Sewage Infrastructure Master Plan for the City of Kingston Urban Area

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Sewage Infrastructure Master Plan

for the City of Kingston Urban Area

Final Report

September 2010

Submitted to

Submitted by

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Executive Summary

Introduction

Utilities Kingston manages the sanitary and combined sewer system, including pumping stations and wastewater treatment plants, for the City of Kingston. The Sewer Infrastructure Master Plan for the City of Kingston Urban Area was initiated to identify the necessary infrastructure required to provide conveyance and treatment capacity for sanitary sewer up to 2026. The Master Plan project scope also included a comprehensive update to the

Pollution Control Plan (PCP), related specifically to the mitigation of impacts due to

combined sewer overflows (CSO’s), with a goal of identifying the necessary steps to achieve “virtual elimination” of CSO’s in the long term.

In summary, the goals of the Master Plan process were as follows:

 Advance the goal of containment/virtual elimination of combined sewer overflows

 Maximize the effectiveness of the existing sewer system

 Provide adequate system capacity to meet growth-based demand to the year 2026

 Prioritize large scale capital improvements to the sewer system

 Provide information to stakeholders on issues and challenges associated with Kingston’s

unique sewer system

The Master Plan was focused on the trunk sanitary sewer servicing requirements of the urban area, as defined by the Official Plan. As defined by the Municipal Class

Environmental Assessment Process, the Master Plan satisfies Phases 1 and 2 of the Class EA process, including the requirements for public and agency consultation and input.

A review of local sewer capacity of site specific flooding issues was beyond the scope of this Master Plan. Stormwater issues, except as they relate to updates of the PCP for the

combined sewer area were also excluded from the project scope.

Existing Sewage Infrastructure System

As per the Draft Official Plan (2006), 117,200 people in the City of Kingston urban area are serviced by the sewage infrastructure and wastewater treatment systems managed by Utilities Kingston. In addition to local and trunk sewers, thirty-three pumping stations and two wastewater treatment plants (Cataraqui Bay and Ravensview) provide conveyance for sanitary and combined sewage. Nine combined sewage overflow facilities provide wet weather storage for combined sewage, reducing the volume of combined sewage discharged to receiving waters, and mitigating the potential impact of combined sewage overflows on the waterfront.

Currently, the sanitary collection system consists of combined sewers(conveying both

sanitary sewage and stormwater runoff from private property and City streets), partially

separated sewers(conveying sanitary sewage and stormwater from roof leaders /

downspouts, foundation drains and sump pumps), and separated sewers (conveying only sewage originating from sanitary sources). Combined sewers are a historical remnant located only in the older areas of the City, while all new development is serviced by fully

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separated sewers. Partially separated sewers are suspected (and in some cases, confirmed) to exist in certain areas across the City.

Pumping stations in the collection system lift and convey sewage from low points into local or trunk sewers.

Collected sanitary sewage is treated at either the Cataraqui Bay Wastewater Treatment Plant (serving the west part of the City) or the Ravensview Wastewater Treatment Plant (serving central and east Kingston). Cataraqui Bay has an average day capacity of 38,800 cubic metres per day, while the newly reconstructed and upgraded Ravensview Facility has a capacity of 95,000 cubic metres per day. Both facilities provide equivalent to or better than secondary treatment for wastewater.

Combined Sewer Overflows (CSO) can occur at pumping stations or at specific locations within the combined sewer system. Overflows occur when the capacity of the system is exceeded, with hydraulic relief provided in the form of a system overflow. Pumping station overflows can occur when pumping capacity is exceeded, thereby preventing surcharge os the upstream collection system, protecting serviced properties.

Future Servicing Requirements

The Master Plan provides a schedule for recommended extension and capacity increases for the sewer infrastructure system. These recommendations were developed by assessing existing conditions, projected development conditions to 2026, and long term full development inside the urban boundary as defined in the Official Plan.

Population forecasts and anticipated development areas and timing developed as part of the Official Plan were used to forecast future sewage flows. The “mid-growth” alternative forecast (as defined in the Official Plan) for population increase to 2026 was adopted, resulting in an increase of 15,900 people, of which 85.9% are anticipated to be located inside the urban boundary. In addition, assumptions related to the extent and timing of

development of Industrial, Commercial and Institutional properties were used to develop sewage flow estimates.

Growth-related capacity expansion recommendations are based on an assumption of limited improvements in flow management through the reduction of wet weather inflow and

infiltration (I/I) into the collection system. However, continued pursuit of I/I reduction is recommended, and direction related to an approach and suggested priority areas for investigation are provided.

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EXECUTIVE SUMMARY

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TABLE ES.1

Recommended Collection System Infrastructure Projects to Address Growth Related Flows

Recommended Project Opinion of Probable Cost ($-2010)

Anticipated Timing

WEST

Days Rd. PS $2,500,000 By 2026

Mona Drive PS $1,000,000 Beyond 2026

Front Rd. PS $1,500,000 Beyond 2026

Westbrook PS $1,500,000 When required based on flow

monitoring

Collins Bay Collector $900,000 By 2026

Northwest Collector $1,400,000 By 2026

Cataraqui Bay WWTP Expansion – Upgrade to Avg. Daily Flow Rate of 45,000 m3/day and address wet weather bypass

$18,000,000 Initiate EA now to address limited uncommitted capacity and wet weather peak flows

Cataraqui Bay WWTP Expansion – Upgrade from 45,000 m3/day to Avg. Day Flow Rate of 58,000 m3/day

$25,000,000 Beyond 2026

EAST

Butternut Creek PS $1,500,000 Beyond 2026

B40 PS $1,500,000 Now

Highway 15 Trunk $2,000,000 Beyond 2026

Ravensview Trunk $9,200,000 Now

CENTRAL

Portsmouth PS $2,500,000 Now, or deferred based on

approach to wet weather I/I reduction

Princess St. Collector $2,400,000 Now

Combined Sewer Requirements

MOE Procedure F-5-5 outlines treatment requirements for municipal and private combined and partially separated sewer systems. As highlighted by analyses presented in the

Pollution Control Plan Update Report, the existing system exceeds the minimum CSO volumetric control requirements outlined in Procedure F-5-5 both under the existing condition as well as under future growth scenarios. This outcome reflects the significant investment in infrastructure improvements that UK and the City have made since the previous PCP Update was completed in 2000.

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In addition to ensuring conformance with MOE Procedure F-5-5, the City has adopted a goal of “virtual elimination” of CSOs. Therefore, additional analyses beyond those used to assess conformance with Procedure F-5-5 were undertaken to identify works required to achieve this goal.

Recommended projects and system modifications related to future “virtual elimination” of CSOs have been identified in the Pollution Control Plan Update. Sewer separation remains the main component of these recommendations with additional projects required to achieve full conformance with this goal.

The following tables, Tables ES.2 and Table ES.3, provide summaries of the specific recommended capital projects and monitoring programs from the updated PCP.

TABLE ES.2

Summary of Recommended Capital Projects for CSO Reduction

Project Description

Opinion of Probable Cost

($-2010) EA Requirements

Source Controls Sewer Separation*

Area 1 $32,000,000 Schedule A+, assuming all work is within right-of-way, without unusual environmental conditions

Conveyance Controls North Harbourfront Trunk Sewer Twinning

$1,400,000 Schedule A+, assuming that all work is within the right-of-way, without unusual environmental conditions West Street CSO

improvements

$600,000 Schedule B River Street Forcemain

Twinning Completion

$1,500,000 Schedule C recommended (based on the assumed need for land acquisition / easements and federal input to the EA process)

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EXECUTIVE SUMMARY

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TABLE ES.2 CONTINUED

Summary of Recommended Capital Projects

Project Description

Opinion of Probable Cost

($-2010) EA Requirements

End-of Pipe Options O'Kill Street CSO Screening and Flow Monitoring

$2,000,000 Schedule B (unless impacted by in-water work or other federal approvals)

West Street Outfall Replacement

$1,500,000 Schedule C plus CEAA, assuming in-water work is required

West Street CSO Screening

$1,500,000 Schedule B (unless impacted by in-water work or other federal approvals)

Notes:

* Opinion of probable costs for sewer separation based on total cost of integrated rehabilitation program

TABLE ES.3

Summary of Recommended Programs

Category Description Storm Outfalls Design of a program to assess waterfront impacts from storm outfalls including LO5

(Portsmouth Harbour near King St.), LO9 (Albert St.) and GC8 (Great Cataraqui River just below Belle Park) per 2000 PCP Update recommendations.

Storm Outfalls Review data collection, inspection and monitoring protocols for storm outfalls. Floatables Control UK’s Floatables Control Program should be formally documented.

Floatables Control As part of a formal, documented Floatables Control program, UK should formalize post-event clean-up practices, focusing on areas of historical concern.

CSO/PSO Monitoring Consider the installation of monitoring equipment at O’Kill Street PS and CSO tank as part of any future planned capital works.

CSO/PSO Monitoring Consider the installation of overflow monitors at permanent locations (e.g. pumping stations, CSO locations) as part of future capital projects or as resources become available.

CSO/PSO Monitoring Consider the installation of permanent monitoring equipment at priority CSO locations (Barrack Street, Queen Street, Belle Park). Installation of equipment should consider the timing of proposed future capital works intended to reduce or eliminate overflows from these locations.

CSO/PSO Monitoring Continued use of temporary monitors in areas with existing CSOs and that are subject to upcoming capital improvements to continue characterizing the response of existing CSOs during rainfall events (UK program already in place).

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Wet Weather Inflow Reduction

Certain locations across the City have been recommended for continued I/I reduction investigations in the separated sewer system, with a focus on identifying sources of wet weather I/I and undertaking removals initiatives on a systematic, focused basis as part of ongoing capital projects. Investigations into wet weather I/I and sewer capacity at the local sewer scale should also focus on areas of historical basement flooding in the City. In

addition, pursuit of I/I reduction in areas of partially separated sewers through weeping tile, sump pump and roof leader discussion should continue. Sewer lining and rehabilitation should continue to form part of Kingston’s overall approach to sewer I/I reduction where appropriate. Areas with high I/I or I/I induced SSO’s, as determined through flow monitoring, should be considered as priority areas for focused I/I reduction efforts.

Non-Capital Works Initiatives

In addition to the above noted capital projects, additional non-capital work initiatives have been recommended. Specifically, continued system monitoring and continuous

improvement to the modelling tool used for system analysis is recommended.

Program and Policy Recommendations

UK and the City have a number of policies, procedures and bylaws related to pollution prevention and control, source controls of wet weather flows, and other measures directly relevant to pollution control planning. Recommendations regarding modifications to existing programs are provided in the Master Plan. In addition to continuing public education and enforcement on existing programs, the City of Kingston could develop by-laws or guidelines for improved source control of pollutants. Benefits would be realized both in the short term for CSOs and in the long term following sewer separation in terms of the quality of stormwater discharged to the waterfront.

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Figures

Figure 1—1 Municipal Class Environmental Planning and Design Process ... 1-2 Figure 1—2 Schedule 3A Land Use ... 1-6 Figure 2—1 Sewer System major Infrastructure ... 2-3 Figure 2—2 Combined Sewer Area ... 2-4 Figure 6—1 Recommended Existing and Growth Capacity Projects ... 6-3 Figure 6—2 Recommended Projects For Cso Reduction ... 6-6 Figure 6—3 Priority Separated Sewer Areas for Wet-Weather Inflow Reduction ... 6-8

Tables

Table ES.1 Recommended Collection System Infrastructure Projects to

Address Growth ... ES-3

Table ES.2 Summary of Recommended Capital Projects ... ES-4

Table ES.3 Summary of Recommended Programs ... ES-5

Table 2.1 Cataraqui Bay WWTP Treatment Capacity... 2-5

Table 2.2 Ravensview WWTP Treatment Capacity ... 2-5

Table 3.1 Summary of Recommended Growth Related Capital Projects for

Trunk Sewers ... 3-7

Pumping Stations ... 3-9

Wastewater Treatment Plants ... 3-10

Table 4.1 Control Requirements ... 4-3

Table 4.2 Summary of Recommended Capital Projects ... 4-5

Table 4.3 Summary of Recommended Programs ... 4-6

Table 4.4 Modelled CSO overflows and Impacts following Implementation of

Recommended Long Term Plan ... 4-7

Table 5.1 Estimated maximum wet-weather Inflow Rates to Separated Sewer Areas

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INTRODUCTION AND STUDY FRAMEWORK

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Table 6.1 Recommended Treatment Facility Projects to address Growth ... 6-1

Table 6.2 Recommended Collection System Infrastructure Projects to address

Growth ... 6-1

Table 6.3 Summary of Recommended Capital Projects ... 6-4

Table 6.4 Summary of Recommended Programs ... 6-5

Appendices

Appendix A MOE Procedure F-5-5 Checklist Appendix B Agency and Public Mailing List

Appendix C Environmental Assessment Notices and Letters Appendix D Public Information Centre Information

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1. Introduction and Study Framework

1.1 Purpose of the Master Plan

Utilities Kingston has initiated a Class Environmental Assessment (EA) study to develop a Sewer Infrastructure Master Plan for the City of Kingston Urban Area. An updated Master Plan is required to guide the Utilities’ efforts to:

 Advance the goal of containment/virtual elimination of combined sewer overflows

 Maximize the effectiveness of the existing sewer system

 Provide adequate system capacity to meet growth-based demand to the year 2026

 Prioritize large scale capital improvements to the sewer system

 Provide information to stakeholders on issues and challenges associated with Kingston’s

unique sewer system

This Master Plan is intended to identify sewer infrastructure needs to the planning year 2026. The scope of the analysis was also expanded to investigate the anticipated sewage flows generated from full build-out (i.e. growth beyond 2026) within the study area. The Master Plan also includes a comprehensive update to the Pollution Control Plan, related specifically to the mitigation of impacts due to combined sewer overflows (CSO’s), and with a goal of identifying the necessary steps to achieve “virtual elimination” of CSO’s in the long term.

1.2 Class Environmental Assessment Process

The Municipal Class Environmental Assessment) document prepared by the Municipal

Engineer’s Association in June 2000, as amended in 2007, is an approved Class EA process. There are five phases of assessment in the Class EA document. The five phases include:

 Phase 1: Definition of the Problem

 Phase 2: Identification and Assessment of Alternative Solutions and Selection of a

Preferred Solution

 Phase 3: Identification and Assessment of Alternative Sites/Design Concepts and

Selection of a Preferred Site/Design

 Phase 4: Preparation of an Environmental Study Report (ESR)

 Phase 5: Implementation

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FIGURE 1—1

Municipal Class Environmental Planning and Design Process

1 2 PROBLEM OR OPPORTUNITY 1 3 4 5 6 1 2 3 4 5 6 7 ENVIRONMENTAL STUDY REPORT 1 2 3 IMPLEMENTATION 1 2 3 2 KWO-02-193 Municipal Engineers Association

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The Class EA document places projects into three possible schedules, depending on their characteristics (that is, Schedule A, B, or C projects). The schedule under which a project falls determines the planning and design phases that must be followed. Schedule A projects are minor operational and upgrade activities and may go ahead without further assessment once Phase 1 of the Class EA process is complete (that is, the problem is reviewed and a solution is confirmed). Schedule B projects must proceed through the first two phases of the process. Proponents must identify and assess alternative solutions to the problem, inventory impacts, and select a preferred solution. They must also contact relevant agencies and affected members of the public. Provided that no significant impacts are found and no requests are received to elevate the project to Schedule C or undertake the project as an Individual EA (Part II Order), the project may proceed to detailed design (Phase 5).

Schedule C projects require more detailed study, public consultation, and documentation, as they may have more significant impacts. Projects categorized as Schedule C must proceed through all five phases of assessment. An ESR must be completed and available for a 30-day public review period, prior to proceeding to implementation (Phase 5).

In the event that there are major issues that cannot be resolved upon completion of the final ESR, individuals may request the Minister of Environment to require the Regions to comply with Part II of the EA Act. Upon receiving a Part II Order request, the Minister reviews the request and study information and makes one of the following decisions: deny the request, refer the matter to mediation, or, require completion of an Individual EA. Many factors are considered by the Minister in making decisions, including the adequacy of the planning process, the potential for significant adverse environmental effects after mitigation measures are considered, the participation of the requester in the planning process, and the nature of the request.

1.3 Master Planning Process

Requirements for the completion of Master Plans for Ontario Municipalities are outlined in the Municipal Class Environmental Assessment Guidelines (October 2000, as amended in 2007). Master Plans are required to cover, as a minimum, Phases 1 and 2 of the Municipal Class EA process. This Sewer Infrastructure Master Plan for the City of Kingston is intended to provide long range guidance on the expansion of sewer infrastructure to meet the needs of development growth in the City. In addition, the project scope was expanded to provide an update and direction for the remaining combined sewer serviced areas in the older portion of the City, summarized in an update to the Pollution Control Plan for the City. Phase 1 of the Class EA process involves identification of the problem or opportunity to be addressed by the project. Phase 2 involves development of alternative solutions to address the problem or opportunity by taking into consideration the existing conditions, and by incorporating public and review agency comments. From the alternatives a technically feasible preferred solution is identified that minimizes impacts on the natural and social/cultural environment, while optimizing capital and operating investments. Completion of Phases 1 and 2 of the Class EA process has been addressed by this Master Plan through the review of options and alternatives for providing adequate sanitary sewer infrastructure to service the needs of future growth. This includes a review of trunk sanitary

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and combined sewers, sanitary sewage pumping stations, and wastewater treatment plants. For projects identified as Schedule B Class EA undertakings, updates to Phases 1 and 2 of the Class EA process, together with additional site specific investigations (such as

archaeological, natural environment, geotechnical) will be required as part of

implementation of the Master Plan recommendations. For Schedule C undertakings, completion of Phases 3 and 4 will be required prior to implementation.

The Municipal Class EA Document (June 2000, as amended in 2007) defines “alternative solutions” as:

“feasible alternative ways of achieving an identified problem (deficiency) or addressing an

opportunity, from which a preferred solution is selected”.

A list of the basic alternatives that can be considered for servicing future development and for the “virtual elimination” of CSOs includes:

 Do nothing

 Limit community growth

 Increase conveyance and treatment capacity to accommodate growth

 Identify and implement alternatives to further reduce CSOs and advance the City’s goal

of “virtual elimination”

As part of the Class EA process, the “Do Nothing” alternative solution must be considered. For this Master Plan, “Do Nothing” would involve leaving the sanitary system in its current state and not implementing any measures to convey additional sewage from development or reduce CSOs or allow for future growth within the urban boundary. Both the “Do Nothing” and “Limit Community Growth” alternatives are inconsistent with adopted City policies and the Official Plan. Therefore, this Master Plan focuses on alternatives that serve to both accommodate planned growth and also target existing CSO issues within the system. A review of local sewer capacity or site specific flooding issues was beyond the scope of this Master Plan. Stormwater issues, except as they relate to the combined sewer area, were also not reviewed as part of this study.

1.4 Linkages to Other Studies and Initiatives

A Water Master Plan was completed by Utilities Kingston in June 2007. The Water Master Plan provides guidance to UK related to providing adequate drinking water treatment and conveyance capacity to service the City up to Planning year 2026. Concurrent with the completion of this Sewer Infrastructure Master Plan, the City of Kingston has completed an update to the City’s Water Master Plan.

Aside from the above planning studies, a number of infrastructure-related studies have been completed by UK recently with direct bearing on the recommendations of the Sewer Infrastructure Master Plan. The City of Kingston Urban Growth Strategy (2004) provided a high level overview of the potentially required infrastructure upgrades related to growth. The Condition Assessment of Water and Waste Water Pumping Stations (2008) reviewed existing pumping station physical conditions, and provided capacity information based on pump testing of the stations.

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The Critical Evaluation of Kingston’s Combined Sewers (2006) provided an assessment of alternative strategies to determine a preferred strategy for the renewal of the existing combined sewer areas. As a result of the Kingston Combined Sewer Critical Evaluation, the City of Kingston’s Council adopted a policy which incorporates local sewer separation, where physically possible, coupled with high level storm sewer overflows at connections to the trunk sewers. Furthermore, the City established a long-term goal of “virtual

elimination” of CSOs from the system, where virtual elimination is deemed to be containment of all combined sewer flows under typical year conditions, with overflows occurring only under less frequent storm events.

An update to the 2000 Pollution Control Plan was completed concurrently with the current Master Plan. This document reviewed the impacts of completed works recommended in the 2000 PCP Update on CSO and system performance. Recommendations from the PCP Update are carried as part of this Master Plan.

1.5 Delineation of the Study Area

City of Kingston’s (Draft) Official Plan (OP) (Fall 2008) provides the planning context and direction for growth in the City to the year 2026 and beyond. The OP identifies a clear Urban Boundary, which has been identified as the limits of study area for this Master Plan as illustrated in Figure 1-2. Development areas identified in the OP represent the basis for assessing future sanitary sewage flows to be serviced by the collection and treatment system.

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Figure

1-2

Schedul

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2. Existing Sewage Infrastructure System

2.1 Serviced Population

Development Areas identified in the City of Kingston’s Draft OP represent the basis for assessing future sanitary sewage flows to be serviced by the collection and treatment system. The Draft OP also provides information on the anticipated population growth to planning year 2026, which is identified as the planning horizon for this Master Plan. For the purposes of the Master Plan, existing and future development is contained within the urban boundary as illustrated in Figure 2-1.

2.2 Existing Collection System

Wastewater from the entire urban runoff area of the City of Kingston is collected for centralized treatment. The purpose of the wastewater collection system is to safely convey sanitary flows to the central treatment facilities. The collection system in the Kingston Urban Area consists of: separated, potentially partially separated, and combined sewers;

33 pumping stations; 5 inline storage elements and 4 CSO storage tanks. Refer to Figure 2-1 for an illustration of the major sewer infrastructure components within the urban boundary. The extent of partially separated sewers is currently unknown. Figure 2-1 shows the

accurate extent of combined sewers, however differentiation between separated and partially separated sewers is not included on this figure.

Currently, the sanitary collection system consists of:

 Combined sewers – Conveying both sanitary sewage and stormwater runoff from

private property and City streets, combined sewers are primarily found in the older areas of the City of Kingston, including a significant portion of the downtown area. Combined sewers are an historical leftover from the period before wastewater treatment, and Utilities Kingston is actively working on separation of the remaining combined sewers.

 Partially separated sewers – Conveying sanitary sewage and stormwater initiating primarily from roof leaders / downspouts, foundation drains and sump pumps, partially separated sewers are subject to higher wet weather inflow response than fully separated sewers. Partially separated sewers are suspected (and in some cases verified) to be located in various areas in the City, although accurate and complete records of the locations are not available. Current bylaws no longer permit the construction of any type of stormwater connection to the sanitary system.

 Separated sewers- Conveying only sewage originating from sanitary sources, separated systems can still be subject to significant wet weather infiltration and inflow (I/I)

depending on their age, condition, and method of construction. In an area with separated sewers, all road drainage and stormwater is collection by storm sewers. All new development is serviced by separated sewers.

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Refer to Figure 2-2 for an illustration of the current (2009) combined sewer serviced catchment areas in the City of Kingston.

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EXISTING SEWAGE INFRASTRUCTURE SYSTEM

383726A1T7_WBG020310121900OTT 2-5

The collection system is also divided into two distinct systems that convey flows to the two separate wastewater treatment facilities. The West System, which generally includes the portion of the City within the urban boundary west of the Little Cataraqui Creek (the former Kingston Township), collects and conveys flows to the Cataraqui Bay Wastewater

Treatment Plant (WWTP). The Central and East Systems, which generally include the area east of the Little Cataraqui Creek (former City of Kingston and Pittsburgh Township), discharge to the Ravensview WWTP.

A complete review of sanitary pumping stations was recently completed by UK, including a condition assessment and review of pumping capacity for each station. The final report for the study, “Condition Assessment of Water and Waste Water Pumping Stations” (2008) provides a full summary of details for each station.

2.3 Existing Treatment Facilities

2.3.1 Cataraqui Bay Wastewater Treatment Plant

The Cataraqui Bay WWTP is a conventional activated sludge plant providing Secondary Treatment and anaerobic digestion for sludge treatment with rated treatment capacities as summarized in Table 2.1.

TABLE 2.1

Cataraqui Bay WWTP Treatment Capacity

Criteria Capacity (m3/day)

Average Capacity 38,800

Primary Treatment Peak Flow Capacity 134,000

Secondary Treatment Peak Flow Capacity 69,200

Existing Dry Weather Flow 20,132

2.3.2 Ravensview Wastewater Treatment Plant

The Ravensview WWTP recently underwent a significant capacity and technology upgrade. The new facility utilizes primary sedimentation, secondary treatment (using Biological Aerated Filters), and chlorine disinfection. Sludge treatment is provided by two-stage digestion followed by dewatering for land application.

Treatment capacity for Ravensview is summarized in Table 2.2.

TABLE 2.2

Ravensview WWTP Treatment Capacity

Criteria Capacity (m3/day)

Average Capacity 95,000

Peak Hour Capacity 192,500

Peak Day Capacity 186,000

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2.4 System Characterization through Model Development

A computer simulation model of the Kingston trunk sewer system has been developed by UK and updated, calibrated, and verified. This model was used for the Master Plan to assist with analyzing the system, planning for future system upgrades and examining of

alternatives for overflow reduction. The model has also been used, in conjunction with monitoring data collected by UK, to estimate pollutant mass loadings to the receiving water bodies.

The computer model has been developed using the InfoSWMM modelling platform. This modelling tool uses the US EPA’s Stormwater Management Model Version 5

(EPA SWMM 5) to carry out simulation of wet-weather flow response, sewer hydraulics and resulting overflows. EPA SWMM 5 is an “industry standard” modelling tool that has been developed over the last 30 years, and which is widely used throughout North America and elsewhere.

The use of a computer simulation model helps with characterizing the system’s response to wet weather, and can greatly assist with understanding the underlying reasons for

overflows. Once it was developed, tested and verified using observed monitoring data, the system model was used to help characterize system performance under various conditions. It is worth noting that the computer model’s calibration/verification using 2008 data, in particular, means that the model has been tested against data for what was a relatively wet year. From the point of view of ensuring that the model does adequately represent wet-weather system response, this was a favourable situation.

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383726A1T7_WBG020310121900OTT 3-1

3. Future Servicing Requirements

With respect to future servicing requirements, the following list includes the main objectives identified to remain consistent with City and UK policies and the Official Plan:

 Provide sufficient capacity to convey wastewater to the receiving wastewater treatment

facility without backups in the trunk conveyance system

 Ensure adequate pumping station capacity to convey dry and reasonable wet weather

flow volumes

 Provide adequate capacity at the receiving wastewater treatment facilities to process dry

weather flows and reasonable wet weather peak flows

The focus of the current analysis was on determining system requirements to achieve each of the above noted objectives.

3.1 Kingston Sewer Design Standards

The City of Kingston Subdivision Development Guidelines and Technical Standards

(February 28, 2006 as Amended) include the following standards with respect to sanitary servicing design:

 Design flows shall be 350 L/d per person

 Population design density based on gross population per hectare will be provided by

Planning Division

 Contributing industrial, commercial, and institutional design flows shall be considered

on a case-by-case basis

 Infiltration shall be 0.14 Litres per second per hectare of contributing area

 Peaking factors shall be 2.75 for maximum flow and 4.0 for minimum flow as derived

from the Harmon formula

 Industrial, commercial and institutional design flows shall be considered on a

case-by-case basis

The Draft OP states the following densities for various residential land uses, which have been used to derive sewage estimates for vacant lands within the urban boundary:

 Low Density Residential land uses include detached dwellings, semi-detached

dwellings, duplexes, triplexes, and converted dwellings, that have a density of up to 30 units per net hectare of land in existing areas, unless an approved Secondary Plan establishes alternative provision.

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 Medium Density Residential land uses include such building types as townhouses, maisonettes, multiple dwelling conversions, and walk-up or low-rise apartments of up to four storeys. The density range extends from 30 to 75 units per net hectare in existing developed areas unless an approved Secondary Plan establishes alternative provision.

 High Density Residential land use primarily includes apartments above four storeys

with a density of 76 units per net hectare.

For Areas that are included within Approved Secondary Plan Areas, the following land densities were used as stated in the Draft OP:

 Cataraqui West Secondary Plan

 Low Density – 14 to 45 dwelling units per net hectare of land

 Medium Density – 25 to 75 dwelling units per net hectare of land irrespective of

housing types

 Cataraqui North Secondary Plan

 Low Density – 14 to 56 units per net hectare of land

 Medium Density – 27 to 75 units per net hectare of land

 High Density – 27 – 125 dwelling units per net hectare of land

 Rideau Community Secondary Plan

 Low Density - 10 to 30 units per net hectare of land

 Medium Density – 25 to 45 units per net hectare of land

 High Density – not to exceed 60 units per hectare of land

3.2 Determination of Sanitary Flows

3.2.1 Domestic Sewage Flows

Population estimates were multiplied by the design flow rate of 350 L/cap.d as stated in the City of Kingston Subdivision Development Guidelines and Technical Standards to obtain the average day domestic volume. This flow rate falls within the range of values given for average daily domestic sewage flow without infiltration in the Ministry of Environment Guidelines for the Design of Sanitary Sewage Flows (1985, 2008), which is between 225 and 450 L/cap.d. The average day infiltration was calculated based on the net area of each land use category and the infiltration rate of 0.14 L/s/ha of contributing area as per City of Kingston Subdivision Development Guidelines and Technical Standards. The total average day domestic sewage flow is a sum of the domestic flow and the infiltration. The peak domestic sewage flow rate was calculated based on equations listed in the Ministry of Environment Guidelines for the Design of Sanitary Sewage Flows (1985, 2008) using a peaking factor of 2.75 and a peak extraneous flow rate of 0.14 L/s/ha as per City Guidelines.

3.2.2 Commercial, Institutional and Industrial Sewage Flows

The City of Kingston provided a summary map of all available commercial, industrial and institutional development lands within the urban boundary. The amount of vacant

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FUTURE SERVICING REQUIREMENTS

383726A1T7_WBG020310121900OTT 3-3

scenario was based strictly on the fraction of the population of this scenario relative to the full build-out scenario.

As stated in the City of Kingston Subdivision Development Guidelines and Technical Standards, contributing industrial, commercial, and institutional design flows shall be considered on a case-by-case basis. As stated in The Ministry of Environment Guidelines for the Design of Sanitary Sewage Flows (1985, 2008), where no historical records or flow data

are available, a unit value of 28 m3_{/ha.d average flow should be used for commercial and}

tourist-commercial areas. For the current analysis, this unit value was also applied to institutional areas, which account for less than 1% of the total area occupied by the three SPAs.

For typical industrial sewage flow allowances, the Ministry of Environment Guidelines for

the Design of Sanitary Sewage Flows (1985, 2008) include a range from 35 to 55 m3_{/ha.d. For}

the current analysis, a mid-range value of 45 m3_{/ha.d was used for industrial areas. As}

noted in the Ministry of Environment Guidelines for the Design of Water Distribution Systems (July 1985), peak usage rates in industrial areas generally range from 2 to 4 times the average usage rate.

For commercial, institutional, and industrial areas, the average day infiltration was calculated based on the net area of each land use category and the infiltration rate of 0.14 L/s per hectare of contributing area as per City of Kingston Subdivision Development Guidelines and Technical Standards.

3.3 City Growth Projections

Development Areas identified in the City‘s Draft Official Plan (Draft OP) represent the basis for assessing future sanitary sewage flows, to be serviced by the collection and treatment system. The Draft OP also provides information on the anticipated population growth to planning year 2026, which is identified as the planning horizon for the Sewage

Infrastructure Master Plan.

Key highlights in the Draft OP that are relevant to the determination of future sanitary sewage flows include the following:

 A medium growth scenario is forecast with a projected population of 133,100 people

expected by 2026, representing a total population increase of 15,900 people

 Average household size City-wide is projected to decline from the current 2.3 persons

to 2.1

 Growth will be focused within the Urban Boundary, with an emphasis on infill and

redevelopment

 Development will occur in the following order:

 Lands within the urban boundary that have servicing capacity in place and/or have

Area Specific Phasing priority

 Future Development Areas outside the Urban Boundary

 Special Planning Areas within the Urban Boundary that become available for

Sewage Infrastructure Master Plan for the City of Kingston Urban Area