Spences Bridge Water Master Plan

Thompson Nicola Regional District

April 2018

Project No. 379-491

# of Hard Copies PDF Required Association / Company Name 1 1 TNRD

Revision Log

Revision # Revised by Date Issue / Revision Description 1 R Wall Mar 2, 2018 First Draft 2 R Wall Mar 28, 2018 Second Draft 3 R Wall Apr 20, 2018 Final

Report Submission

Report Prepared By: Report Reviewed By:

Rob Wall, P. Eng. Dave Underwood, P. Eng. Project Engineer Project Engineer

R:\Clients\300-399\379\379-491\05 Reports\379-491-TNRD-Spences Bridge Water Master Plan-April 2018.docx

SPENCES BRIDGE WATER MASTER PLAN THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Table of Contents

Executive Summary...... v 1.0 Background ...... 1 1.1 Water Demands...... 3 1.1.1 20 Year Design Flow...... 4 1.2 Water Quality Analysis...... 5 1.2.1 Source Water...... 5 1.2.2 Comprehensive Water Testing...... 5 1.2.3 Turbidity...... 5 1.2.4 Bacteriological Testing...... 7 1.3 Regulatory Agency Certificates and Approvals ...... 8 1.3.1 Interior Health ...... 8 1.3.2 First Nations Health Authority ...... 8 1.3.3 Water License...... 8 2.0 Capacity and Condition of Water Sources...... 10 2.1 Well Supply...... 10 2.2 Murray Creek Intake ...... 15 3.0 Treatment / Disinfection...... 17 3.1 Disinfection System ...... 17 4.0 Controls and Electrical ...... 18 5.0 Water Storage Reservoir...... 20 6.0 Water Distribution System...... 25 7.0 Rights of Way ...... 32 8.0 Improvement Plan ...... 33 8.1 General...... 33 8.2 Water Collection ...... 33 8.2.1 Additional Well Source...... 33 8.3 Reservoir ...... 36 8.4 Water Distribution System...... 36 8.4.1 Potential Water Main Upgrades ...... 36

SPENCES BRIDGE WATER MASTER PLAN i THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.4.2 Water Meters ...... 38 9.0 Cost Summary...... 40

APPENDICES Appendix A – Comprehensive Water Analysis Appendix B – Permit to Operate Appendix C – Summary of Local Geology

SPENCES BRIDGE WATER MASTER PLAN ii THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 List of Tables

Table 1-1: Summary of Bacteriological Tests By Interior Health...... 7 Table 2-1: Well Summary...... 11 Table 2-2: Well Pumps...... 11 Table 2-3: Screening Tool Checklist for Ground Water at Risk of Containing Pathogens ...... 13 Table 6-1: Existing Watermains ...... 25 Table 6-2: Existing Watermain Appurtenances...... 26 Table 8-1: Estimated Exploration Costs ...... 34 Table 8-2: Estimated Production Well Costs ...... 34 Table 8-3: Estimated Well Completion Costs ...... 35 Table 8-4: Estimated Watermain Costs...... 36 Table 8-5: Estimated Water Meter Costs...... 39 Table 9-1: Recommended Upgrades and Estimated Costs...... 40

List of Figures

Figure 1-1: Location Plan ...... 2 Figure 1-2: Flow Trend – Flows Leaving Pump House (Excluding IR1)...... 3 Figure 1-3: Flow Trend – IR1 Flows vs Remaining Flows...... 4 Figure 1-4: Distribution System Turbidity Trend ...... 5 Figure 2-1: Wells 1, 2 and 3 ...... 11 Figure 2-2: Murray Creek Weir and Forebay area ...... 15 Figure 3-1: Chlorine Dosing System...... 17 Figure 4-1: Spences Bridge SCADA Mimic Screen ...... 19 Figure 5-1: Spences Bridge Reservoir ...... 20 Figure 5-2: Spences Bridge Reservoir ...... 21 Figure 5-3: Cooks Ferry Indian Band IR1 Reservoir...... 22 Figure 6-1: Watermains By Size...... 27 Figure 6-2: Watermains By Material ...... 28 Figure 6-3: Watermain Criticality ...... 29 Figure 8-1: Proposed Watermain Improvements...... 37

SPENCES BRIDGE WATER MASTER PLAN iii THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 List of Acronyms

BCGW BC Groundwater Consulting Ltd GSC Geodetic Survey of Canada IHA Interior Health Authority TNRD Thompson Nicola Regional District TRUE TRUE Consulting

Units of Measure

ft feet Igpm Imperial gallons per minute km kilometre L/d Litres per day L/m Litres per minute L/s Litres per second lpcd Litres per capita per day m metre mg/L milligrams per Litre mm millimetre NTU Nephelometric Turbidity Units psi pounds per square inch USgpm US gallons per minute

Referenced Reports

1 David Nairn and Associates. Cooks Ferry Band. Regional Water Supply Strategy. March 2003.

2 Summit Environmental Consultants. Cook's Ferry Groundwater Development Project: 2010-8823.010. Pre-design - Groundwater Supply Investigation Report Cook's Ferry Indian Band and Spences Bridge Community Water System Water System Improvements Pre-design Investigation CPMS#6457 September 2010.

SPENCES BRIDGE WATER MASTER PLAN iv THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Executive Summary

The Thompson Nicola Regional District has commissioned TRUE Consulting to provide a master plan assessment of its water and sewer infrastructure. The master plans will enable better planning for the future of the communities and set out priorities for improvements to the systems to ensure safe, clean, reliable and affordable water and wastewater services.

TRUE Consulting retained BC Groundwater Consulting Services Ltd to provide an overview of geologic conditions underlying this community and provide brief description of likely recharge to the underlying groundwater system. Comments regarding the groundwater supply have been directly incorporated into this document by BCGW and their stand-alone overview is attached (Refer to Appendix B).

The master plans outline recommended upgrades with estimated costs to enable the TNRD to prepare a financial plan with the general objective of compliance with regulatory requirements and capacity for future growth.

The analysis of the Spences Bridge community water system has identified a need for the following key improvements;

. Water metering as an incentive for the community to reduce summer water consumption. . Installation of standby power generation for security of supply in a power outage.

The above improvements should be supported by ongoing work to locate and repair system leakage.

The TNRD may also wish to consider distribution system improvements to improve the ability to provide fire flow and extend service to more of the community. If efforts to reduce water consumption in the community do not reduce demand to levels that can be reliably sustained by the wells then the following should be undertaken;

. Exploration for a sustainable groundwater source within the boundaries of the community using remote (geophysical) and direct methods (drilling). . Construction of a new production well if exploration results are positive.

SPENCES BRIDGE WATER MASTER PLAN v THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.0 Background

Constructed 1950s – 60s & upgraded in 2012 Customers 283 (combined Indian Band and TNRD customers, approximately) Location Highway 1 - 48 km south of Cache Creek Water Source Wells Treatment Process Disinfection by sodium hypochlorite

The Spences Bridge water system is located approximately 50km South of Cache Creek on both sides of the Thompson River (See Figure 1-1).

The water supply is a partnership between the TNRD and Cooks Ferry Indian Band. The water supply serves the Spences Bridge Community Water System as well as the Cook’s Ferry Indian Band IR1, IR4, IR4B, IR4C, IR16, IR17, IR192. The primary water source is a set of three wells on Cooks Ferry Indian Band land.

SPENCES BRIDGE WATER MASTER PLAN 1 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Legend TNRD Water System

TNRD Sewer System

Emergency Services

Police Station

Ambulance Station

Fire Station

Hospital

Local Authority Office

Parcel

TNRD Boundary (Outline)

Administrative Boundary (Outline)

First Nations Reserve (Outline)

Provincial Parks & Protected Areas

Administrative Area (Fill)

Electoral Area A

Electoral Area B

Electoral Area E

Electoral Area I

Electoral Area J

Electoral Area L

Electoral Area M

Electoral Area N

Electoral Area O

Electoral Area P

Municipality

1.0 0 0.49 1.0 THIS IS NOT A LEGAL SURVEY PLAN. This map is a user generated static output from the Thompson-Nicola Regional District Internet Mapping site and is provided on an “as is” and “as available” basis, without warranties of any kind, either expressed or implied. The information was Kilometers generated from Geographic Information System (GIS) data maintained by different source agencies. 1: 19,476 Information contained in the map may be approximate, and is not necessarily complete, accurate or current. While all reasonable efforts have been made to ensure the accuracy of the data, reliance on

Projection: WGS_1984_Web_Mercator_Auxiliary_Sphere March 16, 2015 this information without verification from original records is done at the user's own risk. Figure 1-1: Location Plan 1.1 Water Demands

Water consumption in Spences Bridge is quite seasonal, with the peak flows occurring in the summer. Winter flows are around 200m3/d. Summer flows in 2015 - 17 were typically around 800 – 1,000m3/d. The population served by the system is estimated by the TNRD to be 197. Therefore the per capita consumption in summer is around 5000 I/person/day. This makes Spences Bridge one of the TNRD's highest per capita water consumers.

The existing wells are reported to be barely capable of meeting the peak demand as the well system produces almost 14 L/s (1,200 m3/d). This makes it difficult to maintain reservoir levels at peak times and leaves the system vulnerable if a well is not available.

The TNRD has recently introduced water conservation initiatives that engaged the public and provided information tips and conservation products. Spring loaded shut off nozzles, rain gauges, garden hose water timers, toilet leak detection tablets, toilet tank banks, and lawn signs were distributed at public events. Information related to lawn watering, water facts, rain gauge use and watering restrictions was also distributed.

FIGURE 1-2: FLOW TREND – FLOWS LEAVING PUMP HOUSE (EXCLUDING IR1)

SPENCES BRIDGE WATER MASTER PLAN 3 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 The flows to IR1 represented 10-20% of the total flow in the summer of 2017 and fell to 5-10% of total flow in fall 2017 (see Figure 1-3). This suggests a higher level of water use for irrigation in IR1 compared to the rest of the community.

FIGURE 1-3: FLOW TREND – IR1 FLOWS VS REMAINING FLOWS

1.1.1 20 Year Design Flow

A maximum day demand of 1,100 m3/d has been assumed as the 20 year design flow. This figure is derived from recent flows based on the following assumptions;

. Because the TNRD plans to implement volume based charges for water consumption, it is assumed that the future MDD in the Spences Bridge community may fall 20 – 30% as irrigation is reduced. It is expected that flows to the reserve lands will remain unchanged as those properties will not be individually metered and billed. . Population growth in Spences Bridge has historically been limited.

SPENCES BRIDGE WATER MASTER PLAN 4 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.2 Water Quality Analysis

1.2.1 Source Water

The water source is a group of three wells located in an aquifer at Cook’s Ferry Indian Reserve 1 (IR1). The water quality from these wells is excellent.

1.2.2 Comprehensive Water Testing

The TNRD comprehensive water analysis results were reviewed to determine specific treatment requirements for the source water. The comprehensive water analysis results received do not indicate a need for treatment.

Water chemistry modeling could not be used to assess the corrosivity of the water because the data doesn’t include all of the required parameters in any single sample. The water appears likely to be passive, depending on the assumptions made, with a calculated Langelier Saturation Index slightly above zero.

1.2.3 Turbidity

Treated water turbidity levels are recorded in the distribution system. The values shown in Figure 1-4 have been measured in the distribution network. They indicate that turbidity is typically less than 1 NTU. There are some higher values that are reported to be related to network issues, such as re-suspension of sediment, rather than the water source.

FIGURE 1-4: DISTRIBUTION SYSTEM TURBIDITY TREND

SPENCES BRIDGE WATER MASTER PLAN 5 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 The Interior Health 4-3-2-1-0 treatment objectives calls for treated water turbidity less than 1.0 NTU. It is TNRD policy and an Interior Health requirement to issue a Water Quality Advisory when turbidity is in the range 1 - 5 NTU. A Boil Water Notice is issued when turbidity exceeds 5 NTU. Based on the distribution system monitoring the turbidity would typically be characterised as ‘good’ (<1 NTU) on the TNRD public notification webpage. Instances of ‘fair’ water quality (1 - 5 NTU) are infrequent. Turbidity is no longer included in regular monitoring but is tested by hand by operations staff.

SPENCES BRIDGE WATER MASTER PLAN 6 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.2.4 Bacteriological Testing

Table 2 summarizes Interior Health bacteriological results for the Spences Bridge Water System for the period August 2017 to January 2018.

TABLE 1-1: SUMMARY OF BACTERIOLOGICAL TESTS BY INTERIOR HEALTH

Date Site Total Free Total E. coli Turbidity pH Chlorine Chlorine Coliform 09-Aug-17 3627 Big Horn Curl 0.39 0.33 <1 <1 - - 16-Aug-17 3627 Big Horn Curl 0.51 0.40 <1 <1 - - 23-Aug-17 IR4C 0.46 0.45 <1 <1 - - 05-Sep-17 3627 Big Horn Curl 0.60 0.51 <1 <1 - - 13-Sep-17 3627 Big Horn Curl 0.47 0.38 <1 <1 - - 20-Sep-17 3627 Big Horn Curl 0.51 0.45 <1 <1 - - 27-Sep-17 3627 Big Horn Curl 0.39 0.32 <1 <1 - - 04-Oct-17 3627 Big Horn Curl 0.60 0.52 <1 <1 - - 11-Oct-17 3627 Big Horn Curl 0.62 0.49 <1 <1 - - 18-Oct-17 IR4C 0.26 0.21 <1 <1 - - 08-Nov-17 3627 Big Horn Curl 0.51 0.47 <1 <1 - - 15-Nov-17 3627 Big Horn Curl 0.69 0.46 <1 <1 - - 22-Nov-17 3627 Big Horn Curl 0.55 0.49 <1 <1 - - 29-Nov-17 3627 Big Horn Curl 0.50 0.42 <1 <1 - - 06-Dec-17 3627 Big Horn Curl 0.53 0.47 <1 <1 - - 13-Dec-17 3627 Big Horn Curl 0.44 0.41 <1 <1 - - 20-Dec-17 Cooks Ferry Band 0.63 0.56 <1 <1 - - Office 03-Jan-18 3627 Big Horn Curl 0.59 0.54 <1 <1 - - 10-Jan-18 3627 Big Horn Curl 0.60 0.53 <1 <1 - - 17-Jan-18 3627 Big Horn Curl 0.60 0.53 <1 <1 - - 31-Jan-18 3627 Big Horn Curl 0.57 0.52 <1 <1 - - 07-Feb-18 3627 Big Horn Curl 0.55 0.49 <1 <1 - - 14-Feb-18 3627 Big Horn Curl 0.51 0.45 <1 <1 - - 28-Feb-18 Band Office 0.48 0.41 <1 <1 - - 28-Feb-18 7882 Speym Rd 0.53 0.46 <1 <1 - - 07-Mar-18 3627 Big Horn Curl 0.45 0.37 <1 <1 - - 14-Mar-18 3627 Big Horn Curl 0.48 0.37 <1 <1 - - 21-Mar-18 3627 Big Horn Curl 0.57 0.49 <1 <1 - -

The Interior Health bacteriological standard for drinking water is 0 for total and fecal coliforms. The bacteriological results for the period comply with the standard. The free chlorine level should be between 0.2 and 3 mg/L.

Turbidity is not recorded, but should be less than 1 NTU.

SPENCES BRIDGE WATER MASTER PLAN 7 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.3 Regulatory Agency Certificates and Approvals

The principal regulatory agency certificates, licenses and approvals which combine to provide approval for the construction and operation of the water system are summarized following.

1.3.1 Interior Health

Section 8 of the Health Act prohibits a person from operating a water supply system unless the water supplier holds a valid operating permit. The water supplier must also comply with all terms and conditions of the permit. The Spences Bridge Community Water System holds a valid operating permit. Conditions were added in 2008, summarized as follows;

. Develop a Water System Monitoring Program. This included providing continuous on-line monitoring of the water disinfection process. . Review and update Emergency Response Plan annually . Provide long-term plans for source and treatment improvements with an expected completion date of a study by 2008. . Provide a certified operator to operate the system. . Operate according to a Cross-Connection Control Program . Provide a maintenance program for the system by 2008 . Provide monthly reports and an annual summary.

Equipment for continuous on-line monitoring of the process for chlorine residual, pH and turbidity has been purchased for installation at the Band office. The TNRD is working with the Band to have the equipment installed.

1.3.2 First Nations Health Authority

The wells are located on Kumcheen IR1 and the water supply is jointly operated by both the Cooks Ferry Indian Band and the TNRD. Drinking water system inspections and monitoring of drinking water quality are carried out by the First Nations Health Authority on Band lands.

1.3.3 Water License

Murray Creek Source

The Thompson-Nicola Regional District holds two surface water licenses for the Murray Creek source, both dating from 1963. The first water license is issued to the Spences Bridge Waterworks Ltd (License#C026211) which allocates a quantity of 100,000 gallons per day diverted from Murray Creek. Assuming that the permit refers to US gallons, this equates to 379m3/d. The works authorized to be constructed are the diversion dam, tunnel, pipe and reservoir. The second water license is also issued to the Spences Bridge Waterworks Ltd (License#C024068) and allocates a quantity of 100,000 gallons per day diverted from Murray Creek. Assuming that the permit refers to US gallons, this equates to 379m3/d. The works authorized to be constructed are the intake and pipe.

SPENCES BRIDGE WATER MASTER PLAN 8 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Cooks Ferry Indian Band Kumsheen IR1 Aquifer

The water source for the community presently originates from an aquifer system underlying Kumsheen IR1, where the Nicola River flows into the Thompson River.

In February 2016 the Water Sustainability Act was brought into force in BC. As part of that initiative, each non-domestic groundwater source must be licensed. It is our understanding that the community of Spences Bridge is the primary user of the water supply (as measured by annual volumes). Therefore, it is expected that the regulation will apply to these wells, even though they are on Band (Federal) land. Records indicate that the wells are unlicensed. With the Band’s agreement, it is recommended that TNRD / Band register the wells, if they have not already done so.

SPENCES BRIDGE WATER MASTER PLAN 9 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 2.0 Capacity and Condition of Water Sources

2.1 Well Supply

Description

A feasibility study completed in 2008 considered several water supply options for the Cook’s Ferry Band and Spences Bridge Community Water System. The report concluded that the existing combined system be developed based on the aquifer at Cook’s Ferry Indian Reserve 1 (IR1). This decision was a complex one but suited the needs of the communities at that time.

Water is supplied to the Band by TW05-03 and PW06-0. They are located a short distance apart and their maximum combined flow rate is limited to 9.5 L/s.

Well PW09-01 was drilled and tested in 2009. During test pumping it was determined that PW09- 01 could not supply adequate yield for the projected demand leading to the construction of PW10- 1 in 2010. It is approximately 15 m northwest of PW06-01.

Wells TW05-2 (located near IR4B on Lot 1 KAP70274) and three wells on the lower bench of IR1 (Figure 1-2) were decommissioned in 2010 in accordance with the BC Groundwater Protection Regulation.

The Kumsheen IR1 and associated well sites are located within an MOE-mapped aquifer: Aquifer number 716, described as the confluence of Nicola and Thompson River aquifer. The aquifer is classified as a highly productive, highly vulnerable (to contamination), and in high demand (BC MOE 2009a). The aquifer in which the wells are located is 25 m to 40 m below ground, overlain by a thick layer of low hydraulic conductivity soils (predominantly silty clay). The depth to measured groundwater is about 10 m below ground, showing that the aquifer is semi-confined (leaky), providing protection from contamination from the surface. The groundwater elevation is similar to the elevation of the Nicola River. This may provide a hydraulic gradient towards the Thompson River at certain times of the year, resulting in a general groundwater flow to the west in the vicinity of the well field. (Summit Environmental Consultants, 2010).

T. Carriou of BCGW has commented that these interpretations should be considered preliminary, as there are presently no observation / monitoring wells which can be used to independently verify these results.

SPENCES BRIDGE WATER MASTER PLAN 10 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 2-1: WELLS 1, 2 AND 3

TABLE 2-1: WELL SUMMARY

Well Number Depth Static Water Level Specific Supply (m) (m btoc) Capacity Capacity (L/s/m) (L/s) Well 1. 31 11.6 (16 March 2005) 1.02 6.1* TW05-3 10.67 (17 Aug 2009) Well 2 34.1 11.63 (17 June 2006) 0.89 9.5* PW06-1 (WPN11968) 11.38 (27 March 2013) Well 3 34.74 12.09 (21 Nov 2013) 12.2 PW10-01 (WPN 29125) Well Not in Use 32.9 10.63 (17 Aug 2009) 0.25 PW09-01 (WPN 29103) * TW05-03 and PW06-01 maximum combined rate is 9.5 L/s. The full well system can produce 13.75 L/s.

TABLE 2-2: WELL PUMPS

Well Number Pump Details Well 1. Submersible pump, Goulds model 65L07, 7.5hp Franklin motor s11970, 1 phase, 230v c/w 00124mc deluxe control box. Well 2 Submersible pump, Goulds model 95L10, 10hp Franklin motor s12970, 1 phase, 230v c/w 00134mc deluxe control box. Well 3 Submersible pump, Goulds model 95L10, 10hp Franklin motor s12970, 1 phase, 230v c/w 00134mc deluxe control box.

SPENCES BRIDGE WATER MASTER PLAN 11 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Assessment

GUDI refers to groundwater supply sources where conditions are such that microbial pathogens are able to freely travel from surface water to the groundwater source. This means that there is incomplete or undependable subsurface filtration of surface water or infiltrating surface water. If a groundwater source is determined to be GUDI, then the water must be treated to the same level as surface water with respect to pathogen removal and inactivation. As stated in the Guidelines, well water is GUDI where there is physical evidence of surface water contamination (e.g. insect parts, high turbidity) and of surface water organisms (e.g. campylobacter, aerobic spores, cryptosporidium, giardia). The GUDI potential of a well source is, in part, determined by a professional hydrogeologist in conjunction with the First Nations Health Authority and Interior Health.

In their September 2010 report, Summit Environmental Consultants concluded that the well field was not considered groundwater under the direct influent of surface water. T. Carriou of BCGW advises the TNRD to consider that the definition of GUDI and GARP groundwater sources has evolved considerably since that report was issued. It is advised that those recommendations are considered preliminary within the current regulatory framework.

Determining if a water source is at risk of containing pathogens is outlined in the BC Ministry of Health Guidance Document for Determining Ground Water at Risk of Containing Pathogens (GARP). The guidance document defines GARP as “any groundwater supply that is likely to be contaminated from any sources of pathogens and must be disinfected.” Thus, the consequence of the wells being found to contain groundwater at risk of containing pathogens (GARP) would be to require disinfection and possibly filtration. A well that is ‘GARP-virus only’ would require chlorination, but not filtration. This water supply is chlorinated.

This report contains a screening tool (Table 2-3) that has been completed as a Stage One / Level One assessment of the GARP status for the ground water supply. The conclusion of the screening tool is that, subject to the assumptions made, the system would probably be assessed by the Drinking Water Officer of the First Nations Health Authority and Interior Health as being at low risk of containing pathogens. However, wells in this area are commonly found to be GARP, particularly during spring freshet. It is concluded that more study is needed to confirm the status of the wells to the satisfaction of the Drinking Water Officer (see Section 8.2.1).

Properties in Spences Bridge are serviced by septic systems for wastewater disposal. The subject aquifer has been determined by Summit Environmental Consultants to be semi-confined and they estimated a general groundwater flow direction to the west in the vicinity of the IR1 well field.

SPENCES BRIDGE WATER MASTER PLAN 12 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 TABLE 2-3: SCREENING TOOL CHECKLIST FOR GROUND WATER AT RISK OF CONTAINING PATHOGENS

WATER SYSTEM NAME BCMOE WELL ID PLATE NO: Spences Bridge Community Water System SITE LOCATION Well Log Examined (Y/N): Cook’s Ferry Indian Reserve 1, BC Site Survey Conducted (Y/N): RISK FACTORS and CRITERIA YES: NO: COMMENTS Potentially Low At Risk Risk 1. Water Quality Results 1.1: Water system or well bacteriological No No raw E coli detected at pre-design sampling shows recurring presence of stage. confirmed total coliform, fecal coliform, or E.coli. 1.2: Water system has historical turbidity issues No Turbidity consistent and always <1 NTU associated with the source water. 2. Source Type and Location 2.1: Well situated inside setback distances of No Well is >30m from any probable source the Health Hazards Regulation, from of contamination, >6m from a private possible source of contamination. dwelling, >120 m from a cemetery or dumping ground 2.2: Well with intake depth <15 m below ground No Depth 24m bgs. Well location not and located in floodplain / flood-prone area. OR obviously flood prone. well <100 m outside the high-water mark or natural boundary of surface water feature and intake depth <15 m below the high-water level. 3. Well Construction 3.1: Well does not meet GWPR (section 7) for No PW06-01, TW05-03, and PW10-01 meet surface sealing. the Groundwater Protection Regulation for surface seals. 3.2: Well does not meet GWPR (section 10) for No Pitless adapters installed under lockable well caps and covers. metal box complete with concrete pad, etc. 3.3: Well does not meet GWPR (section 11) for No Well location above 200 year flood level. floodproofing. 3.4: Well does not meet GWPR (section 12) for Stickup = 600mm (>300mm) wellhead protection. 4. Aquifer Type and Setting 4.1: Well with intake depth <15 m below ground Drilled depth 31-43m bgs. Semi- and situated in a sand and/or gravel unconfined confined silt, sand and gravel aquifer aquifer or fractured bedrock aquifer. overlying silt till. 4.2: Well completed in a karst bedrock aquifer. No Refer to geology summary and Summit report RISK / VULNERABILITY ASSESSMENT DECISION TAKEN AND REASON(S): Groundwater appears to be at low risk of containing pathogens. Previously determined to be non-GUDI. There are many GARP wells in this valley. ACTION RECOMMENDATION: Additional study recommended due to risks identified, including status of other wells in the area. Microscopic particulate analysis should be undertaken in Spring freshet period.

SPENCES BRIDGE WATER MASTER PLAN 13 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Other general observations are as follows;

. The wells are in a fenced compound as protection from vandalism and vehicles. . While there are no replacement pumps, there are multiple wells. The pump sizes are small so replacements would be available off the shelf within the timeframe of organizing a registered well pump installer to pull the pump and replace it.

SPENCES BRIDGE WATER MASTER PLAN 14 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 2.2 Murray Creek Intake

Description

Prior to connecting to the well supply, the sole source of water for the Spences Bridge Community Water System was a surface intake on Murray Creek. The intake structure, concrete headwall (diversion dam) and tunnel works were installed in 1958-60±. There are drawings of a reconstruction in 1967. The water system was gravity fed from the Murray Creek intake. The intake is at an elevation of approximately 300m, which is approximately 35m above the highest parts of the service area.

The engineering recommendation for the intake once it was allocated for emergency use only was to significantly reduce gravel clearing operations. The gate was to be left open and clear of woody debris to flush sediment as it comes downstream to the weir. Sediment was to be allowed to accumulate to see the actual gravel bed profile without maintenance in order to determine whether the intake can function for emergency purposes. The gate would only be closed to flood the intake forebay for emergency use. This keeps the intake dry and free of freezing concerns.

When the site was visited in 2017, woody debris and gravel had filled the forebay and gate area during a relatively recent flood event, and the water flow was passing over the weir. The gravel and debris has since been cleaned out and the normal water flow path is restored.

FIGURE 2-2: MURRAY CREEK WEIR AND FOREBAY AREA

SPENCES BRIDGE WATER MASTER PLAN 15 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Assessment

The Murray Creek intake has numerous serious issues, as follows;

. When the visit was undertaken in July 2017 it was found that the impoundment upstream of the weir had become inundated with gravel. The intake structure in the impoundment has been destroyed and the remaining pipe leading to the chlorine dosing station is likely to contain gravel. . The transmission main down to the chlorine dosing station has at least one break which appears to be a result of unstable ground conditions. . The dosing building is in need of replacement. . The Murray Creek intake is situated at an elevation that does not allow it to completely fill the new reservoir. In the past, the old reservoir on the same site was topped up to full level with untreated spring water intercepted at the reservoir site.

The intake and supply pipeline infrastructure would need to be restored in order to use the system as a non-potable water source for emergency use under a boil water notice. The overall conclusion is that the intake is not currently viable as an alternative water source in the event of a breakdown at the wells.

SPENCES BRIDGE WATER MASTER PLAN 16 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 3.0 Treatment / Disinfection

3.1 Disinfection System

Description

The chlorination system is based on sodium hypochlorite dosing as follows;

. One 200 L sodium hypochlorite solution tank. . Two Prominent Prosip wall mounted dosing panels with duty-standby pumps. . Four Prominent Delta 7.5 L/h dosing pumps (2 x duty/standby), with start control connected to the plant flow meter. The chemical feed pump operates when flow is detected. . PVC solution tubing leading to a diffuser positioned in the chlorination building outlet pipes leading to Kumsheen IR1 and to the Spences Bridge community system. . Safety shower and eyewash with tepid water feed.

Assessment

Because well water is clean, the chlorine dose is for secondary disinfection (to provide a residual in the distribution network) and no specific allowance for contact time is required. In any event, both systems have dedicated lines feeding the reservoirs, which provide chlorine contact time.

FIGURE 3-1: CHLORINE DOSING SYSTEM

SPENCES BRIDGE WATER MASTER PLAN 17 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 4.0 Controls and Electrical

Description

The control system comprises:

. Pump control panels at the pumphouse with elapsed time meters for the pumps, reservoir level indicator and alarm condition indicator lights. . Ultrasonic level transmitter at the reservoir with floats for high and low level alarms. . A wireless communications link between the reservoir, pumphouse and the band office. . Dialer and modem for transmission by telephone of alarm conditions to the water system operator. Alarm conditions that can be forwarded to the operator by telephone include low chlorine solution tank level, low/high reservoir level, wet well low level and low temperature in the pumphouse. . A SCADA system provides control and monitoring.

The pumphouse currently has a 230 V single phase electrical service. The reservoir has a solar panel and a propane generator.

Assessment

The reservoir/pump control system and alarm condition system completed is consistent with current accepted standards for small municipal water supply systems.

The SCADA is hosted on a computer located in the Band Office. The functionality of the system would be improved if the SCADA was mirrored at the Pump House. The SCADA is also accessible remotely. There are plans to address various issues with the controls programming. One serious issue is that the entire system shuts down if the computer at the Band office fails.

The well level sensors are failing regularly.

Given that Murray Creek is no longer viable as an alternative water source, the installation of a permanent standby generator should be considered. The system is currently designed to run using power from a rented generator.

The radios used for communication links are not reliable and are slated for replacement.

Unlike the other TNRD systems, there is no turbidity or chlorine analyser at the pump house. The TNRD are hoping to install a chlorine analyser at the Band Office. This depends on permission being obtained.

SPENCES BRIDGE WATER MASTER PLAN 18 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 4-1: SPENCES BRIDGE SCADA MIMIC SCREEN

SPENCES BRIDGE WATER MASTER PLAN 19 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 5.0 Water Storage Reservoir

Description

The original 75 m3 balancing reservoir was constructed with a full water level elevation of 297m. Hydraulic pressure losses in the network prevented the reservoir reaching full water level. A spring fed water supply was diverted to the reservoir to fill and maintain water level in the reservoir. Because the spring water was unchlorinated, the reservoir contents were deemed non-potable. Therefore, under normal operation, closed valves isolated the reservoir from the distribution system. These valves could be opened in an emergency for fire protection on the south side of the Thompson River.

The 75m3 reservoir was replaced with a 565m3 storage reservoir in 2009. The location of the reservoir was selected based on an assessment geotechnical site characteristics and the availability of existing road access and water main to the site. Unfortunately, this location prevents the delivery of appropriate fire flow to property on the north side of the river.

The 565m3 reservoir full water level (FWL) is 296.65 metres. The total storage volume is divided between two cells, each of which can be isolated for cleaning. The reservoir outside dimensions are 24.9m long x 8.1m wide x 4.25m high. The inside dimensions for each cell are 12m long x 7.5m wide x 3.65m high. Storage volume per cell is 12m x 7.5m x 3.15m = 283.5 m3.

FIGURE 5-1: SPENCES BRIDGE RESERVOIR

SPENCES BRIDGE WATER MASTER PLAN 20 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 5-2: SPENCES BRIDGE RESERVOIR

SPENCES BRIDGE WATER MASTER PLAN 21 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 The Cooks Ferry Indian Band also operate two reservoirs servicing IR1. There is a 47m3 buried steel tank and a 145m3 buried concrete tank. A total of 19 properties are serviced in IR1. These reservoirs are outside the scope of this study.

FIGURE 5-3: COOKS FERRY INDIAN BAND IR1 RESERVOIR

SPENCES BRIDGE WATER MASTER PLAN 22 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Assessment

Structural

The reservoir is relatively new and appears to be structurally sound. Draining of the reservoir for inspection of the structure was not undertaken with this study. There was no evidence of leakage and seepage next to the structure to indicate a significant structural defect.

Portions of the fill slope on the north side required reinforced earth geogrid to allow 1V:1H backfill slope. There has been a failure in the perimeter drain cause by a rat nest, which led to a slump in an area including the control kiosk. The TNRD are planning repairs.

Reservoir Size

The storage required was calculated according to the requirements set out in the MMCD Design Guideline Manual and Fire Underwriters Survey Guideline (Water Supply for Public Fire Protection, 1999).

A nominal single family residential building was used to calculate a maximum fire flow requirement. MMCD recommend a fire flow of 60 L/s to a single family residential building. The FUS short method requirements were also calculated. This calls for 4000 L/min (67 L/s) for a structure with a 3 – 10m exposure distance. Required duration at 4000 L/min is 1.5h.

A Maximum Daily Demand (water flow) of 1,000 m3/d was assumed on the maximum flows in the period 2014 - 2016.

The required storage, based on MMCD and FUS design criteria, is as follows;

A Calculated fire flow storage requirement (67 L/s for 1.5 hours) 360 m3 B Balancing Storage Requirement (25% of MDD) 250 m3 C Optional Emergency Storage (25% of A+B) 138 m3 D Total Storage Required (A+B+C) 763 m3

The Spences Bridge reservoir storage capacity is currently 565m3. This leaves a shortfall of 200m3 based on a residential fire flow and the high level of residential water demand. There is an additional 192m2 of reservoir storage at Kumsheen IR1. While this does not make a practical contribution to fire fighting storage outside Kumsheen IR1, it does contribute to the system balancing storage. A reduction in community maximum daily demand represents the first step in addressing the compliance with the storage criteria.

If the fire flow is based upon fighting a commercial or institutional fire at 150 L/s for 2.0 hours then the required fire flow storage (A) increases to 1080m3. The available water storage does not meet FUS criteria for a commercial or institutional fire.

SPENCES BRIDGE WATER MASTER PLAN 23 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Mixing

Interior Health calls for some form of active tank mixing in new reservoirs. This can be achieved by configuring inflows as jets or by installing mechanical mixers. The Spences Bridge reservoir has a separate high level inlet and base level outlet to enhance mixing. There is no power supply at the reservoir to drive a mechanical mixer. No changes to reservoir mixing are proposed at this site.

Access

Adequate access is in place for the reservoir but the road passes through a CP rail staging area. A rail crossing permit is required to cross the line, which attracts an annual fee.

General

General issues identified at the reservoir were as follows;

. A davit mount should be fitted to the reservoir access hatch to facilitate confined space entry. . The access hatch handles are rusting and needs to be replaced.

SPENCES BRIDGE WATER MASTER PLAN 24 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 6.0 Water Distribution System

Description

The Spences Bridge distribution system currently services approximately 137 properties. The distribution system was originally installed in the late 1950s and 1960s. It was later upgraded in 2012 and 2016. The water system is constructed predominantly in PVC with sections of asbestos concrete (AC), HDPE, and Ductile Iron (DI) pipe. The pipe diameters in this distribution system range from 100mm to 200mm diameter pipe. There is a total of 9.7km of pipe in this distribution system.

Table 6-1 summarises the existing watermains. The table is generally based on the TNRD asset database with some corrections.

TABLE 6-1: EXISTING WATERMAINS

Total Length Item No. Material Diameter (mm) (m) 1 AC 100 1637 2 AC 150 304 3 AC 200 768 AC Subtotal 2708 1 DI 200 516 DI Subtotal 516 1 HDPE 250 450 HDPE Subtotal 450 1 PVC 100 540 2 PVC 150 4804 3 PVC 250 9 PVC Subtotal 5353 Distribution System Total 9030

SPENCES BRIDGE WATER MASTER PLAN 25 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Table 6-2 summarises the existing appurtenances in the water system. The table is generally based on the TNRD asset database with corrections. Improvements to the TNRD database are needed to more accurately represent the network.

TABLE 6-2: EXISTING WATERMAIN APPURTENANCES

Hydrants Item No. Description Total No. in System 1 Standard Hydrant 30 2 Standpipe 24 3 Hydrant - Type Unknown 2 Total 56 Curb Stops Item No. Description Total No. in System 1 Curb Stop - Unknown type 4 Total 4 Water System Valves Item No. Description Total No. in System 1 Valve - Unknown type 81 Total 81 Water Structures Item No. Description Total No. in System 1 Chlorination Facility 1 2 Pump Station 1 3 Reservoir 1 4 Alternate intake and treatment building 1 Total 4

SPENCES BRIDGE WATER MASTER PLAN 26 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 ¯ 1:12,500

1 0 WY 15 a H nad R! 0 Ca 0 s 15# R! ran 5 T Flushing R! 1 # 150 Hydrant R! 00 R! 1 R! #0 #R! # 0 1 1 # 0 R! 0 0# Spences Bridge 10 0 R! 15 150 0 # R! 0 50 1 1 A! # R! 0 1#R! 0 10 er %, 5 15 iv 0 # n R R! pso hom T ! # # 0 R! 150 R R! R! 15 00 R! # Wells and From Murray 10#0 2 R! Pump House Creek Intake # R! Flushing $ Hydrant $ 0 R! 150

100 Flushing 0 # 10 R! Hydrant 00 #R! 00 0 1 Kumcheen IR1 2 5 0 R! 1 2 2#0 50 R! $ Community Reservoirs 200 #R! # R!0 0 R! 0 10 2 0 # 20 ##10R!0 R! Spences Bridge Community Reservoir Legend Water Main R! Hydrant Size (mm) # Stand Pipe 100 %, Pump House 150 $ Reservoir 200 SPENCES BRIDGE COMMUNITY WATER SYSTEM A! Well 250

FIGURE 6-1 WATERMAINS BY SIZE Drawing:379-491-Fig-SB-Water-sizes ¯ 1:12,500

1 WY a H nad Ca 0 rans R! 15 T 0 # R! 5 0 R! 1 15 # 150 R! 00 Flushing R! 1 R! #0 Hydrant #R! # 0 1 1 # 0 R! 0 0# Spences Bridge 10 0 R! 15 150 0 # R! 0 50 1 1 0 A! # R! 50 10 1#R! 1 er %, 5 iv 0 # n R R! pso hom 00 T R! # R! #150 R! 2 150 R! 0 R! # Wells and From Murray 00 20 1# R! Pump Station Creek Intake # R! Flushing $ Hydrant $ 0 R! 150

100 Flushing 0 # 10 R! Kumcheen IR1 0 #R! Hydrant 00 0 10 2 5 0 R! Community Reservoir 2 2#0 150 R! $ 200 #R! # R!0 0 R! 0 10 2 0 # 20 ##10R!0 R! Spences Bridge Community Reservoir Legend Water Main Material R! Hydrant HDPE # Stand Pipe PVC %, Pump House DI $ Reservoir AC SPENCES BRIDGE COMMUNITY WATER SYSTEM A! Well AC or DI

FIGURE 6-2 WATERMAINS BY MATERIAL Drawing:379-491-Fig-SB-Water-Material ¯ 1:12,500

1 0 WY 15 a H nad R! 0 Ca 0 s 15# R! ran 5 T # R! 1 100 R! R! R! # 1 #R! # 0 # #0 R! Spences Bridge 00 150 1R!

0 50 # R! 0 1 00

1 0 15 1 A! # 1 R! #R! 5 r %, 0 ive # n R R! pso hom 150 # T R! R! #150 200R! R! R! # From Murray 1#00 R! Wells and Flushing Pump Station $ Creek Intake # R! $ 0 Hydrant R!

Flushing 0 #R! 20 Hydrant 0 #R! Kumcheen IR1 5 1 # R! 150 Community Reservoir R! $ 200 #R! # R! R! 0 10 # 5#0R! # R! 1 Legend Spences Bridge Community Reservoir Water Main Criticality Low Medium High Very High R! Hydrant # SPENCES BRIDGE COMMUNITY WATER SYSTEM Stand Pipe

FIGURE 6-3 WATERMAIN CRITICALITY Drawing:379-491-Fig-SB-Water-Criticality Assessment

Distribution system waterline sizes, fire hydrant coverage, mainline valve locations and blow-off locations are consistent with the Design Guidelines for Rural Residential Community Water Systems (2012) and the MMCD Design Guideline Manual (2014).

Hydrants and Standpipes

Both rail companies have been filling cars with water from Spences Bridge. The community want them to pay for the water and have attempted to prevent their access. CN have been using a hydrant on Station Street and have damaged the nut in attempting to open it.

System Extension

The TNRD is looking to extend service along the North Frontage Road as this would create a new loop to improve water pressure/flow and chlorine residuals.

The land along Deer Lane has recently received water service to allow for future development. The service to this area also provides redundancy to the water main in Riverview Avenue.

Universal Metering

The TNRD is planning to introduce water metering. In the case of Spences Bridge the meters would be limited to the TNRD water system and not the Bands. The Band reserves would be metered as individual communities. They presently comprise approximately 20% of total consumption.

In order to address leakage and to fairly recover the costs for excessive use of water, the TNRD has been awarded a $3M grant for the installation of water meters at all properties on water service. The meters will be installed over the next two to three years. Generally, the meters will be installed in pits at the property boundary. While this is more expensive than installation in a basement, many properties do not have basements.

. The properties are commonly large, making illegal connections upstream of a basement meter more likely to exist, or possibly more likely to be added. . Many services are poorly constructed and prone to leakage, making these an important cause of unaccounted for water, which would not be found by a basement meter. . There is no need to get the cooperation of the property owner to install a pit meter. . Construction will be standardized across the community. . Some networks have haphazard service layouts which a pit meter will help to detect and rectify. . The large properties can make the signal from a basement meter difficult to read.

Sample Ports

The TNRD have a program in place installing sample ports where the main leaving the reservoir meets the network and at the ends of the networks.

SPENCES BRIDGE WATER MASTER PLAN 30 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Sample ports are to be installed or replaced in many locations. The TNRD preference is to use self draining yard hydrants or blow offs for this function. The Interior Health approved design for sample ports includes no drain, which means a tube must be inserted into the valve in order to pump out the water to prevent freezing in winter. Verbal approval of the use of self draining fittings has been received from Interior Health. Self draining fittings are common in the water system for fire hydrants and yard hydrants so they don’t put the water supply at any new risk. Having to insert a tube into the sample valve also adds a risk of contamination of the sample that would be similar to any risk that may arise from the drainage port.

The sample ports at the Band Office and the Reservoir are of a type that cannot be drained. They need to be pumped out after each use.

Water System Modeling

A water system model has been developed in order to confirm system operating characteristics and to act as a tool for the design of future improvements.

The modeling has shown that fire flows to Spences Bridge from the Reservoir are severely constrained by the long watermain along the Merritt-Spences Bridge Highway and across the Bridge. As a result, fire flows in the lower elevations are around 40 L/s and are as low as 20 L/s on the North Frontage Road.

While the main from the Reservoir to Spences Bridge is constructed in modern PVC and HDPE, it leaves the community vulnerable in the event of a main break. This is most likely to occur on the heated bridge crossing if the heating system were to fail. Given that the pipe is mounted hung under the highway bridge, access for repairs is difficult. A failure can be expected to leave the community without water for an extended period.

There are also many 100mm diameter watermains within the community, which severely constrain fire flows.

SPENCES BRIDGE WATER MASTER PLAN 31 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 7.0 Rights of Way

In accordance with the terms of reference for this assessment study, the status of rights of way covering components of the water system not located in public road rights of way has been reviewed. Components of the water system not located in public road rights of way are listed following:

Wells

The wells are on Kumsheen IR1, which is Cooks Ferry Indian Band land. The location may have been the site of an old railway track.

Murray Creek Intake

The Murray Creek intake must be accessed through Cooks Ferry Band land (Shawniken IR3). Access has been barred at times owing to a claim over right-of-way and loss of water rights. The file was closed on this claim in 2005. The Band’s concern is currently related to Steelhead spawning grounds.

Reservoir, Water Supply Main and Related Appurtenances

The reservoir is located on Crown Land. Statutory right of way status has not been established as a part of this study for the reservoir or the supply main.

Regardless, the Conditional Water License C026211 authorises construction of a reservoir and pipe on Crown land, as shown on the plan attached to the water license.

There isn’t an official crossing over the CN rail line leading to the reservoir. TNRD vehicles must pass though a siding area used by CN for material storage and operational activities to get to the reservoir access road.

Distribution System

The distribution system is primarily located in MOTI roadside reserve land.

SPENCES BRIDGE WATER MASTER PLAN 32 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.0 Improvement Plan

8.1 General

In Section 8 of this report, improvements to the water system are described based on an assessment of regulatory standards and operating condition. Aside from infrastructure improvements the TNRD are working on the development of a variety of other tasks that will enhance the management of the water supplies. These include;

. GIS data collection (completed), . Asset management plan (completed), . Long term life cycle financial planning (in progress), . Source water protection plan (in planning stage), . A formal water conservation strategy (in progress).

8.2 Water Collection

8.2.1 Additional Well Source

The available flows from the existing wells are not capable of meeting the peak demand with a significant factor of safety. In order to improve the factor of safety the TNRD proposes to address excessive community demand through a community water metering program.

If maximum day demand cannot be reduced sufficiently, then a new well would be required to safeguard the system.

Well Exploration and Construction

The BCGW review of area geology and hydrogeology is attached in Appendix C. They classify the area as geologically diverse, but fairly well understood. The BCGW geologist visited the site to develop a better understanding of the surficial geology to evaluate possible groundwater development options in the overburden and bedrock of three areas. The BCGW hydrogeologist utilized previous reports they have completed for the area to augment those reports provided by the TNRD. In the opinion of BCGW, the two principle areas of investigation for increased supply are expansion of the existing Kumsheen IR1 well field, and new wells in the north portion of the water system (i.e. north of Hwy 1).

Kumsheen IR1 Area: The Kumsheen IR1 area, which is currently in use, is likely amenable to additional groundwater development, but the aquifer is considered highly vulnerable to contamination. Also, adding a new fourth well at this location will significantly increase system pressure along the supply main meaning that additional pump capacity, such as booster pumping would be needed to achieve the increased flows. Although preliminary GUDI screening of those wells suggests a low potential for surface water influence – this is based on historic (not current)

SPENCES BRIDGE WATER MASTER PLAN 33 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 rates of pumping. BCGW experience along the Nicola River corridor is that GARP is a reality in most well systems for certain parts of the year following periods of increased surface water stage (water level). Increased flows occur in the Nicola River during spring freshet.

Area Directly Underlying the North “Principal” Part of the Community: T. Carriou and P. Grunenberg (BCGW) have identified that at least one, and maybe two, overburden aquifer systems likely underlie the community directly north of Highway 1. In their opinion, this should be the principal target for groundwater investigation as the aquifer appears to be better confined than the Kumsheen IR1 aquifer. The quantity and quality of groundwater is expected to vary and will require drilling and testing for evaluation. The bedrock aquifer system should also be investigated to rule out the potential for high-yielding fracture systems.

Murray Creek Area: In the opinion of BCGW, the groundwater quality of the Murray Creek groundwater basin is not likely to provide adequate quantity or yield for the purpose of augmenting the water supply. T. Carriou has considerable experience in the valley and suggests the target is likely bedrock. This is not to say it should not be explored. However, expectations should be tempered.

The estimated cost of undertaking this exploration program is as follows:

TABLE 8-1: ESTIMATED EXPLORATION COSTS

Description Subtotal Drilling Contractor (Explore overburden 180m and bedrock 150m) $45,000 Pumping Test (Test one well) $25,000 Geophysical Contractor (3 km of ERT, 1x longitudinal; 2x section) $30,000 Direct costs (Incl. mileage, labs, LOA, dataloggers, etc) $15,000 Hydrogeotechnical Consultant $25,000 Contingency (30%) $40,000 TOTAL $180,000

The estimated cost of constructing a production well for long-term use and converting one of the test wells for mechanical backup is as follows:

TABLE 8-2: ESTIMATED PRODUCTION WELL COSTS

Description Subtotal Drilling Contractor (Overburden 120m) $75,000 Pumping Test (Production well) $30,000 Direct costs (Incl. mileage, labs, LOA, dataloggers, etc) $15,000 Hydrogeotechnical Consultant $35,000 Contingency (30%) $47,000 TOTAL $202,000

Well Completion and Pump House

SPENCES BRIDGE WATER MASTER PLAN 34 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Development of a well on the north side of the river would make the water system more robust against failure of the water main linking the community to the reservoir and has the potential to improve fire fighting capability. It also reduces the pumping rate in the vulnerable Kumsheen IR1 aquifer.

A well on the north side of the river would require a new pump house and disinfection system. A new reservoir could be constructed on the north side of the river at some point in the future, but is not part of this initial recommendation (see Section 8.3).

At this stage, treatment requirements for the new source are unknown. However, it has been reported that a previous water sample from the IR17 test well was high in total dissolved solids, hardness and manganese. BCGW expect water quality to vary though the aquifer system, particularly with proximity to the river, so this quality may not be representative of water found in the area by exploratory drilling. It is recommended that the TNRD make efforts to locate a well source that does not require treatment before considering the construction of a water treatment system.

Costs have been calculated for a pump house located adjacent to a new well in the vicinity of an existing water main.

TABLE 8-3: ESTIMATED WELL COMPLETION COSTS

Description Subtotal General (mobilization, as constructed drawings, commissioning) $50,000 Wellhead Works (pitless adapter, tie-in, site works) $70,000 Pumphouse $210,000 Disinfection system 30,000 Electrical (electrical service, panel, link to existing telemetry, standby $180,000 power) Engineering (20%) 100,000 Contingency(30%) 160,000 TOTAL $800,000

SPENCES BRIDGE WATER MASTER PLAN 35 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.3 Reservoir

A new reservoir could be constructed on the north side of the river. The steep topography and geotechnical constraints in this area limit the practical available locations. A reservoir site was identified in Twoyqhalsht IR16 by David Nairne & Associates (2003). Clearly the agreement of the Cooks Ferry Indian Band would be required to locate a reservoir on their lands. A new reservoir would provide more flow balancing and fire flow capacity but would not improve the overall capacity of the water supply, and is not proposed at this stage.

8.4 Water Distribution System

8.4.1 Potential Water Main Upgrades

The constraint that the watermain from the reservoir to the Spences Bridge Community places on fire flows was described in Section 6.0. The lack of duplication of the watermain also leaves the community vulnerable in the event of a pipe failure.

The issue could be addressed by installing a pipe bridge or drilled main directly from the reservoir to the community. Although the piers from the old bridge might be able to be reused, this option is seen as cost prohibitive, given the length of the required river crossing. Alternatively, a new reservoir could be constructed on the north side of the river. A new reservoir is not proposed for reasons described in Section 8.3.

It is proposed that the development of an additional well source on the north side of the river, would be more advantageous than a new river crossing or reservoir. The well could boost fire flows closer to the required level, as well as address the shortfall in water system capacity. The new well would need to be equipped with standby power in order to ensure availability.

Once the flows to Spences Bridge from the reservoir are improved, there would be some benefit in constructing improvements to local water mains to improve fire flows. A new pipe loop is recommended on the North Frontage Road (see Figure 8-1).

There are also many 100mm diameter watermains within the community, which constrain fire flows. These should be upgraded to 150mm diameter as they become due for replacement.

TABLE 8-4: ESTIMATED WATERMAIN COSTS

Description Unit Price Number Subtotal

Loop 1: North Frontage Road $470 425 $200,000

TOTAL $200,000

SPENCES BRIDGE WATER MASTER PLAN 36 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 ¯ 1:12,500 Proposed Watermain Loop

1 0 WY 15 a H nad R! 0 Ca 0 s 15# R! ran 5 T R!150 1 # Flushing 100 R! R! Hydrant 0 R! # 1 #! 0 R 0 # 1 # #0 R! 00 150 0 1R! 15 0 0 # R! 0 15 00 1 0 15 1 A! # 1 R! #R! 5 r %, 0 ive # n R R! pso hom 150 T ! # # 0 R! R R! R! 15 Wells and 00 R! # From Murray 10#0 2 R! Pump House Flushing $ Creek Intake # R! $ 0 Hydrant R! 150

100 Flushing 0 0 10 #R! 20 Hydrant 0 00 #R! 5 1 Kumcheen IR1 2 0 2#0 R! 150 R! $ Community Reservoirs 200 #R! # R!0 0 R! 0 0 2 1 #0 ##10R!0 20 R! Spences Bridge Community Reservoir Legend Water Main R! Hydrant Size (mm) # Stand Pipe 100 %, Pump House 150 $ Reservoir 200 SPENCES BRIDGE COMMUNITY WATER SYSTEM A! Well 250

FIGURE 8-1 PROPOSED WATERMAIN IMPROVEMENTS Drawing:379-491-Fig-SB-Water-Improvements 8.4.2 Water Meters

Water meters are proposed for Spences Bridge in order to manage water demand and fairly apportion costs. The reserves would continue to be metered in bulk, which means that the water conservation benefits would be limited to the remaining community.

The meters would use Radio Frequency (RF) technology to enable the meters to be read from the street in front of the property. This RF technology greatly reduces the amount of staff time needed to collect the data as reading the meters is essentially done as a "drive by".

Also, in addition to measuring water consumption, the RF water meters that would be installed include advanced features that will flag the following possible issues with each meter read as follows:

a) Continuous flow indication for leakage,

b) Reverse flow indicating a system problem and possible risk to the public water supply, and

c) Tampering indicator to help prevent water theft.

The TNRD’s consideration for determining where to locate water meters included the following considerations;

. Identifying system leaks: In reviewing minimum daily consumption data (particularly in winter months), it is evident that there are system leaks. As the TNRD has already completed a comprehensive leak detection and repair program for the distribution lines we can conclude that leaks also exist on private water lines. Water metering data will identify high consumption connections. New metering technologies can also identify and flag leaks. . Capturing all consumption: Rural lots are typically larger than those in urban centres, and homes are often set well back within the property. Sprinkler systems, both underground and surface can tie into the water service lines between the property line and the home. Placing meters within the dwelling will not capture water consumption related to tie-ins between the property line connection and the water meter located inside the house. Installing water meters inside the home will not capture any consumption related to leaks located between the property line and the home connection. Pit meters at the property line will capture all consumption and assist in identifying leaks on private property. . Ease of meter reading: Some homes are set well back on the property. Automated radio read equipment has a limited range, which may require entering private property to obtain a reading. In addition, many rural properties have locked gates or guard animals. Less time will be required to read meters at the property line as opposed to having to travel up long driveways. . Meter repair or replacement: Pit meters will always be accessible for service or replacement. Ease of access, employee safety and lower future operating costs were considerations in selecting this option.

As a result, the cost estimate below is based upon RF water meters located in metering pits.

SPENCES BRIDGE WATER MASTER PLAN 38 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 TABLE 8-5: ESTIMATED WATER METER COSTS

Description Unit Price Number Subtotal

In House Meter $600 11 $6,600

CFIB (In House) $600 4 $2,400

Upgrade Meter in Existing Pit $450 2 $900

Meter Pit with 3/4" or 1" Meter $3,500 78 $273,000

Empty Meter Pit $1,800 3 $5,400 Industrial Meter & Manhole $6,000 6 $36,000 Commercial -Industrial In House $4,000 1 $4,000

TOTAL $328,300

SPENCES BRIDGE WATER MASTER PLAN 39 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 9.0 Cost Summary

Table 9-1 shows the major water treatment and system upgrades described in this master plan along with expected costs for the work. The costs include design and construction costs in 2018 dollars.

TABLE 9-1: RECOMMENDED UPGRADES AND ESTIMATED COSTS

Schedule Description Estimated Cost Water Source and Treatment 2020 Onsite generator at the well site $100,000 2020 Exploratory Drilling Program $180,000 2025 Production Well $202,000 2025 Pump house (chlorine disinfection) $800,000 Water Distribution 2030 Looping on North Frontage Road $200,000 2019 Water Metering $328,300

Cost estimates are developed to the Class ‘C’ level, per Engineers and Geoscientists British Columbia (EGBC) Budget Guidelines for Consulting Engineering Services, Class ‘C’ estimates are defined as follows:

Class C estimate (±25-40%): An estimate prepared with limited site information and based on probable conditions affecting the project. It represents the summation of all identifiable project elemental costs and is used for program planning, to establish a more specific definition of client needs and to obtain preliminary project approval.

SPENCES BRIDGE WATER MASTER PLAN 40 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018

APPENDIX A

Comprehensive Water Analysis

379-491 Water Analysis 2018 01 31.xlsx Spences Bridge Wells 16/04/2018

Spences Bridge - Wells Comprehensive Analysis DateUnit MAC AO 17-Jul-13 15-Apr-15 5-Sep-17 Max %MAC %AO Sample ID 3071196-01 5041047-01 7090556-01 Chloride 250 9.01 6.74 8.95 9.01 4% Fluoride mg/L 1.5 < 0.10 < 0.10 <0.10 00% Nitrogen, Nitrate as N mg/L 10 0.405 0.499 0.434 0.499 5% Nitrogen, Nitrite as N mg/L 1 0.044 < 0.010 <0.010 0.044 4% Sulfate mg/L 500 100 76.5 80.3 100 20% General Parameters mg/L 0 Alkalinity, Total as CaCO3 162 153 158 162 Alkalinity, Phenolphthalein as CaCO3 mg/L < 1 <1.0 0 Alkalinity, Carbonate as CaCO3 mg/L < 1 158 158 Alkalinity, Bicarbonate as CaCO3 mg/L 162 <1.0 162 Alkalinity, Hydroxide as CaCO3 mg/L <1 <1.0 0 Colour, True CU 15 < 5 < 5 <5.0 00% Conductivity (EC) µS/cm 532 451 497 532 Nitrogen, Ammonia as N, Total mg/L 0.025 0.088 0.088 Solids, Total Dissolved mg/L 500 330 275 296 330 66% UV Transmittance @ 254nm % 92.9 91.9 92.8 92.9 Calculated Parameters 0 Hardness, Total (Total as CaCO3) mg/L 244 208 213 244 Hardness, Total (Diss. as CaCO3) mg/L 227 227 Nitrogen, Nitrate+Nitrite as N mg/L 0.449 0.103 0.434 0.449 Dissolved Metals 0 Aluminum, dissolved mg/L < 0.05 <0.0050 0 Antimony, dissolved mg/L < 0.001 <0.00020 0 Arsenic, dissolved mg/L < 0.005 0.00164 0.00164 Barium, dissolved mg/L < 0.05 0.0303 0.0303 Beryllium, dissolved mg/L < 0.001 <0.00010 0 Bismuth, dissolved mg/L < 0.001 <0.00010 0 Boron, dissolved mg/L 0.52 0.415 0.52 Cadmium, dissolved mg/L < 0.0001 <0.000010 0 Calcium, dissolved mg/L 55 52.4 55 Chromium, dissolved mg/L < 0.005 <0.00050 0 Cobalt, dissolved mg/L < 0.0005 <0.00010 0 Copper, dissolved mg/L 0.042 0.0267 0.042 Iron, dissolved mg/L < 0.1 <0.010 0 Lead, dissolved mg/L < 0.001 <0.00020 0 Lithium, dissolved mg/L 0.003 0.00307 0.00307 Magnesium, dissolved mg/L 22.1 19.9 22.1 Manganese, dissolved mg/L < 0.002 0.00097 0.00097 Mercury, dissolved mg/L < 0.0002 <0.000010 0 Molybdenum, dissolved mg/L 0.003 0.00335 0.00335 Nickel, dissolved mg/L < 0.002 <0.00040 0 Phosphorus, dissolved mg/L < 0.2 <0.050 0 Potassium, dissolved mg/L 2.4 2.08 2.4 Selenium, dissolved mg/L < 0.005 <0.00050 0 Silicon, dissolved mg/L 8 6.9 8 Silver, dissolved mg/L < 0.0005 <0.000050 0 Sodium, dissolved mg/L 26.9 25.3 26.9 Strontium, dissolved mg/L 0.38 0.319 0.38 Sulfur, dissolved mg/L 32 27.7 32 Tellurium, dissolved mg/L < 0.002 <0.00050 0 Thallium, dissolved mg/L < 0. 0002 <0.000020 0 Thorium, dissolved mg/L < 0.001 <0.00010 0 Tin, dissolved mg/L < 0.002 <0.00020 0 Titanium, dissolved mg/L <0.05 <0.0050 0 Uranium, dissolved mg/L 0.0018 0.00178 0.0018 Vanadium, dissolved mg/L < 0.01 0.0013 0.0013 Zinc, dissolved mg/L <0.04 0.0081 0.0081 Zirconium, dissolved mg/L < 0.001 <0.00010 0 Total Metals 0 Aluminum, total mg/L 0.1 < 0.05 < 0.05 <0.0050 00% Antimony, total mg/L 0.006 < 0.001 < 0.001 <0.00020 00% Arsenic, total mg/L 0.01 < 0.005 < 0.005 0.00181 0.00181 18% Barium, total mg/L 1 <0.05 < 0.05 0.0325 0.0325 3% Beryllium, total mg/L < 0.001 < 0.001 <0.00010 0 Bismuth, total mg/L < 0.001 <0.00010 0 Boron, total mg/L 5 0.55 0.4 0.507 0.55 11% Cadmium, total mg/L 0.005 < 0.0001 < 0.0001 <0.000010 00% Calcium, total mg/L 59 52 57.6 59 Chromium, total mg/L 0.05 < 0.005 0.005 <0.00050 0.005 10% Cobalt, total mg/L < 0.0005 < 0.0005 <0.00010 0 Copper, total mg/L 1 0.042 < 0.002 0.0279 0.042 4% Iron, total mg/L 0.3 < 0.1 < 0.01 <0.010 00% Lead, total mg/L 0.01 < 0.001 0.004 0.0005 0.004 40% Lithium, total mg/L 0.003 0.00338 0.00338 Magnesium, total mg/L 23.7 19 20.7 23.7 Manganese, total mg/L 0.05 0.004 0.012 0.00472 0.012 24% Mercury, total mg/L 0.001 0.0003 < 0.00002 <0.000010 0.0003 30% Molybdenum, total mg/L 0.004 0.003 0.00352 0.004 Nickel, total mg/L < 0.002 0.005 0.00061 0.005 Phosphorus, total mg/L 0.3 < 0.2 <0.050 0.3 Potassium, total mg/L 2.6 2.3 2.54 2.6 Selenium, total mg/L 0.05 < 0.005 < 0.005 <0.00050 00% Silicon, total mg/L 8 7 8.1 8.1 Silver, total mg/L < 0.0005 < 0.0005 <0.000050 0 Sodium, total mg/L 200 28.4 23.1 25.8 28.4 14% Strontium, total mg/L 0.4 0.397 0.4 Sulfur, total mg/L 49 33.2 49 Tellurium, total mg/L < 0.002 <0.00050 0 Thallium, total mg/L < 0.0002 <0.000020 0 Thorium, total mg/L < 0.001 <0.00010 0 Tin, total mg/L < 0.002 <0.00020 0 Titanium, total mg/L < 0.05 <0.0050 0 Uranium, total mg/L 0.02 0.002 0.0015 0.00172 0.002 10% Vanadium, total mg/L <0.01 < 0.01 <0.0010 0 Zinc, total mg/L 5 < 0.04 < 0.04 0.01 0.01 0% Zirconium, total mg/L < 0.001 <0.00010 0 Volatile Organic Compounds (VOC) 0 Total Trihalomethanes mg/L 0.1 0.02 0.0218 0.0218 22%

Total Trihalomethanes (as CHCl3) mg/L 0.019 0.019 Bromodichloromethane mg/L 0.003 0.0039 0.0039 Bromoform mg/L < 0. 001 <0.0010 0 Chloroform mg/L 0.017 0.0179 0.0179 Dibromochloromethane mg/L < 0.001 <0.0010 0 379-491 Water Analysis 2018 01 31.xlsx Spences Bridge Surface 16/04/2018

Spences Bridge - Surface Intake Comprehensive Analysis Date Unit MAC AO 9-Dec-11 16-May-12 Max %MAC %AO Sample ID K1L0092-01 2050936-01 Chloride mg/L 250 1.54 4.05 4.05 2% Fluoride mg/L 1.5 < 0.10 0.21 0.21 14% Nitrogen, Nitrate as N mg/L 10 < 0.010 < 0.010 00% Nitrogen, Nitrite as N mg/L 1 < 0.01 < 0.010 00% Sulfate mg/L 500 14.7 4.2 14.7 3% General Parameters 0 Alkalinity, Total as CaCO3 mg/L 177 78 177 Alkalinity, Phenolphthalein as CaCO3 mg/L < 1 0 Alkalinity, Carbonate as CaCO3 mg/L < 1.0 < 1 0 Alkalinity, Bicarbonate as CaCO3 mg/L 177 78 177 Alkalinity, Hydroxide as CaCO3 mg/L < 1.0 <1 0 Colour, True CU 15 <5 31 31 207% Conductivity (EC) µS/cm 362 199 362 Nitrogen, Ammonia as N, Total mg/L 0.01 0.023 0.023 Solids, Total Dissolved mg/L 500 200 126 200 40% UV Transmittance @ 254nm % 95.7 59.5 95.7 Calculated Parameters 0 Hardness, Total (Total as CaCO3) mg/L 191 191 Hardness, Total (Diss. as CaCO3) mg/L 180 180 Nitrogen, Nitrate+Nitrite as N mg/L < 0.020 < 0.020 0 Dissolved Metals 0 Aluminum, dissolved mg/L < 0.050 0.09 0.09 Antimony, dissolved mg/L < 0.0200 < 0.001 0 Arsenic, dissolved mg/L < 0.0050 < 0.005 0 Barium, dissolved mg/L < 0.050 < 0.05 0 Beryllium, dissolved mg/L < 0.0010 < 0.001 0 Bismuth, dissolved mg/L < 0.0010 < 0.001 0 Boron, dissolved mg/L < 0.040 < 0.04 0 Cadmium, dissolved mg/L < 0.00010 < 0.0001 0 Calcium, dissolved mg/L 51.8 28 51.8 Chromium, dissolved mg/L < 0.0050 < 0.005 0 Cobalt, dissolved mg/L < 0.00050 < 0.0005 0 Copper, dissolved mg/L < 0.0020 < 0.002 0 Iron, dissolved mg/L <0.10 < 0.1 0 Lead, dissolved mg/L < 0.0010 < 0.001 0 Lithium, dissolved mg/L 0.0024 < 0.001 0.0024 Magnesium, dissolved mg/L 12.3 6.2 12.3 Manganese, dissolved mg/L < 0.0020 0.005 0.005 Mercury, dissolved mg/L < 0.00020 < 0.0002 0 Molybdenum, dissolved mg/L 0.0018 0.001 0.0018 Nickel, dissolved mg/L < 0.0020 < 0.002 0 Phosphorus, dissolved mg/L < 0.20 < 0.2 0 Potassium, dissolved mg/L 0.25 0.8 0.8 Selenium, dissolved mg/L < 0.0050 0.007 0.007 Silicon, dissolved mg/L 5 7 7 Silver, dissolved mg/L < 0.00050 < 0.0005 0 Sodium, dissolved mg/L 11.4 6.7 11.4 Strontium, dissolved mg/L 0.179 0.09 0.179 Sulfur, dissolved mg/L 20 20 Tellurium, dissolved mg/L < 0.0020 < 0.002 0 Thallium, dissolved mg/L < 0.00020 < 0.0002 0 Thorium, dissolved mg/L < 0.0010 < 0.001 0 Tin, dissolved mg/L < 0.0020 < 0.002 0 Titanium, dissolved mg/L < 0,050 < 0.05 0 Uranium, dissolved mg/L 0.00063 0.0002 0.00063 Vanadium, dissolved mg/L < 0.010 < 0.01 0 Zinc, dissolved mg/L < 0.040 <0.04 0 Zirconium, dissolved mg/L < 0.001 < 0.001 0 Total Metals 0 Aluminum, total mg/L 0.1 < 0.050 0.56 0.56 560% Antimony, total mg/L 0.006 < 0.0200 < 0.001 00% Arsenic, total mg/L 0.01 < 0.0050 < 0.005 00% Barium, total mg/L 1 < 0.050 < 0.05 00% Beryllium, total mg/L < 0.0010 < 0.001 0 Bismuth, total mg/L < 0.0010 < 0.001 0 Boron, total mg/L 5 < 0.040 < 0.04 00% Cadmium, total mg/L 0.005 < 0.00010 < 0.0001 00% Calcium, total mg/L 55.3 29 55.3 Chromium, total mg/L 0.05 < 0.0050 < 0.005 00% Cobalt, total mg/L < 0.00050 < 0.0005 0 Copper, total mg/L 1 < 0.0020 < 0,002 00% Iron, total mg/L 0.3 <0.01 0.4 0.4 133% Lead, total mg/L 0.01 <0.0010 < 0.001 00% Lithium, total mg/L 0.0025 < 0.001 0.0025 Magnesium, total mg/L 12.7 6.7 12.7 Manganese, total mg/L 0.05 < 0.0020 0.023 0.023 46% Mercury, total mg/L 0.001 < 0.00020 < 0.0002 00% Molybdenum, total mg/L 0.0015 < 0.001 0.0015 Nickel, total mg/L < 0.0020 < 0.002 0 Phosphorus, total mg/L < 0.20 < 0.2 0 Potassium, total mg/L 0.35 0.5 0.5 Selenium, total mg/L 0.05 < 0.0050 < 0.005 00% Silicon, total mg/L 6.4 8 8 Silver, total mg/L < 0.00050 < 0.0005 0 Sodium, total mg/L 200 11.6 7 11.6 6% Strontium, total mg/L 0.177 0.1 0.177 Sulfur, total mg/L 15 15 Tellurium, total mg/L < 0.0020 < 0.002 0 Thallium, total mg/L < 0.0002 0 Thorium, total mg/L < 0.0010 < 0.001 0 Tin, total mg/L < 0.0020 < 0.002 0 Titanium, total mg/L < 0.05 < 0.05 0 Uranium, total mg/L 0.02 0.00064 0.0002 0.00064 3% Vanadium, total mg/L <0.01 < 0.0002 0 Zinc, total mg/L 5 < 0.04 < 0.04 00% Zirconium, total mg/L < 0.001 < 0.001 0 Volatile Organic Compounds (VOC) 0 Total Trihalomethanes mg/L 0.1 0.009 0.036 0.036 36% Total Trihalomethanes (as CHCl3) mg/L 0.036 0.036 Bromodichloromethane mg/L < 0.001 < 0.001 0 Bromoform mg/L < 0.001 0 Chloroform mg/L 0.008 0.036 0.036 Dibromochloromethane mg/L < 0.001 < 0.001 0

APPENDIX B

Permit to Operate

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April 01 , 2017 Effective Date Environmental Health Officer

June 02, 2017 Issue Date

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Turbidity monitoring shows the effectiveness of treatment and the integrity of the water supply. Monitoring is necessary to demonstrate and document the water quality within a water supply system and aid in determining the best type of

disinfection. The written WSMP should be developed by June 30 1 2008, and include timelines for monitoring equipment installation.

Review and update Emergency Response Plan annually: An Emergency Response Plan must be reviewed/updated and submitted to our office on an annual basis.

An updated Emergency Response Plan dated May 15, 2008, was recently submitted by Jennifer Besinger, Manager of Utility Setvices.

Provide long term plans for treatment, source and distribution system improvements: Develop a firm treatment plan that will enable the system to provide water that meets the 4-3-2-1-0 Drinking Water Objectives (see attached). We understand that there are numerous studies that may assist you in these efforts, and the funding for treatment improvements is in place:

The treatment design plan should be implemented by September 30, 2008.

Provide a Certified Operator to operate the system: Provide a Certified Operator with the appropriate classifications or take the required training for the classifications levels determined by the Environmental Operators Certification Program (EOCP). DWP Act Section 9.

Provide EOCP certification documents for operator(s) by June 30, 2008:

Operate according to your Cross Connection Control Program: A cross-connection control program is to be developed, with implementation dates indicating when various objectives in the program can be achieved. Enclosed is a copy of the BCWWA cross-connection control Best Management Practices Guide. Submit a draft cross connection control program by September 30, 2008.

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Submit a draft maintenance program by September 30, 2008.

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APPENDIX C

Summary of Local Geology

MEMORANDUM

TO: Rob Wall, P.Eng., Project Engineer (TRUE Consulting Ltd.)

CC: Dave Underwood, P.Eng., Project Director (TRUE Consulting Ltd.) Jake Devlin, P.Eng., Manager Public Works (Thompson Nicola Regional District)

DATE: April 17, 2018

FROM: Thierry M. Carriou, M.Sc., P.Eng, Hydrogeologist Perry B. Grunenberg, P.Geo., Geologist

PROJECT: 17010.1 TNRD Community Water Master Planning (TRUE Project No. 379-491 )

SUBJECT: SPENCES BRIDGE COMMUNITY WATER SYSTEM: GEOLOGIC OVERVIEW

Rob,

1.0 INTRODUCTION

TRUE Consulting Ltd. (“TRUE”) is currently preparing Water System Master Plans for several communities located within the Thomson Nicola Regional District (“TNRD”). TRUE has retained BC Groundwater Consulting Services Ltd. (“BCGW”) to provide a brief overview of area geology and hydrogeology for incorporation into these plans. Please refer to Figure 1 (below) for an overview of the current water system.

2.0 SCOPE

BCGW has reviewed available information from several sources and consulted our well / groundwater quality archives to develop an overall understanding of the local groundwater resources. Our geologist P. Grunenberg, P.Geo. reviewed original orthophotographs of the area and conducted a one-day site visit for the purpose of amending current publicly available information. Local drilling contractors were interviewed who regularly work in this area to support interpretations.

Figure 1 – TNRD Spences Bridge Community Water Supply Area

3.0 GENERAL SETTING AND SURFICIAL MATERIALS

The community of Spences Bridge lies within the Thompson Plateau, an area consisting of diverse types of terrain including semi-arid terraced valleys of the Fraser and Thompson Rivers. A variety of Quaternary sediments occurs in the area where a deep valley fill has been dissected and terraced by postglacial down-cutting.

Most of the Quaternary landforms and surficial materials of the area can be related to the last glaciation (Fraser) and to the effects of postglacial processes. Sediments related to pre-Fraser glaciation are preserved in valley-fill sediments that were not eroded during the final glaciation. Ryder provides an inferred relationship between the various sedimentary units, shown on Figure 1.

Ryder reconstructed the Quaternary history of the area as:

1. Glaciolacustrine sedimentation: deposition of silt and overlying sand with pods of gravel.

2. Glacial event: disturbance and erosion of earlier sediments and deposition of till.

3. Glaciolacustrine sedimentation: silt deposition up to at least 560 m-el.

4. Nonglacial erosional interval: fluvial erosion down to approximately 370 m-el.

5. Fluvial aggradation: gravel deposited up to at least 430 m-el.

6. Glacial event (Fraser Glaciation): excavation of Thompson Valley within older sediment to a greater width and depth than at present, and deposition of till.

7. Late Quaternary Sedimentation, including;

8. Glaciofluvial deposition: gravels deposited south of Cinquefoil Creek,

9. Glaciolacustrine sedimentation: silt and sand,

10. Non glacial erosional interval: fluvial down-cutting to within 30 m of present river level,

11. Glaciofluvial deposition: advance outwash and glaciofluvial gravels,

12. Glacial event: earlier sediments overridden and partially eroded,

13. Late glacial and postglacial events.

During post-glacial time, the Thompson River has become incised tens of metres below the late glacial lacustrine and outwash surfaces. Alluvial fans (Ff) have formed on old outwash surfaces, lake terraces, and on the post-glacial terraces. Fans were also deposited in most of the smaller valleys of the region. Landslides and colluvial blankets have developed on both bedrock and Quaternary sediments .

Figure 2 – Schematic diagram illustrating inferred interrelationship of Quaternary sediments in the Thompson Valley near Ashcroft (from Ryder 1976)

4.0 REGIONAL MAPPING INFORMATION (Province of BC)

Two areas of interest for water well development were included in the data collection. These were the area at the mouth of Nicola Creek where it enters the Thompson River within the Kumcheen IR1 lands, and an alluvial fan located within the area of the Spences Bridge Community Water System.

At Kumcheen IR1 lands, surficial materials are mapped as fluvial fan (F) deposits flanked by fluvial plain (FA) and glaciofluvial and colluvial terrace or fans that are gullied (FGt.Cf-V) deposits to the east, and colluvium or till over bedrock (M/R, C/R) to the west.

The Community Water System area north of the Thompson River is located within an area mapped as glaciofluvial deposits (FG) with a fluvial fan (F/F(A)) and undifferentiated (U) materials mapped to the east and colluvium/glaciolacustrine (C, LG) deposits to the west. To the north the materials are dominated by colluvium or till over bedrock, which are gullied (C(M)-V).

Figure 3 - BC Data Terrain Map

5.0 WATER WELLS (Registered, BCGW Archives and Mapped)

The BC Water Wells database indicates several wells within the Kumsheen IR1. Three of these wells are listed as Spences Bridge Community wells: WTN 86539, WTN 103981 and WTN 104056 (green dots on Figure 2). A summary table for these wells is provided in the table below.

The three community wells intersected a sequence of sand and gravel with boulders at or near surface with silty sand and gravel at depth. These materials are consistent with fluvial fan deposition. A clayey silt layer of substantial thickness was noted in well WTN 86539. This layer suggests that at that location, glaciolacustrine deposits underlie the fluvial fan, and may overlie older fluvial or glaciofluvial deposits of sand and gravel.

Table 1 - BCData Water Well Database Output

* BCData output is presented in practical groundwater units measured as water level depths in feet below ground and well yield as USgpm.

Two wells are located within the community proper (WTN 97171 and WTN 112481). These wells are positioned within an area mapped as glaciofluvial. The well logs for these wells are provided below. The wells intersected sand and gravel with clay and rocks or medium dense gravel to depth. WTN 112481 reports a yield of 30 gallons per minute. Several gravel layers were intersected in this well, with a substantial thickness of clayey silt from 15 to 23 m (49 - 75 ft) depth. The water depth recorded as 17 m (56 ft) suggests a source below the silt.

Table 1 – Wells located within the Spences Bridge Community

6.0 SITE RECONNAISSANCE AND GEOLOGIC SUMMARY

The BCGW geologist Perry Grunenberg, P.Geo. completed a site reconnaissance of the area on November 27, 2017. Two areas of interest were highlighted; the Kumsheen IR 1 area and the area of the Spences Bridge Community Water Supply. Waypoints (WPs) were marked by hand held GPS. The reference grid utilized was NAD 83 Zone 10. The production wells located on the Kumsheen IR1 lands are located on a terrace beside the Nicola River (Figure 4). The terrace may form part of a fluvial fan or fluvial terrace along the south side of the current river location. Another terrace was located above and to the west of this lower terrace. To the east, the surface rises with exposures of gravel, silt and clayey gravel till. Bedrock exposures were noted within the areas of till as well as on the uppermost slopes.

Figure 4 – Fluvial Terrace with Production Well Located on IR1 Rock

Till

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Figure 5 - Glacial Till With Bedrock Exposures, Overlying Glaciofluvial Sand and Gravel, East Side of IR1 The community area is mostly located upon glaciofluvial or fluvial terraces that parallel the Thompson River. The lowermost benches are fluvial plain deposits of the river. Exposures of very bouldery sand and gravel are located to the north of the community along the railway tracks below Highway 1 (WP238). These are likely glaciofluvial in origin, as is regionally mapped. An exposure at that location also reveals fine laminated clayey-silt layers of 5 to 10 metres thickness, with underlying compact gravel. This sequence, comprised of sand and gravel, overlying clay and silt, which in turn overlies compact gravel, is similar to that intersected in WTN 112481. Colluvial fan deposition was cut by Highway 1 directly above WP238.

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Figure 6 - Spences Bridge Community Positioned on Terrace, With Fluvial/Colluvial Fan In Background

Fan

Figure 7 – Fluvial Fan Cut by Highway 1

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Figure 8 – Sand And Gravel Overlying Silt, With Lower Gravel Layer Exposed

Cross-sections were derived from surficial material mapping and well lithologic logs. Sketch sections are provided below for the Kumsheen IR1 area and for the community area. At Kumsheen, the aquifer intersected at depth may be somewhat confined by clayey silt glaciolacustrine sediments. A similar assemblage of gravel underlying a confining silt layer is evident where wells were completed within the Spences Bridge Water System area.

Figure 9 - Nicola River at Kumsheen IR1 W-E Cross Section Sketch, Vertical Exaggeration x4

Figure 10 – Cross Section Sketch NW-SE Through Community Area, Vertical Exaggeration x3 7.0 CLOSURE

BCGW appreciates the opportunity to prepare this geologic summary.

Sincerely,

BC Groundwater Consulting Services Ltd.

Thierry M. Carriou, M.Sc., P.Eng. Hydrogeologist (1993)

TERRAIN CLASSIFICATION AND GEOLOGIC LEGEND

SURFICAL MATERIAL TERMS AND SYMBOLS

SUBSURFACE EXPRESSION TERMS AND SYMBOLS

GEOLOGIC PROCESS TERMS AND SYMBOLS