REGIONAL DISTRICT OF NORTH OKANAGAN REPORT NUMBER: 19P-00242-00
MABEL LAKE WATER SYSTEM MASTER WATER PLAN 2019
FEBRUARY 28, 2020 FINAL
MABEL LAKE WATER SYSTEM MASTER WATER PLAN 2019
REGIONAL DISTRICT OF NORTH OKANAGAN
FINAL
PROJECT NO.:19P-00242-00
DATE: February 28, 2020
WSP LANDMARK 6, SUITE 700 1631 DICKSON AVENUE KELOWNA, BC V1Y 0B5
T: +1 250-980-5500 WSP.COM February 28, 2020
Regional District of North Okanagan 9848 Aberdeen Road Coldstream, BC V1B 2K9
Attention: Zee Marcolin, General Manager, Utilities Dear Madam: Subject: Mabel Lake Water System – Master Water Plan 2019
Please find the enclosed Mabel Lake Water System – Master Water Plan 2019 for your use. This document includes: — Water quality characterization for source water; — Water use patterns and per capita demands using available consumption data; — Current and future service area population projections, based on input from the RDNO; — Updated hydraulic modelling results using the revised consumption rates and land use planning; — Treatment requirement considerations and review of Filtration Exclusion criteria; — Water conservation plan, asset management plan, and financial servicing plan with input from the RDNO (to be part of the final Report); and, — 20 year capital plan that includes both renewal and upgrade projects.
Yours sincerely,
Stephen Horsman, P.Eng. Project Manager, Water
SH/ab Encl. WSP ref.:
Landmakr 6, Suite 700 1631 Dickson Avenue Kelowna, BC V1Y 0B5 wsp.com
REVISION HISTORY
FIRST ISSUE – 75% DRAFT
November 3, 2019
Prepared by Reviewed by Approved By
Whitney Roe, EIT Stephen Horsman, Stephen Horsman, P.Eng., P.E. P.Eng., P.E. Stephenie Wong, EIT
SECOND ISSUE – FINAL DRAFT
November 29, 2019
Prepared by Reviewed by Approved By
Whitney Roe, EIT Stephen Horsman, Stephen Horsman, P.Eng., P.E. P.Eng., P.E. Stephenie Wong, EIT
THIRD ISSUE – FINAL
February 28, 2020
Prepared by Reviewed by Approved By
Whitney Roe, EIT Stephen Horsman, Stephen Horsman, P.Eng., P.E. P.Eng., P.E. Stephenie Wong, EIT
Project Name WSP Project No. Our Ref. No. December 2019 Client Page i
SIGNATURES
PREPARED BY
Stephenie Wong, EIT Date Project Engineer, Conveyance
REVIEWED AND APPROVED BY
Stephen Horsman, P.Eng., Date Project Manager, Water
WSP Canada Group Limited prepared this report solely for the use of the intended recipient, Regional District of North Okanagan, in accordance with the professional services agreement. The intended recipient is solely responsible for the disclosure of any information contained in this report. The content and opinions contained in the present report are based on the observations and/or information available to WSP Canada Group Limited at the time of preparation. If a third party makes use of, relies on, or makes decisions in accordance with this report, said third party is solely responsible for such use, reliance or decisions. WSP Canada Group Limited does not accept responsibility for damages, if any, suffered by any third party as a result of decisions made or actions taken by said third party based on this report. This limitations statement is considered an integral part of this report. As the digital file transmitted to the intended recipient is no longer under the control of WSP Canada Group Ltd., its integrity cannot be assured. As such, WSP Canada Group Ltd. does not guarantee any modifications made to this digital file subsequent to its transmission to the intended recipient.
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CONTRIBUTORS
CLIENT
RDNO General Manager, Utilities Zee Marcolin, P.Eng
RDNO Water Quality Technician Keiko Parker, AScT
RDNO Manager, Small Utilities James de Pfyffer
WSP
Project Manager / Senior Reviewer Stephen Horsman, P.Eng., P.E.
Project Engineers Whitney Roe, EIT Stephenie Wong, EIT Gaurav Ahuja
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TABLE OF 1 INTRODUCTION ...... 1 CONTENTS 1.1 Background ...... 1 1.2 Existing System ...... 1 1.3 Report Objectives ...... 3 1.4 Report Organization ...... 4
2 HYDRAULIC ANALYSIS ...... 5 2.1 Water Model Updates ...... 5 2.2 Design Criteria ...... 5 2.2.1 Distribution System ...... 5 2.2.2 Fire Protection ...... 6 2.2.3 Storage ...... 7 2.3 Population Projections ...... 8 2.4 Service Areas ...... 9 2.5 Water Demands ...... 14
3 EXISTING SYSTEM ...... 15 3.1 Average Day Demand ...... 15 3.2 Maximum Day Demand ...... 15 3.2.1 Maximum Day Demand and Fire Flow...... 15 3.3 Peak Hour Demand ...... 15 3.4 Storage Requirement ...... 15
4 FUTURE DISTRIBUTION SYSTEM ...... 17 4.1 Stage I ...... 17 4.2 Stage II – Build Out ...... 17 4.3 Storage Requirement ...... 18
5 WATER SUPPLY SOURCE ...... 20 5.1 Current Licensed Capacity ...... 20 5.2 Water Quality Monitoring Program ...... 20
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5.2.1 Program and Schedule ...... 20 5.3 Source Water Quality ...... 21 5.3.1 TOtal Coliforms and E. COli ...... 23 5.3.2 Turbidity ...... 25
6 WATER TREATMENT ...... 27 6.1 Treatment Objectives ...... 27 6.1.1 Filtration Exemption Criteria ...... 27 6.2 Existing Water Treatment System ...... 28 6.3 Basis of Design...... 30 6.4 Development of Options ...... 30 6.4.1 Treatment Technologies ...... 30 6.4.1.1 UV disinfection ...... 30 6.4.1.2 Filtration ...... 31 6.5 Treatment Siting evaluation ...... 32 6.5.1 Site Option 1: Existing Intake Pump Station ...... 32 6.5.2 Site Option 2: Enderby Mabel Lake Road ...... 34 6.5.3 Site Option 3: Mid-Level Reservoir ...... 36 6.6 Cost Estimates...... 37
7 WATER CONSERVATION STRATEGIES .... 38 7.1 Overview ...... 38 7.2 Current Water Conservation Measures ...... 38 7.3 Potential Water Conservation Measures ...... 38 7.4 Recommended Water Conservation Measures ...... 40
8 ASSET MANAGEMENT ...... 42 8.1 Asset Management Objectives ...... 42 8.2 Asset Inventory...... 42 8.2.1 Watermains ...... 42 8.2.2 Facilities ...... 43 8.3 Projected Asset Renewal Requirements ...... 44
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9 FINANCIAL ASSESSMENT AND RATE STRUCTURE ...... 45 9.1 Objectives ...... 45 9.2 Existing Rate Structure ...... 46 9.3 Proposed Rate Structure ...... 47
10 20-YEAR CAPITAL PLAN ...... 48
APPENDIX A – MODELLING FIGURES
APPENDIX B – WATER TREATMENT SITING SCHEMATICS
APPENDIX C – COST ESTIMATES
APPENDIX D – INTAKE WATER QUALITY MEMORANDUM (BY RDNO)
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TABLES TABLE 2-1: DESIGN CRITERIA ...... 6 TABLE 2-2: FIRE DEMAND CRITERIA ...... 7 TABLE 2-3: MLW POPULATION PROJECTIONS ...... 9 TABLE 2-4: MLW SERVICE AREAS ...... 12 TABLE 2-5: DEMAND ESTIMATES ...... 14 TABLE 3-1: RESERVOIR STORAGE REQUIREMENTS ...... 16 TABLE 4-1: RESERVOIR STORAGE REQUIREMENTS – STAGE I ...... 19 TABLE 4-2: RESERVOIR STORAGE REQUIREMENTS – STAGE II ...... 19 TABLE 3: ACTIVE MLW WATER LICENSES ...... 20 TABLE 5-4: KEY MABEL LAKE WATER SYSTEM SOURCE WATER QUALITY PARAMETERS ...... 23 TABLE 6-1: CT FOR 4-LOG VIRUS INACTIVATION AT VARIOUS FLOWRATES AND CHLORINE DOSE...... 28 TABLE 6-2: COMPARISON OF FILTRATION EXCLUSION CRITERIA AND CURRENT SYSTEM ...... 29 TABLE 6-3 ADVANTAGES AND DISADVANTAGES OF SITING OPTION 1 ...... 33 TABLE 6-4: ADVANTAGES AND DISADVANTAGES OF SITING OPTION 2 ...... 35 TABLE 6-5: ADVANTAGES AND DISADVANTAGES OF SITING OPTION 3 ...... 37 TABLE 6-6: CLASS ‘D’ COST ESTIMATES FOR TREATMENT PLANT SITING OPTIONS ...... 37 TABLE 7-1: POTENTIAL WATER CONSERVATION MEASURES ...... 39 TABLE 8-1: WATERMAIN INVENTORY ...... 42 TABLE 8-2: FACILITY INVENTORY AND REPLACEMENT COST (2019 $’S) ... 43 TABLE 9-1: OBJECTIVES FOR WATER RATES AND STRUCTURES ...... 45 TABLE 9-2: 2019 RATES AND FEES FOR MABEL LAKE WATER SERVICES (BYLAW NO. 2580) ...... 46 TABLE 9-3: MLW CONNECTION FEES ...... 46 TABLE 10-1: 20-YEAR CAPITAL PLAN ...... 49
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FIGURES FIGURE 1-1: EXISTING MLW WATER TREATMENT SCHEMATIC ...... 3 FIGURE 2-1: OCP DESIGNATIONS (ADAPTED FROM RDNO BYLAW NO. 2702 FIGURE 4, 2016) ...... 8 FIGURE 2-2: OCP DESIGNATIONS (ADAPTED FROM RDNO BYLAW NO. 2702 SCHEDULE C, 2016) ...... 10 FIGURE 2-3: SERVICE AREA OVERVIEW ...... 11 FIGURE 5-1: MABEL LAKE SOURCE WATER E. COLI COUNTS 2014 TO PRESENT...... 23 FIGURE 5-2: MABEL LAKE SOURCE WATER TOTAL COLIFORM LEVELS 2014 TO PRESENT ...... 24 FIGURE 5-3: MABEL LAKE SOURCE WATER TURBIDITY 2017 TO PRESENT ...... 25 FIGURE 5-4: MABEL LAKE SOURCE WATER UNFILTERED UVT FROM 2017 TO PRESENT ...... 26 FIGURE 6-1: MLW UV TREATMENT SYSTEM SITE OPTION 1 ...... 33 FIGURE 6-2: MLW UV TREATMENT SYSTEM SITE OPTION 2 ...... 35 FIGURE 6-3: MLW UV TREATMENT SYSTEM SITE OPTION 3 ...... 36 FIGURE 8-1: PROJECTED WATERMAIN RENEWAL LENGTH ...... 44 FIGURE 8-2: PROJECTED FACILITY RENEWAL COST ...... 44
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LIST OF ACRONYMS
ADD Average Day Demand ALR Agricultural Land Reserve CT Contact Time DCC Development Cost Charge DPG Dwelling Protection Grade FF Fire Flow FUS Fire Underwriter’s Survey IHA Interior Health Authority MDD Maximum Day Demand MLW Mabel Lake Water Utility PHD Peak Hour Demand PVC Polyvinyl Chloride RDNO Regional District of North Okanagan TWL Top Water Level
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1 INTRODUCTION
1.1 BACKGROUND
The Mabel Lake Water Utility (MLW) currently supplies disinfected water to the community of Kingfisher in the Mabel Lake area, within the Regional District of North Okanagan’s (RDNO) Electoral Area “F”. The area is characterized by residential, rural and agricultural lands with a highly seasonal population. The original water system at Mabel Lake was constructed in the 1970s, servicing primarily the Mabel Ridge Estates and the Original Air Park and was operated as a private utility. The system was expanded west with the development of the Mabel Lake Golf Course in 2003 when it was taken over by RDNO to maintain and operate. It was further expanded west to service the Kingfisher RV Park in 2005. The service population ranges from several dozen in the winter to over 1,000 in the summer months. In 2019, serviced properties are estimated to include 279 single family residential homes, 68 multi-family residential homes, 160 serviced RV campsites, 6 cabins, and a golf course with an estimated peak population of approximately 1,381 people. The Mabel Lake area has seen significant growth within the past fifteen years which has prompted questions as to whether their relatively rural water system can continue to support existing and proposed population increases. The ultimate build out population is anticipated to reach 2,740 people. Between 2018 and 20191, the average day demand for the area was approximately 281 m3/day, with approximately 68 m3/day in the winter time and 523 m3/day in the summer time. The area experienced a maximum day demand of 1,173 m3/day on June 26, 2018. The average per capita consumption is 203 L/day, significantly lower than the average consumption rates observed in other nearby BC municipalities. This lower than average unit consumption, but high MDD/ADD ratio reflects the highly seasonal population, without the high summer irrigation water usage seen in other BC Interior communities. This study addresses the current and future requirements of the system to provide guidance and direction on the operation, maintenance, capital works, infrastructure renewal, and resulting financial planning requirements to sustainably operate the utility.
1.2 EXISTING SYSTEM
The MLW water source is supplied from an intake in Mabel Lake, which was deepened in 2014. The 250 mm diameter intake pipe extends approximately 235 m southeast of the Lakeshore Pumphouse to an intake screen approximately 26 m deep. The intake delivers water to a clear well below the Lakeshore Pumphouse at an approximate elevation of 394 m, from where the water is pumped to the distribution system. Water treatment at the Lakeshore Pumphouse consists of primary disinfection with chlorine injected into the water main. Contact time is achieved in the 250 mm diameter transmission main prior to reaching the first water user. The chlorine is produced on-site using a solid calcium hypochlorite system. Since the intake was deepened the water quality has improved with a reduction in the annual Water Quality Advisories experienced in the past with the exception of turbidity exceeding standards during the extreme flooding events experienced in 2017 and 2018. The current water treatment practices do not comply with the Provincial Guidelines for treatment of surface water sources.
1 Consumption data prior to June 2019 is excluded for this report; data collected prior to this date was unusually high due to leakage at the Kingfisher Campground. The valves were repaired in April 2018 and water consumption returned to within regular levels. RDNO is continuing to pursue reducing avoidable water loss (leakage) as a means to further reduce water consumption.
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The Lakeshore Pumphouse has a separate building access door to a room with a pump owned and operated by the Mabel Lake Golf Course, with whom the intake and wetwell are shared. There is presently no formal agreement between the RDNO and the Golf Course for the shared use of the building and MLW infrastructure. We note that uncontrolled access to the wetwell poses a risk to the source water as well as the equipment in the building. The water system has approximately 11 km of watermain within its service area for transmission and distribution. The system was built between 1969 and 2016 and mainly consists of PVC watermain between 50 mm to 250 mm diameter. There are two pressure zones: o The 469 m pressure zone is fed by the Lakeshore Pumphouse and the Mid Level Reservoir (TWL 469 m); there is also a small bypass PRV (Dolly Varden Road PRV) which allows for circulation of water from the 518 m pressure zone to the 469 m pressure zone. o The 518 m pressure zone is supplied by the Lusk Lake Road booster station and the Upper Level Reservoir (TWL 518 m). The Lakeshore Pumphouse and the Lusk Lake Road booster station do not have onsite standby power. The reservoirs provide water by gravity during short power outages to prevent interruptions in water service. Portable generators are used for long term power outages to maintain system operation. The water system is not sized for fire protection, nor is MLW currently equipped to provide fire protection services.
A summary of the infrastructure at each facility is provided below. — Lakeshore Pump Station o 4.5 m x 4 m building (approximate) o A 250 mm diameter intake is located in Mabel Lake approximately 235 m from the wetwell at a depth of approximately 26 m; o Concrete wetwell below the building; o Calcium hypochlorite disinfection system located in separate room; o Two 15 HP Simflo raw water pumps and one 25 HP pump; o Associated electrical equipment; o Online analyzers including turbidity, and chlorine. — Mid Level Reservoir o Located on Lusk Lake Road East; o Inlet/outlet valve chamber room; o Top water elevation of 469 m with a total storage volume of 314 m3. — Lusk Lake Road Booster Station o 2 Duty/Standby 7.5 HP pumps; and, o 100 mm PRV valve to flow from upper reservoir. — Upper Level Reservoir o Located on Walker Road; o Top water elevation of 518 m with a total storage volume of 364 m3; o Remote kiosk housed in timber frame enclosure. — Dolly Varden Road PRV o 19 mm pressure reducing valve to bleed water from the upper reservoir service area to the mid-level reservoir service area. Figure 1-1 below outlines the existing water treatment and distribution systems for the Mabel Lake Water System.
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Figure 1-1: Existing MLW Water Treatment Schematic
1.3 REPORT OBJECTIVES
The objective of this report is to establish current and future requirements of the MLW system to provide guidance and direction on the operation, maintenance, capital works, infrastructure renewal, and resulting financial planning requirements to sustainably operate the utility. The overall objectives of the Master Water Plan study are as follows: — Project future water demands (20-year and build-out horizons) based on land use and potential development identified within the Kingfisher Local Area Plan (2012) and the Electoral Area “F” OCP (2004); — Evaluate the existing water system in terms of capacity and condition to meet existing and projected future water demands; — Assess the existing water license capacity and its adequacy of meeting existing and projected future water demands; — Develop water conservation strategies; — Examine and develop future water treatment options to meet Provincial and Interior Health Authority (IHA) requirements; — Develop cost estimates for the recommended improvement and infrastructure renewal taking into consideration capital, operating, maintenance, grants, rate structures and other contributions; — Review the equitability of the current rate structure;
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— Prepare a 20-Year Capital Plan describing the phased implementation of the Master Water Plan recommendations.
1.4 REPORT ORGANIZATION
This report discusses the following topics: — Section 2 – Hydraulic Analysis presents criteria for the hydraulic analysis, population projections, growth areas and estimates for future demands; — Section 3 – Existing System summarizes the results of hydraulic analysis conducted for the existing system under current demands; — Section 4 – Future System presents conceptual distribution system upgrades needed to meet future demands; — Section 5 – Water Supply Source discusses the water quality monitoring program and source protection and presents raw water quality and licenced capacities; — Section 6 – Water Treatment outlines water treatment regulations and objectives, and provides treatment options and a final recommendation; — Section 7 – Water Conservation Strategies presents current and potential water conservation strategies and provides recommendations for the MLW; — Section 8 – Asset Management examines existing infrastructure and presents a preliminary renewal plan; — Section 9 – Financial Assessments and Rate Structure evaluates the existing rates structure and finances and proposes methods of funding for capital works; — Section 10 – 20 Year Capital Plan presents timeline and costs for capital works recommended in this report.
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2 HYDRAULIC ANALYSIS
2.1 WATER MODEL UPDATES
The analysis for this study was completed using a water model developed from a Bentley WaterCAD model (last updated May 16, 2014), provided by the RDNO. The following updates were made for this study: — New watermains in the Mabel Lake Estates Subdivision were added to the water model based on record drawings by TRUE Consulting (May 2002). — The reservoir top water levels were updated to their respective top water levels, as reported by the RDNO (October 10, 2019). The initial water levels at the reservoirs were also updated to the lower range of the typical reservoir operating range. — Existing and future demands were updated and allocated to various service areas, based on estimated populations. This is further discussed in Sections 2.3 and 2.4. — Modelling scenarios were updated or created to model existing and future demands in the MLW, to be discussed in Sections 3 and 4. — The existing 2-15 hp pumps at the Lakeshore Pumphouse were updated to a design point of 7.6 L/s at 77.1 m TDH, based on the design point provided on the pump curve provided by RDNO (Simflo Pumps, 2008). — The existing 2-7.5 hp pumps at the Booster Station were updated to a design point of 4.4 L/s at 61.0 m TDH, based on the design point documented by RDNO (Facilities_Info_MLW.xlsx, 2019). The following assumptions and limitations were used in the water model updates: — The model has not been calibrated. — The watermains lengths are approximated using real world geometric data from the modelling software. — No changes have been made to the existing PRV settings; these values generally corresponded with the conditions reported by the RDNO. — No changes were made to the node elevations, unless otherwise discussed in this report. Any updates to the node elevations are based on contour elevation data provided by the RDNO (October 2019). — The C-factors for ductile iron watermains is 120 and PVC watermains is 130 (RDNO Bylaw No. 2650, 2013). All future watermains and any watermains that are not explicitly labelled in the existing model are assumed to be PVC. — The reservoir initial water level in steady state scenario is set equal to the lower boundary of the typical operating range provided by RDNO. Under typical conditions, the Mid Level Reservoir is operated between 80% and 90% full and the Upper Level Reservoir is operated between 70% and 80% full.
2.2 DESIGN CRITERIA
2.2.1 DISTRIBUTION SYSTEM
MLW uses the Greater Vernon Water Subdivision and Development Servicing Bylaw No. 2650 (Bylaw No. 2650) as a guideline for water distribution system design. Although the MLW is not subject to Bylaw No. 2650, the bylaw requirements are generally consistent with the other industry standards such as MMCD Design Guidelines (2014) or the Design Guidelines for Rural Residential Community Water Systems (2012). As such, Bylaw No. 2650 is used as the basis of the design criteria used in this study.
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Table 2-1 presents a summary of the relevant design criteria used in the Master Water Plan. Note that existing demands for this study are assigned using historical demands provided by the RDNO, and future demands were estimated using demands outlined in the Bylaw No. 2650. Table 2-1: Design Criteria
EXISTING2 FUTURE
Daily Demands
Average Day Demand (ADD) 203 L/capita/day 700 L/capita/day
Maximum Day Demand (MDD) 849 L/capita/day 1,440 L/capita/day
Peak Hour Demand (PHD) 1,274 L/capita/day 2,160 L/capita/day
Maximum Velocity
Maximum Velocity at PHD 2.5 m/s
Maximum Velocity at MDD + FF 4.0 m/s
Design Pressure
Maximum Static Pressure 1030 kPa (150 psi)
Minimum Static Pressure 275 kPa (40 psi)
Minimum Residual Pressure at PHD 200 kPa (29 psi)
Minimum Residual Pressure at MDD + FF 140 kPa (20 psi)
2.2.2 FIRE PROTECTION
The existing water system is not sized for fire protection, nor does MLW currently have people or resources to provide fire protection. Due to the seasonal population, staffing firefighters is particularly challenging in the winter period. However, there may be interest or a need to provide fire flows in the future. As such, this analysis considers both including and excluding fire protection for the water system. The Fire Underwriters Survey (FUS) has established the Dwelling Protection Grade (DPG) program, a fire insurance classification based on the ability of a community to provide effective fire protection in small buildings. The DPG is based on a number from 1 to 5, where a DPG of 1 represents exemplary fire protection and a DPG of 5 indicates the area’s fire suppression program does not meet the minimum criteria to be recognized for fire insurance grading purposes. The DPG met by a community may have implications on insurance rates and premiums. MLW can currently be considered as having a DPG of 5, where the water supply system does not meet FUS fire protection requirements, there is no apparatus available to provide response, and there are no fire fighters available. Without upgrading the existing water system to meet FUS fire protection requirements, the maximum DPG that can be met is 3B; this is subject to the MLW establishing a fire department with adequate equipment and apparatus, training and access to approved water supplies, and a minimum of 15 auxiliary firefighters. The increment between a
2 Daily consumption data between June 2018 to September 2019 (RDNO, October 2019). Peak hour demand is estimated as the actual maximum day demand multiplied by a peaking factor of 1.5, per the demand ratios used in Bylaw No. 2650.
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DPG of 3B and 3A is the improvement of the water supply system to meet the minimum requirements of FUS; the FUS requirements for fire flow demands and fire storage are described below. Achieving a DPG higher than 3A is likely infeasible for MLW because it requires achieving a Public Fire Protection Classification of Class 6 or better and at least one on-duty career fire fighter at all times and an off-duty fire chief or other officer, in addition to auxiliary fire fighters. Fire flow demands and fire storage requirements are based on the minimum required fire flow outlined in the RDNO Subdivision and Development Servicing Bylaw No. 2650 and the design duration as required by the Fire Underwriters Survey – Water Supply for Public Fire Protection 1999. These requirements are summarized in Table 2-2 below: Table 2-2: Fire Demand Criteria
DESIGN LAND USE FIRE FLOW (L/S) DURATION (HR) FIRE VOLUME (M³)
Single Family Residential 60 1.5 320
Low - Medium Density Residential 90 2.0 650
Light Industrial / Commercial 90 2.0 650
High Density Residential 150 2.0 1,080
Industrial 200 2.5 1,800
Based on the current and future land use, the minimum required fire flow ranges from 60 L/s to 90 L/s for Single Family Residential and Low-Medium Density Residential/Light Industrial/Commercial uses. As such, the required fire storage volume is 650 m3.
2.2.3 STORAGE
Reservoir storage provides equalization of demand fluctuations, emergency flows, and fire flows. The total required storage is the sum of the Balancing Storage, Fire Storage and Emergency Storage (Bylaw No. 2650 Section B.12.7, 2013), where: — Balancing Storage = 0.25 day x MDD o Balancing storage will allow treatment facilities, transmission mains and pump stations to be designed to meet or exceed the MDD by equalizing demand fluctuations. — Fire Storage = highest fire demand for area for time span specified by Fire Underwriters Survey (FUS) guidelines. o Fire storage is the volume reserved in the reservoir to fight fires in the service area. If fire storage is required, the fire storage volume for MLW is 650 m3, as discussed in Section 2.2.2. — Emergency Storage = 0.25 x (Balancing Storage + Fire Storage) o Emergency storage provides coverage during interruptions in supply and contingency in case of unexpected demands. The required storage should be adequate to supply the demands of the pressure zone. However, the storage volume can be reduced if emergency storage and fire protection can be supplied from a higher elevation reservoir. Balancing storage should be supplied from the local elevation.
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2.3 POPULATION PROJECTIONS
The MLW Master Water Plan considered short-term community population and possible long-term population growth. The Electoral Area “F” Official Community Plan (RDNO Bylaw No. 2702, 2016) discusses the long term growth strategy for the area and projects slow growth in the overall Electoral Area “F” over the next 20 years, with annual growth of approximately 0.19%. Growth is limited by the RDNO’s growth management objectives of urban containment and rural protection, ALR designations, and RDNO-established Rural Protection Boundaries. The Regional Growth Strategy also sets out possible growth areas for the Kingfisher region and has identified the west side of the Kingfisher community as a growth area. This is illustrated in the figure below:
Figure 2-1: OCP Designations (Adapted from RDNO Bylaw No. 2702 Figure 4, 2016)
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The typical approach when defining the planning horizon for a water system is to size mechanical equipment for a 20-25 year horizon and size major infrastructure for a further stage of development. The following planning horizons are used for this report: — Stage I – 20 years: This matches the planning horizon requested by the RDNO and will form the basis of rate setting for the utility. — Stage II – Build-out: In the case of a smaller community, such as Kingfisher, the total build-out of the community is typically Stage II. The current population is approximately 1,381 people, based on the number of developed units, as identified by the RDNO, and a population density of 3 capita/unit for single-family units and 2 capita/unit for multi-family units. The build-out population was estimated using a similar approach, using the total number of future lots available to the community. The resulting population projections are presented in Table 2-3, and further detailed in Section 2.4. Table 2-3: MLW Population Projections
HORIZON POPULATION
Current 1,381
Stage I - 20 Year 1,650
Stage II - Build-out 2,740
2.4 SERVICE AREAS
The service areas for the MLW are located on north side of Mabel Lake, to the east of the Shuswap River. The population in each service area was estimated based on the number of units located within each service area and the assumed population density. Potential expansion areas to the existing water system are identified in the 2013 Official Community Plan (OCP). These areas include north of Lusk Lake and the west side of the Mabel Lake shore. The estimated populations for these areas are estimated based on current land use; future changes to land use within the service areas have not been considered and should be updated in future population projections should they occur. An excerpt from the OCP is shown in Figure 2-3. Figure 2-3 shows the location of each service area. Table 2-4 describes the service areas and provides the estimated population for each design horizon.
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FIGURE 2-2 i 181-15710-01 #210 - 889 Harbourside Drive v
i 1:17,000 @ Letter Tel (604) 990 4800 s Date: i Fax (604) 990 4805 o n 0 140 280 January 2020 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, MR ABEL LAKE WATER SYSTEM | MASTER WATER PLAN This drawing and its contents are the property of WSP Canada Group Ltd. Any d IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. SERVICE AREAS Meters SW SH
Path: \\ca-nvr-win01\OIC\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure 2-2 - Service Areas.mxd UNSURVEYED CROWN LAND TP.19 RGE.6 W6M MABEL
28 27 26 25 Licence file 0218704
Licence file 333521 Ü Licence file 0237775
Kingfisher
1
14.410 ha
2 PLAN 30781
35.450 ha
P. 14895 LH 1 PLAN 33992 REGIONAL DISTRICT OF LH CR 7.2 00h a 1 NORTH OKANAGAN BEATTIE RD KAP46543 Creek CR TP. 19 RGE. 5 W6 7.2 08h a 19 20 21 22 23 24 19 A 2 P. 4932 PLAN 31128 ELECTORAL AREA F STONEY RD SEC. 24 1 1 2
64.345 ha 51.974 ha 1 PLAN 31506 TSUIUS CRD CRD OFFICIAL COMMUNITY PLAN 3 CR 1 NARROWS KAP49953 PLAN 31128 KAP74165KAP741 66 CROWN LAND BEATTIE RD P.4932 A17841 3 Schedule C - Detail 5 4 4 TP. 19 RGE. 6 W6M LOT 1 A PLAN 31506 P.33381 P. 34252 1 PLAN 16863 Tsuius H14895 4.140 ha. Creek LA P4932 TP.19 RGE.6 W6 ROAD (Mabel Lake) 3.173 ha. PA PLAN 30276
Kingfisher
ROAD General Land Use LOT 2
54.30952.780 ha ha A PLAN 24188
12.175 ha PLAN 28618 1
56.860 ha KAP45386 L1 8.0 94h a NU 20.570 ha Creek To Accompany Official Community
CROWN LAND NU 1 A P14461 35084 Plan Bylaw No. 2702, 2016 2 ROHAN - PETERS 1 ROHAN - PETERS KAP11817 2.2 91 ha TP.19 R.6 W6 1 P.11818 1 P10559 SH 1 L u s k 32.376 ha P20737 P.6252 1 MABEL LAKE FOREST SERVICE ROAD NU 3.3 02 ha L a k e NU SH 1 P.11248 B2066 2.3 55 ha H14894 P SH LOT 1 1 KAP2656 C R/W LEASE 0263225 NU A SH P.22021 L2 PLAN 24188 1 FP A KINGFISHER RD KAP76295 P.21255 2.7 88h a P.2656 1 P.6652 P.18810 2 1 FP LUSK LAKE RD KA P 7 2766 P.5245 6 KA P 7 2767 1 5 15 2 CR 13 7 13 LEGEND 18 17 16 1 14 KAP57802 P.18810 PA 8 4 L3 SH 1 FP 2 P 41975 2 A 1 10 P. 5441 PLAN 33257 NU FRAC. SH 40 3 SH P KAP70797 12 SKOOKUMCHUCK RAPIDS PARK 14
5 33257 PLAN 3 32 3232 15 KAP578 03 8.4 70h a KAP70626 KAP708 08 31 31 LUSK LK RD E 2 REM SW1/4 Not constructed R Lusk 16 NU 4 30 30 32.457 ha 4 33 29 29 A18601 1 SW 1/4 35 28 28 17 7.9 50h a KAP70625 18 16 P 27 27 ENDERBY MABEL LAKE RD SH 5 KAS2501 NU 26 26 W25 CHAINS OF SE1/4 19 PH. 251 25 3 29 20' EASEMENT 24 KA P 7 3113 KAP47348 KAP825 54 24 A11369 Licence file 72109 KAP SEC. 14 23 23 77 COM M ON 22230 OCP Designations 6 PR OPERT Y 1--P.20285 P. 5245 P. 33257
CRD COM M ON PRO PERT Y PH ASE 2 A18601 RESERVOIR 7.2 50h a 22 22 COM M ON 76 ROAD MABEL RIDGE RD R B A PR OPERT Y 3402670 89 WALKER ROAD A 3 89 21 21 PH ASE 2 75 74 73 72 26 9090 KAS2501 7071 69 CRD KAP86121 E. 1495 Ft. 91 KA P 7 3112 20 20 8.8 32h a NU P10680 91 KA P 7 2769 KAP 72770 33 68 A 92 KAP 73297 1 24.700 ha 4 92 8888 19 19 67 SE 1/4 SH 93 34 93 Licence file 8787 18 18 KAS2501KAS2501 A 6 9494 PH. 2 KAP 72842 35 66 KD97518 8 23 PLAN 2 86 17 17 KAP 73110 50 POTRIE RD P.42213 Licence file 86 49PH. 2 30 23 7.1 50h a 3402136 3402137 1 9595 36 51 65 2 22592 2 85 85 16 16 343737 A 64 PLAN 22230 9696 37 PR OPERT Y 48 52 R KAP7 27 65 7.2 30h a KAS2501 15 15 Creek KAP 73111 29 P.12770 A
PR OPERT Y 63 R KAP7 27 65 83 KAP47348 9797 83 14 14 38 47 53 21 KAP72128 BEATTIE RD AIRSTRIP 62 COM M ON 82
COM M ON 26 Agricultural 98 82 46 54 R 4 SH 98 PR OPERT Y 13 13 39 28 PH ASE 2
Licence file PR OPERT Y 61 A 99 81 81 12 (NOTMAINTAINED) 12 99 100 40 45 55 100 80 80 COM M ON 60 331214 100 101 11 101 11 56 25 41 44 VARDEN 101 102 7979 59 27 P.32752 102 10 COM M ON 18 17 102 103 10 42 43 57 58 1 CAWLEY RD 103 7878 24 1 60.219 ha 103 104 99 PCL. B 1 104 9 CG9012/1161
P.14774 Licence file PH ASE 1 104 105 88 TAXI-WAY 19 RIVERMOUTH ROAD 105 8 20 FP 105 Licence file 344582 KAP 56407 20 41 42 24 106 7 3405818 A Frac. SE1/4 SEC 16 R 106106 77 KAP7 30 23 KAP47348 B KAP7 30 22 KAP 60069 18 KAP 67682 43 KAP20152 KAP735 39 30.5ha 6 13 1 2 6 6 17 39 44 KAS2501 KAP 76903 22 17 PCL. A 6.1 98h a 14 5 5 38 KAP 58523 A KH76856 EPP10962 ENDERBY 16 23 A KAP7 36 71 4 4 KAP 53617 KAP7 36 71 4 46 Commercial 1 15 24 P.39037 C 36 2 333 KAP 50932 A CR PLAN 29460 KAP 56421 1 7.2 10h a 2 C 12 1 2 KAP45947 5 P L A N 2 0 1 5 2 R KAP7 36 71 11 2 13 26 34 KAP7 30 21 KA P 7 2768 4 A 27 DOLLY ADAMS RD (UNDEVELOPED) KAP7 36 71 KAP 67586
86121 PARKWAY RD CESSNA RD. D 28 1 3.0 27h a (C OV) KAP6007 0 12 32 B PL AN B7593 Bldg.4 (S L 49-60) 2 7 8 4 P KAP816 65 C Licence file 1 11 3129 4
KAP90444 P.2790 A 3401118 27 28 KAP 92118 C 2 KAP 66097 P. 2790 PH .3 10 1 Bldg.1 (S L 1-12) KAP 62694 KAP 62694 P.2790 B KAP90443
2 P.11397 P.DD251938F 3.6 42h a MABEL SEC. 8 3 E AG ER SEW KM 086618 KAP 47282 Frac. NE1/4 REM R SEC. 7 10 B4766 KAS303 3 12 KAP 7 5
FP PL. LAKEVIEW 18 58106 10 P.20380 Lying North 6 KAP 62962 A A 3 Licence file Bldg.2 (S L 13-27) WATER BC SEW ERAGE Future Commercial (C OV ) KAP 47996 3412512 KM0 86 618 B R SIMARD RD. of River Licence file 11 4 6 KAP 50446 4 KAP 51983
R KAP 65899 4 R 0242859 KAS226 1 SH PL. KAP 48054 34531 A 69.363 ha MABEL LAKE KA P 6 0070 3 7 ENDERBY MABEL LAKE RD 2 Bldg.3 (S L 28-48) 1 2 ABC 5 28.7ha KA P 7 5209 P.22554 FP A KAP 71571 KA P 6 2695 P. 2790 KA P 7 1655 C P.12210 5610 19 25 KAP 81268 KAP626 94 ROAD ABCD F P.18111 R 1 KAP72128 LAKE 33 2 KAP 62695 1 2 3 KAP 54711 KAP694 63 LARGE RD P.2790 3 1 91696 3029 1 EPP10962 1 P 2 0 2 4 KA P 7 5219 4 A9420 21 22 2 54713 COM M ON R A1 804 9 1 LEIGHTON RD ZEMLA RD. 11 12 P L A N KAS1617 P. 87735 P. 17880 2 3405756 Licence file 7 A B R PCL. A 3406490 Parc el A PLAN 2024 3409142 41655 R S14237F R Country Residential Licence file 8 346844 64.509 ha 64.509 ha R R FILE#3409864 47.228 ha 1 P5194 LH 2.6 59h a R Licence file 0237952
A NE1/4 SEC 9 PLAN 12547 A 1 Industrial 2 Licence file 84 0237952
ROAD S1/2 NW1/4 SEC 9 KAP72128 R 11068 P. P. 5194 P. R 88 71.187 ha 13 14 Licence file Large Holding 89 0239479
SUBDIVISION
7 8 9 10 22 5194 P. R 23
25
LAKE
PLAN PLAN 11068 26 Non Urban
PLAN PLAN 7720 100 R
PC L. Z K1 7110 SW1/4 SEC 9 SE1/4 SEC 9 R MABEL 37
PLAN 1 AM D. 38 DD.A6 371 Parks 2 PL A N 2899 9 64.914 ha 3 P.15165 64.914 ha 64.914 ha 43 65.157 ha 4 P. 7720
5 P.11068 L.23-83; PLAN 7720 14015 6 R 49 7 50 AM D. 51 Future Park DD.H6 06 12 F
AM D. 52 DD.H6 06 12 F
T.P. 19 R6 W6 56
R P.7720 61 M A B E L 62 Future Park (general location)
1 A KAP45913 KAP72128 2717 5 R 1 L A K E 2 KAP49650 kj
P.772073 74 PA CR Residential
P.7720
R 83 C CROWN 3400725 1B 3400705 LAND KAP88597 Small Holdings
Transportation Corridor
Creek LH Comprehensive Resort Development 3400691 6 3400742 A 5 4 3400688 R
3409919 Public and Assembly RECREATION RESERVE
P NU School TWP 19 RGE 6 W6M S A
Delorme Future Road
ALR
3400687 A A R 3400689 R 3400760 B KAP48378 Map Sheet Boundaries
C
H i d d e n 1 A L a k e 44.300ha KAP85851
LH KAP85852 LH
L FP
3400874 SEC. SEC. PA R 3400893 F.S.R. SH P.40978 2 31 32 30.500ha CR KAP85851 P SH Schedule “C” to accompany Regional District A R SH of North Okanagan “Electoral Area “F” Official FP SH Community Plan Bylaw No. 2702, 2016” A8452 TP.18 RGE.6 W6M KAP65601 P (COV) I hereby certify the foregoing to be a true and correct CRD copy of Schedule “C” attached to and forming part of
KAP65601 Bylaw No. 2702, 2016 cited as “Electoral Area “F” A (COV)
33.540ha CRD KAP65602 R Official Community Plan Bylaw No. 2702, 2016” as P SH ADOPTED by The Board of Directors on the ____ day R R of ______, 2016. SH CRD R CRD Dated at Coldstream, BC this __ day of ______, 2016. FOREST ROAD
______Torrent R Corporate Officer FP C Creek
R R C LH CR C Note: The Agricultural Land Use Designation is generally consistent with ALR P C R R R boundaries. As this is a representation of ALR designations, refer to the R FP maps retained by the Agricultural Land Commision for exact boundaries. FP CRD R R SH B 333251 A Designations within the area of Schedule B1 / B2/ B3 / B4 / B5 / B6 shown 3400763 R R on Schedule B are for information only. Official designation for the areas of R R R C Schedule B1 / B2/ B3 / B4 / B5 / B6 are shown on those schedules. P R TOWNSHIP 18 RGE. 6 W6M R P R
LH 1:20,000 @ 24" x 36" R 1:7,500 0 0.5 1 1.5 Kilometers
Smyth Map Printed : * Map Produced : *
F:/RDNO_Data/GIS/______/______/______
Creek
3400507 D
Table 2-4: MLW Service Areas
CURRENT 20 YEAR BUILDOUT AREA DESCRIPTION POPULATION POPULATION POPULATION 276 324 324 Mabel Ridge Mabel Ridge Estates is the farthest east Estates development in Kingfisher and makes up the upper pressure zone. This area consists of 108 lots, 92 of which are currently developed. The areas north and east of the Mabel Ridge Estates is crown land, which is not part of the Master Water Plan.
50 75 75 Mabel Lake Mabel Lake Estates Subdivision is located on Estates the west side of the Kingfisher Community, Subdivision west of the Original Air Park. The area was developed in 2015 and contains 25 lots. There are currently only two occupied houses. The remaining lots are seasonally occupied trailers, with option to upgrade to housing in the future.
33 78 129 North The North Lakeshore is located along Mabel Lakeshore Lake, from the Shuswap River to the east boundary of Kingfisher. This area consists of 43 lots, 11 of which are connected to the water system. The remaining lots are either undeveloped or are not yet connected to the water system and not within the current service area boundaries.
138 141 141 The Original The Original Air Park is located on the south- Air Park east side of the airstrip. The area consists of 47 lease lots, one is undeveloped.
6 29 75 Lusk Lake The Lusk Lake subdivision is located on the Subdivision south shore of Lusk Lake and consists of five large lots. There are currently two houses connected to the water system in this area. There is potential that these lots will be subdivided and connected to the water system; it is assumed the lots will be subdivided to maximum of 25 single-family lots.
215 271 643 Mabel Lake The Mabel Lake Holiday Centre (Resort) Holiday includes 90 campsites, six cabins, a store, a Centre marina, and three houses. This area could ultimately provide housing to over 643 residents, based on current land use and typical population densities.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 12
CURRENT 20 YEAR BUILDOUT AREA DESCRIPTION POPULATION POPULATION POPULATION 175 214 214 West The West Airpark area includes 60 apartment Airpark units, 26 SF lots, and 8 multi-family units and is located above the west end of the North Lakeshore properties. 13 lots, the apartments and the multi-family units are currently occupied. Future development could include an increase in population in this area.
312 318 318 Golf Course The Mabel Lake Golf and Country Club is located in the centre of the Kingfisher Community. There are 106 strata lots and a golf clubhouse. 104 lots are currently occupied. Golf course irrigation is served by a separate non- potable water system. The water intake pipe is shared with MLW, but a dedicated pump is installed in a separate room of the Lakeshore Pumphouse.
176 200 200 Enderby - The Enderby - Mabel Lake Road area includes Mabel Lake approximately 20 properties and Club Road Kingfisher which includes 70 campsites. 12 of the properties are currently connected and all of the campsites are occupied. This area is currently commercially zoned.
0 0 330 Westside The Westside Lakeshore is located to the west Lakeshore of the Shuswap River, along the shore of Mabel Lake. The area is comprised of seasonal residential lots as well as Camp MacKenzie. There is no public road access to the area, although there is a road through private land, which is not available to the public. This area is fully developed, with approximately 110 properties in this service area (Kingfisher Liquid Waste Management Plan Stage III page 1, 1999). This area is currently not serviced by the MLW, although there may be a desire to connect in the future.
0 0 9 Non-Urban - Based on current zoning and anticipated land Enderby use, this area has the potential for up to 3 Mabel Road parcels.
0 0 282 Country Based on the current zoning and anticipated Residential - land use, this area has the potential for North of approximately 94 2-hectare parcels. Lusk Lake
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 13
CURRENT 20 YEAR BUILDOUT AREA DESCRIPTION POPULATION POPULATION POPULATION 0 0 0 Kingfisher The properties on Kingfisher Road are currently Road part of the Agricultural Land Reserve and connection to the MLW is considered to be cost prohibitive without rezoning the area to a higher density land use. The properties are currently serviced by wells and are not expected to connect to the MLW; this service area is not included in the analysis.
Total 1381 1650 2740
2.5 WATER DEMANDS
The current base water consumption within the MLW is approximately 203 litres per capita per day (L/c/d) based on the current population and consumption3; this value includes the low consumption experienced during the winter period and may not be representative of typical demand. The current maximum daily demand of 849 L/capita/day represents the peak daily usage and is more representative of the demands observed during the summer period. These values are lower than the average day demand of 700 L/c/d and maximum daily demand of 1,440 L/c/d, as defined in the Bylaw No. 2650. In contrast, the Rural Residential Water Systems Design Guidelines recommends demand estimates based on a MDD of 230 L/c/d with additional demands for irrigation and site specific usage. It also recommends that measured demands should be used for analysis where available. As such, the existing demands are estimated using measured water consumption, and demands for future growth are estimated using values from Bylaw No. 2650. Table 2-5 presents the flow rate projections for Stage I and Stage II in the MLW. Table 2-5: Demand Estimates
AVERAGE MAXIMUM PROJECTED DAILY DAILY PEAK HOUR HORIZON POPULATION DEMAND DEMAND DEMAND4
Current 1381 3.3 L/s 13.6 L/s 20.4 L/s
Stage I - 20 Year 1650 5.4 L/s 18.1 L/s 27.1 L/s
Stage II - Build-out 2740 14.3 L/s 36.2 L/s 54.3 L/s
3 Daily consumption data between June 2018 to September 2019 (RDNO, October 2019). 4 Estimated using a PHD/MDD peaking factor of 1.5, based on the PHD/MDD ratio used in Bylaw No. 2650.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 14
3 EXISTING SYSTEM
The existing system was modelled to assess the baseline conditions for the demand scenarios discussed below. Figures illustrating the results from the analysis are enclosed in Appendix A.
3.1 AVERAGE DAY DEMAND
The available pressure criterion under the ADD scenario is met in all areas under the existing system, except for the area on Walker Road, immediately west of the Upper Level Reservoir. This area is located at a higher elevation and available pressure is limited by the static head from the reservoir. The available pressure can only be improved marginally with watermain upgrades unless the water level in the reservoir can be increased.
Refer to Figure A-1 for more details.
3.2 MAXIMUM DAY DEMAND
Similar to the ADD scenario, the available pressure criterion under the MDD scenario is met in all areas under the existing system, except for the area on Walker Road immediately west of the Upper Level Reservoir, which is limited by the static head from the reservoir. Refer to Figure A-2 for more details.
3.2.1 MAXIMUM DAY DEMAND AND FIRE FLOW
The existing water system is unable to provide the required fire flows under the MDD scenario. The central areas of the water system near the Golf and Country Club and the Holiday Centre are able to provide fire flows between 40 L/s to 55 L/s. The remainder of the system has available fire flows lower than 33 L/s, and as low as 0 L/s. This can be mainly attributed to the small diameter watermains which distribute water across and to the extents of the water system. To meet fire flow requirements throughout the system, approximately 4.5 km of the existing 11 km of MLW watermain would require upsizing (Projects D-1 to D-5 in Section 10). Both reservoirs will require additional storage to provide fire storage (Projects S-1 and S-2, Section 10). As part of this upgrade, the minimum water level at the Upper Level Reservoir should be at least 519.6 m to meet fire flow requirements.
Refer to Figure A-2a for more details.
3.3 PEAK HOUR DEMAND
Similar to the ADD scenario, the available pressure criterion under the PHD scenario is met in all areas under the existing system, except for an area on Walker Road in the immediate vicinity of the Upper Level Reservoir, which is limited by the static head from the reservoir. Refer to Figure A-3 for more details.
3.4 STORAGE REQUIREMENT
The MLW currently has a treated water storage capacity of 678 m³ (314 m3 at the Mid-Level Reservoir, 364 m3 at the Upper Level Reservoir). If fire protection is not required, the existing water storage capacity meets current requirements.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 15
If MLW would like to achieve a DPG of 3A and fire storage is required, the land use in the MLW can be classified as medium-density residential for the 469 pressure zone and low-density residential for the 518 m pressure zone with required fire storage volumes of 650 m3 and 320 m3 respectively. Additional storage volume is required at both reservoirs to meet fire storage requirements (Projects S-1 and S-2, Section 10). With the construction of additional storage, it is recommended that the TWL elevations should also be increased as part of these projects to provide additional static head at the reservoir to assist in supplying the required fire flows. Table 2-6 presents the treated water storage requirements for the MLW. Table 3-1: Reservoir Storage Requirements
MID-LEVEL (469 M) RESERVOIR UPPER LEVEL (518 M) RESERVOIR
Description Without Fire Storage With Fire Storage Without Fire Storage With Fire Storage Balancing Storage (m³) 235 m3 235 m3 59 m3 59 m3
Fire Storage (m³) 0 m3 650 m3 0 m3 320 m3
Emergency Storage (m³) 59 m3 221 m3 15 m3 95 m3
Total (m³) 294 m3 1,106 m3 73 m3 473 m3
Available Storage 619 m3 (1) 619 m3 (1) 364 m3 364 m3
Storage Deficit NA 487 m3 NA 109 m3
(1) The calculated available storage includes the Upper Level Reservoir storage capacity less balancing storage and assumes Upper Level Reservoir storage cascades to Mid Level Reservoir. The Lakeshore Pumphouse and booster station do not currently have on-site standby power and the reservoirs have come close to being depleted during previous long-term power outages. Providing additional storage volume can also be considered to prevent water shortages during power outages, which are an ongoing concern for MLW. Alternatively, on-site standby power can be installed at the pumping facilities to prevent interruptions to the water supply. If additional storage volume is provided, the turnover in the reservoirs should be considered to prevent stagnation of the water supply. The sanitary lift station and disposal system does not have emergency backup power and is at risk of overflow/surcharging if additional storage or backup power is only provided for the water system. As such, the need to maintain water service must be balanced with the risk of overflowing the sanitary system. The RDNO should consider providing on-site standby power for the lift station and updating emergency procedures to address the risk of overflowing the sanitary system. Provision of standby power for the sanitary collection system could be prioritized ahead of the water system.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 16
4 FUTURE DISTRIBUTION SYSTEM
As described in Section 2 and 3, the area is anticipated to experience additional growth and development both as infill and service area expansion. The following sub-sections discuss the upgrade scenarios developed to serve future development, accommodate growth and meet existing design criteria.
4.1 STAGE I
In addition to population growth in existing service areas, the Stage I planning horizon will likely see the water system extended along the North Lakeshore to serve additional houses. This project was added to the water model as Project D-6 in Section 10. If fire flows are not required, the design criteria continue to be met under all scenarios, with exception to the area directly upstream and downstream of the reservoir, where static head is limited. No further upgrades are required to accommodate population growth under the Stage I scenario. Fire flows cannot be met throughout the system under maximum day demand. If fire protection within the system is required, additional storage upgrades are required at both reservoirs to increase the operating range of the reservoir and provide fire storage (Projects S-3 and S-4).
4.2 STAGE II – BUILD OUT
The Stage II planning horizon will include population growth in existing service areas and connection of currently unconnected or undeveloped lots. As such, improvements to the existing water system may include extending the water system to Westside Lakeshore, the non-urban parcels on Enderby Mabel Road, and the country residential parcels north of Lusk Lake. These projects are shown as Project D-7 to D-10. If fire flow is not required, additional storage is required at the Mid Level Reservoir to meet increased demands, which could be located at the existing Mid Level Reservoir5. Although additional storage will not be required at the Upper Level Reservoir, however, the future service area of northeast of Lusk Lake is expected to experience low pressures under the future demand condition. The development is anticipated to be limited at this location and use of local point of entry booster pumps may be the most economical method to address this issue. For planning purposes, we have assumed that the current reservoir TWL could be raised by approximately 3m in order to increase the operating range of the reservoir to a minimum water level of 521 m. The pumps at the Lakeshore Pumphouse would no longer be able to supply the MDD of the system. The existing pumps will require an upgrade to meet an estimated operating point of 36 L/s at 80 m TDH; this has been estimated as 2-30 HP pumps (Project P-1, Section 10). The booster pumps will also require replacement to supply the increased MDD of the 518 m Pressure Zone. The booster station will be required to meet an estimated operating point of 13 L/s at 63 m TDH; this has been estimated as 2-10 hp pumps (Project P-2, Section 10). If fire flow is required, the watermain, storage, and pump upgrades will be more extensive. Alternatives for the proposed upgrades above have been provided in Section 10, to present the cost and scope of the upgrade if fire flow is required. Refer to Figures A-3 to A-6 for more details.
5 Properties along Enderby Mabel Lake Road experience pressures below 40 psi under the future peak hour demands conditions with the current 518m HGL. Future storage in this area could be located at 472m elevation with an altitude valve connection to the existing reservoir to allow the system. This would need to be coordinated with the pump upgrades at the Lakeshore Pump Station. Alternatively, these properties could be permitted to have a lower level of service to defer the additional cost and complexity of raising the Mid-Level Reservoir.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 17
4.3 STORAGE REQUIREMENT
The existing storage available to MLW meets treated storage requirements for the anticipated Stage I planning horizon, if fire flow is not needed. However, there is storage deficit under the Stage II planning horizon and an additional 404 m3 of water storage is required at the Mid-Level Reservoir (Project S-5, Section 10). If fire storage is required, MLW can be classified as medium-density residential for both pressure zones for future land use, with a required fire storage volume of 650 m3 and 320 m3 respectively6. Additional storage volume is required at both reservoirs for Stage I and Stage II demands to meet fire storage requirements (Projects S-3 to S-6, Section 10). The storage elevations should also be increased as part of these projects to provide additional static head at the reservoir to assist in supplying the required fire flows. Table 4-1 presents the future treated water storage requirements for the MLW.
6 Assessment of required storage assumes that fire storage can be cascaded from the Upper Level Reservoir less the volume required for balancing in the Upper Reservoir.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 18
Table 4-1: Reservoir Storage Requirements – Stage I
MID-LEVEL (469 M) UPPER LEVEL (518 M) RESERVOIR RESERVOIR
Without Fire With Fire Without Fire With Fire DESCRIPTION Storage Storage Storage Storage
Balancing Storage (m³) 331 m3 331 m3 76 m3 76 m3
Fire Storage (m³) 0 m3 650 m3 0 m3 320 m3
Emergency Storage (m³) 83 m3 245 m3 19 m3 99 m3
Total (m³) 414 m3 1,227 m3 95 m3 494 m3
Available Storage 603 m3 (1) 603 m3 (1) 364 m3 364 m3
Storage Deficit NA 623 m3 NA 130 m3 (1) The calculated available storage includes the Upper Level Reservoir storage capacity less balancing storage and assumes Upper Level Reservoir storage cascades to Mid Level Reservoir.
Table 4-2: Reservoir Storage Requirements – Stage II
MID-LEVEL (469 M) UPPER LEVEL (518 M) RESERVOIR RESERVOIR
Without Fire With Fire Without Fire With Fire DESCRIPTION Storage Storage Storage Storage
Balancing Storage (m³) 724 m3 724 m3 177 m3 177 m3
Fire Storage (m³) 0 m3 650 m3 0 m3 320 m3
Emergency Storage (m³) 181 m3 344 m3 44 m3 124 m3
Total (m³) 905 m3 1,718 m3 222 m3 621 m3
Available Storage 501 m3 (1)(2) 501 m3 (1) 364 m3 364 m3
Storage Deficit 404 m3 1,217 m3 NA 257 m3 (1) The calculated available storage includes the Upper Level Reservoir storage capacity less balancing storage and assumes Upper Level Reservoir storage cascades to Mid Level Reservoir.
Mabel Water System – Master Water Plan 2019 WSP Project No. 19P-00242-00 February 2020 Regional District of North Okanagan Page 19
5 WATER SUPPLY SOURCE
5.1 CURRENT LICENSED CAPACITY
The MLW currently has three active water licenses, with a total licensed withdrawal of 796 m3/day. The table following summarizes the active licenses. At the time of writing this plan the full versions of the water licenses were unavailable. The MLW licenses were updated fairly recently (2013) and are not yet available on the Government of BC online database. As presented in the following table the existing water licenses are adequate for current and estimated 20-year ADD, however would need to be increased to meet the projected Build-out demands. The full versions of the water licenses typically contain a single day maximum withdrawal allowance which usually vary from the annual, which is presented below. Based on the information available it is also recommended to re- assess the withdrawal in 20 years and determine if the licensed capacity is still adequate or if more is required for the annual and daily extraction rates. Table 3: Active MLW Water Licenses
ANNUAL VOLUME DAILY VOLUME LICENSE SOURCE (ML/YR) (ML/DAY)
C130838 Mabel Lake 81 0.22
C130839 Mabel Lake 175 0.68
C130840 Mabel Lake 34 0.09
TOTAL 290 0.98
Current - ADD 104 0.29
Stage I – 20 Year - ADD 170 0.47
Stage II – Build out - ADD 451 1.24
5.2 WATER QUALITY MONITORING PROGRAM
The goal of the water quality program for the MLW is to monitor the quality of the raw water and treated water within the distribution system to detect the presence of microorganisms or other issues that can degrade water quality. As issues are found, operations and staff can respond to correct any issues or appropriately notify customers as required.
5.2.1 PROGRAM AND SCHEDULE
Water quality monitoring for MLW is based on the requirements of the Drinking Water Protection Regulation (DWPR) Schedules A and B (Government of BC, 2003), the Guidelines for Canadian Drinking Water Quality (GCDWQ) (Health Canada, 2017), and the Source Drinking Water Quality Guidelines (SDWQG) (MoE, 2017).
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The Water Quality Monitoring Program for MLW was reviewed in January 2019 and the updated sampling program. RDNO reviews the Water Quality Monitoring Program annually and provides the updated program to IH at the beginning of each year. Included in this program is monitoring schedule and the parameters and frequency of samples taken at different times of the year. To meet Schedule B in the DWPR for populations less than 5,000, a minimum of four microbiological samples are required per month. In 2018, MLW met this requirement. This was accomplished by taking 2 samples on the second and fourth Tuesday of each month. In 2017, IH directed the RDNO to take two samples weekly in the distribution from mid-May to mid-September to increase the sampling frequency during the peak season with the highest population. The four sites were rotated each week to complete this request in 2018. During the remainder of the year, the sampling frequency remains as mentioned above to meet Schedule B of the DWPR. During freshet (May and June) bacterial and Total Organic Carbon (TOC) samples are taken twice a month on the raw water. The remainder of the year the raw water is sampled monthly for these parameters with the exception of UV Transmissivity (UVT). UVT on the raw water is sampled based on the distribution sampling schedule (Appendix G). Two new sample stations were installed in the distribution in 2018. One was installed at 41 Dolly Varden Road and it replaced the standpipe located at 21 Walker Road, which was on private property. The second sample station was installed at Lease Lot 41 above the campground and is located off the water transmission main before the treated water goes to the first customer. See Appendix G for the site map and schedule of when these sites are sampled. The Old Pumphouse (Old PH) sample site was moved to the RDNO pumphouse so it would no longer be located on private property. A line was plumbed over from the original sample point to the Lakeshore Pump House in November 2017. The line is now looped and no longer a dead end. The system operators collect bacterial samples and drop them off with RDNO water quality staff to process for shipment to Caro Analytical Services (Caro). Caro sends results to IH and uploads results to WaterTrax, a third party online database the RDNO utilizes to store lab data. WaterTrax sends automatic alerts to the relevant RDNO staff for any results not in compliance with standards.
5.3 SOURCE WATER QUALITY
Part of assessing any water source is to first quantify some of the typical risks and concerns. Provided below is a list of typical water quality parameters which pose a concern to the provision of drinking water in compliance within the present and anticipated future drinking water quality objectives: — Turbidity: Turbidity itself does not pose known direct health concerns, although increase in turbidity has a potential for physical masking of pathogens by particles, thereby reducing the effectiveness of chlorination and UV disinfection. Turbidity is a key water quality indicator for surface water sources such as Mabel Lake, especially during freshet. — Colour: Colour is first and foremost an aesthetic concern, as it significantly impacts the visual appeal of the water. However, if the source of the colour is naturally occurring organic acids, including the families of humic and fulvic acids, there is also an increased potential for the formation of chlorinated disinfection by-products (DBPs), such as trihalomethanes or halo acetic acids, upon chlorination of the water. Colour and subsequent formation of DBPs is not expected to be a significant treatment concern for Mabel Lake but should be periodically monitored given the potential impacts. — Total Organic Carbon (TOC): TOC does not present a direct health concern, however often contains precursors that lead to DBP formation. The GCDWQ recommends TOC levels below 2 mg/L which is corroborated further by Disinfectants and Disinfection By-Products Rule by the USEPA which specifies maximum total organic carbon of less than or equal to 2 mg/L in treated water and 4 mg/L in source water to ensure acceptable levels of DBP formation. Additionally, TOC can lead to fouling on UV lamp sleeves, and many manufacturers recommend levels to be below 2 mg/L. The TOC levels in the Mabel Lake source water are generally below 2.0 mg/L but have been recorded as high as 4.4 mg/L. This may impact the selection of the future treatment process (e.g. pre-treatment requirements for membranes).
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— Dissolved Organic Carbon (DOC): Elevated DOC levels may interfere with the effectiveness of disinfection processes and thus should be monitored prior to disinfection. In treatment plants that disinfect with chlorine, DOC concentrations are a primary concern due to the DBPs that form when chlorine reacts with organic matter. DOC in finished water can lead to aesthetic problems and increase the potential for bacterial regrowth in the distribution system. Similar to TOC, the DOC levels will need to be considered when evaluating — Protozoa (Giardia & Cryptosporidium): These parasites pose a threat to human health. They are especially concerning in rural environments where water supplies are commonly untreated and susceptible to contamination from agricultural animal waste/manure, animal wastewater, septic tank effluents and septage, and are a major concern as they are resistant to chemical disinfection and are highly infectious. Monthly protozoa sampling of the Mabel Lake source water conducted from Nov 2014 - Oct 2015, resulted in seven samples higher than >1 Giardia cysts/100L and three samples having >1 Crypto oocysts/100L present. — Escherichia coli (E. Coli): E. Coli is a member of the coliform group of bacteria that is naturally found in the intestines of humans and warm-blooded animals. As it is not usually found naturally in other environments such as on plants or in soils or water, the presence of E. coli in a water sample is a good indicator of recent faecal contamination. Sampling for faecal contamination in drinking water is a necessity, as pathogenic microorganisms from human and animal faeces in drinking water pose the greatest danger to public health. Surface waters are commonly impacted by faecal contamination from either human or animal sources and, as a result, frequently contain E. coli. E. coli counts in the Mabel Lake source water are consistently low and indicate limited influence from surface contamination. A more detailed assessment of E.coli levels is presented in Section 5.3.1. — Algae: Algae do not pose a direct health effect, although there is increasing concern over toxins formed as metabolites by certain types of algae, notably the family of blue-green algae. Algae also are notorious for imparting unpalatable tastes and odour to drinking water, and also can pose operational problems in a water treatment by fouling filters. High algae levels in the source water are not expected to be a key concern for Mabel Lake. Algae levels should continue to be monitored as they can have a marked impact on the design of the filtration facility in the future. — Iron: Iron does not pose a health concern but can result in aesthetic concerns. Post precipitation of iron can occur due to chlorination, and there is a possibility of staining of laundry and fixtures. Iron is not expected to be an issue for Mabel Lake. — Hardness and Alkalinity: These parameters are indicators of the water chemistry relative to the potential for corrosion posed by the water. Excessive levels of hardness can be an aesthetic concern. Hardness and alkalinity are more typically associated with groundwater sources in the British Columbia and is not expected to be a key concern for Mabel Lake. — UV Transmittance: UV Transmittance does not directly pose a health concern, but this data is required to determine if UV disinfection is a viable treatment option for the raw water source. UVT sampling to date shows a minimum UVT of 84% and average of 90%. Most UV disinfection equipment is validated to at least 80% UVT, meaning the Mabel Lake water is suitable for treatment by UV disinfection. Table 5-1 below summarizes the key raw water quality parameters that were considered in the assessment of treatment requirements for the MLW system from 2015 to 2019. Data in the analysis only includes sampling results after relocating the intake in the spring of 2014. A summary of the source water quality data prior to relocating the intake is included in Appendix D for reference.
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Table 5-4: Key Mabel Lake Water System Source Water Quality Parameters
# OF AESTHETIC PARAMETER UNITS MIN. MAX. AVE. SAMPLES GCDWQ OBJECTIVE
Colour TCU <5 8.5 6.3 5 <15
Hardness mg/L as 46.3 66.0 53.6 5 <100 CaCO3
Iron mg/L 0.045 <0.1 0.082 5 <0.3
UV UVt % 84% 94% 90% 85 Transmittance (Unfiltered)
TOC mg/L 0.9 4.4 1.8 64 <2
DOC mg/L 1.2 1.98 1.7 12
Turbidity NTU 0.11 4.19 0.34 675 <1 <5 pH 6.7 9.0 7.7 61 6.5 - 8.5
Graphical representation of sample data along with discussion is provided in the following section for the more relevant water quality parameters.
5.3.1 TOTAL COLIFORMS AND E. COLI
The Mabel Lake intake diverts water with low concentrations of coliform bacteria as measured by total coliform and E. Coli. Figure 5-1 illustrates the MLW source water E. Coli sampling data for the past 4 years since intake relocation in 2014. Of the total 680 sample readings, 93% tested negative for the presence of E.coli. (< 1 CFU/100 mL, or undetectable) and the 7% that had a presence of E.Coli were all below 3 CFU/100 ml.
10 9 8 7 6 5 4 3 (CFU/100mL)
2 Coli 1 E. 0 01/2014 05/2014 08/2014 12/2014 04/2015 08/2015 12/2015 04/2016 08/2016 12/2016 04/2017 08/2017 12/2017 04/2018 08/2018 12/2018 04/2019 08/2019 12/2019 03/2020
Figure 5-1: Mabel Lake Source Water E. Coli Counts 2014 to Present
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Figure 5-2 illustrates the MLW source water total coliform sampling data for the past 4 years. 72% of the samples tested are negative for the presence of total coliforms, (< 1 CFU/100 mL, or undetectable) with a maximum value of 6 CFU/100 mL. A total coliform record of 42 CFU/100 mL was negated from the data as an anomaly based on sample error notes on file.
10
9
8
7
6
5
4 (CFU/100mL)
3
2 Coliforms
1
Total 0 01/2014 05/2014 08/2014 12/2014 04/2015 08/2015 12/2015 04/2016 08/2016 12/2016 04/2017 08/2017 12/2017 04/2018 08/2018 12/2018 04/2019 08/2019 12/2019 03/2020
Figure 5-2: Mabel Lake Source Water Total Coliform Levels 2014 to Present
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5.3.2 TURBIDITY
Figure 5-3 shows the turbidity data of the MLW source water for a duration of two years. None of the readings were over 5 NTU, the aesthetic objective, and only 5% were higher than 1 NTU. After the lake intake was deepened to 26 meters in the spring of 2014, the daily raw water turbidity remained below 1 NTU from 2014 until 2016. A spike in turbidity was observed during the spring for a prolonged period in 2018 due to very high-water runoff during freshet and heavy rainfall which caused multiple landslides and extremely high erosion in the Mabel Lake watershed. This resulted in turbidity levels going higher than 1 NTU and an issuance of Boil Water Notices. As this was an isolated incident it is considered an extreme event and therefore not representative of the normal water quality conditions. Continued monitoring and vigilance is recommended during spring freshet periods to assess whether these type of conditions become more frequent and regular.
8
7
6 Aesthetic Objective 5 (NTU)
4
3 Turbidity 2 GCDWQ Guideline for Unfiltered System 1
0 06/2017 08/2017 09/2017 11/2017 12/2017 02/2018 04/2018 05/2018 07/2018 09/2018 10/2018 12/2018 02/2019 03/2019 05/2019 07/2019 08/2019 10/2019 12/2019 Dates
Figure 5-3: Mabel Lake Source Water Turbidity 2017 to Present Figure 5-4 below shows the MLW raw water unfiltered UVT for the past two years. This raw water quality data is important in determining UV treatment capabilities. The 99 percentile values for MLW raw water is 85%UVT
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whereas the 95 percentile is 85.4% UVT. Most UV reactors on the market these days can provide adequate treatment down to a UVT of XXX% (is this 75% or something like that?).
100% 85.0% 85.4% 90%
80%
70% 86.5% 60% Frequency 50%
40%
30% Cumulative 20%
10%
0% 82% 84% 86% 88% 90% 92% 94% 96% 98% UVT % ‐ Unfiltered
Figure 5-4: Mabel Lake Source Water Unfiltered UVT from 2017 to Present
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6 WATER TREATMENT
6.1 TREATMENT OBJECTIVES
British Columbia (BC) regulates its drinking water quality through the Drinking Water Protection Act (DWPA, 2001) and the Drinking Water Protection Regulation (DWPR, 2003). Regional health authorities administer the Act and Regulation at their discretion to enforce the requirements to meet potable drinking water standards. “Drinking Water Treatment Objective (microbial) for Surface Supplies in BC” (2012) outlines the treatment objectives to provide safe drinking water, which uses the 4-3-2-1-0 moniker outlined below. 4 - Virus Reduction: 4-log (99.99%) reduction or inactivation in viruses 3 - Protozoa Reduction: 3-log (99.9%) reduction or inactivation for both Giardia and Cryptosporidium 2 - Barriers of treatment, as a minimum 1 - Turbidity: Maximum allowable turbidity of 1 NTU 0 - Bacteria: Zero detectable E. coli (faecal) coliforms and zero total coliforms in the distribution system after treatment. The 4-3-2-1-0 approach is the minimum standard for health authority acceptance, and more strict treatment standards may be required if raw water quality presents a higher risk to human health. The water is currently not filtered and is only chlorinated to provide 0.5-log inactivation of Giardia and 4-log removal for viruses. Interior Health Authority (IHA) and Health Canada, recommend that all surface water source be filtered, however, the Government of BC has released guidelines for high quality sources water to be exempt from filtration. The requirements for filtration exemption are detailed in next section.
6.1.1 FILTRATION EXEMPTION CRITERIA
Filtration exemption allows utilities with high quality water sources to benefit from deferring the need for filtration until such time as the water quality requires the physical barrier for protecting against harmful pathogens that may be present in the water. Deferring filtration provides the benefit of deferring significant initial capital and operational costs while still meeting the drinking water quality guidelines. This is especially important for a small water system such as the MLW where the cost and complexity of conventional treatment system could be a significant burden to the utility. The following outlines the filtration exemption criteria, as derived from Part B: Drinking Water Treatment Objectives for Surface Water in B.C. A water supply system may be permitted to operate without filtration if the following conditions for exemption 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 CFU/100 mL (or if E. coli data are not available less than 100 CFU/100 mL of total coliform) in at least 90% of the weekly samples from the previous six months. 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.
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4 A watershed control program is maintained that minimizes the potential for fecal contamination in the source water. (Health Canada, 2012) Applying the filtration exemption criteria does not mean filtration will never be needed in the future. A stable supply of high quality source water is critical to meeting filtration exemption; however, source qualities are subject to change over time. As such, filtration exemption must be supported by continuous assessment of water supply conditions. Changing source water quality can occur with changes in watershed conditions resulting from activities within the watershed such as recreational use, wildfires, forestry and grazing livestock. A successful filtration exemption approach must be established based on known current and historic source water conditions, such that a reasonable level of assurance is provided to the water provider and regulator that filtration is not necessary.
6.2 EXISTING WATER TREATMENT SYSTEM
The existing treatment system utilizes chlorine to provide 4-log virus and 0.5-log Giardia inactivation using a 250 mm diameter dedicated main pipeline, 525 m long. Based on the calculations performed, the current system can provide 4-log virus inactivation with CT value of 12 mg/L-min at minimum temperature of 0.5ºC. The treatment system can meet the CT requirement for 4-log removal of virus up to a flowrate of 23 L/s at a chlorine residual level of 1.0 mg/L. Table 6-1 shows a range of intake flow rates and correlating CT values achieved. Table 6-1: CT for 4-log Virus inactivation at various flowrates and chlorine dose.
Residual Chlorine (mg/L) Flowrates L/s 13579 11 13 15 17 19 21 23 m3/min 0.15 0.3 0.45 0.6 0.75 0.9 1.05 1.2 1.35 1.5 1.65 1.8 0.5 81.81 40.91 27.27 20.45 16.36 13.64 11.69 10.23 9.09 8.18 7.44 6.82 0.6 98.17 49.09 32.72 24.54 19.63 16.36 14.02 12.27 10.91 9.82 8.92 8.18 0.7 114.54 57.27 38.18 28.63 22.91 19.09 16.36 14.32 12.73 11.45 10.41 9.54 0.8 130.90 65.45 43.63 32.72 26.18 21.82 18.70 16.36 14.54 13.09 11.90 10.91 0.9 147.26 73.63 49.09 36.82 29.45 24.54 21.04 18.41 16.36 14.73 13.39 12.27 1 163.62 81.81 54.54 40.91 32.72 27.27 23.37 20.45 18.18 16.36 14.87 13.64 The values marked in green satisfy the CT requirement whereas the values marked in red indicate that the requirements for 4-log virus inactivation cannot be achieved within the existing pipeline length. 3-log inactivation of Giardia and Cryptosporidium CT cannot be achieved by the existing system. While chlorine is moderately effective at inactivating Giardia, it is a very poor disinfectant for Cryptosporidium. Assuming an average pH of 7.7, the minimum CT required to achieve 3-log Giardia inactivation at a chlorine concentration of 1.7 mg/L is 308 mg/L-min. The system currently achieves a 0.5- log Giardia inactivation at a maximum pump flowrate of 7.5 L/s with one pump running, however would receive zero credit for Giardia inactivation at 15 L/s with 2 pumps running. Table 6-2 provides the summary of the requirements for BC surface water treatment objectives and filtration exclusion.
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Table 6-2: Comparison of Filtration Exclusion Criteria and Current System
MEETS FILTRATION EXCLUSION REQUIREMENTS CRITERIA (Y/N) COMMENTS
4- log inactivation of virus Y Met with chlorine contact time in 250 mm dedicated main.
3- log inactivation of N 0.5 log Giardia and 0-log Cryptosporidium Cryptosporidium/Giardia. Inactivation
Minimum of two barriers of N Chlorine is the sole disinfectant disinfection
90% of E.coli weekly samples shall be Y Maximum E.coli concentration recorded in raw water less than 20 CFU/100mL is 2 CFU/100mL
90% of total coliforms monthly Y Maximum total coliforms concentration in raw water samples shall be less than 10 is 6 CFU/100mL CFU/100mL
Average turbidity <1 NTU and <2 Y Average turbidity is 0.3 and turbidity has never days with NTU > 5 NTU exceeded 5 NTU for more than 2 days per year total.
A watershed control plan to minimise N The RDNO Shuswap Watershed Plan provides some fecal contamination watershed protection planning for MLW, however, MLW is planning on identifying an intake protection zone.
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6.3 BASIS OF DESIGN
Inspection of the water quality parameters for the MLW system indicates the system can reasonably meet the filtration exclusion criteria for turbidity and coliform bacteria. While the new intake location shows more stable and improved water quality conditions, the flooding and landslide events of 2018 resulted in a prolonged period where the turbidity remained above 1 NTU, however the coliform bacteria concentrations remained low. Based on review of the current and historical water quality conditions, it is recommended that the MLW implement treatment in a stage approach; where the Stage 1 includes implementing two levels of disinfection and deferring filtration until required by the raw water quality conditions; and Stage 2 includes the provision of filtration. The following summarizes the key infrastructure associated with each stage of treatment. — Stage 1: UV Disinfection and Chlorine Disinfection Facility o UV Disinfection: . 3 log inactivation of Giardia and Cryptosporidium . 1 duty/1 standby 400 mm low pressure UV reactors o Chlorination Disinfection Facility (Optional)- Based on Option Siting . Relocate existing calcium puck MC 4-50 lite system. . 4- log virus inactivation — Stage 2: Future Filtration o Filtration Facility . 3 log removal/inactivation of Giardia and Cryptosporidium . Direct filtration using packaged low-pressure membranes including 1 duty/1 standby treatment train to achieve 95% recovery and 75% spare module space. . On-site residuals treatment including wetland disposal and eventual discharge to the natural drainage course.
6.4 DEVELOPMENT OF OPTIONS
This section of the report evaluates the treatment technologies and siting options considered for locating the future treatment infrastructure for the MLW. A total of three siting alternatives were evaluated to determine the preferred location for the Stage 1 treatment infrastructure. Each alternative includes a brief description, summary of required upgrades, capital cost estimate and list of the key benefits and challenges. A total of two siting alternatives were considered for locating the Stage 2 treatment infrastructure. These include: 1) constructing a filtration plant at the existing mid-level reservoir site, and, 2) procuring land from the Holiday Centre and constructing a filtration plant across the road from the Lakeshore Pump Station. Both these options would require extending a dedicated transmission main to between the Lakeshore Pump Station and the filtration plant. For this reason siting at the Holiday Centre resort is preferable, however it is contingent upon procuring the necessary land. For each of the Stage 1 siting options, a capital cost value for either Stage 2 site has been presented for consideration.
6.4.1 TREATMENT TECHNOLOGIES 6.4.1.1 UV DISINFECTION UV disinfection for drinking water treatment has increased in popularity within the last decade, as research has demonstrated the process to be highly effective against both Giardia and Cryptosporidium. The key decision when analyzing UV treatment options is the confirmation of the style of the reactor to be used for facility design. The two main options for the UV reactor are:
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1 Medium pressure lamps that are characterized by a polychromatic light output over the ultraviolet light spectrum; and 2 Low pressure, high output lamps that produce a monochromatic light output resulting in most of the ultraviolet light produced by a low-pressure lamp being within the germicidal wavelength (i.e. 254 nm). The medium pressure UV reactor systems require fewer lamps to treat a given flow. They also incorporate innovative features to reduce O&M costs, including variable lamp output, electronic ballasts, and a dual act on sleeve cleaning system. The key benefit of a medium pressure UV system is the compact reactor footprint. The low-pressure reactors also have optional features to reduce O&M costs, such as flow paced lamp output and an automated wiper cleaning system. The key benefit of low-pressure UV systems is that the energy input and operating costs are typically less than a comparable medium pressure system. The operating costs are less since the lamps last longer before needing to be replaced and the energy consumption is less for a given flow. The downside of the low-pressure UV system is the increased building footprint required. We requested a selection of UV system from three suppliers, Xylem (Wedeco), Trojan UV, and UV Pure. Xylem and Trojan came back with similar low-pressure high output UV reactors validated to the DVGW standard (German Standard for Gas and Water applications) and designed to provide minimum germicidal dose of 40mJ/cm2 under all operational conditions. UV Pure offer a smaller unit validated under the US EPA UVDGM protocol and would require multiple (minimum of 5) in parallel to meet the Stage 1 design flowrates. Each of the selection UV reactors can provide UV inactivation for the micro organisms at a UVT of 70% or higher. The details of the UV reactor will be finalised during the detail design of the UV equipment. This treatment provides a 3-log inactivation for various microorganisms including Giardia and Cryptosporidium.
6.4.1.2 FILTRATION Given the water quality data, direct filtration is expected to be a viable approach for the MLW. We have shortlisted two direct filtration technologies for future planning considerations, which include:
1) RAPID GRANULAR MEDIA FILTRATION: Media filtration is a type of filtration where a sand or an anthracite bed is used to remove impurities out of the water utilising the pores spacing between the sand. The impurities are trapped within the pores and the filtrate passes through the media pores. Media filtration is widely used for drinking water across the globe and is a well understood technology.
2) MEMBRANE FILTRATION: Membrane filtration is an established water treatment process that uses a physical barrier to retain any particulates greater than the barrier’s pore size. The range of membrane barrier varies with the types of membrane. A low-pressure membrane retains particulates including bacteria and suspended solids. Chemicals including sodium hypochlorite, caustic soda and anti-scalants are used to clean the membranes. All chemical waste streams are neutralized before discharging to a sewer or the environment. The waste streams from either treatment system can be collected in an equalization pond/wetland before discharging to an adjacent natural water course (e.g. gulley). For planning purposes, the Stage 2 capital cost are based on a membrane treatment system, as it would be the more conservative of the two treatment technologies. Determination of the preferred filtration technology and final site selection should be completed during the subsequent design phases of the treatment facility.
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6.5 TREATMENT SITING EVALUATION
Three different siting options were identified during the preliminary investigation of the treatment system. The following section provides a summary of each of the options and advantages and disadvantages associated with the options. For each option, discussion is provided regarding expansion of the treatment system in the future to meet the future quantity and quality needs. Siting plans for each option are included in Appendix B.
6.5.1 SITE OPTION 1: EXISTING INTAKE PUMP STATION
The first siting option involves the extension of the existing Lakeshore Pumphouse to house the UV disinfection equipment. The building could be expanded to the west or north, depending on land availability and easements requirements. The minimum space required to locate the UV reactors would be 6 m2, which could be used for the new UV equipment or to relocate the existing electrical equipment to a dedicated space. The viability of this option is contingent on the confirmation from RDNO regarding land availability. Refer to Appendix B for details and location of the building. The features of this option will include: — Stage 1 o Extend existing Lakeshore Pump Station building by 6 m (L) x 2.5 m(W); and o Install two UV reactors and associated electrical and controls. o Piping upgrades to connect the new UV reactors inline with the existing pump discharge header. — Stage 2 o Obtain minimum 80 m x 10m lot for treatment siting plus land for road access. o Construct 450 m2 Building for the package Membrane Treatment System. o Procure Packaged Membrane Treatment System sized. o Construct on-site wetland with discharge to the gulley for residuals treatment. o Extend dedicated 250mm transmission main from the Lakeshore Pump Station to the filtration plant (Mid- Level Site = 1,200m, Holiday Centre Site = 40m. Figure 6-1 shows the operational schematic of the Stage 1 upgrades.
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Figure 6-1: MLW UV Treatment System Site Option 1
Table 6-5 presents the advantages and disadvantages of Siting Option 1. Table 6-3 Advantages and Disadvantages of Siting Option 1
ADVANTAGES DISADVANTAGES - Least impact to the existing system operation - Existing site and building access is limited - Lowest initial capital and life cycle costs - UV equipment exposed to high operating - Maximizes the use of existing infrastructure pressures - Limited to sizing for current demands only - Working within riparian area and sensitive archaeological and environmental areas. - Dependent upon land acquisition for Stage 2 upgrades
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6.5.2 SITE OPTION 2: ENDERBY MABEL LAKE ROAD The second option explored siting the proposed Stage 1 treatment system approximately 300m west of the pump station on the north side of Mabel Lake Road. The features of this option will include: — Stage 1 o New 30 m2 cast-in-place concrete building; o 300m of dedicated 250mm raw water line to UV building; o 300m of new 250mm distribution pipeline along Mabel Lake Road. — Stage 2 o Obtain minimum 80 m x 10m lot for treatment siting, plus land for road access. o Construct 450 m2 building for the package Membrane Treatment System. o Abandon dedicated portion of 250mm distribution along Mabel Lake Road and relocate UV and chlorination equipment to the Filtration Plant building; o Procure Packaged Membrane Treatment System; o Construct on-site wetland with discharge to the gulley for residuals treatment; and o Extend 250mm transmission main from the dedicated section of watermain on Make Lake Road to the filtration plant (Mid-Level Site = 1,200m, Holiday Centre Site = 0m)
The UV building would need to be cut into the existing bank on the northside of Mabel Lake Road. A raw water main would need to be extended from the pumphouse to the new UV building. The existing puck chlorine system could remain at the Lakeshore Pumphouse to achieve contact time prior to UV disinfection. The returning watermain could serve as a distribution pipeline and be used to provide potable water services to the lots located on Enderby Mabel Lake Road. A potential iteration to be explored for this option would include siting the Stage 1 upgrades on the Holiday Centre property with planning to construct the future Stage II upgrades in this location. Figure 6-2 shows the operational schematic of the Stage 1 treatment infrastructure for siting Option 2.
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Figure 6-2: MLW UV Treatment System Site Option 2 Table 6-6 provides the advantages and disadvantages of the Option 2. Table 6-4: Advantages and Disadvantages of Siting Option 2
ADVANTAGES DISADVANTAGES
— Completely new site. — Costly compared to Option 1. — Easy installation of the UV system. — Membrane Filtration expansion might — Future expansion possible at the location not be possible (requires further expansion). — New distribution line could be used for new connections in the system. — New dedicated main. — New chlorination location reducing congestion in pump room.
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6.5.3 SITE OPTION 3: MID-LEVEL RESERVOIR
The third siting option for the treatment system is located near the mid level reservoir on Dolly Varden Road. The location of the system will be confirmed during the conceptual design of the treatment system. The benefit of this location is that RDNO owns the land and it is a good location for the installation of UV and future membrane treatment systems. Some of the features of the new system will be: — Stage 1 o Obtain minimum 80 m x 10m lot for treatment siting plus land for road access. o New 30 m2 Building for UV o 1,200 m dedicated 250mm main from Lakeshore Pumphouse to mid-level reservoir site. — Stage 2 o Construct 450 m2 building for the package Membrane Treatment System. o Procure Packaged Membrane Treatment System; o Construct on-site wetland with discharge to the gulley for residuals treatment. Figure 6-3 provides the operational schematic of the Stage 1 treatment infrastructure for siting Option 3.
Figure 6-3: MLW UV Treatment System Site Option 3
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Table 6-5 provides the advantages and disadvantages of the Option 3 Table 6-5: Advantages and Disadvantages of Siting Option 3
ADVANTAGES DISADVANTAGES
— UV operating at low system pressures — Capital intensive. — Ability to upgrade watermains along the — Eliminates ability to stage investment in dedicated transmission main alignment treatment infrastructure — Easiest to implement Stage 2 treatment upgrades
6.6 COST ESTIMATES
Table 6-6 following provides a summary of Class ‘D’ cost estimate for Stage 1 and Stage 2 upgrades and its relative cost for each of the options. Detailed capital cost estimates are included in Appendix C for reference. Table 6-6: Class ‘D’ Cost Estimates for Treatment Plant Siting Options
COST OF SITING OPTIONS
STAGES Option 1 Option 2 Option 3
Stage 1- UV Disinfection $680,000 $1,590,000 $2,200,000
Stage 2 – Membrane Filtration Mid-Level (Holiday Centre) $10,380,000 $10,710,000 $9,040,000 ($ 9,090,000) ($ 9,050,000) ($ 9,050,000)
Total $11,060,000 $12,300,000 11,240,000 Mid-Level (Holiday Centre) ($9,770,000) ($10,640,000) ($11,250,000)
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7 WATER CONSERVATION STRATEGIES
7.1 OVERVIEW
Effective management of water demand will reduce unnecessary stress on the water system and allow MLW to avoid or defer water system upgrades designed to address growing water demands. It also ensures ongoing operational requirements are managed effectively. Given the large increase in population and consumption during the summer months at the peak of tourist season, reduction of MDD is critical to the management of the water utility; winter MDD is approximately 20% of summer MDD. Consequently, design requirements for the MLW system is often dictated by the summer MDD. The following water conservation objectives will guide the implementation of water conservation measures for MLW. — Reduce unnecessary water loss (leakage); — Maintain or reduce Average Day Demand from domestic demands; — Achieve reliable reductions in Maximum Day Demand; — Increase the perceived value of potable water; and, — Improve knowledge and management of utility infrastructure.
7.2 CURRENT WATER CONSERVATION MEASURES
MLW is actively working to reduce avoidable water loss in the water system. The current water conservation measures are being implemented: — Water consumption is routinely monitored by tracking daily consumption using the SCADA system and monitoring reservoir levels. Monitoring these parameters will assist the RDNO in identifying anomalous water consumption and possible sources of leakage. — In response to higher than average consumption in early 2018, Teale’s Water Utility Service Ltd. completed a leak detection survey at the MLW. The survey identified that many of the valves in Kingfisher Campground were broken and a possible source of the leakage. The Campground replaced the valves in April 2018 and water consumption decreased significantly. Other leaks were identified and repaired in the MLW distribution system, and flow rates have since returned to normal. — A voluntary water restriction program is implemented in MLW, where residents are asked to comply with the following restrictions during the peak summer months: o Water on an odd-even schedule (i.e. odd numbered addresses water only on odd numbered days and even numbered addressed on even numbered days) o Do not water outdoors during the hot time of day – water from 8:00 pm to 8:00 am; and, o Install water conservation devices where possible.
7.3 POTENTIAL WATER CONSERVATION MEASURES
The following table presents potential water conservation measures that can be implemented in MLW, in order of preference.
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Table 7-1: Potential Water Conservation Measures
MEASURES AND TOOLS DESCRIPTION
LEAK DETECTION
Routine Leak Detection MLW’s routine leak detection program consists of monitoring daily bulk meters and monitoring reservoir levels to identify potential major leaks. These activities should be continued on a routine basis as part of the operations and maintenance program.
Leak Detection Survey A leak detection survey was conducted at MLW in 2018 which identified broken valves at Kingfisher Campground as a source of leakage. The valves were subsequently repaired, reducing leakage significantly. Other leaks were found and repaired in the MLW distribution system. Leak detection surveys should be conducted on a regular schedule, such as every 2 or 3 years, until the leakage has been reduced to acceptable levels, after which a 10 year frequency would be suitable.
PUBLIC EDUCATION
Public Education Educational and outreach programs will increase public awareness on the value of Campaigns water, the importance of water conservation, and water conservation practices. The cost of this program can be minimal if implemented internally on an ongoing basis. It will require staff time to prepare and maintain communication materials and create new materials related to ongoing water conservation issues and voluntary water restrictions.
DEMAND MANAGEMENT
Staged Water Restrictions Voluntary water restrictions are currently implemented during peak summer months. and Enforcement The water restrictions can be made more effective by mandating water restrictions in MLW bylaws. Staged water restrictions are common in many BC municipal bylaws as a method of managing demand during periods of water shortages. The stages of the water restrictions are implemented based on the severity of water shortages to limit non- critical water use such as lawn watering, car washing, operating water parks, and operating aesthetic water features or pools. The staged water restrictions can be enacted as part of the governing bylaw and can include fines associated with the offenses as a deterrent. The effectiveness of these bylaws would be further enhanced by enforcement. The costs and level of effort of these two actions are nominal and can be completed in house.
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MEASURES AND TOOLS DESCRIPTION
Universal Water Metering Universal water metering is the use of water meters to monitor water use at each property. Implementation of water meters will bring greater awareness of individual water consumption, thus encouraging water conservation. This also provides a means of allowing MLW and homeowners to identify and address leakage associated with the property and/or service connection. Implementation of a metering program can be costly due to the costs associated with installing, maintaining and monitoring meters at each property. As such, this water conservation measure should only be used if there is significant water consumption that cannot be reasonably reduced. To reduce the cost of a metering program, RDNO can consider selective metering, where only high-volume users such as ICI users are subject to the metering program.
Volumetric Pricing and Volumetric pricing is a water rate structure where users pay a set amount for the Rate Structure volume of water used at each connection, rather than the flat fee that is currently used. The rate structure can also use seasonal rate periods, where rates are higher during summer months during periods of greater consumption. Implementation of a rate structure with volumetric pricing utilizes a similar rationale as universal water metering program, where users are made more aware of their individual water consumption; users are further incentivized to conserve water by the cost of water. Volumetric pricing rate structures have been effective in promoting reduced water consumption in many municipalities where universal metering has been implemented. If implemented, volumetric pricing strategies should be reviewed regularly to ensure there is incentive for metered users to conserve water.
Implementation of Water- Policies and regulations overseeing new developments can be updated to encourage and Conservation Technologies enforce the use of water-conserving technologies such as low-flow fixtures, rainwater harvesting though rain barrels or rain gardens, and re-use of grey water for irrigation. References for similar policies include bylaws of other BC municipalities and the BC Building Code, through which the Province has mandated the use of ultra-low-flow toilets and other water-saving plumbing fixtures and fittings in new constructions and renovations. There may be limited financial incentive to developers to utilize water-conserving technologies if universal metering is not in place. Alternatively, developers can be incentivized to use water-conserving technologies through rebate programs, policies and guidelines.
7.4 RECOMMENDED WATER CONSERVATION MEASURES
Overall, water consumption in MLW is lower or comparable to similar water systems in the BC Interior. Current maximum day demands are 849 L/capita/day, compared to the recommended 1,440 L/capita/day (recommended by the Greater Vernon Water Subdivision Bylaw) and 900 L/capita/day (for unmetered connections under the MMCD Design Guidelines). As such, excessive water use is not a significant concern at this time. Water conservation measures should be implemented as needed and consider the anticipated benefit and cost of each measure. For the MLW, continuing routine leak detection and completing leak detection surveys for the remainder of the system should be the first step in identifying and reducing sources of avoidable water loss. If reducing leaks does not have the desired impact on reducing water use, MLW can implement demand management strategies. Public education programs and water restrictions are the lowest cost demand management measures and should be
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considered first. Universal metering and volumetric pricing require the installation of water meters at each service connections and therefore have the highest costs; these strategies should be considered last.
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8 ASSET MANAGEMENT
8.1 ASSET MANAGEMENT OBJECTIVES
Asset management of municipal infrastructure is a balance between providing an acceptable level of service while funding the utility for long term sustainability to minimize financial implications. Considerations in this process include: — The analysis of existing infrastructure as it relates to current and future servicing demands; — The comparison of long term maintenance costs of ageing infrastructure versus the costs for replacement. At a certain point, the cost of ongoing maintenance will out-pace the replacement costs; and — The balancing of revenues and expenditures for the system.
8.2 ASSET INVENTORY
8.2.1 WATERMAINS
Age, material, length and diameter data for the MLW watermain system was compiled from GIS data provided by the RDNO. The existing watermain inventory ranges in size from 50 mm to 250 mm in diameter, with a total length of approximately 11 km. The pipe material is predominantly PVC, with a small portion of the system material being unknown; watermains with unknown material were assumed to be PVC. The watermains were constructed gradually from the late 1960’s to the present. The watermain inventory is relatively new, with over half the watermains constructed in the late 1990’s and early 2000’s. PVC watermain has a generally accepted service life of 80 years. The estimated remaining life of the watermains was projected over the long term using the assumed installation year and the general service life. The majority of the watermains are expected to be replaced in 60-70 years. However, it should be noted that the pipe material in the Mabel Ridge Estate area is grey PVC and likely does not meet current standards and likely will not have the same expected service life as recent pipe installation. Approximately $60,000 of MLW water revenue is put into the MLW reserve annually in anticipation for future watermain renewal. A summary of the estimated remaining life and projected renewal year of the existing MLW watermain inventory is provided in Table 8-1 and Figure 8-1. Table 8-1: Watermain Inventory
ESTIMATED REMAINING LIFE LENGTH (M) %
30-39 Years 1,389 13.00%
40-49 Years 1,365 12.78%
50-59 Years 1,809 16.93%
60-65 Years 5,494 51.43%
>70 Years 626 5.86%
Grand Total 10,683 100.00%
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8.2.2 FACILITIES
Other assets in MLW’s asset inventory include two reservoirs, a pumphouse, a booster station, and a PRV. The majority of these assets were constructed or upgraded after 2000. These assets were further divided into structural, electrical, and process/mechanical components to forecast replacement timeframes and costs. Reservoir structures have a typical life expectancy of 80 years. Structural components of the building facilities such as the pumphouse and booster station building have a generally expected life expectancy of 80 years and 50 years for cast-in-place concrete and timber frame structures, respectively. Electrical components and process/mechanical components have a typical life expectancy of 15 and 25 years respectively. Table 8-2 presents the estimated replacement costs for each of the water facilities in MLW. Table 8-2: Facility Inventory and Replacement Cost (2019 $’s)
YEAR ESTIMATED ESTIMATED INSTALLED OR REMAINING REPLACEMENT COMPONENT FACILITY RENEWED LIFE COST
Structural 518 m Reservoir Storage 1969 30 $560,000
Structural 469 m Reservoir Storage 1980 41 $290,000
Structural 469 m Reservoir Utility Bldg 2004 35 $145,000
Structural Lakeshore Pumphouse Bldg 2008 39 $250,000
Structural Lakeshore Pumphouse Wtwll 1969 30 $350,000
Structural Mid-Level Booster Station 2003 64 $335,000
Electrical Lakeshore Pumphouse 2011 7 $75,000
Electrical Mid-Level Booster Station 2011 7 $50,000
Process Equipment Lakeshore Pumphouse 2002 8 $55,000
Process Piping Lakeshore Pumphouse Intake 2014 55 $220,000
Process Piping Lakeshore Pumphouse 2002 43 $150,000
Process Piping Mid-Level Booster Station 2003 44 $95,000
Process Equipment Mid-Level Booster Station 2011 17 $20,000
Process Piping Pressure Reducing Valve 2017 23 $25,000
TOTAL $2,620,000
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8.3 PROJECTED ASSET RENEWAL REQUIREMENTS
The asset renewals for watermains and water facilities are projected over a 100 year period in Figures 8-1 and 8-2 to illustrate when investments will likely be needed and the amount of the investments. The figures illustrate several peaks in anticipated spending where significant portions of the water system require replacement. To achieve the estimated replacement years and attenuate the peaks in spending, methods of prolonging the life of assets through preventative maintenance and coordination of capital work should be considered. Where feasible, projects can be considered to be deferred, phased over a number of years, or eliminated; however, this may reduce the level of service and the risk of doing this must be carefully evaluated. Methods of managing peaks in expenditures, such as that seen in 2082 may include methods of deferring maintenance, building reserves and contingencies, and seeking alternate sources of funding.
4,500 4,000 LENGTH 3,500 3,000 RENEWAL
2,500 2,000 (M) 1,500 WATERMAIN
1,000 500 ‐ ESTIMATED 2019 2022 2025 2028 2031 2034 2037 2040 2043 2046 2049 2052 2055 2058 2061 2064 2067 2070 2073 2076 2079 2082 2085 2088 2091 2094 2097 2100 2103 2106 2109 2112 2115 2118 YEAR
Figure 8-1: Projected Watermain Renewal Length
$1,000,000 $900,000 $800,000
COST $700,000
$600,000 $500,000 RENEWAL $400,000 $300,000
FACILITY $200,000 $100,000 $‐ 2019 2022 2025 2028 2031 2034 2037 2040 2043 2046 2049 2052 2055 2058 2061 2064 2067 2070 2073 2076 2079 2082 2085 2088 2091 2094 2097 2100 2103 2106 2109 2112 2115 2118 YEAR
Figure 8-2: Projected Facility Renewal Cost
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9 FINANCIAL ASSESSMENT AND RATE STRUCTURE
9.1 OBJECTIVES
The objective of the financial plan is to ensure that the fee recovery strategy (water rates, taxes, etc.) is sufficient to fund the anticipated costs for the system (O&M, required infrastructure upgrades, and associated administrative costs). The financial analysis will provide a long-term projection (20 years) to address the financial impact of maintaining the water system. The intention of the analysis is to treat MLW as a fully independent utility, which is to be fully reliant upon generating its own revenue to offset expenditures. MLW would like to pursue grant funding for capital projects to alleviate costs of large expenditures, such as upgrades to the treatment system by installing UV and/or filtration. As such, meeting eligibility requirements for grant funding is an additional objective. This water rate review is guided by established principles from industry best practices and align with the utility’s best interests. MLW’s needs, goals, policies, and practices were reviewed to develop the following guiding principles. It is recommended that the RDNO refine and rewrite these principles such that they fully meet the goals, policies, and practices of the water utility. Table 9-1 summarizes objectives that should be considered to develop water rates and charges Table 9-1: Objectives for Water Rates and Structures
PRINCIPLE DEFINITION
Full-Cost — Revenues are sufficient to support long term goals of the community. Recovery — Revenues are adequate to cover regular capital, operating, and maintenance costs assuming no grants are available.
Equity and — All customers pay an equitable amount for the services they receive. Fairness — The water utility must be revenue neutral and not subsidize or be subsidized by other services.
Sustainability — Establish working capital (accumulated operating surplus) to maintain annual surplus to align with the asset management plan for the system. — Build up capital reserves to fund future infrastructure rehabilitation as outlined in the respective asset management plans. A minimum balance of 1 year average capital contribution from revenue should be targeted. — Reserve the issuance of debt for larger projects where reserves and current revenues will not be sufficient. Plan for and finance smaller projects through reserves and current revenues. — Rates do not fluctuate greatly from year to year
Simplicity — The rate structure is simple yet meets all principles and — Rates are transparently derived and billing should be clear Transparency — Costs are recovered from user fees
Conservation — The water rate structure must provide a means to incentivize water conservation but must also recoup the necessary finances to fund the utility. This approach is most effective with meter data to inform and encourage conservation efforts.
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9.2 EXISTING RATE STRUCTURE
MLW currently supplies water to a total of 352 users including 287 domestic, 60 apartments, 2 campgrounds, and 1 golf course. The current rate structure is shown in Bylaw No. 2580, and consists of fixed rates for both infrastructure and consumption per annum. Table 9-2 below summarizes the 2019 water rates and fees. Table 9-2: 2019 Rates and Fees for Mabel Lake Water Services (Bylaw No. 2580)
ESTIMATED RATE TYPE 2019 RATE NUMBER OF UNITS TOTAL FEES
Infrastructure Base Fee per parcel $223.00 405 $90,315.00
Consumption - Campground per campsite / cabin $112.00 166 $18,592.00
Consumption - Commercial Golf Course $3,101.00 1 $3,101.00
Consumption - Domestic Single-Family Dwelling $223.00 279 $62,217.00
Consumption - Domestic Multi-Family Apartment per unit $112.00 60 $6,720.00
Consumption - Domestic Multi-Family Other per unit $223.00 8 $1,784.00
Consumption - Motel per unit $178.00 0 $0.00
Total $182,729.00
Discounts $15,500.00
Other minor fees associated with the temporary use of a fire hydrant or standpipe, water shut off & turn on services, operator call-out, water service application, water connection & meter inspections, and plan review & inspections are also stated in the bylaw. These are only charged to specific users based on the need or request for these services. Lastly, for new connections to the RDNO utility line, customers will pay a fee based on their land use and size. Table 9-3 summarizes the water service connection fees. Lastly, any additional water service associated with construction, disconnection or any other relevant task will be charged to the customer as the actual cost plus a 20% administration fee. Table 9-3: MLW Connection Fees
Single-Family Dwelling $2,180.00 per unit
Multi-Family units $1,857.00 per unit
Institutional $8.88 per square metre of gross floor area
Commercial - Residential $1,000.00 per unit
Commercial - Other $7.27 per square metre of gross floor area
Industrial $3.63 per square metre of gross floor area
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9.3 PROPOSED RATE STRUCTURE
The current rates structure is expected to provide cost recovery for the operations and maintenance of existing services and renewal programs. However, maintaining the existing rate structure will not be sufficient to fund major capital expenditures, such as those recommended in Section 10 below. Development cost charges (DCCs) are commonly used in municipalities and regional districts in BC to fund the costs of new infrastructure to service new development. The DCCs are usually calculated by dividing the expected infrastructure costs by the estimated number of new development units that will be served. DCCs are currently not in use for the MLW. A DCC structure should be established in the bylaw and updated regularly, to keep the estimates of new development and infrastructure costs current.
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10 20-YEAR CAPITAL PLAN
Each physical asset within a water system has a generally accepted prescribed service life (“service life”). This is the length of time that a particular asset can be expected to adequately fulfill its intended purpose. When an asset is not replaced at its intended service life interval, it can become unpredictable and can begin to accumulate costs for ongoing maintenance and repair. And while it may be possible that a particular asset could exceed its service life expectation, at some point in time the cost to maintain and operate a particular water system component will be outpaced by the cost of its replacement. Recommended improvements to MLW will consist of capital and non-capital expenditures. It is anticipated that both the capital and non-capital improvements will be funded by user rates and grant funding where available. Both of these funding mechanisms are currently in place and are subject to adjustment from time to time. Adjustments to the rates or the parcel tax can only be done through appropriate measures (bylaws). Due to the many uncertainties with respect to underground infrastructure, a detailed financial justification (a financial business case) for making improvements to a water utility can be difficult. And, while financial payback is always a consideration it may not be the only, or even the most significant, reason for making improvements. The recommended projects have been prioritized over a 20-year period with consideration to the following items: — Financial - Will the improvement provide a tangible or non-tangible financial payback? — Environmental – Will the improvement help to protect the environment? — Social and Public Health – Will the improvement provide a Social and / or Public Health benefit? — Risk Mitigation – Will the improvement help to reduce the level of risk to the utility? The recommended projects, estimated cost, and schedule will be submitted with this report. Costs are Class D (+/- 40%) and are intended for preliminary budgets. Some of the recommended improvements may be spread out over several years or completed every few years as the case may be. In order to prepare a financial assessment, each improvement has been given an approximate timeframe for implementation, so that long term cost projections can be completed.
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Table 10-1: 20-Year Capital Plan
TOTAL (W/ TOTAL (W/O COST OF FIRE DESCRIPTION/ASSOCIATED # PROJECT NAME FIRE FLOW) FIRE FLOW) PROTECTION WATERMAIN(S) R‐1 Annual Watermain $60,000 $60,000 $0 Annual reserve contribution for and Facilities watermain and Facilities renewal Renewal Reserve (cost provided by RDNO). H‐1 Fire Hydrant $0 $345,000 $345,000 Provide a fire hydrant for every Coverage ‐ Existing 150 m of existing watermain.
Notes: 1. Must be completed in conjunction with FF projects to provide required fire flows. 2. The actual number of hydrants required to provide fire protection coverage may vary, depending on placement and distance of watermains to property. D‐1 Mabel Ridge $0 $1,631,630 $1,631,630 Upsize existing Mabel Ridge Estates Fire Flow Estates watermains from 100 mm Upgrade to 150 mm to provide fire flow to Mabel Ridge Estates. D‐2 Mabel Lakes Estate $0 $301,530 $301,530 Upsize existing watermain along Subdivision Fire Cessna Road/Parkway Road from Flow Upgrade 150 mm to 200 mm and provide (Cessna 150 mm diameter loop to provide Road/Parkway fire flow to Mabel Lakes Estate Road) Subdivision. T‐1 Water Treatment: $680,000 $680,000 $0 Cost based on the installation of UV Disinfection the building extension. 2/3 grant funding must be obtained to move project forward. E‐1 Standby Power $60,000 $60,000 $0 Provide 40kW standby power to Upgrades ‐ existing Lakeshore Pumphouse. Lakeshore Must be accompanied with Pumphouse standby power for sewer liftstation. E‐2 Standby Power $25,000 $25,000 $0 Provide 15 kW standby power to Upgrades ‐ Booster existing Booster Station. Station
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TOTAL (W/ TOTAL (W/O COST OF FIRE DESCRIPTION/ASSOCIATED # PROJECT NAME FIRE FLOW) FIRE FLOW) PROTECTION WATERMAIN(S) S‐1 Mid Level Reservoir $0 $730,500 $730,500 Provide additional 487 m3 of Upgrade water storage at the Mid Level Reservoir at a minimum low water level of 469 m to meet fire storage requirements and supply fire flows. Capacity of the PRV connections between the 518 m Pressure Zone to the 469 Pressure Zone should be confirmed as part of the project implementation to confirm the 518 m Pressure Zone is capable of feeding the 469 Pressure Zone. S‐2 Upper Level $0 $163,500 $163,500 Provide additional 109 m3 of Reservoir Upgrade water storage at the Upper Level Reservoir with a minimum low water level of 519.6 m to provide required fire flows and meet fire storage requirements. D‐3 Holiday Centre Fire $0 $214,345 $214,345 Upsize existing 100 mm Flow Upgrade watermain servicing the Holiday Centre to 200 mm to provide fire flows to the Holiday Centre (minimum fire flow of 90 L/s for medium‐density residential/light industrial/commercial). D‐4 Enderby‐Mabel $0 $1,073,905 $1,073,905 Upsize existing 150 mm mainline Lake Road Fire Flow to 200 mm (minimum fire flow of Upgrade 60 L/s for single family residential).
D‐6 North Lakeshore $555,015 $555,015 $0 Extend watermain along the North Lakeshore to service currently unconnected lots. S‐3 Mid‐Level Reservoir $0 $204,000 $204,000 Provide additional 136 m3 of Upgrade (Stage I) water storage at the Mid Level Reservoir to meet fire storage requirements (assumes S‐1, S‐2, and S‐4 are complete). T‐2 Water Treatment: $10,260,000 $10,260,000 $0 Installation of treatment facility Filtration near the reservoir. Cost based on 2/3 grant funding.
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TOTAL (W/ TOTAL (W/O COST OF FIRE DESCRIPTION/ASSOCIATED # PROJECT NAME FIRE FLOW) FIRE FLOW) PROTECTION WATERMAIN(S) P‐1 Upgrade Lake $45,000 $45,000 $0 Upgrade existing 2‐15 hp intake Intake Pumps ‐ pumps to 2‐30 hp pumps Stage II (approximate operating point of 18 L/s at 83 m TDH) to provide a minimum capacity of MDD. P‐2 Upgrade Booster $15,000 $15,000 $0 Upgrade existing 2‐7.5 hp intake Station Pumps ‐ pumps to 2‐10 hp pumps Stage II (approximate operating point of 6.5 L/s at 63 m TDH) to provide MDD flows. H‐2 Fire Hydrant $0 $265,000 $265,000 Provide a fire hydrant for every Coverage ‐ Stage II 150 m of future watermain (not including existing watermain). Notes: 1. This will require FF projects be undertaken to upgrade water system to provide required fire flows. 2. This may not provide necessary coverage, depending on distance of property to watermain. S‐4 Upper Level $0 $31,500 $31,500 Provide additional 21 m3 of water Reservoir Upgrade storage at the Upper Level (Stage I) Reservoir to meet fire storage requirements (Complete with S‐ 2). S‐5 Mid‐Level Reservoir $606,000 $891,000 $285,000 Without FF: Provide additional Upgrade (Build‐out) 404 m3 of water storage at the Mid Level Reservoir with a minimum water level of 472 m to provide residual pressures throughout the pressure zone and meet build‐out storage requirements (excluding fire storage).
With Fire Flow: Provide additional 547 m3 of water storage at the Mid Level Reservoir to meet fire storage requirements (assumes S‐ 1 to 4, and 6 are complete).
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TOTAL (W/ TOTAL (W/O COST OF FIRE DESCRIPTION/ASSOCIATED # PROJECT NAME FIRE FLOW) FIRE FLOW) PROTECTION WATERMAIN(S) S‐6 Upper Level $150,000 $190,500 $40,500 Without FF: Increase reservoir Reservoir Upgrade operating level to a minimum (Build‐out) operating level of 521 m to meet PHD demands while maintaining a minimum residual pressure of 40 psi throughout the majority of the 518 pressure zone. Assume 100 m3 volume.
With Fire Flow: Provide additional 127 m3 of water storage at the Upper Level Reservoir at a minimum operating level of 521 m to meet fire storage requirements (assumes S‐1 to 5 are complete). D‐7 Agricultural Loop $1,301,555 $1,341,875 $40,320 Extend watermain along Beatty Road to service currently undeveloped lots and provide looping. D‐8 Country‐Residential $541,665 $1,991,105 $1,449,440 Extend watermain along Beatty Road to service the future country‐residential lots north of Lusk lake. D‐9 Small $818,260 $1,239,615 $421,355 Extend watermain to service the Holdings/Parks future small holdings parcels east (east of Kingfisher of Kingfisher Road and provide Road) looping. D‐10 Westside Lakeshore $1,521,605 $1,577,615 $56,010 Extend watermain to service the Westside Lakeshore.
Total: $16,639,100 $23,892,635 $7,253,535
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APPENDIX
Appendix A Modelling Figures
.
Legend ³ (¬PS Pumping Station
Rohan Peeters Rd )"RES Reservoir
ù) PRV
Kingfisher Rd Available Pressures (ADD)
79 psiEnderby Mabel Lake Rd Mid Level Reservoir <= 29 psi )"RES 40 psi to 75 psi 98 psi 75 psi to 150 psi
LuskLake Rd
Beattie Rd private driveway Existing Watermains
WalkerRd
46 psi ³ 45 psi Lusk Lake RdPS E (¬ 75 Booster Station Upper Level Reservoir 84 psi 100 )"RES 150 49 psi 47 psi
Enderby Mabel Lake Rd 200
unnamedlane Dolly Varden Rd 250 67 psi 52 psi Rivermouth Rd 52 psi Mabel Ridge Rd Parcels ù Parkside Pl )
Parkway Rd Cessna Rd 54 psi
LakeviewPl
Westside Lakeshore Simard Rd (continues south) Mabel Lake Pl
68 psi Leighton Rd (¬PS ³ Lakeshore Pumphouse
Mabel Lake Subdivision Rd
Scale: Project No.: Client: North Vancouver Office FIGURE A-1 181-15710-01 #210 - 889 Harbourside Drive 1:12,000 @ Letter Tel (604) 990 4800 MABEL LAKE WATER SYSTEM | MASTER WATER PLAN Date: Fax (604) 990 4805 EXISTING AVERAGE DAY DEMANDSource: Esri, DigitalGlobe, GeoEye,0 Earthstar140 Geographics,280 CNES/AirbusDecember 2019 DS, USDA, USGS, AeroGRID, This drawing and its contents are the property of WSP Canada Group Ltd. Any IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. SYSTEM PRESSURES Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-1 - Existing ADD.mxd .
Legend ³ (¬PS Pumping Station
Rohan Peeters Rd )"RES Reservoir
ù) PRV (! Kingfisher Rd Available Fire Flow (MDD+FF) (!(! (! Enderby Mabel Lake Rd (! 31 L/s (! <= 33 L/s (! Mid Level Reservoir (! (! (! 33 L/s to 60 L/s RES (! (! )" (! (!(! 37 L/s ! (! ( 60 L/s to 90 L/s (!
WalkerRd
LuskLake Rd
Beattie Rd (! private driveway (! (! (!(! (! (! ³ 90 L/s to150 L/s 93 L/s Lusk Lake Rd E PS (¬(!(! Existing Watermains Booster Station Upper Level Reservoir (!(! (! 75 (! RES(! (! (! )" (! (!(! (! (! 100 (!(!
Enderby Mabel Lake Rd (!(! (! 150
! unnamedlane ( (! (! (! (! 200 Dolly Varden Rd (! (! (! (! Rivermouth Rd (!(! 45 L/s Mabel Ridge Rd 250 ! ù (! (! (! ((! (! (! ) Parkside Pl 71 L/s (! (! ! (! (! (! Parcels (! (!(! !( (!! Parkway Rd( ( (!(! (!(! (!(! (!(! Cessna Rd (! !( (! LakeviewPl ( (!(! (! (! (! (! Westside Lakeshore (! Simard Rd (continues south) Mabel Lake Pl (! (!(! (!(!(! 65 L/s Leighton Rd (¬PS ³ Lakeshore Pumphouse
Mabel Lake Subdivision Rd
Scale: Project No.: Client: North Vancouver Office FIGURE A-2 181-15710-01 #210 - 889 Harbourside Drive 1:12,000 @ Letter Tel (604) 990 4800 MABEL LAKE WATER SYSTEM | MASTER WATER PLAN Date: Fax (604) 990 4805 EXISTING MAXIMUM DAY DEMANDSource: Esri, DigitalGlobe, GeoEye,0 Earthstar140 Geographics,280 CNES/AirbusDecember 2019 DS, USDA, USGS, AeroGRID, This drawing and its contents are the property of WSP Canada Group Ltd. Any IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. AVAILABLE FIRE FLOW Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-2 - Existing MDD.mxd .
Legend
d ³ R PS s r Pumping Station te (¬ e e P n a h o R )"RES Reservoir d R
r e h s i f ) g ù PRV n i (! K Available Fire Flow (MDD+FF) (!(! (! (! E <= 33 L/s 61 L/s nd (! erb y Mid Level Reservoir Ma be D l L - ak 4 (! e a (! Rd (! 33 L/s to 60 L/s
y RES
d ! a (!(
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l n (!(! ! l ( n ! o ( (! u (! D (! Existing Watermains (! (! (! (! (! d R (!(! R idge Parcels i R v abel e 71 L/s M
r m (! (! (!(! ù (! a 63 L/s o (! (! ) u Parkside Pl 3 t (! h (! - (! (! R (! D d (! (! D-5a (! (!(! (! (!(! P (!(! arkway Rd Cessna Rd l (!(! (!(!
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s L a (¬ s k o e Lakeshore Pumphouse u
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u Scale: Project No.: Client: North Vancouver Office b d
FIGURE A-2A i 181-15710-01 #210 - 889 Harbourside Drive v
i 1:17,000 @ Letter Tel (604) 990 4800 Ms ABEL LAKE WATER SYSTEM | MASTER WATER PLAN Date: i Fax (604) 990 4805 o n 0 140 280 November 2019 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,
ER XISTING MAXIMUM DAY DEMAND (WITH UPGRADES) This drawing and its contents are the property of WSP Canada Group Ltd. Any d IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. AVAILABLE FIRE FLOW Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-2A - Existing MDD + FF.mxd .
Legend ³ (¬PS Pumping Station
Rohan Peeters Rd )"RES Reservoir
ù) PRV
Kingfisher Rd 70 psi Available Pressures (PHD) Mid Level Reservoir 76 psiEnderby Mabel Lake Rd <= 29 psi
97 psi RES 35 psi to 100 psi )" 42 psi 94 psi 100 psi to 150 psi
41 psi WalkerRd
LuskLake Rd
Beattie Rd private driveway Existing Watermains 45 psi Lusk Lake Rd E ³ 43 psi 42 psi (¬PS Booster Station 76 psi 75 Upper Level Reservoir 81 psi 44 psi )"RES 100 45 psi 150 47 psi 46 psi 45 psi
Enderby Mabel Lake Rd 200
unnamedlane 64 psi 47 psi Dolly Varden Rd 46 psi 47 psi 63 psi 250 48 psi Rivermouth Rd 49 psi 49 psi Mabel Ridge Rd 57 psi Parcels 48 psi ù ) 50Parkside psi Pl 49 psi 116 psi 49 psi 92 psi 51 psi 50 psiParkway Rd Cessna Rd 51 psi 51 psi 51 psi 51 psi 54 psi
LakeviewPl Simard Rd Westside Lakeshore Mabel Lake Pl 73 psi (continues south) 52 psi 86 psi
65 psi Leighton Rd (¬ P Large S Rd 0³ psi Lakeshore Pumphouse
Mabel Lake Subdivision Rd
Scale: Project No.: Client: North Vancouver Office FIGURE A-3 181-15710-01 #210 - 889 Harbourside Drive 1:12,000 @ Letter Tel (604) 990 4800 MABEL LAKE WATER SYSTEM | MASTER WATER PLAN Date: Fax (604) 990 4805 EXISTING PEAK HOUR DEMANDSource: Esri, DigitalGlobe, GeoEye,0 Earthstar140 Geographics,280 CNES/AirbusDecember 2019 DS, USDA, USGS, AeroGRID, This drawing and its contents are the property of WSP Canada Group Ltd. Any IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. SYSTEM PRESSURES Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-3 - Existing PHD.mxd 114 psi . D-7 121 psi 93 psi 56 psi
D Legend
-
8
d ³ R PS s r Pumping Station te (¬ 42 psi e 94 psi e P n a h o R )"RES Reservoir d R
r e ) h ù s i 99 psi f ) g ù PRV n i 105 psi K 97 psi Available Pressures (ADD)
E 86 psi nd <= 29 psi erb y Ma Mid Level Reservoir be l L ak 132 psi e Rd 29 psi to 40 psi
y RES
92 psi d
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52 psi PS ù (¬
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k
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y l l o 75 psi D 61 psi R d ge R Parcels i d v i 59 psi el R e Mab r
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Cessna Rd P Parkway Rd
w
e 61 psi
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u Scale: Project No.: Client: North Vancouver Office b d
FIGURE A-4 i 181-15710-01 #210 - 889 Harbourside Drive v
i 1:12,000 @ Letter Tel (604) 990 4800 Ms ABEL LAKE WATER SYSTEM | MASTER WATER PLAN Date: i Fax (604) 990 4805 o 89 psi n 0 140 280 December 2019 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,
R FUTURE AVERAGE DAY DEMAND This drawing and its contents are the property of WSP Canada Group Ltd. Any d IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. SYSTEM PRESSURE Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-4 - Future ADD.mxd (! 5 L/s
(! . D-7 (! (! (! (! 8 L/s 8 L/s
D Legend
-
8 (! d (! ³ R PS s r Pumping Station te (¬ e e P n ! a ( h o R
)"RES Reservoir
d R ù ) r (!e (! h s i f 76 L/s (! ) g ù PRV n i 8 L/s (! (! K Available Fire Flow (MDD+FF) (!(! (! (! E (! nd <= 33 L/s 50 L/s erb (! y Ma Mid Level Reservoir be l L (! ak ! e ( (! (! Rd (! (! 33 L/s to 60 L/s
y RES
d ! d a (!(
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(!(! ù (! (¬
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(!(! (! k
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n (!(! ! n ( n ! e ( (! u d (! r a V (! Existing Watermains y l ! l ( o D (! (! (! (! R (!(! e Rd i g Parcels v l Rid e 80 L/s abe r M m (! (! (! (!(! ù o (! (! ) u Parkside Pl 7 1 L / s 71 L/s t (! h (! 11 L/s (! (! R (! d (! (! (!(! (! l (! (!(!P (! Parkw Cessna Rd (!(! (!(! (!(! (!(! ay Rd w
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e o (! (! s n D-6 t t s (!! (! (!! i (! n Rd (!(! n i ighto d e (! L ³ u 0 72 L/s e -1 P S 0 L/s e D s L
a (¬ s k o e (! Lakeshore Pumphouse u s M
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u Scale: Project No.: Client: b
North Vancouver Office d
FIGURE A-5 i 181-15710-01 #210 - 889 Harbourside Drive v i 1:12,000 @ Letter Tel (604) 990 4800 Ms A(!BEL LAKE WATER SYSTEM | MASTER WATER PLAN i Date: o Fax (604) 990 4805 n 50 L/s December 2019 Source: Esri, DigitalGlobe, GeoEye,0 Earthsta14r 0Geogra2p80hics, CNES/Airbus DS, USDA, USGS, AeroGRID, R FUTURE MAXIMUM DAY DEMAND This drawing and its contents are the property of WSP Canada Group Ltd. Any d IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. AVAILABLE FIRE FLOW Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-5 - Future MDD.mxd (! 70 L/s
(! . D-7a (! (! (! (! 67 L/s 60 L/s
D Legend -
8
a (! d (! ³ R PS s r Pumping Station te (¬ e e P n ! a ( h o R
)"RES Reservoir
ù (! ) (! 106 L/s (! ) PRV d 72 L/s ù R ! ( r (! e h s i f Available Fire Flow (MDD+FF) (!(! g n i (! (! K E (! nd <= 33 L/s 93 L/s erb (! y Ma Mid Level Reservoir be l L D (! ak - (! e R 4a (! (! d (! (! 33 L/s to 60 L/s
y RES
d ! d a (!(
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(!(! ù (! (¬
d Booster Station (! ) 71 L/s R > 150 L/s Upper Level Reservoir e
(!(! (! k
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n - 200 mm (!(! ! n ( n 1 ! e ( (! u d a (! r a V (! y l ! Existing Watermains l ( o (! (! D (! d R (!(! R 83 L/s idge Existing Watermains i R v bel e M a 108 L/s r m (! (! (!(! ù (! a o (! (! ) u Parkside Pl 3 t (! h (! - (! Parcels (! R (! D d (! (! D-2a (! (!(! (! l (! (!(!P Parkway Rd Cessna Rd (!(! (!(! (!(! (!(! w D-2a e
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e o (! (! s 6a n D- t t s (!! (! (!! i (! (!(! n i d (! ton Rd ³ u a e ig h 70 L/s e 10 L PS e - D s L
a (¬ s k o e (! Lakeshore Pumphouse u s M
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u Scale: Project No.: Client: b
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FIGURE A-5a i 181-15710-01 #210 - 889 Harbourside Drive v i 1:12,000 @ Letter Tel (604) 990 4800 Ms A(!BEL LAKE WATER SYSTEM | MASTER WATER PLAN i Date: o Fax (604) 990 4805 n 72 L/s November 2019 Source: Esri, DigitalGlobe, GeoEye,0 Earthsta14r 0Geogra2p80hics, CNES/Airbus DS, USDA, USGS, AeroGRID, FUTURER MAXIMUM DAY DEMAND AND FIRE FLOW (WITH UPGRADES) This drawing and its contents are the property of WSP Canada Group Ltd. Any d IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. AVAILABLE FIRE FLOW Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-5a - Future MDD w Upgrades.mxd 93 psi
94 psi . D-7 103 psi 74 psi 39 psi
D Legend
-
8
d ³ R 25 psi PS s r 74 psi Pumping Station te (¬ e e P n a h o 104 psi R )"RES Reservoir d R
r e ) h ù s i 86 psi 108 psi f ) g ù PRV n i 84 psi K 80 psi 67 psi Available Pressures (PHD)
72 psi E 90 psi <= 29 psi nd erb y 97 psi Mid Level Reservoir Ma be l L ak 112 psi e R 110 psi 29 psi to 40 psi
d y RES
78 psi d
d a
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D t s t a
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Lusk L a k e R d E 46 psi ³ 75 psi to 150 psi
41 psi 41 psi PS ù (¬
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k
a
78 psi L
4 3 psi
l 150 mm e RES b
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n n
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u 45 psi d 61 psi r 44 psi a 46 psi V Existing Watermains y l l o 69 psi D 46 psi d R R 47 psi idge i R Parcels v 45 psi bel e M a 63 psi
r m 46 psi ù o 121 psi ) u Parkside Pl t 46 psi h 45 psi
R
d 47 psi 97 psi 47 psi 47 psi Parkway Rd Cessna Rd l
P 49 psi 49 psi 47 psi
w
e
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48 psi v
49e psi k 50 psi
a
L Mabel Lake Pl imard Rd W S 70 psi ( 49 psi c e 82 psi o
s n D-6 t 79 psi t s i n i d R d 61 psi ³ u 0 ighton e -1 Le PS e 70 psi D s L
a (¬ s k o e Lakeshore Pumphouse u s M
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FIGURE A-6 i 181-15710-01 #210 - 889 Harbourside Drive v i 1:12,000 @ Letter Tel (604) 990 4800 Ms ABEL LAKE WATER SYSTEM | MASTER WATER PLAN i Date: o 74 psi Fax (604) 990 4805 n November 2019 Source: Esri, DigitalGlobe, GeoEye,0 Earthsta14r 0Geogra2p80hics, CNES/Airbus DS, USDA, USGS, AeroGRID, R FUTURE PEAK HOUR DEMAND This drawing and its contents are the property of WSP Canada Group Ltd. Any d IGN, and the GIS User Community Drawn: Approved: unauthorised employment of reproduction, in full or in part, is forbidden. SYSTEM PRESSURES Meters SW SH
Path: \\Ca-nvr-win01\oic\Municipal\North Okanagan, Regional Dist\19P-00242-00 Mabel Lake Master Water Plan\400 Tech\mxd files\Figure A-6 - Future PHD.mxd APPENDIX
Appendix B Water Treatment Siting Schematics
W W W
W
W W
W N W
LARGE RD W
W W
W W W W W
W W
3514 W 3510 W
W
W W 2. 5 m
W PROPOSED PUMP STATION W 6.0 m BUILDING EXTENSION
SITE PLAN - OPTION 1
SCALE: 1:500 W
W
W W W
W W
W N W W W W W W W W W
3501 W W
W
W
W
3497
W
W W W
3525 W
W W
W
PROPOSED BUILDING W W W
W
W W W
W W W W DOLLY VARDEN RD W W W
W W W
W W W
W W W
W W W W W W W W W
W
W W W
W W W W W W
W W W W W
W W W
W W W W W W
W W W W 13
W W W 15
W W W W
W W
W W
W W W W
W W
W W W W W W ENDERBY MABEL LAKE RD W W W W W W W W W W W W W
11 W
W LARGE RD 3490 3514 3492 3510 3498 3488 3494 3496 3486 3484 3482 3480 3478
3476 TIE-IN TO EXISTING WATER PIPELINE
EXISTING PUMP STATION
MABEL LAKE
SITE PLAN - OPTION 2A LEGEND SCALE: 1:2500 W W EXISTING WATERMAIN EXISTING PROPERTY BOUNDARY NOTE: EXISTING CREEK / LAKE W W PROPOSED WATERMAIN 1. DRAWING SHOWN FOR ILLUSTRATION PURPOSES ONLY.
PROJECT: SCALE: REGIONAL DISTRICT OF NORTH OKANAGAN 1:500 / 1:2500 MABEL LAKE DISINFECTION FACILITY DATE: UV SITING OPTIONS 01-11-2019 PROJECT NO: TITLE: Suite 700, Landmark 6, 1631 Dickson Ave. 19P-00242-00 Kelowna, BC V1Y 0B5 CIVIL DRAWING NO: T 250 980-5500 | WWW.WSP.COM SITE PLAN - OPTION 1 AND OPTION 2 B-1 E:\Canada WSP\Projects\Mabel lake\Mabel Lake.dwg Nov 01, 2019-7:01am BY:(CAJJ070384) E:\Canada WSP\Projects\Mabel lake\Mabel Lake.dwg Dec 23, 2019-1:54pm BY:(cajj070384)
3478 LEGEND
TW
W
W W W W
3480 W W
W
W
W
W
W W W N W
ENDERBY MABEL LAKE RD 3482 W TW Suite 700, Landmark 6, 1631 Dickson Ave. W W T 250 980-5500 | WWW.WSP.COM
3484 W Kelowna, BC V1Y 0B5 PROPOSED RAW WATERMAIN PROPOSED DISTRIBUTION WATERMAIN EXISTING CREEK / LAKE EXISTING PROPERTY BOUNDARY EXISTING WATERMAIN 3486
W
3488
3490
3492
3494 3497 TITLE: PROJECT: 3496
3498 W SITE PLAN - OPTION 4 CIVIL UV SITING OPTIONS MABEL LAKE DISINFECTION FACILITY REGIONAL DISTRICT OF NORTH OKANAGAN W 3501
W W MABEL LAKE PROPOSED BUILDING LENGTH ≈ 20m 20m x 250Ø DISTRIBUTION PIPELINE LENGTH ≈ 20m 250Ø RAW WATER PIPELINE W W W W W W W W W W W
W W SITE PLAN - OPTION SCALE: 1:2500
W
W
W
W
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W W 3510 W W W W
W W
W W
W W
W W
W W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
3514 W W W W
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W TW
W W 3525 2B W W
W W W W W
W W W
W
W W W LARGE RD
W W W 1. DRAWING SHOWN FOR ILLUSTRATION PURPOSES ONLY. NOTE: TIE-IN TO EXISTING WATER PIPELINE EXISTING PUMP STATION EXISTING 250Ø INTAKE PIPE
1009 W W
DOLLY VARDEN RD 1000
W W W 11 990
980 W
970
13 960 W
950
730 740 DATE: DRAWING NO: PROJECT NO: SCALE: 19P-00242-00 23-12-2019 1:2500
720
940 W
530
540 750
520 15 710
510
550 500 W
490
W 480 560
W 700 W W
W 570 W
930 760 580
690 W
590
600
680 W W
770 610
620
670
920 630
640 W
650 W
W 660 W
B - 2 780
910
W 790 W
900
800
810
890
W
W 820
880
830 W
870 840
860 W W W
T40 LUSK LAKE 91 W 110
108 W W 106 67 W 89 EXISTING BOOSTER STATION N 102 W W
W 42 88 51 65 100 42 94 W W
W 98 42 W W W 87 W W W LUSK LK. RD. E.
42 PROPOSED BUILDING W 96 W
W 84 W 42 90 85 88
W W 42 82 73 86 80 71 W W
42 W 78
W 69 84 76 67
42
W 74 W
W W W 80 65
72 W 63
W W W 76 70 61
W 42 W
W 59 W
W 68 66 57 W
WW 42 RD RIDGE MABEL 64 55
W
W 70 W W 62 WW 42 53 DOLLY VARDEN ROAD MABEL LAKE AIRPORT
W
W 60 51 W
42 58 49 W
W W
W
50 W 47 42 56
W 45 W W
W 42 W
LUSK CREEK LUSK 54 43
W 42
42 52
W W W 41 W
W
W MABELW RIDGE RD. 42 W 39
W 42
42 40 37 W
W
W W 42 W 27 W 25
W 42
W
19 42 W
42 W
W 35 W
W W WALKER RD W 31 33 W W W 21 27 29 23 25
41 W W
W
CESSNA RD. W 37 W
W W 3454 3459
30 3454 3461 W W 3458 W 31 3465 WW 28 3462 26 3473 W W WW
LAKE VIEW PL. W
3466 3501 W W W 24 W
3497 SIMARD RD
W 22
3525 W
W W 23
16 14 12
18 10 20 W 21 17 13 15 ENDERBY MABEL LAKE ROAD 19 11 TIE-IN TO EXISTING 3514 3500 3498 3490 3494 3510 3492 3496
3488 LARGE RD 3486 3484 3482
3480 WATER PIPELINE 3478 3476 8 10 ZEMLA RD. MABEL LAKE EXISTING PUMP STATION 16 LEGEND SITE PLAN - OPTION 3 W W EXISTING WATERMAIN SCALE: 1:5000 EXISTING PROPERTY BOUNDARY NOTE: EXISTING CREEK / LAKE 1. DRAWING SHOWN FOR ILLUSTRATION PURPOSES ONLY. W W PROPOSED WATERMAIN
PROJECT: SCALE: REGIONAL DISTRICT OF NORTH OKANAGAN 1:5000 MABEL LAKE DISINFECTION FACILITY DATE: UV SITING OPTIONS 01-11-2019 PROJECT NO: TITLE: Suite 700, Landmark 6, 1631 Dickson Ave. 19P-00242-00 Kelowna, BC V1Y 0B5 CIVIL DRAWING NO: T 250 980-5500 | WWW.WSP.COM SITE PLAN - OPTION 3 B-3 E:\Canada WSP\Projects\Mabel lake\Mabel Lake.dwg Nov 01, 2019-6:59am BY:(CAJJ070384) APPENDIX
APPENDIX C – COST ESTIMATES
Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 1
Budgetary Cost- Water Master Plan- Summary Stage 1
Item Description Extension
1.0 General Requirements $ 75,000
2.0 CIVIL $ 40,000
3.0 STRUCTURAL $ 51,000
4.0 PROCESS MECHANICAL AND ELECTRICAL$ 301,000
Sub-Total $ 467,000
Engineering Services (~15%) $ 70,050 Contigency (~30%) $ 140,100
TOTAL ESTIMATED CAPITAL COST $ 680,000
Page 1 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 1
Budgetary Cost- Water Master Plan- General Requirements-Stage 1
Item Description Unit Extension ($)
1.0 GENERAL REQUIREMENTS
1.1 50% Performance Bonds L.Sum$ 7,840
1.2 Insurance (General Contractor) L.Sum$ 7,840
1.3 Overhead - Indirect Costs (5% of Project value) L.Sum$ 29,400
1.4 Profit (5% of Project Value) L.Sum$ 29,400
TOTAL 1.0 - GENERAL REQUIREMENTS $ 75,000
Page 2 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 1
Budgetary Cost- Water Master Plan- Class 'D' Cost Estimate- Stage 1
Item Description Quantity Unit Unit Price Markup PST Extension ($) 2.0 CIVIL WORKS
2.1 Civil Work 2.1.1 Supply and Install of 250Ø mm above ground SS Pipe 30 m $770.00 0% 7% $ 25,000 2.1.2 Site Grading 1 L. Sum $15,000.00 $ 15,000
Total 2.1 Civil Work $ 40,000
Total 2.0 CIVIL WORKS $ 40,000
3.0 STRUCTURAL 3.1 Extension of the Existing Building 3.1.1 Existing Building- Demolition Allowance 1 L.Sum $5,000.00$ 5,000 3.1.2 Steel Beams, Columns and Braces 1 L.Sum $14,670.00$ 15,000 3.1.3 Roof Deck, Roofing 1 L.Sum $1,500.00$ 1,500 3.1.4 Floor Deck 1 L.Sum $4,000.00$ 4,000 3.1.5 Cladding, Girts and Insulation 1 L.Sum $5,000.00$ 5,000 3.1.6 Temporary Hoarding Allowance 1 L.Sum $2,500.00$ 2,500 3.1.7 Piles 1 L.Sum $18,000.00$ 18,000
Total 3.1 Total Extension of Existing Building $ 51,000
Total 3.0 STRUCTURAL $ 51,000
4.0 PROCESS MECHANICAL ELECTRICAL
4.1 UV Treatment System and Ancilliaries
4.1.1 Connection of the exisiting system to the new UV system 1 L.Sum $10,000.00$ 10,000 4.1.2 New UV System (1+1) For Current Demand 2 Ea. $45,900.00 15% 7% $ 111,996 4.1.3 Pipe and Fitting for the UV system 1 L.Sum $8,000.00 10% 7% $ 9,360 4.1.4 Supply of 150Ø mm above ground butterfly valves 2 Ea. $600.00 15% 7% $ 1,464 4.1.5 Supply of 150Ø mm above ground butterfly valves with Actuators 2 Ea. $2,500.00 15% 7% $ 6,100 4.1.6 Magnetic Flowmeters (150Ø mm ) 2 Ea. $6,000.00 15% 7% $ 14,640 4.1.7 Couplings for the above ground pipes 4 Ea. $1,500.00 15% 7% $ 7,320 4.1.8 UV Transmitter 1 L.Sum $12,000.00 15% 7% $ 14,640 4.1.9 Turbidity Meters 1 L.Sum $10,000.00 15% 7% $ 12,200
Total 4.1 - UV Treatment System and Ancilliaries $ 188,000
4.2 UV Installation, Electrical and Commissioning
4.2.1 Installation of Pipework with associated fittings 20% % $188,000.00$ 37,600 4.2.2 Commisionning of the UV System 10% % $188,000.00$ 18,800 4.2.3 Electrical Connections and Electrical Instrumentation 30% % $188,000.00$ 56,400
Total 4.2 - UV Installation, Electrical and Commissioning $ 113,000
Total 4.0 PROCESS MECHANICAL AND ELECTRICAL $ 301,000
Total 2.0, 3.0, 4.0 $ 392,000
Page 3 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 2
Budgetary Cost- Water Master Plan- Summary Stage 1
Item Description Extension
1.0 General Requirements $ 135,000
2.0 CIVIL $ 520,000
3.0 STRUCTURAL $ 129,000
4.0 PROCESS MECHANICAL AND ELECTRICAL$ 312,000
Sub-Total $ 1,096,000
Engineering Services (~15%) $ 164,400 Contigency (~30%) $ 328,800
TOTAL ESTIMATED CAPITAL COST $ 1,590,000
Page 4 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 2
Budgetary Cost- Water Master Plan- General Requirements-Stage 1
Item Description Unit Extension ($)
1.0 GENERAL REQUIREMENTS
1.1 50% Performance Bonds L.Sum$ 19,220
1.2 Insurance (General Contractor) L.Sum$ 19,220
1.3 Overhead - Indirect Costs (5% of Project value) L.Sum$ 48,050
1.4 Profit (5% of Project Value) L.Sum$ 48,050
TOTAL 1.0 - GENERAL REQUIREMENTS$ 135,000
Page 5 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 2
Budgetary Cost- Water Master Plan- Class 'D' Cost Estimate- Stage 1
Item Description Quantity Unit Unit Price Markup PST Extension ($) 2.0 CIVIL WORKS
2.1 Civil Pipe Work Installation 2.1.1 Supply and Install of 250Ø mm Below Ground PVC Pipe 700 m $700.00$ 490,000 2.1.2 Site Grading 1 L.Sum $30,000.00 $ 30,000
Total 2.1 Civil Pipe Work Installation $ 520,000
Total 2.0 CIVIL WORKS $ 520,000
3.0 STRUCTURAL 3.1 Extension of the Existing Building 3.1.1 Concrete Slab and Foundation 1 L.Sum $15,000.00 0% 0% $ 15,000 3.1.2 Roof Trusses and Sheeting 42 m2 $180.00 0% 0% $ 7,560 3.1.3 Insulation Roof 42 m2 $90.00 0% 0% $ 3,780 3.1.4 Wood Framing 22 m2 $130.00 0% 0% $ 2,860 3.1.5 Insulation of Walls 22 m2 $70.00 0% 0% $ 1,540 3.1.6 Outside Metal Cladding 30 m2 $120.00 0% 0% $ 3,600 3.1.7 Metal Roof Cladding 42 m2 $150.00 0% 0% $ 6,300 3.1.8 Doors 2 Ea $4,000.00 0% 0% $ 8,000 3.1.9 Painting 1 L.Sum $6,000.00 0% 0% $ 6,000 3.1.10 Miss. Building Material 1 L.Sum $5,000.00 0% 0% $ 5,000 3.1.11 Contigency 20% % $59,640.00 0% 0% $ 11,928
Total 3.1 Total Extension of Existing Building $ 72,000
3.2 Cost Estimate Provided By Adam Patterson 30 m2 $4,300.00 0% 0% $ 129,000
Total 3.0 STRUCTURAL $ 129,000
4.0 PROCESS MECHANICAL ELECTRICAL
4.1 UV Treatment System and Ancilliaries
4.1.1 Connection of PVC to above Ground SS Pipe 1 L.Sum $10,000.00$ 10,000 4.1.2 New UV System (1+1) For Current Demand 2 Ea. $45,900.00 15% 7% $ 111,996 4.1.3 Fittings for the UV system 1 L.Sum $8,000.00 10% 7% $ 9,360 4.1.4 Supply of 150Ø mm above ground butterfly valves 2 Ea. $600.00 15% 7% $ 1,464 4.1.5 Supply of 150Ø mm above ground butterfly valves with Actuators 2 Ea. $2,500.00 15% 7% $ 6,100 4.1.6 Magnetic Flowmeters (150Ø mm ) 2 Ea. $6,000.00 15% 7% $ 14,640 4.1.7 Couplings for the above ground pipes 4 Ea. $1,500.00 15% 7% $ 7,320 4.1.8 UV Transmitter 1 Ea. $12,000.00 15% 7% $ 14,640 4.1.9 Turbidity Meters 1 Ea. $10,000.00 15% 7% $ 12,200
Total 4.1 - UV Treatment System and Ancilliaries $ 188,000
4.2 UV Installation, Electrical and Commissioning
4.2.1 Installation of Pipework with associated fittings and UV Reactors 10% % $188,000.00 0% 0% $ 18,800 4.2.2 Commisionning of the UV System 10% % $188,000.00 10% 0% $ 18,800 4.2.3 Electrical Connections and Electrical Instrumentation 30% % $188,000.00 0% 7% $ 56,400 4.2.4 Relocation of Chlorination System 1 L.Sum $30,000.00$ 30,000
Total 4.2 - UV Installation, Electrical and Commissioning $ 124,000
Total 4.0 PROCESS MECHANICAL AND ELECTRICAL $ 312,000
Total 2.0, 3.0, 4.0 $ 961,000
Page 6 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 3
Budgetary Cost- Water Master Plan- Summary Stage 1
Item Description Extension
1.0 General Requirements $ 242,000
2.0 CIVIL $ 840,000
3.0 STRUCTURAL $ 129,000
4.0 PROCESS MECHANICAL AND ELECTRICAL$ 300,000
Sub-Total $ 1,511,000
Engineering Services (~15%) $ 226,650 Contigency (~30%) $ 453,300
TOTAL ESTIMATED CAPITAL COST $ 2,200,000
Page 7 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 3
Budgetary Cost- Water Master Plan- General Requirements-Stage 1
Item Description Unit Extension ($)
1.0 GENERAL REQUIREMENTS
1.1 50% Performance Bonds L.Sum$ 25,380
1.2 Insurance (General Contractor) L.Sum$ 25,380
1.3 Overhead - Indirect Costs (7.5% of Project value) L.Sum$ 95,175
1.4 Profit (7.5% of Project Value) L.Sum$ 95,175
TOTAL 1.0 - GENERAL REQUIREMENTS$ 242,000
Page 8 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Option 3
Budgetary Cost- Water Master Plan- Class 'D' Cost Estimate- Stage 1
Item Description Quantity Unit Unit Price Markup PST Extension ($) 2.0 CIVIL WORKS
2.1 Civil Pipe Work Installation 2.1.1 Supply and Install of 250Ø mm Below Ground PVC Pipe 1,100.00 m $700.00$ 770,000 2.1.2 Site Grading 1 L.Sum $50,000.00 0% 0% $ 50,000 2.1.3 Site Works 1 L.Sum $20,000.00 0% 0% $ 20,000
Total 2.1 Civil Pipe Work Installation $ 840,000
Total 2.0 CIVIL WORKS $ 840,000
3.0 STRUCTURAL 3.1 Extension of the Existing Building 3.1.1 Concrete Slab and Foundation 1 L.Sum $20,000.00$ 20,000 3.1.2 Roof Trusses and Sheeting 42 m2 $180.00$ 8,000 3.1.3 Insulation Roof 42 m2 $90.00$ 4,000 3.1.4 Wood Framing 22 m2 $130.00$ 3,000 3.1.5 Insulation of Walls 22 m2 $70.00$ 2,000 3.1.6 Outside Metal Cladding 30 m2 $120.00$ 4,000 3.1.7 Metal Roof Cladding 42 m2 $150.00$ 6,000 3.1.8 Doors 2 Ea $4,000.00$ 8,000 3.1.9 Painting 1 L.Sum $6,000.00$ 6,000 3.1.10 Miss. Building Material 1 L.Sum $5,000.00$ 5,000 3.1.11 Moving Ground Material 1 L.Sum $10,000.00$ 10,000 3.1.12 Contigency 20% % $66,000.00$ 13,000
Total 3.1 Total Extension of Existing Building $ 89,000
3.2 Cost Estimate Provided By Adam Patterson 30 m2 $4,300.00 $ 129,000
Total 3.0 STRUCTURAL $ 129,000
4.0 PROCESS MECHANICAL ELECTRICAL
4.1 UV Treatment System and Ancilliaries
4.1.1 Connection of PVC to above Ground SS Pipe 1 L.Sum $10,000.00$ 10,000 4.1.2 New UV System (1+1) For Current Demand 2 Ea. $45,900.00 15% 7% $ 112,000 4.1.3 Fittings for the UV system 1 L.Sum $8,000.00 10% 7% $ 9,000 4.1.4 Supply of 150Ø mm above ground butterfly valves 2 Ea. $600.00 15% 7% $ 1,000 4.1.5 Supply of 150Ø mm above ground butterfly valves with Actuators 2 Ea. $2,500.00 15% 7% $ 6,000 4.1.6 Magnetic Flowmeters (150Ø mm ) 2 Ea. $6,000.00 15% 7% $ 15,000 4.1.7 Couplings for the above ground pipes 4 Ea. $1,500.00 15% 7% $ 7,000 4.1.8 UV Transmitter 1 Ea. $12,000.00 15% 7% $ 15,000 4.1.9 Turbidity Meters 1 Ea. $10,000.00 15% 7% $ 12,000
Total 4.1 - UV Treatment System and Ancilliaries $ 187,000
4.2 UV Installation, Electrical and Commissioning
4.2.1 Installation of Pipework with associated fittings and UV Reactors 20% % $187,000.00$ 37,400 4.2.2 Commisionning of the UV System 10% % $187,000.00$ 18,700 4.2.3 Electrical Connections and Electrical Instrumentation 30% % $187,000.00$ 56,100
Total 4.2 - UV Installation, Electrical and Commissioning $ 112,200
Total 4.0 PROCESS MECHANICAL AND ELECTRICAL $ 300,000
Total 2.0, 3.0, 4.0 $ 1,269,000
Page 9 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Mid Level Reservoir Site
Budgetary Cost- Water Master Plan- Summary Stage 2
Item Description Extension
1.0 General Requirements $ 880,000
2.0 CIVIL $ 910,000
3.0 STRUCTURAL $ 1,520,000
4.0 PROCESS MECHANICAL AND ELECTRICAL$ 3,844,000
Sub-Total $ 7,154,000
Engineering Services (~15%) $ 1,073,100 Contigency (~30%) $ 2,146,200
TOTAL ESTIMATED CAPITAL COST $ 10,380,000
Page 10 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Mid Level Reservoir Site
Budgetary Cost- Water Master Plan- General Requirements-Stage 2
Item Description Unit Extension ($)
1.0 GENERAL REQUIREMENTS
1.1 50% Performance Bonds L.Sum$ 125,600
1.2 Insurance (General Contractor) L.Sum$ 125,600
1.3 Overhead - Indirect Costs (5% of Project value) L.Sum$ 314,000
1.4 Profit (5% of Project Value) L.Sum$ 314,000
TOTAL 1.0 - GENERAL REQUIREMENTS$ 880,000
Page 11 of 15 Project No. 19P-00242-00 1-Nov-19 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Mid Level Reservoir Site
Budgetary Cost- Water Master Plan- Class 'D' Cost Estimate- Stage 2
Item Description Quantity Unit Unit Price Markup PST Extension ($) 2.0 CIVIL WORKS
2.1 Civil Works 2.1.1 Supply and Install of 250Ø mm Below Ground PVC Pipe 1200 m $700.00 0% 0% $ 840,000 2.1.2 Site Grading 1 L.Sum $50,000.00 0% 0% $ 50,000 2.1.3 Site Works 1 L.Sum $20,000.00 0% 0% $ 20,000
Total 2.1 Civil Work $ 910,000
Total 2.0 CIVIL WORKS $ 910,000
3.0 STRUCTURAL 3.1 Extension of the Existing Building 3.1.1 Concrete Slab and Foundation 1 L.Sum $15,000.00 0% 0% $ 15,000 3.1.2 Roof Trusses and Sheeting 441 m2 $180.00 0% 0% $ 79,380 3.1.3 Insulation Roof 441 m2 $90.00 0% 0% $ 39,690 3.1.4 Wood Framing 80 m2 $130.00 0% 0% $ 10,400 3.1.5 Insulation of Walls 80 m2 $70.00 0% 0% $ 5,600 3.1.6 Outside Metal Cladding 90 m2 $120.00 0% 0% $ 10,800 3.1.7 Metal Roof Cladding 441 m2 $150.00 0% 0% $ 66,150 3.1.8 Doors 2 Ea $4,000.00 0% 0% $ 8,000 3.1.9 Painting 1 L.Sum $6,000.00 0% 0% $ 6,000 3.1.10 Misc. Building Material 1 L.Sum $5,000.00 0% 0% $ 5,000 3.1.11 Moving Ground Material 1 L.Sum $10,000.00 0% 0% $ 10,000 3.1.12 Contigency 20% % $246,020.00 0% 0% $ 49,204
Total 3.1 Total Extension of Existing Building $ 305,300
3.2 Cost Estimate Provided By Adam Patterson 400 m2 $3,800.00 0% 0% $ 1,520,000
Total 3.0 STRUCTURAL $ 1,520,000
4.0 PROCESS MECHANICAL ELECTRICAL
4.1 Membrane Treatment System
4.1.1 Low Pressure Membrane Packaged System 2 Ea $1,100,000.00 15% 7% $ 2,684,000 4.1.2 Dechlorination System- Thiosulphate 1 Ea $15,000.00 15% 7% $ 18,300 4.1.3 Storage or Equalisation Tank (360m3) 1 L.Sum $70,000.00 0% 0% $ 70,000
Total 4.1 - Membrane Treatment System $ 2,773,000
4.2 Membrane Treatment Ancilliaries
2.1.1 Installation of the Membrane Treament System 10% % $2,773,000.00 0% 0% $ 277,300 2.1.2 Electrical Equipment for the Treatment System 20% % $2,773,000.00 0% 0% $ 554,600 2.1.3 Commissioning 5% % $2,773,000.00 0% 0% $ 138,650
Total 4.2 - Membrane Installation, Electrical and Commissioning $ 971,000
Total 4.0 MEMBRANE PROCESS MECHANICAL AND ELECTRICAL $ 3,744,000
5.0 Relocation of the UV System 1 L.Sum $100,000.00 $ 100,000
Total 2.0, 3.0, 4.0,5.0 $ 6,280,000
Page 12 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Holiday Centre Site
Budgetary Cost- Water Master Plan- Summary Stage 2
Item Description Extension
1.0 General Requirements $ 754,000
2.0 CIVIL $ 15,000
3.0 STRUCTURAL $ 1,520,000
4.0 PROCESS MECHANICAL AND ELECTRICAL$ 3,844,000
Sub-Total $ 6,133,000
Engineering Services (~15%) $ 919,950 Contigency (~30%) $ 1,839,900 Land Purchase $ 150,000
TOTAL ESTIMATED CAPITAL COST $ 9,050,000
Page 13 of 15 Project No. 19P-00242-00 13-Jan-20 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Holiday Centre Site
Budgetary Cost- Water Master Plan- General Requirements-Stage 2
Item Description Unit Extension ($)
1.0 GENERAL REQUIREMENTS
1.1 50% Performance Bonds L.Sum$ 107,600
1.2 Insurance (General Contractor) L.Sum$ 107,600
1.3 Overhead - Indirect Costs (5% of Project value) L.Sum$ 269,000
1.4 Profit (5% of Project Value) L.Sum$ 269,000
TOTAL 1.0 - GENERAL REQUIREMENTS$ 754,000
Page 14 of 15 Project No. 19P-00242-00 1-Nov-19 Rev. 1 RDNO Mable Lake Master Water Plan Treatment System-Holiday Centre Site
Budgetary Cost- Water Master Plan- Class 'D' Cost Estimate- Stage 2
Item Description Quantity Unit Unit Price Markup PST Extension ($) 2.0 CIVIL WORKS
2.1 Civil Works 2.1.1 Supply and Install of 250Ø mm Below Ground PVC Pipe 0 m $700.00 0% 0% $ - 2.1.2 Site Grading 1 L.Sum $10,000.00 0% 0% $ 10,000 2.1.3 Site Works 1 L.Sum $5,000.00 0% 0% $ 5,000
Total 2.1 Civil Work $ 15,000
Total 2.0 CIVIL WORKS $ 15,000
3.0 STRUCTURAL 3.1 Extension of the Existing Building 3.1.1 Concrete Slab and Foundation 1 L.Sum $20,000.00 0% 0% $ 20,000 3.1.2 Roof Trusses and Sheeting 441 m2 $180.00 0% 0% $ 79,380 3.1.3 Insulation Roof 441 m2 $90.00 0% 0% $ 39,690 3.1.4 Wood Framing 80 m2 $130.00 0% 0% $ 10,400 3.1.5 Insulation of Walls 80 m2 $70.00 0% 0% $ 5,600 3.1.6 Outside Metal Cladding 90 m2 $120.00 0% 0% $ 10,800 3.1.7 Metal Roof Cladding 441 m2 $150.00 0% 0% $ 66,150 3.1.8 Doors 2 Ea $4,000.00 0% 0% $ 8,000 3.1.9 Painting 1 L.Sum $6,000.00 0% 0% $ 6,000 3.1.10 Misc. Building Material 1 L.Sum $5,000.00 0% 0% $ 5,000 3.1.11 Moving Ground Material 1 L.Sum $10,000.00 0% 0% $ 10,000 3.1.12 Contigency 20% % $251,020.00 0% 0% $ 50,204
Total 3.1 Total Extension of Existing Building $ 311,300
3.2 Building Cost (based on footprint) 400 m2 $3,800.00 0% 0% $ 1,520,000
Total 3.0 STRUCTURAL $ 1,520,000
4.0 PROCESS MECHANICAL ELECTRICAL
4.1 Membrane Treatment System
4.1.1 Low Pressure Membrane Packaged System 2 Ea $1,100,000.00 15% 7% $ 2,684,000 4.1.2 Dechlorination System- Thiosulphate 1 Ea $15,000.00 15% 7% $ 18,300 4.1.3 Storage or Equalisation Tank (360m3) 1 L.Sum $70,000.00 0% 0% $ 70,000
Total 4.1 - Membrane Treatment System $ 2,773,000
4.2 Membrane Treatment Ancilliaries
2.1.1 Installation of the Membrane Treament System 10% % $2,773,000.00 0% 0% $ 277,300 2.1.2 Electrical Equipment for the Treatment System 20% % $2,773,000.00 0% 0% $ 554,600 2.1.3 Commissioning 5% % $2,773,000.00 0% 0% $ 138,650
Total 4.2 - Membrane Installation, Electrical and Commissioning $ 971,000
Total 4.0 MEMBRANE PROCESS MECHANICAL AND ELECTRICAL $ 3,744,000
5.0 Relocation of the UV System 1 L.Sum $100,000.00 $ 100,000
Total 2.0, 3.0, 4.0,5.0 $ 5,380,000
Page 15 of 15 APPENDIX
Appendix D – Intake Water Quality Memorandum (by RDNO)
MEMORANDUM
TO: Stephen Horsman, P. Eng. P.E File No: 5210.04.06
FROM: Keiko Parker Date: October 28, 2019
SUBJECT: Mabel Lake Water Intake Deepening Water Quality Analysis
Background:
Historically each year in June, Mabel Lake Water turbidity would increase above 1.0 NTU at the intake and RDNO would issue a Water Quality Advisory for approximately 3 weeks. The intake was located relatively shallow (12 m), but was adjacent to a shelf on the lake bottom where the depth increased dramatically. Therefore the intake could easily be deepened. It was estimated increasing the depth of the intake would likely reduce the turbidity events during freshet. Through increasing the intake depth, it was determined the turbidity could likely be improved sufficiently to ensure water quality would meet filtration exclusion criteria and filtration would not be required. There are also potential benefits of decreased interaction with surface water, potential algae improvements, and potential decrease in pathogens.
In 2012 a study was conducted to obtain a limnologic profile of the lake at the intake sight and surrounding area. The profiles included collecting turbidity, temperature, dissolved oxygen, pH, and microbial samples to ensure improved water quality at depths below the thermocline where the new intake would go. It was understood turbidity, temperature and microbial water quality typically improves below the thermocline.
The intake was installed at 26 metres on March 19, 2014. As a result no water quality advisories were issued during freshet due to high turbidity for the subsequent 3 years. In 2017 and 2018 there were unusually strong freshet events and as a result the turbidity at the intake exceeded 5 NTU resulting in Boil Water Notices being issued. These two events were preceded by an unprecedented accumulation of snow over winter and high spring rainfall events. As a result of the very high runoff, multiple landslides and extremely high erosion occurred in the Mabel Lake watershed.
E. coli, Total Coliforms, Total Organ Carbon (TOC) and UV Transmissivity (UVT) - Filtered have been measured at the Mabel Lake intake since 2006. The minimum, maximum, median, and average for these parameters after the intake was deepened have been compared to the original intake (Tables 1, 2, and 3). From the results we can say there appears to be an improvement in water quality at the deeper sight.
Figure 1 shows lower results and less frequent presence of Total Coliforms after the intake was deepened. Figure 2 shows similar results for E. coli. The median and average UVT and turbidity are also improved at the deeper intake (Tables 2 and 3). Similarly the minimum, median and
MEMBER MUNICIPALITIES: ELECTORAL AREAS: CITY OF ARMSTRONG VILLAGE OF LUMBY “B” – SWAN LAKE “E” – CHERRYVILLE DISTRICT OF COLDSTREAM TOWNSHIP OF SPALLUMCHEEN “C” – B.X. DISTRICT “F” – ENDERBY (RURAL) CITY OF ENDERBY CITY OF VERNON “D” – LUMBY (RURAL)
Memorandum dated October 28, 2019 Page 2 of 4 Subject: Mabel Lake Water Intake Deepening Water Quality Analysis average also have lower values for TOC after the intake was deepened (Table 2). The higher maximum value is as a result of the extreme freshets in 2017/18.
The water quality data appears to show an improvement after the intake depth was increased. Most notably, the water utility has not had to issue a water quality advisory or a boil water notice every spring at the same consistency as was done before the intake depth was increased.
Reviewed by:
Tricia Brett, MSc., PAg. Water Quality Manager, Utilities
Pre and Post Intake Deepening Comparison of E. coli
Pre Intake Deepening Post Intake Deepening
120
100
80
60 E. Coli Counts 40
20
0 01-14-2004 10-10-2006 07-06-2009 04-01-2012 12-27-2014 09-22-2017 06-18-2020 Date
Figure 1. E. coli graph from 2006 to 2019 at the Mabel Lake intake. Results in blue are before the intake was deepened and results in orange are after the intake was deepened.
Memorandum dated October 28, 2019 Page 3 of 4 Subject: Mabel Lake Water Intake Deepening Water Quality Analysis Pre and Post Intake DeepeningComparison of Total Coliforms
Pre Intake Deepening Post Intake Deepening
200 180 160 140 120 100 80 60 40 Total Coliforms (counts) Coliforms Total 20 0 01-14-2004 10-10-2006 07-06-2009 04-01-2012 12-27-2014 09-22-2017 06-18-2020 Date
Figure 2. Total Coliform graph from 2006 to 2019 at the Mabel Lake intake. Results in blue are before the intake was deepened and results in orange are after the intake was deepened.
Table 1. Total Coliforms and E. coli statistics before and after the intake was deepened. Total Coliforms E. coli Pre March 19, 2014 Intake Deepening Pre March 19, 2014 Intake Deepening Min 0 Min 0 Max 190 Max 9 Median 1 Median 0 Average 4.168919 Average 0.228188
Total Coliforms E. coli Post March 19, 2014 Intake Deepening Post March 19, 2014 Intake Deepening Min 0 Min 0 Max 99 Max 99 Median 0 Median 0 Average 2 Average 1 *Note: One sample for Total Coliforms and E. coli had counts of 99 on September 27, 2019. Max results without this data for the post intake deepening are 42 for Total Coliforms and 2 for E. coli.
Table 2. UVT – Filtered and TOC statistics before and after the intake was deepened. UVT - Filtered TOC Pre March 19, 2014 Intake Deepening Pre March 19, 2014 Intake Deepening Min 83.60 Min 1.30 Max 93.10 Max 4.20 Median 88.95 Median 2.9 Average 89.13 Average 2.83
UVT - Filtered TOC Post March 19, 2014 Intake Deepening Post March 19, 2014 Intake Deepening Min 85.90 Min 0.90 Max 92.90 Max 4.40 Median 90.30 Median 1.77 Memorandum dated October 28, 2019 Page 4 of 4 Subject: Mabel Lake Water Intake Deepening Water Quality Analysis Average 90.14 Average 1.85
Table 3. Turbidity statistics before and after the intake was deepened. Turbidity Pre March 19, 2014 Intake Deepening Min 0.00 Max 3.19 Median 0.21 Average 0.47
Turbidity Post March 19, 2014 Intake Deepening Min 0.01 Max 5.23 Median 0.17 Average 0.27