2013 Comprehensive Water System Plan
August 2014
Acknowledgements
Engineering Firm
HDR Engineering, Inc.
606 Columbia Street NW, Suite 200
Olympia, WA 98501
(360) 570-4400
Silverdale Water District
Board of Commissioners: Marcus Hoffman, John Poppe, Mike Sechrest
General Manger: Morgan Johnson
Assistant General Manager: Skip Beahm
Additional Contributors:
Tim Knapp, Maintenance Manager
Jeannie Screws, Finance Manager
August 2014
Contents
Executive Summary
1.0 Introduction ................................................................................................... 1-1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 2.0 Water System Description .............................................................................. 2-1 2.1 2.2 2.3 2.4 2.5 2.6 3.0 Water System Ownership and Management ...................................................... 1-1 Overview of Existing System .............................................................................. 1-1 Authorization and Purpose ................................................................................. 1-1 Summary of Plan Contents ................................................................................ 1-1 Definition of Terms ............................................................................................. 1-1 List of Abbreviations ........................................................................................... 1-1 Water System Plan Review ................................................................................ 1-1 Introduction ......................................................................................................... 2-1 Water Service Area ............................................................................................ 2-1 2.2.1 History..................................................................................................... 2-1 2.2.2 Topography............................................................................................. 2-1 2.2.3 Water Service Area................................................................................. 2-1 Water Service Agreements ................................................................................ 2-1 2.3.1 Water Service Area Agreement .............................................................. 2-1 Satellite System Management ............................................................................ 2-1 Existing Water Facilities ..................................................................................... 2-1 2.5.1 Pressure Zones ...................................................................................... 2-1 2.5.2 Supply Facilities ...................................................................................... 2-1 2.5.3 Pump Station Facilities ........................................................................... 2-1 2.5.4 Storage Facilities .................................................................................... 2-1 2.5.5 Distribution and Transmission System ................................................... 2-1 2.5.6 Pressure Reducing Stations ................................................................... 2-1 2.5.7 Water System Interties ........................................................................... 2-1 2.5.8 Telemetry and Supervisory Control System ........................................... 2-1 2.5.9 Water System Operation and Control ..................................................... 2-1 Adjacent Water Systems .................................................................................... 2-1 2.6.1 City of Bremerton .................................................................................... 2-1 2.6.2 City of Poulsbo........................................................................................ 2-1 2.6.3 Subase Bangor ....................................................................................... 2-1 2.6.4 Island Lake Water System ...................................................................... 2-1 2.6.5 North Perry Avenue Water District.......................................................... 2-1 2.6.6 Erland Point Water Company ................................................................. 2-1 2.6.7 Kitsap County Public Utility District No. 1 ............................................... 2-1 2.6.8 Other Systems ........................................................................................ 2-1 Land Use and Population ................................................................................ 3-1 3.1 Introduction ......................................................................................................... 3-1 Contents
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3.2 3.3 3.4 4.0 Water Demand Forecast ................................................................................. 4-1 4.1 4.2 4.3 4.4 4.5 5.0 Compatibility with other Plans ............................................................................ 3-1 3.2.1 Introduction ............................................................................................. 3-1 3.2.2 Growth Management Act ........................................................................ 3-1 3.2.3 Kitsap County Comprehensive Plan ....................................................... 3-1 3.2.4 Silverdale Sub-Area Plan........................................................................ 3-1 3.2.5 Kitsap County-wide Planning Policy ....................................................... 3-1 3.2.6 Kitsap County Coordinated Water System Plan ..................................... 3-1 Land Use ............................................................................................................ 3-1 Population .......................................................................................................... 3-1 3.4.1 Household Trends .................................................................................. 3-1 3.4.2 Existing and Future Population ............................................................... 3-1 Water Production History ................................................................................... 4-1 Customer Categories, Connections, and Consumption ..................................... 4-1 Water Balance and Distribution System Leakage .............................................. 4-1 Water Use Factors and Equivalent Residential Units ......................................... 4-1 Water Demand Forecast .................................................................................... 4-1 4.5.1 20-Year Water Demand Forecast ........................................................... 4-1 Policies and Design Criteria ............................................................................ 5-1 5.1 5.2 5.3 5.4 Introduction ......................................................................................................... 5-1 Supply Policies ................................................................................................... 5-1 5.2.1 Quality Protection ................................................................................... 5-1 5.2.2 Quantity .................................................................................................. 5-1 5.2.3 Fire Flow ................................................................................................. 5-1 5.2.4 Conservation........................................................................................... 5-1 5.2.5 Reclaimed Water .................................................................................... 5-1 5.2.6 Regional Participation ............................................................................. 5-1 Customer Service Policies ................................................................................. 5-1 5.3.1 Duty to Serve .......................................................................................... 5-1 5.3.2 Water Service and Connection ............................................................... 5-1 5.3.3 Temporary Services................................................................................ 5-1 5.3.4 Emergency Service................................................................................. 5-1 5.3.5 Planning Boundaries............................................................................... 5-1 Facility Policies ................................................................................................... 5-1 5.4.1 Minimum Standards ................................................................................ 5-1 5.4.2 Pressure ................................................................................................. 5-1 5.4.3 Velocities ................................................................................................ 5-1 5.4.4 Storage ................................................................................................... 5-1 5.4.5 Transmission and Distribution ................................................................ 5-1 5.4.6 Supply and Pump Stations ..................................................................... 5-1 5.4.7 Pressure Reducing Stations ................................................................... 5-1 5.4.8 Control .................................................................................................... 5-1 5.4.9 Maintenance ........................................................................................... 5-1 Contents
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5.5 5.6 6. Water Source and Quality............................................................................... 6-1 6.1 6.2 6.3 6.4 7. Financial Policies ................................................................................................ 5-1 5.5.1 General ................................................................................................... 5-1 5.5.2 Connection Charges ............................................................................... 5-1 Organizational Policies ....................................................................................... 5-1 5.6.1 Structure ................................................................................................. 5-1 5.6.2 Staffing ................................................................................................... 5-1 Introduction ......................................................................................................... 6-1 Existing Water Sources and Treatment .............................................................. 6-1 6.2.1 Water Sources ........................................................................................ 6-1 6.2.2 Water Treatment ..................................................................................... 6-1 Water Rights ....................................................................................................... 6-1 6.3.1 Overview ................................................................................................. 6-1 6.3.2 Existing Water Rights ............................................................................. 6-1 6.3.3 Water Rights Planning ............................................................................ 6-1 Water Quality Monitoring .................................................................................... 6-1 6.4.1 Overview ................................................................................................. 6-1 6.4.2 District Water Quality Monitoring Program Overview ............................. 6-1 6.4.3 District Water Quality Monitoring Plans .................................................. 6-1 6.4.4 Wellhead Protection Program ................................................................. 6-1 6.4.5 Consumer Confidence Report ................................................................ 6-1 Water System Analysis ................................................................................... 7-1 7.1 7.2 7.3 7.4 7.5 7.6 7.7 Introduction ......................................................................................................... 7-1 Pressure Zones .................................................................................................. 7-1 7.2.1 Zone Demand Split ................................................................................. 7-1 7.2.2 Zone Peak Hour Demand ....................................................................... 7-1 7.2.3 Zone System Pressure ........................................................................... 7-1 Source Capacity Evaluation ............................................................................... 7-1 7.3.1 Source Analysis Criteria ......................................................................... 7-1 7.3.2 Source Capacity Analysis Results .......................................................... 7-1 Water Supply Facilities Evaluation ..................................................................... 7-1 7.4.1 Supply Analysis Criteria .......................................................................... 7-1 7.4.2 Supply Analysis Results ......................................................................... 7-1 Storage Facilities ................................................................................................ 7-1 7.5.1 Design Criteria ........................................................................................ 7-1 7.5.2 Storage Analysis ..................................................................................... 7-1 Distribution and Transmission System ............................................................... 7-1 7.6.1 Analysis Criteria ...................................................................................... 7-1 7.6.2 Hydraulic Model ...................................................................................... 7-1 7.6.3 Hydraulic Analyses ................................................................................. 7-1 7.6.4 Deficiencies ............................................................................................ 7-1 Limiting Factors and Carrying Capacity.............................................................. 7-1 Contents
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8. Operations and Maintenance.......................................................................... 8-1 8.1 8.2 8.3 8.4 9. Water System Improvements ........................................................................ 9-1 9.1 9.2 9.3 9.4 10. Introduction ......................................................................................................... 8-1 Normal Operations ............................................................................................. 8-1 8.2.1 District Personnel.................................................................................... 8-1 8.2.2 Personnel Responsibilities...................................................................... 8-1 8.2.3 Available Equipment ............................................................................... 8-1 8.2.4 Routine Operations ................................................................................. 8-1 8.2.5 Continuity of Service ............................................................................... 8-1 8.2.6 Routine Water Quality Sampling............................................................. 8-1 8.2.7 Cross-Connection Control ...................................................................... 8-1 8.2.8 Recordkeeping and Reporting ................................................................ 8-1 8.2.9 Operations and Maintenance Records ................................................... 8-1 8.2.10 Safety Procedures and Equipment ......................................................... 8-1 8.2.11 Environmental Awareness Practices ...................................................... 8-1 Emergency Operations ....................................................................................... 8-1 8.3.1 Capabilities ............................................................................................. 8-1 8.3.2 Emergency Response Program.............................................................. 8-1 Preventive Maintenance ..................................................................................... 8-1 8.4.1 Reservoirs............................................................................................... 8-1 8.4.2 Distribution System ................................................................................. 8-1 8.4.3 Tools and Equipment .............................................................................. 8-1 Introduction ......................................................................................................... 9-1 Description of Improvements .............................................................................. 9-1 9.2.1 Water System Improvements since Last Water System Plan ................ 9-1 9.2.2 Water Main Extensions ........................................................................... 9-1 9.2.3 Facility Improvements ............................................................................. 9-1 9.2.4 Water System Acquisitions ..................................................................... 9-1 9.2.5 Reclaimed Water Improvements ............................................................ 9-1 9.2.6 Miscellaneous Improvements ................................................................. 9-1 Estimating Costs Of Improvements .................................................................... 9-1 Schedule of Improvements ................................................................................. 9-1 9.4.1 Future Project Cost Adjustments ............................................................ 9-1 Financial Plan ............................................................................................... 10-1 10.1 10.2 10.3 Historical Financial Review............................................................................... 10-1 Water Rates ..................................................................................................... 10-1 Development of Financial Plan ......................................................................... 10-1 10.3.1 Projected Revenues ............................................................................. 10-1 10.3.2 Future Expenses................................................................................... 10-1 10.3.3 Project Financing .................................................................................. 10-1 10.3.5 Reserve Levels ..................................................................................... 10-1 10.3.5 Overview of Future Water Rates .......................................................... 10-1 Contents
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10.4 Summary .......................................................................................................... 10-1 Tables
Table 1-1.
Table 1-2.
Table 1-3.
Water System Ownership Information .................................................................. 1-1
2011 Water System Data ...................................................................................... 1-2
Abbreviations ........................................................................................................ 1-5
Table 2-1.
Table 2-2.
Table 2-3.
Pump Station Summary ...................................................................................... 2-14
Reservoir Summary ............................................................................................ 2-18
Water Main Size Inventory .................................................................................. 2-25
Table 3-1.
Water District Population Trends and Projections ................................................ 3-7
Table 4-1.
Table 4-2.
Table 4-3.
Table 4-4.
Table 4-5.
Table 4-6.
Table 4-7.
Table 4-8.
Table 4-9.
Table 4-10.
Annual Well Production (MG), 2006-2011 ............................................................ 4-1
Monthly Well Production (MG), 2006-2011 ........................................................... 4-2
Peaking Factor, 2006-2011 .................................................................................. 4-3
Water Consumption (MG), 2006-2011 (1) .............................................................. 4-4
Bimonthly Water Consumption (MG), 2006-2011 (1) ............................................. 4-5
Largest Water Customers ..................................................................................... 4-7
2011 Water Balance ............................................................................................. 4-8
Distribution System Leakage and Non-Revenue Water (MG) .............................. 4-9
Equivalent Residential Unit (ERU) Analysis ....................................................... 4-11
Water Demand Forecast ..................................................................................... 4-15
Table 5-1.
Regulatory Agencies ............................................................................................. 5-1
Table 6-1.
Table 6-2.
Existing Ground Water Rights .............................................................................. 6-3
Surface Water Rights ............................................................................................ 6-3
Table 7-1.
Table 7-2.
Table 7-3.
Table 7-4.
Table 7-5.
Table 7-6.
Table 7-7.
Table 7-8.
Table 7-9.
Table 7-10.
Table 7-11.
Table 7-12.
Table 7-13.
Table 7-14.
Table 7-15.
Table 7-16.
Table 7-17.
Table 7-18.
Pressure Zone Percentage of Total Demand ....................................................... 7-1
Peak Hour Peaking Factors by Pressure Zone .................................................... 7-2
Minimum and Maximum Distribution System Pressures....................................... 7-3
Water Source Capacity Evaluation ....................................................................... 7-5
Zone 3, 3.2, 5 and 7 Supply Evaluation ................................................................ 7-7
Zone 2 and 4 Supply Evaluation ........................................................................... 7-8
Zone 6 Supply Evaluation ..................................................................................... 7-9
Zone 7 Supply Evaluation ................................................................................... 7-10
Total System Storage Evaluation ....................................................................... 7-15
Zone 3, 3.2, 5, and 7 Storage Evaluation ........................................................... 7-17
Zone 2, 4, and 6 Storage Evaluation ................................................................. 7-18
Zone 6 Storage Evaluation ................................................................................. 7-19
Zone 5 and 7 Storage Evaluation ....................................................................... 7-20
Zone 7 Storage Evaluation ................................................................................. 7-21
Tank Levels in Modeling Scenarios .................................................................... 7-23
Peak Hour Analysis Summary ............................................................................ 7-25
Fire Flow Analysis Summary .............................................................................. 7-26
Water System Physical Capacity Documentation Based on MDD ..................... 7-33
Table 8-1.
Personnel Certification.......................................................................................... 8-4
Contents
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Table 9-1.
Table 9-2.
Table 9-3.
Water Main Unit Costs ........................................................................................ 9-20
Cost of Capital Facilities ..................................................................................... 9-21
Proposed Improvements Implementation Schedule ........................................... 9-22
Table 10-1.
Table 10-2.
Table 10-3.
Table 10-4.
Table 10-5.
Table 10-6.
Table 10-7.
Historic Financial Information ($000’s) ............................................................... 10-1
Bi-Monthly Water Rates – 2012 and Current ...................................................... 10-2
Current Capital Facility Charges (CFCs) and Other Fees by Meter Size ........... 10-3
Current Front Footage Charge By Class of Service ........................................... 10-3
Projected Six-year Revenue ($000’s) ................................................................. 10-4
Summary of Projected Capital Improvement Projects ($/000) ............................ 10-7
Projected Six-year Financial Plan ....................................................................... 10-8
Figures
Figure 2—1. Existing Water System Map ................................................................................. 2-2 Figure 2—2. Existing System Hydraulic Profile ......................................................................... 2-5 Figure 2—3. Service Area and Adjacent Systems .................................................................. 2-31 Figure 3—1. Land Use Map ...................................................................................................... 3-3 Figure 4-1.
Figure 4-2.
Figure 4-3.
Figure 4-4.
Monthly Water Production (2006-2011) ................................................................ 4-2 Consumption by Customer Category .................................................................... 4-5 Bimonthly Water Consumption (2006-2011) ......................................................... 4-6 Water demand forecast (2012-2032) .................................................................. 4-16 Figure 6—1. Asbestos Concrete Waterline Map ....................................................................... 6-8 Figure 7—1.
Figure 7—2.
Figure 7—3.
Figure 7—4.
Figure 7—5.
Storage Components .......................................................................................... 7-11 2012 Peak Hour Pressure .................................................................................. 7-27 2032 Peak Hour Pressure .................................................................................. 7-28 2012 Fire Flow Map ........................................................................................... 7-29 2032 – Fire Flow Map ........................................................................................ 7-30 Figure 8—1. Organization Chart ................................................................................................ 8-2 Figure 8—2. Staff Duties ........................................................................................................... 8-3 Figure 9—1. CIP Map ................................................................................................................ 9-2 Contents
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Appendices
1-1
1-2
1-3
Water Facility Inventory
Comments on Draft Comprehensive Water System Plan
SEPA Process Documentation
2-1
2-2
Retail Water Service Area Agreement
Intertie Agreement with Public Utility District No. 1 of Kitsap County
3-1
Consistency Statement Checklist
4-1
4-2
4-3
Water Use Efficiency Plan
Water Use Efficiency Performance Report (2011)
Comprehensive Water System Plan Amendment Reclaimed Water
5-1
5-2
Water System Policies (Resolutions)
Water System Construction Standards and Details
6-1
6-2
6-3
6-4
6-5
Water Rights Certificates and Permits
Water Rights Self-Assessment Forms
Water Quality Monitoring Plans
Wellhead Protection Program
Consumer Confidence Report
8-1
8-2
8-3
Cross Connection Control Program
Records Retention Requirements and Public Notification Materials
Water Shortage Response Plan
10-1
Financial Analysis Details
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Executive Summary
Purpose of the Plan
The water system owned and operated by the Silverdale Water District (District) contains an
extensive amount of infrastructure, much of which is invisible to the people that receive water
from it. The water system requires qualified personnel to manage, operate, and maintain it, and
an ongoing capital improvement program to replace old components as necessary in order to
provide reliable service and high quality water, while meeting the requirements established by
federal and state laws.
The District’s 2013 Comprehensive Water System Plan (Plan) serves an important role in
management of the system by providing a thorough assessment of the District’s programs and
needs. It will be the District’s “road map” over the coming years and provide a basis for annual
budget decisions.
The Plan has been prepared in accordance with Washington Administrative Code (WAC) 246290-100 and guidelines established by the Washington State Department of Health (DOH). This
2013 version of the Plan serves as an update to the District’s 2005 Plan. The objectives of the
updated Plan are to:

Evaluate existing water demand data and project future water demands.

Analyze the existing water system to determine if it meets minimum requirements
mandated by DOH and the District’s own policies and design criteria.

Identify water system improvements that resolve existing system deficiencies and
accommodate future needs of the system for at least 20 years into the future.

Prepare a schedule of improvements that meets the goals of the District’s financial
program.

Evaluate past water quality and identify water quality improvements, as necessary.

Document the District’s operations and maintenance program.

Address supplemental requirements, such as water conservation, reclaimed water, crossconnection control, wellhead protection and water quality monitoring.
This Plan has been reviewed by adjacent purveyors, Kitsap County, and DOH.
District History, Service Area, and Existing System
The District was established in 1929. The original system consisted of an earth and timber
diversion dam on Wood Creek and wood stave piping that conveyed surface water to 60
customers. Since 1930, the District has renovated the water system, supplemented the system
with additional supply and storage facilities, expanded the distribution network and acquired
several small, private water systems. The District’s system now relies on multiple groundwater
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2013 Comprehensive Water System Plan
August 2014
supply wells and nearly 772,000 lineal feet of potable water main to serve approximately 6,000
service connections.
The District is located in central Kitsap County, Washington, on a peninsula between the Hood
Canal and Puget Sound. The District’s existing Retail Service Area boundary encompasses an
area of approximately 25.22 square miles within unincorporated Kitsap County and includes the
community of Silverdale. Kitsap County experienced significant development and population
growth between 1990 and 2010. The population in Kitsap County between 2000 and 2010
increased by 9.3%, while the District’s population increased by approximately 12% during the
same time period. The District’s population within the water service area is expected to grow
from 20,665 people in 2011, to approximately 28,640 people in 2032.
Table ES-1 provides a summary of the water system and key system information.
Table ES-1. Water System Data
Description
Water Service Area Population (2011)
Existing Retail Water Service Area
Total Connections (2011)
Total ERUs (2011)
Water Use per ERU (2009-2011 average)
Annual Supply (2011)
Average Day Demand (2011)
Maximum Day Demand (2011)
Distribution System Leakage
Number of Pressure Zones
Number of Active Wells & Total Capacity
Number of Pump Stations & Total Capacity
Number of Active Reservoirs & Total Capacity
Number of Pressure Reducing Stations
Total Length of Water Main
Data
20,665
25.22 square miles
5,869
10,640
197 gallons per day
713 million gallons
1.95 mgd
3.66 mgd
6%
14
11 (5,605 gpm)
8 (5,275 gpm)
12 (5.5 MG)
18
146 miles
Water Service Policies
The District has a duty to provide service to all new connections within its Retail Service Area,
per the State’s Municipal Water Law, when the following four conditions are met:
1. Capacity. The District must have sufficient capacity to provide water to a new
connection in a safe and reliable manner.
2. Consistent. The requested service must be consistent with adopted local plans and
development regulations.
3. Water Rights. The District must have sufficient water rights to provide service.
4. Timely and Reasonable. The District must be able to provide service in a timely and
reasonable manner to authorize service per a request.
The District has enacted policies and procedures in support of its duty to provide water service.
These cover a wide range of District management activities and programs, including customer
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August 2014
service, supply management, conservation and reclaimed water programs, facility design, and
financial management.
Water Usage: Past and Future
The District continually monitors water usage (also referred to as water demand), analyzing past
trends and projecting future needs. For the most recent three years (2009-2011), average day
production has been 2.0 million gallons per day (mgd), while the maximum day demand was 4.3
mgd, resulting in a peaking factor of 2.1.
An important water demand parameter in water system planning is the Equivalent Residential
Unit (ERU). The ERU value represents the average amount of water consumption by a single
family household and is calculated by dividing the single family water consumption by the total
number of single family connections. This value is significant because it allows the District to
analyze trends in residential water use, and it is a means by which to translate total system
demand to an equivalent number of households, which in turn is used to evaluate infrastructure
capacity.
The District has experienced a decline in the ERU water use factor over the past ten years, likely
most influenced by the implementation of water conservation activities. The ERU value was 240
gallons per day (gpd) in 2006, but dropped to 182 gpd in 2011. Over the three year period of
2009-2011, the average ERU water use factor was 197 gpd. This is the value used for longrange forecasting purposes in this Plan.
The District has prepared a water demand forecast that contains a range of potential future
demands. The forecast provides a baseline demand projection, built upon Kitsap County growth
forecasts and assuming the present per-ERU water consumption remains constant. Reductions in
this baseline projection are made, taking into account the effects of further conservation efforts
(i.e., a 3% reduction in single family household use over the coming six years, per the District’s
established water use efficiency goals) and the use of reclaimed water to replace potable supplies
for purposes such as large-area irrigation (which reduces peak season demands on the water
system).
Figure ES-1 provides a summary of recent demands and the 20-year water demand projection.
The baseline projection call for an increase in average day water demand from 2.01 mgd in 2012
to 2.70 mgd in 2032. Maximum day demand during the same period is projected to increase
from 4.22 mgd to 5.67 mgd.
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Figure ES-1. Water Demand Forecast (2012-2032)
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System Analysis
The Plan contains a detailed analysis of the District’s source, storage, and distribution systems.
The capacity of existing infrastructure is compared with current and projected water demands to
identify system deficiencies. In summary, the District’s source and storage facilities have
sufficient capacity to meet current levels of demand as well as needs beyond the 20-year
planning horizon. This includes the District’s water rights, well pumping capacities, and storage
facilities. However, the District continues to explore improvements that increase its redundancy
and reliability with respect to provision of water supply. The distribution system was analyzed
using a computer hydraulic model, which identified specific locations in the piping system where
improvements are warranted, primarily to increase available fire flow.
A summary of the District’s “carrying capacities” is provided in Table ES-2. This identifies the
maximum number of ERUs that existing facilities can support. Such analyses aid in identifying
capacity deficiencies and provide the foundation for some capital improvement projects. As
noted in the table, annual water rights are the limiting water system component, with a current
ERU capacity of 14,658. By comparing this carrying capacity with the current and projected
number of ERUs (based on the baseline demand forecast, and also depicted in the table below), it
can be seen that existing facilities are able to support needs through the 20-year planning
horizon.
Table ES-2. Water System Carrying Capacities
Water System Component
Physical Capacity (as ERUs)
Water Rights (Annual, Qa)
14,658
Water Rights (Instantaneous, Qi)
23,181
Source Pumping Capacity
19,510
Equalizing Storage
27,195
Standby Storage
14,721
Year
Projected Demand (as ERUs)
Current (2012)
10,232
6-Year (2018)
10,903
20-Year (2032)
13,752
In addition to water quantity, the District’s system has been analyzed with respect to water
quality compliance. The District maintains a comprehensive water quality monitoring program
and provides chlorination at all active well sources. This has resulted with the District being in
compliance with all state and federal drinking water requirements.
Capital Improvement Program and Financing Plan
System improvements have been identified that address a variety of needs. The improvements
are listed and prioritized in a capital improvement program (CIP). Some projects are designed to
correct current, localized deficiencies in water pressures available to customers or sufficiency of
water for fighting fires. Other projects address periodic maintenance needs such as re-coating of
water storage reservoirs and ongoing implementation of the District’s cross connection control
and wellhead protection programs. The CIP also includes projects to replace aging waterlines,
extend mains to serve currently undeveloped portions of the service area, upgrade reservoir and
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pump station facilities, support acquisition of other small water systems, and expand the
District’s reclaimed water distribution system. Table ES-3 provides a summary of the District’s
20-year CIP.
Table ES-3. Capital Improvement Program
6-Year CIP ($M)
20-Year CIP ($M)
(2013-2018)
(2014-2032)
Main Extensions
$1.5
$7.3
Main Replacements
$7.1
$1.6
Facility Improvements
$7.3
$8.0
Small System Acquisitions
$4.0
$0.7
Reclaimed Water
$1.5
$6.5
Maintenance/Operations
$2.4
$5.3
TOTAL
$23.8
$29.5
Improvement Type
Total CIP ($M)
(2013-2032)
$8.8
$8.7
$15.3
$4.7
$8.0
$7.7
$53.3
A financial plan was developed to evaluate how planned capital projects and expected operating
costs will affect the District’s revenue needs and adherence to financial policies established by
the Board. Revenues and expenses were projected for the next six years based on the District’s
current budget, the above CIP, and projected growth in water sold. Rate adjustments will be
required in order for the District to fully fund the capital plan and meet operating expenses. The
District will further evaluate the details of needed rate adjustments and implement them over the
next six years in order to meet annual expenses and remain within the desired ranges for reserve
levels and debt service coverage ratios.
Operations and Maintenance
The District’s water system is operated and maintained by well-qualified, technically trained
personnel. District staff regularly participates in safety and training programs to keep abreast of
the latest changes in the water industry and to ensure smooth, reliable, and safe operation of the
water system.
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1.0 Introduction
1.1 Water System Ownership and Management
Silverdale Water District (District) is a municipal corporation that owns and operates a public
water system within its corporate boundaries. Water system data on file at the Department of
Health (DOH) for the District’s system is shown below in Table 1-1.
Table 1-1. Water System Ownership Information
Information
Description
System Type
Group A - Community - Public Water System
System Name
Silverdale Water District
County
Kitsap
DOH System ID Number
793006
Owner Number
1427
Address
5300 NW Newberry Hill Road, Ste 100, Silverdale, WA 98383
Contact
Mr. Morgan Johnson, General Manager
Contact Phone Number
(360) 447-3500
1.2 Overview of Existing System
[NOTE: System information presented below is current as of the end of 2011, since the majority
of the planning work conducted in support of this Water System Plan was completed in 2012.]
In 2011, the District provided water service to 5,869 customer connections, or 10,640 equivalent
residential units (ERU’s), within the District’s retail water service area, which primarily serves
the community of Silverdale and its outlying areas. The District’s existing retail water service
area is approximately 25.22 square miles within unincorporated Kitsap County and includes a
portion of the Central Kitsap Urban Growth Area. The population served by the District in 2011
was approximately 20,665. The District owns and operates one satellite water system, the Silver
Sound Water System, which is located within the District’s water service area and is currently
operated independently from the District’s main system.
Water supply is provided by 14 wells to the District’s main water system, and two wells to the
satellite system. All water supplies from the 11 active sources located within the District’s main
water system are chlorinated. The three inactive or emergency wells are not chlorinated. Water
storage is currently provided by 12 active reservoirs that have a total capacity of 5.23 million
gallons (MG). There are currently two inactive reservoirs that have a combined storage capacity
0.425 MG. Two new reservoirs are anticipated to come on-line in 2014 which will bring the
total storage capacity to 7.86 MG. The combined District and satellite system has a total of 15
pressure zones with 18 pressure reducing stations, eight booster pump stations and nearly 146
miles of water main. A summary of 2011 water system data for the combined system is shown
below in Table 1-2.
A copy of the District’s Water Facility Inventory (WFI) is provided in Appendix 1-1.
Section 1 - Introduction
Silverdale Water District
1-1
2013 Comprehensive Water System Plan
August 2014
Table 1-2. 2011 Water System Data
Description
Data
Water Service Area Population
20,665
Existing Retail Water Service Area
25.22 square miles
Total Connections
5,869
Total ERUs
10,640
Demand per ERU
182 gallons per day
Annual Supply
712,978,650 gallons
Average Day Demand
1,269 gpm
Distribution System Leakage*
6%
Max Day/Average Day Demand Factor
1.88
Number of Pressure Zones
14
Number of Wells & Total Capacity
14 (5,605 gpm, for 11 active wells)
Number of Pump Stations & Total Capacity
8 (5,275 gpm)
Number of Active Reservoirs & Total
12 (5.23 MG)
Capacity
Number of Pressure Reducing Stations
18
Total Length of Water Main
146 miles
Note: Includes Silver Sound satellite water system data.
*Includes unbilled water used for fire flow, flushing, and fire training, in addition to leakage.
1.3 Authorization and Purpose
In 2012, the District authorized HDR Engineering, Inc. to prepare a comprehensive water system
plan as required by state law under WAC 246-290-100. In accordance with WAC 246-290-100,
the plan shall be updated and submitted to DOH every six years. The previous comprehensive
water system plan was prepared for the District in 2005. The purpose of this updated
comprehensive water system plan is as follows:

To evaluate existing water demand data and project future water demands.

To analyze the existing water system to determine if it meets minimum requirements
mandated by DOH and the District’s own policies and design criteria.

To identify water system improvements that resolve existing system deficiencies and
accommodate future needs of the system for at least 20 years into the future.

To prepare a schedule of improvements that meets the goals of the District’s financial
program.

To evaluate past water quality and identify water quality improvements, as necessary.

To document the District’s operations and maintenance program.

To address supplemental requirements, such as water conservation, reclaimed water,
cross-connection control, wellhead protection and water quality monitoring.

To comply with all other water system plan requirements of DOH.
1.4 Summary of Plan Contents
A brief summary of the content of the sections in the plan is as follows:
Section 1 - Introduction
Silverdale Water District
1-2
2013 Comprehensive Water System Plan
August 2014

Executive Summary provides a brief summary of the key elements of this plan.

Section 1 introduces the District’s water system, the objectives of the plan and the plan
organization.

Section 2 presents the water service area, describes the existing water system, and
identifies the adjacent water purveyors.

Section 3 presents related plans, land use and population characteristics.

Section 4 identifies existing water demands and projected future demands.

Section 5 presents the District’s operational policies and design criteria.

Section 6 discusses the District’s water source and water quality monitoring program.

Section 7 discusses the water system analyses and existing system deficiencies.

Section 8 discusses the District’s operations and maintenance program.

Section 9 presents the proposed water system improvements, their estimated costs and
implementation schedule.

Section 10 summarizes the financial status of the water utility and presents a plan for
funding the water system improvements.

Appendices contain additional information and plans that supplement the main sections
of the plan.
1.5 Definition of Terms
The following terms are used throughout this plan.
Capital Facilities Charge: A one-time fee paid by a property owner when connecting to the
District’s water system. This fee pays for the new customer’s equitable share of the cost of the
existing system. This fee offsets the costs of providing water to new customers and recognizes
that the existing water system was largely built and paid for by the existing customers.
Consumption: The volume of water used by the water system’s customers. The volume is
measured at each customer's connection to the distribution system.
Connection Charge: A one-time fee paid by a property owner when connecting to the District’s
system and is made up of both the Capital Facilities Charge and Meter Installation Charge.
Cross-Connection: Any physical connection, actual or potential, between a water system and
any source of non-potable substance which, therefore, presents the potential for contaminating
the public water system.
Demand: The quantity of water required from a water supply source over a period of time
necessary to meet the needs of domestic, commercial, industrial and public uses, and to provide
enough water to supply fire fighting, system losses and miscellaneous water uses. Demands are
normally discussed in terms of flow rate, such as million gallons per day (mgd) or gallons per
minute (gpm), and are described in terms of a volume of water delivered during a certain time
period. Flow rates pertinent to the analysis and design of water systems are:
Section 1 - Introduction
Silverdale Water District
1-3
2013 Comprehensive Water System Plan
August 2014

Average Day Demand (ADD): The total amount of water delivered to the system in a
year divided by the number of days in the year.

Maximum Day Demand (MDD): The maximum amount of water delivered to the
system during a 24-hour time period of a given year.

Peak Hour Demand (PHD): The maximum amount of water delivered to the system,
excluding fire flow, during a one-hour time period of a given year. A system’s peak hour
demand usually occurs during the same day as the peak day demand.
Distribution System Leakage (DSL): The water lost from the distribution system and includes
both apparent losses and real losses. Apparent losses include categories such as theft, meter
inaccuracies, and data collection errors. Real losses are the physical losses from the distribution
system and include such categories as reservoir overflows, leaky valves, and water main breaks.
Neither apparent nor real losses are authorized.
Equivalent Residential Units (ERU’s): One ERU represents the amount of water used by an
average single family residence for a specific water system. The demand of other customer
classes can be expressed in terms of ERU’s by dividing the demand of each of the other
customer classes by the demand represented by one ERU.
Fire Flow: The rate of flow of water required during fire fighting, which is usually expressed in
terms of gallons per minute (gpm).
Head: A measure of pressure or force exerted by water. Head is measured in feet and can be
converted to pounds per square inch (psi) by dividing feet by 2.31.
Head Loss: Pressure reduction resulting from pipeline wall friction, bends, physical restrictions,
or obstructions.
Hydraulic Elevation: The height of a free water surface above a defined datum; the height
above the ground to which water in a pressure pipeline would rise in a vertical open-end pipe.
Maximum Contaminant Level (MCL): The maximum permissible level of contaminant in the
water that the purveyor delivers to any public water system user, measured at the locations
identified under WAC 246-290-310.
Meter Installation Charge: The meter installation charge or hook-up fee is a fee paid by a
property owner to reimburse the District for the cost incurred to make the physical connection to
the water system. This cost includes both direct and indirect costs for installing the service line
off of the system’s water main to the customer’s water meter. The charge also includes the cost
of the water meter and meter box.
Potable: Water suitable for human consumption.
Pressure Zone: A portion of the water system that operates from sources at a common
hydraulic elevation. For example, Zone 1 (H.E. 223 feet) refers to one of the District’s largest
pressure zones that has tanks with an overflow elevation of 223 feet.
Purveyor: An agency, subdivision of the State, municipal corporation, firm, company, mutual or
cooperative association, institution, partnership, or persons or other entity owning or operating a
public water system. Purveyor also means the authorized agents of such entities.
Section 1 - Introduction
Silverdale Water District
1-4
2013 Comprehensive Water System Plan
August 2014
Reclaimed Water: Water derived in any part from wastewater with a domestic wastewater
component that has been adequately and reliably treated, so that it can be used for beneficial
purposes. Reclaimed water is not considered wastewater.
Supply: Water that is delivered to a water system by one or more supply facilities which may
consist of supply stations, booster pump stations, springs and wells.
Storage: Water that is “stored” in a reservoir, or tank, to supplement the supply facilities of a
system and provide water supply for emergency conditions. Storage is broken down into the
following five components that are defined and discussed in more detail in Section 7:
operational storage, equalizing storage, standby storage, fire flow storage and dead storage.
1.6 List of Abbreviations
The abbreviations listed below in Table 1-3 are used throughout this plan.
Abbreviation
ADD
AWWA
CCR
CIP
CMU
DBP
District
DOH
DSL
EPA
ERU
fps
GMA
gpm
MCL
MCLG
MG
MGD
mg/L
OSHA
PDD
PHD
psi
SDWA
SOC
THM
UGA
USGS
VOC
WAC
WISHA
Section 1 - Introduction
Silverdale Water District
Table 1-3. Abbreviations
Description
Average Day Demand
American Water Works Association
Consumer Confidence Report
Capital Improvement Program
Concrete Masonry Unit
Disinfection By-Product
Silverdale Water District
Department of Health
Distribution System Leakage
US Environmental Protection Agency
Equivalent Residential Unit
Feet per second
Growth Management Act
gallons per minute
Maximum Contaminant Level
Maximum Contaminant Level Goal
Millions gallons
Million gallons per day
Milligram per liter
Occupational Safety & Health Administration
Peak Day Demand
Peak Hour Demand
pounds per square inch
Safe Drinking Water Act
Synthetic Organic Chemical
Trihalomethane
Urban Growth Area
United States Geological Survey
Volatile Organic Chemical
Washington Administration Code
Washington Industrial Safety & Health Act
1-5
2013 Comprehensive Water System Plan
August 2014
1.7 Water System Plan Review
The draft of this Comprehensive Water System Plan was reviewed by adjacent purveyors, Kitsap
County, and the State Department of Health. A summary of the comments provided on the Draft
Comprehensive Water System Plan is provided in Appendix 1-2.
In accordance with the State Environmental Policy Act (SEPA), a SEPA checklist was
completed for this plan and a determination of non-significance was made. Documentation of
the SEPA process is provided in Appendix 1-3.
Section 1 - Introduction
Silverdale Water District
1-6
2013 Comprehensive Water System Plan
August 2014
2.0 Water System Description
2.1 Introduction
This section describes Silverdale Water District’s (District) existing and future water service
areas, water service agreements, and the water system and its individual components. The
results of the evaluation and analyses of the existing water system are presented later in Section
7.
2.2 Water Service Area
2.2.1
History
The District was established in 1929. The original system constructed in 1930 consisted of an
earth and timber diversion dam on Wood Creek, 3,350 feet of wood stave transmission main
from the dam to Old Town Silverdale and a four-inch wood stave distribution system in
Silverdale. This initial system originally served 60 customers. Since 1930, the District has
renovated the water system, supplemented the system with additional supply and storage
facilities, expanded the distribution network and acquired several small, private water systems.
The District’s system now consists of nearly 772,000 lineal feet of potable water main with
approximately 5,869 service connections.
2.2.2
Topography
The topography of the District’s retail water service area varies greatly in elevation. The lowest
areas within the service area are located in the central portion of the service area, near Dyes Inlet
where the elevation is approximately sea level. Elevations range from sea level in this portion of
the service area to 530 feet in the western portion of the service area, near Dickey Road and
Newberry Hill Road. Generally, the lower elevation areas of the District are located in the
central portion of the service area and run north to south, with the higher elevations being
located in the eastern and western portions of the District.
2.2.3
Water Service Area
Silverdale Water District is located in central Kitsap County, Washington, on a peninsula
between the Hood Canal and Puget Sound. The District’s existing retail water service area
boundary encompasses an area of approximately 25.22 square miles within unincorporated
Kitsap County and includes the community of Silverdale. The boundary, defined in the 2005
Kitsap County Coordinated Water System Plan, is shown in Figure 2-1. The District is
responsible for providing public water service, utility management and water system
development within this area. The existing retail water service area extends south to Dyes Inlet
and is bounded to the north by Subase Bangor and SR 308. The water service area extends as far
west as Silver Sound Lane NW and approximately one-quarter mile east of Central Valley Road
NE. The District’s existing water distribution system generally follows the extents of these
boundaries.
Section 2 – Water System Description
Silverdale Water District
2-1
2013 Comprehensive Water System Plan
O
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VIKING WAY NW
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!
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TRACYTON BLVD NW
$
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Zone 1
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AN
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Zone 7
E
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$
Anderson HillN WPRV
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W
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Ridgeview PRV
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6
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$
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Bucklin Ridge Well
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Old Frontier PRV
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$
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PRV
Well
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Retail Service
Area Boundary *
Urban Growth
Area
Water Main (in)
<=4
5
6
8
10
12
>12
Pressure Zone
Zone 1
Zone 9
Zone 3
Zone 4.1
Zone 2
Zone 4
Zone 5
Zone 6
Zone 7
Zone 3.2
Zone 4.2
Figure 2-1
Existing Water System Map
Zone 4.4
Zone 4.5
Silverdale Water District
Water System Plan
Zone 5.1
Water Body
* Also the District's water rights "Place of Use"
I
0
1,450 2,900
5,800
8,700
Aug 2013
11,600
Feet
August 2014
The District’s water rights can be used throughout the defined existing retail water service area
per the 2003 Municipal Water Law, once this water system plan showing the service area is
approved by DOH. As such, the District’s retail water service area is also considered to be the
“Place of Use” for the District’s water rights.
The external boundaries of the District’s retail water service area are not envisioned to change in
the future. As is discussed later in the WSP, the District plans to acquire existing small systems
that are located within its retail water service area. As such, this will serve to “fill in” portions of
the District’s existing retail service area that are presently served by other utilities.
2.3 Water Service Agreements
2.3.1
Water Service Area Agreement
All water purveyors located within a Critical Water Supply Service Area (CWSSA) are required
to have a water service area agreement that identifies the external boundary of their service area.
Water service area agreements are typically developed and signed during the development or
update of a coordinated water system plan. All of Kitsap County was declared a CWSSA on
March 2, 1987. The Kitsap County Coordinated Water System Plan, which documents the
District’s water service area boundary, was first completed in November 1992 and was updated in
2005. A signed copy of the District’s water service area agreement is included in Appendix 2-1.
2.4 Satellite System Management
A Satellite System Management Agency (SSMA) is defined as a person or entity that is certified
by DOH to own or operate more than one public water system without the necessity for a
physical connection between such systems. SSMA’s were created to stop the proliferation of
small water systems, many of which could not meet federal and state water quality and water
system planning regulations. Based on the success of SSMA’s, DOH made recommendations to
the legislature to include rules for designating entities as qualified SSMA’s. In July 1995, Senate
Bill 5448 became law that governs approvals of new water systems and sets forth requirements
for SSMA’s. The goal of the law is to ensure that the people of Washington State will receive
safe and reliable water supplies in the future from professionally managed or properly operated
water systems. SSMA’s can provide three different levels of service:
1. Ownership of the satellite system.
2. Operations and management of the satellite system.
3. Contract services only.
The service can be provided to new systems, existing systems which are no longer viable or
existing systems placed into receivership status by DOH.
The District is a SSMA, as it owns and operates one additional, small water system within its
retail service area. The District owns and operates the Silver Sound Water System, which has 12
connections and two wells. It is anticipated that the Silver Sound Water System will be
Section 2 – Water System Description
Silverdale Water District
2-3
2013 Comprehensive Water System Plan
August 2014
connected to the District’s main water system by 2014, following the completion of planned
water main extensions (see Section 9 for more details).
2.5 Existing Water Facilities
This section provides a detailed description of the existing water system and the current
operation of the facilities. The analyses of the existing water facilities are presented in Section
7.
General water system facility data is summarized on the DOH Water Facilities Inventory (WFI)
form. A copy of this form is contained in Appendix 1-1.
2.5.1
Pressure Zones
The District currently serves customers within an elevation range of approximately sea level in
the central areas of the District’s service area, to approximately 530 feet in the western portion of
the system. The wide range of elevations requires that the water pressure be increased or
reduced to maintain pressures that are safe and sufficient to meet the flow requirements of the
system. This is achieved by dividing the water system into 14 distinct pressure zones, as shown
in Figure 2-1. The District’s satellite system is operated within an additional pressure zone.
The pressure in each pressure zone is regulated by reservoir levels, pressure reducing station
settings, pump station settings or a combination of these, as illustrated in the hydraulic profile,
Figure 2-2. For the purpose of this plan, each of the District’s pressure zones will be referred to
by their name and the maximum hydraulic elevation of the zone, as described below.
The pressures in eight of the District’s 14 pressure zones are regulated by reservoir levels, as
illustrated in the hydraulic profile shown in Figure 2-2. These pressure zones include Zone 1
(H.E. 223 feet), Zone 2 (H.E. 344 feet), Zone 3 (H.E. 361 feet), Zone 4 (H.E. 485 feet), Zone 5
(H.E. 503 feet), Zone 6 (H.E. 515 feet), Zone 7 (H.E. 628 feet), and Zone 3.2 (H.E. 392 feet).
Pressures in Zone 1 have a maximum hydraulic elevation of 223 feet established by the surface
water level in the surface water level in the Chena, Eldorado, and Provost Reservoirs. Zone 1 is
one of the District’s largest pressure zones and primarily serves the commercial area of
Silverdale.
Pressures in Zone 2 have a maximum hydraulic elevation of 344 feet established by the surface
water level in the Ridgetop Reservoir. Zone 2 serves customers in the western portion of the
District’s service area, primarily south of NW Waaga Way.
Pressures in Zone 3 have a maximum hydraulic elevation of 361 feet established by the surface
water level in the Loretta Heights and Westwind Reservoirs. Zone 3 is primarily located west of
Zone 1, along SR 3.
Zone 3.2 has a maximum hydraulic elevation of 392 feet and serves customers in a small area in
the north central portion of the District’s service area. Pressures in Zone 3.2 are established by
the surface water level in the Shadow Glen 0.3 MG Reservoir.
Section 2 – Water System Description
Silverdale Water District
2-4
2013 Comprehensive Water System Plan
August 2014
Zone 4 has a maximum hydraulic elevation of 485 feet and is located in the Ridgetop area near
the eastern boundary of the District’s service area. Pressures in Zone 4 are established by the
Island Lake 1.5 MG Reservoir, which is one of the District’s largest pressure zones.
Pressures in Zone 5 have a maximum hydraulic elevation of 503 feet established by the surface
water level in the Dickey Reservoir. Zone 5 is located west of Zone 3.
Zone 6 has a maximum hydraulic elevation of 515 feet. Pressures in Zone 6 are established by
the surface water level in the Island Lake 0.439 MG Reservoir. Zone 6 is located in the eastern
portion of the District’s service area and is entirely encompassed by Zone 4.
Zone 7 has a maximum hydraulic elevation of 628 feet is located in the southwest corner of the
District’s service area. Pressures in Zone 7 are established by the Wixson Reservoir.
Zone 9 (H.E. 537 feet) is a zone without storage, or closed zone, which is supplied by the
Windsong Pump Station. The pump station pumps water from Zone 3 (H.E. 361 feet) into Zone
9 at a typical hydraulic elevation of 537 feet. Located in the southern portion of the service area,
Zone 9 is one of the District’s smallest pressure zones.
Five other small pressure zones operated by the District are supplied by pressure reducing
stations with water from Zone 4 (H.E. 485 feet) and Zone 5 (H.E. 503). The pressure reducing
stations decrease the pressure of water that is supplied to the services located in the lower
elevations. Zone 4.1 has a maximum hydraulic elevation of 400 feet and is supplied water
through the Ridgeview PRV. This zone is located in a small area near the southeast end of Zone
4 (H.E. 485 feet). Zone 4.2 has a maximum hydraulic elevation of 368 feet is a located west of
Zone 4 near Silverdale Way NW. The Quail Hollow PRV provides water supply to the zone.
Zone 4.4 has a maximum hydraulic elevation of 366 feet, is located in the north central portion
of the District’s service area and is supplied with water from Zone 4 through the Westridge PRV.
Zone 4.5 has a maximum hydraulic elevation of 330 feet, is located in the northeast corner of
the District’s service area. Water supply is provided to the zone through the Silverdale Way
PRV and the Central Valley PRVs. Zone 5.1 has a maximum hydraulic elevation of 370 feet, is
located in the north west portion of the District’s service area and is supplied with water from
Zone 5 through the Olympic View PRV.
Pressure tanks regulate pressures in the District’s Silver Sound satellite system. The pressure
tanks are connected to a pressure switch that turns on the wells in the satellite system when
pressures in the tank reach a specific set point. The wells are then called to turn off after
pressures are sufficiently high. Zone 004 (H.E. 488 feet) is located within the Silver Sound
Water System and has a maximum hydraulic elevation of 488 feet. The zone is located along the
western boundary of the District’s service area (made up of 2 wells with controls and pressure
tanks in one building).
Section 2 – Water System Description
Silverdale Water District
2-6
2013 Comprehensive Water System Plan
August 2014
2.5.2
Supply Facilities
Introduction
Water supply is provided by 18 wells (11 of which are presently active) to the District’s main
water system and 2 wells to the satellite system. Below is a summary of the District’s wells and
zones provided service by each:

The Eldorado Well, Provost Well, Chena Well, and Selbo Well supply Zone 1 (H.E. 223
feet).

The Ridgetop Well supplies Zone 2 (H.E. 344 feet).

Westwind and Hess Wells supply Zone 3 (H.E. 361 feet).

Dawn Park Well supplies Zone 3.2 (H.E. 392 feet).

Bucklin Ridge and Spirit Ridge Wells supply Zone 4 (H.E. 485 feet).

The Wixson and Westwind supply Zone 5 (H.E. 503 feet).

Island Lake Well supplies Zone 6 (H.E. 485 feet).

Wixson Well supplies Zone 7 (H.E. 628 feet).

Silver Sound Wells supply Zone 004 (H.E. 488 feet).
Water Treatment
The District recently implemented routine disinfection on all active water sources. Chlorination
is achieved by continuous injection of a 1-2 percent diluted solution from a 12.5% concentrated
solution of sodium hypochlorite during operation of the pumps at the facility. The chlorination
equipment consists of a 100 to 600 gallon dilution tank and metering pump for the disinfection
process.
The District is evaluating continued dilution of 12.5% sodium hypochlorite or a central on-site
chlorine generation facility. Either method would lead to transport of the chlorine solution to
other well sites, where the water supply would be treated directly.
Chena Wells
The Chena Wells are located near the intersection of NW Chena Road and North Olsen Road on
separate sites that are fenced and secured. Chena Well No. 1 is located at the same site as the
Chena Reservoir and Chena Pump Station. The Chena Well No. 2 site is located across the street
from the Chena Well No. 1 site.
Chena Well No. 1 was drilled in 1966. The 216-foot deep well has a supply rate of
approximately 200 gpm, which is delivered by a submersible pump powered by a 25 horsepower
motor. The District recently re-categorized the Chena Well No. 1 as emergency. A CMU block
building houses the well’s mechanical and electrical equipment and is also used by the District to
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store extra parts and equipment. The building also houses the Chena Pump Station. The site
does not have standby power or a power receptacle to enable connection of a portable generator.
Chena Well No. 2 was drilled in 1985 and is 279 feet deep.
A brick building houses the well’s mechanical and electrical
equipment, which includes a line shaft pump powered by a
40 horsepower motor. The well is currently not in use due
to water production issues. The District has attempted to
rehabilitate the well without success. The District plans to
transfer water rights from the Chena Well No. 2 to a new
well that would be drilled at the same site. The Chena Well
No. 2 will be decommissioned prior to the construction of a
new Chena Reservoir.
Chena Well No. 2
Both wells supply water into Zone 1 (H.E. 223 feet) directly and to Zone 2 (H.E. 344 feet)
through the Chena Pump Station. The operation of the Chena Wells is controlled by the level in
the Chena Reservoir.
Eldorado Well
The Eldorado Well is located near Provost Road NW in the southern portion of Zone 3 (H.E. 361
feet) on property that is fenced and secured. The Eldorado Reservoir and Pump Station are
located at the same site as the well. The well is located in the same brick building as the
Eldorado Pump Station. A separate small, weather-protected enclosure houses a chlorine
solution storage tank and chlorine injection equipment for the well. The site does not have
standby power or a power receptacle to enable connection of a portable generator.
The Eldorado Well was drilled in 1998. The well is 149 feet deep and has a line shaft pump with
a current supply rate of approximately 220 gpm that is powered by a 15 horsepower motor. The
Eldorado Well, which is controlled by the level in the Eldorado Reservoir, supplies water into
Zone 1 (H.E. 223 feet) directly or to Zone 3 (H.E. 361 feet) through the Eldorado Pump Station.
Provost Well
The Provost Well is located near the intersection of Morning Side
Lane NW and NW Cascade Street in the central portion of Zone 3
(H.E. 361 feet) on property that is fenced and secured. The Provost
Reservoir and Provost Pump Station are located at the same site.
The well is located in its own CMU building adjacent to a second
CMU building which houses the Provost Pump Station. The well
building houses the well’s mechanical and electrical equipment. The
site does not have standby power or a power receptacle to enable
connection of a portable generator.
The Provost Well was drilled in 1963. The well is 264 feet deep and
has a line shaft pump with a current supply rate of approximately
280 gpm that is powered by a 30 horsepower motor. The Provost
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Well supplies water into Zone 1 (H.E. 223 feet) directly and into Zone 3 (H.E. 361) and Zone 5
(H.E. 503 feet) through the Provost Pump Station. The level in the Provost Reservoir controls
the operation of the well.
An external enclosure houses the chlorine solution storage tank and chlorine injection equipment
for the well.
Selbo Well
Selbo Well Site
The Selbo Well is an emergency well and is located near the
intersection of Kari Lane NW and NW Selbo Road on
property that is fenced and secured. The well is located in its
own separate CMU building. The well site also has an
external enclosure to house future chlorine injection
equipment, while the well building houses the well’s
mechanical and electrical equipment. The site does not have
standby power or a power receptacle to enable connection of a
portable generator.
Drilled in 1975, the Selbo well is 198 feet deep and has a line
shaft pump with a current supply rate of approximately 280 gpm that is powered by a 30
horsepower motor. The Selbo Well supplies water into Zone 1 (H.E. 223 feet). The well is
controlled by a SCADA timer and typically runs six hours a day per DOE requirements;
however, this can be changed remotely at the District office.
Ridgetop Well
The Ridgetop Well is located near the intersection of
Boardwalk Place NW and Ridgetop Boulevard NW on
property that is fenced and secured. The Ridgetop
Reservoir and Ridgetop Pump Station are also located at
this site. The well is located in its own separate brick
building which houses the mechanical and electrical
equipment for the well. The site has a receptacle (located at
the Ridgetop Pump Station building) to connect a portable
engine generator for backup power supply to the well and
booster pump station.
Ridgetop Well Building
The Ridgetop Well was drilled in 1998. The well is 1,170 feet deep and has a line shaft pump
with a current supply rate of approximately 1,000 gpm that is powered by a 150 horsepower
motor. The Ridgetop Well supplies water into Zone 2 (H.E. 344 feet) directly and to Zone 4
(H.E. 485 feet) through the Ridgetop Pump Station. The operation of the well is controlled by
the level in the Ridgetop Reservoir.
An external enclosure houses the chlorine solution storage tank and chlorine injection equipment
for the well.
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A manganese removal treatment plant and onsite chlorine generation unit will be constructed on
this site within the next two years.
Hess Well
The Hess Well is located in the southern portion of Zone 3 (H.E. 361 feet) near the intersection
of Newberry Hill Road and State Highway 3 on property that is fenced and secured. A brick
building houses the well’s mechanical and electrical equipment. The wellhead is housed outside
of the well building in a locked enclosure. The site does not
have standby power or a power receptacle to enable connection
of a portable generator.
Hess Well Building
The well was drilled in 1979 and is 706 feet deep. The Hess
Well has a current supply rate of approximately 270 gpm which
is delivered by a submersible pump powered by a 40
horsepower motor. The Hess Well supplies water into Zone 3.
The operation of the well is controlled by the level in the
Loretta Heights Reservoir.
An external enclosure houses the chlorine solution storage tank and chlorine injection equipment
for the well.
Westwind Well
The Westwind Well is located near the intersection of Leeway
Avenue and NW Anderson Hill Road on property that is fenced and
secured. The Westwind Reservoir and Westwind Pump Station are
also located at this site. The well is housed in a newer brick building
that contains the mechanical and electrical equipment for both the
well and booster pump station. The site has receptacles to connect a
portable engine generator for backup power supply to the well and
booster pump station.
Westwind Well Building
The Westwind Well was drilled in 1991. The well is 871 feet deep and has a submersible pump
with a current supply rate of approximately 420 gpm that is powered by a 60 horsepower motor.
The well is controlled by the level in the Westwind Reservoir and supplies water into Zone 3
(H.E. 361 feet) or into Zone 5 (H.E. 503 feet) through the Westwind Pump Station.
An external enclosure houses the chlorine solution storage tank and chlorine injection equipment
for the well.
Dawn Park Well
The Dawn Park Well is located in a residential area near Melody
Lane on property that is fenced and secured. The well is located in
an older CMU building that houses the well’s mechanical and
Dawn Park Well Building
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electrical equipment. A separate enclosure houses the chlorine solution storage tank and
chlorine injection equipment for the well.
The site has receptacles for a portable electrical generator to provide backup power supply to the
well.
The Dawn Park Well was drilled in 1968. The well is 214 feet deep and has a current supply rate
of approximately 210 gpm that is delivered by a submersible pump powered by a 30 horsepower
motor. The Dawn Park Well supplies water into Zone 3.2 (H.E. 392 feet) and is controlled by
the level in the Shadow Glen 0.3 MG Reservoir.
Bucklin Ridge Well
The Bucklin Ridge Well is located on NW Santa Fe Lane on
property that is fenced and secured. The Bucklin Ridge
Reservoir is also located at this site, however is currently
inactive. The well is located in an older CMU building,
which houses the well’s mechanical and electrical equipment.
The site does not have standby power or a power receptacle
to enable connection of a portable generator.
Bucklin Ridge Reservoir and Well
The Bucklin Ridge Well was drilled in 1976 to a depth of
483 feet. The well’s current supply rate of approximately
175 gpm is delivered by a line shaft pump powered by a 40
horsepower motor.
The Bucklin Ridge Well supplies water into Zone 4 (H.E. 485 feet) directly and is controlled by
a SCADA timer that is currently set to run the well approximately 12 hours a day; however this
can be changed remotely at the District office.
An external enclosure will house the chlorine solution storage tank and chlorine injection
equipment for the well.
Spirit Ridge Well No. 3 and No. 4
The Spirit Ridge Well No. 3 and Spirit Ridge Well No. 4
are located at separate sites in Zone 4 (H.E. 485 feet),
northwest of Island Lake. Spirit Ridge Well No. 3 is
located near NW Spirit Ridge Court East on the same site
as the Spirit Ridge Reservoir and Pump Station. The
Spirit Ridge Well No. 4 is located adjacent to a gas
station on a site that is fenced and secure. A brick
Spirit Ridge Reservoir and Well 3
building houses the well’s mechanical and electrical
equipment. The well is equipped with soft start equipment, well pump control valve, and a surge
anticipator valve to help prevent water hammer that may be caused by the well’s large pump.
The discharge water from Spirit Ridge Well No. 4’s well pump control valve flows into the
storm sewer system.
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The Spirit Ridge Well No. 3 is equipped with soft start equipment and a well pump control valve
to help prevent water hammer. The discharge water from the well pump control valve flows into
the Spirit Ridge Reservoir. This water is then pumped out of the reservoir and into the system
by a small pump located in the well building. Two abandoned wells are located on the Spirit
Ridge Well No. 3 site, which are occasionally used by the District as monitoring wells. Both
well sites have receptacles to connect a portable engine generator for backup power supply to the
wells.
Spirit Ridge Well No. 3 was drilled in 1977 and is 328 feet deep. The well has a line shaft pump
powered by a 100 horsepower motor that currently provides supply at a rate of approximately
830 gpm.
Spirit Ridge Well No. 4 was drilled in 1985. The well is 336 feet deep and has a line shaft pump
with a current average supply rate of approximately 1,600 gpm that is powered by a 200
horsepower motor.
Both wells provide water supply to Zone 4 (H.E. 485 feet) and are controlled by the level in the
Island Lake 1.5 MG Reservoir.
External enclosures house the chlorine solution storage tank and chlorine injection equipment for
each of the wells.
Dickey Well
The Dickey Well is an inactive well and is located in the southern portion of Zone 5 (H.E. 503
feet) adjacent to the Dickey Elementary School. The well is housed in a brick building that
contains the well’s mechanical and electrical equipment. The site is not fenced, however, the
well building has a steel locking door to restrict unauthorized access into the facility. The site
does not have standby power or a power receptacle to enable connection of a portable generator.
The Dickey Well was drilled in 1978. The Dickey Well is
601 feet deep and has a submersible pump powered by a 40
horsepower motor that currently provides water supply at a
rate of approximately 145 gpm.
The Dickey Well supplies water into Zone 5 (H.E. 503
feet). The operation of this well is controlled by the level in
the Dickey Reservoir.
Dickey Well Building
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Island Lake Well
The Island Lake Well is located near the intersection of Plateau
Circle NW and NW Hurricane Lane on property that is fenced and
secured. The site is located in a residential area in the highest part of
the District’s service area on the east side. The Island Lake
Reservoir is also located at this site. A brick building houses the
well’s mechanical and electrical equipment. The site does not have
standby power or a power receptacle to enable connection of a
portable generator.
The Island Lake Well was drilled in 1985 to a depth of 330 feet.
The well’s current supply rate of approximately 300 gpm is
delivered by a line shaft pump powered by a 40 horsepower motor.
Island Lake Well Pump
The Island Lake Well supplies water directly into Zone 6 (H.E. 515 feet) and is controlled by the
level in the Island Lake 0.439 MG Reservoir.
An external enclosure houses the chlorine solution storage tank and chlorine injection equipment
for the well.
Wixson Well
The Wixson Well is located in the western portion of the District’s
service area at the same site as the Wixson Reservoir. The well site,
near the intersection of Dickey Road NW and NW Newberry Hill
Road is fenced and secured. The well is housed in a brick building
which contains the well’s mechanical and electrical equipment. The
well site is also used for storing many of the District’s surplus parts.
The site does not have standby power or a power receptacle to enable
connection of a portable generator.
Wixson Well Piping
The Wixson Well was drilled in 1990 and is 998 feet deep. The well’s submersible pump is
powered by a 75 horsepower motor and has a current supply rate of approximately 300 gpm.
The operation of the Wixson Well, which supplies Zone 7 (H.E. 628 feet), is controlled by the
level in the Wixson Reservoir.
Silver Sound Well No. 1 and No. 2
Silver Sound Well No. 1 and No. 2 are located in the western portion of the District’s service
area on sites that are not fenced. The Silver Sound Well No. 1 wellhead is located on the side of
a gravel access road. Protection from vehicles is not provided at the wellhead. The wellhead for
Silver Sound Well No. 2 is located on the side of a residential driveway. The homeowner has
installed large rocks around the wellhead to better protect it from damage. A wooden building
houses the well’s eight pressure tanks, which are used to regulate pressures within the system.
The building does not have standby power or a power receptacle to enable connection of a
portable generator.
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Silver Sound Well No. 1 was drilled in 1993 and Silver Sound Well 2 was drilled in 1999. Silver
Sound Well No. 1 is 364 feet deep and has a submersible pump with a current supply rate of
approximately 29 gpm that is powered by a 5 horsepower motor. Silver Sound Well No. 2 is 287
feet deep and has a submersible pump with a current supply rate of approximately 30 gpm that is
powered by a 5 horsepower motor.
The Silver Sound Water System is not connected to the District’s main water system. The
operation of both wells is controlled by the pressure in the pressure tanks. When pressure in the
tanks reaches a preset level, the well supplying the tank is called to turn on. After the pressure
reaches a preset level, the well is called to turn off.
The Silver Sound Water System will be connected to the District’s main water system by the end
of 2014.
2.5.3
Pump Station Facilities
Introduction
The District’s water system includes eight pump stations. Each
pump station serves one of two purposes: 1) to continuously
pump water into a closed zone for maintaining adequate
pressures where the zone doesn’t have a reservoir for
maintaining pressures, or 2) to pump water from a lower zone to
a higher zone where the higher zone has one or more reservoirs
to maintain pressures. Table 2-1 provides a pump station
summary.
Pump
Station
Chena
Eldorado
Provost
Ridgetop
Spirit Ridge
Westwind
Dickey
Windsong
Chena 1 Well, Reservoir and
BPS Site
Table 2-1. Pump Station Summary
Source
Discharge
Source Zone
H.E.
Zone
Zone 1
223 ft.
Zone 2
Zone 1
223 ft.
Zone 3
Zone 1
Zone 2
Spirit Ridge
Reservoir
Zone 3
Zone 5
Zone 3
223 ft.
344 ft.
Zone 3 & 5
Zone 4
Discharge H.E.
344 ft.
361 ft.
361 ft. & 503
ft.
485 ft.
374 ft.
361 ft.
503 ft.
361 ft.
Zone 4
Zone 5
Zone 7
Zone 9
485 ft.
503 ft.
628 ft.
548 ft.
A detailed description of each pump station is provided below.
Chena Pump Station
The Chena Pump Station was constructed in 1976. The pump station is located on property that
is owned by the District, near the intersection of NW Chena Road and Olsen Road NW. The
booster pump station resides in the same CMU block building as Chena Well No. 1 on a site that
is also shared with the Chena Reservoir. The pump station has one centrifugal pump that is used
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to pump water from Zone 1 (H.E. 223 feet) into Zone 2 (H.E. 344 feet). The pump is rated at
300 gpm and powered by a 20 horsepower motor. The current maximum pumping rate of the
facility is approximately 300 gpm. The site does not have standby power or a power receptacle
to enable connection of a portable generator. The Chena Pump Station is disconnected from the
system. A future upgraded pump station that will be capable of delivering 1,500 gpm is
currently being designed and will be located on the Chena Well No. 2 site.
Eldorado Pump Station
The Eldorado Pump Station, which was constructed in 2001,
is located near Provost Road NW in the southern portion of
Zone 3 (H.E. 361 feet). The Eldorado Reservoir and Well are
also located on this site. A brick building houses the pump
station and well’s mechanical and electrical equipment. The
pump station has two centrifugal pumps that are used to pump
water from Zone 1 (H.E. 223 feet) into Zone 3. Both of the
pumps are powered by 20 horsepower motors. The pump
Eldorado Pumps
station is capable of delivering 600 gpm. The site does not
have standby power or a power receptacle to enable connection of a portable generator. The
Eldorado Pump Station is controlled by levels in the Loretta Heights Reservoir.
Provost Pump Station
The Provost Pump Station was constructed in 1980 to pump water from Zone 1 (H.E. 223 feet)
to Zone 3 (H.E. 361 feet). The pump station was later upgraded in 1986 to also enable it to
pump directly into Zone 5 (H.E. 503 feet). The pump station is
located near the intersection of Morning Side Lane NW and NW
Cascade Street on a site that is shared with the Provost Reservoir
and Well.
Provost BPS Building
A CMU block building houses the pump station’s mechanical
and electrical equipment. The centrifugal pump that serves Zone
5 (H.E. 503 feet) is rated at 210 gpm and powered by a 40
horsepower motor. The pump serving Zone 3 (H.E. 361 feet) is
rated at 320 gpm and is powered by a 20 horsepower motor. The
site does not have standby power or a power receptacle to enable
connection of a portable generator. The Provost Zone 3 Pump
Station is controlled by levels in the Westwind Reservoir and the
Provost Zone 5 Pump Station is controlled by levels in the
Dickey Reservoir.
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Ridgetop Pump Station
The Ridgetop Pump Station was constructed in 1992
and is located on a site that is shared with the Ridgetop
Reservoir and Well, near the intersection of Boardwalk
Place NW and Ridgetop Boulevard NW. The pump
station has two centrifugal pumps that are used to
pump water from Zone 2 (H.E. 344 feet) into Zone 4
(H.E. 485 feet). One of the pumps is rated at 930 gpm
and is powered by a 60 horsepower motor. The second
pump is rated at 530 gpm and is powered by a 40
horsepower motor. The site has a power receptacle to
Ridgetop Pumps
enable connection of a portable generator. The
operation of the Ridgetop Pump Station is controlled by levels in the Island Lake Zone 4
Reservoir.
Spirit Ridge Pump Station
The Spirit Ridge Pump Station was constructed in 1996. The
pump station is located near NW Spirit Ridge Court East on a site
that is shared with the Spirit Ridge Reservoir and Spirit Ridge
Well No. 3. A brick building houses the pump station and well’s
mechanical and electrical equipment. The pump station has one
centrifugal pump that is used to pump water from the Spirit Ridge
Reservoir into Zone 4 (H.E. 485 feet). The pump is rated at 60
gpm and is powered by a 5 horsepower motor. The booster pump
station is equipped with a power receptacle to enable connection
Westwind BPS Pumps
of a portable engine generator. The Spirit Ridge Pump Station is
controlled by levels in the Spirit Ridge Reservoir. The Spirit
Ridge Pump Station begins pumping when the water in Spirit Ridge Reservoir reaches an
elevation of 373.5 or 16 feet above the base to prevent an overflow.
Westwind Pump Station
The Westwind Pump Station was constructed in 1992. The pump station is located near the
intersection of Leeway Avenue and NW Anderson Hill Road on a site that is shared with the
Westwind Reservoir and Well. A brick building houses the pump station and well’s mechanical
and electrical equipment. The station is equipped with two centrifugal pumps that pump water
from Zone 3 (H.E. 361 feet) into Zone 5 (H.E. 503 feet). Both of the pumps are rated at 325 gpm
and powered by 25 horsepower motors. The site has a receptacle to connect a portable engine
generator set for backup power supply to the pumps. The Westwind Pump Station is controlled
by levels in the Dickey Reservoir.
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Dickey Pump Station
Dickey BPS Pumps
The Dickey Pump Station was constructed in 2000. The pump
station is located near the intersection of Dickey Road NW and NW
Newberry Hill Road on a site that is shared with the Dickey
Reservoir. A brick building houses the pump station’s mechanical
and electrical equipment. The station is equipped with two 450 gpm
centrifugal pumps that are powered by 25 horsepower motors. The
pump station pumps water from Zone 5 (H.E. 503 feet) into Zone 7
(H.E. 628 feet). The site does not have standby power or a power
receptacle to enable connection of a portable generator. The Dickey
Pump Station is controlled by levels in the Wixson Reservoir.
Windsong Pump Station
The Windsong Pump Station was constructed in 1984 and is
located near the intersection of NW Terrace View Drive and
Windfall Place NW. A CMU block building houses the pump
station’s mechanical and electrical equipment. The site does not
have standby power or a power receptacle to enable connection of
a portable generator, however; the pump station is equipped with a
natural gas generator. The Windsong Pump Station pumps water
from Zone 3 (H.E. 361 feet) into the closed Zone 9 (H.E. 548 feet)
and the operation of the pump station is controlled by demands in
Zone 9 (H.E. 548 feet).
Windsong BPS
This pump station received a major over haul in 2010. It now operates on six pumps: three on
shore power (50 gpm, 50 gpm, and 15 gpm), three on the natural gas generator (50 gpm, 500
gpm, and 500 gpm). Two pressure tanks are also installed.
The pump station operates as follows:

Initially if there is a demand on the system for 15 seconds, a jockey pump (15 gpm
capacity) will activate.

If the pump station needs to provide flows in excess of 12 gpm, a 50 gpm pump will be
activated and the jockey pump will shut-off.

If demands exceed 40 gpm, the jockey pump will be reactivated.

If demands exceed 50 gpm, both 50 gpm pumps will deliver flow and the jockey pump
will shut off.

When flows exceed 90 gpm, the jockey pump will be reactivated and both 50 gpm pumps
will run.

Demands above 100 gpm will activate the generator and one of the 500 gpm pumps will
begin delivering flow.

If the pressure falls below 105 psi, the generator will start and a 500 gpm pump will turnon and begin delivering flow.
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
If power is lost, the generator will turn-on and the 50 gpm pump that is generator
controlled will run.

All pumps will shut-off if there is zero demand for a duration of 2 minutes.
2.5.4
Storage Facilities
The District’s water system has 14 storage facilities, of which 12 are currently active. All but
one of the active reservoirs float off of the pressure zone that they serve and provide flow into
the system by gravity. The Spirit Ridge Reservoir serves Zone 4 (H.E. 485 feet), but has an
overflow elevation that is lower than the hydraulic grade of the zone. The Spirit Ridge Pump
Station, located at the same site, is utilized to pump water out of the reservoir and into Zone 4
(H.E. 485 feet). The Shadow Glen 0.13 MG Reservoir and the Bucklin Ridge 0.125 MG
Reservoir have been taken out of service by the District. A reservoir summary is provided in
Table 2-2.
Table 2-2. Reservoir Summary
Capacity
Reservoir H.E.
Chena
250,000 gal.
223 ft.
Eldorado
70,000 gal.
223 ft.
Provost
250,000 gal.
223 ft.
Ridgetop
625,000 gal.
344 ft.
Loretta Heights
200,000 gal.
361 ft.
Westwind
300,000 gal.
361 ft.
Shadow Glen (0.3 MG)
300,000 gal.
392 ft.
(1)
Shadow Glen (0.13 MG)
130,000 gal.
361 ft.
Island Lake (1.5 MG)
1,500,000 gal.
485 ft.
Island Lake (0.439 MG)
438,642 gal.
515 ft.
Spirit Ridge
50,000 gal.
380 ft.
Dickey
250,000 gal.
502 ft.
Wixson
1,000,000 gal.
628 ft.
(1)
Bucklin Ridge
125,000 gal.
345 ft.
(1) Reservoirs currently not in service.
Reservoir
Service Zone
Zone 1 & 2
Zone 1 & 3
Zone 1, 3, & 5
Zone 2 & 4
Zone 3
Zone 3 & 5
Zone 3.2
N/A
Zone 4
Zone 6
Zone 4
Zone 5 & 7
Zone 7
N/A
A more detailed description of each storage facility is provided below.
Chena Reservoir
The Chena Reservoir is located near the intersection of NW Chena Road and Olsen Road NW on
a fenced site that is shared with the Chena Pump Station and Chena Well No. 1. The reservoir
provides 250,000 gallons of water storage directly to Zone 1 (H.E. 223 feet). The storage
capacity of the Chena Reservoir is also available to Zone 2 (H.E. 344 feet) through the Chena
Pump Station. The 41-foot diameter, 26-foot tall steel reservoir was constructed in 1975 and
provides 9,875 gallons of storage per foot height. The reservoir’s base elevation is 197.5 feet
and the overflow elevation is 223 feet.
The reservoir is equipped with an exterior level gauge and a single 12-inch diameter water main
serves as the reservoir’s common inlet and outlet pipe. The reservoir is anchored for seismic
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events per 1975 standards. The telemetry equipment for the reservoir is housed in a separate
onsite electrical enclosure. The reservoir’s altitude valve is located in an underground vault
adjacent to the reservoir. The District has a functional chlorine injection point installed just after
the altitude valve. This injection point is used to ensure a proper chlorine residual into Pressure
Zone 1. Seismic control valves are installed on the reservoir along with a magnetic meter style
flow meter. The seismic control valve is operated through the flo-loc system.
A new 2 MG Chena Reservoir will be built in the next few years to accommodate future
demands. The existing Chena Reservoir will be converted to reclaimed water after the new
reservoir is built and the reclaimed water becomes available.
Eldorado Reservoir
The Eldorado Reservoir is located near Provost Road NW at the southern end of Zone 3 (H.E.
361 feet) on a site that is fenced and secured. The Eldorado Pump Station and Well are also
located on this site. The reservoir provides 70,000 gallons of water storage directly to Zone 1
(H.E. 223 feet). The storage capacity of the Eldorado Reservoir is also available to Zone 3 (H.E.
361 feet) through the Eldorado Pump Station. The 20-foot diameter, 32foot tall steel reservoir was constructed in 1987 and provides 2,350
gallons of storage per foot height. The reservoir’s base elevation is 191
feet and the overflow elevation is 222.2 feet.
Eldorado Reservoir
The reservoir is equipped with an exterior level gauge and a single 8-inch
diameter water main serves as the reservoir’s common inlet and outlet
pipe. The reservoir is anchored for seismic events per 1987 standards.
The Eldorado Pump Station building houses the reservoir’s telemetry
equipment and the reservoir’s altitude valve is located in an underground
vault adjacent to the reservoir.
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Provost Reservoir
The Provost Reservoir is located near the intersection of NW Cascade
Street and Morningside Lane NW on a fenced site that is shared with
the Provost Pump Station and Well. The reservoir provides 250,000
gallons of water storage directly to Zone 1 (H.E. 223 feet). The
storage capacity of the Provost Reservoir is also available to Zone 3
(H.E. 361 feet) and Zone 5 (H.E. 503 feet) through the Provost Pump
Provost Reservoir
Station. The 34.5-foot diameter, 36.4-foot tall steel reservoir was
constructed in 1954 and provides 6,992 gallons of storage per foot
height. The reservoir’s base elevation is 187 feet and the overflow elevation is 223 feet.
The reservoir is equipped with an exterior level gauge and a single 8-inch diameter water main
serves as the reservoir’s common inlet and outlet pipe. The reservoir is anchored for seismic
Section 2 – Water System Description
Silverdale Water District
2-19
2013 Comprehensive Water System Plan
August 2014
events per 1954 standards. The reservoir’s telemetry equipment is housed in the same building
as the Provost Pump Station. An altitude valve is located in an underground vault at the site.
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Ridgetop Reservoir
The Ridgetop Reservoir is located near the intersection of Ridgetop
Boulevard NW and Boardwalk Place NW on a fenced site that is shared
with the Ridgetop Pump Station and Well. The reservoir provides
625,000 gallons of water storage directly to Zone 2 (H.E. 344 feet).
The storage capacity of the Ridgetop Reservoir is also available to
Zone 4 (H.E. 485 feet) through the Ridgetop Pump Station. The 60foot diameter, 32.5-foot tall steel reservoir was constructed in 1992 and
provides 21,149 gallons of storage per foot height. The reservoir’s base
elevation is 312.5 feet and the overflow elevation is 344.5 feet.
Ridgetop Reservoir
The reservoir is equipped with an exterior level gauge and an 8-inch diameter water main serves
as the reservoir’s inlet pipe. The reservoir’s outlet pipe is a 12-inch diameter water main. The
reservoir is anchored for seismic events per 1992 standards. The reservoir’s telemetry
equipment is housed in the same building as the Ridgetop Pump Station. An altitude valve is
located in an underground vault at the site.
Currently, the well water from the Ridgetop well is aerated at the top of the Reservoir. This
configuration will change with the new treatment plant being constructed and anticipated to be
online in 2013/2014.
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Loretta Heights Reservoir
The Loretta Heights Reservoir is located near the intersection of NW
Francis Drive and Bach Lane in the south end of Zone 5 (H.E. 503 feet)
on a fenced site. The reservoir provides 200,000 gallons of water storage
directly to Zone 3 (H.E. 361 feet). The 37-foot diameter, 27.4-foot tall
steel reservoir was constructed in 1983 and provides 8,043 gallons of
storage per foot height. The reservoir’s base elevation is 335 feet and the
overflow elevation is 361 feet.
The reservoir is equipped with an exterior level gauge and a single 8-inch
diameter water main serves as the reservoir’s common inlet and outlet
pipe. The reservoir is anchored for seismic events per 1983 standards.
The telemetry equipment is housed in a separate electrical housing adjacent to the reservoir. The
reservoir has an altitude valve, which is located in an underground vault at the site.
Loretta Heights
Reservoir
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Westwind Reservoir
The Westwind Reservoir is located near the intersection of Leeway Avenue NW and NW
Anderson Hill Road on a fenced site that is shared with the Westwind Pump Station and Well.
The reservoir provides 300,000 gallons of water storage directly to Zone 3. The storage capacity
of the Westwind Reservoir is also available to Zone 5 (H.E. 503 feet) through the Westwind
Pump Station. The 44-foot diameter, 28.5-foot tall steel reservoir was constructed in 1992 and
provides approximately 11,370 gallons of storage per foot height. The reservoir’s base elevation
is approximately 333 feet and the overflow elevation is 361 feet.
The reservoir is equipped with an exterior level gauge. An 8-inch water main serves as the
reservoir’s inlet pipe, while a 10-inch diameter water main serves as the reservoir’s outlet pipe.
The 10-inch water main does have the capability to serve as an inlet pipe for water from Zone 5
if needed. The reservoir is anchored for seismic events per 1992 standards. The reservoir’s
telemetry equipment is housed in the same building as the Westwind Well and Pump Station.
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Shadow Glen 0.3 MG Reservoir
The Shadow Glen 0.3 MG Reservoir is located at the north end of Thomas
Drive NW on a fenced site in the northwest portion of Zone 3.2 (H.E. 392
feet). The site is shared with the inactive Shadow Glen 0.13 MG
Reservoir. The inactive reservoir does not provide any usable storage and
does not extend to the height of the active reservoir. The maximum
hydraulic elevation difference between the active 3.0 MG and inactive
0.15 MG reservoir is approximately 30 ft. The active reservoir provides
Shadow Glen
Reservoir
300,000 gallons of water storage directly to Zone 3.2 (H.E. 392 feet). The
30-foot diameter, 62-foot tall steel reservoir was constructed in 1994 and provides approximately
5,287 gallons of storage per foot height. The reservoir’s base elevation is approximately 330.7
feet and the overflow elevation is 392.2 feet.
The reservoir is equipped with an exterior level gauge and a single 10-inch diameter water main
serves as the reservoir’s common inlet and outlet pipe. The reservoir is anchored for seismic
events per 1994 standards. The reservoir’s telemetry equipment is housed in an above grade
electrical enclosure adjacent to the reservoir. An underground vault houses the reservoir’s
altitude valve, which allows water to flow from Zone 5 to Zone 3.2.
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
Shadow Glen 0.13 MG Reservoir
The Shadow Glen 0.13 MG Reservoir is located at the north end of Thomas Drive NW on a
fenced site that is shared with the Shadow Glen 0.3 MG Reservoir. The reservoir is not currently
in use due to service issues and was taken offline when the Shadow Glen 0.3 MG Reservoir was
constructed in 1992. The reservoir has a water storage capacity of 130,000 gallons. The 26-foot
diameter, 30-foot tall concrete reservoir was constructed in 1975 and can provide 3,971 gallons
of storage per foot height. The reservoir’s base elevation is 326.5 feet and the overflow
elevation is 361 feet.
Island Lake 1.5 MG Reservoir
The Island Lake 1.5 MG Reservoir is located near the intersection of Plateau Circle and NW
Hurricane Court on a fenced site that is shared with the Island Lake 0.439 MG Reservoir and the
Island Lake Well. The reservoir provides 1,500,000 gallons of water
storage directly to Zone 4 (H.E. 485 feet). The 64-foot diameter, 65.5foot tall steel reservoir was constructed in 1986 and provides 24,063
gallons of storage per foot height. The reservoir’s base elevation is 420
feet and the overflow elevation is 485 feet.
Island Lake 1.5 MG
Reservoir
The reservoir is equipped with an exterior level gauge and a 12-inch
diameter water main serves as the reservoir’s outlet pipe. The reservoir
has been upgraded with Tide-Flex mixing valves that serve as the inlet
pipe.
The reservoir is anchored for seismic events per 1986 standards. The reservoir’s telemetry
equipment is housed in the Island Lake Well building. Both Island Lake reservoirs are
connected with a check valve, which allows water to transfer from the 1.5 MG reservoir to the
0.439 MG reservoir. A portion of the reservoir site has been leased to a telecommunications
company that installed a cellular tower on the property. The Central Kitsap School District has
installed a reflector dish on the reservoir.
Seismic control valves are installed on the reservoir along with a mag meter style flow meter.
The seismic control valve is operated through the flo-loc system.
Island Lake 0.439 MG Reservoir
The Island Lake 0.439 MG Reservoir is located near the intersection of
Plateau Circle and NW Hurricane Court on a fenced site that is shared
with the Island Lake 1.5 MG Reservoir and the Island Lake Well. The
reservoir provides 438,642 gallons of water storage directly to Zone 6
(H.E. 515 feet). The 28-foot diameter, 95.1-foot tall steel reservoir was
constructed in 2008 and provides 4,606 gallons of storage per foot
height. The reservoir’s base elevation is 420 feet and the overflow
elevation is 515 feet.
The reservoir is equipped with an exterior level gauge and two 12-inch
Section 2 – Water System Description
Silverdale Water District
Island Lake
0.439MG Reservoir
2-22
2013 Comprehensive Water System Plan
August 2014
diameter water mains serving as the reservoir’s outlet and pipes. The reservoir has been
upgraded with Tide-Flex mixing valves that serve as the inlet pipe. The reservoir is anchored for
seismic events per 2008 standards. The reservoir’s telemetry equipment is housed in the Island
Lake Well building. Both Island Lake reservoirs are connected with a check valve, which allows
water to transfer from the 1.5 MG reservoir to the 0.439 MG reservoir. A portion of the
reservoir site has been leased to a telecommunications company that has installed a cellular
tower on the property.
Seismic control valves are installed on the reservoir along with a magnetic meter style flow
meter. The seismic control valve is operated through the flo-loc system.
Spirit Ridge Reservoir
Spirit Ridge
Reservoir BPS and
Well 3
The Spirit Ridge Reservoir is located on Silverdale Way NW on a fenced
site that is shared with the Spirit Ridge Pump Station and Spirit Ridge
Well No. 3. The reservoir acts as a holding tank for discharge water
produced from the Spirit Ridge Well No. 3. The Spirit Ridge Pump
Station pumps water from the reservoir directly to Zone 4 (H.E. 485 feet).
The 20-foot diameter, 23-foot tall steel reservoir was constructed in 1977
and provides 2,350 gallons of storage per foot height. The reservoir’s
base elevation is 357.5 feet and the overflow elevation is 380 feet.
The reservoir is equipped with an exterior level gauge. A single 8-inch diameter water mains
serve as the reservoir’s common inlet and outlet pipe. The reservoir is anchored for seismic
events per 1977 standards. The reservoir’s telemetry equipment is housed in the same building
as the Spirit Ridge Well No. 3.
Dickey Reservoir
The Dickey Reservoir is located on Dickey Road NW, west of NW Dickey Place on a fenced site
that is shared with the Dickey Pump Station. The reservoir provides 250,000 gallons of water
storage directly to Zone 5 (H.E. 503 feet). The storage capacity of the
Dickey Reservoir is also available to Zone 7 (H.E. 628 feet) through the
Dickey Pump Station. The 44.5-foot diameter, 23-foot tall steel reservoir
was constructed in 1979 and provides 11,643 gallons of storage per foot
height. The reservoir’s base elevation is 480 feet and the overflow
elevation is 502.5 feet.
Dickey Reservoir
and BPS
The reservoir is equipped with an exterior level gauge and a single 10inch diameter water main serves as the reservoir’s common inlet and
outlet pipe. The reservoir is anchored for seismic events per 1979 standards. Seismic control
valves are installed on the reservoir along with a mag meter style flow meter. The seismic
control valve is operated through the flo-loc system. The Dickey Pump Station building houses
the reservoir’s telemetry equipment. The reservoir’s altitude valve is located in an underground
vault adjacent to the reservoir.
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
The District currently plans to construct a new 0.75 MG Dickey Reservoir that is planned to
come on-line at the end of 2014. The new reservoir will be located slightly southeast of the
Willamette Meridian Rd & Anderson Hill Rd intersection.
Wixson Reservoir
The Wixson Reservoir is located near the intersection of Dickey Road NW and NW Newberry
Hill Rd. on a fenced site that is shared with the Wixon Well. The reservoir provides 1,000,000
gallons of water storage for Zone 7 (H.E. 628 feet). The 43-foot diameter, 94-foot tall steel
reservoir was constructed in 1991 and provides 10,862 gallons of storage per foot height. The
reservoir’s base elevation is 535.5 feet and the overflow elevation is 628.5
feet.
The reservoir is equipped with an exterior level gauge. An 8-inch
diameter water main serves as the reservoir’s inlet pipe and a 12-inch
diameter water main serves as the reservoir’s outlet pipe. The reservoir is
anchored for seismic events per 1991 standards. The reservoir’s telemetry
equipment is housed in the same building as the Wixson Well.
Seismic control valves are installed on the reservoir along with a magnetic
meter style flow meter. The seismic control valve is operated through the
flo-loc system.
Wixson Reservoir
Bucklin Ridge Reservoir
The Bucklin Ridge Reservoir is located on NW Santa Fe Lane on a fenced site that is shared
with the Bucklin Ridge Well. The reservoir is not currently in use by the District because the
overflow elevation is too low to adequately serve customers in the higher elevations near the
reservoir. As development occurs in the lower elevations to the west, the Bucklin Ridge
Reservoir will be connected to the District’s system and become active. The reservoir has water
storage capacity of 125,000 gallons. The 28-foot diameter, 28-foot tall steel reservoir was
constructed in 1975 and can provide 4,606 gallons of storage per foot height. The reservoir’s
base elevation is 317 feet and the overflow elevation is 344.5 feet.
2.5.5
Distribution and Transmission System
The District’s retail water service area contains approximately 146 miles of water main ranging
in size from 3/4-inch to 16-inches. As shown in Table 2-3, much of the water main
(approximately 45 percent) within the service area is 8-inches in diameter and 32 percent of all
water main is larger than 8-inch diameter. Table 2-3 does not include reclaimed water piping.
Section 2 – Water System Description
Silverdale Water District
2-24
2013 Comprehensive Water System Plan
August 2014
Table 2-3. Water Main Size Inventory
Diameter (Inches)
Length (Feet)
% of Total
¾
198
0.03%
1.5
240
0.03%
2
30,836
4%
2.5
2,583
0.33%
3
161
0.02%
4
48,146
6.24%
6
93,980
12.19%
8
351,490
45.58%
10
107,710
13.97%
12
118,330
15.34%
14
3,986
0.52%
16
13,521
1.75%
Total
771,181
100%
As shown in Table 2-4, approximately 16 percent of the water main in the system is asbestos
cement (AC). The District has made it a priority of replacing the AC main in its distribution
system. It is anticipated by the District that they will replace approximately 12,000 ft of AC in
the next four years. In addition, the District has an ongoing program to replace water mains with
a history of breaks or leaks. This allows the District to focus efforts on problematic water mains
that may or may not also be AC water mains. All new water main installations are required to
use ductile iron or HDPE water main in accordance with the District’s construction standards.
Table 2-4. Water Main Material Inventory
Water Main Material
Length (Feet)
% of Total
Asbestos Cement
121,954
15.8%
C-900
97,465
12.6%
Ductile Iron
509,930
66.0%
HPDE
22,331
2.9%
PVC
19348
2.5%
Galvanized Iron
153
0.02%
Total
750,822
100.00%
The life expectancy of water main is generally 50 years. Approximately 19 percent of the water
main in the system will be 50 years or older during the next 20 years. Most of this main is
asbestos cement water main that was installed in the 1960’s and 1970’s. The District replaced a
significant amount of water main in the 1990’s. This reflects the District’s commitment to
maintaining its system and reducing water loss through leaks in old mains.
2.5.6
Pressure Reducing Stations
Pressure reducing stations are connections between adjacent pressure zones that allow water to
flow from the higher pressure zone to the lower pressure zone by reducing the pressure of the
water as it flows through the station, thereby maintaining a safe range of pressures in the lower
zone. A pressure reducing station is essentially a below-grade vault (typically concrete), which
normally contains two pressure reducing valves, sometimes a pressure relief valve, piping and
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
other appurtenances. The pressure reducing valve hydraulically varies the flow rate through the
valve (up to the flow capacity of the valve) to maintain a constant pressure on the downstream
side of the valve for water flowing into the lower pressure zone.
Pressure reducing stations can serve multiple purposes. They can function as an active supply
facility by maintaining a continuous supply of water into a lower zone that has no other source of
supply, such as a well or reservoir. Pressure reducing stations can also function as standby
supply facilities that are normally inactive (no water flowing through them). The operation of
this type of station is typically triggered by a drop in water pressure near the downstream side of
the station. A typical application of this function is a pressure reducing station that is only
needed to supply additional water to a lower zone during a fire flow situation. The pressure
setting of the control valve within the station allows it to remain closed during normal system
operation and open only during high demand conditions, like fire flows, to provide the additional
supply needed.
The District’s water system has a total of 18 pressure reducing stations, as shown in profile view
in Figure 2-2. One pressure reducing station is located on the boundary between Zone 7 (H.E.
628 feet) and Zone 5 (H.E. 503 feet) on NW Newberry Hill Road. Four pressure reducing
stations are located at the boundary between Zone 5 (H.E. 503 feet) and Zone 3 (H.E. 361).
These pressure reducing stations are located on Newberry Hill Road, Walgren Road, Shelley
Road and Old Frontier Road. The pressure reducing station located on Quail Hollow Road at the
boundary between Zone 4 (H.E. 485 feet) and Zone 4.2 (H.E. 390 feet), is the only source of
supply to Zone 4.2 (H.E. 390 feet). Similar to this pressure reducing station, the pressure
reducing station located at the boundary between Zone 4 (H.E. 485 feet) and Zone 4.4 (H.E. 366
feet) on Westridge Road serves as the only source of supply to Zone 4.4 (H.E. 366 feet). The
Ridgetop pressure reducing station is located at the boundary between Zone 4 (H.E. 485) and
Zone 2 (H.E. 344).
A pressure reducing station is located at the boundary between Zone 5.1 (H.E. 370) and Zone 5
(H.E. 503 feet) at Olympic View Road. One pressure reducing station is located at the boundary
between Zone 5 (H.E. 503 feet) and Zone 3.2 (H.E. 392 feet) on Mt. View Road. One pressure
reducing station is located at the boundary between Zone 4 (H.E. 485 feet) and Zone 2 (H.E. 344
feet) on Hillsboro Road. The pressure reducing station located at the boundary between Zone 4
(H.E. 485 feet) and Zone 4.1 (H.E. 400 feet) on Ridgeview Road serves as the only source of
supply for Zone 4.1 (H.E. 400 feet). Two pressure reducing stations are located at the boundary
between Zone 4 (H.E. 485 feet) and Zone 4.5 (H.E. 330 feet), which serve as the only sources of
supply for Zone 4.5 (H.E. 330 feet). These pressure reducing stations are located on Central
Valley Road and Silverdale Way. One pressure reducing station is located at the boundary
between Zone 4.2 (H.E. 390 feet) and Zone 1 (H.E. 223 feet) on Schold Road. One pressure
reducing station is located at the boundary between Zone 2 (H.E. 344 feet) and Zone 1 (H.E. 223
feet) on Huckle Ridge Road. Two pressure reducing stations are located at the boundary of Zone
3 (H.E. 361 feet) and Zone 1 (H.E. 223 feet) one on Anderson Hill Road and another on Vintage
Road.
Section 2 – Water System Description
Silverdale Water District
2-26
2013 Comprehensive Water System Plan
August 2014
2.5.7
Water System Interties
Water system interties are physical connections between two adjacent water systems. Interties
are normally separated by a closed isolation valve or control valve. Emergency supply interties
provide water from one system to another during emergency situations only. An emergency
situation may occur when a water system loses its main source of supply or a major transmission
main and is unable to provide a sufficient quantity of water to its customers. Normal supply
interties provide water from one system to another during non-emergency situations and are
typically supplying water at all times.
The District’s water system currently has two interties. The District recently negotiated with
Kitsap County Public Utility District No. 1 (PUD) to establish two interties. The purpose of
these interties is to allow the PUD to wheel water between the PUDs two water service areas
located to the north and to the west of the District’s water system. The District will receive a fee
for allowing the water to transfer through its system. A copy of the intertie agreement is
included in Appendix 2-2.
The District is planning to develop interties with the City of Bremerton along Tracyton
Boulevard, KPUD’s Keyport water system along state highway 308, and Erland Point water
system to the south of the District.
2.5.8
Telemetry and Supervisory Control System
Successful operation of water system requires gathering and using accurate water system
information. A telemetry and supervisory control system gathers information and can efficiently
control a system by automatically optimizing facility operations. A telemetry and supervisory
control system also provides instant alarm notification to operations personnel in the event of
equipment failure, operation problem, flood, fire, or other emergency situations.
There are two types of telemetry systems: Distributed Control Systems (DCS) and Supervisory
Control and Data Acquisition (SCADA). The District employs the SCADA system at all of its
facilities. The system consists of remote telemetry units (RTUs) at the District’s wells, pump
stations, altitude and solenoid valves, and water reservoir sites. The remote telemetry units send
data via radio signals to the master telemetry unit (MTU) located at the District office. The
MTU system is designed to monitor and control all facilities in the system. Monitoring and
control of the MTU system can also be remotely accessed off-site by authorized District staff.
2.5.9
Water System Operation and Control
The District’s water system, which consists of several well, pump station and reservoir sites, is
operated and controlled differently for each pressure zone, as described below.
Zone 1 (H.E. 223 feet) is supplied with water from the Eldorado and Provost Wells, and the
Chena Altitude Valve. The operation of the wells is controlled by surface water levels in the
Zone 1 (H.E. 223 feet) reservoirs. Wells are called to operate according to preset reservoir
drawdown levels and are called to turn off upon a preset maximum level. This is accomplished
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
automatically through the transfer of reservoir level data from the reservoir site’s RTU to the
well site’s RTU. The RTUs also send well and reservoir data to the MTU at the District office
for data collection and alarm notification purposes. Water can also be supplied to Zone 1 (H.E.
223 feet) from the higher zones through control valves located at the Provost and Eldorado
Reservoirs as well as a series of four pressure reducing stations, the Anderson Hill, Schold,
Vintage, and Huckle Ridge PRVs. The Eldorado, Provost and Chena Pump Stations transfer
water from the zone for use in the higher zones in the system.
Zone 2 (H.E. 344 feet) is supplied with water from the Ridgetop Well, Ridgetop Control Valve,
Ridgetop PRV, and Hillsboro PRV. The operation well is controlled by the surface water level
in the Zone 2 (H.E. 344 feet) reservoirs. Wells, control valves, and pumps are called to operate
according to preset reservoir drawdown levels and are called to turn off upon a maximum fill
level. This is accomplished in the same manner as described previously for Zone 1 (H.E. 223
feet). The pressure reducing station is operated hydraulically based on pressures downstream of
the pressure reducing station in Zone 2 (H.E. 344 feet). Water can be transferred to Zone 4 (H.E.
485 feet) through the Ridgetop Pump Station and to Zone 1 (H.E. 223 feet) through the Huckle
Ridge PRV and the Chena Reservoir altitude valve.
Zone 3 (H.E. 361 feet) is supplied with water from the Eldorado Pump Station, Westwind Well,
Hess Well, Provost Pump Station, Loretta Heights Control Valve, Westwind Control Valve,
Walgren PRV, Newberry Hill PRV and Shelley PRV. The operation of the pumps, control
valves, and wells is controlled by the surface water level in the Zone 3 (H.E. 361 feet) reservoirs.
Wells, control valves, and pumps are called to operate according to preset reservoir drawdown
levels and are called to turn off upon a maximum fill level. This is accomplished in the same
manner as described previously for Zone 1 (H.E. 223 feet). The pressure reducing stations are
operated hydraulically based on pressures downstream of the pressure reducing stations in Zone
3. The Windsong and Westwind Pump Stations transfer water to higher zones in the system,
whereas the Anderson Hill and Vintage PRV transfers water from Zone 3 (H.E. 361 feet) into the
lower zones.
Zone 3.2 (H.E. 392 feet) is supplied by the Dawn Park Well, which is controlled by the surface
water level in the Shadow Glen 0.3 MG Reservoir. The well is called to operate according to a
preset reservoir drawdown level and is called to turn off upon a preset maximum fill level. This
is accomplished in the same manner as described previously for Zone 1 (H.E. 223 feet). The
Shadow Glen Control Valve and Mountain View PRV can also supply water to Pressure Zone
3.2.
Zone 4 (H.E. 485 feet) is supplied with water from the Bucklin Ridge Well, the Spirit Ridge
Wells No. 3 and No. 4, the Ridgetop Pump Station and the Spirit Ridge Pump Station. The
operation of the wells and pump stations is controlled by the surface water level in the Island
Lake 1.5 MG Reservoir. Wells and pumps are called to operate according to preset reservoir
drawdown levels and are called to turn off upon a maximum fill level. This is accomplished in
the same manner as described previously for Zone 1 (H.E. 223 feet). Water is transferred to
lower zones in the system through the Ridgetop control valve as well as the Westridge, Quail
Hollow, Hillsboro, Silverdale Way, Central Valley, Ridgetop and Ridgeview PRVs.
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
Zone 4.1 (H.E. 400 feet) is supplied with water from Zone 4 (H.E. 485 feet) through the
Ridgeview PRV. Pressures are maintained in Zone 4.1 (H.E. 400 feet) by the pressure reducing
station regardless of demands.
Zone 4.2 (H.E. 390 feet) is supplied with water from Zone 4 (H.E. 485 feet) through the Quail
Hollow PRV. Pressures are maintained in Zone 4.2 (H.E. 390 feet) by the pressure reducing
station regardless of demands in the zone.
Zone 4.4 (H.E. 366 feet) is supplied with water from Zone 4 (H.E. 485 feet) through the
Westridge PRV. Pressures are maintained in Zone 4.4 (H.E. 366 feet) by the pressure reducing
station regardless of demands in the zone.
Zone 4.5 (H.E. 330 feet) is supplied with water from Zone 4 (H.E. 485 feet) through the Central
Valley PRV and the Silverdale Way PRV. Pressures are maintained in Zone 4.5 (H.E. 330 feet)
by the pressure reducing stations regardless of demands in the zone.
Zone 5 (H.E. 503 feet) is supplied with water from the Westwind Pump Station, Provost Pump
Station, Dickey Altitude Valve, and Newberry Hill PRV. The operation of the pumps, control
valves, and wells is controlled by the surface water level in the Dickey Reservoir. Wells, control
valves, and pumps are called to operate according to preset reservoir drawdown levels and are
called to turn off upon a preset maximum fill level. This is accomplished in the same manner as
described previously for Zone 1 (H.E. 223 feet). The pressure reducing station is operated
hydraulically based on pressures downstream of the pressure reducing station in Zone 5 (H.E.
503 feet). Water can be transferred to the lower zones in the system through the Walgren,
Newberry Hill and Shelley PRVs as well as the Loretta Heights control valve.
Zone 5.1 (H.E. 370 feet) is supplied with water from Zone 5 (H.E. 503 feet) through the Olympic
View PRV. Pressures are maintained in Zone 5.1 (H.E. 370 feet) by the pressure reducing
station regardless of demands in the zone.
Zone 6 (H.E. 515 feet) is supplied with water from the Island Lake Well. The operation of the
well is controlled by the surface water level in the Island Lake 0.439 MG Reservoir. The
reservoir is connected by a check valve to Zone 4 (H.E. 485 feet), which is served by the Island
Lake 1.5 MG Reservoir. However, the Island Lake 0.439 MG Reservoir is operated at a higher
hydraulic elevation to maintain adequate pressures in Zone 6 (H.E. 515 feet). The Island Lake
Well is called to operate according to preset reservoir drawdown levels and is called to turn off
upon a preset maximum fill level. This is accomplished in the same manner as described
previously for Zone 1 (H.E. 223 feet).
Zone 7 (H.E. 628 feet) is supplied with water from the Dickey Pump Station and Wixon Well.
The operation of the pump station and well is controlled by the surface water level in the Wixson
Reservoir, which are called to operate according to preset reservoir drawdown levels and are
called to turn off upon a preset maximum fill level. This is accomplished in the same manner as
described previously for Zone 1 (H.E. 223 feet). Water can be transferred to the lower zones in
the system through the Newberry Hill PRV and the Dickey control valve.
Section 2 – Water System Description
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
Zone 9 (H.E. 548 feet) is a closed zone that is supplied with water from the Windsong Pump
Station. Demands in Zone 9 (H.E. 548 feet) control the operation of the pumps in the Windsong
Pump Station. Various pumps are called on as demands fluctuate in the zone. Because Zone 9
(H.E. 548 feet) is a closed zone, at least one pump at the Windsong Pump Station must be in
continuous operation to maintain adequate pressures.
Zone 004 (H.E. 472 feet) in the Silver Sound water system is not physically connected to the
District’s main water system. The Silver Sound Wells No. 1 and No. 2 supply water to the zone
and are operated based on the pressures in the system’s pressure tanks. The wells are called to
operate according to a preset low pressure in the tank, and are called to turn off upon the
pressure in the tank reaching the maximum setpoint.
2.6 Adjacent Water Systems
The area outside and immediately adjacent to the District’s existing water service area is
unincorporated Kitsap County. Most of the water systems located close to the District are
relatively small. Some of the larger systems in Kitsap County that are relatively close to the
District’s service area include the City of Bremerton, the City of Poulsbo, Subase Bangor, Island
Lake Water System, North Perry Avenue Water District, and Erland Point Water Company.
Additionally, three public water systems, owned and operated by the PUD, are located adjacent
to the District’s service area boundary, as shown in Figure 2-3. A brief description of each
water system follows.
2.6.1
City of Bremerton
The City of Bremerton water system is located southeast of the District’s service area boundary.
The Bremerton water system serves approximately 55,000 people and the Bremerton Naval
Complex. Bremerton’s water supply comes primarily from the Union River, located in a
managed watershed. This source is supplemented with groundwater from area wells. Water
sources are treated with chlorine as required for disinfection purposes and the pH of the water is
adjusted prior to entering the distribution system for corrosion control. The Union River supply
is now disinfected through a new advanced disinfection UV facility. The water system consists
of approximately 289 miles of distribution pipe, 18 reservoirs and 9 pump stations.
Approximately 8 million gallons of water is delivered to Bremerton’s customers each day. There
is currently a small area of overlap between the City of Bremerton’s water service area and the
District’s service area. This area is an uncontested overlap area, meaning that both water
systems supply this area. Future connections in this area will require agreement between the two
water systems in order to determine which water system will serve the new connections. The
District and the City of Bremerton have had recent discussions regarding an intertie, but have not
settled on an agreement.
Section 2 – Water System Description
Silverdale Water District
2-30
2013 Comprehensive Water System Plan
SUBASE BANGOR
WATER DISTRICT
KITSAP
PUBLIC
UTILITY
DISTRICT
NO. 1
CITY OF POULSBO
WATER SYSTEM
LI BERTY
BAY
Mobile Home
on Scadia Loop
and SR 308
Clear Creek
Mobile Home Park
HOO D
CANA L
KITSAP
PUBLIC
UTILITY
DISTRICT
NO. 1
Allevena
Puddingstone
ISLAND
LAKE
WATER
SYSTEM
Brianwood
NORTH
PERRY
AVENUE
WATER
DISTRICT
Crystal Creek
Sunset
Hills
SILVERDALE WATER
DISTRICT
Washington
Water
Service Co.
KITSAP
PUBLIC
UTILITY
DISTRICT
NO. 1
DYES
INLET
CITY OF BREMERTON
WATER SYSTEM
Eldorado Hill
TRACYTON
WATER
DISTRICT
CHI CO
BAY
ERLAND POINT
WATER COMPANY
Legend
Systems Adjacent to District
Erland Point Water Co.
City of Bremerton
Kitsap Public Utility District No. 1
North Perry Ave Water Dist
Island Lake Water District
Tracyton Water District
Subase Bangor Water District
City of Poulsbo Water System
Silverdale Water District
Systems or Overlap Areas within District
Other Water Systems
Uncontested Overlap (Bremerton)
Figure 2-3
Service Area and Adjacent Systems
Uncontested Overlap (Island Lake)
Uncontested Overlap (North Perry)
Water Body
Silverdale Water District
Water System Plan
Retail Service Area Boundary *
* Also the District's water rights "Place of Use."
Apr 2014
I
0
2,000
4,000
8,000
Feet
August 2014
2.6.2
City of Poulsbo
The City of Poulsbo water system is located to the northeast of the District’s service area
boundary across Liberty Bay. Poulsbo is supplied with water from groundwater wells located in
the Big Valley area (Big Valley Wells 1 & 2) and from east of the City in the Lincoln Road area
(Pugh Road and Lincoln Road Wells). The wells have a combined capacity of approximately
1,650 gallons per minute. Additionally, the City maintains an intertie with the PUD for 120 gpm
of water supply. Poulsbo’s distribution system consists of nine storage facilities with a
combined capacity of approximately 3 MG of water, five pump stations, and approximately 53
miles of pipe ranging from 2 inches to 12 inches.
The City provides treatment and disinfection of its water supplies. Water produced by the City
is chlorinated as required for disinfection purposes. Additionally, the City adds fluoride to its
water supply at the sources as an additional health benefit. There are no plans for interties
between Poulsbo’s and the District’s system at this time.
2.6.3
Subase Bangor
The Subase Bangor water system is located north of the District’s water service area boundary.
The water system serves approximately 5,340 people through approximately 1,290 connections.
Nine groundwater wells provide water supply to the system. Water produced from the wells is
chlorinated for disinfection purposes and treated for corrosion control. There are no current
plans for interties between Bangor’s system and the District’s system at this time.
2.6.4
Island Lake Water System
The Island Lake water system is located east of the District’s water service area boundary. The
system serves approximately 660 customers. The Island Lake Water System is supplied with
water from two groundwater wells, which are not currently treated. There is a small area of
overlap between the Island Lake Water System service area and the District’s service area. This
area is an uncontested overlap area, meaning that both water systems supply this area. Future
connections in this area will require agreement between the two water systems as to which water
system will serve the new connections. The District currently does not have any connections in
the uncontested overlap area. There are currently no plans to construct interties between Island
Lake Water System and the District’s system.
2.6.5
North Perry Avenue Water District
The North Perry Avenue Water District water system is located to the east of the District’s water
service area. The North Perry Avenue Water District’s system serves approximately 7,792
connections and is supplied with water from 10 wells. North Perry Avenue Water District also
has two backup wells and one well that is drilled but not in service. Water from the wells is
chlorinated for taste and odor. There are currently no plans to construct interties between the
North Perry Avenue Water District’s system and the District’s system.
Section 2 – Water System Description
Silverdale Water District
2-32
2013 Comprehensive Water System Plan
August 2014
2.6.6
Erland Point Water Company
The Erland Point Water Company’s water system is located to the southeast of the District’s
water service area. The system is supplied by three groundwater wells, which are currently not
treated. The Erland Point Water Company water system serves approximately 1,570 residences.
The District and the Erland Point Water Company have had recent discussions regarding an
intertie, but have not settled on an agreement.
2.6.7
Kitsap County Public Utility District No. 1
The Kitsap County Public Utility District No. 1 owns and operates three separate water systems
that are supplied by PUD wells. All three water systems are adjacent to the District’s service
area, which are located to the north, northeast and southwest of the District. The PUD also owns
and operates three other separate water systems (Brianwood, Avellana, and Eldorado Hills)
within the District’s service area. The PUD began providing utility service as a water system
manager in the 1970s through the assumption of several small, privately-owned water systems
and municipal water districts. In the late 1980s, the PUD was designated lead agency for
development of the county’s Coordinated Water System Plan and the County’s Ground Water
Management Plan. In the process, the PUD initiated a comprehensive, county-wide water
resource monitoring program which includes well water levels, rainfall, stream flow and a Well
Identification Number program. The PUD currently serves approximately 3,200 residents in the
areas it serves adjacent to the District’s service area. There has been discussion between the
PUD and the District regarding the consolidation of the PUD’s Brianwood, Avellana, and
Eldorado Hills systems into the Silverdale Water District; however no agreement is in place at
this time.
2.6.8
Other Systems
Other small systems located within the District’s service area include Puddingstone, Clear Creek,
and Washington Water.
Section 2 – Water System Description
Silverdale Water District
2-33
2013 Comprehensive Water System Plan
August 2014
3.0 Land Use and Population
3.1 Introduction
The District’s retail water service area boundary encompasses an area of approximately 25.22
square miles within unincorporated Kitsap County and includes the community of Silverdale.
The County establishes land use regulations for the area served by the District. The Kitsap
County Comprehensive Plan, which was completed in 2006 and recently updated in 2012, was
developed to meet the requirements of the State of Washington Growth Management Act
(GMA). The GMA (RCW 36.70A) requires, among other things, consistency between land use
planning and utility plans and their implementation.
This section demonstrates the compatibility of the District’s Comprehensive Water System Plan
with other plans, identifies the designated land uses within the existing and future service area,
and identifies population projections within the District’s planning area.
3.2 Compatibility with other Plans
3.2.1
Introduction
To ensure that the Comprehensive Water System Plan is consistent with the land use policies
that guide it and other related plans, the following planning documents and regulations were
examined:




3.2.2
Growth Management Act
Kitsap County Comprehensive Plan
Kitsap County-wide Planning Policy
Kitsap County Coordinated Water System Plan
Growth Management Act
The State of Washington Growth Management Act of 1990, and its 1991 and 1993 amendments,
defined four goals relevant to this water plan.
1.
2.
3.
4.
Growth should be in urban areas;
There should be consistency between land use and utility plans and their implementation;
There should be concurrency of growth with public facilities and services;
Critical areas should be designated and protected.
Urban Growth Area
The GMA requires that Kitsap County and other jurisdictions cooperate in designating Urban
Growth Areas (UGA). As part of the development of the Kitsap County 2006 Comprehensive
Plan, the County designated an Urban Growth Areas that would accommodate projected
Section 3 – Land Use and Population
Silverdale Water District
3-1
2013 Comprehensive Water System Plan
August 2014
population growth for the County and provide resource conservation. In September 2011, the
Central Puget Sound Growth Management Hearings Board (Case No. 07-3-0019c) rendered a
decision that Kitsap County must re-examine Urban Growth Areas (UGA) expanded during the
2006 Comprehensive Plan update process. The Urban Growth Areas were revised and updated
in 2012, and are reflected on Figure 2-1.
Consistency
The GMA requires planning consistency from two perspectives. First, it requires consistency of
plans among jurisdictions. This means that plans and policies of the District and Kitsap County
must be consistent (RCW 36.70A.100). Second, the GMA requires that the planning activities
and capital budget decisions and implementation of the water system plan be consistent with the
comprehensive plan (RCW 36.70A.120).
The 2003 Municipal Water Law also requires that water system plans are consistent with local
plans and regulations. The signed Consistency Statement Checklist included in Appendix 3-1
from Kitsap County documents the determination of the agency that this comprehensive water
system plan is consistent with the County’s plans and regulations.
Concurrency
Concurrency means that adequate public facilities and services must be provided at the time
growth occurs. For example, growth should not occur where schools, roads and other public
facilities are overloaded. Concurrency ensures that public dollars are used efficiently and that
quality of life is preserved. To achieve this objective, the GMA directs growth to areas already
served or readily served by public facilities and services (RCW 36.70A.110). It also requires
that when public facilities and services cannot be maintained at an acceptable level of service,
that new development should be prohibited.
Critical Areas
The GMA requires that critical areas be designated and protected. Critical areas include fish and
wildlife habitat, flood zones, aquifer recharge areas, streams, creeks, wetlands and other surface
water, and geologic hazard areas such as steep slopes and liquefaction zones. Appendix 1-3
contains a SEPA checklist that addresses these and other environmental concerns.
3.2.3
Kitsap County Comprehensive Plan
Chapter 2 of Kitsap County’s 2012 Comprehensive Plan provides a descriptive land use vision
regarding how growth and development should occur over a 20-year period. While the land use
element goals and policies set fourth general standards for locating land uses, the Comprehensive
Plan Future Land Use Map, which has been reproduced and is shown in Figure 3-1, indicates
geographically where certain types of land use may be appropriate. The Future Land Use Map is
a blueprint for development of an area, whereas the zoning and critical areas ordinances (CAOs)
provide enforcement with regards to state law.
Section 3 – Land Use and Population
Silverdale Water District
3-2
2013 Comprehensive Water System Plan
HW
R
E
E HW
Y3N
W
AT
NW
VIKING WAY NW
LI BERTY
BAY
(K)
(K)
(RI) (RC)
CENTRAL VALLEY RD NW
OLYMPIC
(RP)
NE S
TA
(P)
TE H
WY
3 08
(M)
LE H W
YN
E
VIEW RD N W
(RC)
5N
E
H
ST ATE WY
8
30
NW
NW LUOTO RD
30
(RR)
Y
CLEAR CREEK RD NW
Y
NE
WA
STAT
(IC)
ST
IN G
SUBASE BAN GO R
HOO D
CANA L
RD
FJ O
VIK
(RC)
(M)
D
BRO WN SVIL
(N)
NW
(P)
MP
YN
(I)
(P)
ST A
(UL)
(UL) (UH)
W
N
SO
L RD
W
N
Y3
HW
(UH)
(U)
(P)
A
AG
A
NW
(P)
WA
Y
W
(RC)
AY
NW
NW W
A
W AG
AA A
GA W
AY
W
NW BUCKLIN HILL RD
AY
(UM)
(MU)
DYES
INLET
NE WAAGA WAY
(U)
(I)
(RC)
(UL)
(N)
(UM) (U)
(I)
(UL)
(UL)
TRACYTON BLVD NW
(P)
(S)
(UL)
ST A
TE
(N)
(I)
(UH)
HIL
(UM)
W
W
RIDGETOP BLVD NW
ER
(UL)
BL V
D
(R)
(UH)
(N)
NW NEWBERRY HILL RD
TO
P
N
D
(I)
EW
A
VE
RD
SIL
(P)
AN
(MU)
(UH)
(UL)
Y
GA
AA
W
NW
H
NW
(H)
(RP)
TE
(RR)
(UM)
(N)
(UH)
NW FAIRGROUN DS RD
(P)
RD NW
D
E
(U)
H
W
Y
H
W
Y
NW
(RC)
Rural Residential (RR)
Business Park (B)
Military (M)
Rural Wooded (RW)
Forest Resource Lands (F)
Mixed Use (MU)
Senior Living Homestead (S)
Highway/Tourist Commercial (H)
Neighborhood Commercial (N)
Urban Cluster Residential (UC)
Illahee Greenbelt (IG)
Park (P)
Urban High Residential (UH)
Incorporated City (IC)
Regional Commercial (R)
Urban Low Residential (UL)
Industrial (I)
Residential Low (RL)
Urban Medium Residential (UM)
Keyport Village Low Residential (K)
Rural Commercial (RC)
Urban Reserve (UR)
Keyport Village Residential (K)
Rural Industrial (RI)
Urban Restricted (U)
Lake (L)
Rural Protection (RP)
Urban Village Center (UV)
I
1,450 2,900
(MU)
(UM)
(UH)
(UL)
(IC)
Retail Service Area
Boundary
Light Industrial (LI)
0
(UM)
(H) (N)
(UH)
NE RIDDELL RD
(UL)
(UL)
Business Center (B)
Source of Data: Kitsap County GIS (2012)
(UH)
(UH)
(UH)
MAY ST N W
AT
E
STAT
ST
Legend
(UH)
(H)
(UL)
PINE RD NE
W
YN
3
3N
W
(UH)
(MU)
(MU)
CHI CO
BAY
(RC)
(RR)
RD
(UM)
(MU)
(MU)
(P)
AN
HW
LY
NE MCWILLIAMS RD
HANSB ERRY ST NW
K
BEC
(RR)
(M)
NW H
OL
(H)
(H)
(UM)
HO
LL
S EA
(RR)
(U)
CHIC
OW
A
(RW)
(UM)
Y NW
STATE HW
Y 3 NW
(U)
(RR)
(I)
NE FAIRGRO UNDS RD
STATE HWY 303 NE
RD
(UM)
(U)
CENTRAL VALLEY RD NE
NH
IL L
(P)
NW
W
ER SO
(N)
(RR)
3
(B)
(B)
(U)
RID
GE
(RR)
KITSAP MALL BLVD N
W
N
AND
(P)
(UL)
(P)
AL
(RR)
(RR)
(H)
(RI)
W
(U)
E
STAT
(B)
(L)
(UL)
(UL)
(RR)
H WY
NW TRIGGER AVE
3 RA
(RR)
5,800
Figure 3-1
Land Use Map
Silverdale Water District
Water System Plan
8,700
Aug 2013
11,600
Feet
August 2014
The Land Use Chapter of the Kitsap County Comprehensive Plan is consistent with goals and
concerns of the GMA. Like the GMA, the Land Use Element seeks to accommodate growth
while preserving the County’s character and protecting the environmentally sensitive areas. It
seeks to promote a strong local economy and vital commercial, industrial and military districts
by focusing economic development within them and establishing development guidelines. The
Utilities Element (Chapter 7) ensures that new development will be adequately served without
compromising existing levels of service, similar to the principal of concurrency as defined in the
GMA.
The District encompasses an area of approximately 25.22 square miles within Kitsap County.
Undeveloped lots exist within the District’s water service area and infilling is expected and
encouraged in these areas.
3.2.4
Silverdale Sub-Area Plan
The County completed the Silverdale Sub-Area Plan in 2006 and is included as a component of
the Kitsap County Comprehensive Plan. The Silverdale Sub-Area Plan includes many of the
same elements as the County’s Comprehensive Plan; however, it focuses on the specific needs
and unique features of the Silverdale community. The Silverdale Sub-Area Plan also establishes
detailed guidelines and policies for the future development and growth of the area. According to
the plan, the Silverdale Sub-Area intends to accommodate future growth for a mix of residential,
commercial, and industrial development.
3.2.5
Kitsap County-wide Planning Policy
The Kitsap County Council adopted the Kitsap County-wide Planning Policy (CPP) in 1992.
The plan was effective on July 10, 1995. Since this time, the plan has been amended several
times with the last amendment occurring in November 2007. The CPP serves as a framework for
the County’s and City’s comprehensive plans and for sub-area plans that are developed for
unincorporated communities within Kitsap County. Consistent with the GMA’s goals, it
establishes UGAs within the County to encourage growth in urban areas and to reduce urban
sprawl. The CPP also guides development in rural, unincorporated Kitsap County including
Silverdale. The County’s policy goals seek to reduce urban sprawl, protect rural areas,
encourage a vital diversified economy, provide affordable housing throughout the County and
coordinate protection of environmentally sensitive areas.
3.2.6
Kitsap County Coordinated Water System Plan
The Kitsap County Coordinated Water System Plan (CWSP) Regional Supplement was adopted
in 1992 and updated in 2005 under the direction of the Kitsap County Water Utility Coordinating
Committee (WUCC) and Kitsap County. The members of the WUCC include the Kitsap County
Commissioners, the Kitsap County Department of Community Development, the Kitsap County
Health District and representatives from all public water systems with more than fifty service
connections that provide service within the Critical Water Supply Service Area (CWSSA). On
March 2, 1987 the Kitsap County Commissioners declared all of Kitsap County a CWSSA.
Section 3 – Land Use and Population
Silverdale Water District
3-4
2013 Comprehensive Water System Plan
August 2014
The purpose of the 1992 CWSP Regional Supplement was to assist the area’s water utilities in
establishing an effective process for planning and development of public water systems and
restricting the proliferation of small public water systems. The 2005 Update is not a generalized
planning document, but rather a detailed local and state management program. It provided a
refinement of the process and strategy for the existing water utilities to define their role in a
program to satisfy the County’s Comprehensive Plan. The water system plan accomplishes this
by addressing service area boundaries, minimum design standards, service review procedures,
appeals procedures, long-term regional water supply strategies, water conservation program and
goals, and the satellite system management program.
3.3 Land Use
The Silverdale UGA (and three parcels of the Central Kitsap UGA) lie within the District’s
service area and encompasses an area of approximately 5,507 acres. The District’s existing retail
water service area is much larger than the Silverdale UGA with 25.22 square miles (16,141
acres). Historically the County’s zoning designations have governed land uses. With the
adoption of the County’s Comprehensive Plan, the Land Use Map shown in Figure 3-1 now
guides development within Kitsap County. The Land Use Map is therefore utilized by the
District to anticipate future growth and demand levels in particular sections throughout its
service area.
The area served by the District is primarily residential, comprised largely of single family
residents. Approximately 65 percent of the existing service area that lies within the Silverdale
and Central Kitsap is designated for residential use. Approximately 6 percent of the existing
service area is designated for rural commercial use and 4 percent is designated for industrial
uses. The remaining 25 percent of the land use is zoned for business centers/parks, lakes,
military, parks mixed use, rural wooded, rural protection, senior living homestead and urban
restricted.
Within the existing retail water service area and outside of the UGAs, approximately 65 percent
of the land use is for residential use. Approximately 0.5 percent of this land area is designated
for commercial use and 0.2 percent is designated for industrial uses. The remaining 34 percent
of the land use is zoned for business centers/parks, lakes, military, parks mixed use, rural
wooded, rural protection, senior living homestead and urban restricted.
3.4 Population
3.4.1
Household Trends
As stated in the previous section, the District’s service area is primarily a residential community
comprised mostly of single family residences. In 2011, approximately 5,213 housing units, or 63
percent, were single family residential and 3,053 housing units, or 37 percent, were multi-family
residential. Household trends have remained consistent for both single family and multi-family
housing units between 2000 and 2010, based on Washington State Office of Financial
Management (OFM) post-census data. It is assumed the trend will continue through the year
2032.
Section 3 – Land Use and Population
Silverdale Water District
3-5
2013 Comprehensive Water System Plan
August 2014
The average household size is assumed to be 2.5 for single family units and 1.8 for multi-family
units, based on the 2012 Kitsap County Comprehensive Plan. This assumption is consistent with
other planning studies within Kitsap County regarding population projections. The 2011
population within the District’s service area is assumed to be approximately 20,665 based on the
WFI.
3.4.2
Existing and Future Population
Kitsap County experienced significant development and population growth between 1990 and
2010. The population in Kitsap County between 2000 and 2010 increased by 9.3%, while the
District’s population increased by approximately 12% during the same time period. The
District’s population within the water service area is expected to grow from 20,665 people in
2011 to approximately 28,640 people in 2032.
Table 3-1 illustrates the historical population growth since 1995, and the projected future growth
within the District’s service area. The historical population data shown in the table represent the
estimated population within Silverdale Water District for each year. It was assumed for the
purposes of this analysis that the economy will continue with slow growth until 2015; therefore,
an annual growth rate of 1.0% (medium level projection) was applied to the District’s population
for the years 2012 to 2015.
The Kitsap CPP assumes a 1.71% annual growth rate for the Silverdale UGA, and a rate of
0.87% for non-UGA lands. However, for long-range (i.e., beyond 6 years) water system
planning purposes, the higher value is used for the District’s entire service area. This is done in
order to be “conservative” (i.e., to ensure there is adequate water supply to support growth
throughout the service area). Therefore, the rate of 1.71% was applied for years 2016 to 2032.
Section 3 – Land Use and Population
Silverdale Water District
3-6
2013 Comprehensive Water System Plan
August 2014
Table 3-1. Water District Population Trends and Projections
Year
Population
Historical(1)
1995
1996
1997
1998
1999
2000
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
15,519
16,741
17,308
17,924
18,235
18,266
18,638
18,873
18,871
19,086
19,304
19,524
19,746
19,971
20,199
20,429
20,665
Projected(2)
(3)
2018 (6 year)
2025
2032 (20 year)(3)
22,620
25,450
28,640
(1)
Populations for years 1995-2003 are consistent with the
District’s 2005 WSP. Populations for years 2004-2010
were interpolated based on 2004 and 2011 population.
(2)
Projections are based on an annual growth rate of 1.0%
for years 2012 to 2015 and 1.71% for years 2016 to 2032.
(3)
Year 2012 is considered to be the base year regarding
projections; therefore, year 2018 is planning year 6 and
year 2032 is planning year 20.
Section 3 – Land Use and Population
Silverdale Water District
3-7
2013 Comprehensive Water System Plan
August 2014
4.0 Water Demand Forecast
This section provides a summary of historical water production and consumption for the District,
as well as detailed forecasts of future water demand.
4.1 Water Production History
Water production is defined for the District as the total volume of water withdrawn from its
groundwater supplies. The District’s annual production history for 2006-2011 is presented in
Table 4-1, based upon well meter records. Table 4-2 shows monthly production from 2006 to
2011. Data from 2011 indicates the total system production was 713 million gallons. Figure 4-1
provides a monthly comparison for the years 2008 to 2011.
Table 4-1. Annual Well Production (MG), 2006-2011
2006
2007
2008
2009
2010
2011
Wixson Well
39
35
32
36
28
53
Dickey Well
55
53
1
6
0
0
Hess Well
28
22
13
17
16
22
Westwind Well
54
62
123
117
107
91
Eldorado Well
51
20
40
31
23
30
Dawn Park Well
19
16
16
17
15
11
Provost Well
80
96
80
65
56
47
Chena Well #1
0
0
0
0
0
0
Chena Well #2
0
0
0
0
0
0
Selbo Well
0
0
0
0
0
0
Ridgetop Well
0
0
0
0
0
0
Ridgetop Well #2
145
165
191
162
107
63
Bucklin Ridge Well
76
78
57
69
66
33
Island Lake Well
34
34
95
40
40
39
Spirit Ridge Well #3
163
48
26
73
155
164
Spirit Ridge Well #4
97
163
95
167
92
157
Frontier Woods Well
0
0
0
0
0
0
Westgate Well
0
0
0
0
0
0
Silver Sound Well
2
2
2
2
1
1
Silver Sound Well #2
0
0
0
0
0
0
Total
845
794
772
804
707
713
(1) As of 2011, all wells connect to the main system with the exception of the Silver Sound Wells, which are
expected to be connected by the end of 2014.
Section 4 - Water Demand Forecast
Silverdale Water District
4-1
2013 Comprehensive Water System Plan
August 2014
Table 4-2. Monthly Well Production (MG), 2006-2011
2006
2007
2008
2009
2010
January
February
March
April
May
June
July
August
September
October
November
December
Total
50
46
50
51
71
83
124
122
87
62
50
50
845
37
47
50
50
71
91
117
93
84
54
49
50
794
54
44
47
46
59
76
116
96
84
56
41
52
772
50
42
50
51
56
106
124
106
71
52
48
48
804
44
42
50
49
48
62
100
105
64
47
51
44
707
2011
49
42
47
46
52
63
80
108
86
51
45
44
713
Figure 4-1. Monthly Water Production (2006-2011)
Table 4-3 provides a summary of average day and maximum day production from 2006 to 2011.
Maximum day production is defined as the highest amount of water produced on a single day
and typically occurring in the summer. Included in Table 4-3 is the peaking factor, which is
determined by dividing the maximum day production by the average daily production. For the
most recent three years (2009-2011), average day production has averaged 2.0 million gallons
per day (mgd), the maximum day demand has averaged 4.3 mgd, and peaking factor has
averaged 2.1. This peaking factor was used to develop maximum day demand forecasts, as
described in a later section.
Section 4 - Water Demand Forecast
Silverdale Water District
4-2
2013 Comprehensive Water System Plan
August 2014
Table 4-3. Peaking Factor, 2006-2011
Average Day
Maximum Day
Max Day/Average Day
Production (MGD)
Production (MGD)
Peaking Factor
2.31
5.02
2.18
2.17
4.42
2.04
2.11
4.60
2.18
2.20
5.00
2.27
1.93
4.13
2.14
1.95
3.66
1.88
2006
2007
2008
2009
2010
2011
2009-2011
2.03
4.26
2.10
Average(1)
(1) Six years of data was analyzed, however the average uses the most recent three years to focus on
current trends.
4.2 Customer Categories, Connections, and Consumption
The District maintains billing record summaries for water sold in each customer category. The
seven customer billing categories are: single family residential, single family residential (satellite
consumption), multi-family residential, non-residential, irrigation, construction, and wholesale.
The wholesale category represents customers that have master meters supplying a number of
mobile homes. As such, they are not truly “wholesale” customers, however because that
nomenclature is used in the billing system, it is retained in this analysis.
As of 2012, the District owns and operates one satellite water system, the Silver Sound Water
System, which is located within the District’s retail service area and is currently operated
independently from the District’s main system. This water system includes 12 connections and
two wells. It is anticipated that the Silver Sound Water System will be connected to the
District’s main water system by 2014 following the completion of planned water main
extensions.
At the end of 2011, the District served 5,869 connections. The majority of these (63%) were
single family residential. The total annual consumption from 2006 to 2011 by each customer
class is shown in Table 4-4. The 2009-2011 average percentage of consumption by customer
class is shown in Figure 4-2. Single family residential (satellite consumption), construction, and
wholesale consumption do not appear in the figure due to minimal (less than 1%) consumption.
Section 4 - Water Demand Forecast
Silverdale Water District
4-3
2013 Comprehensive Water System Plan
Single Family
Residential
(Satellite
Consumption)(3)(4)
1.92
2.12
1.77
1.83
0.17
0.19
MultiFamily
Non-Single
Family
Residential
Irrigation
Construction(3)
Wholesale (3)
Section 4 - Water Demand Forecast
Silverdale Water District
2.15
2.05
1.97
2.07
1.84
1.81
1.91
696
Average Daily
Consumption
(MGD) (2)
785
749
720
756
672
661
Total
Consumption
4-4
2013 Comprehensive Water System Plan
2006
433
122
166
49
8
7
2007
402
119
172
45
1
7
2008
385
113
169
40
4
7
2009
407
115
174
49
3
7
2010
355
118
159
33
2
6
2011
346
113
156
36
2
6
2009-2011
369
0.73
115
163
40
2
6
Average(5)
(1) From District billing records.
(2) Total consumption divided by 365 days/year.
(3) Consumption less than 1%.
(4) Includes Frontier Woods Water System (2006) and Westgate Water System (2006-2007), all other systems include years 2006-2011.
(5) Six years of data was analyzed, however the average uses the most recent three years to focus on current trends.
Year
Single
Family
Residential
Table 4-4. Water Consumption (MG), 2006-2011 (1)
August 2014
August 2014
Figure 4-2. Consumption by Customer Category
(2009-2011 Average)
The bimonthly water consumption for the last six years is provided in Table 4-5. The bimonthly
distribution of actual water use may differ somewhat from this representation since billing
numbers are based on meter read dates, which lag behind actual use. Bimonthly distribution of
water consumption for 2006-2011 is shown in Figure 4-3.
Table 4-5. Bimonthly Water Consumption (MG), 2006-2011 (1)
2006
2007
2008
2009
2010
(2)
December-January
96
106
98
99
94
March-April
91
84
82
84
84
May-June
109
108
97
92
88
July-August
181
187
173
205
148
September-October
215
170
178
181
166
November-December
94
94
93
95
92
Total
785
749
720
756
673
(1) From District billing records.
(2) The December-January consumption values include December of prior year.
Section 4 - Water Demand Forecast
Silverdale Water District
2011
89
84
82
131
175
100
662
4-5
2013 Comprehensive Water System Plan
August 2014
Figure 4-3. Bimonthly Water Consumption (2006-2011)
The 20 largest customers in the District are in the non-residential and multi-family categories.
Together, they comprise approximately 20% of the total consumption in the system. Table 4-6
summarizes the water consumption associated with the 20 largest customers. Where water use
for irrigation is metered separately from other domestic use, this is detailed.
Section 4 - Water Demand Forecast
Silverdale Water District
4-6
2013 Comprehensive Water System Plan
August 2014
Customer
Table 4-6. Largest Water Customers
2009
2010
Consumption Consumption
(MG)
(MG)
15.4
15.4
12.5
12.8
11.0
12.2
2011
Consumption
(MG)
15.1
12.1
11.0
2009-2011
Average
(MG)
Treetop Apartments
15.3
Ilarraza, Natasha
12.5
Quail Hollow Apartments
11.4
PPR Kitsap Mall LLC
Irrigation Uses
2.3
2.9
1.8
2.3
Domestic/Potable Uses
9.2
8.6
8.4
8.8
Subtotal
11.6
11.5
10.2
11.1
Crista Ministries
8.1
7.3
7.8
7.8
Outlook Apartments
7.9
7.2
7.9
7.7
Silverdale Beach Hotel
7.1
7.4
7.3
7.3
Darden Restaurants
7.9
7.5
6.0
7.1
Harrison Memorial Hospital
Irrigation Uses
2.2
1.6
1.7
1.8
Domestic/Potable Uses
4.8
4.5
4.1
4.4
Subtotal
7.0
6.1
5.7
6.3
YMCA of Pierce and Kitsap Counties
0.0
0.0
6.0
6.0
Clearbrook Living Center
5.3
5.2
5.3
5.3
Central Kitsap Jr. High & Additional Facilities
Irrigation Uses
3.7
2.4
2.8
3.0
Domestic/Potable Uses
2.1
1.8
2.1
2.0
Subtotal
5.9
4.2
4.9
5.0
Vintage @ Silverdale LLC
4.0
5.3
5.1
4.8
Ridgetop Jr.
Irrigation Uses
5.0
2.4
3.6
3.7
Domestic/Potable Uses
0.7
0.7
0.6
0.7
Subtotal
5.7
3.1
4.2
4.4
Costco Corp (Vendor #03839-00)
3.9
4.1
3.2
3.7
West Sound Plaza LLC
3.8
3.6
2.6
3.3
Oxford Suites - Silverdale
3.2
3.3
3.3
3.3
Silverdale Ridge Apartments, LLC
1.7
4.1
3.8
3.2
Apple American MS #5
1.8
1.7
2.7
2.1
Country Meadows-Encore Community
1.7
1.8
2.6
2.0
Sub-total - Metered Non-Residential Irrigation Users
13.2
9.3
9.9
10.8
Sub-total - Metered Non-Residential Domestic Users
80.1
80.9
82.3
85.1
Sub-total - Metered Residential Domestic Users
32.0
33.7
34.6
33.5
Total
125.3
123.9
126.8
129.4
(1) The total 2011 YMCA of Pierce and Kitsap Counties consumption is reflected in the total 2009-2011 Average
Consumption slightly skewing the Sub-total Metered Domestic Users average value and Total value.
Section 4 - Water Demand Forecast
Silverdale Water District
4-7
2013 Comprehensive Water System Plan
August 2014
4.3 Water Balance and Distribution System Leakage
A water balance is an accounting of all water that is produced. The District’s 2011 water balance
is shown in Table 4-7. The table is a slightly modified version of the format recommended for
use by the American Water Works Association.
Table 4-7. 2011 Water Balance
Level 1
Level 2
Level 3
1. Billed Water Exported
Revenue
Water
Billed
Authorized
Consumption
Unbilled
Authorized
Consumption
Water
Produced
Non-Revenue
Water (6)
2. Billed Metered Consumption
3. Billed Unmetered Consumption
4. Unbilled Metered Consumption
5. Unbilled Unmetered Consumption
6. Unauthorized Consumption
Apparent Losses
7. Customer Metering Inaccuracies
Real Losses
Total
8. Known Leakage
9. Assumed Leakage
Volume
(MG)
% of
Produced
Water
0
1
0%
662
2
93%
10
5
1%
5
2
1%
0
3
0%
0
3
0%
0
3
0%
0
3
0%
36
4
5%
713
2
100%
(1) This category does not apply to the District.
(2) Data Source: "Silverdale Water District Billing Records" spreadsheet provided by District staff.
(3) District staff do not track this number, therefore zero was used in the water balance.
(4) Water Production minus all other categories.
(5) This represents 144 single family connections and was estimated using the 2009-2011 ERU value of 197 gpd per single
family connection. These were customers of the Apex water system, which the District recently acquired, and will be metered
by the end of a State Revolving Fund Loan funded project that will improve the water mains and be completed by mid 2016.
(6) Non-revenue water includes unbilled uses such as flushing, fire fighting, and fire training, as well as leakage.
The water balance allocates the water produced to different categories at three different levels.
Level 1 allocates the water to either Revenue Water or Non-Revenue Water. As implied by the
names, Revenue Water generates income while Non-Revenue Water does not. This is helpful in
understanding what percent of water production generates income for the District. Additionally,
non-revenue water needs to be factored into the demand forecast. The District’s 2011 water
production is divided into 94% Revenue Water and 6% Non-Revenue Water.
Level 2 splits Non-Revenue Water into the following three sub-categories, which are useful in
identifying potential additional revenue sources and identifying the magnitude of leaks or other
losses that could be addressed:
Section 4 - Water Demand Forecast
Silverdale Water District
4-8
2013 Comprehensive Water System Plan
August 2014

Unbilled Authorized Consumption: Includes uses such as water system flushing,
firefighting, and unbilled contractor use. Typically, it is standard practice not to charge
for uses falling into this sub-category. However, it is always a prudent idea to review
these uses to ensure that a legitimate revenue opportunity is not missed.
The District estimates unbilled authorized consumption was approximately 1% in 2011.

Apparent Losses: Includes unauthorized uses and customer meter inaccuracies, both of
which are lost revenue opportunities.

Real Losses: Includes various types of system leaks. A certain level of leakage is
unavoidable; however, leakage beyond that level should be repaired to avoid unduly
burdening both the natural resource and the physical infrastructure. Any amount that
cannot be assigned to another category is considered a real loss under the American
Water Works Association’s protocol, as well as per the formula for calculating
distribution system leakage under Washington State’s Water Use Efficiency Rule.
Level 3 further splits water into additional sub-categories to support further estimation and water
management.
A longer history of other water balance elements, namely non-revenue water and distribution
system leakage is provided in Table 4-8.
Year
2006
2007
2008
2009
2010
2011
2009-2011
Average(5)
Table 4-8. Distribution System Leakage and Non-Revenue Water (MG)
Distribution System
Non-Revenue Water
Billed
Unbilled
Leakage (4)
Water
Authorized
Authorized
Produced
Consumption Consumption
Qty
Percent of
Qty
Percent of
(MG) (1)
(MG) (2)
(MG) (2)
(MG) Consumption (3) (MG)
Production
845
794
772
804
707
713
785
749
720
756
673
672
3
0
4
4
0
5
59
46
51
48
34
40
8%
6%
7%
6%
5%
6%
56
46
48
44
33
36
7%
6%
6%
6%
5%
6%
741
701
3
41
6%
38
5%
(1) Data Source: "Silverdale Water District Water Production" spreadsheet provided by District staff.
(2) Data Source: "Silverdale Water District" spreadsheet provided by District staff.
(3) Used for developing the demand forecast. Note this is intentionally different than non-revenue as a percent of production
and purchases.
(4) Distribution system leakage is defined in the Water Use Efficiency Rule as water production and purchases minus authorized
consumption.
(5) Six years of data was analyzed, however the average uses the most recent three years to focus on current trends.
The District’s distribution system leakage averaged 5% of production from 2009 to 2011. This is
below the 10% threshold mandated by the Water Use Efficiency Rule; therefore, the District is
not required to develop a Water Loss Action Plan. Note that the 2009, 2010, and 2011
distribution system leakage numbers in Table 4-8 are different (higher) than those reported in the
District’s WUE annual performance reports. This was due to a data acquisition error when
Section 4 - Water Demand Forecast
Silverdale Water District
4-9
2013 Comprehensive Water System Plan
August 2014
obtaining consumption data from the billing system for those reports. That error has been
rectified and the 2012 annual performance report will reflect accurate consumption data.
4.4 Water Use Factors and Equivalent Residential Units
Equivalent Residential Units (ERUs) are a method of representing all types of water use as an
equivalent number of single-family households. The ERU value represents the average amount
of water consumption by a single family household and is calculated by dividing the single
family water consumption by the number of single family connections. Table 4-9 summarizes
the single family water consumption from 2006 through 2011, the number of connections, and
the calculated ERU value. The most recent three-year average (2009 to 2011) is 197 gpd per
ERU.
This analysis also yielded information regarding the number of ERUs for the other water use
categories. For each category, the total consumption was divided by the ERU demand factor to
arrive at a number of ERUs.
Section 4 - Water Demand Forecast
Silverdale Water District
4-10
2013 Comprehensive Water System Plan
Number of
Residential
Connections
or ERUs(2)
ERU Water
Demand
Factor
(GPD/ERU)(3)
Number of
MultiFamily
ERUs(4)
# of
Nonresidential
ERUs(5)
# of
Irrigation
ERUs(6)
Section 4 - Water Demand Forecast
Silverdale Water District
89
33
578
644
565
631
558
483
694
# of
Nonrevenue
ERUs(9)
10,284
9,595
9,809
10,142
10,049
10,162
10,640
Total
ERUs(10)
4-11
2013 Comprehensive Water System Plan
77
89
90
87
86
93
# of
Wholesale
ERUs(8)
86
16
58
40
23
35
# of
Construction
ERUs(7)
2006
433
4,944
240
1,389
1,898
557
2007
402
4,979
221
1,473
2,130
558
2008
385
5,099
207
1,501
2,231
531
2009
407
5,115
218
1,447
2,188
615
2010
355
5,111
190
1,696
2,284
479
2011
346
5,213
182
1,707
2,350
548
2009-2011
369
5,146
197
1,616
2,274
547
Average11
(1) From Table 3-5.
(2) Provided by the District.
(3) Single-family residential consumption (from Table 4-4) divided by number of single-family residential connections.
(4) Multi-family residential consumption (from Table 4-4) divided by the ERU water demand factor.
(5) Nonresidential consumption (from Table 4-4) divided by the ERU water demand factor.
(6) Irrigation consumption (from Table 4-4) divided by ERU water demand factor.
(7) Construction consumption (from Table 4-4) divided by ERU water demand factor.
(8) Wholesale consumption (from Table 4-4) divided by ERU water demand factor.
(9) Non-revenue consumption (from Table 4-8) divided by the ERU water demand factor.
(10) Sum of all calculated ERUs.
(11) Six years of data was analyzed, however the average uses the most recent three years to focus on current trends.
Year
Residential
Consumption
(MG)(1)
Table 4-9. Equivalent Residential Unit (ERU) Analysis
August 2014
August 2014
4.5 Water Demand Forecast
As the District’s population grows and commercial/industrial development occurs, demands on
the water system will increase accordingly. To anticipate the level of water supply requirements
and to adequately plan for system improvements required to satisfy future needs, the District has
developed a water demand forecast. The time horizon for the WSP is 20 years in length (i.e.,
years 2013 to 2032). The following sections describe how the water demand forecast was
prepared.
4.5.1
20-Year Water Demand Forecast
A multi-step process was taken in developing the water demand forecast, as described below.
The following four demand forecasts were developed: 1) baseline, 2) with conservation, 3) with
reclaimed water, and 4) with conservation & reclaimed water.

Step 1 Single Family Demands. The projection for single family demands is the
number of single family ERUs multiplied by the 2009-2011 average ERU value of 197
gpd. The number of single family ERUs is increased over the planning period to account
for anticipated increased development in the area. It was assumed for the purposes of this
analysis that the economy will continue with slow growth until 2015; therefore, an annual
growth rate of 1.0% (medium level projection) was applied to the District’s number of
single family ERUs for the years 2012 to 2015. Kitsap County Wide Policies provide a
1.71% annual growth rate for the Silverdale UGA; therefore, this rate was applied to the
number of single family ERUs for years 2016 to 2032. The growth rates were based on
the Office of Financial Management (OFM) Washington State Growth Management
Population Projections for Kitsap County. In addition, the Kitsap Regional Coordinating
Council has indicated in the Kitsap County Population Distribution Chart (Originally
Adopted 2007) that the Silverdale UGA growth rate is anticipated to be 1.71% through
2025.

Step 2 Multifamily Demands. The projection for multi-family demands began with the
2011 actual consumption for the multi-family billing category minus the multi-family
largest users. For years 2012 to 2015, the demand is increased by an annual growth rate
of 1.0% (medium level projection) and 1.71% (high level projection) for years 2016 to
2032, based on demographic forecasts in the OFM.

Step 3 Non-residential Demands. The projection for the non-residential demands began
with the 2011 actual consumption for the non-residential billing category minus the nonresidential largest users. For years 2012 to 2015, the demand is increased by an annual
growth rate of 1.0% (medium level projection) and 1.71% (high level projection) for
years 2016 to 2032, based on demographic forecasts in the OFM.

Step 4 Irrigation Demands. The projection for irrigation demands began with the 2011
actual consumption, which was then increased by the annual growth rate of 1.0% for
years 2012-2015 and 1.71% for years 2016-2032, based on demographic forecasts in the
OFM.
Section 4 - Water Demand Forecast
Silverdale Water District
4-12
2013 Comprehensive Water System Plan
August 2014

Step 5 Construction Demands. The projection for construction demands began with the
2011 actual consumption, which was then increased by the annual growth rate of 1.0%
for years 2012-2015 and 1.71% for years 2016-2032 based on demographic forecasts in
the OFM.

Step 6 Largest Users Demands. The demand projection for the “Large Users” category
used the 2009-2011 average actual consumption for the 20 largest users, which was held
constant through Year 20 as no substantial growth is anticipated by most customers. One
exception is the Harrison Hospital. The hospital is expecting a significant expansion;
therefore, current water use was doubled for future use assumptions in an effort to be
conservative.

Step 7 Wholesale Demands. The projection for wholesale demands began with the 2011
actual consumption and was held constant. It is assumed that the wholesale demands will
not increase or decrease significantly, as this category relates to a small number of mobile
home parks.

Step 8 Potential Water System Acquisition Demands. The District may acquire other
existing water systems in the future, which would increase overall system demands. Four
such systems (single-family residential), some of which have been the subject of
acquisition discussions between the District and current owners, are:
1. Avellana Acquisition: Currently owned and operated by Kitsap Public Utility
District (KPUD). There are negotiations for SWD to take ownership of this system.
There are currently 38 connections that would become part of zone 5.
2. Brianwood Acquisition: Another system owned and operated by KPUD. This
system has 125 connections and would become part of zone 3.
3. Eldorado Acquisition: A third system owned and operated by KPUD. Eldorado is
situated at the southern end of the SWD service area and has 146 connections that
would be split between three pressure zones; 7, 5 and 3.
4. Crystal Creek Acquisition: The Crystal Creek water system is located off of Old
Frontier Road and is owned and operated by Washington Water Supply Company.
This system has 41 connections and would be incorporated into zone 5. Negotiations
for acquisition have been on and off over the years.

Step 9 Subtotal Average Day Demand (ADD). The subtotal for the Average Day
Demand is a summation of all the categories above.

Step 10 Non-Revenue Water. The demand projection for Non-Revenue Water
multiplies the subtotal ADD by the non-revenue factor. The non-revenue factor used the
2009-2011 average of 6% of billed consumption (see Table 4-8). This factor is assumed
to remain constant for years 2012 to 2032.

Step 11 Total Average Day Demand (ADD). The subtotal ADD and non-revenue water
added together. This is considered the baseline demand forecast for ADD.

Step 12 Maximum Day Demand (MDD). A peaking factor of 2.1 (2009-2011 average)
is applied to the ADD for all categories. This is considered the baseline demand forecast
for MDD.
Section 4 - Water Demand Forecast
Silverdale Water District
4-13
2013 Comprehensive Water System Plan
August 2014

Step 13 Conservation Adjustment. The amount of water saved by the conservation
program was estimated and the demand forecast was reduced by this amount. The
District has developed a water conservation program, as described in Appendix 4-1.
Specific conservation-related goals were established as part of this 2013 Water System
Plan, as documented in Appendix 4-1, per the Water Use Efficiency (WUE) Rule
requirements. A recent WUE annual performance report is provided in Appendix 4-2.
The demand forecast with conservation reflects an anticipated 3% reduction in the single
family customer category between 2012 and 2018. This reduction was accomplished by
steadily reducing the single family water use factor from 197 gpd per single family
connection in 2012 to 191 gpd by 2018, which is an annual reduction of 0.5%. Silverdale
plans to continue conservation efforts beyond 2018. However, since the conservation
goals beyond 2018 are not defined at this time, the single family water use factor was
reduced by only 0.25% annually between 2018 and 2032.

Step 14 Reclaimed Water Adjustment. The amount of potable water that will be
replaced by reclaimed water was estimated and the demand forecast was reduced by this
amount. The reclaimed water estimates are based on: 1) the District’s 2009 Dyes Inlet
Water Reclamation Facility Feasibility Study, 2) the District’s 2011 amendment to its
2005 Water System Plan (which focused on reclaimed water and is included as
Appendix 4-3 (minus Appendices 5 and 6, which contain Construction Conditions and
Standards, and the SEPA Checklist), and 3) subsequent refinements by District staff.
Reclaimed water is expected to become available in 2017 and the District anticipates
steadily increasing use of reclaimed water to 1.0 mgd MDD by the end of the 20-year
planning period of this WSP. The ADD savings is calculated based on peaking factors
defined in the 2009 Feasibility Study.
As presented in Table 4-10, the baseline water demand forecast (without additional conservation
and reclaimed water effects considered) for Planning Year 6 (2018) is projected to be 2.14 MGD
on an average day basis and 4.49 MGD on a maximum day basis. This level of demand increases
to 2.70 MGD and 5.67 MGD by Year 20 (2032), on average and maximum day bases,
respectively.
The results of the forecast including additional conservation and the reductions associated with
anticipated reclaimed water use are also presented in Table 4-10 and Figure 4-4. This analysis
indicates that by 2032, the maximum day demand may be reduced by approximately 1.19 MGD
as a result of continued conservation efforts and implementation of the reclaimed water program.
The impact on average day demand (a reduction of approximately 0.28 MGD) is less significant,
since the majority of the reclaimed water related reductions are irrigation season based.
The baseline demand projections are used for analysis purposes throughout the WSP, so as to be
conservative.
Section 4 - Water Demand Forecast
Silverdale Water District
4-14
2013 Comprehensive Water System Plan
August 2014
Water Use Category
Single-Family Residential
Multi-Family Residential
Non-residential
Irrigation
Construction
Largest Users(1)
Multi-Family Residential
Non-residential
Table 4-10. Water Demand Forecast
Base (2012)
6-Year (2018)
Demand
Demand
(MGD)
(MGD)
ERUs
ERUs
ADD MDD
ADD MDD
5,265
1.04
2.17
5,689
1.12
2.34
1,125
0.22
0.46
1,219
0.24
0.50
847
0.17
0.35
919
0.18
0.38
513
0.10
0.21
556
0.11
0.23
33
0.01
0.01
35
0.01
0.01
Wholesale (2)
Potential Water System Acquisition
Demands
Subtotal
Non-Revenue Water
Total Demand (Baseline)
20-Year (2032)
Demand
(MGD)
ERUs
ADD MDD
7,213
1.42
2.97
1,546
0.30
0.64
1,165
0.23
0.48
705
0.14
0.29
45
0.01
0.02
466
1,336
86
0.09
0.26
0.02
0.19
0.55
0.04
466
1,336
86
0.09
0.26
0.02
0.19
0.55
0.04
466
1,423
86
0.09
0.28
0.02
0.19
0.59
0.04
NA
NA
NA
NA
NA
NA
350
0.07
0.14
9,671
560
10,232
1.90
0.11
2.01
3.99
0.23
4.22
10,307
597
10,903
2.03
0.12
2.14
4.25
0.25
4.49
12,999
753
13,752
2.56
0.15
2.70
5.36
0.31
5.67
NA
0
0
-169
-0.03
-0.07
-456
-0.09
-0.19
(4)
NA
0
0
-129
-0.03
-0.13
-966
-0.19
-1.00
Total Demand (with conservation)
10,231
2.01
4.22
10,735
2.11
4.42
13,296
2.61
5.48
Total Demand (with reclaimed water)
10,231
2.01
4.22
10,775
2.12
4.36
12,786
2.51
4.67
Total Demand (with conservation &
reclaimed water)
10,231
2.01
4.22
10,606
2.09
4.29
12,330
2.42
4.48
Additional Conservation(3)
Reclaimed Water
ERU = Equivalent Residential Unit; ADD = Average Day Demand; MDD = Maximum Day Demand; MGD = Million Gallons per Day
For years 2012-2015, the projected annual growth rate is 1.0% per year based on OFM historical data.
For years 2016-2032, the projected annual growth rate is 1.71% per year based on OFM high level projections.
ADD is based on a water use factor of 197 gpd/ERU.
MDD is based on a peaking factor of 2.1 with exception to Largest Users and Reclaimed Water.
(1)
Largest Users is a subset of multi-family and non-residential demand and is assumed to be constant through the entire planning period. Future
demand assumptions for the Harrison Hospital due to anticipated expansion.
(2)
Wholesale relates to a small number of mobile home parks ; therefore, the demand is held constant.
(3)
Conservation efforts are assumed to reduce the water use per single family household by 0.5% annually between 2012 and 2018 and by 0.25%
annually between 2018 and 2032.
(4)
Reclaimed Water savings assume beginning use in 2017 and steadily increasing to 1.0 mgd MDD by 2032.
Section 4 - Water Demand Forecast
Silverdale Water District
4-15
2013 Comprehensive Water System Plan
Section 4 - Water Demand Forecast
Silverdale Water District
Figure 4-4. Water demand forecast (2012-2032)
4-16
2013 Comprehensive Water System Plan
August 2014
August 2014
5.0 Policies and Design Criteria
5.1 Introduction
The Silverdale Water District (District) operates and plans water service for District residents
according to the laws, policies, and design criteria that originate from the seven sources shown in
Table 5-1, which are listed in descending order from those with the broadest authority to the
narrowest.
Table 5-1. Regulatory Agencies
Agency
Laws/Policies/Design Criteria
U.S. Department of Health and Human Services
Federal Regulations
U.S. Environmental Protection Agency
Federal Regulations
Washington State Department of Health
State Regulations / Design Criteria
Washington State Department of Ecology
State Regulations
Kitsap County
County Regulations
District Board of Commissioners
Administrative Policies
American Water Works Association
Design Criteria
These laws, policies, and design criteria guide the District's operation and maintenance of the
water system on a daily basis and its planning for growth and improvements. Their overall
objective is to ensure the District provides high quality water service at a minimum cost to its
customers. They also set the standards that the District must meet to ensure the water supply is
adequate to meet existing and future water demands of the system. The system's ability to meet
these demands is detailed in Section 7 and the recommended improvements are identified in
Section 9.
The highest three governmental entities establishing policies and laws (U.S. Government,
Washington State and Kitsap County) establish requirements in statutes, regulations, or
ordinances. The Board of Commissioners adopts policies that can not be less stringent or in
conflict with those established by governments above them. The District’s policies take the form
of resolutions, memoranda and operation procedures, many of which are summarized in this
section.
The policies associated with the following categories are presented in this section:

Supply

Customer Service

Facilities

Finance

Organization
Section 5 – Policies and Design Criteria
Silverdale Water District
5-1
2013 Comprehensive Water System Plan
August 2014
5.2 Supply Policies
A summary of key District policies is provided below. Select resolutions regarding some of
these policies are provided in Appendix 5-1.
5.2.1
Quality Protection

The District will pursue steps to meet or exceed all water quality laws and standards.

The District will take all reasonable measures to protect its system and customers.
5.2.2
Quantity

The District will utilize supply from the District’s own groundwater wells to supply all
customers within the District’s service area.

The District will plan for at least 20 years into the future, so that future water resource
limitations can be handled effectively.

The District will ensure that the capacity of the system, including supply sources, pump
stations, and transmission mains, is sufficient to meet the maximum day demand of the
system.
5.2.3
Fire Flow
The District will plan its water system to provide fire flows at the rate and duration determined
by the Kitsap County Fire Marshal. In general, these requirements for existing structures within
the District’s service area range from a minimum of 500 gpm at 20 psi for a duration of 30
minutes for rural single family residences, to a maximum of 4,000 gpm at 20 psi for a duration of
two hours for large commercial structures. Minimum fire flow requirements for non-residential
buildings are generally 1,500 gpm at 20 psi for a duration of two hours.
5.2.4
Conservation

The District will promote the efficient and responsible use of water through its own water
conservation programs and will conserve water during a water shortage.

The Silverdale Water District Water Use Efficiency Plan, which is contained in
Appendix 4-1, describes the District’s current conservation program.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-2
2013 Comprehensive Water System Plan
August 2014
5.2.5
Reclaimed Water
The District acknowledges that reclaimed water (i.e., water that has been derived from municipal
wastewater that has been adequately and reliably treated such that it may be used for beneficial
purposes) represents an important resource that can be used to extend the capacity of its potable
water supplies and delivery infrastructure. This is important due to the limited amount of
additional water supplies that are available in Kitsap County to meet future needs. Specifically,
the District sees an opportunity to reduce the potable water system’s peak day demands by
utilizing reclaimed water primarily for peak uses such as landscape and turf irrigation. In
addition, the District intends to evaluate and pursue other reclaimed water opportunities
regarding commercial uses (e.g., toilet flushing) and environmental applications (e.g., wetland
enhancement and groundwater recharge). The District’s plan for implementing this policy
direction is detailed in its Reclaimed Water Program, contained in Appendix 4-3.
5.2.6

Regional Participation
The District will participate in regional supply management and planning activities to
protect the environment, reduce cost of service, and improve reliability, water quality and
quantity. The District is participating in the following regional activities:
-
Kitsap Watershed Planning for WRIA 15
-
Kitsap County Water Utility Coordinating Committee
-
Water Purveyors Association of Kitsap (WaterPAK)
-
US Geological Survey Groundwater Modeling Effort for the Kitsap Peninsula
Participation in these activities include attending meetings, providing information for
studies and performing water quality monitoring tasks, as needed.

The District will supply all customers within the District’s service area.
5.3 Customer Service Policies
5.3.1
Duty to Serve
The District has a duty to provide service to all new connections within its Retail Service Area,
per the Municipal Water Law, when the following four conditions are met:
1. Capacity. The District must have sufficient capacity to provide water to a new
connection in a safe and reliable manner.
2. Consistent. The requested service must be consistent with adopted local plans and
development regulations.
3. Water Rights. The District must have sufficient water rights to provide service.
4. Timely and Reasonable. The District must be able to provide service in a timely and
reasonable manner to authorize service per a request.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-3
2013 Comprehensive Water System Plan
August 2014
Further detail on the process by which the District reviews applications for service and
determines if the above conditions are met is provided in Section 5.3.2.
If sufficient water resources are available, the District will normally provide water service to
property lying within the District’s Retail Service Area. This water service will be consistent
with the requirements of the County’s Coordinated Water System Plan.
As part of its Duty to Serve, the District also acknowledges that it ultimately has a responsibility
to serve all properties located within its Retail Service Area. As such, the District is prepared
(and has plans) to acquire some of the small systems that are located within its service area,
when conditions are appropriate. Specific potential near-term system acquisitions are discussed
in more detail in Section 9.
5.3.2
Water Service and Connection

The District will strive to provide potable water service to all people within the District’s
water service boundary, provided all policies related to service can be met.

All proposed developments within the District’s water service boundary shall connect
directly to the District’s water system, unless deemed unfeasible by the District at the
time of the request.

Water system extensions required to provide water service to proposed developments
shall conform to the District’s adopted design criteria, construction standards and
specifications, as shown in the developer extension program for Silverdale Water
District.

Requests for new water service begin with a Water Availability Application. The
application includes property location information. The District determines if water is
available, or what it will be necessary to serve the property. The application shall be
reviewed by the General Manager and costs shall be determined. A Water Availability
Letter will be produced and returned to the applicant within two weeks. Service is
scheduled upon receipt of payment and upon determination of sufficient water system
capacity. The turnaround time for service installation, once the service is paid for, shall
be within two weeks

The District periodically evaluates the capacity of all groundwater wells and associated
water rights to ensure that the system can provide adequate water service to both existing
and future water customers. Storage and distribution/transmission capacity is evaluated
every six years during the water system plan update process.

Delays resulting from non-technical conditions that affect the District’s ability to provide
new water service are the responsibility of the applicant. These conditions include, but
are not limited to, environmental assessments and local ordinances.

Time extensions in regards to water availability are granted in accordance with the
associated permit requirements. When extensions are denied, the disputes are handled
through the District’s dispute resolution process.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-4
2013 Comprehensive Water System Plan
August 2014

5.3.3

5.3.4
Any customer with a dispute may request a meeting with the General Manager; the
General Manager shall require the customer to produce reasonable evidence and
documentation to support the customer’s request. Any decision of the General Manager
may be appealed to the Board of Commissioners of the District. A majority vote of the
Board of Commissioners shall be final
Temporary Services
No waiver of compliance with standards is allowed for temporary water service.
Emergency Service

Compliance with standards may be deferred for emergency water service.

Policy criteria may be waived by the Board of Commissioners for emergency service.
5.3.5
Planning Boundaries
For planning purposes, the District will use retail water service boundaries established by
agreement as a result of the regional coordinated water system plan (Kitsap County Coordinated
Water System Plan) and as approved by the Department of Health through the Comprehensive
Water System Plan approval process. Within its retail service area, the District is working to
annex properties to increase the area contained within the District’s voting boundaries.
5.4 Facility Policies
This section describes the planning criteria and policies used to establish an acceptable hydraulic
behavior level and a standard of quality for the water system. Additional criteria are contained
in the District’s Conditions and Standards, a copy of which is included in Appendix 5-2 of this
plan.
5.4.1
Minimum Standards
All proposed developments within the District’s service area shall conform to the District’s
adopted design criteria, construction standards and specifications (which are provided in the
District’s Conditions and Standards).
5.4.2
Pressure

The District will endeavor to maintain a minimum pressure of 30 psi at customer meters
during all demand conditions, excluding a fire or other emergency situation.

The District will endeavor to maintain a maximum pressure of 130 psi in the water mains
during normal demand conditions, excluding pressure surges. The District will install
pressure reducing valves on individual services for reducing pressures over 70 psi.

During fire conditions, the minimum pressure at customer meters and throughout the
remainder of the system will be at least 20 psi.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-5
2013 Comprehensive Water System Plan
August 2014

5.4.3
During a failure of any part of the system, the maximum pressure will not exceed 150 psi.
Velocities

Under normal demand conditions, the velocity of water in a water main should be less
than 5 feet per second (fps).

During emergency conditions, such as a fire, and for design purposes, the velocity of
water in a water main may exceed 5 fps, but may not exceed 10 fps.
5.4.4
Storage

Storage within the distribution system must be of sufficient capacity to supplement
supply when system demands are greater than the supply capacity (equalizing storage)
and still maintain sufficient storage for proper pump operation (operational storage), fire
suppression (fire flow storage) and other emergency conditions (standby storage).

Equalizing storage must be stored above the elevation that yields a 30 psi service
pressure to the highest service in the zone.

Standby storage must be stored above the elevation that yields a 20 psi service pressure
to the highest service in the zone.

Fire flow storage must be stored above the elevation that yields a 20 psi service pressure
to the highest service in the zone.

The District will provide sufficient standby storage for an emergency condition in which
a major supply source is out of service. The volume of storage will be consistent with
that required by the current version of the Washington State Department of Health’s
Water System Design Manual.

The District will provide sufficient storage for a fire condition equal to the system’s
maximum fire protection water demand and the required duration.

The District will have high-water level and low-water level alarms.

Water level indicators will be located at the District’s administrative office.

Storage facilities will be located in areas where they will satisfy the following
requirements:
1. Minimize fluctuations in system pressure during normal demands.
2. Maximize use of the storage facilities during fires and peak demands.
3. Improve the reliability of supply to the water system.
5.4.5
Transmission and Distribution

Where practical, transmission and distribution mains will be looped to improve water
quality increase reliability, increase fire flow capacity and decrease head losses.

All water mains will comply with the generally recognized design criteria from the
AWWA and Department of Health guidelines that follow:
Section 5 – Policies and Design Criteria
Silverdale Water District
5-6
2013 Comprehensive Water System Plan
August 2014
1. All new construction will be in accordance with the District’s construction standards,
a copy of which is included in Appendix 5-2 of this plan.
2. Distribution system design assumes that adequately sized service lines will be used.
All residential service lines will be one inch or larger. Service lines will be the same
size as the meter or larger.
3. The minimum diameter of distribution mains will be six inches. Water mains not
required to carry fire flow and located within cul-de-sacs, as determined by the
District, may be four inches in diameter. All water mains will be ductile iron or
HDPE pipe.
4. All new distribution mains will be sized by a hydraulic analysis acceptable to the
District.
5. All new mains providing fire flow will be sized to provide the required fire flow at a
minimum residual pressure of 20 psi and maximum pipeline velocity of 10 feet per
second during maximum day demand conditions. In general, new water mains that
will carry fire flow in residential areas shall be a minimum of 6 inches in diameter,
and looped for multi-family residential developments. New water mains in
commercial, business park, industrial and school areas shall be a minimum of 12
inches in diameter, and looped.
6. Valve installations will satisfy the following criteria:
a. Zone valves will be located at all pressure zone boundaries to allow future
pressure zone re-alignment without the need for additional pipe construction.
b. Isolation valves will be installed in the lines to allow individual pipelines to be
shut down for repair or installing services. Unless it is impractical to do so, the
distance between isolation valves will not exceed 300 feet in commercial areas,
1,200 feet in rural areas and 600 feet in all other areas. A minimum of three
valves will be provided per cross and two valves per tee.
c. Air/vacuum release valves will be placed at all high points or “crowns” in all
pipelines.
d. Blow-off assemblies shall be located at the end of dead-end water mains where
there is not a fire hydrant. If a water main extension is expected in the future, the
blow-off assembly shall have a valve the same size as the main with concrete
thrust blocking.
e. Individual pressure reducing or check valves must be installed on all new
customer service lines in the District. The Uniform Plumbing Code requires
pressure reducing valves on customer service lines if pressures are greater than 80
psi. Pressure reducing valves protect customers from high pressures in case a
mainline pressure reducing station fails. Check valves prevent hot water tanks
from emptying into the water system when the water main is empty or when the
pressure in the main is less than the pressure in the tank, and prevent
contamination of the distribution system caused by possible cross-connections in
the customer's pipes or fixtures.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-7
2013 Comprehensive Water System Plan
August 2014
7. Fire hydrant installations will satisfy the following criteria:
a. Fire hydrants serving detached single family dwellings or duplex dwellings on
individual lots will be located not more than 600 feet on center such that all single
family lots are within 300 feet from a fire hydrant, as measured along the path of
vehicular access.
b. Fire hydrants serving any use other than single family dwellings or duplex
dwellings on individual lots will be located not more than 300 feet on center such
that all lots are within 150 feet from a fire hydrant, as measured along the path of
vehicular access.
c. Central Kitsap Fire and Rescue (or the appropriate fire department) and the
District will review all proposed fire hydrant installations to ensure the correct
number, location and spacing of fire hydrants for each project.
5.4.6

Supply and Pump Stations
All existing and future supply and pump stations will be modified/constructed to comply
with the following minimum standards:
1. All structures will be non-combustible, where practical.
2. All buildings will have adequate heating, cooling, ventilation, insulation, lighting and
work spaces necessary for on-site operation and repair.
3. Sites will be fenced to reduce vandalism and District liability where appropriate.
4. Each station will be equipped with a flow meter and all necessary instrumentation to
assist personnel in operating and troubleshooting the facility.
5. Emergency power capability will be provided to at least one pump station supplying
each pressure zone.

Pumps will be operated automatically with flexibility in pump start/stop settings.

Stations will be operated with the provision for at least two methods of control, to
minimize system vulnerability.

Manual override of stations will be provided for and located at the administrative office
using the District’s telemetry and supervisory control system.

Stations will be monitored with alarms for the following conditions:
1. Pump started automatically or manually.
2. Pump failure to start.
3. Power phase failure.
4. Communication failure.
5. Water in structure.
6. Low suction pressure.
7. High discharge pressure.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-8
2013 Comprehensive Water System Plan
August 2014
8. Intrusion and fire.
9. Water level in the well.

Stations will have the following indicators:
1. Local flow indication and totalizing.
2. Flow indication and totalizing at the administrative office.
3. Recording of combined supply flow to the system.
4. Run time and number of starts.

Stations will be placed wherever necessary to fulfill the following criteria:
1. Provide supply redundancy to a pressure zone.
2. Improve the hydraulic characteristics of a pressure zone.
3. Maximize storage availability and transmission capacity.
4. Improve water quality (i.e., increase circulation) and quantity.
5.4.7
Pressure Reducing Stations

All pressure reducing valves will be placed in vaults that are large enough to provide
ample work space for field inspection and valve repair.

Vaults will drain to daylight or be equipped with sump pumps to prevent vault flooding.

Pressure relief valves will be provided on the low-pressure side of the pressure reducing
valves to prevent system over-pressurizing in case of a pressure reducing valve failure
and will be sized by hydraulic analysis.
5.4.8
Control
The District’s control system must be capable of efficiently operating the water system's
components in accordance with this Plan and in response to reservoir levels, system pressures,
abnormal system conditions, electrical power rate structure and water costs. The system must be
reliable and kept up to date to avoid disruption of customer water service and maintain efficient
use of water supplies.
5.4.9
Maintenance

Facility and equipment breakdown is given highest maintenance priority. Emergency
repairs will be made even if overtime labor is involved.

Equipment will be scheduled for replacement when it becomes obsolete and as funding is
available.

Worn parts will be repaired, replaced, or rebuilt before they represent a high failure
probability.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-9
2013 Comprehensive Water System Plan
August 2014

Spare parts will be stocked for all equipment items whose failure will impact the ability
to meet other policy standards.

Equipment that is out of service will be returned to service as soon as possible.

A preventive maintenance schedule will be established for all facilities, equipment and
processes.

Tools will be obtained and maintained to repair all items whose failure will impact the
ability to meet other policy standards.

Dry, heated shop space will be available for maintenance personnel to maintain facilities.

All maintenance and operations personnel will be trained to efficiently perform their job
descriptions.

Maintenance will be performed by the water maintenance staff and supervised by the
Maintenance Manager and/or the Operations Manager.

Written records and reports will be maintained on each facility and item of equipment
showing operation and maintenance history.
5.5 Financial Policies
5.5.1
General

The District will set rates that are based on equity, fairness and efficiency to its
customers.

Rates and additional charges established for the District are:
1. Cost-based rates that recover current, historical and future costs associated with the
District’s water system and services.
2. Equitable charges to recover costs from customers commensurate with the benefits
they receive.
3. Adequate to provide a sufficient and stable source of revenue to ensure proper
operation and maintenance, development and perpetuation of the water system and
preservation of the District’s financial integrity.

Existing customers of the District will pay the direct and indirect costs of operating and
maintaining the facilities through water rates. In addition, the water rates will include
debt service incurred to finance the capital assets of the District.

New customers seeking to connect to the water system will be required to pay a
connection charge for an equitable share of the historical cost of the system. Connection
charge revenues will be used to fund the Capital Improvement Program in conjunction
with rate revenue.

New and existing customers will be charged for extra services through separate ancillary
charges based on the costs to provide the services. Ancillary charges can increase
equitability and increase operating efficiency by discouraging unnecessary demand for
services. The charges are reviewed regularly and updated annually based on the costs to
Section 5 – Policies and Design Criteria
Silverdale Water District
5-10
2013 Comprehensive Water System Plan
August 2014
provide the service. Revenue from ancillary charges will be used to finance annual
operations and maintenance.

The District has established a water rate model, which appropriately assigns budgeted
expenses to the customers who benefit or cause those costs to be incurred.

The District maintains information systems that provide sufficient financial and statistical
information to ensure conformance with rate-setting policies and objectives.

User charges are sufficient to provide cash for the expenses of operating and maintaining
the system. To ensure the fiscal and physical integrity of the utility, each year an amount
is set aside and retained for capital expenditures, which will cover some portion of the
depreciation of the water distribution plant. The amount is transferred from the General
Fund to the Construction Fund for general purposes or for specific purposes.

The District maintains the Rate Stabilization Fund to cover unanticipated fluctuations in
cash flow. A Cash Reserve is available to cover unanticipated emergencies and
maintenance needs.

Fees and charges are calculated for the service area as a whole. Rates will be the same
regardless of service location for existing customers.
5.5.2
Connection Charges
Owners of properties that have not been assessed, charged, or borne an equitable share of the
cost of the water system will pay one or more of the following connection charges prior to
connection to a water main:
1. Front Footage Charge: The front footage charge is established by the District and
provides for the reimbursement of a pro rata portion of the original cost of water system
extensions and facilities.
2. Capital Facilities Charge: The capital facilities charge will be assessed against any
property that has not participated in the development of the water system.
3. Service Installation Charge: The service installation charge recovers the cost of meter
and service line installation.
4. Developer Extension Charges: These charges are for the administration, review and
inspection of developer extension projects, in accordance with the District’s Developer
Extension Program.
5.6 Organizational Policies
5.6.1
Structure
The three members of the Board of Commissioners are elected by the registered voters in the
District. The Board hires a General Manager who has the day to day responsibilities for
operation of the water system. Upon recommendation by the General Manager, the Board also
hires other staff. Among them are the Assistant General Manager, Maintenance Manager, and
Finance Manager. The Assistant General Manager and Maintenance Manager are responsible for
Section 5 – Policies and Design Criteria
Silverdale Water District
5-11
2013 Comprehensive Water System Plan
August 2014
operation and maintenance activities.
Manager.
5.6.2
Each of these staff members reports to the General
Staffing

Personnel certification will comply with state standards.

The District will promote staff training.
Section 5 – Policies and Design Criteria
Silverdale Water District
5-12
2013 Comprehensive Water System Plan
August 2014
6. Water Source and Quality
6.1 Introduction
The two basic objectives of a water system are to provide a sufficient quantity of water to meet
customer usage demands and to provide high quality water. Section 7 discusses Silverdale
Water District (District) ability to supply a sufficient quantity of water and identifies future
source requirements. This section discusses the District’s existing water sources, water rights,
water quality regulations and water quality monitoring results.
6.2 Existing Water Sources and Treatment
6.2.1
Water Sources
The District currently draws water from 11 active wells which draw from three different aquifers
to serve the District’s customers. Well depths range from approximately 125 feet to 1,100 feet.
Within the District’s service area is one satellite system, which has its own groundwater source.
There are two total wells that are used to serve the small satellite systems. Additional
information on each of the District’s existing sources is presented in Section 2.
6.2.2
Water Treatment
The District recently implemented routine disinfection on all active water sources. Chlorination
is achieved by continuous injection of a 1 to 2 percent diluted solution from a 12.5 percent
concentrated solution of sodium hypochlorite during operation of the pumps at the facility. The
chlorination equipment consists of a 100 to 600 gallon dilution tank and metering pump for the
disinfection process.
6.3 Water Rights
6.3.1
Overview
A water right is a legal authorization to use a specified amount of public water for specific
beneficial purposes. The water right amount is expressed in terms of instantaneous withdrawal
rate and annual withdrawal volume. Washington State law requires users of public water to
receive approval from the Washington State Department of Ecology (Ecology) prior to actual use
of the water. This approval is granted in the form of a water right permit or certificate. However,
a water right is not required for certain purposes (typically individual residences) that use 5,000
gallons per day or less of groundwater from a well.
6.3.2
Existing Water Rights
The District currently holds water right permits and certificates for its sources of municipal water
supply. A summary of the District’s groundwater rights is presented in Table 6-1. All of the
Section 6 – Water Source and Quality
Silverdale Water District
6-1
2013 Comprehensive Water System Plan
August 2014
sources listed in the table are currently used by the District. The District’s instantaneous
groundwater rights that are used, including the Silver Sound Satellite System, total 9,756 gpm.
Of this amount, 3,093 gpm is in the form of water right applications.
The District also has several surface water rights that are no longer actively used. The
certificates are valid primary rights that are related to some of the District’s supplemental
groundwater rights. Supplemental groundwater rights draw against the annual surface water
rights that are not actively used. The District’s surface water certificates are presented in Table
6-2.
The District’s water rights include several supplemental annual water rights, as shown in Table
6-1. The supplemental water rights can individually be used to their full instantaneous (gpm)
and annual (acre-feet) limitations, but the total annual quantity of water pumped from all of the
District’s existing municipal water rights must not exceed the primary annual water right total of
3,240.5 acre feet for groundwater and 1,153 acre-feet for surface water. Essentially,
supplemental water rights allow additional wells to be used within the District’s service areas,
but do not increase the total annual primary water right amount.
Within the District’s service area, the Silver Sound Water System is currently the only satellite
water system, having two associated wells. The water rights are still in application form.
Copies of the municipal water right certificates and permits are included in Appendix 6-1.
Section 6 – Water Source and Quality
Silverdale Water District
6-2
2013 Comprehensive Water System Plan
August 2014
Table 6-1. Existing Ground Water Rights
Permit,
Certificate or
Claim #
G1-00654C
G1-20836C
G1-22194C
G1-23004C
G1-23399C
G1-23389C
Existing Water Rights
Maximum
Maximum
Annual
Instantaneous Flow
Volume(Qa)
Rate(Qi) gpm
AF/yr
350
57.5
310
200
280
112.9
210
336
200
320
188
300
G1-24920C
100
G1-24644C
G1-24645C
G1-24646C
G1-25436C
G1-*07018C
G1-*10271C
G1-22105C
G1-25492P
G1-22992P
G1-21095C
Subtotal
Applications
G1-25976A
G1-26055A
365
1,600
405
300
350
100
125
1,000
690
90
6,663
G1-26631A
1,000
G1-27271A
50
G1-27467A
43
Subtotal
Total
Annual
Supplemental
Ac/yr
Source Name/
Number
Dawn Park
Spirit Ridge 1 and 2
Selbo Road Well
Bucklin Ridge
Chena 1
Dickey School
Graystone/Harbor
Water Co. Inc.
Island Lake Well
Spirit Ridge 4
Chena 2
Hess
Provost Road Well
Eldorado Well 1
Eldorado Well 2
Wixson (2 wells)
Spirit Ridge 3
Forest Creek Well
25
448
1,127
560
393
560
45
51
1,057.9
665
62.1
1,104
14.5
3,197
11/10/1986
4/22/1985
4/22/1985
4/22/1985
5/8/1989
2/14/1964
6/23/1969
9/23/1974
7/12/1989
10/28/1977
12/6/1973
4,241.9
1,000
1,000
Westwind
Ridgetop
Frontier Woods
(2 wells)
Chagnon (Nash)
Silver Sound
(Civilla/Smalley)
4
3,093
9,756
Priority
Date
1/16/1970
8/15/1973
11/15/1974
11/16/1977
3/26/1979
5/25/1979
4
3,201
11/13/1990
11/13/1990
6/18/1992
8/24/1993
5/16/1994
0
4,241.9
Table 6-2. Surface Water Rights
Existing Water Rights
Permit,
Certificate or
Claim #
S1-*01306CC
S1-*03816CC
S1-*13084C
S1-*16361AWC
Maximum
Instantaneous Flow
Rate(Qi) gpm
45
180
251
126
S1-*05213C
45
72.4
S1-*05214C
22
36.2
S1-*14906C
90
144.8
Total
759
1,016.4
Section 6 – Water Source and Quality
Silverdale Water District
Maximum Annual
Volume(Qa) AF/yr
Annual
Supplemental
Ac/yr
763
360
Source Name/
Number
Woods Creek
Woods Creek
Woods Creek
Woods Creek
Eldorado S.
Creek
Eldorado N.
Creek
Eldorado S.
Creek
Priority
Date
4/21/1925
4/26/1933
6/24/1954
9/30/1960
7/27/1940
7/27/1940
7/14/1958
360
6-3
2013 Comprehensive Water System Plan
August 2014
Water Rights Evaluation
An evaluation of the District’s existing water rights was performed to determine the sufficiency
of the water rights to meet both existing and future water demands. Appendix 6-2 provides the
detailed water rights self-assessment forms for the District’s groundwater rights, as required by
the Department of Ecology. Table 6-3 provides a summary of that information, comparing the
District’s existing groundwater rights with current, 6-year, and 20-year demands. As shown in
this table, the District has sufficient water rights (both instantaneous and annual amounts) to
meet its existing and projected 20-year demands. This is true even when the District’s water
rights applications are not considered.
Table 6-3. Water Rights Capacity Summary
Current (2012)
Maximum
Maximum
Annual
Instantaneous
Volume,
Flow, Qi
Qa
gpm
AF/yr
mgd
mg
Existing Water Rights
6,663
3,197.0
(without Applications)
9.59
1,041
2,931
2,253.2
Water Demand
4.22
734
3,732
943.8
Surplus/(Deficiency)
5.37
307
Existing Water Rights
9,756
3,201.0
(with Applications)
14.05
1,043
2,931
2,253.2
Water Demand
4.22
734
6,825
947.8
Surplus/(Deficiency)
9.83
309
Note: Summary only considers groundwater rights.
6.3.3
6-Yr (2018)
Maximum
Instantaneous
Flow, Qi
gpm
mgd
6,663
9.59
3,118
4.49
3,545
5.10
9,756
14.05
3,118
4.49
6,638
9.56
Maximum
Annual
Volume,
Qa AF/yr
mg
3,197.0
1,041
2,398.9
781
798.1
260
3,201.0
1,043
2,398.9
781
802.1
262
20-Yr (2032)
Maximum
Instantaneous
Flow, Qi
gpm
mgd
6,663
9.59
3,940
5.67
2,723
3.92
9,756
14.05
3,940
5.67
5,816
8.38
Maximum
Annual
Volume,
Qa AF/yr
mg
3,197.0
1,041
3,026.7
986
170.3
55
3,201.0
1,043
3,026.7
986
174.3
57
Water Rights Planning
Based on the demand projections and the District’s current water rights, it is not apparent that the
District will need to obtain additional primary annual water rights within the coming 20 years.
The District will strive to use its existing water sources efficiently by continuing its current
conservation activities and implementing proposed measures, as outlined in the District’s Water
Conservation Plan.
6.4 Water Quality Monitoring
6.4.1
Overview
The quality of drinking water in the United States is regulated by the Environmental Protection
Agency (EPA). Under provisions of the Safe Drinking Water Act (SDWA), the EPA is allowed
to delegate primary enforcement responsibility for water quality control to each state. In the
State of Washington, the Department of Health (DOH) is the agency responsible for
implementing and enforcing the drinking water regulations. For the State of Washington to
Section 6 – Water Source and Quality
Silverdale Water District
6-4
2013 Comprehensive Water System Plan
August 2014
maintain primacy (delegated authority to implement requirements) under the SDWA, the State
must adopt drinking water regulations that are at least as stringent as the federal regulations. In
meeting these requirements, the State has published drinking water regulations that are contained
in Chapter 246-290 of the Washington Administrative Code (WAC). According to WAC 246290, a Group A public water system is defined as serving 15 or more residential connections or
25 or more people per day for 60 or more days per year. As a Group A public water system, the
District is required to satisfy drinking water quality regulations and conform to monitoring and
reporting requirements as described by WAC 246-290.
6.4.2
District Water Quality Monitoring Program Overview
The District conducts water quality monitoring in compliance with EPA and DOH requirements.
Annually the District reviews its Water Quality Monitoring Report (WQMR), as issued by DOH,
and communicates any issues, or asks for clarification, with the State.
The District plans for two rounds of sample collection per year. The first occurs when summer
sources are running; the other at the end of the year when winter sources are operational.
Generally these occur during September/October and November/ December.
The approaches to monitoring for various parameters are outlined below, along with a summary
of any recent or current monitoring violations. Details regarding the District’s water quality
results are contained with DOH’s Sentry database system, accessible online at DOH’s website.
Inorganic Chemicals (IOCs)
a. The District samples for the full suite of inorganics in each well every three years.
b. Nitrates are sampled for each well once per year.
c. The District does not utilize IOC waivers offered by DOH. Inorganic information is often
requested by customers and helps to diagnose water quality issues. It is the District’s
policy to ensure frequent sampling and information gathering processes.
d. Currently the District has no primary maximum contaminant level (MCL) violations. The
District does have wells with manganese detections (Ridgetop, Dawn Park) and one well
with detectable arsenic (Bucklin Ridge).
Volatile Organic Chemicals (VOCs)
a. District samples all wells for VOCs a minimum of once every six years.
b. Wells with a moderate susceptibility are sampled once every three years.
c. No source has tested positive for a VOC contaminate.
Synthetic Organic Chemicals (SOCs)
a. The District’s historical sampling record indicates no presence of SOCs in it ground
water wells.
Section 6 – Water Source and Quality
Silverdale Water District
6-5
2013 Comprehensive Water System Plan
August 2014
b. The District will purchase waivers offered by the State and reduce the amount of
sampling performed in order to save financial resources.
c. The State has not identified future sampling requirements for groundwater sources. If
sampling is required, the District may take advantage of any waivers offered.
Radionuclides
a. Until 2009 the State accepted any source with a previous historical radionuclide sample
to fulfill this requirement. The District did not conduct additional sampling.
b. In 2009, 2010, and 2011, the District sampled all wells. Three wells had very low
detections, one of which is an active source (Dawn Park Well). This well will continue to
be monitored.
Unregulated Contaminant Monitoring Rule (UCMR)
a. Since the District serves more then 10,000 people, it is subject to performing UCMR
sampling. Every three to five years the District samples all wells according to the UCMR
list identified contaminates. Typically the two rounds of sampling are preformed with 12
months, five to seven months apart per EPA guidelines.
b. The District historically splits the sampling schedule over two budget years.
Lead and Copper
a. The District is approved for reduced lead and copper monitoring.
b. 30 homes are listed and sampled.
c. Samples are taken during July, every three years.
d. The monitoring process is as follows:
1. Letter is sent to home.
2. Sample bottle is dropped off with forms to fill out.
3. Staff monitors and picks up sample bottles and forms as customers perform sampling.
4. Letters and phone calls are used to remind customers about sampling.
5. Last samples are picked up.
6. Results will be communicated back to sample locations via a letter.
7. The District is willing to resample any questionable results. In 2012 the District had a
home test higher then previous years for lead. The District re-sampled for piece of
mind to the customer.
Asbestos
a. As of 2013, AC mains consist of approximately 15% of the total distribution system by
length. Since the District still has more than 10% AC main, an Asbestos fiber sample is
taken every nine years. All results have been well within the limits. The District includes
in its capital budget an AC main replacement program, which after 6-years, the proposed
Section 6 – Water Source and Quality
Silverdale Water District
6-6
2013 Comprehensive Water System Plan
August 2014
projects will reduce the percentage of AC mains in the distribution to approximately
11%. Figure 6-1 shows a map of the AC mains in the distribution system and identifies
the 6 year and 20 Year replacement projects..
Coliform Monitoring Program
a. The District evaluates the Coliform Monitoring Program Annually. The prescribed
number of samples is distributed amongst pressure zones based on connections,
population serves, and length of water main.
b. Sample locations are distributed throughout the pressure zone. The District takes into
account sensitive populations such as schools, hospitals, nursing facilities.
c. Sample locations are distributed to cover both high turn over areas and areas of high
water age.
d. The District also has a policy to sample all reservoirs that are in play, with repeat samples
after a coliform or e coli detection.
Disinfection By Product Sampling
a. The District used the EPAs IDSE sampling guidelines to write its sampling program.
b. A water age map was also generated and utilized to identify the oldest and average water
age in each zones. The map was generated for both average day and peak day demand
conditions.
c. The District is subject to reduced monitoring under the 30/40 certification.
Section 6 – Water Source and Quality
Silverdale Water District
6-7
2013 Comprehensive Water System Plan
O
FJ
AT
DR
HW
Y
E
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E
ST
RD
VIK
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AY
NW
VIKING WAY NW
LI BERTY
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Silverdale Way PRV
$
Central Valley PRV
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OLYMPIC
Shadow Glen 0.3MG
& 0.13MG (Inactive)
Reservoirs
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$
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TA
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Mt View PRV
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Spirit Ridge Reservoir,
Well No. 3 & BPS
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$
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Ridgetop
ReservoirWA
AG
Well & BPS
N
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Chena Wells
No.1 & 2 (Inactive),
BPS (Inactive)
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!
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Heights
Reservoir
Newberry
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NW FAIRGROUN DS RD
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Area Boundary *
Urban Growth
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RIDDELL RD
PINE RD NE
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Legend
NE MCWILLIAMS RD
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!
[
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NE FAIRGRO UNDS RD
Y NW
Windsong PS
Eldorado
Reservoir
Well & BPS
$
STATE HWY 303 NE
$
NE WAAGA WAY
!
Ø Selbo Well
TRACYTON BLVD NW
J
K
Newberry $
Hill
PRV
Chena Reservoir
NW
NW W
A
W AG
AA A
GA W
AY
W
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Huckle Ridge PRV
Shelley PRV
ST A
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HW
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NW
J
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!
Ø
!
Ø
[!
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$
Ridgetop PRV
WA
Y
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Hillsboro PRV
$
$
NW BUCKLIN HILL RD
$
ØDickey Well
J
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[ !
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(Inactive)
[
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!
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GA
AA
W
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!
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NW
TO
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$
RIDGETOP BLVD NW
Anderson HillN WPRV
Dickey
Reservoir
& BPS
!
Ø
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$
Provost Reservoir
Well and BPS
$
NW
Vintage PRV
$
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!
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CENTRAL VALLEY RD NE
Westwind Reservoir
Well and BPS
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!
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!
Ø
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NH
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Silversound
Wells No. 1 & 2
NW NEWBERRY HILL RD
Hollow
PRV
HW
N
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Island Lake
Reservoirs & Well
$ Quail
3 NW
$
Woxson
Reservoir
& Well
ØJ
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Bucklin Ridge Well
& Reservoir (Inactive)
Old Frontier PRV
AND
$
BL V
D
SILVERDALE UGA
Schold PRV
RID
GE
E
STAT
H WY
NW TRIGGER AVE
N
W
Asbestos Concrete
Water Main (in)
<=4
5
6
8
Figure 6-1
Asbestos Concrete Waterline Map
10
12
>12
Silverdale Water District
Water System Plan
6-Yr Replacement
20-Yr Replacement
* Also the District's water rights "Place of Use"
I
0 1,000
2,000
4,000
6,000
8,000
Feet
Aug 2013
August 2014
6.4.3
District Water Quality Monitoring Plans
The following water quality monitoring plans and related information are provided in Appendix
6-3:

Coliform Monitoring Plan
o Sample locations (for both 50-sample and 60-sample routines)
o Coliform Emergency Response Plan Flowchart
o Coliform Emergency Response Plan
o Triggered Source Monitoring Plan

IDSE Standard Monitoring Plan

Stage 1 DBP Monitoring Plan

Stage 2 DBP Monitoring Plan

Water Quality Monitoring Plan (example, 2012)
6.4.4
Wellhead Protection Program
All federally defined Group A public water systems that use groundwater as their source are
required to develop and implement a wellhead protection program. In addition, purveyors of
water systems using groundwater under the direct influence of surface water (GWI) source are
also required to develop and implement a watershed control program. The Washington State
mandate for Wellhead Protection and Watershed Control Programs is in WAC 246-290-135,
which became effective in July of 1994. In Washington State, DOH is the lead agency for the
development and administration of the State’s Wellhead Protection and Watershed Control
Programs.
A wellhead protection program is a proactive and ongoing effort of a water purveyor to protect
the health of its customers by preventing contamination of the groundwater that it supplies for
drinking water. A watershed control program is an effort to identify and inventory any existing
contaminant in the interacting surface water and prevent any additional contaminants from
entering the water system. All required elements of a local Wellhead Protection (systems using
only groundwater, applicable to the District) or Wellhead Protection and Watershed Control
Program (systems with GWI and/or surface water, not applicable to the District) must be
documented and included in either the Comprehensive Water System Plan (applicable to the
District) or Small Water System Management Program document (not applicable to the District).
A copy of the District’s Wellhead Protection Program is contained in Appendix 6-4 of this plan.
As part of this water system plan update, the District has updated its inventory of potential
contaminant sources, which is provided in Appendix 6-4. Notification letters have been
distributed to all property owners contained in this list.
In addition, the District is engaged in the following ongoing source water protection activities:
Section 6 – Water Source and Quality
Silverdale Water District
6-9
2013 Comprehensive Water System Plan
August 2014

Ongoing monitoring with direct dial-in fax notifications for two gas stations. When
alarms are received, follow-up actions are taken by the District and gas station owners.

Ongoing discussions with local authorities (Kitsap County and Central Kitsap Fire and
Rescue) regarding projects utilizing hazardous materials.

Annual training provided to District employees through presentations by the Department
of Health at WaterPAK meetings.

The District is evaluating purchasing properties adjacent to wellheads. The District has
prioritized the properties based on land use actions.

The District is supporting the Kitsap Peninsula USGS groundwater model development.
This model will help utilities and consultants better understand the groundwater in Kitsap
County. With better understanding, the District can be more effective in its protection
activities.
6.4.5
Consumer Confidence Report
The final rule for the Consumer Confidence Report (CCR) was published in the Federal Register
on August 19, 1998, and became effective on September 18, 1998. Minor revisions were posted
in the Federal Register on May 4, 2000. The CCR is the centerpiece of the right-to-know
provisions of the 1996 Amendments to the SDWA. All community water systems, like the
District, were required to issue the first report to customers by October 19, 1999. The annual
report must be updated and re-issued to all customers by July 1 of each year thereafter.
The CCR is a report on the quality of water that was delivered to the system during the previous
12 months. The reports must contain certain specific elements; but may also contain other
information that the purveyor deems appropriate for public education. Some, but not all of the
information that is required in the reports, include the source and type of the drinking water, type
of treatment, contaminants that have been detected in the water, potential health effects of the
contaminants, identification of the likely source of contamination, violations of monitoring and
reporting, and variances or exemptions to the drinking water regulations. A copy of the
District’s 2012 CCR is contained in Appendix 6-5 of this plan.
Section 6 – Water Source and Quality
Silverdale Water District
6-10
2013 Comprehensive Water System Plan
August 2014
7. Water System Analysis
7.1 Introduction
This section presents the engineering analysis of Silverdale Water District’s (District) existing
water system. Individual water system components were analyzed to determine their ability to
meet policies and design criteria under both existing and future water demand conditions. The
policies and design criteria are presented in Section 5 and the water demands are presented in
Section 4. A description of the water system facilities and their current operation is presented in
Section 2. Proposed improvements that resolve the deficiencies identified in this section are
presented in Section 9. The last section of this section presents the existing system capacity
analysis that was performed to determine the maximum number of equivalent residential units
(ERUs) that can be served by the District’s water system.
7.2 Pressure Zones
7.2.1
Zone Demand Split
Section 4 developed water demand projections for the entire system, but for the purpose of the
source, storage, and hydraulic analysis, it is necessary to determine how that water demand is
allocated throughout the system. The District can track water consumption in each pressure zone
through monitoring reservoir levels, pump operation, and well production collected by the
SCADA system. Based on data collected during 2011, an estimate for the percentage of water
usage is determined by comparing the annual water usage in each zone (or group of zones) with
the total water usage of the system. Table 7-1 presents the percentage of total demand for each
zone (or zone combination) that is used in the subsequent analyses for current and future demand
projections from Section 4.
Table 7-1. Pressure Zone Percentage of Total Demand
Pressure Zone/
Percentage of
Zone Combination
Total Demand
7.2.2
1
34%
2, 4, 4.1, 4.2, 4.4, and 4.5
35%
3 and 9
8%
3.2
1%
5 and 5.1
11%
6
5%
7
5%
Zone Peak Hour Demand
Peak hour demand in the District’s system is estimated from monitoring data collected from the
SCADA system for each pressure zone. Six representative days from 2011 were selected to
Section 7 – Water System Analysis
Silverdale Water District
7-1
2013 Comprehensive Water System Plan
August 2014
estimate the peak hour demand. Four of those days were a representative average day demand,
and two days were a representative maximum day demand. The following is a summary of which
representative days were selected for each zone’s maximum day demand to peak hour ratio.
Table 7-2 provides a summary of the Peak Hour peaking factors used in the subsequent
analyses.

For Zones 1, 2 and 4, 3, 6, and 7, the largest observed peak hour demand occurred during
a day with water usage approximating the maximum day demand. The Peak Hour ratio is
taken as the average of the ratios for the two sample days (9/6/2011 and 9/12/2011)
representing maximum day demand conditions. The ratio is then applied to the Maximum
Day Demand to estimate Peak Hour Demand.

For Zones 3.2 and 5, the largest observed peak hour demand occurred during a day with
water usage approximating the average day demand. The Peak Hour Ratio is the average
of the four days (1/21/2011, 4/21/2011, 6/15/2012, and 6/25/2011) with demand
approximating the ADD. The ratio is then applied to the Maximum Day Demand to
estimate Peak Hour Demand.
Table 7-2. Peak Hour Peaking Factors by Pressure Zone
Pressure Zone
PH:MDD ratio
1
1.6
2, 4, 4.1, 4.2, 4.4, and 4.5
1.7
3 and 9
2.1
3.2
4.9
5 and 5.1
2.1
6
1.6
7
1.9
Notes
(1) Data Source: Spreadsheet entitled Average Day Demand Calcs.xls
(2) For Zones 1, 2 and 4, 3, 6, and 7, the largest observed peak hour demand
occurred during a day with water usage approximately equal to the
maximum day demand. The Peak Hour ratio is taken as the average of the
ratios for the two sample days (9/6/2011 and 9/12/2011) representing
maximum day demand conditions. The ratio is then applied to the
Maximum Day Demand in the above table.
(3) For Zones 3.2 and 5, the observed peak hour demand occurred during a day
with water usage approximately equal to the average day demand. The Peak
Hour Ratio is the average of the four days (1/21/2011, 4/21/2011,
6/15/2012, and 6/25/2011) with demand approximating the ADD. The ratio
is then applied to the Maximum Day Demand in the above table.
7.2.3
Zone System Pressure
The ideal static pressure of water supplied to customers is between 40 and 80 psi. Pressures
within a water system’s distribution system are commonly as high as 120 psi. New services are
required to have pressure regulators on the service lines to reduce the pressure to 70 psi or less.
Section 7 – Water System Analysis
Silverdale Water District
7-2
2013 Comprehensive Water System Plan
August 2014
It is difficult for the District’s water system and most others to maintain distribution pressures
between 40 and 80 psi, primarily due to the topography of the water service area.
Table 7-3 lists each of the District’s fourteen pressure zones, the highest and lowest elevation
served in each zone, and the minimum and maximum distribution system pressures within each
zone, based on maximum static water conditions (full reservoirs and zero demands). The
hydraulic analysis section later in this section presents the results of the evaluation of pressures
based on the adequacy of the water mains (under dynamic conditions).
The District is currently providing water at pressures of at least 30 psi throughout the majority of
the water system, as shown in the table. However, there is a small area in Zone 1 (H.E. 223 feet)
with pressures below 30 psi. Another location within the District’s service area with moderately
low service pressures is located in the northeast portion of Zone 2 (H.E. 344 feet), near SR 303.
Other areas of the District’s system have moderately low pressures. These areas are described in
more detail in the Distribution and Transmission System analysis presented later in this section.
In Table 7-3, the listed pressures are calculated in the water main and the actual service pressure
for those areas noted as having high pressures is lower due to the required pressure regulators.
The District has accepted the high pressures due to this pressure regulator requirement; therefore
pressure zone improvements will not be necessary in these areas.
Table 7-3. Minimum and Maximum Distribution System Pressures
Highest Elevation Served
Lowest Elevation Served
Zone
1
2
3
3.2
4
4.1
4.2
4.4
4.5
5
5.1
6
7
9
Elevation Static Pressure Elevation Static Pressure
(feet)
(psi)
(feet)
(psi)
Existing System - Before Proposed Zone Modifications
162
26
15
90
285
26
53
126
280
35
60
130
297
41
198
84
405
35
165
139
295
82
210
119
218
116
120
158
278
90
168
137
249
102
139
150
432
31
160
148
274
99
32
204
420
41
350
71
539
39
345
123
421
50
265
118
7.3 Source Capacity Evaluation
7.3.1
Source Analysis Criteria
According to DOH planning requirements, sources of supply must be sufficient to meet
maximum day demands (MDD). This must hold true for each pressure zone within a system, as
Section 7 – Water System Analysis
Silverdale Water District
7-3
2013 Comprehensive Water System Plan
August 2014
well as for the system as a whole. In addition, for any “closed” pressure zone (i.e., a zone that
has no storage, and for which pressure is maintained by pumping), sources must be sufficient to
meet peak hour demands (PHD). The source capacity analyses presented below examine the
ability of the District’s existing sources of supply to meet these requirements. Tables 7-4
through 7-8 summarize the evaluation of source capacities for the District’s total system and sub
groups of pressure zones. These analyses are conducted by comparing the District’s water
demand forecast, presented in Section 4, with current source capacities. All evaluations assume
24-hour-per-day source operation.
7.3.2
Source Capacity Analysis Results
Total System
The combined capability of the District’s active groundwater well sources to meet both existing
and future demand requirements is presented in Table 7-4. The analysis is based on existing
pumping capacities of the individual wells. The demands used in the evaluation for 2018 and
2032 are future demand projections without reductions from conservation efforts, as shown in
Section 4. Therefore, if additional reductions in water use are achieved in the future through
water conservation efforts, the total source capacity required in the future will be less than that
shown in the table. The future demand requirements include projected demands for the District’s
satellite system. The District intends to connect the Silver Sound Water System to the District’s
main water system within the six-year planning period. Once this is connected, the District plans
on abandoning the wells that supply that system; thus, their capacities are not included in Table
7-4.
The results of the analysis indicate that the District has sufficient source capacity to meet
existing and projected future 2032 demands.
Section 7 – Water System Analysis
Silverdale Water District
7-4
2013 Comprehensive Water System Plan
August 2014
Table 7-4. Water Source Capacity Evaluation
Year
2012
2018
2032
Max(2)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's)
10,232
10,903
13,752
19,510
Average Day Demand gpd)
2,011,846
2,144,072
2,704,218
3,843,429
Maximum Day Demand (gpd)
4,216,521
4,493,648
5,667,629
8,071,200
Eldorado Well (220 gpm)
316,800
316,800
316,800
316,800
Provost Well (280 gpm)
403,200
403,200
403,200
403,200
Ridgetop Well (1000 gpm)
1,440,000
1,440,000
1,440,000
1,440,000
Westwind Well (420 gpm)
604,800
604,800
604,800
604,800
Hess Well (270 gpm)
388,800
388,800
388,800
388,800
Dawn Park Well (210 gpm)
302,400
302,400
302,400
302,400
Bucklin Ridge Well (175 gpm)
252,000
252,000
252,000
252,000
Spirit Ridge Well No. 3 (830 gpm)
1,195,200
1,195,200
1,195,200
1,195,200
Spirit Ridge Well No. 4 (1600 gpm)
2,304,000
2,304,000
2,304,000
2,304,000
Island Lake Well (300 gpm)
432,000
432,000
432,000
432,000
Wixson Well (300 gpm)
432,000
432,000
432,000
432,000
Total Available Source (gpd)
8,071,200
8,071,200
8,071,200
8,071,200
Source Surplus/(Deficiency) - Existing Sources (gpd)
3,854,679
3,577,552
2,403,571
0
Evaluation of Existing Sources
Available Existing Source (gpd)
Notes:
(1) Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
(2)
Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Max ERUs = Total Available Source / Maximum Day Demand per ERU (414 gpd/ERU).
7.4 Water Supply Facilities Evaluation
This section evaluates the District’s existing supply facilities to determine if they have sufficient
capacity to provide water supply at a rate that meets the existing and future demands of the one
or more zones they supply. For the purpose of analyzing the District’s supply facilities, the
District’s total service area was broken up into multiple supply areas. These supply areas
include one or more pressure zones and were determined based on the ability to transfer water
between the zones included in the supply area, either through booster pump stations or pressure
reducing stations. Similar to the source evaluation above, the demands used in the evaluation for
2018 and 2032 are future demand projections without reductions from conservation efforts and
include the demands of the satellite system. This section also identifies facility deficiencies that
are not related to the capacity of the facilities.
Section 7 – Water System Analysis
Silverdale Water District
7-5
2013 Comprehensive Water System Plan
August 2014
7.4.1
Supply Analysis Criteria
The evaluation of supply facilities to determine if they have adequate capacity is based on one of
two criteria, as follows. If the supply area that the facility supplies into has water storage, then
the amount of supply required is equal to the maximum day demand of the zone. If the supply
area that the facility supplies does not have water storage, then the amount of supply required is
equal to the peak hour demand of the supply area. The higher supply requirement of the latter
criteria is due to the lack of equalizing storage that is typically utilized to provide short-term
supply during times of peak system demands.
7.4.2
Supply Analysis Results
Zone 3, 3.2, 5, and 7 Supply Capacity Evaluation
As shown in Table 7-5, four of the District’s groundwater wells and three of the District’s pump
stations provide water directly into the Zone 3, 3.2, 5, and 7 supply area. Table 7-5 summarizes
the current and future supply requirements of the supply area, based on existing and projected
water demands for the pressure zones contained in the supply area and the transfer amount
necessary to meet the demands of Zone 9 (H.E. 537 feet). Since all of the water in Zone 9 (H.E.
537 feet) is pumped from Zone 3 (H.E. 361 feet) via the Windsong Pump Station, the Zone 3,
3.2, 5, and 7 supply facilities must have sufficient capacity to meet the supply requirements of
that zone as well.
The results of the analysis indicate that the existing configuration and capacities of the District’s
supply facilities are sufficient to meet both the existing and projected 2032 demands of the Zone
3, 3.2, 5, and 7 supply area.
Section 7 – Water System Analysis
Silverdale Water District
7-6
2013 Comprehensive Water System Plan
August 2014
Table 7-5. Zone 3, 3.2, 5 and 7 Supply Evaluation
Year
2012
2018
2032
Max(2)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's)
2,540
2,706
3,327
8,110
500,286
533,167
655,344
1,597,714
1,364,034
1,453,684
1,786,801
3,355,200
Eldorado PS (600 gpm)
864,000
864,000
864,000
864,000
Provost PS (Zone 5) (210 gpm)
302,400
302,400
302,400
302,400
Provost PS (Zone 3) (320 gpm)
460,800
460,800
460,800
460,800
Westwind Well (420 gpm)
604,800
604,800
604,800
604,800
Hess Well (270 gpm)
388,800
388,800
388,800
388,800
Dawn Park Well (210 gpm)
302,400
302,400
302,400
302,400
Wixson Well (300 gpm)
432,000
432,000
432,000
432,000
Total Available Source (gpd)
3,355,200
3,355,200
3,355,200
3,355,200
Source Surplus/(Deficiency) - Existing Sources (gpd)
1,991,166
1,901,516
1,568,399
0
Average Day Demand gpd)
Maximum Day Demand (gpd)
Evaluation of Existing Sources
Available Existing Source (gpd)
Notes:
(1) Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197
gpd/ERU).
(2) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Max ERUs = Total Available Source / Maximum Day Demand per ERU (414 gpd/ERU).
Zone 3, 3.2, 5, and 7 Supply Reliability Evaluation
The number, location and configuration of the multiple wells in the Zone 3, 3.2, 5, and 7 supply
area provide the District with the ability to maintain a reliable source of supply to the system.
Most of the wells have a receptacle for a portable engine generator for backup power supply to
ensure continuous operation of the facility in the event of a power outage. All of the well
facilities are connected to the District’s telemetry and control system, so District personnel are
notified immediately if any of the wells are not operating properly.
The Dawn Park Well was built in the 1960s and is in generally good condition. The mechanical
components of the well are aging and are beginning to corrode. The site is equipped with a
receptacle for a portable engine generator set to allow for well operation during extended periods
of power outages. If a power outage were to occur, the Shadow Glen Reservoir, which serves
Zone 3.2 (H.E. 392 feet), can provide water supply to the zone until power was restored or the
generator was brought to the site. Redundant supply is also provided to Zone 3.2 through the
Mt. View PRV.
Zone 3, 3.2, 5, and 7 Supply Facility Evaluation
The Westwind Well is in very good condition.
The Hess Well is in good condition.
capabilities.
Section 7 – Water System Analysis
Silverdale Water District
The site, however, does not have backup power
7-7
2013 Comprehensive Water System Plan
August 2014
The Wixson Well is located at the same site as the Wixson Reservoir and is housed in a new
building that is in good condition. The well currently does not have the capacity to fully utilize
its water rights. Additionally, the site does not have backup power capabilities. Redevelopment
of the well or drilling a second well may increase the yield of the source to meet its existing
water rights.
The Dickey Well is housed in a smaller building adjacent to an elementary school. The well
building is painted to match the school. The site is not fenced, but does have an intrusion
detector switch to notify the District if unauthorized entry is detected. The site does not have
backup power capabilities. The District currently intends to transfer this well’s water rights to
another well and abandon the facility.
Zone 2 and 4 Supply Capacity Evaluation
As shown in Table 7-6, four of the District’s groundwater wells and the Chena pump station
provide water directly into the Zone 2 and 4 supply area. Table 7-6 summarizes the current and
future supply requirements of the supply area, based on existing and projected water demands for
the pressure zones contained in the supply area. The supply area also contains demands for
Zones 4.1, 4.2 and 4.4 which are supplied via PRVs from Zone 4.
The results of the analysis indicate that the existing configuration and capacities of the District’s
supply facilities are sufficient to meet both the existing and projected 2032 demands of the Zone
2 and 4 supply area.
Table 7-6. Zone 2 and 4 Supply Evaluation
Year
2012
2018
2032
Max(2)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's)
3,592
3,828
4,706
17,769
707,662
754,172
926,993
3,500,571
1,379,967
1,470,664
1,807,672
7,351,200
1,440,000
1,440,000
1,440,000
1,440,000
252,000
252,000
252,000
252,000
Spirit Ridge Well No. 3 (830 gpm)
1,195,200
1,195,200
1,195,200
1,195,200
Spirit Ridge Well No. 4 (1600 gpm)
2,304,000
2,304,000
2,304,000
2,304,000
0
2,160,000
2,160,000
2,160,000
Total Available Source (gpd)
5,191,200
7,351,200
7,351,200
7,351,200
Source Surplus/(Deficiency) - Existing Sources (gpd)
3,811,233
5,880,536
5,543,528
0
Average Day Demand gpd)
Maximum Day Demand (gpd)
Evaluation of Existing Sources
Available Existing Source (gpd)
Ridgetop Well (1000 gpm)
Bucklin Ridge Well (175 gpm)
Chena Pump Station (1500 gpm)
(3)
Notes:
(1) Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197
gpd/ERU).
(2) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Max ERUs = Total Available Source / Maximum Day Demand per ERU (414 gpd/ERU).
(3) Future Chena Pump Station on Chena Well No. 2 site.
Section 7 – Water System Analysis
Silverdale Water District
7-8
2013 Comprehensive Water System Plan
August 2014
Zone 2 and 4 Supply Reliability Evaluation
The number, location and configuration of the multiple wells in the Zone 2 and 4 supply area
provide the District with the ability to maintain a reliable source of supply to the system. Most
of the wells have a receptacle for a portable engine generator for backup power supply to ensure
continuous operation of the facility in the event of a power outage. All of the well facilities are
connected to the District’s telemetry and control system, so District personnel are notified
immediately if any of the wells are not operating properly.
Zone 2 and 4 Supply Facility Evaluation
The Ridgetop Well is housed in a new building and is in very good condition.
The Bucklin Ridge Well is located in an aging CMU building that is in need of general updating.
The well’s mechanical equipment is corroding and needs to be updated. The site does not
currently have backup power capabilities.
The Spirit Ridge Wells are two of the District’s highest capacity wells and are housed at separate
sites. Both of the buildings are in generally good condition. Both well sites have receptacles for
a portable engine generator for backup power supply. Spirit Ridge 4 recently was upgraded with
a new 250 hp motor.
Zone 6 (H.E. 515 feet) Supply Capacity Evaluation
The Island Lake Well supplies water to Zone 6 (H.E. 515 feet). As shown in Table 7-7, the well
has sufficient capacity to meet the existing demands of the zone. The area that is served by Zone
6 (H.E. 515 feet) is fully developed, therefore it is not anticipated that demands will increase in
the future.
Table 7-7. Zone 6 Supply Evaluation
Year
2012
2018
2032
Max(2)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's)
560
597
734
1,044
Average Day Demand gpd)
110,405
117,661
144,624
205,714
Maximum Day Demand (gpd)
204,916
218,384
268,428
432,000
432,000
432,000
432,000
432,000
Total Available Source (gpd)
432,000
432,000
432,000
432,000
Source Surplus/(Deficiency) - Existing Sources (gpd)
227,084
213,616
163,572
0
Evaluation of Existing Sources
Available Existing Source (gpd)
Island Lake Well (300 gpm)
Notes:
(1) Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197
gpd/ERU).
(2) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Max ERUs = Total Available Source / Maximum Day Demand per ERU (414 gpd/ERU).
Section 7 – Water System Analysis
Silverdale Water District
7-9
2013 Comprehensive Water System Plan
August 2014
Zone 6 (H.E. 515 feet) Supply Reliability Evaluation
The reliability of supply to Zone 6 (H.E. 515 feet) is achieved with the Island Lake Well and
check valves which connect Zone 4 (H.E. 485 feet) to Zone 6 (H.E. 515 feet). The check valves
allow water from Zone 4 (H.E. 485 feet) to enter Zone 6 (H.E. 515 feet) when the hydraulic
grade in Zone 6 (H.E. 515 feet) is suppressed.
Zone 6 (H.E. 485 feet) Supply Facility Evaluation
The Island Lake Well was built in the 1980s and is in good condition. The District recently
completed a project that raised the Island Lake 0.3 MG Reservoir, which serves Zone 6 (H.E.
485 feet), by 30 feet. The overall capacity of the Reservoir is now 0.436 MG.
Zone 7 (H.E. 628 feet) Supply Capacity Evaluation
The Wixson Well and Dickey Pump Station supplies water to Zone 7 (H.E. 628 feet). As shown
in Table 7-8, the sources have sufficient capacity to meet the existing and future demands of the
zone.
Table 7-8. Zone 7 Supply Evaluation
Year
2012
2018
2032
Max(2)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's)
493
526
646
4,177
97,207
103,596
127,335
822,857
353,801
377,054
463,457
1,728,000
432,000
432,000
432,000
432,000
1,296,000
1,296,000
1,296,000
1,296,000
Total Available Source (gpd)
1,728,000
1,728,000
1,728,000
1,728,000
Source Surplus/(Deficiency) - Existing Sources (gpd)
1,374,199
1,350,946
1,264,543
0
Average Day Demand (gpd)
Maximum Day Demand (gpd)
Evaluation of Existing Sources
Available Existing Source (gpd)
Wixson Well (300 gpm)
Dickey Pump Station (900 gpm)
Notes:
(1) Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197
gpd/ERU).
(2) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Max ERUs = Total Available Source / Maximum Day Demand per ERU (414 gpd/ERU).
7.5 Storage Facilities
This section evaluates the District’s existing water storage facilities to determine if they have
sufficient capacity to meet the existing and future storage requirements of the system. This
section also identifies facility deficiencies that are not related to the capacity of the water storage
facilities.
Section 7 – Water System Analysis
Silverdale Water District
7-10
2013 Comprehensive Water System Plan
August 2014
7.5.1
Design Criteria
According to DOH requirements, water system storage volume is comprised of five separate
components:

Operating volume

Equalizing volume

Fire flow volume

Standby volume

Dead volume
These required volume components are illustrated in Figure 7-1. All storage components are
described in more detail below.
Figure 7—1. Storage Components
Operating and Dead Storage Volumes
Operating volume is the water that lies between low and high water storage elevations set by
District operations staff to control system pumps and flow control valves. Dead volume is the
volume at the bottom of the tank that cannot be used because it is physically too low to provide
sufficient pressures. Operational and dead volumes are subtracted from total storage to
determine the effective storage available for equalizing, standby, and fire flow.
Equalizing Volume
Equalizing volume is the total volume needed to moderate daily fluctuations in diurnal demands
during periods when the demand exceeds the capacity of the supply system. Equalizing volume
requirements are greatest on the day of peak demand. Operation of a properly balanced system
results in replenishment of storage facilities during times of day when the demand curve is below
the capacity of the supply system, and depletion of storage facilities when the demand exceeds
Section 7 – Water System Analysis
Silverdale Water District
7-11
2013 Comprehensive Water System Plan
August 2014
the supply capacity. The equalizing volume of a storage tank must be located at an elevation that
provides a minimum pressure of 30 pounds per square inch (psi) to all customers served by the
tank.
Fire Flow Volume
The required fire flow volume for a given pressure zone is calculated as the required fire flow
multiplied by the required duration, as established by the local fire authority. Required fire
flows and durations vary across the District’s service area, as it includes multiple zoning
designations. The maximum fire flow volume considered in this analysis is 4,000 gpm for 2
hours.
The fire flow volume of a storage tank must be located at an elevation that provides a minimum
pressure of 20 psi to all customers served by the tank. DOH allows for the “nesting” of standby
and fire flow storage, with the larger used for the storage volume. For the purpose of this plan,
the nesting of standby and fire flow storage volumes is not considered.
Standby Volume
Standby volume is required to supply reasonable system demands during a foreseeable system
emergency or outage. A key concept is that establishing standby volume involves planning for
reasonable system outages – those that can be expected to occur under normal operating
conditions, such as a pipeline failure, power outage or valve failure. Major system emergencies,
such as those created by an earthquake, are intended to be covered by emergency system
operations planning, since construction of sufficient reserve volume to accommodate sustained
system demands under emergency conditions is not economically feasible.
DOH has established guidelines for determining minimum required standby volume. This
component is calculated as the greater of: two times the average day demand, less multi-source
credit; or 200 gallons times the number of ERUs served by the storage facility. The multi-source
credit is applicable only for pressure zones that have multiple sources of supply, and allows the
required standby storage volume in such instances to be reduced. The credit assumes the largest
source of supply is out of service; thus, it is calculated as the total source available to a particular
pressure zone, or zone combination, less the capacity of the largest source. No credit is allowed
for zones having only one source of supply.
7.5.2
Storage Analysis
The storage analyses are based on an evaluation of the existing tanks providing water to the six
combinations of operating areas that they serve:

Total System

Zone 3, 3.2, 5, and 7

Zone 2, 4, and 6

Zone 6
Section 7 – Water System Analysis
Silverdale Water District
7-12
2013 Comprehensive Water System Plan
August 2014

Zone 5 and 7

Zone 7
The demands used in the evaluation of future storage requirements are future demand projections
without reductions from conservation efforts, as shown in Section 4.
Total System
Table 7-9 summarizes the results of the water storage evaluation for the existing system, based
on 2012 storage requirements (i.e. demands) and capacities of existing storage facilities. The
maximum combined storage capacity of the District’s storage facilities is 5.42 MG. However,
the total amount of usable storage for operational, equalizing, standby and fire flow purposes is
reduced to 4.00 MG, which is primarily due to the amount of dead storage (i.e. non-usable
storage) in the District’s reservoirs. The highest service elevation in the zone served directly by
the reservoir was used as the basis for calculating the amount of dead storage in that reservoir.
There is a surplus of usable storage volume through the 2032 demand projection. The new Chena
and Apex reservoirs are anticipated to be online by 2018 which increase the District’s usable
storage volume to 6.55 MG.
Zone 3, 3.2, 5, and 7
Table 7-10 summarizes the results of the water storage evaluation for Zones 3, 3.2, 5 and 7
based on 2012 storage requirements (i.e. demands) and capacities of existing storage facilities. A
separate storage analysis was conducted for this area to ensure that the Loretta Heights,
Westwind, Shadow Glen, Dickey Road, and Wixson reservoirs in these elevated zones have
sufficient capacity to serve the current and projected demands from Section 4.
There is a surplus of usable storage volume through the 2032 demand projection. The new Apex
reservoir is anticipated to be online by 2018 which will increase the usable storage volume in the
area.
Zone 2, 4 and 6
Table 7-11 summarizes the results of the water storage evaluation for Zones 2, 4, and 6 based on
2012 storage requirements (i.e. demands) and capacities of existing storage facilities. A separate
storage analysis was conducted for this area to ensure that the Island Lake, Ridgetop, and Spirit
Ridge reservoirs in these elevated zones have sufficient capacity to serve the current and
projected demands from Section 4.
There is a surplus of usable storage volume through the 2032 demand projection.
Zone 6
Table 7-12 summarizes the results of the water storage evaluation for Zone 6. A separate storage
analysis was conducted for this zone to ensure that the Island Lake reservoir has sufficiency
Section 7 – Water System Analysis
Silverdale Water District
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2013 Comprehensive Water System Plan
August 2014
capacity to provide operational and equalizing storage. Fire flow and standby storage are
provided in the Zone 2 and 4 reservoirs.
There is a surplus of operational and equalizing storage volume in the Island Lake Reservoir
through the 2032 demand projection.
Zone 5 and 7
Table 7-13 summarizes the results of the water storage evaluation for Zones 5 and 7 based on
2012 storage requirements (i.e. demands) and capacities of existing storage facilities. A separate
storage analysis was conducted for this area to ensure that the Dickey Road, Wixson, and New
Apex reservoirs in Zones 5 and 7 have sufficient capacity to serve the current and projected
demands from Section 4.
There is a surplus of usable storage volume through the 2032 demand projection. The addition of
the new Apex Reservoir increases the usable storage volume in Zone 5 and 7. Without the
reservoir, a deficiency in storage would be reported with the 2018 demand projection.
Zone 7
Table 7-14 summarizes the results of the water storage evaluation for Zone 7 based on 2012
storage requirements (i.e. demands) and capacities of existing storage facilities. A separate
storage analysis was conducted for this Zone to ensure that the Wixson reservoir has sufficient
capacity to serve the current and projected demands from Section 4.
There is a surplus of usable storage volume in Zone 7 through the 2032 demand projection.
Section 7 – Water System Analysis
Silverdale Water District
7-14
2013 Comprehensive Water System Plan
August 2014
Table 7-9. Total System Storage Evaluation
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's)
Average Day Demand (gpd)
Maximum Day Demand (gpd)
Available Source (gpd)(2)
Eldorado Well (220 gpm)
Provost Well (280 gpm)
Ridgetop Well (1000 gpm)
Westwind Well (420 gpm)
Hess Well (270 gpm)
Dawn Park Well (210 gpm)
Bucklin Ridge Well (175 gpm)
Spirit Ridge Well No. 3 (830 gpm)
Spirit Ridge Well No. 4 (1600 gpm)
Island Lake Well (300 gpm)
Wixson Well (300 gpm)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Operational Storage (mg)(4)
Equalizing Storage (mg)(5)
Standby Storage (mg)(6)
Fire Flow Storage (mg)(7)
Required Storage
Greater than 30 psi at highest meter (mg)(8)
Greater than 20 psi at highest meter (mg)(9)
Existing Storage Greater Than 30 psi (mg)(10)
Chena 0.25 MG
Dickey 0.25 MG
Eldorado 0.07 MG
Island Lake 0.439 MG
Island Lake 1.5 MG
Loretta Heights 0.20 MG
Provost 0.25 MG
Ridgetop 0.65 MG
Shadow Glen 0.30 MG
Westwind 0.30 MG
Wixson 1.0 MG
Spirit Ridge 0.05 MG
Chena 2.02 MG
Apex 0.75 MG
Total Existing Storage at 30 psi (mg)
Storage Surplus/(Deficiency) at 30 psi (mg)
Existing Storage Greater Than 20 psi (mg)(10)
Chena 0.25 MG
Dickey 0.25 MG
Eldorado 0.07 MG
Island Lake 0.439 MG
Island Lake 1.5 MG
Loretta Heights 0.20 MG
Provost 0.25 MG
Section 7 – Water System Analysis
Silverdale Water District
2012
Year
2018
2032
10,232
2,011,846
4,216,521
10,903
2,144,072
4,493,648
13,752
2,704,218
5,667,629
316,800
403,200
1,440,000
604,800
388,800
302,400
252,000
1,195,200
2,304,000
432,000
432,000
8,071,200
5,767,200
316,800
403,200
1,440,000
604,800
388,800
302,400
252,000
1,195,200
2,304,000
432,000
432,000
8,071,200
5,767,200
316,800
403,200
1,440,000
604,800
388,800
302,400
252,000
1,195,200
2,304,000
432,000
432,000
8,071,200
5,767,200
577,957
0
2,042,483
480,000
1,010,710
0
2,176,723
480,000
1,010,710
118,122
2,745,399
480,000
577,957
3,100,440
1,010,710
3,667,434
1,128,833
4,354,232
86,601
14,103
18,727
119,149
451,646
86,612
61,318
322,932
89,721
122,485
252,761
0
1,626,055
1,048,098
86,601
14,103
18,727
119,149
451,646
86,612
61,318
322,932
89,721
122,485
252,761
0
804,958
27,745
2,458,758
1,448,048
86,601
14,103
18,727
119,149
451,646
86,612
61,318
322,932
89,721
122,485
252,761
0
804,958
27,745
2,458,758
1,329,925
251,825
250,000
72,956
225,437
1,006,948
209,107
222,683
251,825
250,000
72,956
225,437
1,006,948
209,107
222,683
251,825
250,000
72,956
225,437
1,006,948
209,107
222,683
0
0
7-15
2013 Comprehensive Water System Plan
August 2014
Ridgetop 0.65 MG
Shadow Glen 0.30 MG
Westwind 0.30 MG
Wixson 1.0 MG
Spirit Ridge 0.05 MG (11)
Chena 2.02 MG
Apex 0.75 MG
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Notes:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
2012
676,774
211,736
318,460
503,433
52,873
0
0
4,002,233
901,793
Year
2018
676,774
211,736
318,460
503,433
52,873
2,019,455
532,208
6,553,896
2,886,462
2032
676,774
211,736
318,460
503,433
52,873
2,019,455
532,208
6,553,896
2,199,664
Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
Multi-source credit assumes largest source is out of service.
Required operational storage is based on observed tank level fluctuations.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
Required Fire Flow Storage = 4000 gpm x 2 hours.
Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, standby, and fire flow storage.
The storage volume available in reservoirs at 30 and 20 psi is based on the elevation of the highest customer in the pressure zone
within which the reservoir is located.
The entire Spirit Ridge Reservoir volume is available to Zone 4 for Standby purposes via the Spirit Ridge Pump Station. Because
the reservoir's overflow elevation is lower than the hydraulic elevation of Zone 4, no volume is available above 30 psi for
operational or equalization storage.
Section 7 – Water System Analysis
Silverdale Water District
7-16
2013 Comprehensive Water System Plan
August 2014
Table 7-10. Zone 3, 3.2, 5, and 7 Storage Evaluation
Year
2012
2018
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's)
2,540
2,706
Average Day Demand (gpd)
500,286
533,167
Maximum Day Demand (gpd)
1,364,034
1,453,684
Available Source (gpd)(2)
Eldorado PS (600 gpm)
864,000
864,000
Provost PS (Zone 5) (210 gpm)
302,400
302,400
Provost PS (Zone 3) (320 gpm)
460,800
460,800
Westwind Well (420 gpm)
604,800
604,800
Hess Well (270 gpm)
388,800
388,800
Dawn Park Well (210 gpm)
302,400
302,400
Wixson Well (300 gpm)
432,000
432,000
Total Available Source (gpd)
3,355,200
3,355,200
Multi-Source Credit (gpd)(3)
2,491,200
2,491,200
Required Storage Calculations
Operational Storage (mg)(4)
197,382
262,962
Equalizing Storage (mg)(5)
0
0
Standby Storage (mg)(6)
507,905
541,286
Fire Flow Storage (mg)(7)
420,000
420,000
Required Storage
Greater than 30 psi at highest meter (mg)(8)
197,382
262,962
Greater than 20 psi at highest meter (mg)(9)
1,125,286
1,224,248
Existing Storage Greater Than 30 psi (mg)(10)
Loretta Heights 0.20 MG
86,612
86,612
Westwind 0.30 MG
122,485
122,485
Shadow Glen 0.30 MG
89,721
89,721
Dickey Road 0.25 MG
14,103
14,103
Wixson 1.0 MG
252,761
252,761
Apex 0.75 MG
27,745
Total Existing Storage at 30 psi (mg)
565,682
593,428
Storage Surplus/(Deficiency) at 30 psi (mg)
368,300
330,466
Existing Storage Greater Than 20 psi (mg)(10)
Loretta Heights 0.20 MG
209,107
209,107
Westwind 0.30 MG
318,460
318,460
Shadow Glen 0.30 MG
211,736
211,736
Dickey Road 0.25 MG
250,000
250,000
Wixson 1.0 MG
503,433
503,433
Apex 0.75 MG
532,208
Total Existing Storage at 20 psi (mg)
1,492,736
2,024,944
Storage Surplus/(Deficiency) at 20 psi (mg)
367,450
800,696
2032
3,327
655,344
1,786,801
864,000
302,400
460,800
604,800
388,800
302,400
432,000
3,355,200
2,491,200
262,962
0
665,324
420,000
262,962
1,348,286
86,612
122,485
89,721
14,103
252,761
27,745
593,428
330,466
209,107
318,460
211,736
250,000
503,433
532,208
2,024,944
676,659
Notes:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
Number of ERUs is based on Average Day Demand divided by 198 gpd per ERU.
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
Multi-source credit assumes largest source is out of service.
Required operational storage is based on observed tank level fluctuations.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
Required Fire Flow Storage = 3500 gpm x 2 hours.
Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, standby, and fire flow storage.
The storage volume available in reservoirs at 30 and 20 psi is based on the elevation of the highest customer in the pressure zone within
which the reservoir is located.
Section 7 – Water System Analysis
Silverdale Water District
7-17
2013 Comprehensive Water System Plan
August 2014
Table 7-11. Zone 2, 4, and 6 Storage Evaluation
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's)
Average Day Demand (gpd)
Maximum Day Demand (gpd)
Available Source (gpd)(2)
Ridgetop Well (1000 gpm)
Island Lake Well (300 gpm)
Bucklin Ridge Well (175 gpm)
Spirit Ridge Well No. 3 (830 gpm)
Spirit Ridge Well No. 4 (1600 gpm)
Chena Pump Station (1500 gpm)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Operational Storage (mg)(4)
Equalizing Storage (mg)(5)
Standby Storage (mg)(6)
Fire Flow Storage (mg)(7)
Required Storage
Greater than 30 psi at highest meter (mg)(8)
Greater than 20 psi at highest meter (mg)(9)
Existing Storage Greater Than 30 psi (mg)(10)
Island Lake 0.439 MG
Island Lake 1.5 MG
Ridgetop 0.65 MG
Spirit Ridge 0.05 MG
Total Existing Storage at 30 psi (mg)
Storage Surplus/(Deficiency) at 30 psi (mg)
Existing Storage Greater Than 20 psi (mg)(10)
Island Lake 0.439 MG
Island Lake 1.5 MG
Ridgetop 0.65 MG
Spirit Ridge 0.05 MG (11)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Notes:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
2012
Year
2018
2032
4,153
818,067
1,584,884
4,426
871,833
1,689,049
5,440
1,071,617
2,076,100
1,440,000
432,000
252,000
1,195,200
2,304,000
0
5,623,200
3,319,200
1,440,000
432,000
252,000
1,195,200
2,304,000
2,160,000
7,783,200
5,479,200
1,440,000
432,000
252,000
1,195,200
2,304,000
2,160,000
7,783,200
5,479,200
310,226
0
830,524
450,000
310,226
0
885,110
450,000
310,226
0
1,087,936
450,000
310,226
1,590,750
310,226
1,645,336
310,226
1,848,162
119,149
451,646
322,932
0
893,727
583,501
119,149
451,646
322,932
0
893,727
583,501
119,149
451,646
322,932
0
893,727
583,501
225,437
1,006,948
676,774
52,873
1,962,033
371,282
225,437
1,006,948
676,774
52,873
1,962,033
316,697
225,437
1,006,948
676,774
52,873
1,962,033
113,871
Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
Multi-source credit assumes largest source is out of service.
Required operational storage is based on observed tank level fluctuations.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
Required Fire Flow Storage = 3750 gpm x 2 hours.
Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, standby, and fire flow storage.
The storage volume available in reservoirs at 30 and 20 psi is based on the elevation of the highest customer in the pressure zone
within which the reservoir is located.
The entire Spirit Ridge Reservoir volume is available to Zone 4 for Standby purposes via the Spirit Ridge Pump Station. Because
the reservoir's overflow elevation is lower than the hydraulic elevation of Zone 4, no volume is available above 30 psi for
operational or equalization storage.
Section 7 – Water System Analysis
Silverdale Water District
7-18
2013 Comprehensive Water System Plan
August 2014
Table 7-12. Zone 6 Storage Evaluation
2012
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's)
Average Day Demand (gpd)
Maximum Day Demand (gpd)
Available Source (gpd)(2)
Island Lake Well (300 gpm)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Operational Storage (mg)(4)
Equalizing Storage (mg)(5)
Standby Storage (mg)(6)
Fire Flow Storage (mg)(7)
Required Storage
Greater than 30 psi at highest meter (mg)(8)
Greater than 20 psi at highest meter (mg)(8)
Existing Storage Greater Than 30 psi (mg)(9)
Island Lake 0.439 MG
Total Existing Storage at 30 psi (mg)
Storage Surplus/(Deficiency) at 30 psi (mg)
Year
2018
2032
560
110,405
204,916
597
117,661
218,384
734
144,624
268,428
432,000
432,000
0
432,000
432,000
0
432,000
432,000
0
41,913
6,038
0
0
41,913
8,577
0
0
41,913
18,014
0
0
47,951
47,951
50,491
50,491
59,927
59,927
119,149
119,149
71,198
119,149
119,149
68,659
119,149
119,149
59,222
Notes:
(1) Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
(2) Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
(3) Multi-source credit assumes largest source is out of service.
(4) Required operational storage is based on observed tank level fluctuations.
(5) Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] .
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
(6) Required Standby Storage is provided by Zone 2 and 4 Reservoirs
(7) Required Fire Flow Storage is provided by Zone 2 and 4 Reservoirs
(8) Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
(9) The storage volume available in reservoirs at 30 and 20 psi is based on the elevation of the highest customer in the pressure zone
within which the reservoir is located.
Section 7 – Water System Analysis
Silverdale Water District
7-19
2013 Comprehensive Water System Plan
August 2014
Table 7-13. Zone 5 and 7 Storage Evaluation
2012
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's)
Average Day Demand (gpd)
Maximum Day Demand (gpd)
Available Source (gpd)(2)
Provost PS (Zone 5) (210 gpm)
Westwind PS (650 gpm)
Wixson Well (300 gpm)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Operational Storage (mg)(4)
Equalizing Storage (mg)(5)
Standby Storage (mg)(6)
Fire Flow Storage (mg)(7)
Required Storage
Greater than 30 psi at highest meter (mg)(8)
Greater than 20 psi at highest meter (mg)(9)
Existing Storage Greater Than 30 psi (mg)(10)
Dickey Road 0.25 MG
Wixson 1.0 MG
Apex 0.75 MG
Total Existing Storage at 30 psi (mg)
Storage Surplus/(Deficiency) at 30 psi (mg)
Existing Storage Greater Than 20 psi (mg)(10)
Dickey Road 0.25 MG
Wixson 1.0 MG
Apex 0.75 MG
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Notes:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
Year
2018
2032
1,594
314,048
887,673
1,699
334,689
946,015
2,088
411,384
1,162,797
302,400
936,000
432,000
1,670,400
734,400
302,400
936,000
432,000
1,670,400
734,400
302,400
936,000
432,000
1,670,400
734,400
76,783
0
318,831
300,000
142,363
0
339,786
300,000
142,363
0
417,649
300,000
76,783
695,614
142,363
782,149
142,363
860,012
14,103
252,761
14,103
252,761
27,745
294,609
152,246
14,103
252,761
27,745
294,609
152,246
250,000
503,433
532,208
1,285,642
503,492
250,000
503,433
532,208
1,285,642
425,629
266,864
190,081
250,000
503,433
753,433
57,819
Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
Multi-source credit assumes largest source is out of service.
Required operational storage is based on observed tank level fluctuations.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
(C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM)
Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
Required Fire Flow Storage = 2500 gpm x 2 hours.
Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, standby, and fire flow storage.
The storage volume available in reservoirs at 30 and 20 psi is based on the elevation of the highest customer in the pressure zone
within which the reservoir is located.
Section 7 – Water System Analysis
Silverdale Water District
7-20
2013 Comprehensive Water System Plan
August 2014
Table 7-14. Zone 7 Storage Evaluation
2012
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's)
Average Day Demand (gpd)
Maximum Day Demand (gpd)
Available Source (gpd)(2)
Wixson Well (300 gpm)
Dickey Pump Station (900 gpm)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Operational Storage (mg)(4)
Equalizing Storage (mg)(5)
Standby Storage (mg)(6)
Fire Flow Storage (mg)(7)
Required Storage
Greater than 30 psi at highest meter (mg)(8)
Greater than 20 psi at highest meter (mg)(9)
Existing Storage Greater Than 30 psi (mg)(10)
Wixson 1.0 MG
Total Existing Storage at 30 psi (mg)
Storage Surplus/(Deficiency) at 30 psi (mg)
Existing Storage Greater Than 20 psi (mg)(10)
Wixson 1.0 MG
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Notes:
(1)
(2)
(3)
(4)
(5)
(7)
(8)
(9)
(10)
Year
2018
2032
493
97,207
353,801
526
103,596
377,054
646
127,335
463,457
432,000
1,296,000
1,728,000
432,000
432,000
1,296,000
1,728,000
432,000
432,000
1,296,000
1,728,000
432,000
43,450
0
98,687
210,000
43,450
0
105,174
210,000
43,450
0
129,274
210,000
43,450
352,137
43,450
358,623
43,450
382,724
252,761
252,761
209,311
252,761
252,761
209,311
252,761
252,761
209,311
503,433
503,433
151,296
503,433
503,433
144,810
503,433
503,433
120,709
Projected demands taken from Section 4. ERUs calculated as Average Day Demand / ERU water use factor (197 gpd/ERU).
Number of ERUs is based on Average Day Demand divided by 198 gpd per ERU.
Multi-source credit assumes largest source is out of service.
Required operational storage is based on observed tank level fluctuations.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
(C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM)
Required Fire Flow Storage = 1750 gpm x 2 hours.
Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, standby, and fire flow storage.
The storage volume available in reservoirs at 30 and 20 psi is based on the elevation of the highest customer in the pressure
zone within which the reservoir is located.
7.6 Distribution and Transmission System
This section evaluates the District’s existing distribution and transmission system (i.e., water
mains) to determine if they are sized and looped adequately to provide the necessary flow rates
and pressures to meet the existing and future requirements of the system. This section also
identifies deficiencies that are not related to the capacity of the water mains.
Section 7 – Water System Analysis
Silverdale Water District
7-21
2013 Comprehensive Water System Plan
August 2014
7.6.1
Analysis Criteria
Distribution and transmission water mains must be capable of adequately and reliably conveying
water throughout the system at acceptable flow rates and pressures. The criteria used to evaluate
the District’s distribution and transmission system are the state mandated requirements for Group
A water systems contained in WAC 246-290-230 Distribution Systems. The pressure analysis
criteria states that the distribution system “…shall be designed with the capacity to deliver the
design peak hour demand quantity of water at 30 psi under peak hour demand flow conditions
measured at all existing and proposed service water meters.” It also states that if fire flow is to
be provided, “… the distribution system shall also provide maximum day demand (MDD) plus
the required fire flow at a pressure of at least 20 psi at all points throughout the distribution
system.”
Hydraulic analyses of the existing system were performed under existing peak hour demand
conditions to evaluate its current pressure capabilities and to identify existing system
deficiencies. The existing system was also analyzed under existing maximum day demand
conditions to evaluate the current fire flow capabilities and to identify additional existing system
deficiencies. Additional hydraulic analyses were then performed with the same hydraulic model,
but under future peak day demand conditions and with proposed improvements to demonstrate
that the identified improvements will eliminate the deficiencies and meet the requirements far
into the future. Following is a description of the hydraulic model and the operational conditions
and facility settings used in the analyses.
7.6.2
Hydraulic Model
Description
A computer-based hydraulic model of the existing water system was updated using WaterCAD
v8i software produced by Bentley. All facilities and water mains in the District’s water system,
including dead-end mains, were modeled using current data. The water mains were entered from
AutoCAD water system maps and as-built records provided by the District. Elevation data for
the model’s junction nodes was electronically extracted from digital contour maps.
Demand Data
The hydraulic model of the existing system contains 2012 average day demand data. Supply
data from the 2012 average day demand was distributed throughout the junction nodes of the
model, based on actual consumption patterns of the system, as represented by the consumption
levels for each of the District’s customer meter routes. Peaking factors shown in Section 4 were
used to analyze the system under peak hour and peak day demand conditions.
The hydraulic model of the proposed system contains 20-year demand levels that are projected
for the year 2032. The distribution of demands is based on estimated future demand levels in
each pressure zone.
Section 7 – Water System Analysis
Silverdale Water District
7-22
2013 Comprehensive Water System Plan
August 2014
Facilities
The hydraulic model of the existing system for the pressure analysis contains all active existing
system facilities with settings that correspond to peak hour demand events. All sources of
supply were operating at their normal rates of supply. In general, the District’s pump stations
were modeled to operate at their normal operating state based on tank levels. The storage tank
levels were modeled to reflect full utilization of operational and equalizing storage. Table 7-15
lists the tank levels used for each modeling scenario. All pressure regulating stations were
modeled as being in service and operating at their normal set points.
The fire flow analysis was conducted to determine the capability of the District’s existing water
system to provide adequate fire flows. Fire flow goals at each node were based on the actual fire
flow goal in the vicinity. In instances where multiple fire flow goals were represented by a single
model node, the greater of the fire flow goals was applied to the model node. The hydraulic
model of the existing system for the fire flow analyses contains all active existing system
facilities with settings that correspond to peak day demand events. All sources of supply were
operating at their normal rates of supply. All pressure regulating stations were modeled as being
in service and operating at their normal set points. The storage tank levels were modeled to
reflect full utilization of operational, equalizing and fire flow storage. Table 7-15 lists the tank
levels used for each modeling scenario.
The hydraulic model of the proposed system in the year 2032 contains all active existing system
facilities and proposed system improvements that are identified in Section 9. The settings for all
active existing and proposed facilities were set to correspond to the future peak day demand
events for the fire flow analyses of the proposed water system. Otherwise, facility settings were
the same as in the existing system analyses.
Table 7-15. Tank Levels in Modeling Scenarios
Peak Hour Demand
Fire Flow Analysis
(OS & EQ Depleted)
(OS, EQ, Fire Depleted
Chena Reservoir 0.25 MG
21.50
21.50
20.90
18.84
18.84
18.24
Dickey Road
19.50
19.50
18.97
14.14
14.14
13.61
Eldorado
27.00
27.00
26.26
24.34
24.34
23.60
Island Lake 0.438 MG
84.69
84.14
82.09
83.31
82.75
80.71
Island Lake 1.5 MG
58.00
58.00
56.46
53.06
53.06
51.52
Loretta Heights
22.20
22.20
21.58
16.80
16.80
16.18
Provost
33.00
33.00
32.15
30.34
30.34
29.49
Ridgetop
28.00
28.00
27.24
25.86
25.86
25.10
Shadow Glen 0.30 MG
52.00
52.00
50.54
39.78
39.78
38.32
Westwind Reservoir
24.50
24.50
23.84
19.10
19.10
18.44
Wixson Reservoir 1.0 MG
89.00
89.00
86.80
69.67
69.67
67.46
Spirit Ridge 0.05 MG
16.00
16.00
15.47
15.83
15.83
15.30
Calibration
Hydraulic model calibration is the process of adjusting hydraulic model data so the model
closely reflects actual system pressures and flows under similar demand and operating
conditions. Due to the size of the District’s water system, limited field test data was available
Section 7 – Water System Analysis
Silverdale Water District
7-23
2013 Comprehensive Water System Plan
August 2014
for full calibration of the hydraulic model. Initial Darcy-Weisbach roughness coefficients for the
water mains were determined from computations that used age and material data for all pipe in
the system. For example, older water mains were assigned higher roughness coefficients than
new water mains, thereby accurately representing the fact that the internal surface of water pipe
becomes rougher as it gets older. This approach has resulted in accurate hydraulic models for
other systems without the need for extensive modifications to the model based on field data.
7.6.3
Hydraulic Analyses
Several hydraulic analyses were performed to determine the capability of the system to meet the
pressure and flow requirements identified in Section 5 and contained in WAC 246-290-230.
Analyses were performed to determine the pressures throughout the system under existing (i.e.
2012) and future (i.e. 2018 and 2032) peak hour demand conditions. The results of these
analyses were used to identify locations of low and high pressures. To satisfy the minimum
pressure requirements, the pressure at all water service locations must be at least 30 psi during
these demand conditions. In addition, the system should not have widespread areas with high
pressures, generally considered to be more than approximately 100 psi. Table 7-16 provides a
summary of low and high pressure areas in the system identified in Figures 7-2 and 7-3.
All water mains with pressure less than 30 psi, as identified from the analyses, were generally
located at areas of higher elevations. The areas with water pressures above 100 psi, as identified
from the analyses, are located in a localized area of low elevation. Proposed improvements to
increase these moderately low pressures are identified in Section 9. Although there are areas
with pressures greater than 100 psi, the District has required pressure regulators on all services in
these areas. Thus, pressure zone improvements were not proposed for these areas.
Fire flow analyses were performed to determine the capability of the existing water system to
provide fire flow throughout the water system under existing (i.e. 2012) and future (i.e. 2018 and
2032) maximum day demand conditions. The resulting fire flow in the model was compared to
its general fire flow goal, which was assigned according to the predominant fire flow
requirement in the District. A summary of the results of the analyses for representative system
nodes is presented in Table 7-17 that are identified in Figures 7-3 and 7-4. The results of the
fire flow analyses were used to identify undersized water mains and proposed water main
improvements.
Section 7 – Water System Analysis
Silverdale Water District
7-24
2013 Comprehensive Water System Plan
A
B
C
D
1
2
3
4
5
6
7
8
9
10
11
12
13
2 and 4
1 and 3
5
5 and 7
5.1
5
5
5
3
4
4 and 4.2
4
3
5
5
7
3 and 9
Eldorado Well and downstream of
Windsong PS
Services along NW Newberry Hill
Rd, Roundup Ln NW, and Graystone
Way NW
Services along Lupine Ln NW and
NW Knute Anderson Rd
Services along Enchantment Ave
NW, NW Anderson Hill Rd and
Morning Side Dr NW
Services along NW Anderson Hill
Rd and NW Princeton Ln
Services along NW Paulson Rd and
NW Poppy Ct
Services along Silverdale Way NW
and NM Minsty Ridge Ln
Services along NW Island Lake Rd
Services along Clear Creek Rd NW
Services along Old Frontier Rd NW
Services along NW Mountain View
Rd
Services along Lester Rd NW
Services along Olympic View Rd
NW
NW Francis Dr and Norbert Pl NW
Wixson Well and Reservoir
State Hwy 2 NW and NW Munson
St
Ridgetop Blvd NW and Hillsboro Dr
NW
Location
Section 7 – Water System Analysis
Silverdale Water District
ID
Pressure
Zone
9
39
2" and 16"
8" and 12"
4
10
8"
2", 4" and 8"
7
2
18
6
7
15
11
2
13
1
1
1
2
Number of
Model Nodes
8", 10" and
12"
8", 10" and
18"
8"
8" and 12"
4", 6", and 8"
4", 8" and 12"
12"
2", 6", and 8"
2", 6", and 8"
4"-10"
8" and 10"
8" and 10"
8" and 12"
Pipe Diameter
(in)
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
Low elevation in service area
High Pressure Area
Low elevation in service area
Service elevation limits available pressure
Low pressure area close to well and reservoirs
Service elevation limits available pressure
Low Pressure Area
Service elevation limits available pressure
Notes
<100
<100
<100
<100
<100
<100
<100
<100
<100
<100
<100
<100
<100
30
30
30
30
Pressure
Goal (psi)
Table 7-16. Peak Hour Analysis Summary
100-139
100-119
100-111
100-121
100-109
119
100-111
117-123
107-127
103-168
111-142
102-129
102-146
>30
24
25-29
24-29
2032
Available
Pressure
(psi)
None
None
None
None
None
None
None
None
None
None
None
None
None
WMN-14
None
None
None
Improvements
7-25
2013 Comprehensive Water System Plan
101-140
101-121
103-109
100-118
101-111
101-121
100-114
107-140
108-128
102-145
102-114
102-115
103-146
28
24
25
22-29
2012
Available
Pressure
(psi)
August 2014
B
C
D
E
F
G
H
I
J
K
L
M
N
O
5
Apex
5
3
5
4
4
4
3
4
2
1
1
3
Area between Frontier Pl NW and
NW Highland Ct
Area between Ridgetop Blvd NW
and NW Myhre Rd
Area around Dahl Road NW and
Danwood Ln NW
Hydrants along NW Sid Uhinck Dr
Area along Hillsboro Dr NW
Area between Rooney Rd NW and
Provost Rd NW
Levin Rd NW
NW Luoto Rd and Cox Ave NW
Central Valley Rd NW and Viking
Way NW between NW State
Highway and NE Anna Rd (multiple
locations)
Clear Creek Rd NW and Mt View
Rd
Clear Creek Rd NW and NW
Blissful Ln
Hydrants along Southern Boundary
Rd
Along streets east of Chagnon Pl
NW
Hydrants along Turtle Rd
Location
Hydrant in Northwest Area of
District: along Olympic View Rd
NW
Section 7 – Water System Analysis
Silverdale Water District
ID
A
Pressure
Zone
5.1
8" and 12"
8" and 10"
6"
6"
8" with one 6"
6"
8"
8"
8" and 12"
12"
8"
12"
4" and 8"
6" and 8"
Pipe Diameter
(in)
8"
3750 gpm fire flow goal on 8" and 12"
waterline
3500/3750 gpm fire flow goal is limited by
dead end branches with 8" or 10" connection
3750 gpm fire flow goal is limited by 6"
waterlines
1500 gpm fire flow goal is limited by 6" and 8"
waterlines.
3750 gpm fire flow goal is limited by one dead
end 6" and 8" waterlines.
2000 gpm fire flow goal is limited by dead end
6" waterline
500 gpm fire flow goal that is limited by 8"
dead end waterline.
2000 gpm fire flow goal is limited by 8” dead
end waterline.
1,500 gpm fire flow goal is limited by 8" and
dead end 12" waterlines.
1,500 gpm fire flow goal next to Mt View PRV.
1500 gpm fire flow goal on 8” dead end
waterline
2500 gpm fire flow goal limited by high
elevation services in Zone 5.
500 gpm fire flow goal limited by 4" and dead
end 8" waterlines
Available fire flow is limited by high elevation
service area and 12" dead end waterline.
Notes
Available fire flow is limited by 8” dead end
waterline and high elevation services along
Olympic View Road NW
3750
3500-3750
3750
1500
3750
2000
500
2000
1500
1500
1500
2500
500
1500
Fire Flow
Goal (gpm)
1500
Table 7-17. Fire Flow Analysis Summary
>3750
2957-3636
1986-2770
1074-1475
3332-3330
1789-1851
>500
1546-1690
1212-1339
>1500
>1500
>2500
>500
>1500
2032
Available
Fire Flow
(gpm)
1300
Improvements
WMR-10
None. Multiple hydrants are available to
achieve fire flow goal.
None. Multiple hydrants are available to
achieve fire flow goal.
None. Multiple hydrants are available to
achieve fire flow goal.
None. Multiple hydrants are available to
achieve fire flow goal.
None. Multiple hydrants are available to
achieve fire flow goal.
WMN-5
None
WMN-2
WMN-6; WF-1
WMN-8.
WMN-6; WF-1
WMN-11; WF-10/11/12
WMN-11/13/18; WF-10/11/12
None.
7-26
2013 Comprehensive Water System Plan
3446-3634
3100-3708
2156-2859
900-1257
3255-3556
1795-1856
316
1525-1663
1363-1459
1366
1384
1365-1366
133-141
1221
2012
Available
Fire Flow
(gpm)
1307
August 2014
VIKIN
O
RD
NW
8
6
OLYM PIC
VIEW RD N W
CENTRAL VALLEY RD NW
NW LUOTO RD
3
K
J
KJ
H
STATE WY
30
CLEAR CREEK RD NW
VIKING WAY NW
E
LI BERTY
BAY
N
NW
1
HOO D
CANA L
FJ
AY
G W
SUBASE BAN GO R
DR
2
NE
STA
TE
HW Y
3 08
EW
AY
NW
!
Ø
J
K
!
ØÚ
[
NW TRIGGER AVE
BROWNSVILLE HWY NE
SIL
VE
RD
AL
!
Ø
7
ØJ
J
K!
K
4
N
DE
RS
ON
!
Ø
[!
Ú
Ø
J
K
NW
A
W
NW BUCKLIN HILL RD
AA
GA
W
AY
NE WAAGA WAY
J
K
D
!
Ø
NW FAIRGROUN DS RD
TRACYTON BLVD NW
CENTRAL KITSAP
UGA
NE FAIRGRO UNDS RD
Y NW
NE MCWILLIAMS RD
B
SEA
CH IC O WA
[
Ú
J
K
[
!
Ú
Ø
ECK
W
YN
HANSB ERRY ST NW
CHI CO
BAY
HW
RD
NE RIDDELL RD
PINE RD NE
LY
Y
!
Ø
13
NW H
OL
WA
RD
12
J
K
!
Ø
AA
GA
11
C
NW NEWBERRY HILL RD
L
HIL
!
Ø
J
K
[
Ú
B
9
RIDGETOP BLVD NW
AN
10
Ø
J
K
[ !
Ú
W
W
8
[
J
K
!
ØÚ
CENTRAL VALLEY RD NE
!
Ø!
Ø
9
NW
!
Ø
J
K
[
Ú
A
R ID
J
K
!
Ø
ANDERSON HILL R D
KITSAP MALL BLVD NW
NW
GE
TO
PB
LV
D NW
5
Legend
[
Ú
Pump
!
Ø
J
K
Well
Pressure (psi)
30
50
Reservoir
80
Retail Service
Area Boundary
120
Figure 7-2
2012 Peak Hour Pressure Map
100
Silverdale Water District
Water System Plan
Water Main
Water Body
Aug 2013
I
0
2,000
4,000
8,000
Feet
Date Saved: 6/24/2013 7:58:03 AM
VIKIN
O
RD
NW
8
6
OLYM PIC
VIEW RD N W
CENTRAL VALLEY RD NW
NW LUOTO RD
3
K
J
KJ
H
STATE WY
30
CLEAR CREEK RD NW
VIKING WAY NW
E
LI BERTY
BAY
N
NW
1
HOO D
CANA L
FJ
AY
G W
SUBASE BAN GO R
DR
2
NE
STA
TE
HW Y
3 08
EW
AY
NW
!
Ø
J
K
!
ØÚ
[
NW TRIGGER AVE
BROWNSVILLE HWY NE
SIL
VE
RD
AL
!
Ø
7
ØJ
J
K!
K
4
N
DE
RS
ON
NW
A
W
NW BUCKLIN HILL RD
AA
GA
W
AY
NE WAAGA WAY
J
K
D
!
Ø
NW FAIRGROUN DS RD
CENTRAL KITSAP
UGA
NE FAIRGRO UNDS RD
Y NW
NE MCWILLIAMS RD
B
SEA
CH IC O WA
[
Ú
J
K
[
!
Ú
Ø
ECK
W
YN
HANSB ERRY ST NW
CHI CO
BAY
HW
RD
NE RIDDELL RD
PINE RD NE
LY
!
Ø
[!
Ú
Ø
J
K
!
Ø
13
NW H
OL
Y
TRACYTON BLVD NW
12
WA
RD
J
K
!
Ø
AA
GA
11
C
NW NEWBERRY HILL RD
L
HIL
!
Ø
J
K
[
Ú
B
9
RIDGETOP BLVD NW
AN
10
Ø
J
K
[ !
Ú
W
W
8
[
J
K
!
ØÚ
CENTRAL VALLEY RD NE
!
Ø!
Ø
9
NW
!
Ø
J
K
[
Ú
A
R ID
J
K
!
Ø
ANDERSON HILL R D
KITSAP MALL BLVD NW
NW
GE
TO
PB
LV
D NW
5
Legend
Pressure (psi)
[
Ú
Pump
30
!
Ø
J
K
Well
50
Reservoir
80
Retail Service
Area Boundary
120
Figure 7-3
2032 Peak Hour Pressure Map
100
Silverdale Water District
Water System Plan
Water Main
Water Body
Aug 2013
I
0
2,000
4,000
8,000
Feet
Date Saved: 6/24/2013 7:58:31 AM
VIK
ING
FJ
O
WA
RD
Y
DR
NE
NW
VIKING WAY NW
!
1525
2000
NW LUOTO RD
I
$
316
500
!
1459
1500
1391
1500
!
1459
1500
$ 1363
!
1500
1412
1500
NE S
T AT
E HW
Y
3 08
1366
!!
$
1500
K
J
KJ
$
G
!!
!
1343
1500
E
VIEW RD N W
1366
1500
1663
2000
!!
F
OL YMPIC
HOO D
CANA L
H
CLEAR CREEK RD NW
A
SUBASE BAN GO R
1307
1500
LI BERTY
BAY
!
1366
2500
NW TRIGGER AVE
ØJ
J
K!
K
!
$
$
TO
P
BL V
D
NW
SILVERDALE UGA
L R
D
C
3634
3750
!
3446
3750
$
3634
3750
!
3708
3750
3136
3750
2156
3750
M2859
3750
$
!
!
!
2597
3750
A
!
!
$
W
A
O
!
Ø
J
K
[
Ú
K
N
3100
3500
RIDGETOP BLVD NW
Y
$
3556
3750
899
1500
!
952
1500 1050
1500
NW BUCKLIN HILL RD
L
NW WAAGA WAY
NE WAAGA WAY
$
1856
2000
1795 $!
2000 !
J
TRACYTON BLVD NW
!
Ø
NW FAIRGROUN DS RD
NE FAIRGRO UNDS RD
CENTRAL KITSAP
UGA
W
NE MCWILLIAMS RD
SEA
B EC
CHICO
WA Y N
[
Ú
J
K
!
[
Ø
Ú
WY
KH
HANSB ERRY ST NW
CHI CO
BAY
NW
RD
NE RIDDELL RD
PINE RD NE
NW H
OLLY
!
!
Ø
J
K
$
!
!!
!
Ø !!!
[!
Ú
Ø
J
K !
!
Ø
J
K
[
Ú
$
NW NEWBERRY HILL RD
3556
3750
$!! ! !!
3558
3750
Ø
J
K
[ !
Ú
J
K
!
Ø
$
[
J
K
!
ØÚ
AG
!
Ø!
Ø
! 133
500
NH
IL
WA
!
ER SO
J
K
!
Ø
NW
141
500
AND
KITSAP MALL BLVD NW
$
W
LE H W
$
1384
1500
CENTRAL VALLEY RD NE
E
N
BRO WN SVIL
NW
EW
AY
AL
B
!
Ø
J
K
!
ØÚ
[
!
Ø
RID
GE
!
1365
2500
1365
!
2500 ! 1366
1366 !
! 2500
2500
VE
RD
!
1221 !
1500 1221
1500
D
SIL
1221
1500 !
YN
!
Legend
Diameter (in)
Fireflow Goal (%)
Pump
<= 4
!
0 - 25
$
PRV
5
!
26 - 50
!
Ø
Well
6
!
51 - 75
J
K
Reservoir
[
Ú
Retail Service
Area Boundary
Urban Growth
Area
Water Body
8
!
10
12
>= 14
A
76 - 98
Available Fireflow (gpm)
Figure 7-4
2012 Fireflow Map
Fire Flow Area ID
Silverdale Water District
Water System Plan
Fireflow Goal (gpm)
Note
Each location highlighted on the map
represents an area where the available
fire flow does not meet the established goal
Aug 2013
I
0
2,000
4,000
8,000
Feet
VIK
ING
FJ
O
WA
RD
Y
DR
NE
NW
VIKING WAY NW
!
NW
ST AT
EH W
Y
8
30
1690
2000
!!
1546
2000
NW LUOTO RD
$
I
F
OL YMPIC
1319
1500
$ 1292
1500
G
!!
!
1339
1500
NE S
T AT
E HW
Y
3 08
VIEW RD N W
$
K
J
KJ
$
1211
1500
E
HOO D
CANA L
H
CLEAR CREEK RD NW
A
SUBASE BAN GO R
1300
1500
LI BERTY
BAY
LE H W
BRO WN SVIL
EW
AY
AL
!
Ø
SIL
VE
RD
B
!
Ø
J
K
!
ØÚ
[
NW
D
YN
!
NW TRIGGER AVE
$
ØJ
J
K!
K
E
$
$
W
AND
ER SO
NH
IL
!
M2771
3750
!
Ø
J
K
[
Ú
Ø
J
K
[ !
Ú
1447
1500
!
NW NEWBERRY HILL RD
3750
W
2957
2967 3750
3500 !
A
Y
3332
$!
3750 !! !
1851
2000
1789 $!
2000 !
!
Ø
[!
Ú
Ø
J
K
!
!
NW BUCKLIN HILL RD
!
3330
3750
1073
! 1500
1135
1500
!!
1247
1500
L
NE WAAGA WAY
$
!
Ø
J
!
Ø
TRACYTON BLVD NW
SEA
B EC
NW FAIRGROUN DS RD
NE FAIRGRO UNDS RD
CENTRAL KITSAP
UGA
NE MCWILLIAMS RD
W
WY
KH
HANSB ERRY ST NW
CHI CO
BAY
NW
RD
NE RIDDELL RD
PINE RD NE
NW H
OLLY
!
CHICO
WA Y N
[
Ú
J
K
!
[
Ø
Ú
$
!
!
!!
477
500
J
K
$
!
!
!
$
[
J
K
!
ØÚ
!
$
J
K
!
Ø
!
! 2343
1599
1750
3636
3750
3571
3750
RIDGETOP BLVD NW
1986
3750
$
$
3803
4000
3849
3974
4000
4000
!!
!
!! !
!
K
N
A
$
!
AG
3898
4000
!
WA
C
!
Ø!
Ø
O
!
Ø
J
K
[
Ú
3463 3070
4000 4000
NW
L R
D
J
K
!
Ø
CENTRAL VALLEY RD NE
N
KITSAP MALL BLVD NW
$
RID
GE
TO
P
BL V
D
NW
SILVERDALE UGA
Legend
[
Ú
$
!
Ø
J
K
Diameter (in)
Fireflow Goal (%)
Pump
<= 4
!
0 - 25
PRV
5
!
26 - 50
6
!
51 - 75
Well
Reservoir
Retail Service
Area Boundary
Urban Growth
Area
Water Body
8
!
10
12
>= 14
A
76 - 100
Available Fireflow (gpm)
Figure 7-5
2032 Fireflow Map
Fire Flow Area ID
Silverdale Water District
Water System Plan
Fireflow Goal (gpm)
Note
Each location highlighted on the map
represents an area where the available
fire flow does not meet the established goal
Aug 2013
I
0
2,000
4,000
8,000
Feet
August 2014
7.6.4
Deficiencies
This section presents a summary of the distribution and transmission system deficiencies that
were identified from the results of the hydraulic analyses of the existing water system and also
includes deficiencies not related to the capacity of the mains. These deficiencies will be
eliminated upon completion of the proposed improvements that are presented in Section 9.
Pressure Deficiencies
The following areas have pressures that are either lower or higher than the acceptable pressure
levels.

Low Pressure Area A: There are actually two areas indicated as A. One is near the
Ridgetop Reservoir, and the other along a dead end main on the edge of Zones 2 and 4.1.
The service elevation limits the available pressure at these locations. The area near the
Ridgetop Reservoir does not have any services connected to it. Services close by are
connected to the boosted zone. In the second area, there are services present, but the
pressure is just less than 30 psi. This is within the margin of error in the hydraulic model,
and any improvements to make pressure above 30 psi would have substantial cost, so
there are no improvements identified.

Low Pressure Areas B and C: The low pressures are a result of proximity to the
Provost and Dickey Reservoirs, and there are no services present. As such, no
improvements are needed.

Low Pressure Area D: The service elevation limits the available pressure to just under
30 psi at this location. CIP WMN-14 would extend a main along Norbert Place to
connect the service to the higher pressure zone in the vicinity.

High Pressure Areas 1-13: These areas are subject to pressures above 100 psi based on
the topography of the system. No reasonable, cost effective improvement has been
identified. PRVs may be installed at each property to control excessive pressures.
Fire Flow Deficiencies
The following areas have low fire flows that do not meet the District’s target fire flow goals.
Most of these deficiencies result for smaller diameter piping or dead end mains. In areas where
multiple hydrants are available to provide the fire flow goal, no improvement is specified.
Projects relating to improving fire flow are described in Section 9.

Fire Flow Area A and B: Fire flow is limited in the dead end portion of Zone 5 by a
high elevation service on NW Lause Way.

Fire Flow Area C: Fire flow is limited due to small diameter piping. The Apex Area
projects, WMN-11/13/18 and WF-10/11/12 will improve fire flow in this area.

Fire Flow Area D and F: Fire flow is limited due to high service elevation in Zone 5
along NW Lause Way. The CIP WMN-6 and WF-1 improves fire flow by adding another
connection to Zone 5. The pump station provides another source of water and improves
pressures in Zone 5 during fire flow conditions.
Section 7 – Water System Analysis
Silverdale Water District
7-31
2013 Comprehensive Water System Plan
August 2014

Fire Flow Area E: Fire flow is limited on the 8” dead end waterline. CIP WMN-8
improves fire flow by creating a loop.

Fire Flow Area G, H, and I: Fire flow is limited due to 8” dead end waterlines in this
portion of the system. CIP WMN-2 and WMN-5 improve fire flow by creating looping.
Some of the fire flow deficiencies are not addressed by these projects, but the available
fire flow is greater than 75% of the goal. No additional improvement is specified.

Fire Flow Area J: Fire flow is limited by 6” waterlines. The available fire flow is
greater than 75% of the goal. No improvement is specified.

Fire Flow Area K, L, N, and P: This portion of the water system has multiple hydrants
available to provide the fire flow goal.

Fire Flow Area O: The fire flow goal is 3750 gpm and the 10” waterline along
Anderson Hill Road limits fire flow. CIP WMR-10 increases the waterline to 12” which
increases fire flow in the area above the goal.
7.7 Limiting Factors and Carrying Capacity
A key element of this WSP is the evaluation of the capacities of various water system elements
and their abilities to support current and projected future water supply needs. Resulting from
these evaluations are “carrying capacities,” or the maximum number of equivalent residential
units (ERUs) that existing facilities can support. Such analyses aid in identifying capacity
deficiencies and provide the foundation for some capital improvement projects.
Table 7-18 summarizes the carrying capacities associated with the District’s primary water
system components. This summary is formatted consistent with “Worksheet 6-1” of the DOH
Water System Design Manual (December 2009). Details regarding source and storage capacity
analyses are provided earlier in this section of the WSP. As noted in the table, annual water
rights is the limiting water system component, with a current ERU capacity of 14,658. By
comparing this carrying capacity with the demand forecast presented in Section 4, it can be seen
that existing facilities are able to support current demands and needs projected through the 20year planning horizon.
Carrying capacity analyses have not been conducted for the District’s treatment, transmission,
and distribution facilities, for the following reasons. The treatment systems have been sized
commensurate with the pumping capacities at the applicable sources. Therefore, there are no
additional limitations imposed by the treatment systems. The District’s well sources tie directly
into the distribution system and the system piping facilities serve a dual purpose for both
transmission and distribution. Regarding distribution facilities, it is difficult to characterize ERU
carrying capacities in terms of piping, etc. Water mains are typically designed to convey fire
flows. In the case of the District, this means that they are also more than adequate to support the
average and maximum day demands imposed by customers. Some deficiencies have been
identified throughout the system regarding the capability of certain sections of distribution
piping to convey required fire flows at minimum pressures. Such deficiencies, however, are not a
function of the amount of current or proposed ERUs, and therefore do not factor into a carrying
capacity analysis. The District has scheduled improvements to address noted distribution system
deficiencies, as described in Section 9.
Section 7 – Water System Analysis
Silverdale Water District
7-32
2013 Comprehensive Water System Plan
August 2014
Table 7-18. Water System Physical Capacity Documentation Based on MDD
Note: Capacity determinations are only for existing facilities that are operational for the water system.
Specific Single-Family Residential Connection Criteria:
Average Day Demand (ADD): 197 (1) gpd/ERU
Maximum Day Demand (MDD): 414 (2) gpd/ERU
Water System Service Connections correlated to ERUs
Service
Total # Connections
Total MDD for the
ERUs (5)
(3)
in
the classification (4)
classification,
gpd
Classification
2,170,000
5,288
5,265
Single-Family
460,000
202
1,125
Multi-Family
350,000
407
847
Non Residential
210,000
108
513
Irrigation
10,000
5
33
Construction
740,000
24
1,802
Largest Users
40,000
8
86
Wholesale
230,000
N/A
560
Non- Revenue
0
Other (identify)
Total existing ERUs (Residential + Nonresidential + Non-revenue + Other) = 10,232
Physical Capacity as ERUs
Water System Component
Calculated Capacity in ERUs for each component
(Facility)
Source(s)
19,510 (6)
Treatment
N/A (7)
Equalizing Storage
27,195 (8)
Standby Storage
14,721 (at 20 psi) (8)
Distribution
N/A (7)
Transmission
N/A (7)
23,181 (Qi basis)
Other (water rights)
14,658 (Qa basis) (9)
Water System Physical Capacity (ERUs) = 14,658
(based on the limiting water system component shown above)
Notes:
(1) See Section 4.4. ERU value is 197 gpd/ERU. (This is a rounded value. Actual value used in the
calculations is 196.64.)
(2) See Section 4.1. ADD:MDD is 2.1
(3) Based on Table 4-10, for Year 2012.
(4) Based on District data.
(5) See Table 4-10.
(6) See Table 7-4. Based on the current pumping capacity 8,071,200 gpd.
(7) Not calculated for reasons specified in the text.
(8) See Table 7-9. Assumes all sources are operating.
(9) See Table 6-3. Assuming water rights associated with applications are not counted, Qi is 6,663 gpm
and Qa is 3,236.5 AF/yr.
Section 7 – Water System Analysis
Silverdale Water District
7-33
2013 Comprehensive Water System Plan
August 2014
8. Operations and Maintenance
8.1 Introduction
The District’s operations and maintenance program consists of the following elements:

Normal Operations

Emergency Operations

Preventive Maintenance

Cross-Connection Control
Each of these is described in detail in this section.
8.2 Normal Operations
8.2.1
District Personnel
The District functions under the direction of a board of three commissioners. The current
operations and maintenance staff consists of maintenance and service personnel that function
under the District General Manager, as shown in Figure 8-1. The water system tasks that are
performed by the operations and maintenance staff include inspection, testing, installation and
repair of system facilities, routine operation and preventive maintenance, record keeping,
administrative tasks, general clerical work, and corrective or breakdown maintenance required in
response to emergencies. These tasks and duties are summarized in Figure 8-2.
Washington State Law (WAC 246-292) requires the District’s system to be operated by one or
more certified operators. In addition, specialty certification is required for backflow device
testing. Table 8-1 shows the current certifications of the District's operations and maintenance
staff.
It is District policy to maintain a well-qualified, technically-trained staff. The District annually
allocates funds for personnel training, certification and membership in professional
organizations, such as the American Water Works Association (AWWA). The District believes
the benefits greatly outweigh the time and costs of training, certification and professional
organizations, which result in improved safety, skills and confidence.
Section 8 – Operations and Maintenance
Silverdale Water District
8-1
2013 Comprehensive Water System Plan
Figure 8-1
Silverdale Water District
Organizational Chart - Employees
Silverdale Water District
Customers
Commissioners
Marcus Hoffman
John Poppe
Michael Sechrest
Engineer
General Manager
Attorney
Consultant
Morgan Johnson
Rick Gross
Asst. General Manager
Human Resources
Skip Beahm
2025
Construction Manager
Maintenance Manager
Operations Manager
Fiscal Manager
2025
Tim Knapp
Skip Beahm
Jeannie Screws
Construction
Service
Technical
Preventative
Grounds/Facilities
Engineer Tech 4
Service Tech 4
Service Tech 4
Service Tech 4
2020
2018
2016
Mo Beck (ST4)
Nolan Corpuz (ET2)
Thomas Hunter (ST2)
Bryant Bach (ST4)
James Cone (ST3)
Christy Hickerson (GK)
Ken Adams (ST3)
Chuey Gutierrez (ST1)
Laborer - PT - Seasonal
Service Tech - 2016
Will Llewellyn (ST1)
Laborer - PT - Seasonal
Randy Romo (ET1)
Laborer - 2012
Laborer - 2015
Organizational Chart - 2012/Employees
Janitorial
Treatment
Environmental
Operations
Customer Service
Administrative
Finance
Service Tech 4
Custodian - PT
Service Tech 4
2020
Tony Hidalgo (C - PT)
2018
Environmental Tech 4
Service Tech 4
Service Tech 4
Administative Asst. 4
Administative Asst. 4
2014
Eric Pickard (ST4)
2014
2016
2016
Tim Caces (C - PT)
Sid Williams (ST2)
Edwin Tuason (C - PT)
Service Tech - 2014
Laurelin Ward (ET3)
Service Tech - 2016
Mitch Brown (ST3)
Amanda Cheatham (AA2)
Sammie Simmons (AA2)
Lindsay Weaber (AA1)
Figure 8-2
Silverdale Water District
Organizational Chart - Assignments
Silverdale Water District
Customers
Commissioners
Decision-Making
Establish Policy
Public Leadership
Supervise Appointed Official
Engineer
General Manager
Attorney
Engineering Services
Administration
Legal
Surveying
Agreements
Budget
Hydrogeologist
Capital Improvement Plan
Consultants
Contracts
Grants/Loans
Insurance
Property Acquisition
Public Relations
Resolutions
Schedule of Charges
WASWD
Water Availability
Water System Plan
Asst. General Manager
Human Resources
Administration
Evaluations
Administrative Center
Labor and Industries
Information Technology
Personnel Files
Inventory Control
Personnel Manual
On-Call Scheduling
Training
Small Works Roster
Safety
Street Lights
System Security
WaterPAK
Construction Manager
Construction
Operations Manager
Maintenance Manager
Service
Technical
Preventative
Grounds/Facilities
Janitorial
Fiscal Manager
Treatment
Environmental
Operations
Customer Service
Administrative
Finance
Accounts Payable
Capital Projects
Customer Service
Air/Vac Valve Maintenance
Blow-Off Maintenance
Grounds Maint. - Admin. Ctr.
Janitorial Maint. - Admin. Ctr.
Chlorination
Conservation
Cross Connection
Customer Service
Accounts Receivables
Conditions and Standards
Meter Maintenance
Construction Projects
Construction Projects
Grounds Maint. - CKFR
Janitorial Maint. - CKFR
Treatment Plant
Grant Writer
Inventory
Locating
Commissioner Meetings
Budget
Construction Agreements
Meter Reading
Control Valve Maintenance
Flushing Maintenance
Grounds Maint. - KCSD
Janitorial Maint. - KPUD
Water Quality
Public Outreach
Reclaimed Water
System Security
Customer Service
Employee Benefits
Construction Projects
Service Installation
Grounds Maint. - SWD
Reclaimed Water
Safety Investigations
Events
Financial Reporting
Safety Committee
Resource Management
SCADA System
Underground Utilities CC
Meter Reading
Investments
Long Term Debt
Equipment Maintenance
Hydrant Maintenance
Hydraulic Modeling
Meter Maintenance
Main Maintenance
Inspections
Pump Maintenance
Meter Reading
SCADA System
System Security
Uniforms
Mapping
SCADA System Maintenance
Reservoir Maintenance
Water Quality
Transportation
Utility Billing
Service installations
Transportation Maintenance
Service Installation
Water Treatment Maintenance
Structure Maintenance
AWWA - Subsection
Well Maintenance
Transportation Maintenance
Partnership for Water
Valve Maintenance
WaterPAK
Safety Committee
Safety Committee
Organizational Chart - 2012/Assignments
Water Quality
Payroll
Revenue Bonds
Safety Committee
Safety Committee
WaterPAK
Emergency Management - KC
August 2014
Name
Morgan Johnson
Skip Beahm
Tim Knapp
Nolan Corpuz
Randy Romo
Laurelin Ward
Table 8-1.Personnel Certification
Position
Certification
General Manager
WDM-3, CCS, WTPO-1
Assistant General
WDM-2, CCS, BAT
Manager
Maintenance Manager
WDM-3, CCS
Engineer Technician II
DWM-3, CCS, WTPO-2
Engineering Technician II
WDM-1
Environmental Technician
WDM-3, CCS, WTPOIII
IT
Service Technician III
WDM-2, CCS
Service Technician II
WDM-1, CCS
Service Technician IV
WDM-3, CCS, BAT
Service Technician IV
WDM-2, CCS
Service Technician IV
WDM-3, CCS, WTPO-1
Service Technician III
WDM-2, CCS
Service Technician III
WDM-2, CCS
Service Technician II
WDM-2, CCS
Service Technician I
WDM-1, CCS
Service Technician I
WDM-1
Service Technician I
WDM-1
Mitch Brown
Sidney Williams
Eric Pickard
Bryant Bach
Mo Beck
Kenny Adams
James Cone
Thomas Hunter
Will Llewellyn
Chuy Gutierrez
Ralph Balajadia
Certification Definitions
BAT – Backflow Assembly Tester
CCS – Cross Connection Control Specialist
WDM – Water Distribution Manager
WDM-IT Water Distribution Manager Trainee
WTPO – Water Treatment Plant Operator
8.2.2
Certification Number(s)
2609
3976, B1791
4191
6748
12961
12199
7722
10800
5433, B1881
7095
5375
9424
10722
11873
12912
12909
13163
Personnel Responsibilities
The key responsibilities of the water operations and maintenance staff are summarized as
follows.
General Manager: Plans, directs and controls the administration, operation, installation,
maintenance and repair activities involving the District.
Assistant General Manager: Coordinates the responsibilities of the General Manager in his/her
absence.
Operations Manager: Oversees the operation and monitoring of water production and
distribution, water quality, customer service, billing, conservation, inventory and purchasing.
Plans, organizes and supervises the work of employees assigned to the operations staff.
Maintenance Manager: Oversees the maintenance and repair of water production and
distribution systems, vehicles and equipment. Directs the installation of District installed water
services and distribution systems. Plans, organizes and supervises the work of employees
assigned to the maintenance staff.
Finance Manager: Oversees all financial reporting, payroll, personnel, treasury and administrative
functions. Performs complex professional accounting work. Coordinates the financial functions of
Section 8 – Operations and Maintenance
Silverdale Water District
8-4
2013 Comprehensive Water System Plan
August 2014
the Water District in the areas of Accounts Payable, Accounts Receivable, Timekeeping, Payroll,
and General Ledger. Increased knowledge and skills are required for assisting in preparation,
analysis and monitoring of budgets and financial policy planning.
Administrative Assistant IV: Organizes and supervises the work of assigned staff in the area of
operations assuring the effective operations of the Water District.
Administrative Assistant III: Lead person performing detailed and technical operational tasks
assuring the effective operations of the Water District.
Administrative Assistant II: Performs detailed and technical operational tasks assuring the
effective operations of the Water District.
Administrative Assistant I: Performs general operational tasks assuring the effective operations of
the Water District.
Non-Permanent Administrative Assistant: Performs general operational tasks assuring the
effective operations of the Water District.
Engineer Technician IV: Performs complex and advanced professional level engineering,
inspection related duties and responsibilities, and utilizes computer-aided design and drafting
system, supervises and manages engineering activities assuring the effective operations of the
Water District.
Engineer Technician III: Performs complex and advanced professional level engineering,
inspection related duties and responsibilities, and utilizes computer-aided design and drafting
system assuring the effective operations of the Water District.
Engineer Technician II: Performs routine professional level engineering, inspection related
duties and responsibilities, and utilizes computer-aided design and drafting system assuring the
effective operations of the District.
Engineer Technician I: Performs general engineering and inspection related duties and
responsibilities assuring the effective operations of the Water District.
Environmental Technician IV: Conducts complex and advanced environmental monitoring for
drinking water, streams, and lakes assuring the effective operations of the Water District.
Monitors, investigates, analyzes, and reports data for regulatory, legal and special study
purposes. Develops and implements public education programs and coordinates the water
conservation and water quality programs. Supervises and manages operational activities assuring
the effective operations of the Water District.
Environmental Technician III: Conducts complex and advanced environmental monitoring for
drinking water, streams, and lakes assuring the effective operations of the Water District.
Monitors, investigates, analyzes, and reports data for regulatory, legal and special study
purposes. Develops and implements public education programs and coordinates the water
conservation and water quality programs.
Section 8 – Operations and Maintenance
Silverdale Water District
8-5
2013 Comprehensive Water System Plan
August 2014
Environmental Technician II: Conducts routine environmental monitoring for drinking water,
streams, and lakes assuring the effective operations of the Water District. Monitors, investigates,
analyzes, and reports data for regulatory, legal and special study purposes. Develops and
implements public education programs and coordinates the water conservation and water quality
programs.
Environmental Technician I: Conducts routine environmental monitoring for drinking water,
streams, and lakes assuring the effective operations of the Water District. Monitors, investigates,
analyzes, and reports data for regulatory, legal and special study purposes. Develops and
implements public education programs and coordinates the water conservation and water quality
programs.
Service Technician IV: Organizes and supervises the work of assigned staff in the areas of
operations, maintenance, repair, or construction, assuring the effective operations of the Water
District.
Service Technician III: Lead person performing detailed and technical operational,
maintenance, repair, or construction tasks assuring the effective operations of the District; may
operate heavy and specialized equipment; and performs varied manual labor.
Service Technician II: Performs detailed and technical operational, maintenance, repair, or
construction tasks assuring the effective operations of the District; may operate heavy and
specialized equipment; and performs varied manual labor.
Service Technician I: Performs general operational, maintenance, repair, or construction tasks
assuring the effective operations of the District; may operate heavy and specialized equipment;
and performs varied manual labor.
Groundskeeper: Performs general grounds maintenance tasks assuring the effective operations
of the District; may operate heavy and specialized equipment; and performs varied manual labor.
Custodian: Performs general custodial tasks assuring the effective operations of the Water District;
may operate heavy and specialized equipment; and performs varied manual labor.
Laborer: Performs general grounds maintenance tasks assuring the effective operations of the
Water District; may operate heavy and specialized equipment; and performs varied manual labor.
Non-Permanent Laborer: Performs general grounds maintenance tasks assuring the effective
operations of the Water District; may operate heavy and specialized equipment; and performs varied
manual labor.
8.2.3
Available Equipment
The District has several types of equipment available for daily routine operation and
maintenance of the water system. The equipment is stored at the District's administrative center,
which the District shares with the Central Kitsap Fire and Rescue. If additional equipment is
required for specific projects, the District will rent or contract with a local contractor for the
Section 8 – Operations and Maintenance
Silverdale Water District
8-6
2013 Comprehensive Water System Plan
August 2014
services needed. An inventory of supplies in sufficient quantities for normal system operation
and maintenance and short-term emergencies is stored at the administrative center. A list of
equipment and supplies used in the normal operation of the water system is shown in Table 8-2.
Table 8-2. Equipment and Supplies
Water Department Owned Equipment
Chemical Inventory
1 – Air Compressor
Calcium Hypochlorite
1 – Air Tester
Sodium Hyphocholrate
1 – Arc Welder
Communications Equipment
1 – Blower
Cellular Tablet available for SCADA control.
21 – Compactor
Two-Way Cell Phones with Email and Text capabilities
1 – Plate Compactor
21 – Diaphragm Pump
1 – Flatbed Trailer
1 – Utility Trailer (Landscape)
1 – Generator
41 – Portable Generator
1 – Hole Hog
1 – Jackhammer
21 – Lawn Mower
3 – Line Locator
43 – Metal Locator
1 - Mig Welder
1 – Pressure Pump
12 – Pressure Washer
1 – Snap Ring Cutter
1 – Snokle Lift
1 – Tap Machine
1 – Threading Machine
13 - Trucks
1 – 5 Yard Dump Truck
1 – 4 x 4 Extendahoe
Miscellaneous equipment
Miscellaneous small tools
Laptops
All Water District personnel carry cell phones that have two way radio communications.
The following representatives typically provide the supplies and chemicals to the District.

Supplies: Ferguson NW, HD Fowler, Hughes Supply, National Waterworks

Sodium Hypochlorite: ABS Supply

Calcium Hypochlorite: HD Fowler, Hughes Supply, National Waterworks
The following vendors typically provide materials, equipment and service for the District's major
water system components:

Pumps: PACO Pumps, PumpTech, Inc.

Pipe: HD Fowler, Hughes Supply, National Waterworks
Section 8 – Operations and Maintenance
Silverdale Water District
8-7
2013 Comprehensive Water System Plan
August 2014

Hydrants: Ferguson NW, HD Fowler, Hughes Supply, National Waterworks

Isolation Valves: Ferguson NW, HD Fowler, Hughes Supply, National Waterworks

Control Valves: GC Systems

Generators: Olympian, Wacker, Detroit Diesel
8.2.4
Routine Operations
Routine operations involve the analysis, formulation, and implementation of procedures to
ensure that the facilities are functioning efficiently and meeting pressure requirements and other
demands of the system. The District's maintenance procedures are exceptional, with repairs
being made promptly, assuring customers receive high-quality water service and limited
interruptions.
8.2.5
Continuity of Service
As a municipality, the District has the structure, stability, authority, and responsibility to assure
that water service will be continuous. For example, changes in the Commissioners or Staff
would not have a pronounced effect on the District's customers or quality of service.
8.2.6
Routine Water Quality Sampling
The Washington State Department of Health (DOH) has adopted federal regulations that specify
minimum monitoring requirements for water systems. The sampling requirements depend on the
population served, source type and treatment provided. The specific requirements are contained
in WAC 246-290-300. District staff currently performs all routine coliform sampling throughout
the distribution system. A further discussion of the water quality monitoring program is
contained in Section 6 and in the District's Water Quality Monitoring Plans, located in
Appendix 6-1.
8.2.7
Cross-Connection Control
The District has adopted a cross-connection control program to comply with WAC 246-290-490
pertaining to contamination of potable water due to cross-connections. Backflow prevention
devices are required at service connections where a potential for contamination exists. The
Cross-Connection Control Plan is included in Appendix 8-1. As shown in Table 8-1, all current
District operation and maintenance personnel are certified Cross-Connection Control Specialists.
8.2.8
Recordkeeping and Reporting
DOH has enacted regulations for recordkeeping and reporting that may be found in WAC 246290-480. The regulations identify recordkeeping and reporting procedures for operations and
water quality testing.
Section 8 – Operations and Maintenance
Silverdale Water District
8-8
2013 Comprehensive Water System Plan
August 2014
Recordkeeping
Records shall be kept as specified by DOH. Details regarding DOH requirements are found in
DOH publication number 331-431 (provided in Appendix 8-2). Key requirements are
summarized as follows.
1. Bacteriological analysis results: 5 years.
2. Chemical analysis results: for as long as the system is in operation.
3. Other records of operation and analyses as may be required by DOH: 3 years.
4. Documentation of actions to correct violations of primary drinking water standards: 3
years after last corrective action.
5. Records of sanitary surveys: 10 years.
6. Project reports, construction documents and drawings, inspection reports and approvals:
life of the facility.
The District’s recordkeeping procedures are as follows:
1. Field technicians enter all maintenance tasks into Microsoft Excel Tracking sheets built
by District staff; all maintenance performed on each asset is documented.
2. All hard copy originals and certifications are filed.
3. The information is kept as a data file in the administrative center.
Reporting
The District shall deliver safe and reliable drinking water to their customers 24 hours a day,
365 days a year. If the drinking water supply becomes contaminated, many people can
become seriously ill or die. Any time the water system has a situation that poses a risk to
public health, the District shall notify their customers, in accordance with state and federal
law.
Notifying water system customers as quickly as possible when their water may not be safe to
drink, gives them time to take actions to protect their health. The District’s public notification
plan is based upon the requirements, guidelines, and materials developed by DOH. These are
provided in Appendix 8-2. A summary of key elements of the District’s public notification
plan is provided below.
Public Notification
Formal public notification requirements are required whenever Silverdale Water District is in
violation of:

Drinking water quality or monitoring requirements;

Operating under a variance or exemption; or

Other situations that pose a public health risk, such as a disruption in service.
Section 8 – Operations and Maintenance
Silverdale Water District
8-9
2013 Comprehensive Water System Plan
August 2014
Notifying District customers in a timely manner about actual or potential threats associated
with drinking their tap water can help people make informed decisions affecting their health.
District customers will be notified within 24 hours if there is a serious problem.
Key Issues of Public Interest
These three tiers will be used to determine the specific requirements for public notification

Tier 1: Acute health concerns require notification within 24 hours.

Tier 2: Chronic health concerns require notification within 30 days.

Tier 3: Reporting and monitoring violations require notification within 365 days.
Technical Assistance
The District's public notification plan is meant to supplement the Public Notification
Handbook ( l a s t u p d a t e d i n 2 0 1 0 ) and Department of Health publications. If there are
any questions, technical assistance is available at the Office of Drinking Water Regional
Office. The after-hours emergency telephone number is 1-877-481-4901. The Southwest
Regional Office telephone number is 360-236-3030.
Notification Requirements
Tier 1
Deadline for Notification:
Delivery Methods to Use:
Department of Health Notification:
Tier 2
Deadline for Notification:
Delivery Methods to Use:
Tier 3
Deadline for Notification:
Delivery Methods to Use:
Within 24 Hours
Hand delivery, posting, or broadcast media
(radio or television)
Within 24 hours
Within 30 days
Mail, hand delivery, another method as
needed to reach others
Within 1 year
Mail, hand delivery, or annual notice
Public Notification Requirements
Public notification is required for all acute MCL violations.
Local:
Kitsap County Health District: Melina Knoop: (360) 377-5220
Section 8 – Operations and Maintenance
Silverdale Water District
8-10
2013 Comprehensive Water System Plan
August 2014
WSDOH:
Office of Drinking Water:
(after hours emergency)
1-877-481-4901
SW Regional Office:
(360) 236-3030
Sandy Brentlinger:
(360) 236-3044
Virpi Salo-Zieman, Regional Engr.:
(360) 236-3037
Must notify by end of the business day receive notice of violation, or if the notice was
received after close of business, by end of the next business day.
Other Reports
Several other reports are required for state agencies, including the Department of Revenue,
Department of Labor and Industries, Department of Social and Health Services, Department of
Ecology, and the Employment Security Department. All of these reports are completed
according to their instructions.
8.2.9
Operations and Maintenance Records
Facilities Operations and Maintenance Manuals
Operations and maintenance manuals are available for staff members' reference. The equipment
and operational maintenance manuals required for all well supplies and equipment therein, PRV
stations and equipment therein, booster pump stations and equipment, and reservoirs are
maintained and housed in the equipment maintenance file at the administrative center. The
District intends to maintain its policies of requiring complete operation and maintenance manuals for
all new equipment and facilities.
Mapping and As-Built Drawing Records
Maintenance of drawings is essential to maintenance crews, county planners, developers and
anyone else needing to know how the water system is laid out throughout the District. The
drawing records are stored in an organized file at the administrative center and are well
maintained.
Operation and Maintenance Records
Operation and maintenance records are stored at the administrative center or in the District’s
computer database and include:

Bacteriological tests

Backflow and cross-connections

Chlorination levels
Section 8 – Operations and Maintenance
Silverdale Water District
8-11
2013 Comprehensive Water System Plan
August 2014

Hydrant repairs

Hydrant meter forms

Hydrant databases

Confined spaces

Vandalism forms

Precipitation

Water samples from new developments

Water usage

Water system maintenance

Water used for construction

Water consumable inventory

Water main notes

Water worksheets

Water main flushing

Customer complaints

Lead and copper levels

DOH regulated water sampling

Coliform sampling

Well sounding and static water levels

Pump motor tests
8.2.10 Safety Procedures and Equipment
Safety is the concern and responsibility of all water operations and maintenance staff. To
maintain the highest level of safety, the District has taken steps toward educating its staff and
providing resources to ensure a safe working environment. The District will strive to improve its
safety program on an on-going basis. The American Water Works Association publishes a
manual entitled, Safety Practices for Water Utilities (M3), which describes safety programs and
provides guidelines for safe work practices and techniques for a variety of water utility work
situations. This manual is available to all district personnel and identifies procedures for the
following operations and maintenance tasks;

Use of Chlorine or Chlorine Products

Working in Confined Spaces

Working in Trenches
Section 8 – Operations and Maintenance
Silverdale Water District
8-12
2013 Comprehensive Water System Plan
August 2014

Working Around Heavy Equipment

Working in Traffic Areas

Working on or Around Water Reservoirs

Working in or Around Pump Stations

Working on Asbestos Cement (AC) Water Main

Working on Pressurized Water Main
The District also has a Safety Manual that is available to all district personnel and identifies
procedures for the following operations and maintenance tasks;

Safety and Health Orientation

Safety Audit

Annual Review of Safety Programs

Fire Safety Procedures

Ladder Safety

Lifting and Rigging Safety

Chlorine Safety

Hearing Conservation Program

Poisoning

Fall Protection Work Plan

Back Injury Prevention

Slips, Trips, and Falls

Asbestos Awareness Program Policy

Trenching and Shoring

Traffic Control Program Procedure

Respiratory Protection Program

Confined Spaces Entry Program

Automobile Hazards and Maintenance

Safety Responsibilities

First Aid Kits
Safety training classes in First Aid, CPR, and traffic safety and flagging are required of all Water
District staff. Air testing, confined space entry, and equipment calibration is required for all
necessary personal. Safety talks are conducted weekly for all staff.
Section 8 – Operations and Maintenance
Silverdale Water District
8-13
2013 Comprehensive Water System Plan
August 2014
The following includes a list of safety and first aid equipment available to staff to carry out
safety procedures for operations and maintenance tasks.

First aid kits in each vehicle, workshop and lab

Steel toe boots

Safety eye glasses and goggles

Ear plugs

Reflective vests and pants

Fall harnesses

Fire extinguishers

Chemical aprons

Gloves

Hard hats

Respirators

Eye wash stations in each facility

Air-fed breathing apparatus equipment for non-hazardous work environments

Trench shoring equipment

Air tester for confined spaces

Traffic safety equipment

Confined space blower

Construction radios and cell phones

AED at District Administrative Offices
The District follows all appropriate OSHA and WISHA regulations in its day-to-day operations
and complies with the following state requirements.

WAC 296-62-145 to 14529 Part M - Entry into confined spaces.

WAC 296-155-650 to 66411 Part N - Shoring of open ditches.

WAC 296-155-429 - Lockout-tagout for work on energized or de-energized equipment or
circuits.

WAC 296-155 Part C1 - Fall restraint for access to the top of the District’s water
reservoirs.

MUTCD - Traffic control for work in the public right-of-way.
Section 8 – Operations and Maintenance
Silverdale Water District
8-14
2013 Comprehensive Water System Plan
August 2014
8.2.11 Environmental Awareness Practices
Protecting the environment is a high priority of the District. The operations and maintenance
staff have been made aware of the District’s commitment to protecting the environment through
education and field training. The District recognizes that it can play a major role in protecting
the environment, due to its close proximity to several water bodies within its service area and the
topography of existing and future land development.
Chinook salmon and bull trout were listed as a threatened species under the federal Endangered
Species Act (ESA) in 1999. The District has established practices to operate, maintain, repair
and expand the water system in a manner that does not adversely affect the environment. For
example, the District works to not allow chlorinated water to enter surface water bodies or storm
drainage systems that discharge to surface water bodies.
8.3 Emergency Operations
8.3.1
Capabilities
The District is well equipped to accommodate short-term system failures and abnormalities. Its
capabilities are as follow:
Multiple Water Sources
The District owns 11 active groundwater wells that supply the main water system and two
additional groundwater wells that supply the satellite systems. Should the District lose the
operation of one water source, water could be routed throughout the District from other water
sources through a series of pressure reducing stations and booster pump stations. Such a failure
would not adversely affect the District’s ability to meet the water demands of its customers. The
District has emergency portable generator connections at well sources that can be used in an
emergency.
Multiple Reservoirs
Water storage is provided by 12 active reservoirs that are located at different sites throughout the
District’s water system. The duplication of reservoirs in separate pressure zones, coupled with
the water system’s ability to transfer water between zones through a series of pressure reducing
stations and booster pump stations, provides sufficient redundancy to prevent service disruption
when one of the reservoirs is out of service for cleaning, painting, or repairs.
Distribution System
The District has attempted to loop water mains, wherever possible, to improve water circulation
(i.e. water quality) and minimize impacts to the system in the event that a portion of the
distribution system must be taken out of service for maintenance or repairs.
Section 8 – Operations and Maintenance
Silverdale Water District
8-15
2013 Comprehensive Water System Plan
August 2014
Emergency Equipment
The District is equipped with the necessary tools to deal with common and serious emergencies
associated with water main failures. If a more serious emergency should develop, the District
will hire a local contractor to make repairs to alleviate the emergency condition.
Emergency Telephone
Key or "on-call" personnel can be reached by the District’s internal phone system, the Kitsap
County Sheriff’s Department, Central Kitsap Fire and Rescue and 911.
On-Call Personnel
The District designates a supervisor and service technician to be on-call at all times. The on-call
service technician can respond to emergency calls within 30 minutes. A list of emergency
telephone numbers is provided to each on-call employee. New employees are not placed on-call
until they are familiar with the water system and maintenance procedures.
Material Readiness
Some critical repair parts, tools and equipment are on-hand and kept in fully operational
condition. As repair parts are used, they are re-ordered. Inventory is kept current and is adequate
for most common emergencies, which can reasonably be anticipated. The District has access to
an inventory of repair parts, including parts required for repair of each type and size of pipe
within the service area.
8.3.2
Emergency Response Program
An Emergency Response Plan has been prepared as part of the District’s Vulnerability
Assessment Plan. The Emergency Response Plan, which was completed in 2004, contains a
contingency operation plan for responding to emergency events, a list of water personnel
responsible for making decisions in emergency situations, and other elements.
8.4 Preventive Maintenance
Maintenance schedules that meet or exceed manufacturer's recommendations have been
established for all critical components in the water system. The following schedule is used as a
minimum for preventive maintenance:
8.4.1
Reservoirs
Daily
Monitor water levels. Security checks.
Annually
Staff inspects the following for proper operation: Aesthetics, Check
Valves, Doors/Hatches, Drains, Ladders, Paint, Riser Pipe,
Roof/Cover, Screens, Turnover, Vents
Section 8 – Operations and Maintenance
Silverdale Water District
8-16
2013 Comprehensive Water System Plan
August 2014
8.4.2
Distribution System
Water Mains
Bi-Monthly
Leak survey.
Annually
Flush zone 1.
Bi-Annually
Year 1: Flush zones 2, 4, 6. Year 2: Flush zones 3, 5, 7, 9.
Wells
Daily
Log and record volume delivered and current supply rate. Security
checks.
Annually
Check all valves and screens; check control valve settings. Calibrate
meter.
As Needed
Maintain electrical and mechanical equipment; paint structures and
piping.
Booster Pump Stations
Daily
Log and record volume delivered and current supply rate. Security
checks.
Annually
Staff inspects the following for proper operation: Efficiency, Leaks,
Lubrication, Noise, Odor, Operation, Pressure, Priming System.
Engine Generator Sets
Weekly
Operate to achieve normal operating temperatures; observe output.
As Needed
Replace fluids and filters in accordance with manufacturer's
recommendations (or more frequently depending on amount of use).
As Needed
Perform tune-up; replace parts as necessary.
Pressure Reducing Stations
Monthly
Check vault for adequate drainage, clean drain if necessary. Check
grout at pipe penetrations for leaks; check ladders, lid and hatch for
proper operation and condition; check piping and valves for leaks,
record meter and pressure readings.
Annually
Staff inspects the following for proper operation: Noise, Leaks,
Open/Close Speed, Operation.
Isolation Valves
Annually
Staff inspects the following for proper operation: Valve Box, Valve
Box Lid, Packing, Nut, Stem, Operation.
Hydrants
Annually
Staff inspects the following for proper operation: Cables, Caps,
Drain, Gaskets, Guard Posts, Nozzle, Operating Nut, Operation,
Paint, Static PSI, Reflectors, Tag, Valve Box, Valve Box Lid, Water
Quality, Tracing Wire.
Section 8 – Operations and Maintenance
Silverdale Water District
8-17
2013 Comprehensive Water System Plan
August 2014
Meters
2-20 Year Intervals
Time and measure volume of meter-delivered flow; dismantle,
clean, and inspect all parts, replace worn or defective parts; retest
meter for accuracy. Frequency varies based on meter size.
Air and Vacuum Release Valve Assemblies
Annually
Staff inspects the following for proper operation: Valve, Air Vac
Box, Plumbing, Valve Box, Valve Box Lid, Standpipe, Tracing
Wire.
Blowoff Assemblies
Annually
Staff inspects the following for proper operation: Valve, Valve Box,
Valve Box Lid, Blowoff Box, Blowoff Box Lid, Standpipe, Plug,
Tracing Wire.
Structures
Annually
Staff inspects the following for proper operation: Aesthetics,
Bulkhead, Doors/Hatches, Paint, Roof, Gutters, Vents, Plumbing.
Backflow Prevention Devices
Annually
Inspect and record status.
Telemetry and Control System
Monthly
Visually inspect cabinets and panels for damage, dust and debris.
All facilities are operated on a monthly basis via the SCADA
system.
Annually
Staff inspects the following for proper operation: Wiring, Register
Accuracy, Box, Panel, Battery, Radio, Labels, Locks. Staff tests all
alarm and data collection systems, ensures accuracy.
8.4.3
Tools and Equipment
Rolling Stock
Weekly
Check all fluid levels and brakes.
Scheduled
Replace fluids and filters in accordance with manufacturer's
recommendations.
Tools
As Needed
Clean after each use; lubricate and maintain as necessary.
Section 8 – Operations and Maintenance
Silverdale Water District
8-18
2013 Comprehensive Water System Plan
August 2014
9. Water System Improvements
9.1 Introduction
This section presents proposed improvements to Silverdale Water District No. 16’s (District)
water system that are necessary to resolve existing system deficiencies and accommodate the
projected growth of water customers. The water system improvements were identified from an
evaluation of the results of the water system analyses presented in Section 7. The water system
improvements were sized to meet both the existing and future demand conditions of the system.
A Capital Improvement Program number, hereafter referred to as a CIP number, has been
assigned to each improvement. Numbers were assigned to the improvements starting at the north
end of the system and, in general, incrementally increase to the south, as shown in Figure 9-1, a
plan view summary of the improvements. The improvements are organized and presented in this
section according to the following categories:

Water System Improvements Since Last Water System Plan

Water Main Extension

Water Main Replacement

Facilities Improvements

Water System Acquisitions

Reclaimed Water Improvements

Water Maintenance and Operations
This section presents a brief description of each group of improvements and the basis for the cost
estimates and the implementation schedule.
9.2 Description of Improvements
This section provides a general description of each improvement and an overview of the
deficiencies that they will resolve. Most of the improvements are necessary to resolve existing
system deficiencies. However, improvements have also been identified to illustrate the major
facilities that will be required to construct interties to wheel water through the District’s service
area for the Kitsap Public Utility District No. 1 (PUD) and to provide water service to customers
in undeveloped areas of the water system. The costs associated with these improvements shall
be partially funded by the PUD or by developers, rather than wholly by the existing water system
customers. The locations of all improvements are shown in Figure 9-1.
Section 9 – Water System Improvements
Silverdale Water District
9-1
2013 Comprehensive Water System Plan
VIKING WAY
NW
NE HOSTMARK ST
DD
FJO
R
R N
E
W
MN
-1
$
Central Valley
PRV
WMN-6
Mt View PRV
K
J
KJ
$
WF-1
[
Ú
3
U
V
WMR-2
J
K!
Ø
WF-14
STA
TE H
WY
308
2
%
Spirit Ridge
Well 3 and 4
PS, and Reservoir
[
Ú
WMN-7
WMR-1
WMN-18
!
Ø Dawn Park Well
!
Ø
NE
CENTRAL VALLEY RD NW
Olympic View
PRV
$
WMN-3
$
4
M
Silverdale Way
5
PRV
N-
WSA-7
Shadow Glen
Reservoirs
WMN-3
308
W
WMN-16
-2
U
V
NW LUOTO RD
2 WF-17
%
MN
N-
CLEAR CREEK RD NW
W
WSA-8
WM
Hood Canal
W RD N W
MPIC VIE
OLY
WMN-16
WMN-16
WMN-3
WMN-3
VIKING WAY NW
Liberty Bay
Westridge PRV
NW TRIGGER AVE
WMN-9
SIL
VE
RD
ALE
Schold PRV
WA
YN
W
$
$
WSA-1
Old Frontier PRV
WMN-10
WF-6
WSA-6
J
KÚ
[
WF-7
NW
WM R
WR-5
WMR-5
9
R-
R-
10
WMR-6
W
WF-4
NW BUCKLIN HILL RD
W
M
R-
WR-2
[
Ú
J
K
WR-4
WR-3
N W WAAGA WAY
NE WAAGA WAY
6
WMR-7
MR
-11
Huckle Ridge PRV
$
!
ØSelbo Well
3
$
Loretta Heights
J
K Reservoirs
Newberry Hill
Zone 5 PRV
$
$
Newberry Hill
Zone 3 PRV
WF-16
2
%
!
Ø Hess Well
TRACYTON BLVD NW
NW NEWBERRY HILL RD
WMN-20
U
V
Walgren
PRV
J
K
Ø
!
Ø!
2
%
WMR-13
!
Ø
Wixson Well
and Reservoir
WF-8
WR-6
WMR-9
M
WMR-12
WF-18
WR-10
[
Ú
WR-7
5
R!
Ø
W Chena Wells 1 and 2 (inactive)
[WF-3 PS (inactive), and Reservoir
Ú
RIDGETOP BLVD NW
WR-5
!
Ø
[
J
KJ
KÚ
WMR-11
WMR-9
WMR-10 W
Dickey Well
J
KÚ
WMR-14
[
!
Ø
U
V
W
WM R -1
WR-8
$ Shelly PRV
Dickey PS
and Reservoir
WR-10
2
[$
Ú
!
Ø
Ø
J
K!
[WMR-12
Ú
WF-15
W
M
R-
8
WMR-17
Anderson Hill PRV
Provost Well,
PS, and
Reservoir
WF-9
303
-9
$
-4
Vintage PRV
WR
WM N -
"
@
Y
0
Ø
J
K!
[
Ú
Ridgeview PRV
!
ØÚ
[
J
K!
Ø
Hillsboro PRV
$
$Ridgetop PRV
-1
12
Westwind Well,
PS, and
Reservoir
$
$
Ridgetop Well, WF-2
PS, and Reservoir
A
WMN-11
!
Ø !
Ø
N - 17
Bucklin Ridge
Well and Reservoir
WF-19
WMN-10
MN
Silversound
Well 1 and 2
K[ WF-11
!J
Ø
Ú
WF-12
$
J
K
!
Ø
!
Ø
W
WMR-15
HILL RD
WMN-14
W
GA
AA
W
NW
AN
N
RSO
E
D
WM
PRV
"
@
$
WSA-4
WF-10
$ Quail Hollow
CENTRAL VALLEWM
Y RD
N-15
NE
WSA-3
Reservoirs and Well
WMN-15
WSA-5
WMN-9
WSA-3
$
ØJ
K Island Lake
J
K!
WR-4
WMN-8
$
WMN-19
WM R -1
6
Dyes Inlet
NW FAIRGROUNDS RD
NE FAIRGROUNDS RD
Windsong PS
BEC
KH
WY
NW
2
%
$
$
K
J
!
Ø
!
Ø
"
@
[
Ú
K
J
Pump Station - 6 Yr
Pump Station - 20 Yr
Intertie
PRV - 6 Yr
PRV - 20 Yr
[
Ú
$
!
Ø
K
J
Pump
PRV
Well
Reservoir
Water Main
Reservoir - 6 Yr
Retail Service Area Boundary
Well - 6 Yr
Road
Well - 20 Yr
Zone Valve, 20
Pump Station - Reclaimed Water
Figure 9-1
CIP Map
Water Body
NE RIDDELL RD
Reservoir - Reclaimed Water
Water Main Extension - 6 Yr
Water Main Extension - 20 Yr
Water Main Replacement - 6 Yr
Water Main Replacement - 20 Yr
Water Main - Reclaimed Water
Water System Acquisitions
Silverdale Water District
Water System Plan
PINE RD NE
W
N
SEA
2
%
[
Ú
[
Ú
Existing Water System
H
AC
T
I
Apr 2014
0
750
1,500
PINE RD
HO
LL
YR
D
WF-13
Capital Improvement Projects
Source:
(1) Kitsap County GIS
(2) Silverdale Water District GIS
RD NW
WSA-2
Legend
ON B
E
PS, and Reservoir
NE MCWILLIAMS RD
T R ACY
J
K
!
[
Ø
Eldorado Well, Ú
CHICO W
AY NW
[
Ú
SYLVAN WAY
3,000
Feet
Document Path: D:\GISDATA\Projects\wash\Silverdale Water District\Map_Docs\Draft\Fig 9-1 CIP Map.mxd
August 2014
9.2.1
Water System Improvements since Last Water System
Plan
The water system has undergone changes since 2005, when the District last updated its
Comprehensive Water System Plan. The District has implemented many of the recommended
projects from the 2005 CIP. Some notable improvements include the Island Lake reservoir
expansions, seismic upgrades to all reservoirs, and the installation and replacement of tens of
thousands of feet of water main. The following lists the CIP projects that have been completed,
along with additional non-CIP projects that have also been completed since the District’s last
comprehensive water system plan.

8-inch and 12-inch Water Main in Olympic View Road from Turtle Road to Sealion
Road

8-inch and 12-inch Water Main in Westgate Road and Gustafson Road

16-inch water main in Willamette Meridian Road through undeveloped land from
Newberry Hill and Airport Court to Olympic View.

Zone 5/3.2 PRV on Clear Creek Road, at Mountain View Road

Zone 5/3 PRV on Olympic View Road

Zone 5/3 PRV on Frontier Road, South of Hosman Road

Abandon Frontier Woods Well No. 1

Raise Island Lake 0.3 MG Reservoir

Abandon Frontier Woods Well No. 2

Abandon Westgate Well

System-Wide Chlorination Facilities

System-Wide Seismic Improvements

Weather Station and Stream flow monitoring Improvements
9.2.2
Water Main Extensions
The following water main improvements were identified by the District and from the results of
the distribution and transmission system analyses discussed in Section 7. The projects are
divided into two categories. “Extensions” are water main improvements in which new water
mains are being added to the system to either expand or improve the existing system. The
projects are denoted by “WMN” in front of the project number. “Replacements” are water main
improvements that would replace existing distribution water pipelines. These projects are
denoted by “WMR” in front of the project number.
Section 9 – Water System Improvements
Silverdale Water District
9-3
2013 Comprehensive Water System Plan
August 2014
Extensions
WMN-1: Viking Way – Viking Way Extension
Install approximately 4,200 feet of 8” ductile iron pipe along Viking Way to a proposed intertie
with the PUD. This project creates a new connection with the PUD’s water system at this
location.
WMN-2: SR 308 – Silverdale Way to Central Valley Road
Install approximately 1,400 feet of 8” ductile iron pipe along SR 308 from Silverdale Way to
Central Valley Road. This project creates a loop between two existing dead end water mains and
improves fire flow and reliability.
WMN-3: Zone 4.5 Expansion
Install approximately 18,200 feet of 8” ductile iron pipe along Scandia Road from Viking Way
to SR 308, Virginia Loop Road from Scandia Road to SR 308, Pearson Point Road, and Virginia
Point Road. This project will expand the District’s service area and will be development driven.
WMN-4: Keyport Extension
Install approximately 4,900 linear feet of 8” ductile iron pipe along SR 308 from Central Valley
Road to the District’s service boundary with the PUD’s Keyport system. This project will create
a connection with the PUD’s service area for emergency supply and will be development driven.
An intertie between the two systems is described in WF-14.
WMN-5: Levin Road Extension
Install approximately 3,000 linear feet of 8” ductile iron pipe along Levin Road to create a loop
between an existing water mains on Levin Road and Silverdale Way. This project improves fire
flow, reliability, and will serve additional properties.
WMN-6: Mt. View Crossing
Install approximately 800 linear feet of 12” ductile iron pipe along Mountain View Road under
SR 3. This project will create a new connection between Zones 4 and 5. It will provide the ability
to wheel water to the PUD and to move water from the east side of the District to the west. A
small booster pump station will be installed at this location and is described in WF-1.
WMN-7: Half Mile Road Extension
Install approximately 4,200 linear feet of 12” ductile iron pipe along Half Mile Road from Old
Frontier Road to Clear Creek Road and along Clear Creek Road to Melody Lane. This project
improves fire flow and reliability by creating a new connection between Zones 3.2 and 5 and by
increasing looping. A pressure reducing valve (PRV) will be installed along the Half Mile Road
alignment. The large pressure reducing valve should be an 8-inch valve and the small valve
should be a 3-inch valve. The station should also include a pressure relief valve, sized during the
Section 9 – Water System Improvements
Silverdale Water District
9-4
2013 Comprehensive Water System Plan
August 2014
design, to relieve pressures in Zone 3 (H.E. 361 feet) in the event of a failure of one of the
pressure reducing valves.
WMN-8: Trigger Avenue Extension
Install approximately 3,700 linear feet of 8” ductile iron pipe along Trigger Avenue from Old
Frontier Road to Clear Creek Road and Clear Creek Road to Blissful Lane. This project creates a
new connection between Zone 3 and Zone 5 and improves fire flow and reliability. A PRV will
be installed at Old Frontier Road and Trigger Avenue as part of this project.
WMN-9: Schold Road Extension
Install approximately 3,000 linear feet of 8” ductile iron pipe along Schold Road extending
North and South from an existing water main along the road. This project will expand the
District’s service area and will be driven by development.
WMN-10: Ridgetop Growth Area
Install approximately 9,800 linear feet of 12” ductile iron pipe in the area East of Silverdale
Way, North of Waaga Way, West of Ridgetop Boulevard, and South of Ridgepoint Drive. This
project will be development driven. The area will mostly be served from Zone 2. Small areas
may need to be served from Zone 4. A PRV from Zone 1 will be installed for fire flow.
WMN-11: Apex Area – Lois Drive Extension
Install approximately 3,600 linear feet of 8” ductile iron pipe along Lois Drive from Willamette
Meridian Road to Silversound Lane and Silversound Lane to Garons View Lane. This project
will replace an existing small diameter water line and extend a water main to the Silversound
Water System. This project will provide a connection to the small group B water system the
District owns operates from Zone 7. The Silversound wells 1 and 2 would then be
decommissioned.
WMN-12: Apex Area – Apex Road Extension
Install approximately 3,200 linear feet of 12” ductile iron pipe along Apex Road between the
proposed Apex reservoir and an existing water main in Zone 5. This project will create a new
connection between Zone 7 and Zone 5. An altitude valve and 1,000 gpm booster pump station
will be installed during this project to transfer water between Zone 7 and Zone 5.
WMN-13: Norbert Main Extension
A portion of Zone 5 (H.E. 503 feet) in the higher elevations on Norbert Place near Newberry Hill
Road has low pressures that do not meet the minimum pressure requirements. This project will
convert the water main in Norbert Place to Zone 7 (H.E. 628 feet) by constructing approximately
700 lineal feet of new 8” ductile iron water main along Francis Drive and intercept the main
along Nobert Place. A small section of Francis drive will have both Zone 5 and 7 available for
service.
Section 9 – Water System Improvements
Silverdale Water District
9-5
2013 Comprehensive Water System Plan
August 2014
WMN-14: Greaves Way Site
Install approximately 2,500 linear feet of 16” ductile iron pipe to connect the proposed Greaves
Way reservoir to Zone 1. This project will be development driven. Kitsap County recently rezoned the areas north and south of Greaves way as multi-use. It is expected that light commercial
and retail type development will occur in this area.
WMN-15: Central Valley Road Extension
Install approximately 5,350 linear feet of 8” ductile iron pipe along Central Valley Road from
Paulson Road to Walker Road and south of Paulson Road extending an existing main along
Central Valley Road to the South. When water service is extended to customers located in the
easterly portion of the District’s future service area along Central Valley Road, a pressure
reducing valve will be necessary in the area to reduce pressures to acceptable levels and to
provide adequate fire flow to water system customers in the area. This project will also install a
pressure reducing station on Central Valley Road, approximately 500 feet south of Olivia Road.
The large pressure reducing valve should be an 8-inch valve and the small valve should be a 2inch or 3-inch valve. The station should also include a pressure relief valve, sized during the
design, to relieve pressures in Zone 2 (H.E. 344 feet) in the event of a failure of one of the
pressure reducing valves. This project will be partially funded by developers.
WMN-16: Zone 5.1 Extensions
Install approximately 9,100 linear feet of 8” ductile iron pipe along Olympic View Loop Road,
Olympic View Court, and Jupiter Trail. This project will extend water service to additional
properties in the area. This project will be development driven.
WMN-17: Anderson Hill Road Extension
Install approximately 3,000 linear feet of 12” ductile iron pipe along Anderson Hill Road from
the proposed Apex reservoir to Olympic View Road. This will create a new loop between
Willamette Meridian Road and Olympic View Road increasing fire flow and system reliability.
WMN-18: Olympic View Road Extension
Install approximately 1,100 linear feet of 8” ductile iron pipe extending south of Olympic View
Road. This project will expand the District’s water service to additional properties within the
District’s service area.
WMN-19: Eldorado Boulevard Extension
Install approximately 1,700 linear feet of 12” ductile iron pipe along Eldorado Boulevard from
Rydan Court to the Eldorado water system (22750C). The District plans to acquire the water
system and this project would connect the system into the District water system. The water
system acquisition is described in project WSA-2.
Section 9 – Water System Improvements
Silverdale Water District
9-6
2013 Comprehensive Water System Plan
August 2014
WMN-20: Paulson Road Extension
Install approximately 1,300 linear feet of 12” ductile iron pipe along Paulson Road to the east of
Central Valley Road.
Replacements
WMR-1: Silver Hills Place and Avante Drive Replacement
Install approximately 3,000 feet of 12” ductile iron pipe to replace existing 12” asbestos cement
water main from Spirit Ridge Well 3 along Silver Hills Place and Avante Drive. This project
increases reliability of the main pipeline from the Sprit Ridge wells 3 and 4 to the Island Lake
Zone 4 Reservoir.
WMR-2: Thomas Drive Replacement
Install approximately 3,200 feet of 8” ductile iron pipe to replace existing 8” asbestos cement
water main from Shadow Glen Reservoir to Clear Creek Road, along Thomas Drive. This project
increases reliability of the main pipeline from the zone 3.2 reservoir.
WMR-3: Island Lake Replacement
Install approximately 350 feet of 14” ductile iron pipe to replace existing 14” asbestos cement
water main from Island Lake Zone 4 Reservoir to Plateau Circle, along Easement. This project
increases reliability of the main pipeline from the zone 4 reservoir.
WMR-4: Ridgetop Boulevard, Sid Uhnick Drive, and Chena Road Replacement
Install approximately 2,800 feet of 8” ductile iron pipe to replace existing 8”. The route will
follow from Ridgetop Well Site along Ridgetop Boulevard and Sid Uhnick Drive and Chena
Road to the Chena Reservoir Site. This project increases reliability of the main pipeline from
Ridgetop Well and the proposed 2.0MG Chena (Zone 1) Reservoir.
WMR-5: Chena Road and Fredrickson Road Replacement
Install approximately 2,000 feet of 12” ductile iron pipe replace existing 12” asbestos cement
water main. The route will follow from Chena Reservoir Site to Bucklin Hill along Chena Road
and Fredrickson Road. This project increases reliability of the main pipeline from the proposed
2.0MG Chena Reservoir to the commercial core of Silverdale.
WMR-6: Olson Road, Kristine Place, and Kimberly Court Replacement
Install approximately 3,400 feet of 8” ductile iron pipe to replace existing 8” asbestos cement
water main from Bucklin Hill Road to Palmer Place, along Olson Road and replace all pipe
along Kristine Place and Kimberly Court. The District is working to replace all asbestos cement
mains. This section is one of the oldest in the District.
Section 9 – Water System Improvements
Silverdale Water District
9-7
2013 Comprehensive Water System Plan
August 2014
WMR-7: Tracyton Boulevard Replacement
Install approximately 1,000 feet of 8” ductile iron pipe to replace existing 8” asbestos cement
water main from Selbo Road heading North on Tracyton Boulevard. The District is working to
replace all asbestos cement mains. This section will complete the replacement of all AC mains
along Tracyton Boulevard.
WMR-8: Silverdale Way – Bucklin Hill Road to Post Office Replacement
Install approximately 5,300 feet of 12” ductile iron pipe to replace existing 6” asbestos cement
water main from Bucklin Hill Road to the Post Office, past Randall Way, along Silverdale Way.
This project increases fire flow in the main commercial area of Silverdale. This also improves
reliability by taking the aging asbestos cement main out of service.
WMR-9: Bucklin Hill Road and Anderson Hill Road Replacement
Install approximately 4,080 feet of 12” ductile iron pipe to replace existing 6”, 8”, and 10”
asbestos cement water main from Silverdale Way to Anderson Hill Road along Bucklin Hill
Road and from Silverdale way along Anderson Hill Road to round about on Anderson Hill Road,
past the Central Kitsap Jr. High School. This project increases fire flow in main commercial area
of Silverdale. This also improves reliability by taking the aging asbestos cement main out of
service.
WMR-10: Silverdale Way – Bucklin Hill Road to Anderson Hill Road Replacement
Install approximately 1,600 feet of 12” ductile iron pipe to replace existing 6” asbestos cement
water main from Bucklin Hill Road to Anderson Hill Road along Silverdale Way. This project
increases fire flow in main commercial area of Silverdale. This also improves reliability by
taking the aging asbestos cement main out of service.
WMR-11: Bayshore Drive, Washington Avenue, and Byron Street Replacement
Install approximately 3,550 feet of 6” and 8” ductile iron pipe to replace existing 6” and 8”
asbestos cement water main from Bucklin Hill Road along Bayshore Drive, Washington Avenue,
and Byron Street to Silverdale Way. Kitsap County will be replacing sewer lines in this area;
therefore the District will take advantage of construction to improve reliability by taking the
aging asbestos cement main out of service.
WMR-12: Silverdale Loop Road Replacement
Install approximately 2,300 feet of 12” ductile iron pipe to replace existing 8” and 12” asbestos
cement water main from Provost Site to Silverdale Loop Road and along Silverdale Loop Road
heading north to 90 degree bend. This project increases fire flow in main commercial area of
Silverdale. This also improves reliability by taking the aging asbestos cement main out of
service.
Section 9 – Water System Improvements
Silverdale Water District
9-8
2013 Comprehensive Water System Plan
August 2014
WMR-13: Provost Road – Shelly Drive to 82nd Street Replacement
Install approximately 3,400 feet of 8” ductile iron pipe to replace existing 6” asbestos cement
water main from Shelley Drive to 82nd Street along Provost Road. This project increases fire
flow in zone 3. The District is working to replace all asbestos cement mains. This section is one
of the oldest in the District.
WMR-14: Dickey Road Replacement
Install approximately 1,300 feet of 12” ductile iron pipe to replace existing 10” asbestos cement
water main from Dickey Reservoir Site heading east along Dickey Road to 90 degree Bend. This
project will increase the reliability of the main connecting the Dickey reservoir to zone 5.
WMR-15: Willamette Meridian – Segerman to Contact Court Replacement
Install approximately 1,200 feet of 8” ductile iron pipe to replace existing 8” PVC water main
along Willamette Meridian from 320 feet north of Segerman to Contact Ct. The District is
replacing all underperforming PVC water mains. This improvement will increase reliability of
the water main.
WMR-16: Provost Road – 6855 to 6796 Replacement
Install approximately 560 feet of 8” ductile iron pipe to replace existing 8” asbestos cement
water main Along Provost Road starting from the north corner of 6855 Provost to the south
corner of 6796 Provost Road. This is the last section of asbestos cement main along the south
portion of Provost Road.
WMR-17: Apex Area – Runway Main Extension
Install approximately 2,500 linear feet of 16” ductile iron pipe along the Runway to connect the
new reservoir described in project WF-10 to the water system. There is an existing small
diameter pipe serving properties along the alignment that would be replaced.
Future Water Main Extensions and Replacements
All new water main extensions and replacements shall be installed in accordance with the
District’s Water System Construction Standards, which are included in Appendix H. All new
water mains shall be ductile iron pipe and sized by a hydraulic analysis to ensure that all
pressure, flow, and velocity requirements, as stated in Section 5, are met. In general, new water
mains that will carry fire flow in residential areas shall be a minimum of 8-inches in diameter
and looped for single family residential developments and 8-inches in diameter and looped for
multi-family residential developments. New water mains in commercial, business park,
industrial, and school areas shall be a minimum of 12-inches in diameter.
Section 9 – Water System Improvements
Silverdale Water District
9-9
2013 Comprehensive Water System Plan
August 2014
9.2.3
Facility Improvements
The following water system facility improvements were identified from the results of the water
system analyses that are discussed in Section 7.
WF-1: Intertie and Zone 3.2/4/5 Pump Station on NW Mountain View Road
Improvement: Construct a pump station at the intersection of NW Mountain View Road and
Clear Creek Road. The pump station will be capable of transferring water between the District’s
Zone 4 (H.E. 485 feet) and Zone 5 (H.E. 503 feet). The ability of the pump station to transfer
water between the District’s two pressure zones will increase the overall reliability of the
District’s water system. The capacity of the pump station is estimated to be approximately 1,600
gpm. The actual capacity and configuration of the pump station will be determined during the
preliminary design phase of the project, following the finalization of the intertie negotiations
with the PUD. A PRV will be installed to transfer water from Zone 5 to Zone 3.2 to maintain
reliability. The project will also install an engine generator set for providing standby power
supply in the event of a power outage. This project will benefit both the PUD and the District’s
customers; therefore this project will be partially funded by both utilities. Construction of these
improvements should coincide with project WMN-6.
Justification: To enable the District to wheel water from to the PUD, water will need to be
pumped from the District’s system to transfer water to the higher hydraulic grade of the PUDs
system located to the north.
WF-2: Ridgetop Manganese Treatment Plant
Improvement: All water produced from the Ridgetop well be chlorinated using 0.8% sodium
hypochlorate, which will be generated onsite, and treated through manganese dioxide ore to
consistently and reliably remove a large percentage of the Manganese naturally present in the
well water. Some Iron, although not the target of the treatment plant, will be removed as well.
Hydrogen sulfide will be kept in solution by maintaining a chlorine residual.
Justification: The water produced from the Ridgetop Well contains 0.04 mg/L of Manganese.
Although this is not over the secondary MCL, over the years, customer complaints have
escalated regarding staining and dirty water. With the recent addition of Cl2, it is expected that
the aesthetic problems caused by the Manganese will increase in severity.
WF-3: Chena Reservoir
Improvement: A 2.02 MG reservoir is currently under design. The reservoir will have an
overflow elevation of 223 feet to match the existing Chena Reservoir.
Justification: The storage analysis in Section 7 indicates that there is a deficiency in total
existing system storage by 2032. This new reservoir resolves that deficiency.
Section 9 – Water System Improvements
Silverdale Water District
9-10
2013 Comprehensive Water System Plan
August 2014
WF-4: Chena Pump Station
Improvement: By adding the Chena booster station the District is building in security and
redundancy to the system, incase of well or power failure on the east side of the District. The
District will install a standby generator making this a viable sight for meeting. The pump station
capacity will be approximately 1,500 gallons per minute.
Justification: Currently the District can not supply water from the Zone 1 to the entire East side
of the service area; including pressure zones 2, 4, and 6.
WF-5: Greaves Way Property Acquisition
Improvement: Purchase the site for the future Zone 1 reservoir and pump station.
Justification: Property needed for the Greaves Way Reservoir and Pump Station.
WF-6: Greaves Way – Zone 1 Reservoir
Improvement: Construct a reservoir on property to be purchased by the District approximately
900 feet west of Clear Creek Court and 100 feet south of Bison Lane. The reservoir will have an
overflow elevation of 223 feet and a minimum useful storage capacity of 0.75 MG to meet the
projected needs of the system through the 20-year planning period. A preliminary evaluation by
the District indicates that the site can accommodate a reservoir with a total capacity of up to 1.0
MG. The actual capacity of the reservoir will be determined during the preliminary design phase
of the project. For budgeting purposes, the cost of this improvement is based on the largest
capacity reservoir that can be constructed on the site. Construction of this improvement should
coincide with the construction of the new Zone 1 Reservoir transmission main, completed under
project WMN-14
Justification: The site has been identified for a future reservoir location. The site would be
acquired by the District for a future reservoir that would be installed dependent on future
development. Current the Greaves Way area is undeveloped and the proposed reservoir is not
scheduled for installation in the near term.
WF-7: Greaves Way – Zone 1 Pump Station
Improvement: Construct a pump station on the Greaves Way site with a capacity of
approximately 1,500 gallons per minute.
Justification: Pump station is needed to move water from Zone 1 to Zone 3 once the Zone 1
reservoir is installed
WF-8: Wixson Well
Improvement: Redrill the existing well to increase the pumping capacity to 1,000 gallons per
minute to fully utilize the water right.
Section 9 – Water System Improvements
Silverdale Water District
9-11
2013 Comprehensive Water System Plan
August 2014
Justification: The Wixson Well does not fully utilize the water right for the well. This will meet
future demands in Zone 5 and 7 as well.
WF-9: Newberry Well
Improvement: Co-develop a 1,000 gpm well with the PUD. The existing reservoir has an
overflow elevation of 634 feet and a minimum useful storage capacity of 0.20 MG. The capacity
of the reservoir is 0.75 MG.
Justification: This will provide water for the wheeling to the north side of the County from the
Seabeck Aquifer, and maintain a shared storage facility with the Kitsap PUD that will meet the
future growth needs of Silverdale Water District and the Kitsap PUD.
WF-10: Apex Reservoir
Improvement: Construct a reservoir on Airpark Court near the intersection of Anderson Hill
Road and Airpark Court. The reservoir will have an overflow elevation of 503 feet and a
minimum useful storage capacity of 0.50 MG to meet the projected needs of the system through
the 20-year planning period. A preliminary evaluation by the District indicates that the site can
accommodate a reservoir with a total capacity of 0.75 MG. The actual capacity of the reservoir
will be determined during the preliminary design phase of the project. For budgeting purposes,
the cost of this improvement is based on the largest capacity reservoir that can be constructed on
the site.
Justification: The storage analysis in Section 7 indicates that the future Zone 5 and 7 storage
supply area has insufficient capacity to meet the projected future storage requirements of the
system.
WF-11: Apex Pump Station
Improvement: Construct a new pump station are the Apex Reservoir site. The pump station
capacity will be approximately 1,000 gallons per minute and will pump from Zone 5 to Zone 7.
Justification: Lack of pumping redundancy between Zone 5 and Zone 7.
WF-12: Well Decommissioning
The following projects involve decommissioning existing wells within the District’s service area.
Silversound Wells No1 and 2
Improvement: Following the completion of project WMN-12, which will connect the
Silversound system to the District’s Zone 5 (H.E. 503 feet), demolish the existing Silversound
Well No. 1 and 2. Cap and lock the wellhead and decommission the well.
Justification: The Silversound Wells will not be needed after the Silversound satellite water
system is connected to the District’s main water system. The wells were not constructed to the
District’s current construction standards.
Section 9 – Water System Improvements
Silverdale Water District
9-12
2013 Comprehensive Water System Plan
August 2014
Chagnon Well
Improvement: Transfer the water rights from the Chagnon Well based on the results of the
water rights and water supply evaluation completed under CIP M-3. Demolish the existing
Chagnon Well and cap and lock the wellhead.
Justification: The Chagnon Well is currently inactive.
Dawn Park Well
Improvement: An overall rehabilitation of the well. The District will evaluate installing a
Manganese removal system of the 0.1 ppm Mn levels found in the current well water.
Justification: The Dawn Park Well is an aging facility and in need of overall rehabilitation.
Graystone Well
Improvement: Transfer the water rights from the Graystone Well based on the results of the
water rights and water supply evaluation completed under CIP M-3. Demolish the existing
Graystone Well and cap and lock the wellhead and decommission the well.
Justification: The Graystone Well is currently inactive.
3 Wells at Apex
Improvement: Transfer the water rights from the Apex Wells based on the results of the water
rights evaluation. Demolish the existing Apex Wells and cap and lock the wellhead.
Justification: The Apex Wells are not needed now that the Apex Water System is connected to
the District’s main water system. The wells were not constructed to the District’s current
construction standards.
WF-13: Erland Point Intertie
Improvement: Install an intertie with the Erland Point water system (23850K).
Justification: Emergency supply
WF-14: Keyport Intertie
Improvement: Install an intertie with the PUD’s Keyport system (38850J).
Justification: Emergency supply
WF-15: Newberry Hill Intertie
Improvement: Install an intertie with the PUD’s Newberry Hill system (06136C).
Justification: Wheeling water
Section 9 – Water System Improvements
Silverdale Water District
9-13
2013 Comprehensive Water System Plan
August 2014
WF-16: Bremerton Intertie
Improvement: Install an intertie with the City of Bremerton’s Water System. The intertie
between the systems will require the installation of a pump station and pressure reducing valve.
It is assumed that the capacity of the pump station would be 1,000 gallons per minute and the
cost would be split 50% between the District and the City of Bremerton.
Justification: Emergency supply
WF-17: Clear Creek Intertie
Improvement: Install an intertie with the PUD’s Vinland system.
Justification: Wheeling water
WF-18: Provost Well Improvements
Improvement: Evaluate the condition of the existing piping and equipment to determine the
extent of the necessary mechanical improvements. Provide a ventilation system for the existing
building.
Justification: The Provost Well is an aging well and is in need of general mechanical
improvements. The well building lacks proper ventilation.
WF-19: Bucklin Ridge Well Improvements
Improvement: Evaluate the condition of the existing piping and equipment to determine the
extent of the necessary mechanical improvements. Provide a ventilation system for the existing
building.
Justification: The Bucklin Ridge Well is an aging well and is in need of general mechanical
improvements. The well building lacks proper ventilation.
WF-20: Reservoir Mixing Valves
Improvement: The District plans to install mixing valves on the Dickey, Eldorado, Loretta
Heights, Provost, Shadow Glen (0.3), Westwind and Wixson reservoirs. The Island Lake
Reservoirs already have mixing valves, the Ridgetop Reservoir fills from the top, and the Chena
Reservoir (0.25 MG) is slated for replacement.
Justification: The District maintains 11 active reservoirs. Most of the reservoirs function with a
single inlet/outlet pipe. As such contact time for chlorine disinfection is severely limited and
temperature stratification has been identified as a water quality problem.
9.2.4
Water System Acquisitions
As discussed in more detail in Section 5, as part of its Duty to Serve, the District acknowledges
that it ultimately has a responsibility to serve all properties located within its Retail Service
Section 9 – Water System Improvements
Silverdale Water District
9-14
2013 Comprehensive Water System Plan
August 2014
Area. As such, the District is prepared (and has plans) to acquire some of the small systems that
are located within its service area, when conditions are appropriate. Some of the small group A
and group B water systems the District is either pursuing or considering acquiring that are
contained within the District’s service area are listed below.
WSA-1: Brianwood (06651Y)
Status: In discussion with the Kitsap PUD, this system can be operated by simply connecting
the piping.
WSA-2: Eldorado (22750C)
Status: In discussion with the Kitsap PUD, the system is at capacity, as new properties develop,
it will make sense for the District to take over and consolidate the system into Silverdale Water
District’s main system. The piping in the water system also needs to be rehabilitated. Due to
steep winding roads, rehabilitation will be expensive. Funding will be a major driver in this
acquisition.
WSA-3: Puddingstone (19246)
Status: This system is owned by the property owners in the system, the Kitsap PUD operates
the system. The District has not approached the property owners regarding this acquisition.
WSA-4: Crystal Creek (47421)
Status: In discussion with John Poppe, the system’s owner. This system can be operated by
simply connecting the piping.
WSA-5: Avellana (268010)
Status: In discussion with the Kitsap PUD, this system can be operated by simply connecting
the piping.
WSA-6: Sunset Farms (86115)
Status: This system is owned by the property owners in the system, Northwest Water System’s
operates the system. The District has not approached the property owners regarding this
acquisition.
WSA-7: Mobile Home Park on Mt. View Road (13522D)
Status: The owner of the system has approached the District regarding service. The acquisition
is currently under consideration.
WSA-8: Mobile Home Park at Scandia Loop and SR 308.
Status: The owner of the system has approached the District regarding service. The acquisition
is currently under consideration.
Section 9 – Water System Improvements
Silverdale Water District
9-15
2013 Comprehensive Water System Plan
August 2014
9.2.5
Reclaimed Water Improvements
The County is finishing their treatment plant upgrades to provide Class A reclaimed water. With
an available source of reclaimed water, the District is planning improvements to extend a
reclaimed water distribution system to serve customers within the service area boundary. The
following projects are improvements the District is planning to expand reclaimed water service.
Additional details regarding the District’s reclaimed water program are provided in Appendix 43.
WR-1: Convert Chena Reservoir to Reclaimed Water Storage
Improvement: Convert the existing Chena Reservoir for reclaimed water storage. This project
will proceed after the installation of the new Chena reservoir described in project WF-3.
Justification: Expansion of the District’s reclaimed water distribution system
WR-2: Pump Station at Treatment Plant
Improvement: Install a 1,000 gallon per minute pump station.
Justification: Provides pumping to convey reclaimed water to the District’s service area.
WR-3: Reservoir at Treatment Plant
Improvement: Install a reservoir at the treatment plant. To identify a planning level cost
estimate, it is assumed that the reservoir volume will be 1.0 MG.
Justification: Reservoir at the treatment plant would provide equalizing storage for production
and demand.
WR-4: Main Extension to Ridgetop Jr. High
Improvement: Install approximately 6,400 linear feet of 18” reclaimed water main to extend an
existing water main from the treatment plant to the Ridgetop Jr. High School.
Justification: Expansion of the District’s reclaimed water distribution system to connect the
first reclaimed water customer.
WR-5: Main Extension to Chena Reservoir
Improvement: Install approximately 4,200 linear feet of 12” reclaimed water main from the
Ridgetop Jr. High School to the Chena reservoir site.
Justification: Expansion of the District’s reclaimed water distribution system
WR-6: Main Extension to Silverdale Way
Improvement: Install approximately 5,150 linear feet of 12” reclaimed water main from the
Chena reservoir site to Bucklin Hill Road.
Section 9 – Water System Improvements
Silverdale Water District
9-16
2013 Comprehensive Water System Plan
August 2014
Justification: Expansion of the District’s reclaimed water distribution system
WR-7: Ridgetop Jr. High Pump Station
Improvement: Install a 300 gallon per minute pump station.
Justification: A pump station may be necessary to provide sufficient pressure to the Ridgetop
Jr. High School
WR-8: Anderson Hill Road Pump Station
Improvement: Install a 500 gallon per minute pump station.
Justification: A pump station will be necessary to provide service along Greaves Way.
WR-9: Main Extension along Silverdale Way
Improvement: Install approximately 7,000 linear feet of 8” and 12” reclaimed water main
along Silverdale Way from Anderson Hill Road to Waaga Way.
Justification: Expansion of the District’s reclaimed water distribution system
WR-10: Main Extension to Greaves Way
Improvement: Install approximately 7,400 linear feet of 8” reclaimed water main along
Bucklin Hill Road from Silverdale Way to Anderson Hill Road, Anderson Hill Road, and Old
Frontier Road to Greaves Way.
Justification: Expansion of the District’s reclaimed water distribution system
9.2.6
Miscellaneous Improvements
The following miscellaneous improvements are planning efforts and program elements that are
required to comply with various water regulations or are improvements that do not fit into one of
the previous categories.
M-1: Annual Water Main Replacement Program
Improvement: Replace existing water main with new ductile iron water main in accordance
with the District’s construction standards. The individual water main improvements grouped
under this project are numbered 1, 2, 3, etc., as shown in Figure 9-1. The selection of specific
projects will be accomplished annually during the District’s budget development process and
will be guided by the prioritization presented later in this section. This provides the District with
the flexibility to coordinate these projects with other projects that may occur within the same
area. An allowance of $100,000 per year has been established for the annual replacement of
water mains.
Section 9 – Water System Improvements
Silverdale Water District
9-17
2013 Comprehensive Water System Plan
August 2014
Justification: Most of the water main improvements shown in Figure 9-1 are required to
resolve fire flow deficiencies caused primarily by undersized water mains. Many areas also
contain water mains that have occurrences of leaks or breaks, or are constructed of non-standard
(e.g., asbestos cement) water main materials.
M-2: Recoating
Improvement: Thoroughly inspect and sample the interior and exterior coatings of all
reservoirs to determine the properties of the existing coating and the extent of the required
recoating. Recoat the interior and exterior of each reservoir to prevent premature corrosion of
the facilities.
Justification: The interior and exterior of the District’s water storage facilities needs to be
recoated every 15 to 20 years, based on the typical life of coatings on steel tanks.
M-3: Water Right and Well Study
Improvement: Conduct a system-wide analysis of the District’s existing wells and associated
water rights to determine the condition of the well, current production rate and water quality, and
the well’s ability to fully utilize its water right. Provide recommendations for water right
transfers from other wells or abandonment of the facility. Review other opportunities to
purchase additional water rights.
Justification: The District holds water rights for various wells that have experienced water
quality or production issues in the past. Some of these wells are currently inactive. The District
desires to transfer the water rights for use at other facilities prior to abandoning the wells. A
water right and well study will be necessary for the District to complete outstanding water right
projects.
M-4: Water Use Efficiency Program and Leak Detection
Improvement: The District will continue its water main replacement program to reduce the
amount of older and potentially leaking water main and will also implement a comprehensive
leak detection/water main repair program to further reduce the amount of unaccounted-for water.
The District will perform ongoing conservation measures, including public education programs
and exploring potential recycling/reuse opportunities, as outlined in the Water Use Efficiency
Plan included in Appendix F.
Justification: The District does not currently perform leak detection on a regular basis. Several
water conservation measures must also be carried out on an ongoing basis to comply with the
State conservation program requirements.
M-5: Cross-Connection Control Program
Improvement: Update the District’s cross-connection control resolution to address the new
regulations in WAC 246-290 and the current Cross-Connection Control Program included in
Appendix G. The District will develop and implement an evaluation program that assesses the
Section 9 – Water System Improvements
Silverdale Water District
9-18
2013 Comprehensive Water System Plan
August 2014
risk of existing water service connections. Potential high-risk cross-connection premises will be
evaluated first. The District will then evaluate other premises, based on potential risk to the
water system and budget availability. The District will carry out other cross-connection control
program requirements as outlined in the Cross-Connection Control Program. The District is in
the process of establishing this program and currently evaluating all commercial properties. One
half-time employee is dedicated to the program. It is anticipated that the program will be in full
operation by 2015.
Justification: The District does not have a cross-connection control program that meets current
Washington State requirements.
M-6: Wellhead Protection Program
Improvement: Update the Wellhead Protection Plan every six years when the District’s
Comprehensive Water System Plan is updated. The District will carry out the wellhead
protection program requirements as outlined in the Wellhead Protection Program included in
Appendix K.
Justification: The District has a Wellhead Protection Plan in place, and will continue to
periodically review and update its Wellhead Protection Plan.
M-7: Comprehensive Water System Plan Update
Improvement: Update the Comprehensive Water System Plan every six years to meet the
requirements that are in effect at the time of the update.
Justification: WAC 246-290-100 requires the District to update its Comprehensive Water
System Plan every six years and submit to the Department of Health for review and approval.
9.3 Estimating Costs Of Improvements
Project costs for the proposed improvements were estimated by the District and were based on
costs of similar recently constructed water projects. The cost estimates, which are presented in
2012 dollars, include the estimated construction cost of the improvement and indirect costs for
engineering preliminary design, final design, and construction management services, permitting,
legal, and administrative services. Sales tax and a 40% contingency are added to the construction
cost.
Construction cost estimates for water main projects were determined from the water main unit
costs (i.e., cost per foot length) shown in Table 9-1 and the proposed diameter and approximate
length of each improvement.
Section 9 – Water System Improvements
Silverdale Water District
9-19
2013 Comprehensive Water System Plan
August 2014
Table 9-1. Water Main Unit Costs
Water Main Diameter (in)
6
8
10
12
14
16
Construction Cost per Foot Length
(2012 $/LF)
$52
$59
$77
$82
$102
$107
The unit costs for each water main size are based on estimates of all construction related
improvements, which includes materials and labor for the water main installation, water services,
fire hydrants, fittings, valves, connections to the existing system, trench restoration, asphalt
surface restoration, and other work for a complete installation. Additional costs may be added to
water main improvements to cover anticipated, increased costs related to the project location and
degree of difficulty.
The following is a description of the capital facilities proposed to serve an equivalent of 1,000
residential units.

Research and Development: Preliminary investigations and studies into the feasibility
of the facilities needed to be constructed

Property Acquisitions: Purchase/acquisition of a reservoir site of two well sites

Well Drilling and Development: Drilling and development of two production wells
with a total capacity of at least 675 gallons per minute.

Well and Booster Pump Station: Construction of two well pump stations with a
production capacity of at least 675 gallons per minute and a booster pump station with a
total capacity of at least 1,000 gallons per minute.

Reservoir: Construction of a 1-million gallon reservoir with at least 0.6-million gallons
of usable equalizing, standby, and fire storage.

Transmission Main: Construction of 6,000-lineal feet of 12” ductile iron water main.

Operations and Maintenance Facilities: Construction of a facility capable of serving
20,000 equivalent residential units.
Table 9-2 lists the estimated cost of the capital facilities to serve an equivalent 1,000 ERUs.
Section 9 – Water System Improvements
Silverdale Water District
9-20
2013 Comprehensive Water System Plan
August 2014
Table 9-2. Cost of Capital Facilities
Facility
Research and Development
Property Acquisition
Well Drilling and Development
Well and Booster Pump Station
Reservoir
Transmission Main
O&M Facilities
Unit to serve
1,000 ERUs
1
1
1,000 gpm
1,000 gpm
1.0 MG
6,000 LF
1
Cost of Capital Facilities
(2012 Estimate $)
$34,250
$326,820
$553,350
$549,000
$1,689,250
$593,685
$217,450
It is assumed for this plan that the preliminary research for all proposed capital facilities has been
completed. The cost estimates presented in this plan for proposed property acquisitions, well
developments, pump stations, and reservoirs is based on the unit costs shown in Table 9-2.
Cost estimates for intertie improvements are based on estimates developed by the District, and
are unique to each proposed intertie.
9.4 Schedule of Improvements
The identified improvements were prioritized into an implementation schedule that can be used
by the District for preparing its 6-year CIP and yearly water utility budget. The implementation
schedule for the proposed improvements is shown in Table 9-3. An allowance of $100,000 per
year has been established for the annual replacement of the water mains. The District will
identify and schedule the replacement of these smaller water mains during the annual budget
process. This provides the District with the flexibility to coordinate these projects with road or
other projects within the same area.
9.4.1
Future Project Cost Adjustments
All cost estimates shown in the tables are presented in year 2012 dollars. Therefore, it is
recommended that future costs be adjusted to account for the effects of inflation and changing
construction market conditions at the actual time of project implementation. Future costs can be
estimated using the Engineering News Record (ENR) Construction Cost Index for the Seattle
area or by applying an estimated rate of inflation that reflects the current and anticipated future
market conditions.
Section 9 – Water System Improvements
Silverdale Water District
9-21
2013 Comprehensive Water System Plan
Table 9-3. Capital Improvement Program (2013-2032)
Schedule and Cost of Improvements (in thousands of dollars)(1)
Project
No.
Description
Water Main Extension
WMN-1 Viking Way – Viking Way Extension
WMN-2 SR 308 – Silverdale Way to Central Valley Rd
WMN-3 Zone 4.5 Expansion
WMN-4 Keyport Extension
WMN-5 Levin Road Extension
WMN-6 Mt. View Crossing
WMN-7 Half Mile Road Extension
WMN-8 Trigger Avenue Extension
WMN-9 Schold Road Extension
WMN-10 Ridgetop Growth Area
WMN-11 Apex Area – Lois Drive Extension
WMN-12 Apex Area – Apex Road Extension
WMN-13 Norbert Main Extension
WMN-14 Greaves Way Site
WMN-15 Central Valley Road Extension
WMN-16 Zone 5.1 Extensions
WMN-17 Anderson Hill Road Extension
WMN-18 Olympic View Road Extension
WMN-19 Eldorado Boulevard Extension
WMN-20 Paulson Road Extension
Water Main Replacement
WMR-1 Silver Hills Place and Avante Drive
WMR-2 Thomas Drive
WMR-3 Island Lake
WMR-4 Ridgetop Boulevard, Sid Uhnick Drive, and Chena Road
WMR-5 Chena Road and Fredrickson Road
WMR-6 Olson Road, Kristine Place, and Kimberly Court
WMR-7 Tracyton Boulevard
WMR-8 Silverdale Way – Bucklin Hill Road to Post Office
WMR-9 Bucklin Hill Road and Anderson Hill Road
WMR-10 Silverdale Way – Bucklin Hill Road to Anderson Hill Road
WMR-11 Bayshore Drive, Washington Avenue, and Byron Street
WMR-12 Silverdale Loop Road
WMR-13 Provost Road – Shelly Drive to 82nd Street
WMR-14 Dickey Road
WMR-15 Willamette Meridian – Segerman to Contact Court
WMR-16 Provost Road – 6855 to 6796
WMR-17 Apex Area – Runway Main Extension
Facilities Improvements
WF-1 Intertie and Zone 3.2/4/5 Pump Station on NW Mountain View Road
WF-2 Ridgetop Manganese Treatment Plant
WF-3 Chena Reservoir
WF-4 Chena Pump Station
WF-5 Greaves Way Property Acquisition
WF-6 Greaves Way – Zone 1 Reservoir
WF-7 Greaves Way – Zone 1 Pump Station
WF-8 Wixson Well
WF-9 Newberry Well
WF-10 Apex Reservoir
WF-11 Apex Pump Station
WF-12 Well Decommissioning
WF-13 Erland Point Intertie
WF-14 Keyport Intertie
WF-15 Newberry Hill Intertie
WF-16 Bremerton Intertie
WF-17 Clear Creek Intertie
WF-18 Provost Well Improvements
WF-19 Bucklin Hill Well Improvements
WF-20 Reservoir Mixing Valves
Water System Acquisitions
WSA-1 Brianwood (06651Y)
WSA-2 Eldorado (22750C)
WSA-3 Puddingstone (19246)
WSA-4 Crystal Creek (47421)
WSA-5 Avellana (268010)
WSA-6 Sunset Farms (86115)
WSA-7 Mobile Home Park on Mt. View Road (13522D)
WSA-8 Mobile Home Park at Scandia Loop and SR 308.
Reclaimed Water Improvements
WR-1 Convert Chena Reservoir to Reclaimed Water Storage
WR-2 Pump Station at Treatment Plant
WR-3 Reservoir at Treatment Plant
WR-4 Main Extension to Ridgetop Jr. High
WR-5 Main Extension to Chena Reservoir
WR-6 Main Extension to Silverdale Way
WR-7 Ridgetop Jr. High Pump Station
WR-8 Anderson Hill Road Pump Station
WR-9 Main Extension along Silverdale Way
WR-10 Main Extension to Greaves Way
Water Maintenance and Operations
M-1
Annual Water Main Replacement Program
M-2
Recoating
M-3
Water Right and Well Study
M-4
Conservation Program and Leak Detection
M-5
Cross-Connection Control Program
M-6
Wellhead Protection Program
M-7
Comprehensive Water System Plan Update
Total Costs of Water System Improvements
Purpose of
(2)
Project
Financing
Source(3)
Base Project
Cost
(2012 Dollars)
Deficiency
Improve
Improve
Improve
Deficiency
Improve
Deficiency
Deficiency
Improve
Improve
Improve
Improve
Deficiency
Improve
Improve
Improve
Improve
Improve
Improve
Improve
OI
OI
Dev
Dev
OI
OI
OI
OI
Dev
Dev
OI
OI
OI
OI
Dev
OI
OI
OI
OI
OI
390
140
1,650
450
280
180
390
340
280
1,240
340
420
80
420
490
830
390
110
220
170
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Deficiency
Deficiency
Deficiency
Deficiency
Deficiency
Improve
Improve
Improve
Deficiency
OI
OI
OI
OI
OI
OI
OI
LT
LT
LT
OI
OI
OI
OI
OI
OI
LT
390
290
50
260
260
320
100
2,710
2,090
820
320
290
320
170
130
70
420
Improve
Deficiency
Deficiency
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
OI
LT
LT
LT
OI
OI
OI
OI
OI
LT
LT
OI
OI
OI
OI
OI
OI
OI
OI
OI
1,340
1,330
2,650
270
510
2,570
1,270
860
230
1,000
220
50
190
1,390
50
260
50
20
20
1,070
Improve
Improve
Improve
Improve
Improve
Improve
Improve
Improve
OI
OI
OI
OI
OI
OI
OI
OI
290
3,580
140
50
40
160
170
260
Reclaimed
Reclaimed
Reclaimed
Reclaimed
Reclaimed
Reclaimed
Reclaimed
Reclaimed
Reclaimed
Reclaimed
OI
OI
OI
OI
OI
OI
OI
OI
OI
OI
390
840
2,570
1,080
540
660
220
430
700
580
O&M
O&M
O&M
O&M
O&M
O&M
O&M
OI
OI
OI
OI
OI
OI
OI
100
1,300
30
14
7
12
160
2013
2014
2015
2016
2017
2018
390
140
180
390
340
80
390
260
260
2,710
2,090
820
84
84
420
1,330
2,650
270
510
230
1,000
220
50
535
535
290
3,580
50
40
390
1,080
100
100
100
30
14
7
12
30
14
7
12
1,493
7,433
6-yr CIP
TOTAL
2019-2032
(4)
20-yr CIP
TOTAL
390
140
0
0
0
180
390
340
0
0
0
0
80
0
0
0
0
0
0
0
0
0
1,650
450
280
0
0
0
280
1,240
340
420
0
420
490
830
390
110
220
170
390
140
1,650
450
280
180
390
340
280
1,240
340
420
80
420
490
830
390
110
220
170
390
0
0
260
260
0
0
2,710
2,090
820
84
0
0
0
84
0
420
0
290
50
0
0
320
100
0
0
0
0
290
320
170
0
70
0
390
290
50
260
260
320
100
2,710
2,090
820
84
290
320
170
84
70
420
0
1,330
2,650
270
510
0
0
0
230
1,000
220
50
0
0
0
0
0
0
0
1,070
1,340
0
0
0
0
2,570
1,270
860
0
0
0
0
190
1,390
50
260
50
20
20
0
1,340
1,330
2,650
270
510
2,570
1,270
860
230
1,000
220
50
190
1,390
50
260
50
20
20
1,070
290
3,580
0
50
40
0
0
0
0
0
140
0
0
160
170
260
290
3,580
140
50
40
160
170
260
390
0
0
1,080
0
0
0
0
0
0
0
840
2,570
0
540
660
220
430
700
580
390
840
2,570
1,080
540
660
220
430
700
580
1,400
0
980
884
842
872
320
2,000
1,300
1,160
968
884
944
480
29,488
53,324
100
100
30
14
7
12
100
1,300
30
14
7
12
30
14
7
12
30
14
7
12
160
600
1,300
180
84
42
72
160
4,696
3,538
603
6,073
23,836
Notes:
(1) Costs are presented in 2012 dollars. There is no escalation to the stated year of construction.
(2) Purpose of Project: Deficiency = Addresses deficiencies identified in the Water System Plan; Improve = Does not address a deficiency, but improves overall system operation; Growth = Required to address growth/expansion of the distribution system; O&M = Necessary for proper system maintenance; Reclaimed =
Development of the District's reclaimed water distribution system.
(3) Source of Funding: OI = Operating Income (Rates); Dev = Developer Funded/Contributed; LT = Long Term Debt.
(4) Total costs associated with projects implemented in 2019 through 2032. Specific years of project implementation are noted where applicable.
(5) Cost splits for the Keyport, Erland Point, and Bremerton Intertie have not been negotiated and the total project cost is included in the table.
(6) Project cost splits for the Newberry Hill and Clear Creek are negotiated and the portion of cost to be incurred by Silverdale Water District is included in the table.
August 2014
10. Financial Plan
10.1
Historical Financial Review
Historically, the Silverdale Water District (District) has maintained a system of rates and charges
to properly fund the operation, maintenance, and capital improvements for the District's water
system. Table 10-1 is a historical listing of the utility's revenues and expenses from 2011
through 2012. Balances available are assumed to be committed to capital improvements and/or
reserves.
Table 10-1. Historic Financial Information ($000’s)
2011
Revenues
Rate Revenues
Other Revenues
Total Water Revenue
Expenses
O&M
Taxes
Debt Service (P & I)
Total Water Expenses
Balance/(Deficiency)
2012
$3,098
324
$3,422
$3,440
344
$3,784
$2,231
201
907
$3,339
$83
$2,391
287
1,002
$3,680
$104
The District historically has maintained a healthy level of reserves for cash flow, capital,
unanticipated maintenance and operations needs, and rate stabilization. Additional reserves are
also maintained for debt service payments, and reserve requirements. Should an unanticipated
event or cash flow problem occur, the District has adequate cash reserves to handle the expense
without immediate impact to current rate levels.
10.2
Water Rates
The District charges its customers based on the size of the meter, class of service, fire flow
demands, and a charge for the amount of water used. That is, a basic charge, a fire flow charge,
and a usage charge based on an inverted-block rate structure where the block sizes vary based on
the rated capacity of each meter size. All customer classes are charged the same cost per block
for the usage charge. Water rates charged by the District are listed in Table 10-2.
Section 10 – Financial Analysis
Silverdale Water District
10-1
2013 Comprehensive Water System Plan
August 2014
Table 10-2.
Bi-Monthly Water Rates – 2012 and Current
Meter Size
5/8-inch
3/4-inch
1-inch
1-1/2-inch
2-inch
3-inch
4-inch
6-inch
Residential1 Fire Flow (GPM)
1,000
1,250
1,500
1,750
2,000
2,250
2,500
First Block2
Meter Size
5/8-inch
0 – 10 ccf
3/4-inch
0 – 15 ccf
1-inch
0 – 25 ccf
1 1/2-inch
0 – 50 ccf
0 – 80 ccf
2-inch
3-inch
0 – 160 ccf
4-inch
0 – 160 ccf
6-inch
0 – 160 ccf
Usage Rate
$1.60
Second Block
10 – 20 ccf
15 – 30 ccf
25 – 50 ccf
50 –100 ccf
80 – 160 ccf
160 – 320 ccf
160 – 320 ccf
160 – 320 ccf
$2.35
Third Block
20 – 40 ccf
30 – 60 ccf
50 – 100 ccf
100 – 200 ccf
160 – 320 ccf
320 – 640 ccf
320 – 640 ccf
320 – 640 ccf
$3.60
Rate
Base Charge
$18.25
27.50
45.75
91.25
146.25
292.25
456.50
912.75
Charge
$4.10
5.15
6.15
7.20
8.20
9.25
10.25
Fourth Block
> 40 ccf
> 60 ccf
> 100 ccf
> 200 ccf
>320 ccf
> 640 ccf
> 640 ccf
> 640 ccf
$5.10
(1) Non-residential fire flow charges are approximately 4 times higher than the residential rates listed above. These
rates are listed in Section 15 of the 2012 Budget and Schedule of Charges.
(2) ccf = hundred cubic foot
The District also charges one-time fees for new customers connecting to the system. These are
Capital Facilities Charges (CFCs), where the new customers are buying into the capacity
available to serve them. Table 10-3 lists the current, adopted CFCs by meter size.
In addition to these fees, the District also charges installation service fees. These charges include
tapping the main, installation of the service line, and meter installation. For residential customers
these are set charges, as listed in Table 10-3. These charges vary by meter size. For nonresidential customers the minimum service installation fee is the same as for residential
customers. However, the actual cost is based on time and materials required for the installation,
plus a 20 percent charge to cover District overhead. The current fees are listed in the District’s
2012 Budget and Schedule of Charges.
Section 10 – Financial Analysis
Silverdale Water District
10-2
2013 Comprehensive Water System Plan
August 2014
Table 10-3. Current Capital Facility Charges (CFCs) and Other Fees by Meter Size
Meter Size
CFC
Meter Install Fee1
Total
5/8"
$3,400.00
$2,550.00
$5,950.00
3/4"
5,100.00
2,550.00
7,650.00
1"
8,500.00
2,725.00
11,225.00
1-1/2"
16,900.00
5,375.00
22,275.00
2"
27,000.00
6,050.00
33,050.00
3”
67,500.00
17,850.00
85,350.00
4”
134,900.00
21,125.00
156,025.00
6”
269,700.00
24,975.00
294,675.00
(1) Set fee for residential and minimum fee for non-residential. Actual fee for non-residential is based on time
and materials plus 20 percent for overhead.
A Fire Flow capital facilities charge is also levied on new customers based on the fire code
requirements (demands) placed on the system. These vary by class of service (residential and
non-residential) and by gallons per minute required.
The District also levies a Front Footage fee that provides reimbursement of a pro rata portion of
the original cost of water system extensions and distribution and transmission facilities. The
front footage fee varies by class of service (residential, commercial, irrigation) and has a
minimum charge based on 1,000 feet of property abutting an existing water main or where one is
proposed to be installed. Wholesale customers are charge by the class of customers served.
These fees are listed in Table 10-4.
Table 10-4. Current Front Footage Charge By Class of Service
Class of Service
Residential
Commercial
Irrigation
Charge Per Foot
Minimum Charge
$34.94
40.44
29.44
$3,494.00
4,044.00
2,944.00
The District has appropriate fees and charges in place for equity between existing and new
customers as well as customers requesting special services and those with regular water supply
services.
10.3
Development of Financial Plan
A financial projection was developed to determine the utility’s ability to meet its capital
improvement and operating needs over the six-year time period of 2013 to 2018. This time
period is consistent with the six-year planning period contained within the other planning
sections. Development of the financial plan involved reviewing the projected revenues and
expenses of the water system. Fund balance and reserve levels were also analyzed in developing
the financial projection. The District’s 2012 budget was used as a base. Future years were
escalated by applying factors for inflation and growth, which are described below.
Section 10 – Financial Analysis
Silverdale Water District
10-3
2013 Comprehensive Water System Plan
August 2014
10.3.1 Projected Revenues
The first component in developing the financial analysis is a review of the sources of revenue of
the water system. The different revenues received from operations are:

Rate revenues – water sales to customer accounts;

Other revenues – street light income, penalties, interest income, and other miscellaneous
sources.
Rate revenues are calculated based on the 2012 revenue budget and inflated at 0.6% per year.
This level of growth is conservative for the range of 0.4% to 1.0% as described in Section 4.2.5
of this Plan. Annual revenues are the product of the revenue of the previous year plus
compounded growth. Rate revenues are projected to be approximately $3.56 million in 2013.
The rate revenue is projected to remain fairly constant through 2018. By 2018 the rate revenue is
projected to be $3.67 million, based on customer growth assumptions.
Other revenues for 2013 are projected to total approximately $800,000; a majority of the revenue
stems from the Kitsap Public Utility District (Kitsap PUD). Beginning in 2013 the Kitsap PUD
will pay the District $500,000 per year for 7 years to cover their share of several capital projects
and a small amount ($12,000) for O&M of these facilities. Past the 7 year time frame the PUD
will continue to provide the $12,000 to the District. By 2018 the other revenue sources are
projected to be $848,000.
The total revenue available to offset the operating and capital requirements of the water system
totals $4.37 million in 2013, and is projected to increase to $4.52 million by 2018.
Table 10-5 projects the revenues for the District’s water utility for the years 2013 through 2018.
Table 10-5. Projected Six-year Revenue ($000’s)
Projected
Revenues
2013
2014
2015
2018
Rate Revenues
$3,566
$3,587
$3,609
$3,630
Other Revenues
803
810
811
814
Total Water Revenue
$4,369
$4,397
$4,419
$4,445
2017
$3,652
831
$4,483
2018
$3,674
848
$4,522
10.3.2 Future Expenses
The second part of the financial analyses is a review of expenses. The projection of future
operating expenses is based on the 2012 budget. Four main cost components were reviewed in
developing the financial plan:




Operations and Maintenance (O&M)
Taxes
Debt Service
Capital Funded From Rates
Section 10 – Financial Analysis
Silverdale Water District
10-4
2013 Comprehensive Water System Plan
August 2014
These expenses are projected for future years by applying escalation factors pertinent to the type
of expense being reviewed. The escalation factors range from 2% to 8%.
Operation and Maintenance Expenses
Using the 2012 budget as a starting point, expenses were escalated by factors representing
assumed inflationary rates to obtain projected costs. Escalation factors include:




Labor – escalated 2.5% per year
Medical Benefits - escalated 8% through 2016 and 6% each year thereafter
Materials and supplies, Other Benefits, Equipment, and miscellaneous – 3%
Power and Utilities – 4% per year
O&M expenses are projected to range from $2.67 million in 2013 to $3.06 million in 2018,
based on the 2012 budget projected at the above-discussed escalation factors.
Debt Service
There are currently five outstanding loans and bonds for the District: two Public Works Trust
Fund loans (PWTF – 1995 and 2012), two revenue bonds (2006 and 2008 issues), and a Drinking
Water State Revolving (DWSRF) loan. The combined debt service on the existing debt ranges
from $1.00 million in 2013 to $1.57 million in 2018.
To fund future capital, as identified in this Plan, this financial plan assumes new low-interest
loans of $12.26 million and new revenue bond issues totaling $8.75 million through 2018. Debt
service payments for these new debt obligations range from $758,000 in 2013 to $1.38 million.
In order to repay these bonds, it is necessary that water rates be maintained at a level such that
redemption of the bonds (principal), plus interest payments, can be made. In addition to these
amounts, an additional amount necessary to provide debt service coverage is required of revenue
bonds. Meeting debt service coverage (DSC) requirements is an important financial indicator for
well managed utilities. Debt service coverage is a financial measurement of a utility’s ability to
repay debt. A debt service coverage ratio is a comparison of net income before debt service
payments to the total debt service on revenue bonds, or on all outstanding debt service. A debt
service coverage ratio of 1.25 or 1.30 is generally considered the legally acceptable minimum for
revenue bonds. A DSC ratio of 1.5 is considered a stronger financial target to strive for. Bond
rating agencies look at a utility’s DSC ratio as one aspect in determining the utility’s rating,
which affects interest rates for future bond issues. The higher the DSC ratio, the better the rating
and the lower future interest rates and debt payments. During the 6-year review period, the
District’s DSC ratio ranges between 1.16 and 0.32 with no rate adjustments. If rate adjustments
are made to meet the revenue requirement as developed in this analysis, the DSC for all debt
ranges between 1.09 and 1.29. For revenue bonds only the DSC is strong beginning at 1.42 in
2013 and remaining above 2.25 for the remainder of the review period.
Capital Improvements Funded from Rates
The modeling for this plan identified a number of infrastructure improvements. The capital
improvement plan (CIP) contains a number of renewal and replacement, regulatory and growthSection 10 – Financial Analysis
Silverdale Water District
10-5
2013 Comprehensive Water System Plan
August 2014
related projects. Renewal and replacements are, as the name suggests, the replacement of
existing and worn out (depreciated) facilities. Some of the renewal and replacement projects are
also major maintenance projects, such water main replacements. Some projects are also due to
regulatory requirements (e.g., safe drinking water act). Growth-related facilities, on the other
hand, are those related to system expansion and new customers. Many of the utility capital
projects have all three elements contained. That is, they address a regulatory issue, they will
replace and existing facility, and they will be designed and built to provide service for growth.
Funding sources are determined, in part, by what type of improvements the project provides.
As noted above in the discussion on debt service, the District has been successful in funding
capital projects with State offered low-interest loans that are available. Additionally, the District
is familiar with other outside funding sources such as grant programs, developer contributions,
interlocal agreements, etc. The District works to maximize these possibilities in order to
minimize impacts to rates. Not every project, or portion thereof, will be eligible for outside
financing. Therefore, to accomplish these projects, it is imperative that the District set aside
financing for at least part of a project to match outside sources.
As a practical matter, and prudent practice, a utility should fund a portion of its capital
improvements from rates on an on-going basis. The balancing of funding projects between
existing and future customers is important, as the improvements benefit both. The funding of
capital from rates typically is targeted to fund a minimum of annual depreciation expense for
renewal and replacement type of projects. This funding should be paid by existing customers, the
beneficiaries of the system in place. Actual replacement cost is typically at least twice the level
of depreciation (for a system with an average useful life of 50 years.). Therefore, depreciation
expense should be targeted as a minimum rate funding level.
For the District this level of funding is gradually increased toward depreciation expense.
Depreciation expense in 2012 was $1.2 million. Capital funding from rates begins in 2013 and
2014 at approximately $170,000 each year. This funding level increases gradually to $800,000
by 2018. The increase in capital funding from rates is implemented gradually to balance the
impacts to rates with the goal of funding a minimum of annual depreciation expense over time. It
is recommended that whenever the District is able to increase this level of funding for capital, it
should. This funding source also enables the District to work towards a stronger debt service
coverage ratio, which is important to maintaining lower interest rates on any future revenue
bonds.
10.3.3 Project Financing
The financial analysis conducted for this plan has incorporated the capital projects outlined in
Section 9 of this Plan. These projects have been assigned in the year they are expected to be
completed along with any known or anticipated funding sources. Capital improvement projects
from 2013 to 2018 total $26.5 million over the projected 6-year review period. Table 10-6
presents a summary of the capital improvement projects and funding sources.
Section 10 – Financial Analysis
Silverdale Water District
10-6
2013 Comprehensive Water System Plan
August 2014
Table 10-6. Summary of Projected Capital Improvement Projects ($/000)
2013
2014
2015
2016 2017
2018
Capital Improvements
Water Main Extensions
$0
$0
$197
$90
$0 $1,505
Water Main Replacements
0
3,321
3,348
0
0
1,087
Facilities Improvements:
Ridgetop Maganese Trmnt. Plant
1,370
0
0
0
0
0
Chena Reservoir and Pump Station
0
3,098
0
0
0
0
Apex Reservoir and Pump Station
0
1,294
0
0
0
0
Other Facilities
0
0
1,393
658
0
0
Water System Acquisitions
0
0
0
371
58
0
Eldorado
0
0
0
0
0
4,275
Reclaimed Water Improvements
0
0
0
0
0
0
Main Extension to Ridgetop Jr High
0
0
0
1,216
0
0
Convert Chena Resv. To Reclaimed Stor.
0
0
0
0
452
0
Water Maintenance & Operations
168
173
178
1,647
189
386
Total Capital Improvements
$1,538 $7,886 $5,116 $3,982 $699 $7,252
Funding Sources
Developer
$1
$2
$1 $2,002
$1
$2
Capital Facility Charges
0
0
500
0
0
0
Capital Reserves
0
0
0
0
0
0
New Low-Interest Loans
1,370
7,712
3,180
0
0
0
New Revenue Bonds
0
0
1,000
1,300
0
6,450
Total Funding Sources
$1,371 $7,714 $4,681 $3,302
$1 $6,452
Capital Funded Through Rates
$167
$172
$435
$680 $698
$800
10.3.4
Summary of the Financial Projections
A summary of the financial plan and resulting financial status of the water system is provided in
Table 10-7. This is an abbreviated summary of the detailed financial plan and analysis, which is
provided in Appendix 10-1.
Section 10 – Financial Analysis
Silverdale Water District
10-7
2013 Comprehensive Water System Plan
August 2014
Table 10-7. Projected Six-year Financial Plan
Projected
2013
2014
2015
2018
Revenues
Rate Revenues
Other Revenues
Total Water Revenue
Expenses
O&M
Taxes
Debt Service (P & I)
CIP from Rates
Working Capital
Total Water Expenses
Balance
Balance as % Rates
2017
$3,566
803
$4,369
$3,587
810
$4,397
$3,609
811
$4,419
$3,630
814
$4,445
$2,778
292
1,071
167
$62
$4,369
$2,855
294
2,017
172
($295)
$5,043
$2,935
297
2,238
435
($198)
$5,708
$3,017
301
2,388
680
$94
$6,480
$3,101
305
2,420
698
$320
$6,844
$3,187
309
2,940
800
($8)
$7,229
($0)
0.0%
($646)
18.0%
($1,288)
35.7%
($2,035)
56.1%
($2,361)
64.6%
($2,707)
73.7%
15.0%
5.5%
5.5%
Possible Rate Adjust.
0.0%
18.0%
15.0%
Note: Columns and rows sometimes do not add due to rounding millions.
$3,652
831
$4,483
2018
$3,674
847
$4,521
The results of Table 10-7 indicate that existing rates are not sufficient to fully fund operations
and provide for the prudent and proper funding of capital. Based on this analysis, there is a
cumulative deficiency in revenues of 73.7% over the 6-year review period. When interpreting the
results of Table 10-7 it is important to understand that the “Balance as % of Rates” is
cumulative. That is, any rate adjustments made in previous years would reduce the required
adjustment in the following years. Typically, during the course of any given year a utility may
receive additional revenue and often actual expenditures do not total 100 percent of budget
appropriations. It is important to keep in mind that it is assumed expenses are completely
expended within each year. Likewise, it is also important to note that the financial plan
presented in this section is predicated upon an assumed level of growth on the system, and
assumptions related to inflation. Should this growth increase, slow down, or not occur, the level
of rate adjustments shown in Table 10-7 would be affected.
In order to meet the operation and maintenance and the proposed capital improvement schedule,
the District will need to increase revenues by approximately 73.7% percent over the next six
years, either through increases in rates, deferred projects, reduced operational costs, or additional
revenue. Of course, portions of all of these options are likely. Additionally, the District can
update the capital facilities charges to incorporate new facilities that will serve growth.
10.3.5 Reserve Levels
Another key indicator of a utility’s financial health and viability is its reserve levels. Because a
portion of the utility’s revenue is consumption based, and therefore dependent upon weather
conditions and usage patterns, maintaining adequate reserve levels is important for stable fiscal
management of the utility. A discussion of the utility’s reserves is provided below.
Section 10 – Financial Analysis
Silverdale Water District
10-8
2013 Comprehensive Water System Plan
August 2014
District policies, referred to in Section 5 of this Plan, indicate the Working Capital Reserve that
is maintained to cover unanticipated cash flow changes, and a Maintenance Fund. The policies
do not specify a minimum Fund level. Industry standards recommend that utilities maintain
working capital reserves at a level adequate to handle unexpected occurrences, including
unexpected cash flow fluctuations. A minimal balance for an O&M reserve, or operating
reserve, is recommended to be a minimum of 45 days (12 percent of annual) of operations and
tax expenses for utilities that bill monthly. Some utilities with bi-monthly billing cycles will use
60 or 90 days as their minimum reserve balance to maintain. Minimum balance of 90 days for
the utility equates to approximately $730,000 in 2013, increasing to $830,000 by 2018, with
projected inflationary increases in O&M.
Additionally, capital reserves are recommended to help balance the fluctuations in capital plans.
These funds are also important in managing funds that are targeted for capital improvements,
such as capital facility charges. The utility also has a balance in the capital reserve fund of $2
million at the end of 2012. During the financial review period reserve funds are applied to fund
capital projects, with the reserve ending with a balance of $515,000 in 2018. Sound financial
policies indicate that a capital fund balance equal to an average year’s worth of capital projects is
a prudent reserve amount. For the utility, this minimum capital fund target would be $450,000.
Whenever possible, the fund should be replenished.
The utility also maintains a Rate Stabilization Reserve. This reserve has had a balance of
approximately $730,000 in 2013. These funds are in place to provide the utility with the ability
to minimize rate impacts and transition rates in over a several year period. In order to minimize
the rate adjustments in 2014 and 2015 approximately $300,000 of rate stabilization reserves were
used to reduce the rate adjustment in these two years. This leaves a remaining balance of
approximately $130,000 during the remaining three years. As fund balances become available
the rate stabilization reserve should be replenished to allow for future rate transition as needed.
Between these three reserves the District’s reserve levels appear adequate to handle cash flow
fluctuations and emergencies. Additionally, the District maintains separate reserves for debt
payments and debt reserves. These funds are typically restricted and maintain the level of
reserve and payment as required by the bonds and loan documents.
10.3.5 Overview of Future Water Rates
Based upon the results of the financial analysis, the District will need rate adjustments in future
years to fully fund on-going operational and capital needs of the water utility, as identified within
in Table 10-7. Over the projected 5-year period for rate implementation, a cumulative rate
adjustment of 73.7% is necessary to fund the capital plan in the manner in which this plan was
developed. That is, funding 79% of the total CIP with debt financing, using approximately $12
million in low-interest loans and $8 million in long-term revenue bonds. The balance is rate and
reserve financed.
There are a number of options available to set rates at the necessary level over the 6-year period.
Large rate adjustments could be implemented in the first few years followed by rate adjustments
closer to 5% per year through 2018. This option is shown above in the last row of Table 10-7.
That is only one option for the District in implementing this Comprehensive Plan. Other options
Section 10 – Financial Analysis
Silverdale Water District
10-9
2013 Comprehensive Water System Plan
August 2014
to meet projected needs include levelized rate adjustments, reducing operating or capital costs, or
deferring or delaying capital projects. It is important to note that the financial analysis developed
is based on a number of revenue, expenditure, inflationary and growth assumptions. Should
conditions change from those assumptions used in developing this plan, the rate adjustments
necessary will also change.
10.4
Summary
The financial plan results presented in this section indicate that water rates for the six-year
projected time horizon of 2013 to 2018 will not be sufficient to fully fund the projected O&M,
capital, and debt service requirements. Rate adjustments or other actions will be necessary to
fund the findings of this Comprehensive Plan. The District has demonstrated its commitment to
responsible management of the utility by past rate adjustments and by funding adequate levels of
operations, capital and rate stabilization reserves. Continued prudent fiscal management will
enable the water utility to continue to operate on a financially sound basis.
Section 10 – Financial Analysis
Silverdale Water District
10-10
2013 Comprehensive Water System Plan