REPORT

District of Lillooet

Master Water Plan Update

October 2017 CONFIDENTIALITY AND © COPYRIGHT

This document is for the sole use of the addressee and Associated Engineering (B.C.) Ltd. The document contains proprietary and confidential information that shall not be reproduced in any manner or disclosed to or discussed with any other parties without the express written permission of Associated Engineering (B.C.) Ltd. Information in this document is to be considered the intellectual property of Associated Engineering (B.C.) Ltd. in accordance with Canadian copyright law.

This report was prepared by Associated Engineering (B.C.) Ltd. for the account of District of Lillooet. The material in it reflects Associated Engineering (B.C.) Ltd.’s best judgement, in the light of the information available to it, at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. Associated Engineering (B.C.) Ltd. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. Table of Contents

Table of Contents

SECTION PAGE NO.

Table of Contents i 1 Introduction 1-1 1.1 General 1-1 1.2 Rationale of the 2017 Master Water Plan 1-1 1.3 Level of Service Expectations 1-2 2 Existing Water System 2-1 2.1 Current Supply 2-1 2.2 Design Criteria 2-1 3 Demand Patterns 3-1 3.1 Population 3-1 3.2 Water Consumption Patterns 3-2 4 Water Quality 4-1 4.1 Seton Creek Intake 4-1 4.2 Water Quality Testing - Current Practices 4-1 5 Water Supply and Distribution 5-1 5.1 General Overview 5-1 5.2 Observations with Current Infrastructure 5-2 6 Water Conservation 6-1 6.1 Observations about Water Consumption in Lillooet 6-1 7 Hydraulic Analysis 7-1 7.1 Water Modelling Parameters 7-1 7.2 Fire Flow Modelling 7-1 7.3 Modelling Results and Discussion 7-2 8 Capital Works 8-1 8.1 Dickey Creek Upgrades 8-1 8.2 PRV Replacement Program 8-2 8.3 Backup Power Generation Program 8-4 8.4 Mainline Upgrades and Asset Replacement 8-4 9 Financials 9-1 10 Conclusions and Recommendations 10-1

i District of Lillooet

References Appendix A - Technical Memorandum - Design Criteria Appendix B – Detailed Cost Tables Appendix C - FUTURE SOUTH LILLOOET WATER SYSTEM Water Supply and Treatment Options 1 Water Storage and Distribution 1 Order of Magnitude Cost Estimates 2 Discussion and Summary 4 Appendix D - Future East Lillooet Service Area Existing and Future Water Demand 1 Water Supply and Treatment Options 2 Water Storage and Distribution 3 Appendix E - District Operations Report (2016)

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1 Introduction

1.1 GENERAL

The purpose of this document is to update the District of Lillooet Master Water Plan. The previous plan developed by True Engineering in 2008 resulted in the construction of the Cayoosh Creek Water Treatment Plant, replacement of a new reservoir, a series of mainline upgrades and new pump stations. The focus of the document is described in the following scope provided by the District: · Update the Master Water Plan by incorporating current standards to confirm or update system hydraulics, system capacities, water and wastewater treatment capacities, water availability, and water quality. · Review existing infrastructure condition and performance taking into account the District’s projected growth rates and economic analysis parameters to the 10-year horizon. Additional projects will be outlined to 20 years. · Identify any new capital projects that may be required and provide costs and any possible impact on user fees. · Prepare water modelling for use in assessing future subdivision and development impacts on the District’s water infrastructure. Provide water infrastructure databases and mapping that are at an accuracy that is sufficient to perform water modelling and conduct detailed asset management planning.

1.2 RATIONALE OF THE 2017 MASTER WATER PLAN

The intention of a Master Water Plan is to provide a sustainable capital plan that assures the community water system is capable of delivering potable water that meets Canadian Drinking Water Quality Guidelines at a reasonable pressure, and that the system can accommodate future development and growth without impacting system hydraulics or increasing costs.

For this plan to be effective, it must be accepted both by the Community and vetted by District staff. An effective plan must be sustainable, providing guidance to coordinate work with other infrastructure spending for such assets such as roads, sanitary, storm, electrical, buildings or provincial works. From a practical perspective, an effective plan reduces surprise costs, and sets a reasonable path forward. To maintain plan relevancy, it is important to review and update plan details every 3 to 5 years.

From a financial and sustainability perspective, the District of Lillooet water connection and regulations bylaw has determined the rate structure till 2023, and now include the long-term payment of the new water treatment facility, storage and pumping facilities. To maximize the use of these facilities, the distribution system must now be upgraded to meet the standards expected for each resident and business, including providing potable water at adequate pressure and expected fire flow capacity under the most stressful conditions (which in this case is defined as Maximum Day Demand (MDD). There is an expectation from the Community that a reasonable water rate structure will provide these services.

1-1 District of Lillooet

The focus of this plan over the next 10 years is on resiliency. Infrastructure resiliency can be defined in many ways, however generally it is the ability to reduce the magnitude and/or duration of disruptive events. A fully resilient system considers four key abilities (USDHS, 2010): · Robustness—the ability to absorb shocks and continue operating; · Resourcefulness—the ability to skillfully manage a crisis as it unfolds; · Rapid Recovery—the ability to get services back as quickly as possible; and · Adaptability—the ability to incorporate lessons learned from past events to improve.

District of Lillooet operations staff have dealt with resiliency issues for years. They must be directed now to eliminate known risks, and provide added consideration for protection or backup supplies where possible.

The establishment of this long-term source has reduced or eliminated the need for other traditional creek sources used by the District. This offers the opportunity, over time, to replace or eliminate older high mainlines in some areas and improve capacity and reliability and supply in others. There is still a need for a reliable backup supply, however, should the treatment plant shut down for an extended period. A treated Dickey Creek gravity water source could still be used to supply the town in the event of a break down from below.

Resiliency improvements in Lillooet should also consider: · Backup power generation to operate the Recreation Wells during a prolonged power failure, · Backup power generation for booster station used to fill reservoirs, · A backup gravity water supply should Seton pumping or water source quality be compromised. · Potential failure of Asbestos Cement mainlines. · Potential for additional fire fighting capacity. · Backup supplies for all chemicals and filtration units in the WTP.

It is impossible to prevent or mitigate all failures. This plan discusses the issues and assists in determining the most effective measures for mitigating results from different failures. This includes future impacts due to climate change.

1.3 LEVEL OF SERVICE EXPECTATIONS

Background information was obtained from various District of Lillooet Strategic planning documents and studies. On November 6th and 7th, 2015, Council of the District of Lillooet met to establish its agenda and priorities for the remainder of its term. Discussion of Council’s priorities identified four key Goals (From: Level of Service Presentation to Council - District of Lillooet Goals and Objectives – 2016-2018): · Improve Corporate Governance · Build Community · Develop Financial Sustainability · Advance Environmental Responsibility

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Strategies were developed under the Financial Sustainability Focus, and were used as part of the criteria for this water master plan decision making process from both an immediate and a long-term perspective. This include understand the goals of: · Developing an equitable and self-funding water rate structure by: · Amalgamating parcel/frontage tax systems to a single local service area tax, · Completing the water metering process, · Experiencing water system expenditures for full year. · Budgeting sufficient resources to operation and maintain water, sewer and transportation services Council/CFO/Director Works · Support strengthening of agricultural industry by working with the regional “agricultural committee” and T’it’q’et’s agricultural enterprises.

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REPORT

2 Existing Water System

2.1 CURRENT SUPPLY

The District of Lillooet currently provides water to a population of 2350 people. The distribution system provides water to six pressure zones, servicing residential, commercial and industrial areas in both the downtown core and along the west side of the Fraser River. The District of Lillooet also operates two year- round small water systems that service the East Lillooet Industrial Park and Lillooet Airport on the east side of the Fraser River. Each of these smaller service areas have their own groundwater supply, distribution and storage facilities.

Water to the main distribution system is supplied primarily from two sources, the Seton River and the Recreation Centre Well No. 2. The Seton source is connected to a water treatment plant which was rendered operational in 2015. Under the current arrangement, the District water supply meets both the Guidelines for Canadian Drinking Water Quality and regulatory requirements of the Ministry of Health. There have been no Water Quality Advisories or Boil Water Alerts since the WTP has been in operation.

The design capacity of the filtration system within the WTP is approximately 6.6 ML/day, however the actual capacity is reported to be closer to 6.0 ML/day. The capacity of the membrane filter system installed is the key limitation. There is room within the structure for the addition of filtration trains for expansion to 10 ML/d.

Current maximum day demands on the system are currently 7.52 ML/day, and operators provide the additional capacity through Rec Centre Well No. 2, which is sourced from a confined aquifer with high quality water requiring only chlorination.

The distribution system is supported by three active reservoirs which provide balancing storage and fire flow protection. The water treatment plant also has a 0.300 ML clearwell to assist with operations. A reservoir also exists at the connection to the T’it’Q’et water system.

Details of the current water system are summarized each year by the District operations staff in their Annual Water system report. The latest version of this report for 2016 can be found in Appendix E.

A system layout is presented in Figure 2-1.

2.2 DESIGN CRITERIA

The Master Plan Team met with District of Lillooet staff following a comprehensive review of previous project work, master plans, design decisions, current bylaws and standards used in the design and construction of water and wastewater works in Lillooet. A Technical Memorandum with Design Criteria was reviewed by the District (See Appendix A).

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REPORT

3 Demand Patterns

3.1 POPULATION

Population records were extended from the 2008 Water Master Plan, and updated with recent figures from other studies completed since 2012. These values were verified with Statistics Canada Census data from both 2006 and 2016. It is noted that not all the population was serviced by water or wastewater systems, so the numbers are used as a guide in the later Demand Analysis.

The population has remained steady over the last 10 years at 2350.

Figure 3-1 – District of Lillooet Population

Econics (2015) reviewed similar data for the District, and based its water conservation analysis on a 0.5% growth rate. The difference between 0.5% and 1.0% is 100 people. To stay somewhat conservative, we suggest the population growth rate to 2037 to be 1.0%. This value may be low if First Nations systems expand or are further developed outside of town boundaries. If this form of expansion were to take place, then it is likely that additional funds would be available beyond the scope of this plan.

3-1 District of Lillooet

3.2 WATER CONSUMPTION PATTERNS

3.2.1 Current System Consumption

The District measures water from all its sources. Data was reviewed from 2012 to 2015, as well as summaries from the past reports and are summarized in Table 3.1 and 3.2 below. It should be noted that the District completed its changeover to the water filtration plant, thereby reducing/eliminated its reliance on Town Creek and Dickey Creek as water sources, and explains the changeover to filtration in each of the tables below. For many interior British Columbia communities, 2015 was one of the driest and hottest on record. This was the same for the District of Lillooet, where 2015 recorded a very high water consumption. The average day demand (ADD) was 3.32 million litres per day (ML/d), with the maximum day demand (MDD) reaching 7.523ML/d on July 25th, 2015 (See Table 3-1).

Table 3-1. District of Lillooet Water Consumption – 2013 to 2015

Monthly Comsumption (m3) Ground Water Surface Water 2015 Month Rec Centre Town Dickey 2014 2013 Seton Creek Filtration (All sources) Well 2 Creek Creek

January 47,556 818 0 0 0 48,374 40,215 49,123 February 35,940 3,522 0 6,858 0 46,320 40,129 45,595 March 47,805 2,728 0 5,697 0 56,230 42,870 51,550 April 55,633 28,482 0 0 0 84,115 65,786 62,504 May 65,177 71,594 0 0 0 136,771 124,501 133,871 June 100,899 79,182 0 0 0 180,081 142,646 126,178 July 37,077 63,387 31,425 58,251 0 190,140 176,808 178,002 August 3,364 29,268 142,207 0 0 174,839 156,177 161,593 September 0 3,046 113,833 0 0 116,879 108,568 80,090 October 0 1,614 70,100 0 0 71,714 71,489 53,421 November 0 980 51,769 0 0 52,749 41,880 34,521 December 0 70 52,761 0 0 52,831 45,124 40,582 Totals (m3) 393,451 284,691 462,095 70,806 0 1,211,043 1,056,193 1,017,030 (MLY) 393 285 462 71 0 1,211 1,056 1,017 ADD (MLD) 1.08 0.78 1.27 0.19 3.32 2.89 2.79 MDD (MLD) 7.523 Multiplier 2.27 0.00 0.00 July 25 MDD

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3.2.2 Current Unit Demands

The District measures supply to the Lillooet water system at the water treatment plant and booster stations. The District recently implemented a water metering system that will, one day, track daily usage. Currently, this information is tracked monthly, or whenever opportunity arises to collect the data. That said, there are currently no consistent measures for ADD, MDD or peak hour flows.

Table 3-2 is a summary of a back-calculation exercise conducted to estimate unit demands based on service information obtained from detailed report obtained online from Statistics Canada (2011) and the annual consumption information obtained for 2015 based on Table 3-3. It is these values that are used to define water use in the modelling exercise, and allow consumption by zoning to determine the spatial dispersal of unit demands and ultimately flow in the system. It is these unit measures by zones where water conservation practices can be measured.

Table 3-2. Estimated Demands by Zoning Designation

Demand (lpm)

ADD per Zoning Description No. of Units ADD MDD unit

R-1 Single Family 331 1.81 599.9 1,388.9 R-2 Duplex 332 1.81 601.8 1,393.1 RM Multi-Family 242 1.21 292.4 677.0 MHP Mobile Home Park 50 1.81 90.6 209.8 RR-1,2,3 Rural Residential 108 1.81 195.8 453.2 C-1 Commercial 1 107 0.30 32.1 74.3 C-2 Local Commercial 41 0.30 12.3 28.5 C-3 Service Commercial 0.90 0.0 0.0 C-4 Shopping Centre 2 1.50 3.0 6.9 C-5 Commercial (Highway Service) 2 1.50 3.0 6.9 I-1 Light Industrial 93 0.90 83.7 193.8 I-2 General Industrial 1.80 0.0 0.0 I-3 Transportation Industrial 3.00 0.0 0.0 P-1 Parks and Recreation 1 7.50 7.5 17.4 P-2 Churches 1 1.50 1.5 3.5 P-3 Schools 1 6.00 6.0 13.9 P-4 Public and Quasi-Public Uses 17 6.00 102.0 236.1 AGR Agriculture and Rural Resource 10 22.50 225.0 520.9 OSR Open Space reserve 0.00 0.0 0.0 Losses 1063 Total Demand lpm 2,257 5,224 MLD 3.25 7.52 Notes: Zoning as per District of Lillooet Zoning Bylaw Data obtained from Statistics Canada 2011 website All ADD unit values established in Table __.

3-3 District of Lillooet

Table 3-3. Estimated Unit Demands by Connection

Average Day Demand per Units per People Area/ Zoning Description Consumption Connection (lpm) Service /Unit zone (ha) (l/day/cap) lpm/ha Avg Day Max Day R-1 Single Family 870 1 3 1.81 1.81 R-2 Duplex 870 1 3 1.81 1.81 RM Multi-Family 870 1 2 1.21 1.21 MHP Mobile Home Park 870 1 3 1.81 1.81 RR-1,2,3 Rural Residential 870 1 3 1.81 1.81 C-1 Commercial 1 3 0.1 0.30 0.30 C-2 Local Commercial 3 0.1 0.30 0.30 C-3 Service Commercial 3 1 0.3 0.90 0.90 C-4 Shopping Center 3 1 0.5 1.50 1.50 C-5 Commercial (Highway Service) 3 1 0.5 1.50 1.50 I-1 Light Industrial 3 1 0.3 0.90 0.90 I-2 General Industrial 3 1 0.6 1.80 1.80 I-3 Transportation Industrial 3 1 1 3.00 3.00 P-1 Parks and Recreation 15 1 0.5 7.50 7.50 P-2 Churches 3 0.5 1.50 1.50 P-3 Schools 3 2 6.00 6.00 P-4 Public and Quasi Public Uses 3 2 6.00 6.00 AGR Agriculture and Rural Resource 15 1.5 22.50 22.50 OSR Open Space reserve (no water service) 0 0.00 0.00

As result, each resident, on average, consumes 870 Litres per day, including losses and inefficiencies of supply in the system.

The unit demands based on zoning, as per Table 3-3, were used in the modelling process.

Important Note: The demand analysis above was conducted to create the unit demands necessary to operate the water distribution model, and includes water losses in the system. The unit demand study that Econics (2015) is still valid, however defined unit demands slightly differently than that required for modelling due to the losses component. The Maximum Day Demand remains 7.52ML/day (July 25th, 2015), including all consumption and system losses.

3.2.3 Future Demand

Assuming a 1 percent growth rate over the next 20 years, the resulting population will be 2,850 in 2036 as determined in Section 3.0. Using current water consumption rates, the District would expect an ADD of 4.0ML/d and a MDD of 9.17ML/d. Under these conditions and with the current water treatment plant capacity at 6.0ML/d, either another source would need to be found, or the water treatment plant filtration system would need to be expanded to its full capacity. The costs of upgrades are discussed later.

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The District expressed an interest in reducing consumption so that all demands could be met only with the Seton WTP at its current filtration capacity of 6.0 ML/d. Theoretically, this would require a reduction in residential consumption to 560 ML/d; a 300 ML/d reduction. This is extremely aggressive. A successful water conservation plan, as analyzed in Section 8.0, is required to reach this goal. The cost of water conservation would be significantly lower by deferring the water filtration upgrades beyond 20 years.

Using a 7.52 ML/d, unit demands were altered to reflect population growth to 2036, Table 3-4 are the values used to model future demand in the system.

3.2.4 Fire Flow Requirements by Zone

The District of Lillooet fire flow design criteria was established in the 2008 MWP as follows:

• Residential zoning = 50 L/s, • Commercial/Institutional/Industrial Zoning= 150 L/sec (1980 Igpm)

As part of this plan, a review of design criteria was conducted to assure that the District is consistent with standards established throughout British Columbia (See Appendix A). Following this review, the only recommendation is to increase residential fire requirements to 60 l/sec for 1 hour; consistent with the Fire Underwriters Survey Design Guidelines (FUS, 1999). Upon review of the system infrastructure, the reservoirs and systems have the capacity to meet this upgrade requirement.

Recommended fire flow requirements are updated in Table 3-5. At this time, the district water system is not sized for a large industrial fire requiring 13,500 LPM (225 lps) fire flow at 3 hours duration. This would require reservoir storage requirement of 2.43 ML and a suitably upsized distribution system. Given the small industrial companies in the District water distribution network, the fire flow of 150 l/s normally applied to commercial and institutional fire requirements is that available at this time. Based on these parameters, a hydrant coverage map is provided in Figure 2.

3-5 District of Lillooet

Table 3-4. Assumed Unit Demands in 2037

Demand (lpm) ADD per Zoning Description No. of Units ADD MDD unit

R-1 Single Family 405 1.40 567.0 1,312.6 R-2 Duplex 406 1.40 568.4 1,315.9 RM Multi-Family 296 0.93 276.3 639.6 MHP Mobile Home Park 61 1.40 85.4 197.7 RR-1,2,3 Rural Residential 132 1.40 184.8 427.8 C-1 Commercial 1 131 0.30 39.3 91.0 C-2 Local Commercial 50 0.30 15.0 34.7 C-3 Service Commercial 0 0.90 0.0 0.0 C-4 Shopping Centre 2 1.50 3.0 6.9 C-5 Commercial (Highway Service) 2 1.50 3.0 6.9 I-1 Light Industrial 114 0.90 102.6 237.5 I-2 General Industrial 0 1.80 0.0 0.0 I-3 Transportation Industrial 0 3.00 0.0 0.0 P-1 Parks and Recreation 1 7.50 7.5 17.4 P-2 Churches 1 1.50 1.5 3.5 P-3 Schools 1 6.00 6.0 13.9 P-4 Public and Quasi-Public Uses 21 6.00 126.0 291.7 AGR Agriculture and Rural Resource 12 22.50 270.0 625.1 OSR Open Space reserve 0 0.00 0.0 0.0 Losses 1300 Total Demand lpm 2,256 5,222 MLD 3.25 7.52 Notes: Zoning as per District of Lillooet Zoning Bylaw Data obtained from Statistics Canada 2011 website All ADD unit values established in Table __. ADD to MDD Multiplier is 2.31

Table 3-5. Fire Flow and Hydrant Guidelines for various Zones

Recommended Equivalent Minimum Fire Flow Duration Zone Minimum Reservoir Requirement (hours) Hydrant Spacing Storage (ML)

Residential (R-1, R2) 3600 LPM (60 lps) 1.0 180 m 0.22

Multi-Family (RM, MH, RR) 5400 LPM (90 lps) 2.0 90 m 1.08

Commercial, Institutional, 9000 LPM (150 lps) 2.5 90 m 1.35 Industrial

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4 Water Quality

The District of Lillooet potable water sources are all required to meet minimum Canadian Drinking Water Quality Guidelines. The Province of British Columbia has established the regulatory framework for providing drinking water treatment, requiring that surface water and groundwater under direct surface influence (GWUDI) are sources that are required to achieve the following measures: · 4 log virus inactivation, · 3 log Giardia and Cryptosporidium inactivation, · 2 forms of disinfection, · Around 1 NTU turbidity (0.1 NTU for treatment systems), · 0 fecal coliforms/E.coli.

Chlorination is the generally accepted solution for virus removal and general disinfection of water. Chlorine disinfection is less effective in the removal of pathogens such as Cryptosporidium and Giardia. Ultraviolet light (UV) in varying doses has proven effective in rendering these pathogens inert. Other issues such as color, odor, hardness, chemicals, toxins, natural and non-natural elements are part of additional water treatment and filtration processes designed to provide a reliable potable supply. Groundwater directly connected to a confined aquifer typically does not require filtration, and is the case for the Recreation Centre No. 2 well only requiring chlorine disinfection.

4.1 SETON CREEK INTAKE

The Seton Water Treatment Plant (WTP) was brought online into full production in July, 2015. In its current phase of installation, the WTP building contains a PALL micro-filtration system, a sodium hypochlorite generation system, UV (Ultra-violet light) disinfection and high lift pumping capacity. The WTP was initially sourced from an infiltration system off the Seton River, but after difficulties in obtaining the necessary capacity, a direct intake with high volume/low head pumps was installed within the property boundary. A full description of the system can be found in Appendix E.

4.2 WATER QUALITY TESTING - CURRENT PRACTICES

4.2.1 Analytical Testing

Water Quality testing is performed on a regular weekly basis and results can be found online. Drinking Water samples are taken on a regular weekly basis from 4 separate geographically spaced locations (residential and business) throughout the Lillooet Water System and submitted to ALS Laboratories in Kamloops for analysis. Samples are tested for total coliform count and E.Coli counts. Drinking water samples are taken monthly from the airport and industrial wells and sent to ALS Laboratories for bacteriological testing.

4-1 District of Lillooet

4.2.2 Water Quality Testing

Drinking Water from the Lillooet water distribution system is monitored daily and tested for potability and aesthetic parameters 6 days per week by staff as part of a daily water maintenance regimen. Samples are regularly taken at 7 year-round sampling locations (residential and business) throughout the Lillooet distribution system. Each water sample is tested and measured for turbidity and free chlorine residual.

Table 4-1 - Water Sources for the District of Lillooet

Current Treatment Regulatory Source Type Pumping Requirements Requirement

Primary Supplies

Seton Fan Intake Surface 4 150 hp pumps IHA 4-3-2-1-0 Regulations 2 pumps meet ADD 38% of total Rec Centre Well 2 Well 77.8m deep Chlorination 3.6MLD. Chlorine Injection (23.5% of 2015 total) Seton Fan Well infiltration Well 1 – 16.5m deep 1170 lpm Well GWUDI Source wells 2 – 19m deep 2660 lpm 300 mm IHA 4-3-2-1-0 Regulations diameter Lillooet Airport Well 134.5m Deep Chlorination SWS Industrial Park Well 117m - 10 industrial sites only Chlorination required. Note there is no SWS treatment at this well to date. Arsenic Levels are above MAC.

Emergency Supplies Only

Town Creek Surface Non-Potable Source Dickey Creek Surface Non-Potable Source Conway Wells 1 & 2 260 l/s at 166m and 180@168m Chlorination and UV. deep (Simultaneous) Poor quality and unreliable quantity Notes: 1. Dickey and Town Creek both have their own chlorination station. Screened first, then sodium hypochlorite injection (Clor-Tec). 2. In 2015, Town Creek only used for 3 months of year. Dickey Creek not used. 3. Together, Seton pumps can produce 5.512 MLD. (32.5% of 2015 total) 4. Sodium hypochlorite generator and UV at new plant (Trojan UV).

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5 Water Supply and Distribution

5.1 GENERAL OVERVIEW

The District of Lillooet currently provides water to a population of 2350 people through approximately 1,283 services (from 2016 District of Lillooet Annual Water Report – See Appendix E). These services are supplied through the Lillooet Water Distribution System which serves the downtown core and surrounding residential and population areas on the west side of the Fraser River. The District of Lillooet also operates two year-round small water systems which service the East Lillooet Industrial Park and Lillooet Airport on the east side of the Fraser River. Each of these smaller service areas has its own groundwater supply, distribution and storage facilities and are discussed separately.

The capacity of the completed Water Treatment Plant (Seton River intake only as source) is approximately 6.0 MLD, and is based on the capacity of the membrane filtration trains. The plant capacity can be expanded with the addition of more filtration trains, for an ultimate capacity of 10 MLD.

The infrastructure within the Town is relatively old, however most major components have been upgraded at some point in the last 30 years. A summary of major components are found in Tables 5-1 to 5-4.

Table 5-1. Reservoir Capacity

Date Capacity Reservoir Address Constructed (ML)

Town Creek (Steel) 717A -7th Ave. 2009 1.567 Million Gallon (Steel with shotcrete) 594 6th Ave. 1979 4.545 Dickey Creek (Buried Concrete) 217 Hunt Road 1991 1.410 Lillooet Airport (SWS) 325C Jones Road 0.0055 Industrial Park SWS Pressure Tanks 0.003 WTP Clearwell 2013 0.300

Total 7.83

5-1 District of Lillooet

Table 5-2. Booster Stations

Date Booster Stations Address Capacity Constructed 4 - 125hp VTP from clearwell. High Lift PS 2013 Seton River WTP 0.178MLH each. Victoria BS 2009 607 Victoria St. 2 – 150 hp Vertical Turbines

Hollywood BS 2009 481 Hollywood Cres. 2 – 150 hp Vertical Turbines Seton 2 pumps should pump more than 8MLD.

Table 5-3. Summary of Pressure Zones and Infrastructure

Pressure Zones Area Serviced Source Central Lower Lillooet PZ285 Phair Road PRV - Phair Road PZ325 T’it’Q’et Band PRV – Mountview Road PZ326 VLA PRV – 7th Ave. PZ329 Downtown Reservoir (4.5ML) PZ358 PRV Shop Road PZ374 Reservoir (1.14ML) North Lillooet PZ353 Hop Farm area Reservoir (1.41ML)

5.2 OBSERVATIONS WITH CURRENT INFRASTRUCTURE

· The system lacks resiliency: · There are few backup power generators in the system. Should the District’s power supply be out for more than a day, the only mechanism is to fill the water system from the creeks. These creek intakes are generally no longer in service, and would require filtration and disinfection to meet Canadian Drinking Water Quality Guidelines. · Both primary supplies, the Seton water supply and the Recreational Well do not have backup power. · The Dickey Creek supply is still connected at the northeast end of the District. There are possibilities of adding filtration and UV at the Chlorination station to supply average day flows. · In the current operational framework, reservoirs require pumping. Backup power generation required at each pump station. · The reservoirs are all in good condition and do not require additional work in this plan. · Most of the pressure reducing stations are undersized, in poor condition and require significant operational planning in order to access them for maintenance or adjustment. Most stations require

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replacement. Operations staff have asked that all PRV’s be above ground to avoid confined space concerns of accessing buried chambers. · Most hydrants appear to be in good condition and are all accessible. Some hydrants are connected to 50mm or 100mm looped pipelines; particularly around Main Street. Consideration is necessary to loop with 150mm or larger mainline. · The steel and galvanized mainlines around Main Street are near the end of their operating life. Operations staff have needed to repair mainlines on business frontages more frequently. To date, there has been minimal damages to these businesses, however one major break could change this. · The airport water system is sourced by well with very hard water. There are no plans, nor is there well capacity, for growth in this area. · The Industrial area upgrades are discussed in Appendix C.- · Pipelines – Range in size from 50mm to 300mm.

5-3

REPORT

6 Water Conservation

This section reviews water conservation practices and plans conducted by the District, and if necessary, make recommendations of achievable targets or additional strategies.

The District of Lillooet last commissioned a Water Conservation Plan in 2009. At that time, it was reported that lawn and garden irrigation was the largest component of residential water use, comprising 50 to 75 percent of all water consumed. The 2009 plan recommended several strategies to reduce consumption in the community with the goal of reducing demand by 50 percent. The three key strategies at that time included: · leak detection and repair (potential 20% reduction) · universal water metering and metered rate structure (estimated 20% ADD and 10% MDD reductions) · public education and information (estimated 2 – 5% reduction).

Today, it is difficult to measure or determine the success or failure of these strategies: From a review of studies completed to date and water meter data collected, the following observations can be made: · A leak detection study was conducted, but with little success in obtaining the required reductions. District operations staff have confirmed that some leaks were discovered, however there has been little follow-up in completing the repairs. · Water meters have been installed on nearly all residences. Values are being produced and data collected. Data processing is extensive, and will need to be expanded to obtain the required results. · Public Education appears to not have achieved the necessary measurable reductions.

In 2015, the water conservation plan update was commissioned to Econics. The recommendations in this plan were revised to reduce consumption level by 27 percent by 2020, along 2 percent annual reductions after that. This would be accomplished under four strategies: · Enhancing the effectiveness of the existing outdoor watering bylaw through education and outreach, but also enforcement as required. · Improve water use accounting, and enhance understanding of where water ends up throughout the District. Provide municipal leadership toward sustainability by ensuring municipal facilities are water-efficient. · Introduce a Residential Water Use Program to raise awareness of the importance of water conservation, assist residents in reducing their use, and provide a financial incentive for conservation.

6.1 OBSERVATIONS ABOUT WATER CONSUMPTION IN LILLOOET

During the drafting of this Master Water Plan, District staff were interviewed about their knowledge of demand and water conservation. A key observation was that staff could not pin point any activity to target where practices could reduce the high demands and water use occurring in the District. With the District’s maximum day demand currently at 7.52 ML/d, the water treatment plant was constructed to supply a

6-1 District of Lillooet

6.0ML/d to be supplemented temporarily by the Recreation Well No. 2 to meet the shortfall. While the plant’s filtration system can be upgraded to a maximum capacity of 10 ML/d to support growth, it was clearly the intention that reductions to current consumption practices occur through water conservation.

The 14 percent reduction in consumption is necessary to use only the water treatment plant as a primary source. Reaching this 14 percent reduction target requires effort and budget on behalf of the District, and must be sustained over the long term. The challenges are that the soils in the area are very coarse, resulting in low water retention and higher seepage losses.

Associated Engineering’s project team are familiar with water use practices in the B.C. interior. Residents in these communities expect to maintain nice lawns, lush gardens and high quality drinking water. These factors are very important in sustaining the population, and providing additional reason for tourism. The challenge is to keep costs to a minimum, as major capital works are often required to maintain these supplies and reduce pressure on the system.

On a couple of occasions during site visits during the summer, the consultant’s project manager toured most of the District during both the day and evenings. It was noted that residential properties ranged in size from ¼ acre to ½ acre lots. From observations, it was noted that at least many properties had large single impact sprinklers in operation. On the grass portions, these were usually single garden hose to sprinkler assemblies and planted by hand in the grass. These sprinklers appeared to be left on for several hours in those evenings. Given the hot and dry climate of Lillooet, irrigation is necessary to maintain a green lawn and gardens.

Depending on the type of hose-bibs on the property, however, flows from these sprinklers can range from 20 to 60 Litres per minute (5 to 15 gpm), resulting in inefficient water application on granular (sandy loam to sandy) soils. Assuming a 4 hour watering interval, water supply for sprinkling alone would be over 9,000 Litres. Forgotten and left on all day and night, water consumption can rise to 27,000 litres over 12 hours or 55,000 Litres over a 24 hour period.

From a water conservation perspective, if 50 houses were to reduce this type of lawn irrigation from 4 hours to 2 hours, 225,000 litres could be conserved (0.25MLD) during peak periods. This strategy alone would results in 30 percent of the goal to reduce current District water use from an MDD of 7.52 to 6.0 ML/d.

The second observation noted that District consumption records from the water metering are complete, but do not currently provide daily values. It is not possible now to locate these heavier uses. The records do indicate, however, that there are excessive users in some areas compared to others. Some due diligence by the District could quickly find some reductions in consumption.

Based on the above analysis, we suggest that there are some sub-strategies to the Econics recommended practices to assist in meeting the goals of the plan: · Change the water recording structure on the water meters to include daily values in addition to the current data collection and recording.

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· Increase some of the effort necessary to enforce and encourage limits to lawn irrigation to a maximum 2 hours. This may require public demonstration and education. This could be accomplished at public events. · The District should consider cost-sharing programs to introduce low flow hose bibs, timers or automated sprinkler systems that apply water more efficiently. · Use xeriscape landscaping at Town facilities and parks as much as possible. · Install meters on all turf irrigation systems in the Town parks and introduce targets. · Establish an annual capital budget component in the capital works plan for water conservation.

6-3

REPORT

7 Hydraulic Analysis

7.1 WATER MODELLING PARAMETERS

The water model was developed in WaterCad 8.0, using the GIS shape file imported from the District of Lillooet mapping system. The mapping layer was updated to reflect the upgrades conducted in the last 10 years since the 2008 work. As part of this plan, a copy of this model was exported to an EPANet compatible file for future use by the District.

Additional elements, including pumps, wells, reservoirs and pressure reducing valves were extracted from design reports, operations manuals, drawings and modifications noted by operations staff. The model was calibrated using available hydrant operation, pressure information and notes from the previous master water plan.

Once calibrated, the model was used to evaluate how the system responded under the following scenarios: · Average Day Demand · Maximum Day Demand · Maximum Day Demand + Fire Flow

Each address within the existing system was considered as a potential connection in the system. We then back-calculated the percentage of connections developed based on the 2011 population census and other available data. System demands were established using unit demands per service. This is accomplished by counting services and applying unit demands based on zone and an ADD. Peak hour was assumed to be 4 times ADD, and is reported by staff to occur between 1 am and 6 am.

In the future, where operational issues require more detailed analysis such as reservoir and pump station filling and recirculation, the model can be easily fitted with diurnal demands which can further detail the unit demands into hourly consumption patterns. These can be adapted for each type of zone and application to better predict how the District’s system will typically operate. This type of analysis was not necessary for this planning exercise.

7.2 FIRE FLOW MODELLING

Fire flow was modeled using the current (2015) MDD and the worst-case fire flow requirements within the distribution system. The National Fire Underwriter’s Survey, 1999 recommends parameters indicated in Table 4.1. A steady state hydraulic analysis must confirm that minimum residual pressures of at least 20 psi be maintained during fire flow during a MDD requirement. As a test, the Industrial Area near the Hollywood Booster Station were also analyzed for an industrial minimum fire flow of 13500 lpm for 3.0 hours; equating to a storage requirement of 2.43 ML.

The network model fire flow analysis tested all hydrants under this scenario and incrementally increased the fire flow until the residual pressure at the hydrant is 20 psi while maintaining positive pressures everywhere

7-1 District of Lillooet

else in the system. This residual criteria of 20 psi allows for head losses in the hydrant lead, hydrant, and suction hose to the pumper truck during an actual fire.

7.3 MODELLING RESULTS AND DISCUSSION

The results of the modelling effort indicate that system pressures can be maintained.

7.3.1 Maximum Day Demand

Modelling results for MDD are shown graphically in Figure 7-1. The MDD is assumed up to Year 2036. The results demonstrate no mainline velocity concerns, as nearly all mainline velocities are less than 1 m/s. The are no low-pressure concerns. From a pressure perspective, however, the District does generally above 80 psi for a large part of the area, and above 120 psi in the lower areas. While mainlines are capable of operating under these pressures when designed to standard, the amount of seepage or leakage can be higher than at lower pressures, particularly at the gaskets and service connections. With some of the upgrades noted later in this plan, it is recommended that the District look at revising PRV settings to the lower pressure zones.

7.3.2 Peak Hour

Peak Hour Demands were modelled based and assumed to be 4 x ADD. There were no pressure concerns encountered under this modelling scenario, however mainline velocities exceeded standard operating requirements on Russell Lane. The laneway is currently serviced by 38mm galvanized iron mainline. This mainline must be removed and replaced, as mainline velocities exceeded 4m/s. This line would be slated for replacement anyways given its age and condition (Figure 7-2).

7.3.3 Maximum Day Demand+ Fire Flow

Some hydrant nodes were selected in Figure 6 and modelled for fire flows. The District’s water system would be able to meet the minimum residual pressure of 20 psi while not exceeding 4 m/s velocity in any mainline during this condition. The red nodes identified in Figure 7-3 denote failure in meeting one or both of the conditions. Upon further review, mainline velocities are responsible for the majority of issues. The District infrastructure consists of many mainlines which are undersized for fire flow.

Of concern is the hydrant coverage for the High School on Columbia Street, which requires an institutional fire flow requirement of 150 L/s for at least 2 hours. While the reservoir size meets this requirement, the Columbia Street mainline is undersized, and should be upsized to at least 250mm.

The remainder of fire flow shortfalls can be eliminated through the addition of pipe loops, or upgrading mainlines in key areas. The upgrades found in Section 8.0 identify all upgrades required to meet or exceed fire flow requirements.

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REPORT

8 Capital Works

The following capital works plan is based on observations, discussions with District staff, deficiencies identified during the modelling effort and anticipated future requirements to meet development potential. The capital works projects must fit within the community budget. If works are required to meet regulatory requirements, then additional funding may be required to achieve these requirements. This is discussed later in the Financial Section (Section 9.0).

Given that the District potable water supply meets and exceeds Canadian Drinking Water Quality Guidelines, the focus of this plan should involve resiliency and water conservation. It is proposed that the District should consider four main components in its 10 year master water plan for capital works: 1. Upgrades to reinstate the Dickey Creek supply as a gravity fed backup system. 2. Institute a PRV Replacement Program; 3. A Backup Power Generation Program 4. Mainline upgrades to meet fire flow and condition needs.

In addition to these major components, annual budgets are required for planning, water conservation, water meter summarizing and cross connection. The following sections describe the detail of each component.

8.1 DICKEY CREEK UPGRADES

Now that the Seton Water Treatment Plant is in operation, the District pumps all water uphill. The plant has currently the capacity to supply only 6.0 ML/d, and relies on the Recreation Well No. 2 for additional capacity during low periods to meet the 7.52 ML/d requirement. With a total reservoir capacity of 7.53ML, the water distribution system has only enough capacity to sustain maximum day demand for 1 day.

A second filtered source at Dickey Creek provides the District with some flexibility to operations should demand exceed supply at Seton Creek. In addition, the gravity supply allows for lower pumping costs during the winter months. The Dickey Creek source is a proven water supply with low turbidity levels during non-freshet or storm events. The source has not been used since the water treatment plant was commissioned. The District operations staff has purchased some older filtration equipment from other communities, and requires capital funding to make this operational. The anticipated components and costs of the Dickey Creek Treatment Upgrades are found in Table 8-1.

8-1 District of Lillooet

Table 8-1 – Proposed Dickey Creek Upgrades

Item Quantity Unit Unit Cost Extension

Dickey Intake and Filtration Upgrades Filter Upgrading 1 LS $105,000 $105,000 UV Upgrading / Electrical System 1 LS $52,000 $52,000 Pipeline Bypass 1 LS $33,000 $33,000 Subtotal $190,000 Engineering 15% $29,000 Contigencies 30% $57,000 Study $20,000 Total $276,000

8.2 PRV REPLACEMENT PROGRAM

All of the existing pressure reducing valves (PRV’s) in the District have confined space and entry issues which make them costly to maintain. The District operations staff have requested that any new replacement PRV’s be designed as above ground units. The final cost of a PRV station depends on pipe size, complexity, water measurement requirement and the amount of SCADA elements required. Table 8-2a summarizes the elements for a typical above ground arrangement that will be used to price all PRV’s, and Table 8.2b notes the location of each. PRV installations can be combined with other distribution system components, such as booster stations, air valves installations or mainline projects.

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Table 8-2a – Typical PRV Station Components and Costs

Item Quantity Unit Unit Cost Extension

Typical PRV Station (150mm/200mm) Civil Work 1 LS $10,000 $10,000 Concrete Base 1 LS $5,000 $5,000 Mechanical Components Butterfly Valves 2 ea $500 $1,000 Combination Air Valves 2 ea $500 $1,000 Pressure Gauges 2 ea $1,000 $2,000 Strainers 1 ea $1,000 $1,000 Water Meter 1 ea $3,000 $3,000 150 mm piping and Bypass (SS304) 1 LS $5,000 $5,000 150 mm Pressure Reducing Valve 1 LS $5,000 $5,000 Building 1 LS $20,000 $20,000 Building HVAC 1 LS $10,000 $10,000 SCADA 1 LS $10,000 $10,000 Power Supply 1 LS $10,000 $10,000 Subtotal $83,000 Engineering 15% $12,000 Contigencies 30% $25,000 Total $120,000

Table 8-2b – PRV Upgrades

Item Quantity Unit Unit Cost Extension Comment

PRV - 7th Ave. 1 LS $83,000 $83,000 to PZ326 (VLA) PRV Abandonment - Taylor Road 1 LS $20,000 $20,000 PRV - Hangman's Park 1 LS $83,000 $83,000 to PZ346 PRV - Shop Road 1 LS $83,000 $83,000 to PZ358 PRV - Phair Street 1 LS $83,000 $83,000 to PZ285 PRV - Mountainview 1 LS $83,000 $83,000 to PZ325 (LIB) Subtotal $435,000 Engineering 15% $65,000 Contingencies 30% $131,000 Total $631,000

8-3 District of Lillooet

8.3 BACKUP POWER GENERATION PROGRAM

Consistent with maintaining backup supply should there be a power failure at the Water Treatment Plant or any pump station, backup generators should be installed at key locations. These are identified in Table 8-3.

Table 8-3 – Backup Generator Locations and Estimated Cost

Item Quantity Unit Unit Cost1 Extension Requirements

Recreation Well 2 100 kW $800 $80,000 Victoria BS 200 kW $800 $160,000 1 x 150 hp Dickey Creek UV & Filter 50 kW $800 $40,000 Hollywood BS 200 kW $800 $160,000 to PZ326 (VLA) Industrial Well 10 kW $800 $8,000 Well Pump Backup Airport Well 5 kW $800 $4,000 Well Pump Backup High Lift PS 500 kW $800 $400,000 3 x 125 hp + 1 reserve Subtotal $852,000 Engineering 15% $128,000 Contingencies 30% $256,000 Total $1,236,000 1. Reference: RSMeans Electrical Cost Data (2014). $500/KW + 40% conversion to $CAN + 20% For Transfer Switch

8.4 MAINLINE UPGRADES AND ASSET REPLACEMENT

The distribution mainline replacement program can be divided in three components: 1. New Works: Mainlines generally need to be upgraded for looping to provide additional capacity to meet fire flow requirements. The modelling has demonstrated that high velocities (greater than 4 m/s) are the key parameter. In general, all mainlines less than 100 mm diameter should be replaced to a minimum diameter of 150mm unless confirmed by modelling. 2. Asset replacement: Either due to deterioration, age or opportunity from other asset replacement. To date, most of these mainlines have been replaced within the District’s Operations budget. The steel mainline on Main Street must eventually be replaced or closed. This is not a priority in the 10 year planning horizon, but is included in the project listing. 3. Asbestos Cement (AC) Replacement: Beyond 10 years, the District should begin to consider an (AC) replacement program as the pipes are now 50 to 60 years old . While they appear to be in fair condition today, it has been demonstrated in other areas of the province to have some deterioration and integrity issues. Budget permitting, the program could start immediately with a pipe testing program to be used at every opportunity where a pipe failure or nearby excavation on AC occurs.

Since the District performs much of its own mainline installation, unit mainline installation costs were adjusted to accommodate this, while continuing to maintain their own financing plan. Unit cost tables used in this analysis are found in Table 8-4. Table 8-5 presents a summary of remaining Asbestos Cement mainline that will need to be replaced in a future study. Figure 3 shows a location of the proposed works.

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Table 8-4 Unit Costs per Lineal Metre of Buried Mainline

Pipe Supply Hydrants & Pavement Total Excl. Total Incl. Diameter & Install1 Valves2 Restoration Pavement Pavement

25 $70 $25 $50 $95 $145 50 $80 $25 $50 $105 $155 75 $90 $25 $50 $115 $165 100 $120 $25 $50 $145 $195 150 $140 $40 $50 $180 $230 200 $165 $45 $65 $235 $275 250 $225 $50 $75 $290 $350 300 $290 $55 $75 $345 $420 350 $340 $60 $90 $400 $490 400 $390 $65 $90 $455 $545 450 $440 $70 $90 $510 $600 600 $590 $75 $100 $665 $765 750 $740 $80 $100 $820 $920 900 $890 $90 $100 $980 $1,080 Notes: (1) PVC or DI Pipe (2) Assumes buried line valves, one hydrant per 100m, one air valve assembly per 500m (3) Costs do not include engineering and contingencies

Table 8-5. AC Pipe Replacement – Full asset value

Replacement Item Quantity Unit Extension Cost ($/m)

AC Pipe Replacement 50 mm 34 m $230 $8,000 100 mm 2,300 m $230 $529,000 150 mm 4,500 m $230 $1,035,000 200 mm 557 m $275 $154,000 250 mm 251 m $350 $88,000 Subtotal $1,814,000 Engineering 15% $272,000 Contingencies 30% $544,000 Total $2,630,000

8-5 District of Lillooet

A 10 year implementation plan was established by examining the priority and budget available to meet the expected development. The remaining projects remain necessary to meet population growth requirements to 2037. Table 8-5 includes a summary of the mainline replacement, upgrading or looping part of this 10 year plan. Some larger projects, particularly the steel pipe replacement along Main Street could be deferred as long as the pipe condition allows. The prioritization of these projects should be reviewed in the Master Plan update in 5 years. Details on costs for each component can be found in Appendix B.

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Table 8-6. Summary of Plan - Priority of Implementation

15% Eng Priority Item Extension Total Cost 30% Cont

1. Dickey Intake and Filtration Upgrades 1.1 Filter Upgrading $105,000 $45,000 $150,000 1.2 UV Upgrading / Electrical Systems $52,000 $23,000 $75,000 1.3 Pipeline Bypass $33,000 $15,000 $48,000 1.4 Study $20,000 $20,000

2. Electrical Generator Program 2.1 Recreation Well 2 $80,000 $36,000 $116,000 2.2 Victoria BS $160,000 $72,000 $232,000 2.3 Dickey Creek UV & Filter $40,000 $18,000 $58,000 2.4 Hollywood BS $160,000 $72,000 $232,000 2.5 Industrial Well $8,000 $4,000 $12,000 2.6 Airport Well $4,000 $2,000 $6,000 2.7 High Lift PS $400,000 $180,000 $580,000

3. Mainline Upgrades 3.1 Loop and Upgrade: Russell St. between 9th and 12th Ave. $116,000 $52,000 $168,000 3.2 Pipe Abandonment - Shop Road to 8th Avenue $21,000 $9,000 $30,000 3.3 Loop: Victoria and Columbia Street (Near 7th Ave.) $30,000 $14,000 $44,000 3.4 Mainline Upgrade: Russell Road N $164,000 $74,000 $238,000 3.5 Loop: Garden Street to Mountainview Cres. $143,000 $64,000 $207,000 3.6 Upgrade Summer St. Mainline $127,000 $57,000 $184,000 3.7 Phair Road to McEwan Road $164,000 $74,000 $238,000 3.8 5th Avenue Loop: Main Street to Fraserview $164,000 $74,000 $238,000 3.9 Mainline Upgrade (FF): Columbia Street to School $263,000 $118,000 $381,000 3.10 Steel Pipe replacement - Main St. 8th Ave to Park Drive $485,000 $218,000 $703,000

4. PRV Program 4.1 PRV - 7th Ave. $83,000 $37,000 $120,000 4.2 PRV Abandonment - Taylor Road $20,000 $20,000 4.3 PRV - Hangman's Park $83,000 $37,000 $120,000 4.4 PRV - Shop Road $83,000 $37,000 $120,000 4.5 PRV - Phair Street $83,000 $37,000 $120,000 4.6 PRV - Mountainview $83,000 $37,000 $120,000

5. Master Plan Updates ($40k every 5 years) $80,000 $80,000

6. AC Pipe Replacement $1,814,000 $816,000 $2,630,000

Subtotal $5,068,000 $2,222,000 $7,290,000

7. Additional O&M Water Metering ($27,280 per year) $272,790 Water Conservation Planning Projects ($15k per year) $150,000 Cross Connection Program ($5k per year) $50,000

8-7

REPORT

9 Financials

The District of Lillooet budget for 2017 was used as the base model for the development of the financial plan for the water master plan. A 10-year plan was developed using the proposed work identified in Section 8.0. The plan reflects priority projects, rate projections and budget realities identified by District staff. The components were developed using the District’s Water Utility Operating Fund 5 Year Detailed Plan for baseline expenditures and revenues: Table 9-1 is a project balance sheet. Annual inflation factors were applied to future years expenses. · Expenditures: The District divides expenditures into eight main groupings. Each grouping is assigned costs of wages, equipment, power supply and overhead: · Administration and Management: · Planning · Flushing & Reservoir · Water Treatment · Water Transmission and Distribution · Water Meters · Debt Servicing · Transfers to Reserves · Revenues: Revenues to the District are divided into four categories: · Frontage and Parcel Taxes · Interest and Penalties · User fees · Grants · Capital reserve: used to fund larger capital projects.

We note that the District, in the past, has used maintenance expenditures as part of mainline capital replacements and repairs. For this plan, we have assumed that most capital works projects presented here are eligible for government grant funding, and represent rehabilitation or upgrading of existing assets, or to supplement the resiliency of the supply and distribution system. The grant funding is assumed to be 25 or 50 percent, as shown in the two sub-tables.

Based on the work plan described in Table 9-1 and the budgetary information described above, the District is modelling a rate structure so that the future projected rates maintain a positive utilities fund balance to 2026.

9-1

Table 9-1 Project Implementation Plan and Financial Requirements Water Master Plan 2017 - 2026 Assume Funding Available

Future 10 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 TOTAL years

Dickey Creek Upgrades

Filter Upgrading 150,000 $150,000

UV Upgrading/Electrical System 75,000 $75,000

Study 20,000 $20,000

Pipeline Bypass 48,000 $48,000 Backup Generator Program

Recreation Well 2 116,000 $116,000

Victoria BS 232,000 $232,000

Dickey Creek UV & Filter 58,000 $58,000

Hollywood BS $232,000 $232,000

Industrial Well $12,000 $12,000

Airport Well $6,000 $6,000

High Lift PS $580,000 $580,000 Distribution System/Fire Flow

Loop: Russell St. - 9th and 12th Ave. 168,000 $168,000

Pipe Abandonment - Shop Road to 8th Ave. 30,000 $30,000

Loop: Victoria and Columbia St. (Near 7th Ave.) 44,000 $44,000

Russel Lane (North) $158,000 $158,000

Loop: Garden Street to Mountainview Cres. $207,000 $207,000

Upgrade Summer St. Mainline (VLA) $184,000 $184,000

Phair Road to McEwan Road $238,000 $238,000

5th Avenue Loop: Main Street to Fraserview $238,000 $238,000

Mainline Upgrade (FF): Columbia Street to School $381,000 $381,000

Steel Pipe Repl. - Main St. 8th Ave to Park Dr. $703,000 $703,000 PRV Replacement Program

PRV - 7th Ave. 120,000 $120,000

PRV Abandonment - Taylor Road 20,000 $20,000

PRV - Hangman's Park 120,000 $120,000

PRV - Shop Road $120,000 $120,000

PRV - Phair Street $120,000 $120,000

PRV - Mountainview $120,000 $120,000

Water Conservation Planning 40,000 40,000 $80,000

Master Planning Update (New) 40,000 40,000 $80,000

AC Pipe Replacement 3,014,000 $3,014,000 Sub-Total Expenses 288,000 319,000 184,000 352,000 58,000 312,000 170,000 327,000 304,000 358,000 Sub-Total Expenses with Inflation 288,000 325,380 191,434 373,545 62,781 344,473 191,448 375,620 356,184 427,843 $2,936,709 Grant Funding Percentage 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% Grant Funding Estimate 144,000 162,690 95,717 186,773 31,391 172,237 95,724 187,810 178,092 213,922

Allowable Capital Expenditure 144,000 162,690 95,717 186,773 31,391 172,237 95,724 187,810 178,092 213,922 $1,468,354 Operations & Maintenance Administration and Planning 172,256 175,701 179,215 182,799 186,455 190,185 193,988 197,868 201,825 205,862 $1,886,155 Transmission and Delivery 132,807 135,463 138,172 140,936 143,755 146,630 149,562 152,553 155,605 158,717 $1,454,200 Regular Maintenance Reservoir and Flushing 14,975 15,275 15,580 15,892 16,209 16,534 16,864 17,202 17,546 17,897 $163,972 SCADA Upgrading (New) 10,000 10,000 10,000 10,000 $40,000 Dickey Creek O&M - - - - 17,000 17,340 17,687 18,041 18,401 18,769 $107,238 WTP Maintenance 317,789 324,145 330,628 337,240 343,985 350,865 357,882 365,040 372,340 379,787 $3,479,701 Other 87,830 89,587 91,378 93,206 95,070 96,971 98,911 100,889 102,907 104,965 $961,714 Transfer to Capital Works Fund 3,939 3,939 3,939 3,939 3,939 3,939 3,939 3,939 3,939 3,939 $39,390 Water Conservation Planning Activities (New) 15,000 15,000 15,000 15,000 15,000 15,000 15,000 15,000 15,000 15,000 $150,000 Water Metering 27,279 27,279 27,279 27,279 27,279 27,279 27,279 27,279 27,279 27,279 $272,790 Cross Connection Plan Admin (New) 5,000 5,000 5,000 5,000 5,000 5,000 5,000 5,000 5,000 5,000 $50,000 Sub-Total Expenses at 50% Grant Funding 920,875 964,078 901,908 1,018,064 885,083 1,051,979 981,836 1,100,620 1,097,934 1,151,136 10,073,514 Sub-Total Expenses at 25% Grant Funding 992,875 1,040,638 944,192 1,095,291 897,192 1,113,742 1,013,612 1,158,060 1,147,842 1,205,715 10,807,691

With Existing Rate Structure at 50% GRANTS

Debt Servicing Cost to previous Year Balance $0 $4,750 $9,538 $11,618 $14,994 $13,708 $14,550 $11,840 $9,761 $5,284 $96,042

Revenue Current Revenue (including inflation) based on 9% increases $598,576 $644,660 $702,530 $765,610 $834,360 $909,452 $991,303 $1,080,520 $1,177,767 $1,283,766 $8,988,545

Parcel Taxes $120,185 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414

No. of Service Connections 900 904 908 912 916 920 924 928 932 936 Existing Residential Monthly Rate Structure ($/service) including Inflation $38.00 $41.42 $45.15 $49.21 $53.64 $58.47 $63.73 $69.47 $75.72 $82.53

Water Fund Balance (at Current Rate) ($202,114.48) ($405,868.31) ($494,370.56) ($638,027.89) ($583,330.55) ($619,150.99) ($503,820.17) ($415,345.98) ($224,859.79) $22,900.06 Adjustment may be required as determined by district staff as they develop a sustainable rate structure With Existing Rate Structure at 25% GRANTS

Debt Servicing Cost to previous Year Balance $0 $6,442 $13,069 $16,225 $21,524 $20,677 $23,134 $21,372 $20,867 $17,824 $161,134

Revenue Current Revenue (including inflation) based on 9% increases $598,576 $644,660 $702,530 $765,610 $834,360 $909,452 $991,303 $1,080,520 $1,177,767 $1,283,766 $8,988,545

Parcel Taxes $120,185 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414 $120,414

No. of Service Connections 900 904 908 912 916 920 924 928 932 936 Existing Residential Monthly Rate Structure ($/service) including Inflation $38.00 $41.42 $45.15 $49.21 $53.64 $58.47 $63.73 $69.47 $75.72 $82.53

Water Fund Balance (at Current Rate) 25% Grants ($274,114.48) ($556,120.31) ($690,436.68) ($915,928.96) ($879,871.76) ($984,424.31) ($909,453.61) ($887,951.70) ($758,479.51) ($577,838.16) Adjustment may be required as determined by district staff as they develop a sustainable rate structure Note: Figures above include inflation rate Annual Population Growth Rate 0.5% Based on: WATER UTILITY OPERATING FUND 5 YEAR DETAILED PLAN Inflation 2% 2017 Revenue $598,576 Interest on Debt (BC MFA Fall 2017 2.35%

REPORT

10 Conclusions and Recommendations

The District of Lillooet currently provides water service to a population of 2,350 people using three water supply sources. The Seton River Water Treatment Plant (WTP) is the primary source of potable water to the District. Plant has a current Phase 1 capacity of 6.0 Million Litres per Day (ML/d). Additional flows to meet the current Maximum Day Demand (MDD) are supplied through the Recreation Centre Well No. 2 on an as-need basis. The WTP has an ultimate capacity of 10 ML/d, but require costly future phasing of filtration components. The scope of this plan refers only to the townsite system, and the Phase 2 WTP capacity increase was not discussed in detail.

Using the same consumption patterns were being used to 2036 population levels, the MDD would increase to 7.52ML/d, resulting in a triggering of the plant capacity increases. This plan assumes that water use can become more efficient and effective by enacting and improving elements of the District Water Conservation Plan. Water conservation is critical to reaching key demand goals and keeping utility rates low in the long term by deferring expansion of the WTP. This plan demonstrates that by reducing personal residential demand to 560 L/cap/d; a 300 L/cap/day reduction from current estimates, the result would be the deferral the water filtration upgrades beyond 20 years. Costs of a long-term water effective and educational conservation program is included in this plan.

From a financial perspective, a capital works plan is presented with a focus on system resiliency of supply and distribution. This can be accomplished while assuring that the water provided meets Canadian Drinking Water Quality Objectives, that pressures are maintained, and that required fire flows can be achieved at all times.

The focus beyond 10 years is to consider a sustainable mainline replacement program and improving fire flows to fringe areas.

It is recommended to: · Focus planning efforts on infrastructure resiliency and reduce impacts of infrastructure or operational failures. · Re-develop the Dickey Creek source as a permanent backup supply. Add filtration and chlorination components to be operational when water quality is high. · Add backup generators to pumping systems. · Remove or decommission old transmission mainlines from old creek sources. · Continue a capital program to improve hydraulics within the system and improve servicing. · This includes mainline looping projects, mainline upsizing or new facilities to improve pressures or fire flow to areas throughout the District. · Implement an above ground Pressure Reducing Valve replacement program with the goals of improving flows between pressure zones, and eliminating expensive confined space issues that impact and constrain operations staff. · Maintain a budget to replace components in the water treatment plant.

10-1 District of Lillooet

· Improve water conservation practices in the District: · Change the water recording structure on the water meters to include daily values. · Encourage and enforce lawn irrigation to a maximum 2 hours or ½ hour by zone for automated systems. This may require public demonstration and education. · Consider cost-sharing programs to introduce low flow hose bibs, timers or automated sprinkler systems to minimize excess. · Use xeriscape landscaping at Town facilities and parks as much as possible. · Install meters on all turf irrigation systems in the Town parks and introduce targets. · A portion of water conservation costs should be covered by future development. · Begin development of an asset management program and consider a more condition based approach to asset valuation and replacement in the future. This will assist with the eventual program required to replace large amounts of Asbestos Cement (AC) mainlines installed in the 1950’s and 1960’s. For now, priority should be placed on replacing steel and galvanized pipe systems. · Update the Water Utility Rate structure as determined by District Staff.

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REPORT

References

· District of Lillooet. 2009-2016. Monthly Water Reports to the Interior Health Authority. Obtained on District of Lillooet Online Database. · District of Lillooet. 2011. Zoning Bylaw No. 400, Schedule A. · Econics. 2015. Water Rate Review 2015 – District of Lillooet, June 2015 Final. · True Consulting Group. 2008. District of Lillooet Master Water Plan. · True Consulting Group. 2009. District of Lillooet Water Conservation Plan. Ref. No. 534-161. · True Consulting Group. 2011. District of Lillooet – Water System Source Replacement – Detailed Project Description, February, 2011. · True Consulting Group. 2013. Seton River Intake - Hydraulic Profile and Design Criteria - Design Drawing No. 534-283-02 – Revision 1. · US Department of Homeland Security. 2010. National Infrastructure Advisory Council - A Framework for Establishing Critical Infrastructure Resilience Goals. Final Report and Recommendations by the Council, October 19, 2010.

REPORT

Appendix A - Technical Memorandum - Design Criteria

A-1

Issue Date: August 29, 2016 File:

Previous N/A Issue Date

From: Rod MacLean, P.Eng.

Client: District of Lillooet

Project Name Master Water Plan Update

Project No. 20162354.100

Subject: Design Parameters TECHNICAL MEMORANDUM

1 INTRODUCTION

The District of Lillooet Water and Sewer Master Plan updates will be based on facts, data and assumptions based on from the review of background information and data obtained during the preliminary phases. The options, modelling, scenarios and capital works cost estimates require a design basis consistent with the District’s strategic goals and current bylaws. This planning phase is also an opportunity to examine each one of these bylaws, as some are sometimes derived from other municipalities or similar communities based on past experience. The design criteria will also form the basis of population growth and consumption estimates, and help in the future to measure realistic and achievable demand reductions.

The purpose of this document is to present the design criteria for the various aspects of the plan. The District has the opportunity to review and comment on each aspect. This document will be updated and revised as necessary, and a version of this document will form the basis for the 2016 update of the existing master plans. In the original scope of this study, the goals of this part of the study were to: x Determine the current level of service, expectations, design parameters, and cost limitations. x Establish design criteria consistent for both water supply and sewer collection. x Review historical consumption records and confirm current and future demands based on population and commercial growth. x Confirm parameters such as per capita consumption, fire flow, minimum pipe sizing, pipe velocities and reservoir sizing. x Confirm water quality objectives and requirements.

These outcomes will be reviewed on a regular basis.

2 LEVEL OF SERVICE (LOS)

2.1 Rationale for LOS

Background information was examined from various District of Lillooet Strategic planning documents and studies. To date there have been no indicators for expected Level of Services within the community; at least for the District’s water and sewer system.

Below are some Level of Service statements consistent with the goals discussed with District staff and their commitment to the community. The LOS for District’s the water and wastewater facilities are as follows:

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x Maintain a functional potable water supply that provides sufficient and safe drinking water to the community and its services. x Provide potable water that meets and exceeds the Canadian Drinking Water Quality Guidelines. x Maintain a functional sanitary sewer system that collects, routes and releases to the environment in accordance with provincial regulations. x Replace, maintain or rehabilitate infrastructure components as to provide a reliable supply or collection system at the lowest possible cost. x Retain knowledgeable staff that service the system on behalf of the community, and who can react to all forms of emergency and non-urgent situations.

3 DESIGN CRITERIA

The District of Lillooet uses Subdivision and Development Servicing Bylaw 2007 (No. 286) as the basis for design criteria for municipal projects. The bylaw is used to impose fees to: x cover the costs of administering and inspecting Works and for subdivision applications; x regulate and require the provision of Works in respect of the subdivision of land; and x make other requirements in connection with the provision of Works for subdivision and development of land.

For this Master Plan update, the following tables identify parameters for design criteria taken from the Bylaw 286. Note that details regarding construction practices and administrative requirements included in the bylaw are generally not required for this planning study, but remain valid for design purposes.

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Table 3-1. Design Criteria – Current Practices and Commentary

Relevant Topic Description Section in AE Comments Bylaw 286 Schedule B - Section 3 - Water Distribution System Distribution Peak Hour Demand (PHD) 3.1.1 Excessive. See analysis System Sizing - o 3,000 litres per capita per day for residential areas, and 162,000 litres Demand per hectare per day for commercial, institutional and industrial areas; or Maximum Day Demand plus Fire Demand (MDD + FF) o 5,000 litres per capita per day for residential areas, and 108,000 litres per hectare per day for commercial, institutional and industrial areas plus the applicable fire demand at a location where the pressure drop would be most critical.

Fire Fire demands shall be based on the 1999 edition of the Insurance Bureau 3.1.2 Ok of Canada's publication "Water Supply for Public Fire Protection - A Guide to Recommended Practice". Fire by Zone o Single & Two Family Dwellings (60 litres/sec) 3.1.2 Note that 2008 MWP says 50 lps. o 2 Story Multifamily (90 litres/sec) o 3 Story Multifamily (120 litres/sec) o Commercial Buildings (150 litres/sec) o Institutional Buildings (150 litres/sec) o Industrial Buildings (225 litres/sec) C Factor Hazen-Williams formula: C = 120 for all pipeline sizes. 3.1.3 High for an older system with many valves. Suggest lowering to C=110 unless long transmission main encountered. Water Pressure o Minimum @ peak hour demand = 300 kPa (43.5 psi) 3.1.4 Greater than 80 psi should have individual o Maximum @ low demand = 1,035 kPa (150 psi) PRV inside building. o Minimum @ fire test location= 150 kPa (22 psi) MDD + FF. Minimum Pipe o 150 mm in Single & Duplex Residential areas 3.2.1 Ok Diameters o 250 mm for MF and ICI o Hydrant leads - 150 mm Looping All watermains shall be looped, except in cul-de-sacs of less than 80 m in 3.2.2 Ok length (add blowoffs). Cover Minimum 1.8 m 3.2.4 Excessive. Cover can be 1.5 m. Line Valves Place at pipe junctions where possible or for 1 hydrant isolation 3.2.5 Avoid inline valves where possible. Place o Maximum 200 m apart in SFR at hydrants if necessary. o Maximum 150 m apart in MF and ICI Hydrants Locate at street intersections and spaced no more than 150 m apart, 75 m 3.2.6 Other communities typically 90 to 100 m for from the furthest building site nor 90 m by an unobstructed path of ICI, 150 m for SFR and 200-300m for rural travel from the exterior perimeter of a building other than a single or residential. two family dwelling. Reservoir Reservoir capacity shall be not less than the greater of: 3.3.2 Ok Capacity • One day ADD for the service area, or • Total storage requirement A+B+C where: A = Fire storage - highest FF. B = Equalization Storage of 25% of MDD. C = Emergency Storage of 25% of A + B. Pump Stations No fewer than two duty pumps to meet MDD with the largest pump out 3.4.1 Ok of service and balancing storage on line. Alternatively, if balancing storage is not on line, capacity shall meet PHD with the largest pump out of service, and stand-by power shall be provided to allow the greater of MDD +FF or PHD during a power outage. Pressure Minimum Dimensions - The PRV chamber shall be precast reinforced 3.5.4 Must meet WorksafeBC minimum Regulating Valve concrete, a minimum of 3 m x 2 m x 2 m inside dimensions and of requirements. Avoid confined entry issues Stations sufficient size to accommodate the required equipment. where possible. Flow Velocity None Maximum Velocity = 4 m/s during MDD+FF avoid excessive pressure transients. PHD maximum velocity 2.0 m/s.

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Relevant Topic Description Section in AE Comments Bylaw 286 Schedule B - Section 4 - Sanitary Sewer System Average Dry • Residential 350 l/cap/day 4.1.1 MMCD uses 25,000l/ha/day for Weather Flow • Commercial and Institutional 35,000 l/ha/day commercial/institutional Criteria • Industrial 32,000 l/ha/day Peaking Factor Harmon Formula: H = (18+P) / (4+P) 4.1.2 MMCD uses PF=3.2/P^0.105 Where: H=Peaking Factor P=Square Root of Population in thousands Average New = 0.17 l/s/ha 4.1.3 MMCD states 0.06l/s/ha above infiltration and Existing = based on actual measured peak wet weather flows or above. groundwater table. 0.12l/s/ha for old inflow rate systems or pipes Design Flows Design flow = Average Dry Weather Flow x Peaking Factor + Infiltration 4.1.4 Ok and Inflow Hydraulics Manning's n = 0.013 for all pipes 4.1.5 Ok No smaller diameter pipes upstream regardless of grade Minimum Pipe Mainline sewer 200 mm 4.1.6 Ok Diameter Service connections 100 mm

Velocity and Pipe vmin = 0.6 m/s at peak dry weather flow 4.1.7 Ok Grade @v = 6m/s, scour protection is required. Sewer Depth Minimum cover = 1.5 m. 4.1.8 Ok Maximum bury = 4.5 m Manhole Spacing 120 m for <= 375 mm diameter 4.1.11 Ok 150 m fopr >=450 mm diameter Sewage PS Package System using duplex flygt pumps in min 2140 mm fibreglass 4.2.1 TBD barrel. Sewer Forcemain C = 120 4.3.1 Ok Minimum Diameter = 100 mm HDPE v min = 0.75 m/s v max = 2.5 m/s Schedule C - General MMCD The Specifications and Standard Detail Drawings of the April 2000 edition Update to 2009 MMCD Platinum Edition (Gold) of the Master Municipal Construction Document recommended in future Section 02732 2 Pipe, Joints and Fittings Sewage • 2.2.1 Delete and replace: “Ductile Iron Pipe is not permitted”. Forcemains • 2.2.2 Delete and replace: “PVC Pipe is not permitted”. • 2.2.6 Delete and replace: “Pre-stressed concrete pipe is not permitted”. • 2.2.7 Delete and replace: “Steel Pipe is not permitted”.

Section 02731 2.1 Delete and replace with: “Concrete pipe is not permitted.” Sanitary Sewers

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3.1 Population

Population records were taken from the 2008 Water Master Plan, and updated with recent figures from other studies completed since 2012. These values were verified with Statistics Canada Census data from both 2006 and 2011. It is noted that not all of the population was serviced by water or wastewater systems, so the numbers are used as a guide in the later analysis.

The population has remained steady over the last 10 years at around 2300.

Figure 1 – District of Lillooet Population

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3.2 Consumptive Use - Water

The District measures water from all its sources. Data was reviewed from 2012 to 2015, as well as summaries from the past reports and are summarized in Table 3.1 and 3.2 below. It should be noted that the District completed its changeover to the water filtration plant, thereby reducing/eliminated its reliance on Town Creek and Dickey Creek as water sources, and explains the changeover to filtration in each of the tables below. For many interior British Columbia communities, 2015 was one of the driest and hottest on record. This was the same for the District of Lillooet, where 2015 represented a very high consumptive use pattern. The average day consumption was 3.32 million litres per day (MLD), with the maximum day consumption reaching 7.523MLD on July 25th, 2015. These parameters will be used to establish the current scenario in the hydraulic model process.

Table 3-1. District of Lillooet Consumption – 2015 (And Comparisons to 2013 and 2014)

Consumption (2015) Monthly Comsumption (m3) Ground Water Surface Water 2015 Month Infiltration Rec Centre Town Dickey 2014 2013 Filtration (All sources) Wells Well 2 Creek Creek

January 47,556 818 0 0 0 48,374 40,215 49,123 February 35,940 3,522 0 6,858 0 46,320 40,129 45,595 March 47,805 2,728 0 5,697 0 56,230 42,870 51,550 April 55,633 28,482 0 0 0 84,115 65,786 62,504 May 65,177 71,594 0 0 0 136,771 124,501 133,871 June 100,899 79,182 0 0 0 180,081 142,646 126,178 July 37,077 63,387 31,425 58,251 0 190,140 176,808 178,002 August 3,364 29,268 142,207 0 0 174,839 156,177 161,593 September 0 3,046 113,833 0 0 116,879 108,568 80,090 October 0 1,614 70,100 0 0 71,714 71,489 53,421 November 0 980 51,769 0 0 52,749 41,880 34,521 December 0 70 52,761 0 0 52,831 45,124 40,582 Totals (m3) 393,451 284,691 462,095 70,806 0 1,211,043 1,056,193 1,017,030 (MLY) 393 285 462 71 0 1,211 1,056 1,017 ADD (MLD) 1.08 0.78 1.27 0.19 3.32 2.89 2.79 MDD (MLD) 7.523 Multiplier 2.27 0.00 0.00 July 25 MDD

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Table 3-2. District of Lillooet Consumption – 2015 Daily Averages for 2013 to 2015

Consumption (2015) Daily Averages (MLD)

2015 Month 2014 2013 Days/mo (All sources)

January 1,560 1,297 1,585 31 February 1,654 1,433 1,628 28 March 1,814 1,383 1,663 31 April 2,804 2,193 2,083 30 May 4,412 4,016 4,318 31 June 6,003 4,755 4,206 30 July 6,134 5,703 5,742 31 August 5,640 5,038 5,213 31 September 3,896 3,619 2,670 30 October 2,313 2,306 1,723 31 November 1,758 1,396 1,151 30 December 1,704 1,456 1,309 31

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4 WATER MODELLING

The water model will be developed in WaterCad 8.0, using the GIS shape file imported from the District of Lillooet mapping system. The mapping layer was updated as required to reflect the upgrades conducted in the last 10 years since the 2008 work.

In order to develop a water distribution model that accurately represents the system, it was necessary to establish a base set of criteria with which to develop existing and future scenarios. To accomplish this, per capita demands were calculated based on a variety of data involving supply, population, zoning, irrigation practices, and other relevant criteria.

In examining all possible connections for the water model, we assumed each address as a potential connection in the system, whether developed or not. We then back-calculated the percentage of connections developed based on the 2011 population census and other available data.

For comparison sake, if we assume 20 percent for system losses (a reasonable assumption), a maximum day demand of 7.52 MLD and a 2.3 multiplier back to average day demand, the residential per capita unit demand in Lillooet is, on average, 870 l/cap/day. This appears consistent with findings from ECOLA (2015) during their rate study.

System demands were established using unit demands per service. This is accomplished by counting services and applying unit demands based on zone and an average day demand (ADD). Later in the process, the multiplier can be re- applied to model both maximum day demand (MDD) and peak hour (PHD).

Table 4-1. Unit Demand Estimation Parameters

Average Day Demand per Units per People Area/ Zoning Description Consumption Connection (lpm) Service /Unit zone (ha) (l/day/cap) lpm/ha Avg Day Max Day R-1 Single Family 870 1 3 1.81 1.81 R-2 Duplex 870 1 3 1.81 1.81 RM Multi-Family 870 1 2 1.21 1.21 MHP Mobile Home Park 870 1 3 1.81 1.81 RR-1,2,3 Rural Residential 870 1 3 1.81 1.81 C-1 Commercial 1 3 0.1 0.30 0.30 C-2 Local Commercial 3 0.1 0.30 0.30 C-3 Service Commercial 3 1 0.3 0.90 0.90 C-4 Shopping Center 3 1 0.5 1.50 1.50 C-5 Commercial (Highway Service) 3 1 0.5 1.50 1.50 I-1 Light Industrial 3 1 0.3 0.90 0.90 I-2 General Industrial 3 1 0.6 1.80 1.80 I-3 Transportation Industrial 3 1 1 3.00 3.00 P-1 Parks and Recreation 15 1 0.5 7.50 7.50 P-2 Churches 3 0.5 1.50 1.50 P-3 Schools 3 2 6.00 6.00 P-4 Public and Quasi Public Uses 3 2 6.00 6.00 AGR Agriculture and Rural Resource 15 1.5 22.50 22.50 OSR Open Space reserve

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Table 4-2. Unit Demands by Zone

Demand (lpm)

ADD per Zoning Description No. of Units ADD MDD unit

R-1 Single Family 331 1.81 599.9 1,388.9 R-2 Duplex 332 1.81 601.8 1,393.1 RM Multi-Family 242 1.21 292.4 677.0 MHP Mobile Home Park 50 1.81 90.6 209.8 RR-1,2,3 Rural Residential 108 1.81 195.8 453.2 C-1 Commercial 1 107 0.30 32.1 74.3 C-2 Local Commercial 41 0.30 12.3 28.5 C-3 Service Commercial 0.90 0.0 0.0 C-4 Shopping Center 2 1.50 3.0 6.9 C-5 Commercial (Highway Service) 2 1.50 3.0 6.9 I-1 Light Industrial 93 0.90 83.7 193.8 I-2 General Industrial 1.80 0.0 0.0 I-3 Transportation Industrial 3.00 0.0 0.0 P-1 Parks and Recreation 1 7.50 7.5 17.4 P-2 Churches 1 1.50 1.5 3.5 P-3 Schools 1 6.00 6.0 13.9 P-4 Public and Quasi Public Uses 17 6.00 102.0 236.1 AGR Agriculture and Rural Resource 10 22.50 225.0 520.9 OSR Open Space reserve 0.00 0.0 0.0 Losses 1063 Total Demand lpm 2,257 5,224 MLD 3.25 7.52

During the modelling of future options and scenarios, unit demands can be adjusted to meet actual operations. This is particularly effective when modelling the future impacts of water conservation strategies and long term programs to reduce demand on the system. It also helps better judge the impact of future development in certain areas of the system.

Where operational issues need to be analyzed, such as reservoir and pump station filling and recirculation, the model can be easily fitted with diurnal demands, which can further detail the unit demands into hourly consumption patterns. These can be adapted for each type of zone and application to better predict how the District’s system will typically operate. This type of analysis is not part of the scope of this study.

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5 WATER TREATMENT

The District of Lillooet potable water sources are all required to meet minimum Canadian Drinking Water Quality Guidelines (See Appendix A). Additionally, the Province of British Columbia has established the regulatory framework for providing drinking water treatment (See Appendix B). In general, surface water and groundwater under direct surface influence (GWUDI) are sources that are expected to be treated to achieve the following measures: x 4 log virus inactivation, x 3 log Giardia and Cryptosporidium inactivation, x 2 treatment processes, x <1 NTU turbidity, x 0 fecal coliforms/E.coli.

Chlorination is the generally accepted solution for virus removal and general disinfection of water. Chlorine disinfection is less effective in the removal of pathogens such as Cryptosporidium and Giardia. Ultraviolet light (UV) in varying doses has proven effective in rendering these pathogens inert. Other issues such as color, odor, hardness, chemicals, toxins, natural and non-natural elements are part of additional water treatment and filtration processes designed to provide a reliable potable supply. Groundwater directly connected to a confined aquifer typically does not require filtration, and is the case for the Recreation CentreNo. 2 well only requiring dual disinfection.

Table 5-1 - Water Sources for the District of Lillooet

Source Type Purpose Pumping Requirements Current Treatment Regulatory Requirements Seton Fan Intake Surface Primary 4 150 hp pumps Surface Source 2 pumps meet ADD 4-3-2-1-0 Regulations 38% of total Rec Centre Well 2 Well Secondary 77.8m deep Dual Treatment supply after 3.6MLD. Chlorination (NaOCL WTP (23.5% of 2015 total) Injection) & UV Seton Fan Well infiltration Primary Well 1 – 16.5m deep 1170 GWUDI Source wells lpm Well 2 – 19m deep 4-3-2-1-0 Surface 2660 lpm 300 mm diameter Regulations apply Lillooet Airport Well Primary 134.5m Deep Chlorination and UV SWS Industrial Park Well Primary - 117m - 10 industrial sites Chlorination and UV SWS only Town Creek Surface Emergency Non Potable Source Dickey Creek Surface Emergency Non-potable Source Conway Wells 1 & 2 Emergency 260 l/s at 166m and Chlorination and UV. 180@168m deep Poor quality and (Simultaneous) unreliable quantity

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5.1 Water Quality Testing - Current Practices

5.1.1 Analytical Testing

• Drinking Water samples are taken on a regular weekly basis from 4 separate geographically spaced locations (residential and business) throughout the Lillooet Water System and submitted to ALS Laboratories in Kamloops for analysis. Samples are tested for total coliform count and E.Coli counts. • Drinking water samples are taken monthly from the airport and industrial wells and sent to ALS Laboratories for bacteriological testing.

5.1.2 Water Quality Testing

x Drinking Water from the Lillooet water distribution system is monitored and tested for potability and aesthetic parameters 6 days per week by staff as part of a daily water maintenance regimen. Samples are regularly taken at 7 year-round sampling locations (residential and business) throughout the Lillooet distribution system. Each water sample is tested and measured for turbidity and free chlorine residual.

6 RECOMMENDATIONS

To be determined

Prepared by: Reviewed by:

Signature/Seal Signature/Seal

RTM/RS

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Appendix A – Canadian Drinking Water Quality Guidelines Summary Table

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Guidelines for Canadian Drinking Water Quality Summary Table

Prepared by the

Federal-Provincial-Territorial Committee on Drinking Water

of the

Federal-Provincial-Territorial Committee on Health and the Environment

October 2014 This document may be cited as follows:

Health Canada (2014). Guidelines for Canadian Drinking Water Quality—Summary Table. Water and Air Quality Bureau, Healthy Environments and Consumer Safety Branch, Health Canada, Ottawa, Ontario.

The document was prepared by the Federal-Provincial-Territorial Committee on Drinking Water of the Federal-Provincial-Territorial Committee on Health and the Environment.

Any questions or comments on this document may be directed to:

Water and Air Quality Bureau Healthy Environments and Consumer Safety Branch Health Canada 269 Laurier Avenue West, Address Locator 4903D Ottawa, Ontario Canada K1A 0K9

Tel.: 613-948-2566 Fax: 613-952-2574 E-mail: [email protected]

Other documents for the Guidelines for Canadian Drinking Water Quality can be found on the following web page: www.healthcanada.gc.ca/waterquality

Table of Contents

Introduction ...... 1 Membership of the Federal-Provincial-Territorial Committee on Drinking Water...... 2 Jurisdictional representatives ...... 2 Liaison officers ...... 2 Committee coordinator ...... 2 Tables ...... 3 Table 1. Microbiological Parameters ...... 3 Table 2. Chemical and Physical Parameters ...... 5 Table 3. Radiological Parameters...... 19 Table 4. Guidance Documents ...... 20 Table 5. Archived Documents ...... 21 Acronyms ...... 22

Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Introduction

The Guidelines for Canadian Drinking Water Quality are established by the Federal-Provincial-Territorial Committee on Drinking Water (CDW) and published by Health Canada. This summary table is updated regularly and published on Health Canada’s website (www.healthcanada.gc.ca/waterquality). It supersedes all previous electronic and printed versions, including the 6th edition of the Guidelines for Canadian Drinking Water Quality (1996).

Each guideline was established based on current, published scientific research related to health effects, aesthetic effects, and operational considerations. Health-based guidelines are established on the basis of comprehensive review of the known health effects associated with each contaminant, on exposure levels and on the availability of treatment and analytical technologies. Aesthetic effects (e.g., taste, odour) are taken into account when these play a role in determining whether consumers will consider the water drinkable. Operational considerations are factored in when the presence of a substance may interfere with or impair a treatment process or technology (e.g., turbidity interfering with chlorination or UV disinfection) or adversely affect drinking water infrastructure (e.g., corrosion of pipes).

The Federal-Provincial-Territorial Committee on Drinking Water establishes the Guidelines for Canadian Drinking Water Quality specifically for contaminants that meet all of the following criteria: 1. Exposure to the contaminant could lead to adverse health effects in humans; 2. The contaminant is frequently detected or could be expected to be found in a large number of drinking water supplies throughout Canada; and 3. The contaminant is detected, or could be expected to be detected, in drinking water at a level that is of possible human health significance.

If a contaminant of interest does not meet all these criteria, CDW may choose not to establish a numerical guideline or develop a Guideline Technical Document. In that case, a Guidance Document may be developed.

Older guidelines are systematically reviewed in order to assess the need to update them; in the tables, guidelines that have been reaffirmed include both the original approval and reaffirmation year indicated after the name of the parameter.

Science-based documents published as part of the Guidelines for Canadian Drinking Water Quality (i.e., Guideline Technical Documents, Guidance Documents) are developed through a documented process which includes a literature review, internal and external peer-reviews, public consultations and Federal-Provincial-Territorial approval processes. For more information on specific guidelines, please refer to the guideline technical document or guidance document for the parameter of concern, available on the Health Canada website (www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/index-eng.php).

1 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Membership of the Federal-Provincial-Territorial Committee on Drinking Water

Jurisdictional representatives Alberta Department of Environment and Sustainable Resource Development ...... Dr. Donald Reid British Columbia Ministry of Health ...... Mr. David Fishwick Manitoba Manitoba Conservation and Water Stewardship ...... Ms. Kim Philip New Brunswick Department of Health...... Mr. Kevin Gould Newfoundland and Labrador Department of Environment and Conservation ...... Mr. Haseen Kahn Northwest Territories Department of Health and Social Services ...... Mr. Duane Fleming Nova Scotia Department of Environment ...... Ms. Angelina Polegato Nunavut Territory Department of Health and Social Services ...... Ms. Wanda Joy Ontario Ministry of the Environment and Climate Change ...... Dr. Satish Deshpande Prince Edward Island Department of Environment, Labour and Justice ...... Mr. George Somers Québec Ministère du Développement durable, de l’Environnement et de la Lutte contre les changements climatiques ...... Ms. Caroline Robert Saskatchewan Water Security Agency ...... Mr. Sam Ferris Yukon Territory Department of Health and Social Services ...... Ms. Patricia Brooks Canada Health Canada ...... Dr. John Cooper

Liaison officers Federal-Provincial-Territorial Committee on Health and the Environment (CHE) ...... Mr. Gary O’Toole Environment Canada/Canadian Council of Ministers of the Environment ...... Dr. Doug Spry

Committee coordinator Health Canada (Water and Air Quality Bureau) ...... Ms. Anne Vézina

2 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Tables Table 1. Microbiological Parameters In general, the highest priority guidelines are those dealing with microbiological contaminants, such as bacteria, protozoa and viruses. As a result of challenges with routine analysis of harmful microorganisms that could potentially be present in inadequately treated drinking water, the microbiological guidelines focus on indicators (E.coli, total coliforms) and treatment goals. The use of a multi-barrier approach that includes source water protection, adequate treatment, including disinfection, and a well maintained distribution system can reduce microorganisms to levels that have not been associated with illness, as well as meet the guidelines outlined below.

Parameter Guideline Common Health considerations Applying the guideline (approval) sources Enteric Treatment goal: Human and Giardia and Cryptosporidium are Monitoring for Cryptosporidium and Giardia in protozoa: Minimum 3 log animal faeces commonly associated with gastrointestinal source waters will provide valuable information Giardia and removal and/or upset (nausea, vomiting, diarrhoea). Less for a risk-based assessment of treatment Cryptosporidium inactivation of cysts common health effects vary. Giardia requirements. (2012) and oocysts infections may include prolonged gastrointestinal upset, malaise and Depending on the source water quality, a greater malabsorption. Cryptosporidium infections, log removal and/or inactivation may be required. in immunocompromised individuals, can occur outside the gastrointestinal tract including in the lungs, middle ear, and pancreas. Enteric viruses Treatment goal: Human faeces Commonly associated with gastrointestinal Routine monitoring for viruses is not practical; (2011) Minimum 4 log upset (nausea, vomiting, diarrhoea); less characterize source water to determine if greater reduction (removal common health effects can include than a 4 log removal or inactivation is necessary. and/or inactivation) respiratory symptoms, central nervous of enteric viruses system infections, liver infections and muscular syndromes. Escherichia coli MAC: Human and The presence of E. coli indicates recent E. coli is used as an indicator of the (E. coli) None detectable per animal faeces faecal contamination and the potential microbiological safety of drinking water; if (2012) 100 mL presence of microorganisms capable of detected, enteric pathogens may also be present. causing gastrointestinal illnesses; pathogens E. coli monitoring should be used, in conjunction in human and animal faeces pose the most with other indicators, as part of a multi-barrier immediate danger to public health. approach to producing drinking water of an acceptable quality.

3 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Parameter Guideline Common Health considerations Applying the guideline (approval) sources Total coliforms MAC of none Human and Total coliforms are not used as indicators of Total coliforms should be monitored in the (2012) detectable/100 mL animal faeces; potential health effects from pathogenic distribution system because they are used to in water leaving a naturally microorganisms; they are used as a tool to indicate changes in water quality. treatment plant and occurring in determine how well the drinking water In water leaving a treatment plant, total coliforms in non-disinfected water, soil and treatment system is operating and to should be measured in conjunction with other groundwater leaving vegetation indicate water quality changes in the indicators to assess water quality; the presence of the well distribution system. total coliforms indicates a serious breach in Detection of total coliforms from treatment. consecutive samples from the same site or In a distribution and storage system, detection of from more than 10% of the samples total coliforms can indicate regrowth of the collected in a given sampling period should bacteria in biofilms or intrusion of untreated be investigated. water. In non-disinfected groundwater, the presence of total coliforms may indicate that the system is vulnerable to contamination, or it may be a sign of bacterial regrowth. Turbidity Treatment limits for Naturally Filtration systems should be designed and Guidelines apply to individual filter turbidity for (2012) individual filters or occurring operated to reduce turbidity levels as low as systems using surface water or groundwater units: particles: reasonably achievable and strive to achieve under the direct influence of surface water. The - Conventional and Inorganic: clays, a treated water turbidity target from decision to exempt a waterworks from filtration direct filtration: silts, metal individual filters of less than 0.1 NTU. should be made by the appropriate authority ≤ 0.3 NTU1 precipitates Particles can harbour microorganisms, based on site-specific considerations, including - slow sand and Organic: protecting them from disinfection, and can historical and ongoing monitoring data. To diatomaceous earth decomposed plant entrap heavy metals and biocides; elevated ensure effectiveness of disinfection and for good filtration: ≤ 1.0 & animal debris, or fluctuating turbidity in filtered water can operation of the distribution system, it is NTU2 microorganisms indicate a problem with the water treatment recommended that water entering the distribution - membrane process and a potential increased risk of system have turbidity levels of 1.0 NTU or less. filtration: pathogens in treated water. For systems that use groundwater, turbidity ≤ 0.1 NTU3 should generally be below 1.0 NTU.

1 in at least 95% of measurements either per filter cycle or per month; never to exceed 1.0 NTU. 2 in at least 95% of measurements either per filter cycle or per month; never to exceed 3.0 NTU. 3 in at least 99% of measurements per operational filter period or per month. Measurements greater than 0.1 NTU for a period greater than 15 minutes from an individual membrane unit should immediately trigger an investigation of the membrane unit integrity.

4 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Table 2. Chemical and Physical Parameters Guidelines for chemical and physical parameters are: 1. health based and listed as maximum acceptable concentrations (MAC); 2. based on aesthetic considerations and listed as aesthetic objectives (AO); or 3. established based on operational considerations and listed as operational guidance values (OG). In general, the highest priority guidelines are those dealing with microbiological contaminants. Any measure taken to reduce concentrations of chemical contaminants should not compromise the effectiveness of disinfection.

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) T Aluminum OG: Aluminum salts used as There is no consistent, convincing The operational guideline applies to (1998) < 0.1 coagulants in drinking evidence that aluminum in drinking treatment plants using aluminum-based (conventional water treatment; naturally water causes adverse health effects in coagulants; it does not apply to treatment); occurring humans. naturally occurring aluminum found in < 0.2 (other groundwater. treatment For treatment plants using aluminum- types) based coagulants, monthly samples should be taken of the water leaving the plant; the OGs are based on a running annual average of monthly samples.

I Ammonia None Naturally occurring; Levels of ammonia, either naturally Guideline value not necessary as it is (2013) required released from agricultural present in the source water or added produced in the body and efficiently or industrial wastes; added as part of a disinfection strategy, can metabolized in healthy people; no adverse as part of chloramination affect water quality in the distribution effects at levels found in drinking water. for drinking water system (e.g., nitrification) and should To help prevent nitrification, limit excess disinfection be monitored. free ammonia entering the distribution system to below 0.1 mg/L, and preferably below 0.05 mg/L, measured as nitrogen. Nitrification can lead to the formation of nitrite/nitrate, decreased chloramine residual and increased bacterial count.

5 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) I Antimony 0.006 Naturally occurring Health basis of MAC: Microscopic MAC takes into consideration analytical (1997) (erosion); soil runoff; changes in organs and tissues achievability; plumbing should be industrial effluents; (thymus, kidney, liver, spleen, thoroughly flushed before water is used for leaching from plumbing thyroid) consumption. materials and solder I Arsenic 0.010 Naturally occurring Health basis of MAC: Cancer (lung, MAC based on treatment achievability; (2006) ALARA (erosion and weathering of bladder, liver, skin) (classified as elevated levels associated with certain soils, minerals, ores); human carcinogen) groundwaters; levels should be kept as low releases from mining; Other: Skin, vascular and as reasonably achievable. industrial effluent neurological effects (numbness and tingling of extremities) I Asbestos None Naturally occurring Guideline value not necessary; no evidence (1989, 2005) required (erosion of asbestos of adverse health effects from exposure minerals and ores); decay through drinking water. of asbestos-cement pipes P Atrazine 0.005 Leaching and/or runoff Health basis of MAC: MAC applies to sum of atrazine and its N- (1993) from agricultural use Developmental effects (reduced body dealkylated metabolites - diethylatrazine, weight of offspring) deisopropylatrazine, hydroxyatrazine, Other: Potential increased risk of diaminochlorotriazine; ovarian cancer or lymphomas Persistent in source waters. (classified as possible carcinogen) P Azinphos-methyl 0.02 Leaching and/or runoff Health basis of MAC: Neurological All uses were phased out by 2012. (1989, 2005) from agricultural use effects (plasma cholinesterase) I Barium 1.0 Naturally occurring; Health basis of MAC: Increases in (1990) releases or spills from blood pressure, cardiovascular disease industrial uses O Benzene 0.005 Releases or spills from Health basis of MAC: Bone marrow MAC takes into consideration all (2009) industrial uses (red and white blood cell) changes and exposures from drinking water, which cancer (classified as human include ingestion, as well as inhalation and carcinogen) dermal absorption during showering and Other: Blood system and bathing. immunological responses O Benzo[a]pyrene 0.000 01 Leaching from liners in Health basis of MAC: Stomach (1988, 2005) water distribution systems tumours (classified as probable carcinogen)

6 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) I Boron 5 Naturally occurring; Health basis of MAC: Reproductive MAC based on treatment achievability. (1990) leaching or runoff from effects (testicular atrophy, industrial use spermatogenesis) Other: Limited evidence of reduced sexual function in men DBP Bromate 0.01 By-product of drinking Health basis of MAC: Renal cell MAC based on analytical and treatment (1998) water disinfection with tumours (classified as probable achievability. ozone; possible carcinogen) contaminant in hypochlorite solution P Bromoxynil 0.005 Leaching or runoff from Health basis of MAC: Reduced liver (1989, 2005) agricultural use to body weight ratios I Cadmium 0.005 Leaching from galvanized Health basis of MAC: Kidney (1986, 2005) pipes, solders or black damage and softening of bone polyethylene pipes; industrial and municipal waste I Calcium None Naturally occurring Guideline value not necessary, as there is (1987, 2005) required (erosion and weathering of no evidence of adverse health effects from soils, minerals, ores) calcium in drinking water; calcium contributes to hardness. P Carbaryl 0.09 Leaching or runoff from Health basis of MAC: Decreased (1991, 2005) agricultural use kidney function (may be rapidly reversible after exposure ceases) P Carbofuran 0.09 Leaching or runoff from Health basis of MAC: Nervous (1991, 2005) agricultural use system effects (cholinesterase inhibition) and growth suppression O Carbon tetrachloride 0.002 Industrial effluents and Health basis of MAC: Liver toxicity MAC takes into consideration all (2010) leaching from hazardous Other: Kidney damage; liver tumours exposures from drinking water, which waste sites (classified as probable carcinogen) include ingestion, as well as inhalation and dermal absorption during showering and bathing. D Chloramines 3.0 Monochloramine is used as Health basis of MAC: Reduced body MAC is for total chloramines based on (1995) a secondary disinfectant; weight gain health effects associated with formed in presence of both Other: immunotoxicity effects monochloramine and analytical chlorine and ammonia achievability.

7 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) DBP Chlorate 1 By-product of drinking Health basis of MAC: Thyroid gland As chlorate is difficult to remove once (2008) water disinfection with effects (colloid depletion) formed, its formation should be controlled chlorine dioxide; possible by respecting the maximum feed dose of contaminant in 1.2 mg/L of chlorine dioxide and hypochlorite solution managing /monitoring formation in hypochlorite solutions. I Chloride AO: ≤ 250 Naturally occurring Based on taste and potential for corrosion (1979, 2005) (seawater intrusion); in the distribution system. dissolved salt deposits, highway salt, industrial effluents, oil well operations, sewage, irrigation drainage, refuse leachates D Chlorine None Used as drinking water Guideline value not necessary due to Free chlorine concentrations in most (2009) required disinfectant low toxicity at concentrations found in Canadian drinking water distribution drinking water systems range from 0.04 to 2.0 mg/L. D Chlorine dioxide None Used as drinking water A guideline for chlorine dioxide is not A maximum feed dose of 1.2 mg/L of (2008) required disinfectant (primary required because of its rapid reduction chlorine dioxide should not be exceeded to disinfection only) to chlorite in drinking water control the formation of chlorite and chlorate. DBP Chlorite 1 By-product of drinking Health basis of MAC: Chlorite formation should be controlled by (2008) water disinfection with Neurobehavioural effects (lowered respecting the maximum feed dose of chlorine dioxide auditory startle amplitude, decreased 1.2 mg/L of chlorine dioxide and exploratory activity), decreased managing /monitoring formation in absolute brain weight, altered liver hypochlorite solutions. weights P Chlorpyrifos 0.09 Leaching and/or runoff Health basis of MAC: Nervous Not expected to leach significantly into (1986) from agricultural or other system effects (cholinesterase groundwater. uses inhibition) I Chromium 0.05 Naturally occurring Health basis of MAC: Enlarged MAC is protective of health effects from (1986) (erosion of minerals); liver, irritation of the skin, respiratory chromium (VI). releases or spills from and gastrointestinal tracts from industrial uses chromium (VI) Other: Chromium (III) is an essential element

8 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) T Colour AO: ≤ 15 Naturally occurring organic May interfere with disinfection; removal is (1979, 2005) TCU substances, metals; important to ensure effective treatment. industrial wastes I Copper AO: ≤ 1.0 Naturally occurring; Copper is an essential element in Based on taste, staining of laundry and (1992) leaching from copper human metabolism. Adverse health plumbing fixtures; plumbing should be piping effects occur at levels much higher thoroughly flushed before water is used for than the aesthetic objective consumption. I Cyanide 0.2 Industrial and mining Health basis of MAC: No clinical or Health effects from cyanide are acute; at (1991) effluents; release from other changes at the highest dose low levels of exposure, it can be detoxified organic compounds tested to a certain extent in the human body. O Cyanobacterial 0.0015 Naturally occurring Health basis of MAC: Liver effects MAC is protective of total microcystins; toxins— (released from blooms of (enzyme inhibitor) avoid algaecides like copper sulphate, as Microcystin-LR blue-green algae) Other: Classified as possible they may cause toxin release into water. (2002) carcinogen P Diazinon 0.02 Runoff from agricultural or Health basis of MAC: Nervous Not expected to leach significantly into (1986, 2005) other uses system effects (cholinesterase groundwater. inhibition) P Dicamba 0.12 Leaching or runoff from Health basis of MAC: Liver effects Readily leaches into groundwater. (1987, 2005) agricultural or other uses (vacuolization, necrosis, fatty deposits and liver weight changes) O 1,2- 0.2 AO: ≤ 0.003 Releases or spills from Health basis of MAC: Increased AO based on odour; levels above the AO Dichlorobenzene2 industrial effluents blood cholesterol, protein and glucose would render drinking water unpalatable. (1987) levels

O 1,4- 0.005 AO: ≤ 0.001 Releases or spills from Health basis of MAC: Benign liver AO based on odour; levels above the AO Dichlorobenzene2 industrial effluents; use of tumours and adrenal gland tumours would render drinking water unpalatable. (1987) urinal deodorants (classified as probable carcinogen)

O 1,2-Dichloroethane 0.005 Releases or spills from Health basis of MAC: Cancer of the The MAC is protective of both cancer and (2014) industrial effluents; mammary gland (classified as non-cancer effects and takes into leachate from waste probable carcinogen) consideration all exposures from drinking disposal water, which include ingestion as well as inhalation and dermal absorption during showering and bathing. O 1,1- 0.014 Releases or spills from Health basis of MAC: Liver effects Dichloroethylene industrial effluents (fatty changes) (1994)

9 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) O Dichloromethane 0.05 Industrial and municipal Health basis of MAC: Liver effects The MAC is protective of both cancer and (2011) wastewater discharges (liver foci and areas of cellular non-cancer effects and takes into alteration). consideration all exposures from drinking Other: Classified as probable water, which include ingestion as well as carcinogen inhalation and dermal absorption during showering and bathing. O 2,4-Dichlorophenol 0.9 AO: ≤ 0.0003 By-product of drinking Health basis of MAC: Liver effects AO based on odour; levels above the AO (1987, 2005) water disinfection with (cellular changes) would render drinking water unpalatable. chlorine; releases from industrial effluents P 2,4- 0.1 Leaching and/or runoff Health basis of MAC: Kidney effects Dichlorophenoxy from use as a weed (tubular cell pigmentation) acetic acid (2,4-D) controller; releases from (1991) industrial effluents P Diclofop-methyl 0.009 Leaching and/or runoff Health basis of MAC: Liver effects Low potential for groundwater (1987, 2005) from use as a weed (enlargement and enzyme changes) contamination. controller; added directly to water to control aquatic weeds P Dimethoate 0.02 Leaching and/or runoff Health basis of MAC: Nervous (1986, 2005) from residential, system effects (cholinesterase agricultural and forestry inhibition) use P Diquat 0.07 Leaching and/or runoff Health basis of MAC: Cataract Unlikely to leach into groundwater. (1986, 2005) from agricultural use; formation added directly to water to control aquatic weeds P Diuron 0.15 Leaching and/or runoff Health basis of MAC: Weight loss, High potential to leach into groundwater. (1987, 2005) from use in controlling increased liver weight and blood vegetation effects

10 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) O Ethylbenzene 0.14 AO: 0.0016 Emissions, effluents or Health basis of MAC: Effects on the MAC is protective of both cancer and non- (2014) spills from petroleum and liver and pituitary gland. cancer health effects. MAC takes into chemical industries Other: Tumour formation at various consideration all exposures from drinking sites in animals, including kidney, water, which include ingestion, as well as lung, liver and testes. inhalation and dermal absorption during showering and bathing. AO is based on odour threshold. I Fluoride 1.5 Naturally occurring (rock Health basis of MAC: Moderate Beneficial in preventing dental caries. (2010) and soil erosion); may be dental fluorosis (based on cosmetic added to promote dental effect, not health) health DBP Formaldehyde None By-product of disinfection Guideline value not necessary, as levels in (1997) required with ozone; releases from drinking water are below the level at which industrial effluents adverse health effects may occur. P Glyphosate 0.28 Leaching and/or runoff Health basis of MAC: Reduced body Not expected to migrate to groundwater (1987, 2005) from various uses in weed weight gain control DBP Haloacetic acids – 0.08 By-product of drinking Health basis of MAC: Liver cancer Refers to the total of monochloroacetic Total (HAAs)3 ALARA water disinfection with (DCA); DCA is classified as probably acid (MCA), dichloroacetic acid (DCA), (2008) chlorine carcinogenic to humans trichloroacetic acid (TCA), Other: Other organ cancers (DCA, monobromoacetic acid (MBA) and DBA, TCA); liver and other organ dibromoacetic acid (DBA); MAC is based effects (body, kidney and testes on ability to achieve HAA levels in weights) (MCA) distribution systems without compromising disinfection; precursor removal limits formation. T Hardness None Naturally occurring Although hardness may have Hardness levels between 80 and 100 mg/L (1979) required (sedimentary rock erosion significant aesthetic effects, a (as CaCO3) provide acceptable balance and seepage, runoff from guideline has not been established between corrosion and incrustation; where soils); levels generally because public acceptance of hardness a water softener is used, a separate higher in groundwater may vary considerably according to unsoftened supply for cooking and the local conditions; major drinking purposes is recommended. contributors to hardness (calcium and magnesium) are not of direct public health concern

11 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) I Iron AO: ≤ 0.3 Naturally occurring Based on taste and staining of laundry and (1978, 2005) (erosion and weathering of plumbing fixtures; no evidence exists of rocks and minerals); acidic dietary iron toxicity in the general mine water drainage, population. landfill leachates, sewage effluents and iron-related industries I Lead 0.010 Leaching from plumbing Health basis of MAC: Biochemical Because the MAC is based on chronic (1992) (pipes, solder, brass fittings and neurobehavioural effects effects, it is intended to apply to average and lead service lines) (intellectual development, behaviour) concentrations in water consumed for in infants and young children (under 6 extended periods. Exposure to lead should years) nevertheless be kept to a minimum; Other: Anaemia, central nervous plumbing should be thoroughly flushed system effects; in pregnant women, before water is used for consumption; most can affect the unborn child; in infants significant contribution is generally from and children under 6 years, can affect lead service line entering the building. intellectual development, behaviour, size and hearing; classified as probably carcinogenic to humans I Magnesium None Naturally occurring Guideline value not necessary, as there is (1978) required (erosion and weathering of no evidence of adverse health effects from rocks and minerals) magnesium in drinking water. P Malathion 0.19 Leaching and/or runoff Health basis of MAC: Nervous Not expected to leach into groundwater. (1986, 2005) from agricultural and other system effects (cholinesterase uses inhibition) I Manganese AO: ≤ 0.05 Naturally occurring Based on taste and staining of laundry and (1987) (erosion and weathering of plumbing fixtures. rocks and minerals) I Mercury 0.001 Releases or spills from Health basis of MAC: Irreversible Applies to all forms of mercury; mercury (1986) industrial effluents; waste neurological symptoms generally not found in drinking water, as it disposal; irrigation or binds to sediments and soil. drainage of areas where agricultural pesticides are used

12 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) P 2-Methyl-4- 0.1 Leaching and/or runoff Health basis of MAC: Kidney effects Can potentially leach into groundwater. chlorophenoxyacetic from agricultural and other (increased absolute and relative acid (MCPA) uses weights, urinary bilirubin, crystals and (2010) pH) Other: Systemic, liver, testicular, reproductive/developmental and nervous system effects O Methyl tertiary- AO: ≤ 0.015 Spills from gasoline There exist too many uncertainties AO based on odour; levels above the AO butyl ether (MTBE) refineries, filling stations and limitations in the MTBE database would render water unpalatable; as the AO (2006) and gasoline-powered to develop a health based guideline. is lower than levels associated with boats; seepage into potential toxicological effects, it is groundwater from leaking considered protective of human health. storage tanks P Metolachlor 0.05 Leaching and/or runoff Health basis of MAC: Liver lesions Readily binds to organic matter in soil; (1986) from agricultural or other and nasal cavity tumours little leaching expected in soils with high uses organic and clay content P Metribuzin 0.08 Leaching and/or runoff Health basis of MAC: Liver effects Leaching into groundwater depends on the (1986, 2005) from agricultural use (increased incidence and severity of organic matter content of the soil. mucopolysaccharide droplets)

O Monochlorobenzene 0.08 AO: ≤ 0.03 Releases or spills from Health basis of MAC: Reduced AO based on odour threshold. (1987) industrial effluents survival and body weight gain I Nitrate 45 as Naturally occurring; Health basis of MAC: Systems using chloramine disinfection or (2013) nitrate; leaching or runoff from Methaemoglobinaemia (blue baby that have naturally occurring ammonia 10 as agricultural fertilizer use, syndrome) and effects on thyroid should monitor the level of nitrate in the nitrate- manure and domestic gland function in bottle-fed infants distribution system. Homeowners with a nitrogen sewage; may be produced Other: Classified as possible well should test concentration of nitrate in from excess ammonia or carcinogen under conditions that their water supply. nitirification in the result in endogenous nitrosation distribution system I Nitrilotriacetic acid 0.4 Sewage contamination Health basis of MAC: Kidney effects (NTA) (nephritis and nephrosis) (1990) Other: Classified as possible carcinogen

13 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) I Nitrite 3 as Naturally occurring; Health basis of MAC: Systems using chloramine disinfection or (2013) nitrite; leaching or runoff from Methaemoglobinaemia (blue baby that have naturally occurring ammonia 1 as agricultural fertilizer use, syndrome) in bottle-fed infants less should monitor the level of nitrite in the nitrite- manure and domestic than 6 months of age distribution system. Homeowners with a nitrogen sewage; may be produced Other: Classified as possible well should test concentration of nitrite in from excess ammonia or carcinogen under conditions that their water supply. nitirification in the result in endogenous nitrosation distribution system DBP N-Nitroso 0.000 04 By-product of drinking Health basis of MAC: Liver cancer MAC takes into consideration all dimethylamine water disinfection with (classified as probable carcinogen) exposures from drinking water, which (NDMA) chlorine or chloramines; include ingestion, as well as inhalation and (2010) industrial and sewage dermal absorption during showering and treatment plant effluents bathing.; levels should be kept low by preventing formation during treatment. A Odour Inoffensive Biological or industrial Important to provide drinking water with (1979, 2005) sources no offensive odour, as consumers may seek alternative sources that are less safe. P Paraquat 0.01 as Leaching and/or runoff Health basis of MAC: Various Entry into drinking water unlikely from (1986, 2005) paraquat from agricultural and other effects on body weight, spleen, testes, crop applications (clay binding); however, dichloride; uses; added directly to liver, lungs, kidney, thyroid, heart and may persist in water for several days if 0.007 as water to control aquatic adrenal gland directly applied to water. paraquat weeds ion O Pentachlorophenol 0.06 AO: ≤ 0.03 By-product of drinking Health basis of MAC: Reduced body AO based on odour; levels above the AO (1987, 2005) water disinfection with weight, changes in clinical would render drinking water unpalatable. chlorine; industrial parameters, histological changes in effluents kidney and liver, reproductive effects (decreased neonatal survival and growth) T pH 6.5–8.54 Not applicable pH can influence the formation of (1979) disinfection by-products and effectiveness of treatment. P Phorate 0.002 Leaching and/or runoff Health basis of MAC: Nervous Some potential to leach into groundwater. (1986, 2005) from agricultural and other system effects (cholinesterase uses inhibition)

14 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) P Picloram 0.19 Leaching and/or runoff Health basis of MAC: Changes in Significant potential to leach into (1988, 2005) from agricultural and other body and liver weights and clinical groundwater. uses chemistry parameters Other: Kidney effects (liver to body weight ratios and histopathology) I Selenium 0.05 Naturally occurring Health basis of MAC: chronic Selenium is an essential nutrient. Most (2014) (erosion and weathering of selenosis symptoms in humans exposure is from food; little information rocks and soils)and release following exposure to high levels on toxicity of selenium from drinking from coal ash from coal- Other: Hair loss, tooth decay, water. Selenium can be found in non- fired power plants and weakened nails and nervous system leaded brass alloy where it is added to mining, refining of copper disturbances at extremely high levels replace lead. and other metals. of exposure I Silver None Naturally occurring Guideline value not required as drinking (1986, 2005) required (erosion and weathering of water contributes negligibly to an rocks and soils) individual’s daily intake. P Simazine 0.01 Leaching and/or runoff Health basis of MAC: Body weight Extent of leaching decreases with (1986) from agricultural and other changes and effects on serum and increasing organic matter and clay content. uses thyroid gland I Sodium AO: ≤ 200 Naturally occurring Based on taste; where a sodium-based (1979) (erosion and weathering of water softener is used, a separate salt deposits and contact unsoftened supply for cooking and with igneous rock, drinking purposes is recommended. seawater intrusion); sewage and industrial effluents; sodium-based water softeners I Sulphate AO: ≤ 500 Industrial wastes High levels (above 500 mg/L) can Based on taste; it is recommended that (1994) cause physiological effects such as health authorities be notified of drinking diarrhoea or dehydration water sources containing sulphate concentrations above 500 mg/L. I Sulphide AO: ≤ 0.05 Can occur in the Based on taste and odour; levels above the (1992) distribution system from AO would render water unpalatable. the reduction of sulphates by sulphate-reducing bacteria; industrial wastes

15 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) A Taste Inoffensive Biological or industrial Important to provide drinking water with (1979, 2005) sources no offensive taste, as consumers may seek alternative sources that are less safe. T Temperature AO: ≤ 15°C Not applicable Temperature indirectly affects health and (1979, 2005) aesthetics through impacts on disinfection, corrosion control and formation of biofilms in the distribution system. P Terbufos 0.001 Leaching and/or runoff Health basis of MAC: Nervous Based on analytical achievability. (1987, 2005) from agricultural and other system effects (cholinesterase uses inhibition) O Tetrachloroethylene 0.03 Industrial effluents or spills Health basis of MAC: Increased liver Readily leaches into groundwater; MAC (1995) and kidney weights takes into consideration all exposures from Other: Classified as possible drinking water, which include ingestion, as carcinogen; limited evidence of an well as inhalation and dermal absorption increased risk of spontaneous abortion during showering and bathing. O 2,3,4,6- 0.1 AO: ≤ 0.001 By-product of drinking Health basis of MAC: AO based on odour; levels above the AO Tetrachlorophenol water disinfection with Developmental effects would render drinking water unpalatable. (1986, 2005) chlorine; industrial (embryotoxicity) effluents and use of pesticides O Toluene 0.06 AO: 0.024 Emissions, effluents or Health basis of MAC: Adverse MAC takes into consideration all (2014) spills from petroleum and neurological effects, including exposures from drinking water, which chemical industries vibration thresholds, colour include ingestion, as well as inhalation and discrimination, auditory thresholds, dermal absorption during showering and attention, memory and psychomotor bathing. AO is based on odour threshold. functions Other: Insufficient information to determine whether toluene is carcinogenic to humans. A Total dissolved AO: ≤ 500 Naturally occurring; Based on taste; TDS above 500 mg/L solids (TDS) sewage, urban and results in excessive scaling in water pipes, (1991) agricultural runoff, water heaters, boilers and appliances; TDS industrial wastewater is composed of calcium, magnesium, sodium, potassium, carbonate, bicarbonate, chloride, sulphate and nitrate.

16 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) O Trichloroethylene 0.005 Industrial effluents and Health basis of MAC: MAC takes into consideration all (2005) spills from improper Developmental effects (heart exposures from drinking water, which disposal malformations) include ingestion, as well as inhalation and Other: Classified as probable dermal absorption during showering and carcinogen bathing. O 2,4,6- 0.005 AO: ≤ 0.002 By-product of drinking Health basis of MAC: Liver cancer AO based on odour; levels above the AO Trichlorophenol water disinfection with (classified as probable carcinogen) would render drinking water unpalatable. (1987, 2005) chlorine; industrial effluents and spills P Trifluralin 0.045 Runoff from agricultural Health basis of MAC: Changes in Unlikely to leach into groundwater. (1989, 2005) uses liver and spleen weights and in serum chemistry DBP Trihalomethanes3 0.1 By-product of drinking Health basis of MAC: Liver effects Refers to the total of (THMs) water disinfection with (fatty cysts) (chloroform classified as chlorodibromomethane, chloroform, (2006) chlorine; industrial possible carcinogen) bromodichloromethane and effluents Other: Kidney and colorectal cancers bromoform; MAC based on health effects of chloroform. MAC takes into consideration all exposures from drinking water, which include ingestion, as well as inhalation and dermal absorption during showering and bathing. Utilities should make every effort to maintain concentrations as low as reasonably achievable without compromising the effectiveness of disinfection. Recommended strategy is precursor removal. The separate MAC for BDCM was rescinded in April 2009. I Uranium 0.02 Naturally occurring Health basis of MAC: Kidney effects Based on treatment achievability; MAC (1999) (erosion and weathering of (various lesions); may be rapidly based on chemical effects, as uranium is rocks and soils); mill reversible after exposure ceases only weakly radioactive; uranium is tailings; emissions from rapidly eliminated from the body. nuclear industry and combustion of coal and other fuels; phosphate fertilizers

17 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Type1 Parameter MAC Other value Common sources of Health considerations Comments (approval, (mg/L) (mg/L) parameter in water reaffirmation) O Vinyl chloride 0.002 Industrial effluents; Health basis of MAC: Liver cancer Based on analytical achievability. MAC (2013) ALARA degradation product from (classified as human carcinogen) takes into consideration all exposures from organic solvents in Other: Raynaud’s disease, effects on drinking water, which include ingestion, as groundwater; leaching bone, circulatory system, thyroid, well as inhalation and dermal absorption from polyvinyl chloride spleen, central nervous system during showering and bathing. pipes Leaching from polyvinyl chloride pipe is not expected to be significant. O Xylenes (total) 0.09 AO: 0.02 Emissions, effluents or Health basis of MAC: Adverse MAC takes into consideration all (2014) spills from petroleum and neuromuscular effects exposures from drinking water, which chemical industries Other: Insufficient information to include ingestion, as well as inhalation and determine whether xylenes are dermal absorption during showering and carcinogenic to humans. bathing. AO is based on odour threshold. I Zinc AO: ≤ 5.0 Naturally occurring; AO based on taste; water with zinc levels (1979, 2005) industrial and domestic above the AO tends to be opalescent and emissions; leaching may develops a greasy film when boiled; occur from galvanized plumbing should be thoroughly flushed pipes, hot water tanks and before water is consumed. brass fittings 1 Parameter types: A – Acceptability; D – Disinfectant; DBP – Disinfection by-product; P – Pesticide; I – Inorganic chemical; O – Organic chemical; T – Treatment related parameter. 2 In cases where total dichlorobenzenes are measured and concentrations exceed the most stringent value (0.005 mg/L), the concentrations of the individual isomers should be established. 3 Expressed as a locational running annual average of quarterly samples. 4 No units.

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Table 3. Radiological Parameters Guidelines for radiological parameters focus on routine operational conditions of existing and new water supplies and do not apply in the event of contamination during an emergency involving a large release of radionuclides into the environment. Maximum acceptable concentrations (MACs) have been established for the most commonly detected natural and artificial radionuclides in Canadian drinking water sources, using internationally accepted equations and principles and based solely on health considerations. The MACs are based on exposure solely to a specific radionuclide. The radiological effects of two or more radionuclides in the same drinking water source are considered to be additive. Thus, the sum of the ratios of the observed concentration to the MAC for each contributing radionuclide should not exceed 1. Water samples may be initially analysed for the presence of radioactivity using gross alpha and gross beta screening rather than measurements of individual radionuclides. If screening levels are exceeded (0.5 Bq/L for gross alpha and 1.0 Bq/L for gross beta), then concentrations of specific radionuclides should be analysed. A guideline for radon is not deemed necessary and has not been established. Information on radon is presented because of its significance for indoor air quality in certain situations.

Parameter MAC Common sources Health basis of MAC Comments (approval) (Bq/L) Cesium-137 10 Nuclear weapons fallout and Cancer of the lung, breast, thyroid, bone, (2009) emissions from nuclear reactors digestive organs and skin; leukaemia Iodine-131 6 Sewage effluent Cancer of the lung, breast, thyroid, bone, (2009) digestive organs and skin; leukaemia Lead-210 0.2 Naturally occurring (decay Cancer of the lung, breast, thyroid, bone, Corresponds to total lead concentration of 7 × (2009) product of radon) digestive organs and skin; leukaemia 10−8 µg/L Radium-226 0.5 Naturally occurring Cancer of the lung, breast, thyroid, bone, (2009) digestive organs and skin; leukaemia Radon None Naturally occurring (leaching Health risk from ingestion considered Mainly a groundwater concern; if concentrations in (2009) required from radium-bearing rocks and negligible due to high volatility drinking water exceed 2000 Bq/L actions should be soils; decay product of radium- taken to reduce release into indoor air (e.g. proper 226) venting of drinking water supply) Strontium-90 5 Nuclear weapons fallout Cancer of the lung, breast, thyroid, bone, (2009) digestive organs and skin; leukaemia Tritium 7000 Naturally occurring Cancer of the lung, breast, thyroid, bone, Not removed by drinking water treatment (2009) (cosmogenic radiation); digestive organs and skin; leukaemia releases from nuclear reactors Uranium N/A MAC based on chemical properties See information provided in Table 2 (1999)

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Table 4. Guidance Documents In certain situations, the Federal-Provincial-Territorial Committee on Drinking Water may choose to develop guidance documents for contaminants that do not meet the criteria for guideline development and for specific issues for which operational or management guidance is warranted. These documents are offered as information for drinking water authorities and help provide guidance relating to contaminants, drinking water management issues or emergency situations.

Parameter/subject (approval) Comments

Chloral hydrate in drinking water Exposure levels in Canada far below concentration that would cause health effects; levels above (2008) 0.2 mg/L may indicate a concern for health effects and should be investigated. Controlling corrosion in drinking water distribution Addresses strategies to deal with leaching of lead from materials in the distribution system; sampling systems protocols can be used to assess corrosion and the effectiveness of remediation/control measures to (2009) reduce lead levels in drinking water; corrective measures are outlined to address lead sources. Heterotrophic plate count (HPC) A useful operational tool for monitoring general bacteriological water quality through the treatment (2012) process and in the distribution system. HPC results are not an indicator of water safety and should not be used as an indicator of potential adverse human health effects. Issuing and rescinding boil water advisories Summarizes factors for consideration when responsible authorities issue or rescind boil water advisories. (2009) Issuing and rescinding drinking water avoidance Summarizes factors for consideration when responsible authorities issue or rescind drinking water advisories in emergency situations avoidance advisories in emergency situations. (2009) Potassium from water softeners Not a concern for general population; those with kidney disease or other conditions, such as heart (2008) disease, coronary artery disease, hypertension or diabetes, and those who are taking medications that interfere with normal body potassium handling should avoid the consumption of water treated by water softeners using potassium chloride. Use of the microbiological drinking water Provides an overview of the microbiological considerations to ensure drinking water quality, integrating guidelines key content of the relevant guideline technical documents and guidance documents to illustrate how they (2013) fit into the multi-barrier approach. Waterborne bacterial pathogens Originate from human or animal faeces or may be naturally occurring in the environment. Commonly (2013) associated with gastrointestinal upset (nausea, vomiting, diarrhoea); some pathogens may infect wounds, lungs, skin, eyes, central nervous system or liver. Document provides information on these pathogens and treatment options, and recommends using the multi-barrier approach to reduce their levels.

20 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Table 5. Archived Documents The Federal-Provincial-Territorial Committee on Drinking Water has established a science-based process to systematically review older guidelines and archive those that are no longer required. Guidelines are archived for parameters that are no longer found in Canadian drinking water supplies at levels that could pose a risk to human health, including pesticides that are no longer registered for use in Canada and for mixtures of contaminants that are addressed individually. To obtain a copy of an archived document, please contact [email protected]. Parameter Type Aldicarb Pesticide Aldrin + dieldrin Pesticide Bendiocarb Pesticide Cyanazine Pesticide Dinoseb Pesticide Gasoline and its organic constituents Organic chemical Methoxychlor Pesticide Parathion Pesticide

21 Guidelines for Canadian Drinking Water Quality Summary Table (October 2014)

Acronyms

A acceptability (parameter type) ALARA as low as reasonably achievable AO aesthetic objective CDW Committee on Drinking Water (FPT) D disinfectant (parameter type) DBP disinfectant by-product (parameter type) HPC heterotrophic plate count I inorganic chemical (parameter type) MAC maximum acceptable concentration NTU nephelometric turbidity units O organic chemical (parameter type) OG operational guidance value P pesticide (parameter type) T treatment-related (parameter type) TCU true colour units

22

Memo To: District of Lillooet August 29, 2016 Master Water Plan Update Page 14

Appendix B – IHA Drinking Water Directives

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DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN BRITISH COLUMBIA

VERSION 1.1 / NOVEMBER 2012

1. Objective Provide a general overview of microbiological drinking water treatment objectives for surface water supplies in British Columbia.

2. Background and Regulatory Framework There are three main types of micro-organisms (pathogens) that pose risks to human health in drinking water: viruses, bacteria and protozoa. The B.C. Drinking Water Protection Act (DWPA) (2001) and Drinking Water Protection Regulation (DWPR) (2003) specify water quality standards, monitoring schedules, applicability and recommended treatment aimed at reducing the risks from these pathogens.

Schedule A of the DWPR specifies bacteriological water quality standards for potable water1 for the protection of human health. These standards represent partial drinking water treatment goals and are consistent with the Guidelines for Canadian Drinking Water Quality: Guideline Technical Document — Escherichia coli and total coliform (Health Canada, 2006).

Schedule B of the DWPR outlines the monitoring schedule and its applicability based on population served. Section 5 of the regulation requires that surface water sources must, as a minimum, receive disinfection. Reducing risks from virus and protozoa through disinfection of drinking water are dealt with through the application of best management principles as outlined in this document and detailed in the Guidelines for Canadian Drinking Water Quality (GCDWQ). As no one type of treatment system is effective in treating all hazards, a multi-barrier approach is usually required to adequately address all risks, which typically includes two or more forms of treatment.

The DWPA and the DWPR give drinking water officers (DWOs) the flexibility and discretion to address public health risks through treatment requirements in operating permits to deal with pathogenic risks. Discretion of the drinking water officer also includes, but is not limited to, understanding the source water characterization, effectiveness of system-specific treatment technologies, operational management issues and reasonable time frames to achieve incremental improvements in existing systems. With respect to water quality analyses, the issuing official should ensure that he/she has

1 Potable water is defined under the Drinking Water Protection Act as water provided by a domestic water system that (a) meets the standards prescribed by regulation, and (b) is safe to drink and fit for domestic purposes without further treatment.

adequate data to determine that the proposed treatment is adequate to address public health risks in relation to relevant microbiological and chemical/physical parameters.

Existing water supply systems may have some appreciable risk for certain parameters without treatment in place. In such cases, it is acceptable from a public health perspective for water supply systems to present drinking water officers with a continuous improvement plan that addresses implementing treatment for these parameters within a reasonable time period.

3. Purpose and Scope Under the DWPA, water suppliers are responsible for providing potable water to all users of their systems. Drinking water treatment requirements are site specific, risk based and dependent on a number of factors, including source water quality and efficacy of treatment technology.

This document provides the basic, minimum framework towards goals for drinking water treatment for pathogens in surface water supply systems in British Columbia. It may also be used as a general reference for assessing progress towards updating or improving existing water supply systems. This document does not address the treatment of groundwater or disinfection of distribution systems.

These objectives use the Guidelines for Canadian Drinking Water Quality (Health Canada, 2012) as a primary reference for potability. However, given site-specific conditions of water systems in various regions of B.C., it is necessary to apply these guidelines in consideration of a risk assessment of individual cases. In all cases, the drinking water officer must be contacted to confirm the necessary treatment objectives for microbiological parameters when planning or upgrading water supply systems.

4. Treatment Objectives These objectives provide treatment requirements that address the following microbiological parameters: enteric viruses, pathogenic bacteria, Giardia cysts and Cryptosporidium oocysts. The general objectives are as follows and described in more detail below:

• 4-log reduction or inactivation of viruses. • 3-log reduction or inactivation of Giardia and Cryptosporidium. • Two treatment processes for surface water. • Less than or equal to ( ) one nephelometric turbidity unit (NTU) of turbidity. • No detectable E. Coli, fecal coliform and total coliform. ≤ These drinking water treatment objectives provide a minimum performance target for water suppliers to treat water to produce microbiologically safe drinking water. Depending on specific situations, the actual amount of treatment required will depend on the risks identified and may require greater levels of treatment. Water treatment is only one part of the multi-barrier approach to providing safe drinking water. Choosing an appropriate water source, protecting that source and reducing distribution system risks can be essential complementary steps to providing treatment when dealing with microbiological risks.

While there are numerous precautionary treatment steps available to reduce the risk of microbiological contamination of drinking water supplies, no system is fail-safe. Risk management is based on applying

DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 2

scientific evidence that documents the quality and variability of the water source and the efficacy of management measures selected to achieve acceptable public health outcomes. 4.1. 4-log Inactivation of Viruses Viruses are micro-organisms that are incapable of replicating outside a host cell. In general, viruses are host specific, which means that viruses that infect animals or plants do not usually infect humans, although a small number of enteric viruses have been detected in both humans and animals (Health Canada, 2010). Viruses are ubiquitous and often species-specific. Viruses of concern in drinking water are those that cause human illness or are capable of cross-species transfer. The role of nonhuman viruses as facilitators of pathogens or in transmitting genetic material that could be pathogenic is not clearly understood; hence, overall reductions of viruses in source water are preferred.

Health Risk Management Outcomes for Enteric Viruses The level of risk deemed tolerable or acceptable by Health Canada for enteric viruses has been adopted from the World Health Organization’s (WHO) Guidelines for Drinking-Water Quality (WHO, 2004; cited in Health Canada, 2010) based on the Disability Adjusted Life Year (DALY) as a unit of measure for risk.

The basic principle of the DALY is to calculate a value that considers both the probability of experiencing an illness or injury and the impact of the associated health effects (Murray and Lopez, 1996a; Havelaar and Melse, 2003; cited from Health Canada, 2010). The WHO (2004) guidelines adopt 10-6 DALY/person per year as a health risk management target. Table 1 describes the relationship between viruses in source water and the level of treatment necessary to achieve this health risk management goal.

Table 1: Overall treatment requirements for virus log reduction as a function of approximate source water concentration to meet a level of risk of 1 × 10-6 DALY/person per year (Health Canada, 2010)

Source water virus concentration Overall required treatment reduction for (no./100 L) viruses (log10) 1 4 10 5 100 6 1000 7

Treatment Objectives for Enteric Virus A minimum 4-log reduction of enteric viruses is recommended for all surface water sources. Depending on the surface water source, especially those subject to human fecal contamination, a greater than 4-log reduction may be necessary (See Table 1).

Reductions can be achieved through physical removal processes, such as filtration, and/or through inactivation processes, such as disinfection (Health Canada, 2010). Disinfection of water systems is recommended as a means to provide safeguards to the water system. Enteric viruses are readily inactivated by the use of chemical disinfection such as chlorine.

DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 3

Ultraviolet (UV) light disinfection systems may be used to reduce viruses in water, but the effectiveness of UV varies significantly among different types of viruses. Double-stranded DNA viruses, such as adenoviruses, are more resistant to UV radiation than single-stranded RNA viruses, such as HAV (Meng and Gerba, 1996; cited in Health Canada, 2010).

Because of their high level of resistance to UV treatment and because some adenoviruses can cause illness, particularly in children and immunocompromised adults, adenoviruses have been used by the U.S. EPA as the indicator pathogen for establishing UV light inactivation requirements for enteric viruses in the Long Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR) (U.S. EPA, 2006). Accordingly, the LT2ESWTR requires aUV dose of 186 mJ/cm2 to achieve 4-log inactivation of viruses (U.S. EPA, 2006).

For water supply systems in Canada, UV disinfection is commonly applied, most often in combination with chlorine disinfection or other physical removal barriers such as filtration (Health Canada, 2010). A UV dose of 40 mJ/cm2 is considered to be protective of human health as most enteric viruses are inactivated at this dosage; however, this dosage would provide only a 0.5-log inactivation of adenovirus. Additional log removal credits may be obtained through the addition of free chlorine.

For drinking water sources considered to be less vulnerable to human fecal contamination, the drinking water officer may accept an enteric virus such as rotavirus as the target pathogen to determine the UV dose required for 4-log inactivation of viruses. Where a system relies solely on UV disinfection for pathogen control and the source water is known or suspected to be contaminated with human sewage2, either a higher UV dose such as that stated in the LT2ESWTR or a multi-barrier treatment strategy should be adopted.

The physical removal of viruses can be partially achieved by clarification and filtration processes. Clarification is generally followed by the filtration process. Some filtration systems, however, are used without clarification (direct filtration). Many treatment processes are interdependent and rely on optimal conditions upstream in the treatment process for efficient operation of subsequent treatment steps.

Drinking water treatment plants that meet the turbidity limits established in the Guidelines for Canadian Drinking Water Quality: Supporting Documentation — Turbidity (Health Canada, 2003) can apply the estimated physical removal credits for enteric viruses. For example, for conventional filtration, the virus credit is 2-log and for direct filtration the virus credit is 1-log.

Alternatively, log removal rates can be established on the basis of demonstrated performance or pilot studies. The physical log removal credits can be combined with the disinfection credits to meet overall treatment goals. In all cases, the drinking water officers must be consulted when planning treatment for a water supply system.

It is recommended that water supply systems should provide, as a minimum, 4-log reduction of viruses for all surface water systems.

2 The Ministry of Health is awaiting further clarification from Health Canada as to what constitutes as human fecal contamination. In lieu of clarification, it is best to use as much available information as possible to make an informed decision on a case-by-case basis. DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 4

4.2. 3-log Inactivation of Giardia and Cryptosporidium Protozoa such as Giardia and Cryptosporidium are relatively large pathogenic micro-organisms that multiply only in the gastrointestinal tract of humans and other animals. They cannot multiply in the environment, but their cysts/oocysts can survive in water longer than intestinal bacteria, and they are more infectious and resistant to disinfection than most other micro-organisms (Health Canada, 2004).

Health Risk Management Outcomes for Giardia and Cryptosporidium While Giardia and Cryptosporidium can be responsible for severe and, in some cases, fatal gastrointestinal illness, the Guidelines for Canadian Drinking Water have not established maximum acceptable concentrations for these protozoa in drinking water. Routine methods available for the detection of cysts and oocysts have low recovery rates and do not provide any information on their viability or human infectivity. Until better monitoring data and information on the viability and infectivity of cysts and oocysts present in drinking water are available, measures should be implemented to reduce the risk of illness as much as possible.

Treatment Objectives for Giardia and Cryptosporidium The goal of surface water treatment is to reduce the presence of disease-causing organisms and associated health risks to an acceptable safe level.

Treatment of drinking water is another integral part of the multi-barrier approach. In addition to disinfection, where warranted by source water conditions, physical treatment of surface supplies should be included. Because Giardia and Cryptosporidium are ubiquitous in surface waters in Canada and more resistant to disinfection than most other infectious organisms, it is desirable that treatment achieves at least a 99.9% (3-log) reduction of Giardia and Cryptosporidium (Health Canada, 2004).

Giardia may be partially inactivated by large doses of free chlorine, ozone or chlorine dioxide. Filtration can be effective in removing Giardia cysts and Cryptosporidium oocysts, but the performance is significantly dependant on the methods of filtration and operational performance. Giardia and Cryptosporidium may also be inactivated using UV disinfection. Many commercially available UV systems have undergone testing to verify that the dosage provided under design operating conditions achieves the 3-log inactivation required.

It is recommended that water supply systems should provide, as a minimum, 3-log reduction of Giardia and Cryptosporidium for systems that have a water source considered to have low risk of these parasites and have not had an outbreak of the disease. A higher level of reduction may be required if the situation justifies it. 4.3. Two Methods of Treatment (Dual Treatment) Health Risk Management Outcomes for Dual Treatment of Drinking Water Some microbiological agents of concern are more resistant to certain forms of treatment than others. Ultimately, the best approach to ensure complete disinfection of water intended for human use is a multi-barrier one, which begins with collecting water from the cleanest source possible.

As most disinfection systems require clear water to ensure maximum efficiency, it may be necessary to combine multiple specific treatment technologies. To provide the most effective protection, the Guidelines for Canadian Drinking Water recommend that filtration and one form of disinfection be used to meet the treatment objectives.

DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 5

Alternatively, two forms of disinfection (for example, chlorination and UV disinfection) may be considered if certain criteria are met.

A water supply system may be permitted to operate without filtration if the following conditions for exclusion of filtration are met, or a timetable to implement filtration has been agreed to by the drinking water officer:

1. Overall inactivation is met using a minimum of two disinfections, providing 4-log reduction of viruses and 3-log reduction of Cryptosporidium and Giardia. 2. The number of E. coli in raw water does not exceed 20/100 mL (or if E. coli data are not available less than 100/100 mL of total coliform) in at least 90% of the weekly samples from the previous six months. The treatment target for all water systems is to contain no detectable E. coli or fecal coliform per 100 ml. Total coliform objectives are also zero based on one sample in a 30-day period. For more than one sample in a 30-day period, at least 90% of the samples should have no detectable total coliform bacteria per 100 ml and no sample should have more than 10 total coliform bacteria per 100 ml. 3. Average daily turbidity levels measured at equal intervals (at least every four hours) immediately before the disinfectant is applied are around 1 NTU, but do not exceed 5 NTU for more than two days in a 12-month period. 4. A watershed control program is maintained that minimizes the potential for fecal contamination in the source water. (Health Canada, 2003)

Applying the exclusion of filtration criteria does not mean filtration will never be needed in the future. A consistent supply of good source water quality is critical to the approach, but source quality can change. Therefore, the exclusion of filtration must be supported by continuous assessment of water supply conditions.

Changing source water quality can occur with changes in watershed conditions. Increased threats identified through ongoing assessment and monitoring may necessitate filtration. Maintaining the exclusion condition relies on known current and historic source water conditions, and provides some level of assurance to water suppliers that a filtration system may not be necessary unless the risk of adverse source water quality increases.

It is recommended that dual water treatment should be applied to all surface water.

4.4 ≤1 NTU in Turbidity Events such as sedimentation from road surfaces, higher surface runoff peak flows, landslides and debris flows increase a condition commonly referred to as “turbidity.” Turbidity in water is caused by suspended organic and colloidal matter, such as clay, silt, finely divided organic and inorganic matter, bacteria, protozoa and other microscopic organisms. It is measured in nephelometric turbidity units (NTU) and is generally acceptable when less than 1 NTU, as per the exclusion criteria in section 4.3, and becomes visible when above 5 NTU.

Health Risk Management Outcomes for Turbidity Turbidity is an indicator of the potential presence of human pathogens such as bacteria and protozoa. Furthermore, a greater concentration of organic and/or microbiological matter in source water has the potential to disrupt or overload drinking water disinfection processes, such as UV light and chlorination, to the point that they may no longer effectively control pathogens in the water. In DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 6

addition, organic matter in the water can react with disinfectants such as chlorine to create byproducts that may cause adverse health effects (Health Canada, 2003).

Treatment Objectives for Turbidity In general, turbidity is caused by particles in water and can be effectively reduced by filtration. Depending on the filtration technologies applied to the water, filtered water from well operated filtration systems could have turbidity ranges from 0.1 to 1.0 NTU. The Canadian guideline on turbidity applies to filtered surface water and is categorized by the type of filtration technology: conventional and direct filtration; slow sand or diatomaceous earth filtration; and membrane filtration. To comply with the Canadian guideline on turbidity, continuous monitoring of turbidity is required.

Turbidity is effectively reduced through filtration, using one of a number of common technologies. The goal of treating water for turbidity is to reduce its level to as low as possible and minimize fluctuation. For this reason, when filtration technology is employed, the system should strive to achieve a treated water turbidity target from individual filters or units of less than 0.1 NTU at all times. Where this is not achievable, the treated water from filters or units should be less than or equal to 0.3 NTU for conventional and direct filtration; less than or equal to 1.0 NTU for slow sand or diatomaceous earth filtration; and less than or equal to 0.1 NTU for filtration systems that use membrane filtration. Inability to achieve these objectives in filtered systems indicates a breakdown of the treatment train and potential health impacts to users.

For nonfiltered surface water to be acceptable as a drinking water source supply, average daily turbidity levels should be established through sampling at equal intervals (at least every four hours) immediately before the disinfectant is applied. Turbidity levels of around 1.0 NTU but not exceeding 5.0 NTU for more than two days in a 12-month period should be demonstrated in the absence of filtration. In addition, source water turbidity should not show evidence of harbouring microbiological contaminants in excess of the exemption criteria in section 4.3 of this document.

It is recommended that turbidity of treated surface water should be maintained at less than 1 NTU. Where filtration is part of the treatment process, the turbidity levels should comply with the Canadian guideline on turbidity, entitled Guidelines for Canadian Drinking Water Quality: Guideline Technical Document — Turbidity (Health Canada, 2003) (expected turbidity reduction depends on the filtration methods). Continuous monitoring of turbidity should be required for water systems with filtration to verify compliance with system performance objectives. Systems that meet the criteria for exclusion from the requirement for filtration should be monitored to verify that the system continues to meet the exclusion criteria. 4.5. No Detectable E. Coli, Fecal Coliform and Total Coliform E. coli and other fecal coliforms are members of the total coliform group of bacteria, but E. coli is the only member found exclusively in the feces of humans and other animals. Other members of the total coliform group (including fecal coliforms) are found naturally in water, soil, and vegetation, as well as in feces. The presence of E. coli and other fecal coliforms in water indicates not only recent fecal contamination, but also the possible presence of intestinal disease-causing bacteria, viruses, and protozoa.

DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 7

Health Risk Management Outcome for E. Coli and Total Coliform The absence of E. coli, fecal coliform and total coliform is used as an indicator that treated water is free from intestinal disease-causing bacteria. Their presence in drinking water distributed from a treatment plant indicates a serious failure and that corrective action is necessary. The presence of total coliform bacteria in the water distribution system indicates that the system may be vulnerable to contamination or experiencing bacterial regrowth.

Treatment Objectives for E. coli, Fecal Coliform and Total Coliform E. coli, fecal coliform and total coliform are easily controlled with disinfection processes such as chlorine or UV light and can also be reduced by filtration. The DWPR calls for water suppliers to provide water with nondetectable E. coli, fecal coliform and total coliform based on sampling frequency established by the DWPR or through agreement with the drinking water officer.

In summary, according to Schedule A of the DWPR (updated 2008), the treatment target for all water systems is to contain no detectable E. coli or fecal coliform per 100 ml. Total coliform objectives are also zero based on one sample in a 30-day period. For more than one sample in a 30-day period, at least 90% of the samples should have no detectable total coliform bacteria per 100 ml and no sample should have more than 10 total coliform bacteria per 100 ml.

5. Conclusion These objectives are intended to provide general requirements for surface water supply treatment systems in B.C. and rely on the Guidelines for Canadian Drinking Water Quality (Health Canada, 2012) as a primary reference for potability and treatment. However, given site-specific physical, chemical and biological conditions of water supplies throughout various regions in B.C., it may be necessary to apply these guidelines based on risk assessment of individual cases.

In all cases, the treatment objectives for microbiological parameters in specific water supply systems must be developed in consultation with a drinking water officer when planning or upgrading drinking water supply systems in the province.

DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 8

6. References B.C. Ministry of Healthy Living and Sport. 2010. Comprehensive Drinking Water Source-to-Tap Assessment Guideline. http://www.health.gov.bc.ca/protect/source.html

B.C. Drinking Water Protection Act. http://www.bclaws.ca/EPLibraries/bclaws_new/document/ID/freeside/00_01009_01

B.C. Drinking Water Protection Regulation. http://www.bclaws.ca/EPLibraries/bclaws_new/document/ID/freeside/10_200_2003

Drinking Water Leadership Council (B.C. Ministry of Health website). 2007. Drinking Water Officers’ Guide. http://www.health.gov.bc.ca/protect/dwoguide_updated_approved%202007.pdf

Health Canada, 2012. Guidelines for Canadian Drinking Water Quality (Summary Table). http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/2012-sum_guide-res_recom/index-eng.php Health Canada, 2010. Draft for Public Comment. Guidelines for Canadian Drinking Water Quality: Supporting Documentation — Enteric Viruses. http://www.hc-sc.gc.ca/ewh-semt/consult/_2010/enteric-enteriques/draft-ebauche-eng.php

Health Canada, 2006. Guidelines for Canadian Drinking Water Quality: Guideline Technical Document — Escherichia coli. http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/escherichia_coli/index-eng.php

Health Canada, 2004. Guidelines for Canadian Drinking Water Quality: Supporting Documentation — Protozoa: Giardia and Cryptosporidium. http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/protozoa/index-eng.php

Health Canada, 2003. Guidelines for Canadian Drinking Water Quality: Supporting Documentation — Turbidity. http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/turbidity/index-eng.php

Health Canada, 2008. Water Treatment Devices for Disinfection of Drinking Water. http://www.hc- sc.gc.ca/ewh-semt/pubs/water-eau/disinfect-desinfection-eng.php

U.S. EPA, 2006. National Primary Drinking Water Regulations: Long Term 2 Enhanced Surface Water Treatment Rule. http://water.epa.gov/lawsregs/rulesregs/sdwa/lt2/index.cfm

DRINKING WATER TREATMENT OBJECTIVES (MICROBIOLOGICAL) FOR SURFACE WATER SUPPLIES IN B.C. 9

REPORT

Appendix B – Detailed Cost Tables

B-1 District of Lillooet

Item Quantity Unit Unit Cost Extension

Dickey Intake and Filtration Upgrades Filtration Unit Repair 1 LS $50,000 $50,000 UV System 1 LS $25,000 $25,000 Building Upgrades 1 LS $25,000 $25,000 Reservoir Upgrade 1 LS $75,000 $75,000 Valving 1 LS $20,000 $20,000 Subtotal $195,000 Engineering 15% $29,000 Contigencies 30% $59,000 Total $283,000

Item Quantity Unit Unit Cost Extension

Typical PRV Station (150mm/200mm) Civil Work 1 LS $10,000 $10,000 Concrete Base 1 LS $5,000 $5,000 Mechanical Components Butterfly Valves 2 ea $500 $1,000 Combination Air Valves 2 ea $500 $1,000 Pressure Gauges 2 ea $1,000 $2,000 Strainers 1 ea $1,000 $1,000 Water Meter 1 ea $3,000 $3,000 150 mm piping and Bypass (SS304) 1 LS $5,000 $5,000 150 mm Pressure Reducing Valve 1 LS $5,000 $5,000 Building 1 LS $20,000 $20,000 Building HVAC 1 LS $10,000 $10,000 SCADA 1 LS $10,000 $10,000 Power Supply 1 LS $10,000 $10,000 Subtotal $83,000 Engineering 15% $12,000 Contigencies 30% $25,000 Total $120,000

B-2 p:\20162354\00_wmp_smp_updates\engineering\03.02_conceptual_feasibility_master_plan_report\final wmp_august 2017\rpt_lillooetwmp_170810_after dd review.docx Phair Road to McEwan Road Item Quantity Unit Unit Cost Extension

Replace PRV, Upgrade Phair Road to McEwan Road and loop system to 150 mm 200 mm PVC WM: Phair 350 m $275 $97,000 150 mm PVC WM: Loop 150 m $230 $35,000 Tie-Ins 2 ea $5,000 $10,000 Restore Landscaping 800 m2 $15 $12,000 PRV - Phair Road (Add from PRV List) Hydrants 1 LS $10,000 $10,000 Subtotal $164,000 Engineering 15% $25,000 Contingencies 30% $49,000 Total $238,000

Steel Pipe replacement - Main St. 8th Ave to Park Drive Item Quantity Unit Unit Cost Extension Steel Pipe replacement - Main St. 8th Ave to Park Drive Water main - 150 mm dia. PVC 700 m $230 $161,000 Water main - 300 mm dia. PVC 700 m $420 $294,000 Tie-Ins to ex. 300 and 250 WM 2 ea $10,000 $20,000 Hydrants 1 LS $10,000 $10,000 Subtotal $485,000 Engineering 15% $73,000 Contingencies 30% $146,000 Total $704,000

5th Avenue Loop: Main Street to Fraserview Item Quantity Unit Unit Cost Extension

550 m of 150PVC to replace 100 diameter along Fraserview 150 mm PVC WM: Loop 70 m $230 $17,000 150 mm PVC WM: Fraserview (lower Priority) 550 m $230 $127,000 Tie-Ins to ex. 300 1 ea $10,000 $10,000 Hydrants 1 LS $10,000 $10,000 Subtotal $164,000 Engineering 15% $25,000 Contingencies 30% $49,000 Total $238,000

B-3 District of Lillooet

Upgrade Loop: Russell Lane between 6th and 7th Ave. Item Quantity Unit Unit Cost Extension

Replace 38mm galvanized. All reconnections 150 mm PVC WM: Loop and upgrade 430 m $230 $99,000 Hydrants 1 LS $10,000 $10,000 Subtotal $109,000 Engineering 15% $16,000 Contingencies 30% $33,000 Total $158,000

Loop and Upgrade: Russell St. between 9th and 12th Ave. Item Quantity Unit Unit Cost Extension

Russell Street - between 9th and 12th Ave. Replace all galvanized and add 100m to loop Murray to Main. 150 mm PVC WM: Loop and upgrade 460 m $230 $106,000 Hydrants 1 LS $10,000 $10,000 Subtotal $116,000 Engineering 15% $17,000 Contingencies 30% $35,000 Total $168,000

Upgrade Summer St. Mainline Item Quantity Unit Unit Cost Extension

Upgrade Sumners St. and upgrade from 100mm 150 mm PVC WM: PRV to Summers St. 230 m $230 $53,000 150 mm PVC WM: PRV along Fosters Drive 210 m $230 $49,000 Repair landscaping 600 m2 $25 $15,000 Hydrants 1 LS $10,000 $10,000 Subtotal $127,000 Engineering 15% $19,000 Contingencies 30% $38,000 Total $184,000

B-4 p:\20162354\00_wmp_smp_updates\engineering\03.02_conceptual_feasibility_master_plan_report\final wmp_august 2017\rpt_lillooetwmp_170810_after dd review.docx Loop: Garden Street to Mountainview Cres. Item Quantity Unit Unit Cost Extension

150 mm PVC WM: Garden St. to Mountainview Cr. 200 m $230 $46,000 150 mm PVC WM: Rancherie Dr. to 16th Ave. 160 m $230 $37,000 150 mm PVC WM: Garden St. to Pine Grove St. 150 m $230 $35,000 Repair landscaping 600 m2 $25 $15,000 Hydrants 1 LS $10,000 $10,000 Subtotal $143,000 Engineering 15% $21,000 Contingencies 30% $43,000 Total $207,000

Loop: Victoria and Columbia Street (Near 7th Ave.) Item Quantity Unit Unit Cost Extension

150 mm dia. PVC900 WM 130 m $230 $30,000 Subtotal $30,000 Engineering 15% $5,000 Contingencies 30% $9,000 Total $44,000

B-5

REPORT

Appendix C - FUTURE SOUTH LILLOOET WATER SYSTEM

The 2008 Master Water Plan identified a Future South Lillooet Water system. This potential service area encompasses the properties within the District boundary on Roshard Drive, Texas Creek Road and Cook Road. Approximately 21 homes currently exist, with potential for an additional 20 lots in the area. The land is primarily zoned rural residential and agricultural. Future MDD demands were estimated by True (2008) based on North Lillooet’s rural water usage per lot, as follows:

x Future potential build-out = 41 residences x North Lillooet MDD = 15,000 L/Lot x Future MDD (South Lillooet) = 41 x 15,000 = 600,000 L/d

These MDD figures and the cost estimates later in this appendix have been adjusted to be consistent with the cost and water use parameters found in this Master Water Plan.

WATER SUPPLY AND TREATMENT OPTIONS

Water supply, distribution and storage components are found on Figure 24 (From True, 2008). Water can either be sourced independently by groundwater or by bridged connection to the Seton Water Treatment Plant. There have been no groundwater studies completed to date in this area, but assume that the most likely area for a production well would be on the lower bench. The upper reaches of the service area rise steeply from the valley floor.

For a groundwater system, it is assumed that no additional water treatment would be required beyond chlorination for maintaining residual. Completion of a groundwater potential investigation prior to well drilling will be necessary to determine the feasibility of this source. History at the District’s Airport and Industrial wells have demonstrated that the water is hard.

Interconnecting with the Seton WTP involves a long transmission mainline. A reasonable expectation would be that fire flow would be required, and sized for this requirement. A fire flow would be the default design criteria in this case, with a rural residential flow expected to be 30 l/s for this exercise.

WATER STORAGE AND DISTRIBUTION

Topographically, South Lillooet consists of a flat bench surrounding Roshard Drive and a steep hillside above it. Servicing to this area would require the creation of additional pressure zones controlled by pressure reducing vales. The majority of the serviceable lots are contained in the lower areas.

C-1 District of Lillooet

Lots in the upper zones would likely only be able to be serviced using booster pumps. This would need to be determined in a more detailed analysis. The construction of this infrastructure has been identified in phases consistent with True (2008).

ORDER OF MAGNITUDE COST ESTIMATES

Phase 1 – Supply to Reservoir, Servicing of Roshard Drive

Item Quantity Unit Unit Cost Extension

Phase 1 – Roshard Drive (well) to Reservoir 150mm WM - to reservoir - PVC 600 m $255 $153,000 150mm WM - Roshard Dr. - PVC 700 m $255 $179,000 Reservoir - 450,000 L cast-in-place concrete 0.45 ML $500,000 $225,000 PRV Station 1 LS $82,500 $83,000 Hydrants 1 LS $10,000 $10,000

Subtotal $650,000 Engineering 15% $98,000 Contingencies 30% $195,000

Total $943,000

Phase 2 – Texas Creek Road Servicing

Item Quantity Unit Unit Cost Extension

Phase 2 - Texas Creek Road Servicing 150mm WM - to reservoir - PVC 600 m $255 $153,000 Tie-in to supply main 1 LS $5,000 $5,000 Hydrants 1 LS $10,000 $10,000

Subtotal $168,000 Engineering 15% $25,000 Contingencies 30% $50,000

Total $243,000

C-2 p:\20162354\00_wmp_smp_updates\engineering\03.02_conceptual_feasibility_master_plan_report\final wmp_august 2017\rpt_lillooetwmp_170810_after dd review.docx Appendix C - FUTURE SOUTH LILLOOET WATER SYSTEM

Phase 3 – Upper Cook Road Servicing

Item Quantity Unit Unit Cost Extension

Phase 3 – Upper Cook Road Servicing Booster Station (50 Igpm) 1 LS $25,000 $25,000 150mm WM - Upper Cook Road - PVC 1,500 m $255 $383,000 Tie in to Reservoir 1 LS $10,000 $10,000 Hydrants 1 LS $10,000 $10,000

Subtotal $428,000 Engineering 15% $64,000 Contingencies 30% $128,000

Total $620,000

Source Option A - South Lillooet Well

Item Quantity Unit Unit Cost Extension

Source Option A - South Lillooet Well Well Drilling - 150 mm dia. With screens, casing and yield testing 1 LS $75,000 $75,000 Well Mechanical Pump, piping and pitless adapter 1 LS $50,000 $50,000 Control Building (incl. electrical) 1 LS $60,000 $60,000 Subtotal $185,000 Engineering 15% $28,000 Contingencies 30% $56,000

Total $269,000

C-3 District of Lillooet

Source Option B - Central Lillooet Interconnect

Item Quantity Unit Unit Cost Extension

Source Option B - Central Lillooet Interconnect 200mm WM - Supply - PVC 2,100 m $310 $651,000 Seton River Bridge crossing - including insulation, anchors, hangers – 150mm dia. PVC 60 m $1,500 $90,000 Augered railway crossing - 200mm dia. In 350mm Steel casing 65 LS $1,000 $65,000 Tie in to Main Street 1 LS $10,000 $10,000 Booster Station (570 L/m) - Roshard Rd. 1 LS $75,000 $75,000 Hydrants 1 LS $10,000 $10,000

Subtotal $901,000 Engineering 15% $135,000 Contingencies 30% $270,000

Total $1,306,000

DISCUSSION AND SUMMARY

The District has not identified this as a serviceable area to date. The costs to service this area of the community is significant for only 43 potential services, and there would be challenges in recovering these costs from landowners.

The most viable option appears to be groundwater wells, although there would still be a significant operational and maintenance cost for the well, chlorination system and power to the pressure reducing valve stations. Other potential, but high operational cost solutions, would include trucking of water, although this would eliminate any ability to provide fire flow.

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Appendix D - Future East Lillooet Service Area

This project is also taken directly from True (2008). Numbers and capacities were adjusted to 2016 values consistent with this report.

In 2003, KiSei Industries completed an “East Lillooet Water Report” for the District. That report reviewed supply, distribution and storage options for East Lillooet for residential, industrial, and agricultural demand. The report concluded that meeting agricultural demands would prove too costly, and that only the following elements should be considered in the future: x Source development of wells on the East Lillooet “lower bench” x Size reservoirs to balance peak residential and industrial demands x Where possible, interconnect watermain to Central Lillooet to deliver fire flow

True (2008) determined the cost of constructing the watermain interconnection to Central Lillooet to be in the order of $1,500,000, thereby eliminating this option from further analysis. The following sections describe revised servicing concepts for East Lillooet, with updated order of magnitude cost estimates.

EXISTING AND FUTURE WATER DEMAND

Potential water demand for the East Lillooet service area would be tied to future growth on developable land. The total land area within the District to the East of the Fraser River is approximately 1500 ha. This land was depicted on Figure 14. As shown on that figure, there are several ‘categories’ of land in East Lillooet that would affect potential build-out, including:

x Agricultural Land Reserve (ALR): Approximately 190 Ha of the land within East Lillooet is contained within the ALR. It was assumed that land in the ALR would not be developed. x Topography: 590 Ha of land in East Lillooet contains ground slopes over 25%, and is unsuitable for development.

Potential future development potential was estimated for the remaining 720 Ha of ‘developable’ land, based on rural lot densities and water usage seen elsewhere in Lillooet. Existing homes are currently spread apart throughout through the service area, with homes are currently supplied by low yield wells.

An East Lillooet water system was proposed in phases.

D-1 District of Lillooet

Table C-1 - Existing and Ultimate Future Development (Residential Lots)

Existing Ultimate Future (Build Out) Lots MDD (ML/d) Lots MDD (ML/d) PZ370 Service Area Pine Ridge Road – Residential 15 18 Highway 12/99 – Residential 18 40 Sumner Road – Residential 13 15 Industrial Park 9 35* Subtotal 55 0.810 108 1.575 PZ480 Service Area Lillooet IR No. 4 0 150 Airport Road Area 17 340 Airport Area Industrial/Commercial 0 110 Subtotal 55 0.250 600 0.860 Total 72 708 * Approximate Residential Lot Equivalent

The well capacity required currently is 760 L/minute, with a future buildout equalling 8000 L/m.

This ultimate demand value is considered extremely conservative, as it is roughly 90% of the ultimate demand of the Central-North Lillooet area. This East Lillooet future demand would be associated with a population growth of roughly 1,500 people.

WATER SUPPLY AND TREATMENT OPTIONS

Water supply and treatment options for the East Lillooet service area were limited to two options:

1. Construction wells on the lower bench, and 2. Provision of bulk treated water supplied by the District

x Construction of Groundwater Wells x Previous studies (Kala 1999) concluded that the airport area and upper bench would likely only produce low yield wells, and future drilling programs should focus on the lower bench. x The current Industrial Park well, located on the lower bench, has a capacity sufficient for Industrial park usage plus an additional 40 homes. x The Grossler well (located on Lot 1, Plan 50344 – lower bench) was recently flow tested to an estimated 1350 L/min capacity, likely sufficient for 130 homes. x Both of these potential production wells (Industrial Park and Grossler) produce water with quality that meets GCDWQ; therefore, no treatment would be required beyond chlorination for residual.

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x A previous East Lillooet Water Report (KiSei Industries – 2003) also mentions aquifer potential in the vicinity of the Bridgeside Forest Industries property. x Provision of Bulk Treated Water from Central Lillooet x Additional capacity would have to be located in Central Lillooet, i.e. drilling additional wells to supply East Lillooet. x Construction of a supply watermain from the Main Street trunk watermain to East Lillooet would be required; costs associated with this supply watermain are estimated in the order of $1,500,000.

A potential groundwater supply can currently meet residential demands up to 170 services. As development continue, new sources will be required. The District will need to identify and secure groundwater sources as part of this plan.

WATER STORAGE AND DISTRIBUTION

The East Lillooet area is a potentially large service area, servicing it will require a phased approach for construction. The first phase would involve construction the primary source, supply, and storage components. Later phasing would depend on development opportunities.

The East Lillooet would likely consist of several pressure zones. With an potential elevation difference of 260m, multiple reservoirs and booster stations would be required. Any fire flow considerations would need to consider a larger upper zone reservoir (full water level of 480m), and routed through PRV’s below. Therefore, the upper zone reservoir would need to be considered in earlier phases.

True (2008) presented a potential source and network option primary source, supply, and storage network is depicted in the attached figure.

D-3

REPORT

Appendix E - District Operations Report (2016)

E-1

District of Lillooet 2016 Annual Water Report

This report compiled and written by John La Rue – Public Works Foreman

Contents

Contents 1

Introduction 2

Overview 2 - 3

Lillooet Water Distribution System 4 - 5

Surface Water Sources 6

Groundwater Sources 7 - 8

Reservoirs 9 - 10

Distribution System Water Mains 11

Pump Stations 12 – 14

Pressure Zones 14

SCADA (Supervisory Control and Data Acquisition 14

Routine Maintenance Program 14 - 21

Water Consumption 21 - 22

Water Sampling and Testing 23 - 26

2016 - 2017 Capital Projects and Improvements 27

Emergency Response Plan 27

March 2017 Introduction:

Under the terms of the District of Lillooet’s Operating Permit we are required to provide an annual report to users of the system that provides an overview of the water system, maintenance and improvements made to the system, and a summary of water test results. All water suppliers are required to provide a similar annual report to their users.

This report has been submitted to Interior Health and is posted on the District of Lillooet website. www.lillooetbc.com

Overview:

The Lillooet Community Water System – Facility Number 0660232 serving the town of Lillooet is comprised of both surface and groundwater sources and is divided into six (6) separate pressure zones due to prevailing topographical relief. This complex system has seen many positive improvements and changes related to both distribution and methods of treatment over the past few years and in July 2015 we achieved the culminating event in our 5 Year Master Water Plan with the completion and startup of our new state of the art Seton River Water Treatment Facility which incorporates state-of-the-art PALL micro-filtration technologies.

Seton River Water Treatment Facility

Diagram of the Lillooet Water Distribution System 3

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Lillooet Community Water System:

The District of Lillooet currently provides water to a population of 2350 people through approximately 1,283 services. These services are supplied through the Lillooet Community Water System which serves the downtown core and surrounding residential and population areas on the west side of the Fraser River. The District of Lillooet also operates two year round Small Water systems which service the East Lillooet Industrial Park and Lillooet Airport on the east side of the Fraser River. Each of these smaller service areas has its own groundwater supply, distribution and storage facilities and are discussed separately.

The primary drinking water sources for Lillooet during 2016 were provided by the PALL Filtration System (93.8%) located at the new Seton River Water Treatment Facility, followed by Rec Center Well #2 (6.2%)

Studies completed by True Engineering Ltd suggest the current capacity of the Water Treatment Plant (Seton River intake only as source) will be approximately 6.6 mega liters (ML) / day, or 6,600 cubic meters (m^3) / day based on the capacity of the membrane filtration trains. The plant capacity can be expanded by adding more filtration trains, thus enabling the District to produce up to a projected 10 ML / day, or 10,000 m^3 / day through the PALL Filtration System.

Lillooet Distribution System Water Sources

Surface Water Sources Seton River Intake ‐ Seton River Water Treatment Facility Primary Source Town Creek Secondary Source Dickey Creek Secondary Source

Groundwater Sources Rec Center Well #2 Primary Source Seton Fan Infiltration (GWUDI) Wells ‐ Seton River Water Treatment Facility Primary Source Conway Well #2 Emergency Source Conway Well #2 Emergency Source

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Surface Water Sources  Seton River Intake Construction of a year-round water intake in the Seton River to supply the Water Treatment Plant was completed by March 2014 month-end. The intake structure captures water from Seton River in a submerged infiltration gallery constructed below the average low water flow level of Seton River and thence into a submerged wet well and pumping chamber that houses 4 – 150 hp pumps that supply water to the PALL filtration system. With current configuration and capabilities, two river pumps are able to supply sufficient water to the PALL filtration system to meet our community needs for 8 – 9 months of the year. During the summer months and in times of high demand, an additional source of water is required. The intake coupled directly to the PALL Filtration contributed 93.8% of all the water consumed by the District during 2016.

 Town Creek and Dickey Creek The District of Lillooet has two other surface water sources that in past years traditionally provided the majority of the drinking water consumed in the District. Town and Dickey creeks are plumbed directly to their namesake reservoir (Town Creek Reservoir and Dickey Creek Reservoir), and each creek has it’s own intake and chlorination station where the raw creek water is first screened through fine mesh particulate screening and then chlorinated with sodium hypochlorite injection before entering the reservoir. Historically, drinking water for the residents of Lillooet was derived from the surface creek sources for generally 10 - 12 months of each year when the creeks ran clear, and augmented by the groundwater well sources during freshet when the turbidity levels of the creeks were high. During 2016, Town Creek and Dickey Creek were not utilized as water sources for the District. Both of these creeks are maintained in a ready to run state.

March 2017

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Groundwater Sources  Seton Fan Infiltration (GWUDI) Wells

The Seton Fan Infiltration Wells were drilled in 2012 prior to construction beginning on the Seton River Water Treatment Plant. These two shallow 300mm diameter GWUDI

(Groundwater Under the Direct Influence “of surface water”) wells were developed on the banks of the Seton River above normal high water levels. Well #1 is 16.5 meters deep and 3 was capable of producing 1.17 m per minute in production testing; Well #2 was drilled slightly deeper at 19 meters depth and was capable of producing 2.66 m3 per minute in production testing. Conceptually, both pumps running together should be able to produce 5,512 m3 or

1,210,435 Imp. Gallons on a daily basis. The raw well water is treated with plant generated sodium hypo-chlorite and UV treatment to ensure 2 barriers of protection and the potability of

the drinking water. These wells were not utilized as water sources for the District during 2016 but were maintained in a ready to run condition.

Seton Fan GWUDI Infiltration Wells on the banks of Seton River

 Rec Centre Well #2 The District of Lillooet operates a deep groundwater well and pumping / disinfection station located at 930-A Main Street at the District of Lillooet’s municipally owned Recreation Centre. The well is 77.8 m in depth and produced 6.2% of the water consumed in the District during 2016. The well is capable of supplying approximately 3,600 m3 / day. Disinfection at the site is provided through a sodium hypo-chlorite injection disinfection system.

March 2017 7

Rec Centre Well #2 Pumping and Chlorination Station

 Conway Park Wells The District of Lillooet has two deep wells located in Conway Park that are no longer in use due to their entrained concentration of Arsenic above the MAC (Maximum Acceptable Concentration) as expressed in the Guidelines for Canadian Drinking Water. Conway Well #1 and Conway Well #2 are 166 m and 168 m deep respectively and were taken offline in September 2010 and isolated (Electric Lockout and Physical Valve Shutoff) from the rest of the distribution system. Conway Park Wells and Pumping Station

March 2017 8

Reservoirs - Town Creek, the Million Gallon, and Dickey Creek

 Town Creek Reservoir The Town Creek Reservoir is an above ground steel reservoir which was constructed in 2009. It is the newest of the 3 reservoirs and is located at 717A - 7th Ave. It has a capacity of 1,567 m3 or 344,113 Imp. Gallons. Town Creek Reservoir and Chlorination Station

 Million Gallon Reservoir The Million Gallon Reservoir is an above ground steel reservoir with a shot concrete outer shell. It was constructed in or around 1979 and its capacity is 4,545 m3 or 998,082 Imp. Gallons. It is located at 594 - 6th Ave.

Million Gallon Reservoir

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 Dickey Creek Reservoir The Dickey Creek reservoir is a concrete in-ground reservoir. It was constructed in 1991. It has a capacity of 1,410 m3 and is located at 217 Hunt Road.

Dickey Creek Reservoir

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Distribution System Water Mains:

The City’s water system is comprised of approximately 32 km of distribution pipe. The approximate length of pipe sorted by diameter is:

 1,050m of 50mm diameter water main

 4,900m of 100mm diameter water main

 12,800m of 150mm diameter water main

 5,900m of 200mm diameter water main

 2,800mm of 250mm diameter water main

 3,000m of 300mm diameter water main

The pipe materials range from galvanized, cast iron (CI), ductile iron (DI), Asbestos cement (AC), and poly vinyl chloride (PVC). The age of the water mains range from new to approximately 50+ years old. The age of the pipe does not necessarily reflect the need to replace it as various pipe materials have different average life expectancies. For example, cast iron pipe can last up to 100 years where galvanized pipe will only last up to 40 years. Lillooet has an active program to replace pipes that are either inadequately sized, in poor condition or have reached the end of their functional life. All new or replacement installations utilize new PVC piping.

Composition of Water Mains Steel 5%

PVC Asbestos 17% Cement 25% Cast Iron 2% Not Known 39% Ductile Iron 12%

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Pumping Stations:

The District of Lillooet has two Booster Pumping Stations and one High Lift Pump Station. Both of the Booster Pumping Stations were constructed in 2009. The High Lift Pump Station at the Seton River Treatment Plant was constructed in 2013. Victoria Booster Station

The Victoria Booster Station is located at 607 Victoria St. and is situated between the Million Gallon Reservoir and Town Creek Reservoir. The Hollywood Booster Station is located at 481 Hollywood Crescent and is situated between the Million Gallon Reservoir and Dickey Reservoir. Both booster stations are equipped with bi-directional valves as well as booster pumps to ensure that water can be flowed in either direction, thereby allowing the DoL water operators to select their best available sources and move that drinking water to all residents of Lillooet regardless of their location in town.

Hollywood Booster Station

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When the District is consuming surface water from creek sources, each creek fills it’s own namesake reservoir directly which then supplies the local attached distribution system, and the Hollywood bi-directional valve thence allows this water also to flow by gravity to the centrally located Million Gallon Reservoir and on to the remainder of distribution for the rest of town. When the District is being supplied by groundwater sources or the new Seton River Water Treatment Plant, this process is reversed, with each well or the Treatment Plant providing potable water to the Million Gallon Reservoir through a directly connected 300 mm forcemain, and from the main distribution system, the boosters pump this water up to fill each of the smaller reservoirs. Each of the two booster stations houses 2 – 150 hp vertical turbine lift pumps.

The high lift pumping station located at the Seton River Water Treatment Plant was constructed in 2013 and is equipped with four vertical turbine pumps that pump water from the clear well reservoir to the Million Gallon Reservoir by directly connected forcemain. Each high lift turbine pump is powered by a 125 hp US Motor and is rated to supply 178 m3 per hour into the distribution system. Conceptually, with two pumps running, the Seton River Water Treatment plant, when completed, will have the capacity to supply more than 8,000 m3 of treated drinking water into the distribution system every 24 hours.

High Lift Pumps at the Seton River Water Treatment Facility High Lift Station

March 2017 13

East Lillooet residents are not on the Lillooet Community distribution system and residents make use of private wells. There are plans to eventually provide water to East Lillooet in the future.

Pressure Zones:

Due to the mountainous geography of Lillooet and the prevailing elevation relief between the highest and lowest points of distribution, Lillooet is divided into 6 pressure zones that are formed by 5 Pressure Regulating Valve (PRV) stations within the system. The system pressure in each Zone ranges from 80 psi to more than 140 psi. The PRV’s (Pressure Regulating Valve Stations) are strategically located within the distribution system and are employed to keep the local pressure at workable levels. Since the resultant pressures are at the top range of the usable pressure scale, each home must have its own PRV installed to keep the pressures at the 40 psi to 60 psi operational ranges required for most home appliances.

SCADA (Supervisory Control and Data Acquisition):

A SCADA computerized control system connects all waterworks in the Lillooet Distribution System and is used to monitor and control the functions of the water treatment plant, pump stations, surface water creek sources and reservoirs. The SCADA system allows the Public Works Department to remotely access and monitor reservoir levels, the on/off status, pump flows, chlorine residuals and turbidities within the system. The operator can access and change many of the important set points and monitor the entire system remotely 24 hours per day, seven days per week. Alarms are sent to alert operators of potential problems within the systems through a dial out telephone system.

Routine Maintenance Program:

Water System data from Town Creek, Dickey Creek, Rec Centre Well #2, Seton River Water Treatment Plant, Shop Control Panel, and the Hollywood and Victoria Booster Stations is collected and recorded on 6 days out of every week throughout the month. The District of Lillooet also operates 2 Small Water Systems located at the Lillooet Airport and Lillooet Industrial Park. Water System data is collected and recorded from these two Small Water Systems, and routine maintenance effected along the same timeline and frequency as for the main Lillooet Community Water Distribution System.

 Distribution System: The District of Lillooet utilizes a bi-annual uni-directional flushing program to clean and flush it’s water distribution main lines, usually in the spring and fall. Mainlines are flushed through the open ports of our Fire Hydrants and blow-offs, which also provides the opportunity for pressure and flow checks as well as a physical inspection of each hydrant. The flow diffuser unit used in the program accepts Sodium Thiosulphate ‘pucks’ which neutralize the entrained

March 2017 14

hypochlorite in our potable water, making it safe for discharge to the environment. The goal of our program is to flush distribution system mainlines at least twice annually, flush smaller diameter end trunk lines a minimum of 3 times per year, and to physically inspect and pressure/flow test each Fire Hydrant at least once annually. Problem hydrants and valves are identified through these annual programs and rebuilt or replaced on a priority basis.

 Surface Water Creek Sources – Seton River Intake, Town and Dickey Creeks Seton River Intake Four 150 hp vertical turbine river pumps are installed in the Seton River Intake Low Lift Station to supply the PALL Filtration System at the Seton River Water Treatment Facility. In normal operations, only two pumps are required at any one time to meet capacity requirements and capabilities of the PALL System in it’s current configuration. The PALL system currently has 4 filtration skids, and each skid is plumbed with 20 membrane filter modules. In the summer months, we reach the maximum production capacity of the system of around 6000 m3, which could be expanded in the future by adding additional membrane filter modules. Each of the four skids is capable of accepting another 12 filtration modules per skid, which according to projections provided by TRUE Engineering Ltd. would enable the District to produce up to 10 ML / day, or 10,000 m3 / day. The Pall Aria line of water treatment systems uses hollow fiber microfiltration or ultrafiltration membrane technology to produce pure water from any water source. Documentation supplied by the manufacturer claim that the Pall Aria systems are able to remove bacteria, protozoan cysts, viruses, iron, manganese, arsenic, and other solid particulate to deliver water that consistently meets or exceeds Canadian Drinking Water Guidelines. Regular Maintenance is performed following Manufacturer’s Specifications.

Low Lift Station At Seton River Intake

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PALL Filtration Skid

Cutaway view Showing Inside of a Filtration Module Exposing the Microza Filter Strands that make the Micro-Filtration Process Possible

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Town Creek and Dickey Creek Town Creek Intake Area

Dickey Creek Intake Area

During 2016, neither Town or Dickey Creeks were utilized as a water source for the District. The intake area of both creek sources are similar in that only a sectioned portion of the water flow from each creek is captured and initially enters a small settling gallery leading to an intake structure that houses fine particulate screening. After screening, the captured flow for

March 2017 17

each creek source is next directed through its own chlorination station where the water is disinfected using sodium hypochlorite injection before entering it’s own namesake reservoir for contact time prior to distribution. DoL Public Works personnel carry out a regular inspection and maintenance program for each of these sources, even when the creeks are offline; in this manner, the creeks are maintained in a ‘ready to run’ status should they be required. The program includes a daily site visit to visually monitor the intakes and flow, cleaning of the fine particulate screens, monitoring of sodium hypochlorite levels and useage, and the maintenance of records for all operational parameters including flow, distribution volumes, pressures, turbidities and the free chlorine residual of the water being distributed to the public. In the winter months, heaters are used to keep the particulate screens free of ice. Several times per year, the creek sources are taken offline and the intakes and settling galleries manually cleaned, on an as required basis.

 Groundwater Sources Rec Well #2 DoL Public Works carries out a regular preventative maintenance program at the Rec Well #2 on 6 days out of every week. The program includes a daily site visit, monitoring of the well water level, and the maintenance of records that track all operational parameters for flow, disinfection and pump operations. Water generated from Rec Well #2 is disinfected with sodium hypochlorite injection.The Rec Well #2 and equipment is maintained in a ready to run operational status anytime it might be required.

Seton River Water Treatment Plant Infiltration Wells: The Infiltration Wells supplying the new Seton River Water Treatment Plant were developed on the banks of the Seton River above normal high water levels and first came online and began contributing water to the distribution system in November 2013. During 2015, these wells produced the majority of the potable water consumed in the District for the first 8 months of the year, until the PALL Filtration System was completed and in full operation; the PALL System began producing potable water on July 12th, 2015. In normal operating configuration, water from the Infiltration Wells is treated and disinfected using a UV Light Array followed by Sodium Hypochlorite injection. These wells are still exercised on a monthly basis to keep the water ‘fresh’ and ensure all systems are in a ‘ready to run’ state. Neither of these wells were utilized as a source of water during 2016.

DoL Public Works carries out a regular preventative maintenance program at the Seton River Water Treatment Plant on 6 days out of every week. The program includes a daily site visit and the visual monitoring of intake and wellhead security and operation, Seton River and Infiltration Well water levels, equipment and piping, and the logging of data and records that track all maintenance and operational parameters for all of the varied pieces of equipment including well levels, flows, the PALL Filtration System, UV and sodium-hypochlorite disinfection processes, the on-site sodium-hypochlorite generation system and the operation of all pumps. At the same time, the quality parameters of the water being sent to distribution is also measured and recorded, tracking pH, UV transference, turbidity, and free chlorine residual.

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Treatment Plant Lab and Work Station

Clor-Tec Hypochlorite Generation System

March 2017 19

Trojan UV Light System

Conway Wells: The District of Lillooet has two deep wells located in Conway Park that are no longer in use due to their entrained concentration of Arsenic above the MAC (Maximum Acceptable Concentration) as expressed in the Guidelines for Canadian Drinking Water. Conway Well #1 and Conway Well #2 are 166 m and 168 m deep respectively and were taken offline in September 2010 and isolated from the rest of the distribution system. In this respect, collection of data and water sampling is no longer a part of our Routine Maintenance Regimen.

 Reservoirs: The District of Lillooet has 3 reservoirs that are visually inspected on a monthly schedule to ensure the sites and structures are secure. Reservoir water levels and flows are tracked on a continuous 24 hour basis through our SCADA control system and this data is documented in our daily records. The Town Creek Reservoir is a steel above-ground structure with a capacity of 1567 m3 and is the newest of our three reservoirs; it was constructed in 2009 to replace the old wooden stave reservoir originally built at the same location. The Dickey Creek Reservoir is an in-ground concrete structure with a capacity of 1410 m3. The Million Gallon Reservoir has a capacity of 4545 m3 and is an above ground concrete and steel structure. The Dickey Creek and Million Gallon Reservoirs were both inspected for structural

March 2017 20

integrity and were last cleaned in 2012 by Korol Marine Services using an underwater suction system. A camera inspection of the Town Creek Reservoir using an underwater ROV was completed by MTS personnel from Vernon in August 2016. The inspection showed minimal 2 cm accumulation close to the reservoir outlet, with bare concrete showing over most of the reservoir floor area.

Pump Stations: DoL Public Works carries out a regular preventative maintenance program at the Victoria and Hollywood Booster Stations on 6 days out of every week. The program entails a daily site visit that includes the visual monitoring of pumps, equipment and piping, and the maintenance of records that track parameters for flows and the operation of all pumps. All pumps, motors and valves are inspected and serviced annually as per the operations and maintenance protocols for each facility.

 Pressure Regulating Valve Stations (PRV’s): DoL Public Works carries out a regular preventative maintenance program at each of our 5 PRV’s (Pressure Regulating Valve Stations) on a bi-annual basis. Each of the vaults housing the PRV’s are insulated prior to the onset of winter, and the insulation once again removed in the springtime once the chance of freezing conditions is diminished. Our program of preventative maintenance is similarly timed for the spring and fall months and includes inspection by a specialist of the workings and pressures in each PRV and repair of any problems found including all small piping, cleaning of the filter screens, tear down / inspection and cleaning of the large Clayton / Singer valves, and re-setting of the pressures. Any report of pressure issues within the distribution system that are not readily explainable results in a check on the local PRV and it’s pressures. The large inner rubber diaphragm in the Clayton / Singer valves is replaced at least every 4 – 5 years.

 Small Water Systems The District of Lillooet operates 2 Small Water Systems: Lillooet Airport SWS and Industrial Park SWS. Routine Maintenance for each of these systems is nearly identical to that of the main distribution system in that water system data is collected 6 days out of each week and the water regularly tested following a monthly sampling regimen prescribed by IHA (Interior Health Authority). Lillooet Airport – Located at 325C Jones Road in East Lillooet, this SWS is sourced from a deep well 134.5 m depth and has a small 1200 gallon reservoir with hypochlorite disinfection and a short distribution system servicing two year round residents and the Airport Lounge. The pump in this well failed and was replaced in October 2016. Industrial Park – This well is 117 m in depth and services 10 - 14 small industrial sites and their staff. This water is untreated and the pumping station houses two small 1.5 m3 pressure tanks. During 2016, sampling of this well confirmed the presence of Arsenic slightly above the MAC, and this well is sampled and results reported to IHA on a monthly basis.

March 2017 21

Water Consumption: In 2016, water production from all sources supplying the Lillooet Water Distribution System was 1,217,176 cubic meters, a slight increase over the previous year. All water consumed in the District during 2016 was sourced either from the Seton River Water Treatment Facility or from the Rec Center Well #2. Nearly 94% Lillooet’s potable water supply for the year was provided by the Seton River Water Treatment Facility with the total breakdown by source as follows: Seton River Intake - PALL Filtration (93.8%); Rec Center Well #2 (6.2%%)

2016 Water Distribution and Pumping system Supply Data

1,200,000

1,000,000

800,000

600,000

400,000

200,000

0

Infiltration Wells Pall Filtration Rec Center Well #2 Town Creek Dickey Creek

March 2017 22

District of Lillooet Community Water Distribution and Pumping System Supply Data

Groundwater Surface Groundwater Surface Surface GWUDI Source Source Source Source Source Total Useage Infiltration Rec Center Town Dickey All Sources Wells Pall Filtration Well #2 Creek Creek M3 January 0 51,971 595 0 0 52,566 February 0 47,978 0 0 0 47,978 March 0 51,783 0 0 0 51,783 April 0 109,126 2,163 0 0 111,289 May 0 146,798 9,099 0 0 155,897 June 0 151,761 32,151 0 0 183,912 July 0 157,721 17,257 0 0 174,978 August 0 142,808 12,349 0 0 155,157 September 0 99,948 405 0 0 100,353 October 0 62,994 0 0 0 62,994 November 0 55,243 916 0 0 56,159 December 0 64,110 0 0 0 64,110 Total Cu. Meters 0 1,142,241 74,935 0 0 1,217,176 Total Imp. Gallons 0 250,836,124 16,455,726 0 0 267,291,850

Total Water Average Water Consumption by Consumption per Month in M3 Day in M3 January 52,566 1,696 February 47,978 1,654 March 51,783 1,670 April 111,289 3,710 May 155,897 5,029 June 183,912 6,130 July 174,978 5,644 August 155,157 5,005 September 100,353 3,345 October 62,994 2,032 November 56,159 1,872 December 64,110 2,068

Highest daily consumption for 2016 was on July 29th, when we consumed 7,317 M3 of water in a 24-hour period.

March 2017 23

Water Sampling and Testing:

Bacteriological Testing: Along the same timeline as data in our Routine Maintenance Program is collected, water in the Lillooet Distribution System is sampled and monitored for quality and potability on 6 days out of each week throughout the month. In this regimen, Public Works personnel sample at 7 locations across the distribution system as well as the Lillooet Airport Small Water System and test for turbidity and free chlorine residual. Since startup of the PALL Filtration system, turbidity values have noticeably improved throughout the entire distribution system.

The Drinking Water Protection Regulation (DWPR) requires that water suppliers monitor for total coliform bacteria and Escherichia coli at a certified lab. As mandated by the Interior Health Authority (IHA), District of Lillooet Public Works personnel take weekly samples of our water for bacteriological testing for Total Coliforms and e-Coli Bacteria and send these samples by courier to ALS Analytical Labs in Kamloops for analysis. Four representative sampling sites across the Lillooet Distribution System are sampled and tested on a weekly basis; each of the two Small Water Systems is also sampled and tested on a monthly basis.

In 2016, 244 individual drinking water samples were collected and sent for bacteriological testing to ALS Labs in Kamloops; this represents more than a 6% increase in sampling over previous years. Even with the higher frequency of sampling, all of our analyses returned ‘0’ counts for Total Coliform and ‘0’ counts for E. Coli, were within parameters set in the Drinking Water Protection Regulation (DWPR) and by IHA, and verified the integrity of the water within the Lillooet Community Water Distribution System.

Potability Testing:

In July, we were mandated by IHA to conduct Potability Testing on several of our water sources including the Industrial Well, CRC Well, Seton River Raw Intake Water, Seton River Water Treatment Plant filtrate (potable drinking water), Rec Well #2, and the Airport Well. The results of this testing follow:

March 2017 24

Industrial and CRC Wells - BC / IHA Potability Package

ALS Sample ID INDUSTRIAL WELL CRC WELL 9/20/2016 ALS ID L1803948-1 L1803948-2 L1803948 Date Sampled 7/26/2016 8:45:00 AM 7/26/2016 9:00:00 AM Analyte Units LOR Water Water

UV Absorbance (254 nm), Unfiltered Abs/cm 0.001 0.003 0.016 Colour, True CU 5 <5.0 <5.0 Conductivity uS/cm 2 480 502 Hardness (as CaCO3) mg/L 0.5 213 254 Langelier Index Temperature C -50 20 20 Langelier Index none -10 0.41 0.68 pH pH 0.1 8.25 8.11 Total Dissolved Solids mg/L 20 278 311 Transmittance @ 254 NM, Un-Filtered %T/cm 1 99.3 96.4 Turbidity NTU 0.1 0.23 1.48 Alkalinity, Bicarbonate (as CaCO3) mg/L 1 153 188 Alkalinity, Carbonate (as CaCO3) mg/L 1 <1.0 <1.0 Alkalinity, Hydroxide (as CaCO3) mg/L 1 <1.0 <1.0 Alkalinity, Total (as CaCO3) mg/L 1 153 188 Ammonia, Total (as N) mg/L 0.005 0.073 0.0302 Bromide (Br) mg/L 0.05 <0.050 <0.050 Chloride (Cl) mg/L 0.5 6.51 2 Fluoride (F) mg/L 0.02 0.354 0.324 Nitrate (as N) mg/L 0.005 <0.0050 0.0092 Nitrite (as N) mg/L 0.001 <0.0010 <0.0010 Total Kjeldahl Nitrogen mg/L 0.05 0.077 <0.050 Total Organic Nitrogen mg/L 0.06 <0.060 <0.060 Phosphorus (P)-Total mg/L 0.002 0.0248 0.0045 Sulfate (SO4) mg/L 0.3 87.4 82.8 Sulphide as S mg/L 0.02 <0.020 <0.020 Anion Sum meq/L n/a 5.07 5.55 Cation Sum meq/L n/a 5.23 5.69 Cation - Anion Balance % n/a 1.5 1.3 Cyanide, Total mg/L 0.005 <0.0050 <0.0050 Total Organic Carbon mg/L 0.5 1.26 <0.50 E. coli CFU/100mL 1 <1 <1 Background colonies CFU/100mL 1 <1 <1 Coliform Bacteria - Total CFU/100mL 1 <1 <1 Aluminum (Al)-Total mg/L 0.01 <0.010 <0.010 Antimony (Sb)-Total mg/L 0.0005 <0.00050 <0.00050 Arsenic (As)-Total mg/L 0.0001 0.0113 0.013 Barium (Ba)-Total mg/L 0.01 0.03 0.03 Beryllium (Be)-Total mg/L 0.005 <0.0050 <0.0050 Bismuth (Bi)-Total mg/L 0.2 <0.20 <0.20 Boron (B)-Total mg/L 0.1 0.21 <0.10 Cadmium (Cd)-Total mg/L 0.0002 <0.00020 <0.00020 Calcium (Ca)-Total mg/L 0.05 25.6 54.3 Chromium (Cr)-Total mg/L 0.002 <0.0020 <0.0020 Cobalt (Co)-Total mg/L 0.01 <0.010 <0.010 Copper (Cu)-Total mg/L 0.001 <0.0010 <0.0010 Iron (Fe)-Total mg/L 0.03 0.047 0.258 Lead (Pb)-Total mg/L 0.0005 <0.00050 <0.00050 Lithium (Li)-Total mg/L 0.01 <0.010 <0.010 Magnesium (Mg)-Total mg/L 0.1 36.2 28.7 Manganese (Mn)-Total mg/L 0.002 0.0376 0.0175 Mercury (Hg)-Total mg/L 0.0002 <0.00020 <0.00020 Molybdenum (Mo)-Total mg/L 0.03 <0.030 <0.030 Nickel (Ni)-Total mg/L 0.05 <0.050 <0.050 Phosphorus (P)-Total mg/L 0.3 <0.30 <0.30 Potassium (K)-Total mg/L 0.1 5.15 4 Selenium (Se)-Total mg/L 0.001 <0.0010 <0.0010 Silicon (Si)-Total mg/L 0.05 8.95 11.1 Silver (Ag)-Total mg/L 0.01 <0.010 <0.010 Sodium (Na)-Total mg/L 2 19.2 11.6 Strontium (Sr)-Total mg/L 0.005 0.272 0.534 Thallium (Tl)-Total mg/L 0.2 <0.20 <0.20 Tin (Sn)-Total mg/L 0.03 <0.030 <0.030 Titanium (Ti)-Total mg/L 0.01 <0.010 <0.010 Uranium (U)-Total mg/L 0.0001 0.00037 0.00075 Vanadium (V)-Total mg/L 0.03 <0.030 <0.030 Zinc (Zn)-Total mg/L 0.005 0.0053 0.014

March 2017 25

BC / IHA Total Potability Package Sampling Results Month of August 2016 Sample ID SETON RIVER WTP FILTRATE 10/5/2016 ALS ID L1813488‐1 L1813488‐2 L1813488 Date Sampled8/15/2016 8:00:00 AM 8/15/2016 8:00:00 AM Analyte Units LOR Water Water

UV Absorbance (254 nm), Unfiltered Abs/cm 0.001 0.036 0.018 Colour, True CU 5 <5.0 <5.0 Conductivity uS/cm 2 102 102 Hardness (as CaCO3) mg/L 0.5 45.2 44 Langelier Index Temperature C ‐50 20 20 Langelier Index none ‐10 -0.79 -0.78 pH pH 0.1 7.8 7.8 Total Dissolved Solids mg/L 13 64 65 Transmittance @ 254 NM, Un‐Filtered %T/cm 1 92 95.9 Turbidity NTU 0.1 8.76 0.11 Alkalinity, Bicarbonate (as CaCO3) mg/L 1 40.8 40.2 Alkalinity, Carbonate (as CaCO3) mg/L 1 <1.0 <1.0 Alkalinity, Hydroxide (as CaCO3) mg/L 1 <1.0 <1.0 Alkalinity, Total (as CaCO3) mg/L 1 40.8 40.2 Ammonia, Total (as N) mg/L 0.005 <0.0050 <0.0050 Bromide (Br) mg/L 0.05 <0.050 <0.050 Chloride (Cl) mg/L 0.5 <0.50 <0.50 Fluoride (F) mg/L 0.02 0.045 0.044 Nitrate (as N) mg/L 0.005 0.0063 0.0051 Nitrite (as N) mg/L 0.001 <0.0010 <0.0010 Total Kjeldahl Nitrogen mg/L 0.05 <0.050 <0.050 Total Organic Nitrogen mg/L 0.06 <0.060 <0.060 Phosphorus (P)‐Total mg/L 0.002 0.0031 <0.0020 Sulfate (SO4) mg/L 0.3 11.7 11.7 Sulphide as S mg/L 0.02 <0.020 <0.020 Anion Sum meq/L n/a 1.06 1.05 Cation Sum meq/L n/a 1.1 0.9 Cation ‐ Anion Balance % n/a 1.9 -7.7 Cyanide, Total mg/L 0.005 <0.0050 <0.0050 Total Organic Carbon mg/L 0.5 1.28 1 E. coli CFU/100mL 1 1<1 Background colonies CFU/100mL 1 >200 * <1 Coliform Bacteria ‐ Total CFU/100mL 1 13 <1 Aluminum (Al)‐Total mg/L 0.01 0.899 <0.010 Antimony (Sb)‐Total mg/L 0.0005 <0.00050 <0.00050 Arsenic (As)‐Total mg/L 0.0001 0.00259 0.00127 Barium (Ba)‐Total mg/L 0.01 0.02 0.013 Beryllium (Be)‐Total mg/L 0.005 <0.0050 <0.0050 Bismuth (Bi)‐Total mg/L 0.2 <0.20 <0.20 Boron (B)‐Total mg/L 0.1 <0.10 <0.10 Cadmium (Cd)‐Total mg/L 0.0002 <0.00020 <0.00020 Calcium (Ca)‐Total mg/L 0.05 13.2 13.5 Chromium (Cr)‐Total mg/L 0.002 0.0026 <0.0020 Cobalt (Co)‐Total mg/L 0.01 <0.010 <0.010 Copper (Cu)‐Total mg/L 0.001 0.0047 <0.0010 Iron (Fe)‐Total mg/L 0.03 1.42 <0.030 Lead (Pb)‐Total mg/L 0.0005 <0.00050 <0.00050 Lithium (Li)‐Total mg/L 0.01 <0.010 <0.010 Magnesium (Mg)‐Total mg/L 0.1 2.94 2.5 Manganese (Mn)‐Total mg/L 0.002 0.0422 <0.0020 Mercury (Hg)‐Total mg/L 0.0002 <0.00020 <0.00020 Molybdenum (Mo)‐Total mg/L 0.03 <0.030 <0.030 Nickel (Ni)‐Total mg/L 0.05 <0.050 <0.050 Phosphorus (P)‐Total mg/L 0.3 <0.30 <0.30 Potassium (K)‐Total mg/L 0.1 0.91 0.78 Selenium (Se)‐Total mg/L 0.001 <0.0010 <0.0010 Silicon (Si)‐Total mg/L 0.05 3.69 2.36 Silver (Ag)‐Total mg/L 0.01 <0.010 <0.010 Sodium (Na)‐Total mg/L 2 <2.0 <2.0 Strontium (Sr)‐Total mg/L 0.005 0.0749 0.0766 Thallium (Tl)‐Total mg/L 0.2 <0.20 <0.20 Tin (Sn)‐Total mg/L 0.03 <0.030 <0.030 Titanium (Ti)‐Total mg/L 0.01 0.051 <0.010 Uranium (U)‐Total mg/L 0.0001 0.00019 0.00016 Vanadium (V)‐Total mg/L 0.03 <0.030 <0.030 Zinc (Zn)‐Total mg/L 0.005 0.0055 <0.0050

* = Result Qualified Mouse‐over the result to see the qualification.

March 2017 26

Month of September 2016 - BC / IHA Potability Package Sampling Results

LILLOOET INDUSTRIAL ALS Sample ID LILLOOET AIRPORT REC WELL #2 PARK (COOK'S SHOP) 10/12/2016 ALS ID L1821288-1 L1821288-2 L1821288-3 L1821288 Date Sampled 8/30/2016 12:00:00 PM 8/30/2016 12:00:00 PM 8/30/2016 12:00:00 PM Analyte Units LOR Water Water Water

UV Absorbance (254 nm), Unfiltered Abs/cm 0.001 - 0.018 0.007 Colour, True CU 5 - <5.0 <5.0 Conductivity uS/cm 2 - 944 689 Hardness (as CaCO3) mg/L 0.5 - 213 * 347 * Langelier Index Temperature C -50 -2020 Langelier Index none -10 - 0.26 0.88 pH pH 0.1 - 8.09 8.13 Total Dissolved Solids mg/L 20 - 642 416 Transmittance @ 254 NM, Un-Filtered %T/cm 1 - 95.9 98.4 Turbidity NTU 0.1 - 0.63 <0.10 Alkalinity, Bicarbonate (as CaCO3) mg/L 1 - 110 301 Alkalinity, Carbonate (as CaCO3) mg/L 1 - <1.0 <1.0 Alkalinity, Hydroxide (as CaCO3) mg/L 1 - <1.0 <1.0 Alkalinity, Total (as CaCO3) mg/L 1 - 110 301 Ammonia, Total (as N) mg/L 0.005 - <0.0050 <0.0050 Bromide (Br) mg/L 0.25 - <0.25 * <0.25 * Chloride (Cl) mg/L 2.5 -7.929 Fluoride (F) mg/L 0.1 -0.64<0.10 * Nitrate (as N) mg/L 0.025 - <0.025 * 1.24 Nitrite (as N) mg/L 0.005 - <0.0050 * <0.0050 * Total Kjeldahl Nitrogen mg/L 0.05 - <0.050 <0.050 * Total Organic Nitrogen mg/L 0.06 - <0.060 <0.060 Phosphorus (P)-Total mg/L 0.002 - 0.0058 0.0042 Sulfate (SO4) mg/L 1.5 - 378 57.6 Sulphide as S mg/L 0.02 - <0.020 <0.020 Anion Sum meq/L n/a - 10.3 8.13 Cation Sum meq/L n/a - 9.68 7.93 Cation - Anion Balance % n/a - -3.1 -1.3 Cyanide, Total mg/L 0.005 - <0.0050 <0.0050 Total Organic Carbon mg/L 0.5 - 0.83 0.62 E. coli CFU/100mL 1 -<1<1 Background colonies CFU/100mL 1 -<1<1 Coliform Bacteria - Total CFU/100mL 1 -<1<1 Aluminum (Al)-Total mg/L 0.01 - <0.010 <0.010 Antimony (Sb)-Total mg/L 0.0005 - <0.00050 <0.00050 Arsenic (As)-Total mg/L 0.0001 0.0107 0.00862 0.00069 Barium (Ba)-Total mg/L 0.01 - 0.014 0.04 Beryllium (Be)-Total mg/L 0.005 - <0.0050 <0.0050 Bismuth (Bi)-Total mg/L 0.2 - <0.20 <0.20 Boron (B)-Total mg/L 0.1 - 1.45 0.28 Cadmium (Cd)-Total mg/L 0.0002 - <0.00020 <0.00020 Calcium (Ca)-Total mg/L 0.05 - 42.4 54.7 Chromium (Cr)-Total mg/L 0.002 - <0.0020 0.0077 Cobalt (Co)-Total mg/L 0.01 - <0.010 <0.010 Copper (Cu)-Total mg/L 0.001 - 0.0035 0.0027 Iron (Fe)-Total mg/L 0.03 - 0.175 <0.030 Lead (Pb)-Total mg/L 0.0005 - <0.00050 <0.00050 Lithium (Li)-Total mg/L 0.01 - <0.010 <0.010 Magnesium (Mg)-Total mg/L 0.1 - 26.1 51.1 Manganese (Mn)-Total mg/L 0.002 - 0.029 <0.0020 Mercury (Hg)-Total mg/L 0.0002 - <0.00020 <0.00020 Molybdenum (Mo)-Total mg/L 0.03 - 0.035 <0.030 Nickel (Ni)-Total mg/L 0.05 - <0.050 <0.050 Phosphorus (P)-Total mg/L 0.3 - <0.30 <0.30 Potassium (K)-Total mg/L 0.1 - 4.59 1.83 Selenium (Se)-Total mg/L 0.001 - <0.0010 0.0052 Silicon (Si)-Total mg/L 0.05 - 7.28 7.22 Silver (Ag)-Total mg/L 0.01 - <0.010 <0.010 Sodium (Na)-Total mg/L 2 - 122 21.7 Strontium (Sr)-Total mg/L 0.005 - 0.414 0.37 Thallium (Tl)-Total mg/L 0.2 - <0.20 <0.20 Tin (Sn)-Total mg/L 0.03 - <0.030 <0.030 Titanium (Ti)-Total mg/L 0.01 - <0.010 <0.010 Uranium (U)-Total mg/L 0.0001 - <0.00010 0.00029 Vanadium (V)-Total mg/L 0.03 - <0.030 <0.030 Zinc (Zn)-Total mg/L 0.005 - 0.0623 0.024

* = Result Qualified Mouse-over the result to see the qualification.

March 2017 27

2016 - 2017 Capital Projects and Improvements:

The successful running of the new Seton River Water Treatment Facility for it’s first full year has been the focus of most Capital Projects and Improvements throughout the water system during 2016  Final construction and commissioning of the Seton River Water Treatment Facility in 2015 marked the culmination of the previous Water Master Plan for the District of Lillooet. A&E Engineering Inc. of Kelowna, BC has been awarded the contract for preparing a new Water Master Plan for the District. They began with an initial visit in October 2016, followed by several subsequent visits later in the year gathering information and touring and inspecting specific locations within the Lillooet Community Water System.  Cross Connection Program - The District of Lillooet is developing a Cross Connection Control Program to address the potential for the water system to be compromised by high risk service connections which could introduce contaminated water into the City’s water system. Maintenance Training Systems (MTS) of Vernon, BC was contracted to set up a Cross Connection Control Program for the District of Lillooet, and in October 2016, the District began the program by sending out letters to residents, advising them about Cross Connection Control and about their role in the Program. In November, MTS personnel continued on the ground inspecting and advising potential high risk connections.  Dickey Creek Reservoir -The Lillooet Water Distribution System has for years relied on the creeks as primary sources of water. In this arrangement, water from each creek was treated and flowed “downhill” into each reservoir, and thence on into the distribution system. Since 2014, with the new Lillooet Water Treatment Plant being utilized as our primary source for water and it’s physiographic location situated actually below our distribution system in elevation, all water direction is reversed and we pump “uphill” to fill each reservoir. In this scenario, water flows ‘into’ and ‘back out of’ the Dickey Creek Reservoir into distribution through the same piping, whereas when we were fed from creek sources, water was brought in by one piping system and flowed out another allowing for thorough mixing of all the water within the reservoir. DoL personnel have identified that Water Quality might be improved in the Dickey Creek Reservoir by improving the water mixing capabilities. A & E Engineering Inc. is aware of this issue which will be addressed in the new Water Master Plan for the District.  Industrial Well – Plans have been made to supply hypochlorite disinfection to this well source, and we expect these modifications to be completed by mid-summer 2017.

Emergency Response Plan:

The City has an Emergency Response Plan pertaining to the water system. The Emergency Response Plan identifies a number of potential emergencies that could occur and provides a systematic approach on how the District will deal with the emergency. The plan is available for public viewing at the Public Works office located at the Municipal Hall.

March 2017