich, ON N7A 2T4 E: MTCS file #: Proponent: Town of Saugeen Shores Subject: Water and Sanitary Servicing Master Plan Update Location: Saugeen Shores, Bruce County, Ontario Dear Lisa J. Courtney: Thank you for providing the Ministry of Tourism, Culture and Sport (MTCS) with the Notice of Master Plan Update for your project. MTCS s interest in this EA project relates to its mandate of protecting, conserving and preserving Ontario s culture heritage, which includes: Archaeological resources, including land-based and marine; Built heritage resources, including bridges and monuments; and, Cultural heritage landscapes. Under the EA process, the proponent is required to determine a project s potential impact on cultural heritage resources. Please advise MTCS whether an archaeological assessment and/or a heritage impact assessment will be completed for your EA project, and provide them to MTCS before issuing a Notice of Completion. Realizing that this is a Master Plan, developing a preliminary inventory of known and potential cultural heritage resources within the study area can identify specific resources that may play a significant role in guiding the evaluation of alternatives for subsequent project-driven EAs. Aboriginal communities may have knowledge that can contribute to the identification of cultural heritage resources, and we suggest that any engagement with Aboriginal communities includes a discussion about known or potential cultural heritage resources that are of value to these communities. Archaeological Resources Your EA project may impact archaeological resources and you may screen the project with the MTCS Criteria for Evaluating Archaeological Potential to determine if an archaeological assessment is needed. MTCS archaeological sites data are available at archaeologicalsites@ontario.ca. If your EA project area exhibits archaeological potential, then an archaeological assessment (AA) by an Ontario Heritage Act (OHA) licensed archaeologist, who is responsible for submitting the report directly to MTCS for review, is recommended. Built Heritage and Cultural Heritage Landscapes The attached MTCS checklist Screening for Impacts to Built Heritage and Cultural Heritage Landscapes helps determine whether your EA project may impact cultural heritage resources. The clerks for the Town of Saugeen Shores and Bruce County can provide information on property registered or designated under the Ontario Heritage Act.

124 If your EA project will impact heritage resources, MTCS recommends that a Heritage Impact Assessment (HIA) be prepared by a qualified consultant. Our Ministry s Info Sheet #5: Heritage Impact Assessments and Conservation Plans outlines the scope of HIAs. Please send HIAs to MTCS for review, and make it available to local organizations or individuals who have expressed their interested in heritage. Environmental Assessment Reporting HIA and AA reports and their recommendations are to be addressed and incorporated into EA projects. If your screening has identified no known or potential cultural heritage resources, or no impacts to these resources, please include the completed checklists and supporting documentation in the EA report or file. MTCS is in no way liable if the information in the completed checklists is found to be inaccurate or incomplete. Thank-you for circulating MTCS on this project: please continue to do so through the EA process, and contact me for any questions or clarification. Sincerely, Joseph Muller Heritage Planner Joseph.Muller@Ontario.ca Copied to: David Burnside, Town of Saugeen Shores Please notify MTCS if archaeological resources are impacted by EA project work. All activities impacting archaeological resources must cease immediately, and a licensed archaeologist is required to carry out a determination of their nature and significance. If human remains are encountered, all activities must cease immediately and the local police be contacted as well as the Cemeteries Regulation Unit of the Ministry of Consumer Services must be contacted. In situations where human remains are associated with archaeological resources, MTCS should also be notified to ensure that the site is not subject to unlicensed alterations which would be a contravention of the Ontario Heritage Act.

125 Lisa Courtney From: Sent: To: Subject: Attachments: Murray-Leung, Caelan July 24, :54 AM Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update inquiry image001.gif; image002.gif Miss Courtney, It is to my knowledge that the Town of Saugeen Shores is currently in the mix in determining the best solution to addressing municipal water and sewage systems over a 20-year planning period. In recent council meetings, the idea of recoating the existing water towers for Port Elgin and Southampton have been in circulation as to whether a new tower would be more ideal as oppose to rehabilitating the existing ones. As this will be assessed in the Servicing Master Plan update, I was wondering if you would be able to tell me when the study is expected to be completed and made available to the public with the preferred suggestions. Thank you and have a good day, Caelan Murray-Leung Landmark Structures Office , x284 cmurray-leung@teamlandmark.com 1 You created this PDF from an application that is not licensed to print to novapdf printer (

126 FOR IMMEDIATE RELEASE July 29, 2014 SAUGEEN SHORES UPDATING SERVICING MASTER PLAN Town of Saugeen Shores, July 29, 2014 The Town of Saugeen Shores is working with B.M. Ross and Associates Limited of Goderich to update a 2009 Water and Sanitary Servicing Master Plan for the urban areas of the Town. This update to the 2009 Master Plan is being undertaken for several reasons. It is to incorporate recent growth in Port Elgin and Southampton; new policies in the Town s Official Plan; updates to the Development Charges By-law, and Water and Sewage Financial Plans; and recently constructed water and sanitary sewage projects. The update will also involve evaluating growth projections for the municipality and assessing the impacts of that growth with respect to water and wastewater servicing. A Public Information Centre is being planned to give residents an opportunity to participate in the update process. Details regarding this meeting will be released at a future date. The Town is also consulting with government review agencies and local First Nations and Métis communities. The updated Servicing Master Plan will identify infrastructure needs over the next 20 years and outline a plan for implementing future water and sanitary sewer projects. The update is expected to be completed by the end of October, If you would like more information about the Saugeen Shores Servicing Master Plan Update, please contact: Dave Burnside, Engineering Services Town of Saugeen Shores burnsided@saugeenshores.ca Steve Burns, Project Manager B.M. Ross and Associates Limited sburns@bmross.net # # #

127 Lisa Courtney From: Sent: To: Subject: Steve Burns November 5, :29 AM Lisa Courtney FW: Servicing Master Plan - Vastag Property -----Original Message----- From: Dave Burnside [mailto:burnsided@saugeenshores.ca] Sent: Monday, September 08, :29 AM To: rvastag@rogers.com Cc: Steve Burns; Stu Doyle; Lawrence Allison; Dave Burnside Subject: RE: Servicing Master Plan - Vastag Property Robert Good timing as the Master Plan is underway, staff have discussed with you possible servicing options for the property and Steve Burns (BM Ross) will look at the servicing with a fresh set of eyes. BM Ross is working on the draft document, the expectation is the draft document will first presented to Council then followed by two public sessions this fall. Since we last discussed in 2007/2008 the servicing of the Vastag property there has not been a substantial change in circumstances to relations to the various options available to service the property. The options that have been discussed/presented are the following: 1. The long term plan was the a gravity sanitary sewer outlet to Concession 10 SPS when other developments extended the "end of pipe" easterly towards Highway 21 on Concession An extension of the sanitary sewer easterly on Devonshire extending into the Vastag property though a Town owned block between 1129 and 1137 Wellington. This may be a viable option when Devonshire SPS is decommissioned after the sanitary sewer is extended from the west to Goderich by a another development. Depending on that Developer's timing it could be within 1 to 3 years. 3. As part of Easement Agreement to permit the Concession 10 SPS forcemain to pass through the Vastag lands, a stub was placed in the forcemain east of the Wellington and Tomlinson Drive intersection for the use of the Vastag development. Staff would like to commission the Tomlinson SPS but are aware that will not happen until a developer extends the sanitary collection system closer. You will be added to the mailing list for the project. Any questions/comments contact either Steve of myself. Thanks David Burnside Engineering Services 1 You created this PDF from an application that is not licensed to print to novapdf printer (

128 Town of Saugeen Shores 600 Tomlinson Drive P.O. Box 820 Port Elgin, ON N0H 2C0 Office ext. 123 Cell Original Message----- From: Sent: September :22 PM To: Cc: Subject: Servicing Master Plan - Vastag Property Good-day Steve and Dave, I understand that the Town is updating its Servicing Master Plan. If possible I would like to be kept informed of the study progress (i.e. public consultation events etc.) by whatever means of public notification you are planning to use. Furthermore, I would like to be consulted with and provide input as a stakeholder in terms of overcoming servicing constraints to my property (Lot 10, Concession 10). Within the urban boundary I have roughly 45 acres of lands designated for future residential use (45 acres x 6 units / acre = ~ 270 residential units) plus roughly 25 acres of future business park uses. Will the study examine the notion of decommissioning the sanitary pumping station in the existing business park and tying this into the larger system via gravity? Thanks, Robert Vastag (613) You created this PDF from an application that is not licensed to print to novapdf printer (

129 TOWN OF SAUGEEN SHORES MASTER PLAN UPDATE PUBLIC OPEN HOUSE THE PROJECT: In 2009, the Town of Saugeen Shores completed a water supply and sanitary sewer services Master Plan for the communities of Port Elgin and Southampton and surrounding areas. The plan identified a number of upgrades for the municipal water and sewage systems over a 20-year planning period. An update to the Servicing Master Plan is being undertaken at this time to incorporate: recent growth; information from the new Official Plan, Water and Sewage Financial Plans and the revised Development Charges Bylaw; and servicing initiatives implemented by the Town since completion of the previous Master Plan. The Servicing Master Plan update process will involve a review of existing water supply and sanitary sewage collection and treatment components and any changes which have been implemented since completion of the previous Master Plan. Additionally, the update will review growth projections within the service area and in conjunction with flow information, predict infrastructure needs over a 20-year planning period. A technical review of previously identified capital improvements will also be undertaken. Upon completion, the Master Plan update will establish a plan for the implementation of any recommended projects. THE ENVIRONMENTAL ASSESSMENT PROCESS: The Servicing Master Plan update is being conducted in accordance with the requirements of the Municipal Class Environmental Assessment (Class EA) which is an approved process under the Environmental Assessment Act. Master Plan projects incorporate Phases 1 & 2 of the Class EA process and also include consultation with the general public, government review agencies and affected property owners. PUBLIC INVOLVEMENT: Public consultation is a key component of this study. A public open house and presentation is to be held to review population projections, identify issues and potential solutions with respect to water and sanitary sewer services and to provide interested parties an opportunity for input. Details regarding the date and location of the Public Open House are as follows: Date: Monday, November 10, 2014 Time: Open House: 5:00 6:30 PM, Presentation at 5:30 PM Location: Council Chambers, 600 Tomlinson Drive, Port Elgin For further information on this project, or to review the Master Plan process, please contact the consulting engineers: B.M. Ross and Associates: 62 North Street, Goderich, Ontario, N7A 2T4. Telephone: (519) Fax: (519) Lisa Courtney, Environmental Planner ( lcourtney@bmross.net). David Burnside, Engineering Services Town of Saugeen Shores This Notice issued October 22, 2014

130 Lisa Courtney From: Sent: To: Subject: Duncan McCallum October 29, :15 PM Lisa Courtney Re: water and sewer master plan - Saugeen Shores hi Lisa Thanks I m looking forward to the meeting and hope to meet you. Dunc From: Lisa Courtney Sent: Wednesday, October 29, :00 PM To: Duncan McCallum Subject: RE: water and sewer master plan - Saugeen Shores Hello Duncan, I spoke with the lead engineer for the project and he plans to overview the history of Master Plans in Saugeen Shores, including the 2009 Master Plan, and also speak to the rationale for a new Master Plan (or what has changed since 2009). Then of course, he will cover the findings of this Master Plan process and the recommendations that will come out of it. Let me know if you have any more questions. Cheers, Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net From: Duncan McCallum [mailto:southampton1@bmts.com] Sent: October 23, :47 PM To: Lisa Courtney Subject: Re: water and sewer master plan - Saugeen Shores thanks very much Lisa all of the files have opened up ok. Can I assume that one of the things you will review at the public meeting is the list of recommended upgrades from the 2009 report and a summary of what recommended upgrades have been implemented to date. Then what are the recommended additions/deletions to the 2009 upgrade list as a result of changing population growth/servicing area since thanks 1 You created this PDF from an application that is not licensed to print to novapdf printer (

131 Dunc From: Lisa Courtney Sent: Thursday, October 23, :48 PM To: Duncan McCallum Subject: RE: water and sewer master plan - Saugeen Shores Hello (again) Duncan, Here are the appendices for the 2009 Master Plan (7 pdf files attached). Please let me know if any the files give you trouble. Cheers, Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net From: Duncan McCallum [mailto:southampton1@bmts.com] Sent: October 23, :07 PM To: lcourtney@bmross.net Subject: water and sewer master plan - Saugeen Shores good afternoon Lisa I am looking forward to the public meeting on November 10 and in order to prepare myself would appreciate getting a copy of the 2009 Master Plan which you will be updating. I hope you can me a copy or send hard copy to me at Box 258 Southampton ON N0H 2L0 thank you Dunc McCallum 2 You created this PDF from an application that is not licensed to print to novapdf printer (

132 Lisa Courtney From: Sent: To: Subject: Attachments: Lisa Courtney November 5, :08 AM Saugeen Shores Master Plan Public Meeting Master Plan Update Public Meeting Notice Ad 2014.pdf Hi Robert, Please find attached the notice for a public meeting regarding the Saugeen Shores Master Plan. The public meeting will take place on Monday November 10, at Council Chambers (600 Tomlinson Drive, Port Elgin). There will be an open house from 5 PM to 6:30 PM with a presentation starting at 5:30 PM. Please let me know if you have any questions. Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net 1 You created this PDF from an application that is not licensed to print to novapdf printer (

133

134 B. M. ROSS AND ASSOCIATES LIMITED Engineers and Planners 62 North Street, Goderich, ON N7A 2T4 p. (519) f. (519) File No TOWN OF SAUGEEN SHORES WATER AND SANITARY SEWER SERVICING MASTER PLAN UPDATE PUBLIC INFORMATION MEETING November 10, :30 P.M. to 7 P.M. Questions and comments from those in attendance (approximately 15 members of the public): Q. If the UV system is replaced, what would the cost be? Study team response: Approximately $200,000. Q. How will areas currently without servicing (existing development) be prioritized to receive services? How are developed areas defined? Study team response: Developed areas are defined in the Official Plan and Zoning Bylaw. The intent of the Master Plan is not to identify priorities for servicing; however the Master Plan study did examine the impacts of servicing all existing developed areas and assumed that the areas currently not serviced will be serviced in the future. Q. Is the Environmental Assessment (EA) for the Port Elgin sewage outfall looking at an outfall closer to Southampton? Town response: The EA is looking at an outfall to Mill Creek. Q. Is the timing of the average peak directly related to the influx of people in the summer? Study team response: For the water system, the maximum day use does occur in the summer. Maximum sewage flows occur in the spring, which is related to the spring melt. Q. Where did the population data come from? Study team response: The population data came from the Census, however as the census does not include seasonal residents, customer data from the water and sanitary sewer services was also examined.

135 2 Q. Assuming the 10-year population forecast is correct, there doesn t appear to be anything alarming over the next 5-10 years. Study team response: There are no major capital works required; however, there will be maintenance work required. Q. Any future expansions will be related mostly to growth, so could these be funded through development charges? Study team response: Yes. Costs associated to growth could be collected through development charges. Yours very truly B. M. ROSS AND ASSOCIATES LIMITED Per Lisa J. Courtney Z:\14007-Saugeen-Shores-Water_and_Sewer_Master_Plan_Update\WP\Master Plan\Appendix A\22- PM_Questions.docx

136 Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan 2014

137 Agenda: 1. The history of master planning in Saugeen Shores. 2. The rationale for a new Master Plan. 3. The general approach. 4. The MEA Class EA Process. 5. Growth Projections. 6. Findings for Water Supply. 7. Findings for sewage servicing for Port Elgin area. 8. Findings for sewage servicing for Southampton area. 9. Summary 10. Next Steps 11. Questions 2

138 The History of Master Planning in Saugeen Shores: 1 st Master Plan was completed in Updates occurred in: 2002 to address Water Treatment 2006 to address sewage pumping capacity in Port Elgin. 2 nd Master Plan was completed in The current project is the 3 rd Master Plan 3

139 The Rationale for a new Master Plan: 1. More experience with a single water treatment plant (i.e. since 2007) 2. New Official Plan adopted in Development Charges Background Study completed in There has been significant growth and development th Concession SPS went into operation in Sewage Service north of River in

140 General approach: Reviewed background information re: Projected growth and development. Available lands for development. Water demands and wastewater flows. Wastewater treatment performance vs ECA. Capacities and sizing of major system components. Issued Initial Notice for Class EA. Contacted key stakeholders and agencies. Reviewed comments received. Determined per unit water demands and sewage flows. Projected flows to 2034 and compared to capacities. 5

141 General approach, Cont d: Determined flows for each un-serviced area and compared to capacities. Reviewed results with Town staff Prepared draft Master Plan Hold Public Information Centre Review draft Report and public input with Council. Revise report as necessary and publish Notice of Completion. Review and respond to questions/comments. 6

142 Growth Projections: Information comes from 2011 Development Charges Background Study and Town customer data. Adjusted from 2011 to 2013 and 2031 to 2034 and rural/urban split. Current Urban Population = 16,600 Population growth expected = No. of new residential units =

143 Figure 3.1 Forecasted Urban Population 8

144 Other servicing assumptions: Unit flows will remain the same. New non-residential development will be in the same proportion as now. Currently developed areas w/o sanitary service will be serviced by Growth will split: 62% to the Port Elgin Service Area 38% to the Southampton Service Area 9

145 Water Supply Infrastructure 1. Southampton WTP rated 18,000 m 3 /day (currently equipped for 12,500 m 3 /day). 2. Southampton Standpipe 3,300 m 3 (1,600 m 3 requires pumping) 3. Port Elgin Standpipe 340 m 3 4. Port Elgin Reservoir 5,000 m 3 5. Two distribution zones. 10

146 Figure 4.1A Inset Figure 4.1A and B 11

147 Figure 4.1B 12

148 Water Usage: Existing: Average Day = 5,350 m 3 /day Maximum day = 10,325 m 3 /day Future (2034): Average Day = 6,920 m 3 /day Maximum day = 13,365 m 3 /day 13

149 Figure 4.4 Water Supply vs Demand 2014 to

150 Figure 4.5 Water Storage Required 15

151 Watermain requirements: Examined system for: Peak flows and fire protection Impacts of future growth Conversion to a single pressure zone Used a WaterCAD model to simulate and assess conditions. 16

152 Water System Findings: Additional membranes will be required by 2028 But no physical expansion of the WTP is required. Storage is adequate provided pumping capability at the Southampton Standpipe is retained. Additional watermains will be required for growth but no changes to existing are required. Operation as a single pressure zone is feasible and will improve pressures during peak and fire flow situations. Consideration should be given to: 13% of the system will have pressures > 700 kpa. Additional automation and possible pumping system modifications will be required. 17

153 Requirements to convert to One Pressure Zone Review age and material for watermains in critical areas. Assess benefit of improved fire protection. Confirm details and costs for physical changes: The need for PRV s on individual services. Smaller duty pump to allow circulation at standpipe. SCADA revisions. Possible need for Standby Power. 18

154 Figure 4.7A 19

155 Figure 4.7B 20

156 Port Elgin Area Sanitary Infrastructure: WWTP rated (ECA) 6,455 m 3 /day 5 sewage pumping stations: 3 for local areas Harbour St. SPS for south PE area. Concession 10 SPS for north PE area. 21

157 Figure

158 Port Elgin WWTP Unit Processes An extended aeration activated sludge process Headworks screening and grit removal Aeration tanks diffused air aeration Final clarifiers (settling) Ultraviolet disinfection Outfall to Saugeen River (subject of current Class EA) Biosolids -- Aerobic Digester and Storage Plant has an annual average flow rating in ECA Each process component has a design rating. 23

159 Port Elgin WWTP Ratings: Headworks 38,275 m 3 /day peak Aeration 6,455 m 3 /day annual average Clarifiers 22,850 m 3 /day maximum day 26,233 m 3 /day peak UV Disinfection -- 18,720 m 3 /day peak Outfall Currently the subject of study Biosolids Digester loadings exceed theoretical capacity but are compensated by long duration storage. Biosolids Storage adequate for 6 months storage to /- 24

160 Figure 5.3A Port Elgin WWTP Average Flow vs Capacity 25

161 Figure 5.3B Port Elgin WWTP Maximum Day vs Capacity 26

162 Figure 5.3C Port Elgin WWTP Peak Flow vs Capacity 27

163 Port Elgin SPS s Harbour St. SPS = Concession 10 SPS = 178 L/s 231 L/s Total capacity available = 409 L/s 2034 capacity required = 278 L/s 28

164 Port Elgin Area Sewage Summary There is adequate capacity to 2034 in all primary treatment components except the UV disinfection system. Plan on expanding or re-rating the UV system by Plant will be at 84% of rated capacity in Monitor Biosolids Digester performance and Biosolids Storage capacity at 5 year intervals. Assess the peak sewage flows into the Harbour St. sewer at 5 year intervals. 29

165 Figure

166 Southampton Area Sanitary Infrastructure: WWTP rated (ECA) 3042 m 3 /day for average annual m 3 /day for peak flow. 5 sewage pumping stations: 3 for local areas SPS No. 1 for most of area S. of River SPS No. 5 for area north of River 31

167 Figure

168 Southampton WWTP Unit Processes An extended aeration activated sludge process Headworks screening and grit removal Aeration tanks Oxidation Ditches Final clarifiers (settling) Ultraviolet disinfection Outfall to Saugeen River Biosolids Aerobic Digester and Storage Plant has annual average and peak flow ratings in ECA Each process component has a design rating. 33

169 Southampton WWTP Ratings: Headworks 10,627 m 3 /day - peak Aeration 3,042 m 3 /day annual - average Clarifiers 6,300 m 3 /day - maximum day UV Disinfection 7,603 m 3 /day - peak Outfall Currently the subject of monitoring Biosolids Digester loadings exceed theoretical capacity but are compensated by long duration storage. Biosolids Storage adequate for 6 months storage to

170 Figure 6.3A Southampton WWTP Average Flow vs Capacity 35

171 Figure 6.3B Southampton WWTP Maximum Day vs Capacity 36

172 Figure 6.3C Southampton WWTP Peak Flow vs Capacity 37

173 Southampton SPS s Will need to increase the operating speed of the pumps in SPS No. 1. No other capacity issues with existing SPS s. A new SPS will be required in the east part of Southampton if development proceeds. 38

174 Figure

175 Southampton Area Sewage Summary Existing peak flows already equal the capacity of the UV system. Existing peak flows already equal the theoretical and rated (ECA) capacity of the clarifiers. Monitoring is occuring. The WWTP Headworks requires expansion in /- Plant will be at 82% of ECA rated average capacity in Monitor Biosolids Digester performance and Biosolids Storage capacity at 5 year intervals. 40

176 Southampton Area Sewage Summary, Cont d. Recommended Actions: Continue investigating for sources of high flows and reduce as feasible. Monitor capacity of SPS 1 and increase speed if necessary. Proceed with an expansion or re-rating of the UV Disinfection system. Monitor the performance of the clarifiers at peak flows and plan to expand capacity if necessary. Monitor Biosolids Digester performance and Biosolids Storage capacity at 5 year intervals. 41

177 Summary: Growth and Development: 30% growth over the next 20 years 2100 units and people by There is a need to address existing un-serviced development. Water Supply and Storage: No physical expansions required. Will need to increase filter capacity more membranes. Watermain grid will be expanded with development Conversion to one pressure zone is an opportunity but requires further assessment. 42

178 Summary, Cont d: Port Elgin Area Sewage No major facility expansion required. UV System will need expansion by /- Outfall at WWTP is subject of a current study. Recommend monitoring at 5 year intervals for: Biosolids treatment and storage facilities. Harbour Street trunk sewer 43

179 Summary, Cont d: Southampton Area Sewage A pump speed increase at SPS 1 will be required no cost. Expansion of the UV Disinfection system is required. Clarifier capacity must be monitored and expansion may be required prior to Monitor Biosolids Digester performance and Biosolids Storage capacity at 5 year intervals. 44

180 QUESTIONS? 45

181 Lisa Courtney From: Sent: To: Subject: Attachments: Lisa Courtney December 2, :56 AM Saugeen Shores Master Plan nov10 Public Meeting(Rev).pdf Hi Doran, Hope all is well with you. I ve attached the slides from the Public Information Centre regarding the Saugeen Shores Sanitary and Water Servicing Master Plan Update, for your information. At this time, our review of the existing sanitary and water infrastructure hasn t identified the need for any capital projects over the next five years. Our recommendations in the Master Plan will essentially be monitoring as development in Southampton and Port Elgin continue. Feel free to call if you have any questions. Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net 1 You created this PDF from an application that is not licensed to print to novapdf printer (

182 Lisa Courtney From: Sent: To: Subject: Attachments: Lisa Courtney December 2, :57 AM Saugeen Shores Master Plan nov10 Public Meeting(Rev).pdf Hello Audrey, Hope all is well with you. I ve attached the slides from the Public Information Centre regarding the Saugeen Shores Sanitary and Water Servicing Master Plan Update. At this time, our review of the existing sanitary and water infrastructure hasn t identified the need for any capital projects over the next five years. Our recommendations will essentially be monitoring as development in Southampton and Port Elgin continue. Feel free to call if you have any questions, Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net 1 You created this PDF from an application that is not licensed to print to novapdf printer (

183 Lisa Courtney From: Sent: To: Subject: Muller, Joseph (MTCS) February 6, :43 PM Lisa Courtney RE: Town of Saugeen Shores Master Plan Update Hello Lisa: Thank-you again for circulating this draft report to me, and acknowledging our comment letter in this document. I reiterate our first letter s observation that there is value in compiling a preliminary inventory of cultural heritage resources as part of the master plan process, to identify any that may play a significant role in guiding the evaluation of alternatives for subsequent EAs. In addition, the original water treatment plan and related infrastructure were installed in the 1950s and 1970s (in Port Elgin and Southampton respectively), and the Wets in the 1960s and 1970s, before archaeological assessments were conducted as part of such projects. Because of the archaeological potential for the overall study area, the existing W-WW systems may have impacted archaeological sites, as may any future upgrades, expansions or extensions. Incorporating contingencies for potential impacts in the master plan is recommended in order to address these potential risks. Please contact me if you have any questions, or would like to discuss the file, and thank-you again for your assistance, Joe Joseph Muller, RPP, MCIP Heritage Planner Ministry of Tourism, Culture and Sport Culture Division Programs and Services Branch Culture Services Unit 401 Bay Street, Suite 1700 Toronto, Ontario M7A 0A7 Tel Fax From: Lisa Courtney [mailto:lcourtney@bmross.net] Sent: February 2, :45 AM To: Muller, Joseph (MTCS) Subject: Town of Saugeen Shores Master Plan Update Hi Joseph, I have attached the draft Servicing Master Plan Update for Saugeen Shores for your review. Please let me know if you have any questions or comments. Cheers, Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 1 You created this PDF from an application that is not licensed to print to novapdf printer (

184 Ph: (519) Fax: (519) From: Muller, Joseph (MTCS) Sent: November 13, :12 AM To: Lisa Courtney Subject: RE: Notice of Public Open House - November 10, Town of Saugeen Shores Master Plan Update Thanks Lisa, much appreciated. I ve had a look and don t have any further input other than to reiterate our initial letter, and request that I keep getting circulated on the project. Take care, Joe Joseph Muller, RPP, MCIP Heritage Planner Ministry of Tourism, Culture and Sport Culture Division Programs and Services Branch Culture Services Unit 401 Bay Street, Suite 1700 Toronto, Ontario M7A 0A7 Tel Fax From: Lisa Courtney [mailto:lcourtney@bmross.net] Sent: November 13, :05 AM To: Muller, Joseph (MTCS) Cc: burnsided@saugeenshores.ca Subject: RE: Notice of Public Open House - November 10, Town of Saugeen Shores Master Plan Update Hi Joe, Please find attached the presentation slides from the public meeting. Let me know if you have any questions. Cheers, Lisa J. Courtney, MSc. B. M. Ross and Associates Limited Engineers and Planners 62 North Street Goderich, ON N7A 2T4 Ph: (519) Fax: (519) lcourtney@bmross.net From: Muller, Joseph (MTCS) [mailto:joseph.muller@ontario.ca] Sent: November 12, :21 PM To: lcourtney@bmross.net Cc: burnsided@saugeenshores.ca Subject: Notice of Public Open House - November 10, Town of Saugeen Shores Master Plan Update 2 You created this PDF from an application that is not licensed to print to novapdf printer (

185 Hello Lisa Courtney: Thank-you for your notice of the above open house held on November 10, 2014: I was unable to attend, and am interested in whether the presentation/panel materials will be available online, or if could I otherwise obtain digital copies? Thank-you for your assistance, Joe Joseph Muller, RPP, MCIP Heritage Planner Ministry of Tourism, Culture and Sport Culture Division Programs and Services Branch Culture Services Unit 401 Bay Street, Suite 1700 Toronto, Ontario M7A 0A7 Tel Fax You created this PDF from an application that is not licensed to print to novapdf printer (

186 Ministry of Transportation Engineering Office Corridor Management Section West Region Ministère des Transports Bureau du génie Section de gestion des couloirs routiers Région de l Ouest 659 Exeter Road 659, chemin Exeter London, Ontario N6E 1L3 London (Ontario) N6E 1L3 Telephone: (519) Téléphone: (519) Facsimile: (519) Télécopieur: (519) February 18, 2015 Ms. Lisa J. Courtney Environmental Planner BM Ross and Associates 62 North Street Goderich, Ontario N7A 2T4 Dear Ms. Courtney: RE: Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan 2014 Draft Report The Ministry of Transportation (MTO) has completed a review of the Water and Sanitary Sewer Servicing Master Plan 2014 Draft Report for the Town of Saugeen Shores. The following outlines our comments. In general terms, MTO has no concerns with the overall findings of the draft report. However, MTO does note the following. The draft report provides for proposed trunk sewers along the Highway 21 corridor (both north and south of the existing connecting link limits within Port Elgin) and a proposed trunk watermain along the Highway 21 corridor (south of the existing connecting link limit within Port Elgin). MTO will require that as part of the Class EA process that all viable alternatives (i.e. easements, other road allowances, trail corridors, etc.) be reviewed and considered for the placement of these utilities outside the Highway 21 property limits. MTO does not, at this time, support or endorse the placement of these utilities within the Highway 21 corridor as illustrated in the draft report. Therefore, MTO suggests that the draft report make reference to the above in its Summary and Conclusions. I trust this above is of assistance in finalizing the report. Should you have any questions, please contact the undersigned. Yours truly, Ken Teasdale Senior Project Manager Corridor Management Section

187 APPENDIX B CALCULATIONS FOR MASTER PLAN

188 Contents Subject Page 1. Growth Projections C-1 2. Sewer Capacity at South End of Port Elgin C-4 3. Harbour St. STS Drawdown Test C-6 4. Port Elgin WWTP Clarifier Capacity C Southampton WWTP Clarifier Capacity C Port Elgin WWTP Biosolids Capacity C Southampton WWTP Biosolids Capacity C-14

189 C GROWTH PROJECTIONS 1.1 Population The initial source of population information is the Hemson Development Charges Amendment Study, Appendix A, Table A.1. For all of Saugeen Shores: 2010 Census Population = 12,660 Total Private Dwellings = 7,178 Total Occupied Dwellings = 5,321 (at census) The population per dwelling = 12,660 5,321 = 2.38 ppd Total population 2010 = 7,178 x 2.38 = 17,080 Residential development 2011 to 2013 = 299 units. Therefore the total residential development in Saugeen Shores at the beginning of 2014 was 7,477 units. Total population 2014 (beginning of year) = 17,080 + (2.38 x 299) = 17,790 Assume the population of the urban area is equal to the number of residential water customers (6,970 for 2014) x 2.38 ppd. Urban Population = 6,970 x 2.38 = 16, Residential The initial forecasts for growth and development were from the Hemson 2011 Development Charges Amendment Study, Appendix A, Table A.7. In that document, the following was projected: Year Singles/ Other Total Units Apartments Semis Multiples Per Year 2011 to to Total 1, ,090 The relationship between residential development and EHU s is: Singles/Semis/Multiples = 1 EHU Apartments = 0.5 EHU

190 C Non-Residential The split between residential and non-residential development comes from a spreadsheet provided by the Town of Saugeen Shores - Water Sewer Rate Calculation 2014.xlsx. Results are expressed in Equivalent Household Units (EHUS s). For Water Supply: Residential EHU s = 6,645 Non-Residential EHU s = 1,108 Total EHU s = 7,753 Therefore for every water supply residential EHU there is 0.17 non-residential EHU. For Sanitary Service: Residential EHU s = 5,941 Non-Residential EHU s = 815 Total EHU s = 6,756 Therefore for every sanitary service residential EHU there is 0.14 non-residential EHU. 1.4 Service Area Split Service Area Water Customers Sewer Customers No. % No. % Port Elgin Area 4, , Southampton Area 2, , Total 6, , Note: data comes from municipal records for Equivalent Household Units 2014 to 2034 From Section 1.4 it has been identified that there are 716 more water customers then sewer customers. These are divided as follows: Port Elgin Service Area = 459 Southampton Service Area = 257 = 716 For capacity assessments, it is assumed that over the next 20 years all existing water customers will acquire sanitary service Table C1.1 provides a summary of the projected EHU s for water and wastewater service for both service areas.

191 Table C1.1 Growth in EHU s from 2014 to 2034 C-3

192 C SEWER CAPACITY AT SOUTH END OF PORT ELGIN 2.1 Background The Ridge Street sanitary sewer which outlets through Izzard and Harbour Streets to the Harbour St. SPS, constructed in 2002, is the principal outlet for the south part of Port Elgin. Figure C2.1 shows the location of this sewer and Table C2.1 summarizes the capacity of the sewer sections flowing full. 2.2 Wastewater Flows Existing wastewater flows for the Port Elgin Service Area were developed and summarized in Section of the Master Plan. Proposed design flows for servicing new development and developed, but unserviced, areas were presented in Section The following are the flows used for analysis. Population per ha = 13.6 persons EHU s per ha = 13.6/2.38 persons per EHU = 5.71 Peak Flow per EHU = 3.93 m 3 /d (see Section 5.3.3) Peak Flow per ha = 5.71 x 3.93 m 3 /d = m 3 /d = 0.26 L/s Table C2.1 Saugeen Shores Master Plan Capacity Summary for Ridge/Izzard/Harbour Street Sewer Sewer Location Street From MH To MH Dia. (mm) Capacity (L/s) Maximum Area (ha) 1 Ridge Street Ridge Street Ridge Street Ridge Street Ridge Street Pierson Ave Easement Izzard Road >300 >1154 Izzard Road Izzard Ave Harbour St Harbour St Notes: 1. Peak flow per ha = 0.26 L/s. 2. Not all MH's indicated.

193 GREEN STREET 525 BRUCE STREET SUNSET BOULEVARD PROVINCIAL STREET PEIRSON AVENUE JOHNSTON AVENUE BUCKBY LANE DRIVE STICKEL STREET PARKVIEW AVENUE BLUEWATER DRIVE CATHERINE STREET Lake Huron HARBOUR STREET SPS!(!(!(!(!(!(!(!(!(!(!(!(!(!( 450 HARBOUR STREET IZZARD ROAD 525 HILLCREST DRIVE !(!(!(!(!(!(!(!(!(!( RIDGE STREET!( !( GUSTAVUS STREET KAAKE STREET SHIPLEY AVENUE WALES DRIVE!(!(!( !(!(!(!(!(!( !( !( Legend Diameter (mm) Manhole and Number Town of Saugeen Shores Water and Sanitary Sewer Servicing Master Plan Update South Port Elgin Trunk Sewer Metres DATE OCT SCALE 1 : 6,000 PROJECT No FIGURE No. C 2.1 IVINGS

194 C Discussion and Analysis Currently the connected drainage area upstream of Harbour St. is approximately 140 ha. The total developed but unserviced areas and future development areas upstream of Harbour St. are an additional 290 ha. The sewer section with the lowest capacity is the section on Harbour St. between MH s 5473 and 5952 (i.e. 1 st section north of Izzard Avenue). The following analysis compares available capacity to existing and future conditions: Existing capacity = 120 L/s Existing flows (140 ha x 0.26 L/s per ha) = 36.4 L/s Future flows (430 ha x 0.26 L/s per ha) = 112 L/s Therefore, there is marginally adequate capacity assuming that future unit flows are equal to or less than existing values. In this regard we note that development densities in the existing developed but unserviced areas (e.g. Gobels Grove and Saugeen Shore Road have < 4 units per ha). Therefore the above calculation should be conservative. 3.0 HARBOUR STREET SEWAGE PUMPING STATION Drawdown tests for the Harbour St. SPS were completed by OCWA and Town staff on October 15, Results are as follows:

195 C-7

196 C-8