Water System Overview Sunset Ranch Water Utility System Overview Sunset Ranch Water Utility...

Water System Overview Sunset Ranch Water Utility December, 2012

Water Abbreviations

AES Atmospheric Environment Service MIgpd Million Imperial gallons per day ADD Average Daily Demand MCDSC Min. of Community Development Sport & Culture ALR Agricultural Land Commission MOE Ministry of Environment AO Aesthetic Objective MoH Ministry of Health AWWA American Water works Association MFNRO Ministry of Forest & Natural Resource Operations BMID Black Mountain Irrigation District NTU Nephelometric Turbidity Unit CCI Construction Cost Indices OCP Official Community Plan Cl2 Chlorine or sodium hypochlorite O & M Operations and Maintenance CPI Consumer Price Index PHD Peak hour demand DAF Dissolved Air Flotation PRV Pressure reducing valve DBP Disinfection by-product PS Pump Station DSM Demand Side Management psi pounds per square inch (pressure) DWPA Drinking Water Protection Act PLC Programmable Logic Controller DWPR Drinking Water Protection Regulation PZ Pressure Zone (normal HGL in metres) EPA Environment Protection Agency RPBA Reduced Pressure Backflow Assembly FF Fire flow SCADA Supervisory Control and Data Acquisition FUS Fire Underwriters Survey SFE Single Family Equivalent (equivalent to SF lot) GCDWQ Guideline for Canadian Drinking Water Quality SDWR Safe Drinking Water Regulation GEID Glenmore-Ellison Improvement District SWTR Surface Water Treatment Rule HGL Hydraulic Grade Line (slope of water in m/m) TCU True Color Units HST Harmonized Sales Tax TDH Total Dynamic Head Igpd Imperial Gallons per day THM Trihalomethane Igpm Imperial Gallons per minute TOC Total Organic Carbon IH Interior Health TWL Top Water Level ( metres ) L litre UFW Unaccounted for Water L/ca/d Litres per capita per day µg/L micrograms / litre ( parts per billion) L/s litres per second (flow rate) uS /cm micro siemens m3/s cubic metre per second, (flow rate) USgpm US gallons per minute mg/L milligrams/litre ( parts per million) WSC Water Survey of Canada MAC Maximum Acceptable Concentration UV Ultraviolet MCC Motor Control Centre MF multi-family ML megalitre ( one million litres = 1,000 m3) ML/day megalitres per day MDD Maximum daily demand

Image: Front Page – RDCO web mapping tool, Aerial Photography

Agua Consulting Inc. “Engineered Water Solutions” Agua file: 030-02-401

October 29, 2012 Regional District of Central Okanagan 1450 KLO Road Kelowna, BC V1W 3Z4 Attention: Mr. Jim Roe Manager, Engineering Re: Sunset Ranch - Water System Overview Dear Jim: We are pleased to present our report for the Sunset Ranch water utility. The report contains the following items:

• A summary of water system infrastructure; • A review of existing and future water demand issues; • A review of water quality issues including an assessment of the trended water quality; • Summary of the site review carried out on May 24, 2012 including deficiency assessment; • Recommendations for administrative ownership of the water system components;

We thank you for the opportunity to be of service. Yours truly, Agua Consulting Inc.

Bob Hrasko, P.Eng. Principal RJH/rh

SUNSET RANCH

WATER SYSTEM OVERVIEW TABLE OF CONTENTS

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CONTENTS

EXECUTIVE SUMMARY

EXECUTIVE SUMMARY ........................................................................................................... 1 GENERAL ........................................................................................................................................... 1 EXISTING WATER SYSTEM .................................................................................................................. 1 FUTURE WATER DEMANDS ................................................................................................................. 2 SYSTEM DEFICIENCIES ....................................................................................................................... 2 EMERGENCY SUPPLY OPTIONS ........................................................................................................... 2 WATER TREATMENT PROCESS............................................................................................................ 3 UTILITY OWNERSHIP ........................................................................................................................... 3 SUMMARY .......................................................................................................................................... 3

1. INTRODUCTION ............................................................................................................ 5 1.1 GENERAL ........................................................................................................................................... 5 1.2 SCOPE OF WORK ............................................................................................................................... 6 1.3 EXISTING WATER SYSTEM - SUNSET RANCH ...................................................................................... 7

2. REVIEW CRITERIA ......................................................................................................11 2.1 INTRODUCTION ................................................................................................................................. 11 2.2 WATER QUALITY CRITERIA ............................................................................................................... 11 2.3 HYDRAULIC CRITERIA ....................................................................................................................... 12 2.4 ADMINISTRATIVE REVIEW CRITERIA .................................................................................................. 14

3. EXISTING SYSTEM ASSESSMENT .............................................................................15 3.1 INTRODUCTION ................................................................................................................................. 15 3.2 SOURCE WATER SUMMARY .............................................................................................................. 15 3.3 WATER DEMAND ASSESSMENT ......................................................................................................... 19 3.4 SYSTEM COMPONENTS ..................................................................................................................... 20 3.5 SITE VISIT AND SYSTEM DEFICIENCIES .............................................................................................. 24 3.6 EMERGENCY SUPPLY OPTIONS ......................................................................................................... 26

4. WATER QUALITY REVIEW ..........................................................................................31 4.1 INTRODUCTION ................................................................................................................................. 31 4.2 EXISTING WATER QUALITY ............................................................................................................... 31 4.3 WATER TREATMENT PROCESS.......................................................................................................... 33

5. ADMINISTRATIVE ASSESSMENT ...............................................................................35 5.1 INTRODUCTION ................................................................................................................................. 35 5.2 UTILITY OWNERSHIP ......................................................................................................................... 37 5.3 UTILITY TRANSFER ........................................................................................................................... 38 5.4 WATER DISTRIBUTION SYSTEM OPERATIONS .................................................................................... 39

6. SUMMARY ....................................................................................................................41 6.1 CONCLUSIONS ................................................................................................................................. 41 6.2 RECOMMENDATIONS ......................................................................................................................... 43

APPENDIX A - WATER SYSTEM PUMP CURVES ...............................................................45

APPENDIX B - REFERENCE DOCUMENTATION .................................................................47

SUNSET RANCH WATER SYSTEM OVERVIEW

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SUNSET RANCH

WATER SYSTEM OVERVIEW EXECUTIVE SUMMARY

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EXECUTIVE SUMMARY

GENERAL The Sunset Ranch Development consists of 198 existing single family homes located above Sunset Ranch Golf Course. The Regional District of Central Okanagan has operated the water system for this development since its first phase in 2002. Since that time the development has progressed and is approximately half completed. The RDCO staff has requested that Agua Consulting address the following issues related to the water supply and distribution system:

Fire Protection Standards Assess which portion of the system storage and infrastructure is required to maintain a safe level of water storage;

Consist Design Criteria Provide recommendations regarding design criteria/standards, particularly with respect to water demands;

Water Quality Direction Provide direction for improving well water quality;

Emergency Interconnections: Determine where interconnections are viable to improve water system redundancy;

Water System Operations: Review existing system operations and provide recommendations for ensuring that water source and distribution systems are maintained;

Administrative Issues: Provide recommendations for ownership of the water infrastructure and the means of transitioning ownership of distribution mains in the strata areas over to the RDCO.

EXISTING WATER SYSTEM The Sunset Ranch water supply system services 198 existing single family homes above Sunset Ranch Golf Course. The total build-out for the development is 450 units. There are two groundwater wells that provide the source water for the development. The two wells are located on the golf course west of the 10th fairway. Wells No. 1 and 2 both have 100 hp pumps and can produce flow in the range of 24 L/s. There are operational issues related to Well 2 that currently limit its use. The wells pump water through a dedicated 250mm water main to the 1,530 m3 reservoir located at the 595m elevation. The groundwater is chlorinated just prior to entering the 595m elevation reservoir. At the reservoir site a pump station services the highest elevation lands around the reservoir and to the south that cannot be serviced directly from the reservoir by gravity.

SUNSET RANCH WATER SYSTEM OVERVIEW EXECUTIVE SUMMARY

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FUTURE WATER DEMANDS Presently there are 242 strata connections in place at Sunset Ranch. There are approximately 45 vacant lots that do not yet have homes constructed on them. With a total planned build-out of 450 development units, there is an additional 253 homes yet to be constructed. The water demand currently averages 50 m3/day during the winter months. During the summer months, with the outdoor water use, the water demand has reached 664 m3/day. Although this amount may seem excessive and wasteful, on a per person basis, the summer watering rate is much lower than for most of the Central Okanagan region. The smaller number is primarily due to the small irrigated lot areas within the development. The recommendation for the RDCO is to reduce the per person design criteria for Sunset Ranch from 2,400 Litres/person/day down to 1,600 Litres/person/day. The lower design criteria is still well above the actual measured water usage for the area and it reinforces the concept of reduced allotted water to new development. If the 1,600 L/ca/day criteria is utilized, the existing reservoir and well capacity do not need to be expanded for development build-out. Without major expenditures in upgrading well capacity or reservoir storage, the focus for the developer during future development phases will be on water quality improvements and system redundancy and/or emergency supply.

SYSTEM DEFICIENCIES During a site inspection held on May 24, 2012, 19 items were identified for upgrades. Some of the items were design deficiencies, some were construction deficiencies, and some require work by the RDCO water system Operators. The items are listed in Table 3.3 in this report. It is not expected that everything on the list will be corrected immediately, however the items should be with the highest priority items being corrected first.

EMERGENCY SUPPLY OPTIONS Four emergency supply scenarios are considered and documented within the report.

1. Groundwater Wells: The first option is to develop an additional groundwater well. This option would provide additional capacity. Two wells, however, are already developed, each with sufficient capacity to meet the forecasted Maximum daily demand at build-out of the subdivision;

2. Connect to BMID: Connection to the BMID water system is viable, however pumps must be installed at the well building to raise the water from the BMID pressure zone in Scotty Creek to to the Sunset Ranch Reservoir. BMID has sufficient capacity to provide sufficient water to the development area from the north end of Scotty Creek Subdivision;

3. Connect to GEID: Interconnect to the GEID water system will be problematic. GEID has plans to separate the domestic and irrigation water distribution systems in the Ellison. Adding Sunset Ranch demands to the GEID plans will result in a substantially larger domestic demand on the future domestic system. Costs for these changes would have to be borne by Sunset customers;

4. Emergency Power Supply at Wells 1 & 2: The last option considered is to provide an emergency generator at the Well Building to provide emergency power to the well pumps. This option would consist of a 100 kw genset capable of running either well pump.

Of the four options considered, investment in the generator (Option 4) is recommended first. Following that, interconnection to BMID (Option 2) is the next viable option.

SUNSET RANCH

WATER SYSTEM OVERVIEW EXECUTIVE SUMMARY

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WATER TREATMENT PROCESS

It was known early on during the development phases that there were water quality issues with both wells at Sunset Ranch. In 2005, the developer was required by the Public Health to design a water treatment system to reduce hardness and reduce manganese in the groundwater source. Since that time, this has not been completed. There have been changes in staffing by Interior Health and the regulator has not forced this to occur. Prior to the next phase of development, the developer should provide options and costs for water treatment of the groundwater supply. This information should be considered by the Regional District to see whether it is more cost effective to have the treatment installed or if connection to the adjacent utility is more economical.

UTILITY OWNERSHIP Currently 5 separate bare land strata areas exist within the Sunset Ranch Development. There are currently 246 lots with a build-out of the development set at 450 units. At build-out, there could be as many as 10 strata areas. This is not an issue except that water mains required to service strata lands furthest from the source are required to cross private strata lands. With respect to ownership of the utility, the RDCO has confirmed that they own the major infrastructure facilities such as the groundwater wells, the control building, transmission mains to the reservoir, reservoir site, chlorination facilities and pumping facilities as well as the water mains to the strata boundaries. Without having ownership of water mains through the strata areas, the matter becomes more complicated. The RDCO cannot legally supply water through one strata to a further strata without legal access for the water mains. Legal access is accomplished through registration of a statutory right-of-way (SRW) on the property title. The SRW allows access rights from a third party or utility over a private lands. These have not been obtained through the course of development. Ownership of the infrastructure has not been made clear to the developer and strata councils who currently own the infrastructure within each development phase. To our knowledge, only limited SRWs exist in the development area for specific water infrastructure. It is the opinion of Agua Consulting Inc. that the approving agencies (RDCO) should not defer risk and responsibility of drinking water infrastructure to groups that may not be trained or knowledgeable decision makers in the field of drinking water supply. For the reasons of public health protection, and to limit liability, all larger infrastructure should be owned and operated by the public water utility. SRWs should be obtained for the width of the roadway plus 0.5m behind the roadway curbs so that the larger water distribution mains and the service lines to the individual property shut-offs are owned by the RDCO. The transition of water infrastructure is listed with more detail in Section 5.0 of this report.

SUMMARY Within Section 6 of this report we have provided 18 conclusions and 14 recommendations. The critical issues to resolve are related to correction of deficiencies, improving water quality, and resolving the issue of ownership of water mains.

SUNSET RANCH WATER SYSTEM OVERVIEW EXECUTIVE SUMMARY

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SECTION 1.0 INTRODUCTION

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1. INTRODUCTION

1.1 GENERAL

This letter provides our review of the Sunset Ranch water supply system that services 198 existing single family homes above Sunset Ranch Golf Course. This review is focussed on broad issues facing the water utility such as long term water demand capacity, water quality considerations and issues related to system administration, and ownership in relation to the existing strata councils that operate in the area. This report is the outcome of the required scope of work as set out in the May 16, 2012 scope letter provided to the RDCO. Key issues of concern by the Regional District are as follows:

Water Demand Assessment: Documentation of existing capacity requirements for meeting long term water demands is provided within the system capacity assessment;

Fire Protection Standards: Documentation of existing capacity requirements for appropriate community fire protection is to be provided within the system capacity assessment;

Upper Fire Flow Limit: With higher water demands and densification facing the valley, determination of the upper limit of this flow and volume is documented;

Design Criteria Consistency: A review of design criteria of the subdivision bylaw, other water utilities in the region, and actual water usage is provided. Recommendations for water demand design criteria for this area is provided;

Water Quality Direction: An appropriate direction for how to address the water quality issues that are encountered from the existing wells is provided. A staged, reasonable approach to water quality improvements is desired;

Water Quality Monitoring: Recommendations for water quality monitoring is provided to the utility to ensure that the correct data is being collected in meeting with the regulators requirements;

Emergency Interconnections: Confirmation of where interconnections may be viable to improve water system redundancy and security is included in the report. The basis for service agreements with the adjacent larger utilities is included;

Water System Operations: Existing system operations is reviewed and a program for source and distribution system operations is commented upon;

Administrative Issues: Ownership of the water sources, distribution system and the means of transitioning ownership of strata areas to the RDCO are commented upon. Recommendations are made with regards to setting out a solid foundation for the utility administration and ownership and maintenance in the future.

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 1.0 INTRODUCTION

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1.2 SCOPE OF WORK

Tasks that were carried out by Agua Consulting Inc. in this Water System Overview are a shortened version of a water utility Capital Plan. It includes the following items:

• Carry out a field visit of Sunset Ranch water supply facilities to understand the details of the existing water system. Deficiencies, operational procedures, system capacity and an inventory of system components was documented;

• A data collection phase would include collecting and reviewing existing Capital Plans, recent water reports with respect to capacity and water quality, recent water quality monitoring data, capital works in progress and capital projects planned. This work is necessary to understand recent correspondence and issues facing the utility. The planning documents set out where development is proposed, number of units, density, expected rate of development and long term build out;

• Provision of criteria review including fire protection requirements and design per person water demand numbers. The bylaw, industry standard and actual usage numbers are reviewed;

• Provision of recommendations on water quality monitoring and that adequate data is being collected to support future water treatment projects;

• Provision of recommendations regarding water treatment. The risks to the current water supply must be first understood and documented. Currently there are issues related to hardness and manganese with the existing groundwater supply.

• A review of infrastructure capacity and appropriate staging for system capacity improvements would be developed. Alternate sources of drinking water are identified;

• A draft report is provided for review and consideration. Any changes required from the review of the report by the RDCO would be incorporated into the Final Report.



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1.3 EXISTING WATER SYSTEM - SUNSET RANCH

The Sunset Ranch domestic water supply originates from two groundwater wells adjacent to Scotty Creek. The system serves 198 single-family homes that surround the golf course. Maximum Daily Demands (MDD) for the water system has been recorded at 0.663 ML/day. The system includes the following components.

Source water is from two groundwater wells located on the east side of Sunset Ranch golf course near Scotty Creek. The wells are of moderate depth and are in close proximity to each other. Drawdown in the aquifer is influenced by the other well;

The well pumps lift water up to the balancing reservoir located in the northeast corner of the development at an elevation of 595 metres. The well pump motors are 100 hp for both Well Pumps 1 and 2;

The capacity of each well, based on a 12 hr daily run time is estimated to be in the range of 2.2 ML/day;

A 250mm transmission main conveys water from the control building a distance of 1,300m to the 595m Reservoir;

Disinfection is provided by means of gas chlorination with injection into the pipe just prior to the water entering the upper reservoir;

Chlorination residual levels are relatively low and stable due to low chlorine demand by the groundwater;

A three-celled 1530 m3 rectangular concrete reservoir is located at elevation 595 metres

A significant size pump station is located at the 595m reservoir in a room adjacent to the reservoir cells. The station has 2–20 hp high head pumps to supply the local service area near the reservoir. The station also houses a lower-head high volume 75 hp pump to provide fire flows in the 1,000 USgpm range. There is a 180 kw generator complete with genset that provides emergency power to the upper station.

The following figures are included and presented on the following pages:

Figure 1.1 Aerial View of Transmission main from Wellhead to Reservoir;

Figure 1.2 System Pressure Zone map; Figure 1.3 Key Infrastructure map.


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Figure 1.1 - Aerial View of Transmission Main from Groundwater Wells to 595m Reservoir

Image Source - Google Earth/RDCO



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Figure 1.2 - Pressure Zone Map (zone identified by Hydraulic Grade Line)


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Figure 1.3 – Key Infrastructure Map


SECTION 2.0 REVIEW CRITERIA

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2. REVIEW CRITERIA

2.1 INTRODUCTION

Water supply criteria for the Sunset Ranch water utility is presented in this section. Criteria are provided for water quality and treatment, fire protection, and on a per person basis for domestic water demands. Subdivision bylaw standards of the RDCO, standards of the regulator, and of other utilities are presented for consideration.

2.2 WATER QUALITY CRITERIA

To provide safe drinking water, the water utilities must meet the criteria set out within Drinking Water Protection Regulation, BC Reg. 200/2003. The regulation sets out the standards for water supply by public and private utilities in BC. The regulation does not set out stringent requirements for individual water quality parameters such as turbidity, colour, etc., but leaves this to the discretion of the Drinking Water Officer. The Drinking Water Officer’s authority is delegated by the Province to the local health authorities. This responsibility lies with the appointed Medical Health Officer. INTERIOR HEALTH REQUIREMENTS

The Interior Health requires that all larger water utilities in the Southern Interior meet the 4,3,2,1,0 drinking water objective. The objective is derived from the GCDWQ and other industry and regulatory practices. It is defined as:

4 log (99.99%) removal and/or inactivation of Bacteria and Viruses; 3 log (99.9%) removal and/or inactivation of protozoa including Giardia Lamblia and

Cryptosporidium; 2 treatment barriers refers to at least 2 treatment processes for all surface water or unprotected GW

sources; < 1.0 NTU turbidity refers to maintaining a turbidity of less than 1.0 unit year round; 0 Total Coliforms/E.Coli in the system at all times

Sunset Ranch utilizes a groundwater source that is confirmed by the hydro geologists to be from a confined aquifer. The need for filtration or two types of treatment is not required. The existing chlorination system does provide some level of assurance that any viruses are inactivated and that regrowth of bacteria is reduced in the water distribution system. The Guidelines for Canadian Drinking Water Quality (GCDWQ) is one of the critical documents relied upon by Interior Health. The table of specific parameters was recently updated and just recently released and is available on the web at: http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/2012-sum_guide-res_recom/index-eng.php

http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/2012-sum_guide-res_recom/index-eng.php

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 2.0 REVIEW CRITERIA

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2.3 HYDRAULIC CRITERIA

Hydraulic criteria for the Okanagan varies greatly, dependant on the utility. There are utilities that are solely domestic water providers such as the ski hill water utilities, and those that have a huge component of irrigation that they provide to the agricultural community such as SEKID or BMID. The RDCO utilizes subdivision bylaw No. 704 with amendments. Key items from the bylaw include: Specific criteria used are as follows:

Roughness Coefficient “C” for water main analysis 120 Maximum Allowable Velocity under fire flow (FF) condition 4.0 m/s Maximum Allowable Velocity under Peak Hour Demand (PHD) 2.0 m/s Minimum Fire Flow (FFmin) 60 L/s Utilized FF historically for Sunset Ranch 83 L/s Recommended Fire Flow (FFrecomm) 83 L/s Maximum Static Pressure 1000 kPa (145 psi) Minimum Static Pressure 275 kPa (40 psi) Minimum Residual Pressure under Max Day Demand (MDD) 250 kPa (36 psi) Minimum Residual Pressure under MDD plus Fire demand 140 kPa (20 psi) Average Daily Demand (ADD) for new development 900 L/person/day Maximum Daily Demand (MDD) for new development 2,400 L/person/day Peak hour demand (PHD) 4,000 L/person/day Density 3.0 person / SF unit

There has been a recent trend to reduce the design criteria for water demand. The amount of water per person or per household has been dropping in recent years due to the higher attention to conservation, water metering, smaller lot sizes, higher density and the price of water. In 2011, the City of Kelowna reduced its subdivision bylaw criteria to the following numbers for water demand.

Maximum Daily Demand (MDD) for single family housing 1,800 L/person/day Maximum Daily Demand (MDD) for multi-family housing 900 L/person/day

Design planning should be setting water use numbers and allotments per person that are lower than the historic averages. This will lead to more effective use of water. Actual maximum daily demand at Sunset Ranch based on 2.5 persons per housing unit and 198 homes is low;

Maximum Daily Demand (MDD) based on actual readings 1,120 L/person/day RECOMMENDED MDD (allowing for maintenance and emergencies) 1,600 L/person/day

Fire Protection Coverage

In accordance with the Insurers Advisory Organization (IAO) and the Fire Underwriters Survey (FUS), we would recommend that the criteria presented in Table 2.1 be utilized for assessing fire hydrant coverage and for determining the fire flow duration for varying flow demands.


SECTION 2.0 REVIEW CRITERIA

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Reservoir Storage Sizing

Reservoir storage sizing is based on the sum of balancing storage (6 hrs. of MDD), fire protection storage (based on IAO) and emergency storage (25% of balancing and fire storage). Reservoir size is to be the sum of A + B + C where A = Balancing storage equal to 6 hours of MDD B = Fire storage of the critical fire flow for the appropriate duration C = Emergency storage of 25% of (A+B)

Table 2.1 - FUS – Storage Requirements for Fire Protection

Flow Flow Std Hydrant Req'd Hydrant Hydrant Duration FF Storage Vol +(L/s) (L/min) Coverage (m2) Radius (m) Diameter ( hr ) 25% emerg. ( m3 ) Flow No. of Hydrants60 3600 15200 69.6 139.1 1.400 37875 4500 14750 68.5 137.0 1.670 56490 5400 14300 67.5 134.9 1.870 757 90 L/s 1 hydrant

125 7500 13250 64.9 129.9 2.000 1125150 9000 12500 63.1 126.2 2.000 1350 150 L/s 2 hydrants175 10500 11750 61.2 122.3 2.130 1677

200 12000 11000 59.2 118.3 2.500 2250225 13500 10375 57.5 114.9 2.875 2911 225 L/s 3 hydrants250 15000 9750 55.7 111.4 3.250 3656275 16500 9375 54.6 109.3 3.625 4486 280 L/s 4 hydrant300 18000 9000 53.5 107.0 4.000 5400325 19500 8625 52.4 104.8 4.375 6398350 21000 8250 51.2 102.5 4.750 7481

EMERGENCY SUPPLY CRITERIA With the installation of the second well at Sunset Ranch, the system has a reasonable level of redundancy built in, particularly for the indoor domestic water demands. The well does not have an emergency generator and in the event of a power failure, the system is reliant on storage in the upper reservoir. The criteria utilized in Kelowna for long range planning for interconnecting the five large water utilities was that if any large source was compromised, there would be the ability to supply 60% of the Maximum daily demand from other sources. This addresses the requirement to provide adequate drinking water for household use at all times.

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 2.0 REVIEW CRITERIA

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2.4 ADMINISTRATIVE REVIEW CRITERIA

There are few written guidelines for the administration of water utilities. The Province regulates water utilities through municipalities with legislation under the Local Government Act. The smaller utilities are required to follow guidelines within their Certificate of Public Convenience and Necessity. Generally, administrative issues will be reviewed with respect to best management practices of the industry. The following items are considered to be guiding principles for utility administration: 1. Revenue Neutral: The utility is not designed to make money, but must cover all costs and

expenses in its operation and not be subsidized or supported through anything other than water taxes and tolls;

2. Full Cost Accounting: The utility must charge for full cost recovery including all capital and operational costs and costs for renewal and water system depreciation. Inflation must also be built into the rate structure;

3. Public Protection: In dealing with private citizens and ownership of infrastructure, clear lines and responsibilities must be communicated to the public. Municipalities and water utilities have trained staff specialized where as private citizens and strata groups may not be as qualified to deal with water utility operations and maintenance issues.

For this study, the one that applies directly to this report is item 3.

END OF SECTION 2.0


SECTION 3.0 EXISTING SYSTEM ASSESSMENT

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3. EXISTING SYSTEM ASSESSMENT

3.1 INTRODUCTION

Section 3 of this report presents a summary of existing water sources, major infrastructure, existing water distribution system, identified deficiencies from our site review, and a review of alternate utility interconnection opportunities.

3.2 SOURCE WATER SUMMARY

Sunset Ranch relies on two groundwater wells to provide water for domestic purposes to the existing subdivisions. Initially Well No. 1 was constructed in 2001. The well has reliable capacity, but a second well was constructed in 2003 as additional homes were constructed in the Sunset Ranch area. The location of groundwater wells in the region and mapping is available on the internet at the Ministry of Environment, BC Water Resources Atlas at the website address. http://webmaps.gov.bc.ca/imf5/imf.jsp?site=wrbc Figure 3.1 - Provincial Aquifer Boundaries

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Sunset Ranch Development Site

http://webmaps.gov.bc.ca/imf5/imf.jsp?site=wrbc

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 3.0 EXISTING SYSTEM ASSESSMENT

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Figure 3.2 - Well Locations in Proximity with Scotty Creek

The aquifer mapping database is being populated over time with information as it becomes available. It provides a general summary of the information held by the Province. Details of the wells are provided on the next two pages. The format is consistent with the database assembled for the 41 sources of water that are relied upon for the 5 large water utilities in Kelowna. Other wells in close proximity to the two existing wells include 2 golf course wells. The main golf course well is located 225 metres to the south of the control building. Regionally, large wells exist at the corner of Anderson Road and Old Vernon Road (GEID Ellison Well) and two wells on Weston Road in the Scotty Creek subdivision (BMID Wells No. 4 and 5). All of these wells are in the same larger aquifer that is identified as Aquifer No. 463 in the Provincial database. The well water aquifer levels are highest in late spring and drop through the summer as water is drawn from the aquifers. BMID noted that the levels of drawdown in their wells is greater in 2012 than in other years and that the drawdown of their larger well, Well No. 5, is having significant adverse effects on the capacity of their smaller well. The RDCO operations staff were contacted in this regard and no unusual drops in water level were noted in the Sunset Ranch wells. The operations staff for GEID were also contacted and no significant variations were noted in their Ellison Well (Anderson Road &Old Vernon Road). Monitoring of the sources over time in comparison with the seasonal weather variations will provide the RDCO with an indication of the longer term reliability of the wells. Water quality from the wells is addressed in Section 4 of this report.

Scotty Creek

Well No. 1

Well No. 2 Control Building



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WELL NO. 1 GROUNDWATER Source Name Source Type

SUNSET RANCH WATER UTILITY Utility General Comment: This well is situated near Scotty Creek and does not have a VFD or soft start control on the motor. The start is across the line direct start.

Legal Plan Lot A, Plan 84569, Sect 7, Twp 24 Street Address 5101 Upper Booth Road Well. Tag Number ID 19093 (82347 alt.no.) Well Head Coordinates Degree 49-56-23.8 N 119-21-08.7 W UTM 331208.8 E 5,534,605.4 N Construction Date 2002-02-19 Provincial Aquifer No. 463 Aquifer Confined Aquifer Thickness 16.5 m Drilled Depth 69.2 m Well Casing Diameter 300 mm

Pump Type Vertical Turbine Well Pump (Hp) 100 Hp Well Pump Flow Rating 24.8 L/s @ 182 m TDH 2,140 m3/ day Annual Ave. Usage 65 ML/yr. FortisBC Meter No. 1004796 Electrical Service 200 amp, 3 phase, 600V O & M Status: Active

Chlorination Station planned at control building but never implemented

General Water Quality Comments

Moderately Hard Refer to Water Quality table within Section 4 of this report.

Water level probe is set 55.4m below top of well casing

Well Head Elev. 459.0 (assumed)

Water Table Elev. 417.0

Top of Screen Elev. _____

Bottom of Screen Elev. 390.4

Bottom of Well Elev. 389.8

Drawdown Elev. 410 m @ 24.8 L/s

System HGL 595 Top of Well Casing Elev. 459.45

Probe 404.0


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WELL NO. 2 GROUNDWATER Source Name Source Type

SUNSET RANCH WATER UTILITY Utility General Comment: This well is situated near Scotty Creek and has soft start on motor.

Legal Plan Lot A, Plan 84569, Sect 7, Twp 24 Street Address 5101 Upper Booth Road Water Source ID 19085 Well Head Coordinates Degree 49-56-24.0 N 119-21-08.7 W UTM 331208.6 E 5,534,612.3 N In-Service Date 2004 Provincial Aquifer No. 463 Aquifer Confined Aquifer Thickness 15.9 m Drilled Depth 32.6 m Well Casing Diameter 300mm

Pump Type Vertical Turbine Well Pump (Hp) 100 Hp Well Flow Rating 23.6 L/s @ 181 m TDH 2039 m3/ day Annual Ave. Usage redundant well FortisBC Meter No. 1004796 Electrical Service 200 amp, 3 phase, 600V O & M Status: Active

General Water Quality Comments

Moderately Hard Refer to Water Quality table within report

Well Head Elev. 459.0 (assumed)

Water Table Elev. 417

Top of Screen Elev. 392.8

Bottom of Screen Elev. 389.8

Bottom of Well Elev. 389.2

Drawdown Elev. 402.8 m @ 23.6 L/s

System HGL 595

Probe 399.89



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3.3 WATER DEMAND ASSESSMENT

Information provided by the Regional District indicates that there are 242 strata connections in place for Sunset Ranch. In addition, there are 3 fee simple lots and the golf course clubhouse that are connected to the system. Of the 242 strata connections, 31 lots are vacant and 11 are under construction. The number of units reported as connected are 198.

The water demand varies from 50 m3/ day in the winter months and averaging 450-500 m3/day during dry summer periods. The highest use day in 2011 was 663 m3. The year 2011 was the first year of Sunset Ranch customers being fully metered with that information reported and summarized below in Table 3.1. The data provided for the year 2010 has a correct number of the total annual consumption, but the monthly data is estimated for the monthly amounts.

The table is set up for the operators to continue to track the monthly demand data in a format similar to that which may ultimately be requested by the Province as part of utility reporting. The tracking is set up in a monthly format using megalitres (1,000m3 = 1 ML)as the reporting units. Table 3.1 - Total Monthly Consumption

Year Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec Total2010 1.6 1.4 1.6 2.4 4.0 12.4 16.0 14.9 7.5 2.4 1.5 1.6 67.32011 2.0 2.1 5.7 5.3 8.3 9.0 9.7 10.2 11.5 4.3 2.4 2.5 73.02012 2.0 2.3

2013

2014

2015

2016

Average 1.6 1.4 1.6 2.4 4.0 12.4 16.0 14.9 7.5 2.4 1.5 1.6 70

Total Number of Lots/Units 246 units/lots

Number of Constructed Units 198 units/lots

Population Density 3.0

Total Population Serviced 594

Highest MDD recorded 664 m3 Winter Demand 102 m3

Max Day Demand (MDD) 1118 L/person/day Winter Demand 172 L/person/day

As noted at the bottom of Table 3.1, the maximum daily demand is much lower than the bylaw numbers or the regional water use numbers. The outdoor water demand at Sunset Ranch is limited due to the small outdoor landscaped area for each unit. As a result, the MDD is in the 1,200 L/person/day range instead of the 1,800 to 2,100 L/ca/day range measured in the region.

As a future design criteria, a number as low as 1,600 L/ca/day should be considered as there will be water needed for flushing, for unaccounted for water (UFW), and to have spare contingent capacity built into the water system.


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3.4 SYSTEM COMPONENTS

The water system components are summarized in this section.

WELL PUMP CONTROL BUILDING The well pump control building is located in close proximity to Wells No. 1 and 2. Well No. 1 is the older well with the well head located closer to the building. Well No. 2 is to the north and located closer to Scotty Creek as shown in the foreground of the photo. Both wells have pitless adapters that allow well access and connection to the underground piping to the control building.

The control building houses the electrical service and main disconnect for the electrical supply. The station is equipped with a 200 amp, 600 volt, 3-phase service. The well pump motor starters and controls are all located within the building.

Station piping is also located within the building with a 150mm magmeter, well pump start up valve, surge anticipator valve and piping located along the north wall of the station.

It is noted that the station discharge pressure when operating is in the range of 215 psi. With the exception of the Clayton valve which has 300 lb.-Class flanges, the bolted connections elsewhere throughout the station are 150 lb.-Class flanges.

The manufacturer’s rating for 150 lb. -Class flanges is 285 psi. The 300 lb. class flanges are rated to 740 psi. With the possibility of water hammer from a sudden pump shut-down, a design factor of safety and pressure relief is needed for the station. There is a surge anticipator valve within station that is maintained to protect the station during a surge event.

Gas chlorination disinfection was initially designed at this site but not implemented.

The RDCO is fortunate that the same developer is working on the next phases of the subdivision works. Deficient items can be corrected from previous phases prior to allowing further development to proceed.

Deficiencies and recommendations regarding this building are set out in Section 3.5 of this report.



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DEDICATED 250MM TRANSMISSION MAIN There is a dedicated 250mm diameter water transmission main that runs from the control building at elevation 458m up to the reservoir at elevation 595m. The transmission main was designed so that all raw water would first go to the reservoir and there would be extended contact time with chlorination occurring at the control building. The high pressures and the fact that groundwater was being used allowed the Regional District to reconsider the location for chlorination. Chlorination facilities were subsequently installed at the new reservoir with sufficient chlorine contact time to inactivate bacteria and viruses.

.

Adjacent to the supply main is the reservoir overflow drain. Currently the drain flows to a standpipe and depression above 80 metres to the west of the reservoir. The depression is not well graded and there is a danger of the area filling and becoming a source of major erosion and damage if allowed to fill. A safe engineer designed drainage course should be developed that ties into the storm drainage system of the subdivision and eventually to Scotty Creek. The overland pond is needed in order to allow the chlorine in the chlorinated water to dissipate.

Point of Chlorination

Reservoir Overflow Pond


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595M RESERVOIR SITE The 595m elevation reservoir is located in the NE corner of the development property. It is the highest point of land within the development property and provides for water service from the reservoir by gravity to all lands below 555 metres in elevation.

The original reservoir cell was constructed with 510 cubic metres of reservoir storage. The reservoir was expanded in 2007-08 during the development of Phase 3 at which time 1,020 m3 were added making for a total reservoir storage volume of 1,530 m3.

The reservoir has separate inlet/outlet piping to promote circulation and consists of three cells so that it can remain on-line during cleaning and maintenance operations.

The pump station at the site consists of staged supply and controls of pumps to meet demand. There are two 20 hp normal duty pumps and 1-75hp high flow pump to meet fire demands. All of the pumps operate with Variable Frequency Drives on the motors. There also exists three V350 Gould’s pressure tanks to balance out flows and reduce pump start-ups during low demand periods.

Gas chlorination is utilized at this site to rechlorinate the water if the chlorine dissipated to low levels. 150 lb. gas cylinders are used. There is very minimal chlorine demand at this site. The chlorine demand here is estimated to be 1 lb. per day.

The electrical supply to this site is via a 600 amp, 3 phase – 600 volt service.

A 180kw emergency generator is built into the station. The generator is a Kohler Model 4815.

Recommendations regarding this facility are listed in Section 3.5 of this report.



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Sunset Ranch - Reservoir Storage Assessment

The capacity of the existing storage reservoir is 1,530 cubic metres. An assessment of the reservoir size is set out below. Table 3.2 - Reservoir Size Assessment

Storage Component EXISTING BUILD-OUT * BUILD-OUT

A Balancing Storage 369 675 450

B Fire flow Storage (100 L/s for 2.0 hrs) 720 720 720

C Emergency Storage 272 349 293

TOTAL REQUIRED STORAGE 1361 1744 1463

Existing 1530 1530 1530

Surplus (+ ) Deficit (-) 169 -214 68* Reduced Criteria to 1,600 L/ca/day

Existing Lots (no.) 246Total Lots (no.) 450Population (persons/unit) 2.5Max. Day Demand (L/person/day) 2400 1800 1600Existing Design Flow (L/s) 17.08 12.81 11.39Actual MDD Flow (663 m3/day) in L/s 7.67Actual Rate Projected to build out 14.03Total Design Flow (L/s) 31.25 23.44 20.83 The existing reservoir may be adequate for build-out of the subdivision, however continued monitoring of the maximum daily flow over time should be continued and reviewed at each development stage. There are two issues to consider, one is that the actual water demands are much lower than the original design criteria. The second is that there is a facility for which fire flow is provided that is higher than the development housing. The Sunset Ranch Golf Course is serviced by a single hydrant and the limit of that fire flow is likely in the range of 85 to 90 L/s which is likely less than the FUS fire calculation assessment for a building of that size. A second hydrant in the proximity of that structure should be considered. As it would be only needed by the golf course, the costs and risk of whether it be installed or not should be the decision of that golf course. A letter should be sent to the golf course informing them of the system capacity limitations of Sunset Ranch water distribution system and the capacity of a single hydrant servicing that facility.


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3.5 SITE VISIT AND SYSTEM DEFICIENCIES

A site visit was conducted on May 24, 2012. Present at the site visit were R. Hrasko from Agua Consulting Inc. The deficiencies noted are separated into three general categories.

1 Design deficiencies;

2 Construction deficiencies;

3 Normal operational items that need to be corrected or upgraded.

The deficiency may be assessed into more than one category as there may be shared responsibility for some of the items. The following list should be considered a guideline of items to be corrected over time.

Table 3.3 - Site Inspection Deficiencies

No. ITEM Priority Design Deficiency

Construction Deficiency

Operational Deficiency

1 No housekeeping pads for electrical equipment at Upper Reservoir pump station

M

2 Existing eyewash station at the chlorination facility at upper pump station requires 120 gallon water heater to achieve WCB requirement of 20 minutes of warm water during wash down.

H

3 Small duty pump at upper station runs continuously. Installation of higher capacity pump would reduce running time and wear.

M

4 Lack of ability to sample chlorine levels from both reservoir cells independently

M

5 No isolation valves are installed on any of the existing water pressure tanks

M

6 Pipe flanges are not 300 lb. class. Capacity is adequate if the surge anticipator valve functions adequately.

L

7 There is no emergency power at the well pumps. Extended power failure would leave Sunset water system totally reliant on water from the 595m Reservoir.

H

8 One private fire hydrant services the Golf Course clubhouse. The limitation of one hydrant and a maximum flow of 90 L/s should be conveyed to the fire department for this area.

M

9 There is a small pipe leak in the upper reservoir pump station (to be repaired)

M



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No. ITEM Priority Design Deficiency

Construction Deficiency

Operational Deficiency

10 Leaks exist through the west concrete wall of the reservoir adjacent to the pump station room. Should be monitored and repaired with grout technique;

M

11 Daylighting of piping and soil erosion control should be put in place for the reservoir overflow;

H

12 Incorrect labeling within the control building for Well 1 and Well 2

M

13 Magmeter at the reservoir for flows leaving the reservoir is not functional. Magmeter is a turbine propeller style, McCrometer, Model E-7000-000.

H

14 Poor construction finishes within the reservoir pump room

M

15 Check valve for Well 2 is leaking. Water in the column immediately drains back to the aquifer upon pump shut down.

VH

16 SCADA - Daily totalizer of water pumped and daily water use does not accurately track reservoir level change and input to daily water used – metered water leaving reservoir would do this

M

17 SCADA – trending should be set up for pump run times, on-off times, with totalizer for pumped volume for the day.

M

18 Reservoir overflow pond requires, design, grading, and safe overland drainage course to subdivision drainage system.

H

19 Pump starter is across the line for Well 1 and soft start for Well 2. VFDs should be installed over time to less water hammer during start up and to provide the ability to control well draw down during pumping

M


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3.6 EMERGENCY SUPPLY OPTIONS

This section of the report provides information on options for improving system supply redundancy. This includes accessing external sources of water that may exist in the area. The information herein may be useful in forming part of an emergency response plan for the utility in the event of a loss of source or contamination of the aquifer. Three alternative source options are presented as is an emergency power supply for the wells.

Emergency Supply Option 1 - Develop Additional Groundwater Source: Currently Sunset Ranch water utility has supply redundancy in the form of two groundwater wells. Drilling of a third well to improve supply redundancy would be more viable if the groundwater were of sufficient distance away from the existing two groundwater wells. The two existing wells are close to Scotty Creek and are approximately 15 metres apart. Other larger wells in the area include:

1. The golf course irrigation well located at the west side of the golf course, approximately 230 metres to the south of the existing wells;

2. GEID Ellison Well is located 970 metres to the west of the existing wells at the intersection of Anderson Road and Old Vernon Road;

3. BMID has two wells located at the south end of Weston Road in the Scotty Creek subdivision, approximately 800 metres southwest of the existing wells.

Development of an additional groundwater well would require exploratory drilling, a hydro geotechnical investigation, drilling of a casing pipe, installation of a well screen, installation of a pump and motor, pumping tests and interconnection to the existing distribution system. Because of the electrical extension and water main extension requirements, we believe that the RDCO should budget in the range of $400,000 for this option. Groundwater quality is an issue as the existing groundwater is high in manganese. With two wells in place, drilling of a third well rates low with respect to cost vs. benefit.

Emergency Supply Option 2 - Connect to BMID: This option involves the connection of the Sunset Ranch water system to the BMID water system. BMID has a 150mm diameter AC water main that extends to the east limit of Bulman Road. The water system was analyzed with the BMID model and water capacity is sufficient to provide flows of up to 38 L/s to a hydraulic grade line of 500 metres. Pumping would be required to lift the water from the BMID water system (HGL 535m) up to the reservoir located at elevation 595 metres. This option would involve the installation of approximately 75 metres of 150mm diameter main, a pump station at the site of the existing control building, and agreements for emergency supply with BMID. The costs



27

for mains, meter and a pump to be located within the existing Sunset Ranch control building would be in the range of $300,000. Figure 3.3 - Interconnection to Black Mountain Irrigation District

FIRE FLOW SUMMARY Limit of Scotty Creek Subdivision – Emergency Feed to Sunset

Water System Black Mountain Irrigation District

EPANET Model version BMID_2012_04.net

Analysis Date Sept. 28, 2012

Demand Condition Maximum Day Demand (0:00 hours)

Special Condition Description Varying Hydraulic Grade line tested

Node Analyzed, Description Model Tested Reservoir set at Sunset interconnection

Node (Hydrant) Elevation 458.0 m

Node Hydraulic Grade Lines (m) 537.0 510.0 500.0 490.0 480.0 475.0

Est. Residual Pressure (psi) 112 74 59 45 31 24

Est. Available Flow (L/s) 0 19 37 50 61 65 The BMID water system has good capacity to supply additional homes in this area as they operate a separated irrigation system for agriculture in this area. The domestic supply is from two wells on Weston Road and from connection to the main BMID system off of Mission Creek.


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Alternative Source Option 3 - Connect to GEID The connection for GEID is more complicated than BMID due to the fact that GEID has plans to separate the irrigation and domestic water supplies through the Ellison area. This means that there will be a new smaller diameter piped domestic water system installed throughout the Ellison. The existing water mains will continue to be used to provide the irrigation water and fire protection throughout the service area. The planned GEID domestic water system will be costly and in the range of $3,000,000. If Sunset Ranch is to be connected to the separated water system, it will result in increased separation costs and main sizing throughout the Ellison. Sunset Ranch is at the furthest point in the Ellison distribution system from the domestic source water. An order of magnitude cost would be to upsize the domestic system by 1 to 2 pipe sizes for a distance of 4,500 metres. This is equivalent to a value of $170,000 plus there would be costs for oversizing pumping facilities. $300,000 would be of sufficient budget not including payments for source water. The source water payments for GEID are substantial as the source water is from Okanagan Lake for domestic water supply. Figure 3.4 shows the existing main conversion and new mains planned for GEID along Anderson Road near Sunset Ranch. The main size is only 100mm diameter. Figure 3.4 - GEID Water main separation planned near Sunset Ranch

Connection of Sunset Ranch to the GEID system is viable, however the use of GEID as a contingency item is more costly than other alternatives.



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Emergency Power Supply – Wells No. 1 and 2 Presently the system is designed to industry standards with power failures addressed with sufficient water storage at the 595 metre elevation reservoir. Power supply is relatively stable in the region with no extended power failures of significant time. In 2003 with the forest fires, electrical transmission capacity to the Kelowna and Penticton areas was stressed. Many of the local utilities have assessed their supply capacity and their risk of failure to supply in the event of an extended electrical power outage. For the Sunset Ranch water system, the addition of an emergency generator at the Well 1 and Well 2 control building would allow the water system as long there is fuel available. The genset size should be in the 100 kw range as it would be an emergency measure and would only have to run one of the two well pumps. There is an existing genset at the 595m Reservoir pump station that also provides power for the chlorinator in the event of a power failure.

Recommended Emergency Supply Approach Based on the risk-reduction-value vs. expenditures, the best approach is for system supply security is for the developer to install a 100 kw generator for the well heads. This would result in a more reliable supply of water to the development in the event of a major power failure. After development of alternative power, the connection to BMID appears to be the most feasible alternative source of water after groundwater. After development of power and emergency electrical supply, consideration for metered connection to BMID could be considered.


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END OF SECTION 3


SECTION 4.0 WATER QUALITY REVIEW

31

4. WATER QUALITY REVIEW

4.1 INTRODUCTION

A review of the existing raw and treated water quality is provided in Section 4. Water quality data from existing water sources was reviewed, summarized and was trended. Comments are provided in this section. The consideration of water treatment for Sunset Ranch is discussed within this section. Drinking water risks that currently exist are noted and the method in which this risk is mitigated is provided.

4.2 EXISTING WATER QUALITY

Current Sampling Program

Microbiological sampling of water is expected from Interior Health in conformance with the standards set within the Guidelines for Canadian Drinking Water Quality (GCDWQ). For a population of 10,000 persons the recommended frequency for sampling is to be 10 tests per month. RDCO currently carries out these tests.

Data from Caro Labs was received and reviewed. The water quality parameters did not show any deviations from the GCDWQ, however the water was found generally to be hard and scaling and deposition of minerals from the water would be expected. Table 4.1 – Recommended Sampling Program

Sampling Parameter Frequency Weekly

Monthly

Quarterly (Every 3 mo.)

Bi-annually (Every 6 mo.)

Annually

RAW WATER Total Coliforms / E.Coli * X Transmissivity * n/a Total Organic Carbon (TOC) n/a X TREATED WATER Total Coliforms / E.Coli X Transmissivity with

Chlorination * n/a

Trihalomethanes X Algae * n/a Full Physical Parameters

pH, Turbidity, alkalinity, colour, conductivity, etc.

X

Haloacetic Acids n/a Full Metals Scan X * denotes that water quality testing frequency may be reduced once a baseline is established

Testing for Iron and manganese should be considered monthly.

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 4.0 WATER QUALITY REVIEW

32

Current Water Quality

Data received from the RDCO was reviewed to see if all parameters within the Guidelines for Canadian Drinking Water Quality are being met. The tests show that hardness is higher than desired and that the levels of manganese are also typically above the aesthetic objective of 0.05 mg/L. Hardness has an aesthetic objective of > 500 mg/L of CaCO3, however hardness greater than 200 mg/L is generally considered to be relatively hard. Table 4.2 Historic Water Quality

Sunset Sunset Sunset Sunset Sunset Sunset Sunset Sunset Sunset Sunset

W. QUALITY PARAMETER Units Regulation

Well 1 Well 1 Well 1 Well 2 Well 1 Well 1 Blend Well

2

Well 1. @ snack bar

Reservoir Reservoir Pump Stn

2003 2004 2004 2004 2005 2006 2009 2010 2011 2012

Date June 24 Jan. 28 Oct. 12 Oct. 12 May 26 Mar. 10 May 6 Mar. 9 Apr.5 Mar.7

Alkalinity (bicarbonate, as CaCO3) mg/L n/a 241 227 240 227 236 241 246 254 249 232

Aluminum (total) mg/L OGV < 0.100 < 0.01 <0.01 <0.01 <0.01 <0.01 <0.050 <0.050 <0.050 <0.050

Antimony Extractable mg/L MAC < 0.006 <0.0005 <0.0005 <0.0005 <0.0005 <0.0005 <0.005 <0.001 <0.001 <0.001

Arsenic Extractable mg/L MAC < 0.010 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.005

Barium Extractable mg/L MAC < 1.00 < 0.02 < 0.02 < 0.02 < 0.02 < 0.02 0.0154 0.0145 < 0.05 < 0.05

Boron Extractable mg/L MAC < 5.0 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.02 0.050 < 0.04 < 0.04

Cadmium Extractable mg/L MAC < 0.005 < 0.0002 < 0.0002 < 0.0002 < 0.0002 < 0.0002 < 0.0001 < 0.0001 < 0.0001 < 0.0001Calcium mg/L 68.0 76.1 79.0 81.0 77.0 87.3 83.3 86.9 97.6 94.0

Chloride mg/L AO < 250 11.5 20.8 17.5 17.5 20 16.4 17.5 17.5 14

Chromium Extractable mg/L MAC = 0.05 <0.002 <0.002 <0.002 <0.002 <0.002 <0.005 <0.005 <0.005 <0.005

Colour TCU AO < 15 < 5 < 5 < 5 < 5 < 5 < 5 < 5 < 5 < 5Conductivity umhos/cm 518 531 540 557 555 641 614 626 649

Copper Extractable mg/L AO < 1.0 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 0.0383 0.0265 0.0236 0.003

Cyanide mg/L MAC < 0.20 < 0.010 < 0.010 < 0.010 < 0.010 < 0.010 < 0.01 < 0.01 < 0.01 < 0.01

Fluoride mg/L MAC < 1.5 0.25 0.30 0.30 0.35 0.25 0.25 0.23 0.22 0.22

Hardness mg/L AO < 500 234 270 271 289 262 298 294 300 333 333

Iron Extractable mg/L AO < 0.30 < 0.03 0.03 0.29 < 0.03 < 0.03 0.06 < 0.10 < 0.10 < 0.10 < 0.10

Lead Extractable mg/L MAC < 0.01 < 0.001 < 0.001 < 0.001 < 0.001 < 0.001 < 0.001 < 0.001 < 0.001 < 0.001

Magnesium mg/L 15.6 19.4 18.0 21.0 17.0 19.5 21.0 20.2 21.7 24.1

Manganese Extractable mg/L AO < 0.05 0.055 0.18 0.18 0.03 0.13 0.22 0.0373 0.128 0.0973 0.192

Mercury mg/L MAC = 0.001 <0.0002 <0.0002 <0.0002 <0.0002 <0.0002 <0.0005 <0.0005 < 0.0002 < 0.0002

Molybdenum mg/L < 0.03 < 0.03 < 0.03 < 0.03 < 0.03 0.0086 0.0086 0.0079 0.009

Nitrate (as N) mg/L MAC < 10 0.31 0.48 0.35 0.69 0.39 0.48 0.78 0.62 0.602

Nitrite (as N) mg/L MAC < 1.0 < 0.01 < 0.01 < 0.01 < 0.01 0.02 < 0.01 < 0.01 < 0.01 < 0.01

pH 6.5 - 8.5 7.7 7.7 7.6 7.5 7.9 7.6 7.4 7.94 7.99 8.03

Phosphorus mg/L < 0.20 < 0.20 < 0.20 < 0.20

Potassium mg/L 2.1 2.45 2.4 2.3 2.4 2.43 2.46 2.5 2.8

Selenium mg/L MAC = 0.01 < 0.001 < 0.001 < 0.001 < 0.001 < 0.001 < 0.003 < 0.003 < 0.003 < 0.005

Sodium Extractable mg/L AO < 200 11 12.3 12 12 13 14.4 13.5 15.2 16.3

Sulphate mg/L AO < 500 27 33 34 40 33 70.2 70 79.8 77.9

Total dissolved solids / TDS mg/L AO < 500 319 330 345 351 335 399 366 414 369

Total Trihalomethanes / TTHM mg/L MAC < 100 13 13 13

UV Transmittance @ 254nm % > 75 desired 93.8 94.4 95.3 94.6

Turbidity NTU < 1.0 0.15 0.75 1.70 0.10 0.20 0.70 0.30 0.20 < 0.1

Uranium Extractable mg/L MAC = 0.020 0.0041 0.0049 0.0045 0.0044 0.0042 0.00642 0.00508 0.00623 0.006Zinc Extractable mg/L AO < 5 < 0.05 < 0.05 < 0.05 0.04 < 0.05 0.011 < 0.01 < 0.04 0.08

Free Chlorine 0.49 0.56Coliforms (Fecal) #/100mL < 1 CFU

Coliforms (total) #/100mL < CFU

Cryptosporidium spp. (total, confirm # /100L 99% inactivation **

Giardia spp. (total, confirmed) # /100L 99.9% inactivation **

*OGV - Operational Guidance Value (Health Canada) MAC - Max. Acceptable Concentration AE - Aesthetic Objective **IHA Requirement

Data is based on raw values for the most recent "full year" of data available. Obvious parameters like free and total chlorine, THM's etc… are based on treated.


SECTION 4.0 WATER QUALITY REVIEW

33

Water quality data from the last 6 years was summarized in Table 4.2. The full physical water quality parameters are tested annually by the RDCO for the Sunset water system.

Hardness: Hardness levels appear to be rising. The original tests showed a level of 234 mg/L of CaCO3 in 2003 and this has risen to over 330 mg/L in the 2012 test. The only Well No. 2 test appears to be lower than the readings of Well No. 1. Chlorination appears to have little effect on hardness levels.

Manganese: Manganese level readings are generally above the aesthetic objective limits (AO) of <0.05 mg/L set by Health Canada. The levels are lower at the reservoir than at the well head. This would be explained by the oxidation of manganese by the gas chlorination process.

4.3 WATER TREATMENT PROCESS

Water quality was known to be an issue at an early stage during the development process. High hardness and manganese levels were noted in the earliest phases of the development. The developer was advised in numerous letters of correspondence. The issue of hardness and manganese was not considered by Interior Health to be a health risk and therefore, there was been no initial order by Interior Health to improve the water quality. Subsequently, a letter was issued by the Public Health Engineer Ron Johnston on Feb. 17, 2005 to the developer requesting the design for a water treatment system.

In the spring of 2005, a survey was conducted of Sunset Ranch customers which showed that more than half of the new residents of Sunset Ranch development were installing treatment systems for their domestic water. The water was deemed to be of poor or very poor quality by half of the respondents. Out of 26 responses, 21 said there was staining. Half of the homes had a water softening system with costs ranging between $1,000 and $3,000. The average cost being in the range of $1,750.

Subsequently the Regional District conducted bench scale tests of the impact of chlorination on the dissolved manganese within the groundwater. The tests were inconclusive and did not provide sufficient insight into what would happen with chlorination. The bench scale tests involved the use of sodium hypochlorite rather than gas chlorine. This process raises the pH and would result in less precipitation of metal solids out of solution. The use of gas chlorine lowers the pH of water and this would result in reduced pH levels and levels of manganese as shown in the sampling results.

A significant concern is the number of home treatment water softening devices being installed in the development. If not properly maintained, the operations and maintenance of these devices may create more problems than they solve.

Since 2005, there are many more residences at Sunset. Prior to the next phase of development, the developer should provide options and costs for water treatment of the well supply. This information should be considered by the Regional District to see whether it is more cost effective to have the treatment installed or if connection to the adjacent utility is more economical.

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 4.0 WATER QUALITY REVIEW

34

END OF SECTION 4.0


SECTION 5.0 ADMINISTRATIVE REVIEW

35

5. ADMINISTRATIVE ASSESSMENT

5.1 INTRODUCTION

This section is focussed specifically on ownership of utility assets. This section does not address water rates, full cost recovery or system renewal. Sunset Ranch Development is a staged strata development by Acorn Communities Ltd. of Kelowna, BC. The development has been progressing steadily since 2003 with 246 strata units developed. Regional District staff have indicated that 198 dwelling units (including commercial buildings) have been connected to date. Table 5.1 provides a summary of the development stages. The table corresponds to Figure 5.1 on the next page. Table 5.1 – Summary of Existing Strata Areas

STAGE / PHASE LEGAL PLAN REG. DATE Roads Units Cumulative Units

1 KAS 2471 Dec. 9, 2002 Silverado Place 38 38

2 KAS 2623 Feb. 6, 2004 Sunset Ranch Dr. Sandhills Drive 29 67

3a KAS 2814 May 20, 2005 Camelback Drive Shadow Creek Dr. 47 114

3b KAS 2814 Aug. 15, 2006 Camelback Drive 27 141

4a KAS 3281 Aug. 21, 2007 Sunset Ranch Dr. 44 185

5a KAS 3573 Nov. 10, 2008 Pine Valley Drive Riveria Drive 61 246

4b 16 uni ts planned, not yet constructed 0 262

4c 25 uni ts planned, not yet constructed 0 287

5b 57 uni ts planned, not yet constructed 0 344

5c 47 uni ts planned, not yet constructed 0 391

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 5.0 ADMINISTRATIVE ASSESSMENT

36

Figure 5.1 - Strata Phases

Future development stages are identified for Phases 4 and 5. The number of units at build-out for the development is projected to be 450.



37

5.2 UTILITY OWNERSHIP

Currently there exists 5 separate bare land stratas within the Sunset Ranch Development area. Currently there exist 246 lots with build-out of the development set at 450 units. There could be as many as 10 strata areas at full build-out. With respect to ownership of the utility, the Regional District is of the position that the RDCO officially owns the major infrastructure facilities such as the groundwater wells, the control building, transmission mains to the reservoir, reservoir site, chlorination facilities and pumping facilities as well as the water mains to the strata boundaries. The matter becomes complicated as the RDCO cannot legally supply water through one strata to a further strata without legal access for the water mains. Legal access is accomplished through statutory right-of-ways. The RDCO has not been obtaining these or making it clear who owns the infrastructure with each development phase. To our knowledge, only limited SRWs exist in the development area for specific water infrastructure. During the first phases of the development, the RDCO passed Bylaw 981 which allows the RDCO to assume ownership of water infrastructure in the Sunset Ranch development area. Typically the utility ownership and transfer is a condition during the subdivision or building permit process. There are two courses of ownership for the water distribution mains:

1. Public Ownership: Public ownership by the local municipality, regional district or improvement district. The public utility would own all larger water distribution mains up to the individual service shut offs that would be located behind the road curb;

2. Private Ownership: Private ownership would be by a private individual or local strata council. The strata would have to administer all operations and maintenance without training or qualified persons in the decision-making roles. Public ownership would end at the property lines and control devices have been commonly installed at the strata property lines in Kelowna for fire flow meters, backflow and cross connection control;

Advantages of the public ownership option include the following items:

• the ability for the public utility to have interconnected flow to development areas and a more secure and interconnected water distribution grid;

• Less overall community risk as the water utility is owned, operated and maintained by trained, skilled and qualified operators. The responsibility for maintenance and ownership is taken out of the hands of strata councils;

• Economies of scale in utility ownership and maintenance;

• Fairness and equity in rates and in services utilized;

Advantages to the Regional District of private ownership include:

• The ability to assign operations and maintenance responsibility to the private groups; and

• Deferring risk to private strata councils.


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5.3 UTILITY TRANSFER

Currently there exist 5 separate bare-land stratas within the Sunset Ranch Development area. Currently there exist 246 lots with build-out of the development set at 450 units. There could be as many as 10 strata service areas at full build-out. There are three general areas of requirements that should be considered prior to the Regional District taking over the Sunset Ranch water distribution systems:

1. Proof of physical integrity of the water distribution system;

2. Administrative and legal aspects such as legal rights-of-way and current and historic operational fund levels for the existing strata group designated for the water system.

3. Confirmation that design of the system that meets current design standards for capacity and building materials.

Item 1: For considering the proof of physical integrity requirement, the Sunset Ranch water system is a relatively new water system. The oldest pipes are all 10 years of age or less. The remaining lifespan for the distribution system should be in the range of 90 years. In addition, the subdivision phases were all installed to conform to RDCO Subdivision Bylaw No. 704. The water mains were all pressure tested under the guidance of a professional engineering consultant. To meet the requirements of item 1, the strata groups should provide documentation of maintenance since they have been operating their sections of the system, provide maintenance records for the utility for the past three years including private contracting works done on the system, and audited reports for the financial aspects of running the water system for 3 years. Item 2: The critical piece of documentation that is required is the survey and registration of a Statutory Right-of-Way. The cost for surveying and registering a SRWs through any of the strata areas would be in the range of $7,500. The cost for this would have to be borne by the water utility rate payers. The SRW is the critical missing item in transference of water distribution system assets from the strata groups to the RDCO. The SRW should be set out for the entire paved road width plus sufficient width (typically 0.50m) to access the individual service shut-offs which should be located immediately behind the concrete roadway curbs. The SRWs should be widened at the hydrant locations to encompass the hydrants and allow for operations and maintenance of the hydrants. Service lines would be owned by the RDCO from the main to the individual lot curb stop located off of the roadway; Item 3: A physical inspection of the water system components must be carried out. This includes review of the distribution system components by the Operations Staff and senior Engineering staff of the RDCO. Any deficiencies will be identified by these persons and documented. The deficiencies should be corrected prior to RDCO assuming responsibility of the water system, but the RDCO is currently providing supply service to these customers, and therefore has the means to recover the costs for remedial works. The reservoir, wells and pump station are owned and operated by the RDCO so the review would be focused on the water distribution systems in the strata areas;



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5.4 WATER DISTRIBUTION SYSTEM OPERATIONS

In taking over the strata on-site water distributions, there are additional tasks that must be carried out to maintain the water distribution system integrity and water quality. These include:

• Annual System Flushing: Flushing should occur annually. Flushing should start after the reservoir has been cleaned and should take place in one direction towards the extremities of the water distribution system. Flushing is particularly important in the Sunset Ranch water distribution system as the oxidation of manganese will result in a black precipitate falling out within the mains. Flushing and scouring of the mains will keep the deposition of manganese to a manageable level;

• Hydrant Servicing: Hydrant servicing done by the public utility should be sufficient to ensure that the hydrant is operational year-round. A full spring check to see that the hydrant opens, closes, holds pressure, flows properly, and smoothly should be done. This is not a tear-down of the hydrant body as that involves removal of the key operational parts and reinstallation. Prior to winter the hydrants should be checked once more to ensure that there is no standing water within the hydrant or a leaking valve as this would freeze and render the hydrant not operational;

• Air Release Valve Maintenance: Air release valve maintenance should be carried out annually to ensure that the valves operate adequately. The pipe size throughout Sunset Ranch distribution system is relatively small and the problems due to air entrainment are small. Air can escape through the service lines, however this is an inconvenience and a danger of having air expelling within the homes;

• Valve Exercising Program: A valve exercising program would consist of an operator going out once per year to open and close all valves within the development. The program would include noting of sticky or hard to close valves and ones that were frozen open or had problems with their stems would be added to the system repairs list;

• Blow-Offs: Water system blow offs would be operated during the annual flushing program Recommendation – Utility Ownership It is the opinion of the author that the approving agencies should not defer risk and responsibility of drinking water infrastructure to groups that may be untrained or unknowledgeable decision makers in the field of drinking water supply. For the reasons of public health protection, all larger infrastructures should be owned and operated by the public water utility. A SRW should be obtained for the width of the roadway plus 0.5m on each side so that the larger water distribution mains and a portion of the service lines are owned by the RDCO;


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End of Section 5.0


SECTION 6.0 SUMMARY

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6. SUMMARY

6.1 CONCLUSIONS

Based on our review, we conclude the following. C-1 Fire Protection - Criterion is set out in Section 2.3 of this report. There are several means in

which to assess fire flows and the FUS calculation used is practiced industry-wide as confirmed by the AWWA, Manual 31. The fire protection criteria utilized and listed in this report is consistent with the subdivision bylaw and previous practice;

C-2 Fire Storage Capacity - The maximum fire storage capacity that can be provided by the reservoir is 100 L/s for duration of 2.0 hours. This works out to a reservoir volume of 720m3;

C-3 Per Capita Water Demand - Existing infrastructure has adequate capacity to provide the maximum daily demand of 663m3. This volume works out to 1,120 L/person/day which is well below the subdivision criteria of 2,400 L/ca/day;

C-4 Reservoir storage capacity of 1,530 m3 is sufficient for the existing development, and depending on criteria and build-out water demands, may be adequate for the future development phases;

C-5 Source Water - The primary source of water supply for Sunset Ranch is two groundwater wells. The wells are in close proximity of one another and access water from the same aquifer;

C-6 Aquifer Levels - Groundwater aquifer levels are trended but are not accurately tied to geodetic elevations. This makes the tracking and recording of regional information difficult as the levels of the aquifer cannot be accurately tied into the regional aquifer information;

C-7 Well Power Supply - The water source redundancy in the event of an emergency. The wells cannot pump water during a power outage, so an extended power outage would result in a failure in supply;

C-8 System Interconnections - Interconnection is possible to the adjacent larger water utilities of GEID or BMID with BMID having the larger domestic supply capacity;

C-9 Existing Water Quality Risks - The water quality risks to the aquifer are very low with only the possibility of viruses and possibly bacteria through the aquifer from Scotty Creek, however this is addressed through system chlorination;

C-10 Existing Risk Barriers - The current form of raw water disinfection is chlorination using chlorine gas. Additional barriers are not be required at this time to meet the current health objectives;

C-11 150 lb. Class Piping Flanges - The flanged connections that are 150 lb class are adequate for normal operating pressures however water hammer impacts may increase this pressure to higher levels.. The surge equipment should be set to ensure that the pressures do not spike to above the 285 psi flange pressure rating;

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 6.0 SUMMARY

42

C-12 Reservoir Overflow - Reservoir overflow currently flows to a depression located 80 metres to the west of the 595m Reservoir. This area requires grading, and an engineer designed release to the subdivision drainage system so that major damage or erosion does not occur;

C-13 Deficiencies - System deficiencies are listed in Table 3.3, Section 3.5 of this report. Deficiencies listed in Table 3.3 should be addressed in order of priority. The priority ratings are VH (very high), H (high), M (moderate) and L (low). The deficiencies are separated out into design, construction and operational deficiencies, however the ability for RDCO to go back to the designer and contractor who installed the works may be limited;

C-14 Trended Water Quality Data - Water quality data collected over the last 6 years is trended in Table 4.1. Water hardness appears to be increasing having started in the 230 mg/L of CaCO3 range and now being in the 330 mg/L range;

C-15 Manganese Levels - Manganese levels in the water appears to have dropped, but this corresponds to and could be attributed to the gas chlorination process just prior to the groundwater entering the reservoir;

C-16 Water Treatment Site - Treatment for removal of manganese would significantly improve the aesthetics of the domestic water supplied to Sunset Ranch. The logical site would be near to the reservoir where there is sufficient room;

C-17 Bylaw 981 - The RDCO has in place Bylaw No. 981 which allows them to own and operate a water utility for Sunset Ranch. This was enacted at the earliest stages of the development. SRWs were obtained for RDCO utilities, however SRWs were not obtained through the strata areas as the development progressed;

C-18 Statutory Right-of-Ways - Presently there are five bare-land stratas registered within the Sunset Ranch Golf Course development area. Water supply is conveyed through the stratas to feed strata areas located further from the source. Statutory Right-of-ways (SRWs) are required to ensure that access and the right to supply is legal are not in place in several locations.


SECTION 6.0 SUMMARY

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6.2 RECOMMENDATIONS

R-1 FUS standards - FUS standards are the recommended process for assessing fire protection for the utility as set out in Section 2.3;

R-2 Per Capita Design Flow - The RDCO should consider adopting lower maximum day per capita design criteria for water usage specifically for this service area. The design has been carried out using 2,400 L/ca/day. The actual readings are coming in at 1,120 L/ca/day. Criteria of 1,600 L/ca/day should be considered based on actual recorded readings for this development area. This recommendation is based on declining per-person usage in recent years, the addition of water meters, smaller outdoor irrigated areas, and the recorded water usage;

R-3 Reservoir Size - Based on the lower criteria, the existing two-celled 1,530m3 reservoir may be adequate for build-out of the subdivision, however continued monitoring of the maximum daily flow over time should be continued and reviewed at each development stage;

R-4 Clubhouse Fire Protection - The installation of a second hydrant should be considered in the proximity of the Sunset Ranch golf course clubhouse. As it would be only needed by the golf course, the costs and risk of whether it is installed should be the decision of the Golf Course. A letter should be sent to the Golf Course informing them of the system capacity limitations of Sunset Ranch water distribution system and the capacity of a single hydrant servicing that facility.

R-5 Maximum Available Fire Flow - The recommended maximum fire flow rate for the Sunset Ranch service area is currently set at 100 L/s for a duration of 2.0 hrs.;

R-6 Metered Data Collection - The meter data from connections and the total system metered data should be recorded monthly so that the total water and residential water is trended. The number of connections should be tied to this information as it will be the basis for allowing reduced water demand to the development;

R-7 Emergency Power - To improve system redundancy and security of supply, prior to interconnection with adjacent utilities, the installation of a 100 kW Gen-set at the Control Building is recommended.

R-8 System Interconnects - Interconnection to the BMID water distribution system appears to be the most feasible alternative source supply that is available to Sunset Ranch. BMID operates at a HGL of approximately 535 m at the point of interconnection;

R-9 On-Line Water Pressure - SCADA trending should show on-line system pressure for pump starts and stops and when pumping during electrical power failures. This will provide an indication of the safety of the piped system;

R-10 Well 2 Check Valve - The check valve in Well 2 is not functioning properly and requires repair. Although the well can operate in this condition, it should be repaired so that the well can operate under normal service. Drawdown in Well 2 is nearly immediate. Further investigation will be carried out by the RDCO, likely in 2013;

mike

Comment on Text

three

SUNSET RANCH WATER SYSTEM OVERVIEW SECTION 6.0 SUMMARY

44

R-11 Water Quality Monitoring Program - The recommended water quality monitoring program is set out in Table 4.1 of this report. This program sets out water testing parameters to be collected over time in order to develop a trended baseline for water quality;

R-12 Water Treatment: Water treatment design is required by IH as per the letter in 2005 from the Public Health Engineer. Costs for this treatment should be used in the evaluation of whether it is more cost effective to treat the water or connect and obtain source water from adjacent utilities;

R-13 SCADA Upgrades - Upgrades to the existing SCADA system are recommended so that critical information is added such as on-line pressure, and pump start-up and shut-down times so exact pump run times are digitally recorded;

R-14 Ownership Approach - It is the opinion of the author that the RDCO should not defer risk and responsibility of drinking water infrastructure to groups that may be untrained or be unknowledgeable decision makers in the field of drinking water supply. For the reasons of public health protection, all large infrastructures should be owned and operated by the Sunset Ranch water utility. SRWs should be obtained through the development areas for the width of the roadways plus 0.5m on each side of the roadways where water mains run. The water distribution mains and a portion of the service lines would be transferred and then owned by the RDCO. Legal survey and registration of a SRW on the strata parcels is required. The budget costs for the legal work is estimated to be in the range of $7,500 per strata development area;


APPENDIX A

PUMP CURVES

A - 45

APPENDIX A - WATER SYSTEM PUMP CURVES

Appendix A provides the existing system pump curves.

SUNSET RANCH WATER SYSTEM OVERVIEW PUMP CURVES

A - 46


APPENDIX B

REFERENCE DOCUMENTATION

B - 47

APPENDIX B - REFERENCE DOCUMENTATION

Reference documentation utilized in the preparation of this report includes:

AWWA, Manual 31, 4th Edition, 2008 Distribution system Requirements for Fire Protection

AWWA, M48, Waterborne Pathogens, Manual of Water Supply Practices, Second edition, 2006;

Fire Underwriters Survey, Water Supply for Fire Protection, 1999;

Health Canada, Guidelines for Canadian Drinking Water Quality (GCDWQ), Sixth Edition, 1996 with current physical parameter updates to September, 2012;

Interior Health, correspondence, Public Health Engineer, Feb. 17, 2005;

Kala Groundwater Consulting Ltd., Sunset Ranch Golf Course Developments Ltd., Well Construction and Evaluation Program, Domestic Well No. 2-03, Kelowna, BC, November 19, 2003;

Kelowna Integrated Water Supply Plan, September 2012;

Ministry of Environment – Aquifer Classification Maps and Water well database;

Regional District of Central Okanagan, Internal Memorandum, J.Roe to H. Reay, Re: Ownership of the Sunset Ranch Water Utility;

Regional District of Central Okanagan, Subdivision bylaw no. 704 and amendments;

Regional District of Central Okanagan, Bylaw 981, “A bylaw to establish a service within a portion of Electoral Area “I” to provide for the acquisition, operation and maintenance of a domestic water system in the Sunset Ranch Development;”

USEPA, LT1ESWTR Disinfection Profiling and Benchmarking, Technical Guidance Manual, May, 2003;

www.regionaldistrict.com/

SUNSET RANCH WATER SYSTEM OVERVIEW APPENDIX B REFERENCE DOCUMENTATION

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