1327 - Resolution - Contract with Parametrix, Inc. for Comp Water Syste Plan RevisionRESOLUTION NO. 1327V%
A RESOLUTION OF THE CITY 'OF PORT ORCHARD
AUTHORIZING THE MAYOR TO SIGN AGREEMENT
FOR ENGINEERING SERVICES BETWEEN THE CITY
OF PORT ORCHARD AND PARAMETRIX, INC. FOR
A COMPREHENSIVE WATER SYSTEM PLAN REVISION
THE CITY COUNCIL OF THE CITY OF PORT ORCHARD DOES
HEREBY RESOLVE:
THAT: The Mayor of the City of Port Orchard be
and hereby is authorized to sign Agreement for Engineering
Services between The City of Port Orchard and Parametrix,
Inc. for a Comprehensive Water System Plan Revision at a
cost to the City of $21,575.58, inclusive of application
fees in the amount of $2,000.00.
PASSED by the City Council and APPROVED by the
Mayor of the City of Port Orchard this 28th day of November,
1983.
E F. CALDWELL, MAYOR
ATTEST:
R. G. Lloyd, City Clerk
� Comprehensive Water Plan Update
City of Port Orchard
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1984
Parametrix,lnc.
830 Pacific Avenue
Bremerton, Washington 98310
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CITY OF PORT ORCHARD
COMPREHENSIVE WATER PLAN UPDATE
Prepared For
City of Port Orchard
216 Prospect Street
Port Orchard, Washington 98366
Parametrix, Inc.
P.O. Box 460
Sumner, Washington 98390
13-1589-01
January, 1985
TABLE OF CONTENTS
CHAPTER 1 - SUMMARY AND RECOMMENDATIONS
Water Demand and Source Improvements
Storage Improvements
Distribution System Improvements
CHAPTER 2 - INTRODUCTION
Purpose and Objectives of Study
Authorization
Background and Related Studies
CHAPTER 3 - BASIC PLANNING CRITERIA
Study Area and Future Growth
Service Area Policy
Land Use
Population Projections
Historical Water Consumption
Water Demand Projections
Fire Flows
CHAPTER 4 - WATER SYSTEM DESIGN CRITERIA
General
Source Requirements
Storage Requirements
Distribution System Requirements
CHAPTER 5 - EXISTING WATER SYSTEM
General Description
Water Sources
Low System Storage
High System Storage
Distribution System
System Control and Monitoring
Flouridation Facilities
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CHAPTER 6 - SYSTEM EVALUATION AND PROPOSED IMPROVEMENTS
Source 6-1
Storage 6-2
Hydraulic Analysis 6-6
Existing Low Zone Distribution System 6-6
Existing High Zone Distribution System 6-9
Long Term Distribution System Improvements 6-11
CHAPTER 7 - IMPLEMENTATION PROGRAM AND COST ESTIMATES
General 7-1
Improvement Scheduling 7-1
Financing Alternative 7-2
Proposed Financing 7-4
CHAPTER 8 - SYSTEM OPERATION PROGRAM
APPENDICES
System Management 8-1
Emergency operating and Response Program 8-1
Maintenance Program 8-5
Sampling Requirements 8-7
Reporting 8-10
Public Notification 8-10
Cross -Connection Control 8-11
Appendix A - Environmental Checklist and Declaration
of Non -Significance
Appendix B - Interlocal Agreements
Appendix C - Well Documents
Appendix D - Correspondence
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LIST OF TABLES
TABLE
1-1
Population and Water Demand Projections
TABLE
3-1
South Kitsap County Projected Population
Growth
TABLE
3-2
Population Projections
TABLE
3-3
Water Demand Projections
TABLE
5-1
Chemical Composition of Water Supply
TABLE
5-2
Well Booster Pump Data
TABLE
5-3
Distribution System Piping Inventory
TABLE
6-1
Future Source Requirements
TABLE
6-2
Total Storage Requirements
TABLE
6-3
High Pressure Zone Storage Requirements
TABLE
6-4
Low Zone Distribution System - Maximum
Instantaneous Demands
TABLE
6-5
High Zone Distribution System - Maximum
Instantaneous Demands
TABLE 7-1 Five Year Improvement Program Cost Estimates
TABLE 7-2 Long Term Improvement Cost Estimates
TABLE 7-3 City of Port Orchard Water Department
Operating Projected Expenses & Revenues
TABLE 8-1 City of Port Orchard Emergency Phone Numbers
TABLE 8-2 Sampling Requirements
TABLE 8-3 Minimum Number of Routine Bacteriological
Samples to be taken from the Distribution
System
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LIST OF FIGURES
P_ a_qe
Figure
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Planning Area Map
3-2
Figure
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Land Use Map
3-3
Figure
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Projected Service Connections
3-8
Figure
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Fire Flow Requirements Map
3-11
Figure
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City of Port Orchard Comprehensive Water Plan
Figure
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Long Term Improvement Plan
6-15
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CHAPTER 1
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SUMMARY AND RECOMMENDATIONS
This report presents the results and conclusions of studies undertaken for the purpose of
updating the Comprehensive Water Plan for the City of Port Orchard. The plan presents a
program of water system improvements that will meet the existing and future needs of
the community through the year 2004.
Water Demand and Source Improvements
The City presently has two wells. Well #7 is the primary source with a capacity of 1
million gallons per day (MGD). Well #6 is a standby source with a capacity of .2-MGD.
The City has an agreement with the City of Bremerton whereby 1-MGD of Bremerton's
water is made available to the City through an intertie connecting the Port Orchard and
Bremerton water systems. This Bremerton water is only used during periods of peak
demand. These three sources are capable of supplying approximately 2.2 MGD of high
quality water.
Growth in Port Orchard has been very rapid during the past decade. Although a healthy
' rate of growth is projected for the future, the rate is projected to be less than in the past.
Population growth projections and water demand projections are presented in Table 1-1.
TABLE 1-1
POPULATION AND WATER DEMAND PROJECTIONS
' Peak Water
Year Population Demand (MGD)
1984 4960 1.59
' 1989 5750 1.84
1994 6540 2.09
i' 1999 7290 2.33
2004 8050 3.26
1-1
The supply source must supply the peak daily demand and also additional water to
replenish storage reservoirs. This additional supply requirement varies between .1-MGD in
1984 to .5-MGD in 2004. With only 2.2-MGD supply available, a new water source will be
required in the year 1994. Past studies have indicated that wells are the most feasible
method of supplying water to Port Orchard. Due to the fact that most of the future
demand will be in the high pressure zone the ideal location of a new well would be in the
southern part of the City where the well could be tied directly into the high pressure
distribution system. It is recommended that a separate study be completed to identify
well locations. If it is feasible to locate wells in the southern part of the City it is
recommended that the City immediately proceed with development ofa new well as a
means of helping to alleviate problems in the distribution system. A new well at this time
would also provide an alternative to purchasing City of Bremerton water. If a well cannot
be developed in the southern part of the City, it could be postponed until 1994.
Storage Improvements
The water system is divided into a high pressure and a low pressure zone. A two million
gallon storage reservoir serves the low zone. The high zone is served by a one million
gallon reservoir and a 100,000 gallon reservoir. These reservoirs will meet the minimum
storage requirements throughout the planning period; however, a new one million gallon
reservoir is desirable on the high pressure system for fire flow purposes. The present Ievel
of development however does not justify the immediate construction of the reservoir. It
is recommended that the reservoir be considered a low priority item to be constructed as
funds permit.
Distribution System Improvements
' The distribution system serves two purposes. It carries water to meet the demand of the
various users throughout the community and also serves to convey relatively large flows of
' water for fire flow purposes. Most of the existing system was constructed when the
requirements for fire flow demand were less than they are today. Therefore, although the
system is adequate to supply user maximum instantaneous water demand, it is not capable
of supplying the required fire flows at all locations within the system. The following is a
list of improvements that are recommended so that the system will be able to deliver the
required fire flows to the existing developments within the City.
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1. The manual controls for the well #6 booster pump station should be automated
with a telemetered control system operated off of the two million gallon
reservoir level.
2. A 12 inch main should be installed on Kitsap Street between Cline Avenue and
Prospect Street.
3. A 12 inch main should be installed from the intersection of Kitsap Street and
Sidney Avenue east along Kitsap Street to the end of the street and across
Blackjack Creek to Maple Street.
4. An eight inch main should be extended along Kendall Street between Cline and
Hull Avenues.
5. The existing four inch main on Pottery Avenue and Melcher Street between the
Pottery and Tremont intersection and the Melcher and Sherman intersection
should be replaced with eight inch main and fire hydrants should be installed on
the main at 600 feet intervals.
For future developments this plan presents several recommended long term improvements.
As growth progresses these long term improvements should be re-evaluated. They are
discussed in detail in Chapter 6.
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CHAPTER 2
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INTRODUCTION
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Purpose and Objectives of Study
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The purpose of this report is to provide the City with a comprehensive water plan in
conformance with current Washington State Department of Social and Health Services
requirements. Specific objectives of this study are as follows:
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1. To provide basic planning information and data relative to the water system.
}, These data include historical data relative to population and water demand,
general information of the service area, and current uses of the system.
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2. To inventory and evaluate the existing water system. This includes a computer
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analysis of the distribution system.
3. To forecast water demand by considering future population projections and
service area expansions along with historical water demands.
4. To formulate needed water system improvements and recommend a plan for
implementing these improvements.
' 5. To prepare an operations program for the existing system addressing routine
' maintenance requirements, emergency planning and quality control.
6. To prepare an environmental assessment of the proposed plan.
Authorization
This water system comprehensive plan update has been prepared in accordance with an
' agreement between the City of Port Orchard and Parametrix, Inc., dated November 14,
1983.
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Background and Related Studies
In December 1970, the Washington State Board of Health adopted revised regulations for
water utilities. These regulations require that water systems wth 1,000 or more service
connections have an approved comprehensive plan covering the projected needs for at
least 10 years. Upon adoption of the new regulations, the Department of Social and
Health Services (DSHS) requested all water systems with 1,000 or more service
connections to prepare a water system comprehensive plan. To meet the requirements of
this regulation, the City of port Orchard completed a water system improvement plan in
1971 and updated it in 1978. These studies were directly related to the Port Orchard
system. Other studies that are indirectly related to the system are as follows:
1. Comprehensive Water Study of Kitsap County, Public Utility District No. 1, by
Hill, Ingman, Chase & Co., 1970.
2. Geology and Groundwater Resources of Kitsap County, Washington, U.S.G.S.
Water Applied Paper 1413, 1957.
3. Comprehensive [Hater Plan, Annapolis Water District, Kitsap County,
Washington, by URS, 1981.
4. 1482 Bremerton Utility Five Year Comprehensive Plan, by Grey and Osburn
Inc., 1982.
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CHAPTER 3
BASIC PLANNING CRUERIA
Study Area and Future Growth
The planning area consists of the area within the City limits of Port Orchard and those
adjacent areas identified as future service areas as shown in Figure 1, Planning Area Map.
Future service areas are those areas outside the City limits where future growth is
expected to occur and where water service .from Port Orchard is likely to be extended.
The future service areas are located directly to the south and to the west of the existing
City limits. The ground elevations within these areas are approximately the same as the
ground elevations within the high pressure zone. These areas are also generally far
removed from any other water systems. There is presently very little development in any
of these areas.
The areas to the east and southeast of the Port Orchard City limits were not generally
considered as future service areas. As can be seen in Figure 1, a considerable portion of
the area directly east of Port Orchard is presently within the boundaries of the Annapolis
Water District. The Annapolis Water District has identified the area directly to the south
of the existing area as a future service area. They have future plans for constructing a
main distribution line along Bethel Road to tie into the Bethel Water System. In light of
this and also the fact that the elevation in the Bethel area is considerably higher than the
area in Port Orchard's high pressure zone, it is logical that the area to the southeast of
Port Orchard not be considered as a future service area.
To deter any future service area conflict with Annapolis Water District the City of Port
Orchard is undertaking a discussion for developing a service area agreement with
Annapolis Water District as stated in the letter from the City of Port Orchard City
Engineer to the Annapolis Water District Manager, dated August 17, 1984 (a copy is
provided in Appendix D).
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City Limits
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Future Service
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Figure 1: Planning Area Map
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Service Area Policy
It is the City of Port Orhard's policy to provide water service only to City residents. If a
parcel outside the City desires to join the water system, then that parcel will be required
to annex to the City prior to any hookup. It is also the City's policy that all new
connections initial costs be paid for by the developer/parcel owner. A late comer will be
required to pay parts and labor for the tap, a fee in lieu of assessment for previous
improvements and a connection fee to offset future required capital improvements to the
system.
Land Use
Land use within the study area is shown in Figure 2, Land Use Map. The land use is
presently divided between commercial, residential, and rural uses. There are no
industries. Institutions, such as schools and public agencies, are located throughout the
planning area. Developed areas are generally in the northern part of the City with
increasingly sparser development occurring to the south.
Most of the commerical area is along Bay Street in the downtown area and along the
northern portion of Highway 160. In the future, commercial development along Highway
.160 is likely to continue and extend further to the south. Future commercial development
is also likely to occur in the vicinity of Sedgwick Road and Highway 16. This area was
recently annexed to the City in anticipation of a mixed use development called the Roland
Development that was planned for construction but delaved for an undetermined period of
time.
Residential development is concentrated, in the northern part of the City, with single
family residences prevalent. As one proceeds toward the southern part of town
development becomes sparser. - Newer subdivisions and apartment complexes, some of
rather large size, are located throughout the southern portion of the City. Within the
existing City limits there remains a considerable amount of undeveloped land.
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' There are presently no industries of any significance. An area outside the City limits, and
to the west of the downtown area, is zoned for industrial use. This area is identified as
' Ross Point. For the past five years the Ross Point area has been tentatively planned for
light industrial development. When, and if, this development will occur is a matter of
conjecture. For the purposes of this report an industrial development in this area was not
' considered as likely to occur. If it does occur, a separate study should be completed to
determine its impacts upon the water system.
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' Population Projections
' The past decade has been a period of rapid growth for both Kitsap County and the City of
Port Orchard. Port Orchard's growth during the past two years, however, has been rather
slow due to a sewer moratorium that has been imposed upon the City. The sewer
' moratorium will end in the near future, upon completion of a new sewage treatment plant.
' The past decade's rapid growth has been primarily due to major expansions to the
Bremerton area naval facility. In the coming years, Naval facility growth is expected to
' decrease from the extremely high rates of the 1970's and the population growth is
expected to decrease with it. The recent draft North Kitsap County Subarea Plan has
' projected the population as shown in Table 3-1, using population data from the Puget
Sound Council of Government figures.
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TABLE 3-1
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SOUTH KITSAP COUNTY
PROJECTED POPULATION GROWTH
1990-2000
1980 1990 % Avg. Inc.
% Avg.
2000 Annual Inc.
Port Orchard
4,786 5,850 2.2
6,500 1.1
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(Service Area)
Unincorporated South
Area
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of .Kitsap County
321706 46,049 4.1
54,000 1.7
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' For the purposes of this report, we have assumed that population increases due to
expansion into future service areas would occur at the rate of 1% per annum throughout
the planning period. The population growth figures in Table 3-1 and the 1% per annum
figure together result in the total annual percentage population increase used in this
report. Another factor that must be considered, along with total population increase, is
' where this population increase will occur within the service area. Most of the population
growth is expected to occur in the southern and western areas of the City. These areas
' are both in the high pressure zone. The population projections including the relative
amounts within the two pressure zones is shown in Table 3-2.
Water system planning criteria is based upon the number of services, rather than the
population. It is therefore necessary to relate the population figures to number of
services. This is usually accomplished by comparing historical records of population to the
number of service connections. Port Orchard has a considerable number of multi -housing
' units with only one connection. In 1983 there were approximately 1350 residential service
connections and 1950 housing units. The housing unit figure includes apartment units. For
' the purposes of this report, the number of housing units will represent the number of
service connections. In other words it was assumed that each housing unit had a single
connection. With a 1983 population of 4900, and 1950 service connections, there are
approximately 2.5 people per service connection. Figure 3 presents the projections of
service connections based upon the population projections presented in Table 3-2 with 2.5
' people per service connection.
Historical Water Consumption
In order to predict future water demands, it is necessary to establish a rate of water
usage. The Port Orchard water system is completely metered at the individual
connections to the users. These meters are read on a bi-monthly basis. Supply points at
the wells and the Bremerton intertie are also metered continuously. Records from these
meters were used to develop a historical consumption record. Water consumption is at its
peak in the months of July and August. Historical records indicate that during the
Summer of 1982, a particularly dry and hot summer, peak daily water consumption equaled
750 gallons a day per connection (housing units). Average daily consumption has varied
' between 400 and 500 gallons per day per connection.
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TABLE 3-2
POPULATION PROJECTIONS
Annual
Percentage Increase
'
Year
Exist. Area(l)
Future Area
_
Total
'
1984
1989
2.0
1.0
3.0
'
1994
1.6
1.0
2.6
1999
1.2
1.0
2.2
2004
1.0
1.0
2.0
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Population
Low Zone
high Zone
Total
1980
2980
4960
2030(3)
3720
5750
2060(4)
4480
6540
2060
5230
7290
2060
5990
8050
NOTES:
(1) Existing Area growth represents the growth within the existing city limits.
(2) Future Area growth represents the growth from annexations or service outside
of city limits.
(3)Low Zone population increase between 1984 and 1989 was calculated assuming
that 20% of the total population growth within the existing city limits will
occur in the low pressure zone for that period.
(4) Low Zone population increase between 1989 and 1994 was calculated assuming
that 10% of the population growth within the existing city limits will occur
in the low pressure zone for that period, and that the low zone would become
saturated in 199.4.
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Service
Connections Population
34oa —1 0500
3200 8000
3000 7500
2800 7000
2600 �6500
- 2400 6000
2200 5600
2000 -
5000
1984 1989
1994 1999 2004
Year
Figure 3: Population and Service
Connection Growth
Projections
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Water Demand Projections
For the purpose of analyzing the existing system and planning for future improvements,
future water demands must be projected. Water demand projections have been made for
both the high and low pressure systems. The majority . of the population growth, and
therefore the majority of the growth in water demand, is expected to occur in the high
pressure zone. Although the historical water consumption records indicate a peak daily
usage of 750 gallons per connection per day, DSHS design criteria recommended using 800
gallons per connection per day. For the purposes of this study, peak daily water demand
will be based upon the peak daily figure of 800 gallons per connection per day. This
number, along with the water service connection projections in Figure 3, were utilized to
develop the water demand projections shown in Table 3-3.
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' Fire Flows
TABLE 3-3
WATER DEMAND PROJECTIONS
Million Gallons
Year Peak Daily Water Demand
1984
1.59
1989
1.84
1994
2.09
1999
2.33
2004
3.26
The City of Port Orchard Fire Department has recently completed a document entitled
"Master Plan For Fire Protection". This document is extremely thorough and addresses,
among other items, fire flow requirements throughout the City. Fire flow requirements
were determined on an individual basis according to the Fire Suppression Rating Guide
published by the Insurance Service Office. The Master Plan For Fire Protection divided
the City into Fire Management Areas with individual fire flow requirements by area.
These general areas and the requirements are shown in Figure 4. it should be noted that
the requirement of 4000 GPM for a four hour duration in the area of Sedgewick Road and
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Highway 16 is a future requirement based upon an assumed type of development. At the
present time this area is lightly developed with residential units having a fire flow
1 requirement of 500 GPM.
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' General
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CHAPTER 4
Design criteria for the water system are based upon requirements established by the State
of Washington Department of Social and Health Services in a publication entitled "Design
Standards for Public Water Supplies". These requirements along with the basic planning
criteria previously discussed will establish the design criteria utilized in this study and are
summarized in the following paragraphs. The term "connection" in the following
paragraphs refers to residential service connections and is discussed in Chapter 3 in the
final paragraph of the section entitled "Population Projections".
Source Requirements
The source must be able to supply 800 gallons per connection per day while simultaneously
supplying sufficient capacity to replenish standby storage within a 72 hour period.
Multiple water sources are recommended for purposes of reliability. In addition to
quantity requirements, the source must supply, with treatment if necessary, water of
suitable quality to meet State standards. The number of residential service connections
utilized to determine source requirements are presented in Chapter 3, Figure 3.
IStorage Requirements
1 The three classifications of storage are:
I. Standby Storage
2. Equalization Storage
' 3. Fire Flow Reserve Storage
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Standby storage is that storage that is required in the event the supply system is
disrupted. Standby storage is calculated on the basis of multiplying 800 gallons by the
' number of connections and, where multiple sources of supply are available, reducing that
amount (800 gal. x connection) by the supply availability with the largest source out of
service. The standby storage amount must, however, never be decreased below 200
' gallons per connection.
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Equalization storage is the storage necessary to balance out the daily peaks in demand
where those peaks exceed the supply. For the purposes of this report daily peaks were
computed using typical daily variations from the DSHS "Design Standards".
Fire flow storage is recommended in addition to the requirements for standby and
equalization storage. Fire flow storage is that storage which will supply the fire flows for
the durations shown in Chapter 3, Figure 4.
Distribution System Re uirements
Distribution systems, including associated pumping stations must meet the following
requirements:
1. In general, the minimum diameter of all distribution mains should be eight
inches. Systems designed to provide fire flows shall have a minimum
distribution main size of eight inches. Installation of standard fire hydrants
shall not be allowed on mains less than six inches in diameter. In general,
distribution lines smaller than two inches in diameter are not acceptable.
2. New public water systems or additions to existing systems shall provide a
design quantity of water at a positive pressure of at least 30 psi under
maximum instantaneous demand flow conditions measured at the water meter
or at the property line of the premises when meters are not used. When a
system is being designed to provide fire flows, a positive pressure shall be
maintained throughout the system under fire flow conditions at the water
meter or at the property line.
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' CHAPTER 5
EXISTING WATER SYSTEM
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General Descri tion
t
The City of Port Orchard water system is a municipally operated facility administered by
' the Department of Public Works. Day-to-day operation and maintenance service for the
utility is provided by City personnel as are the billing and financial services that support
the utility. Over the years a good deal of the improvements and expansion of the water
system has also been accomplished using City forces, with occasional use of contractors
for larger projects.
The water system is supplied by deep wells, -most of which exhibit artesian flows at
' elevations near sea level. All supply wells used by the City are claimed by the City. A
listing of their water right claims and their respective capacities are shown in Appendix
' C. An intertie with the. City of Bremerton provides addtional supply for periods of peak
demand.
' The distribution system is divided into two pressure zones to accommodate the wide range
of ground surface elevations found within the City limits. The lower pressure zone
extends from sea level to an elevation of approximately 200 feet (See Figure 5 in the
pocket in the back of the report). It serves the central business district and a part of the
residential water customers, primarily in the northern portions of the City. Pressure is
maintained in the lower zone by a ground level storage tank located near Sidney Avenue
' and Poplar Street and the water surface elevation (hydraulic gradient) in this tank is 260
feet mean sea level (MSL). The upper level pressure zone receives water from the lower
' pressure zone by means of booster pumps located at the intersection of Sidney Avenue and
Melcher Street. An elevated tank located on Sidney Street and another ground level
storage tank off OId Clifton Road regulates pressure in the upper zone and provides
reserve storage for the upper level distribution system. The hydraulic gradient of the
upper pressure zone is 391.60 feet MSL. All service connections are metered.
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The remainder of this section of the report describes in greater detail these three major
components of the City of Port Orchard water system.
' Water Sources
At the present time, all of the Port Orchard water supply is obtained from deep wells.
The City also has a supplementary water source from the City of Bremerton. A 161, supply
line called the Anderson Creek Transmission Main was constructed in 1976 to connect the
City's distribution system with Bremerton's. There have been problems in recent years
with insufficient pressure in the transmission main. A booster pump station is scheduled
' to be constructed on the main in 1984 to alleviate the pressure problem.
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Deep wells penetrate the Pre -Salmon Springs geological formation which underlies much
of southern Kitsap County at a depth varying from 700 to 1000 feet. Over the years, at
least seven wells have been drilled to supply the City. All of these wells exhibited
artesian flow to varying degrees, and the early water systems depended on this free -flow
capability to supply water for the system.
The Pre -Salmon Springs formation in the areas penetrated by the City's wells is primarily
a loosely consolidated mixture of porous sand and gravel. Attempts to increase the flow
capacities of specific wells by the use of pumps has often resulted in the pumping of sand
and the creation of cavities in the aquifer. When these cavities become so large that the
surrounding materials become unstable, cave-ins occur with a heavy inrush of sand that
has filled the wells to a substantial level and even clogged the pumps. This phenomenon
has occurred on a number of occasions, resulting in the abandonment of some wells and, in
others, the need for frequent redevelopment and cleaning.
The City obtains the majority of its water from well #7. Well #6, because it *has
experienced odor problems and is prone to pumping sand, is used only in emergency
situations. Each well is equipped with a well pump; however, the pumps are not used due
to the sand problem previously mentioned. Well data are as follows:
1 5-2
F
1
1
1
I
1
1
Well No. 6:
Diameter - 1011
Depth - 832'
Production - 200 - 250 gpm (this is the artesian flow only.
Heavy sand production at higher pumping rates).
Well No. 7:
Diameter -12"
Depth - 804'
Production - 750 gpm (originally 1400 gpm)
An artesian well with an approximate capacity of 50 GPM flows directly into the settling
basin into which well #7 discharges. This 50 GPM flow is reflected in well #Ts 750 GPM
capacity.
1
1
1
1
1
1
The water obtained from this deep aquifer is of excellent chemical quality, as can be seen
by the chemical analysis shown in Table 5-1. Problems have been encountered from time
to time, however, due to the presence of hydrogen sulfide gas in portions of this acquifer.
Excessive amounts of this gas in the water taken from the aquifer has resulted in an
objectionable "rotten egg" smell and occasionally taste problems as well.
The water from these deep aquifers is of high quality and the existing pumping and storage
facilities provide sufficient protection so that is has been unnecessary to apply any
disinfection (chlorination) to the water in order to meet Health Department requirements
of zero coliform counts in the water in the distribution systems. Beginning in 1970,
fluorides were added to the water supply to bring the concentration to 1.0 ppm, in
accordance with U.S. Public Health Service recommendations for dental hygiene.
Wells #6 and #7 can be considered to be identical from a Iaboratory standpoint, however
well #6 has experienced odor problems due to hydrogen sulfide.
1 5-3
1
Component
Arsenic As
Barium Bs
' Cadmium Cd
Chromium Cr
Iron Fe
Lead Pb
Manganese Mn
Mercury Hg
Selenium Se
'Silver Ag
Sodium Na
Fluoride F
'NO3 as N
Hardness
(As CaCO3)
' Sp. Cond.
Turbidity
Color
Nitrate
Chloride
TABLE 5.1
CHEMICAL COMPOSITION OF WATER SUPPLY
Based on DSHS Public Health Laboratories Tests 1982
Well #6 Well #7
0.010
0.010
0.25
0.25
0.002
0.002
0.010
0.010
0.05
0.05
0.010
0.010
0.033
0.037
0.001
0.001
0.003
0.003
0.010
0.010
0.2
0.2
0.2
0.3
60
44
136
130
0.2
0.1
5.0
5.0
0.2
0.2
5.0
5.0
Maximum
Contaminent
Level
0.05
1.0
0.01
0.05
0.3
0.05
0.05
0.002
0.01
0.05
2.0
10.0
►ff,
1.0
15.0
10.0
250
Units
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mhos/
cm 25°C
JTU
Color
mg/1
mg/l
5-4
1
1
1
1
1
1
1
1
1
The deep aquifer from which the City obtains its water supply contains fine sands that
have historically created frequent problems in the wells and occasional difficulties in the
distribution system itself. To minimize the effects of this sand, ground -level concrete
settling basins have been constructed to serve wells #6 and V. Each basin has a capacity
of 50,000 gallons and serves as a settling basin for sand as well as providing additional
storage to permit short-term pumping by the booster pumps at rates in excess of the well
capacities. Both reservoirs are covered and appear to be adequately protected to prevent
contamination.
The basin serving well #6 was constructed specifically to serve the well and booster
system. The location is indicated in Figure 5. The City owns a large tract of ground at
this site that would be suitable for additional supply storage, if such were necessary.
Well #7 discharges through a pressure pipeline into the underground basin at the City Hall
and furnishes the majority of the basin water supply. This reservoir was constructed at
the time the first artesian wells (abandoned) were drilled, and it receives some water
directly from the artesian well located on the same property. The limited availability of
land in this area makes addition of another well on this site unfeasible.
From the settling basins, booster pumps deliver the water to the distribution system. Well
#6 has two booster pumps and well #7 has three, one of which is driven by a gas engine
and is for standby purposes only.
TABLE 5.2
WELL BOOSTER PUMP DATA
Well No.
6
Capacity
Horsepower
Booster Pump
No. 1
200 gpm (d 108 psi
25
Booster Pump
No. 2
660 gpm @ 152 psi
100
Well No. 7
Booster Pump No. 1 170 gpm c@ 126 psi 25.
Booster Pump No. 2 690 gpm (d 130 psi 75
Pump No. 3 (standby) 250 gpm @ 130 psi 40
5-5
1
The discharges from both booster stations are metered by recording flow meters which
twere installed in early 1971. The booster pumps for well #7 are controlled automatically
by the water level in the low level reservoir. The booster pumps for well #6 are manually
controlled.
1 Low System Storage
Storage for the entire low system consists of a single ground level concrete storage tank
of 2 million gallon capacity. The maximum water surface in this tank is 260 feet MSL.
The tank was constructed in 1975 to replace the old twin elevated steel storage tanks
located at the intersection of Kendall Street and Sidney Avenue. The tank is located near
Sidney Avenue south of Tremont. A 15 inch main connecting the reservoir to the
distribution system at Kendall Street was constructed at the same time the reservoir was
' constructed.
The water level in the reservoir is transmitted electronically to a monitoring and control
panel in the Public Works Building, where the reservoir level is continuously recorded.
Well #7 booster pumps and the operation of the Bremerton intertie control valve are
' automatically controlled by the water level in the reservoir.
' The twin elevated tanks that have been abandoned are not designed to meet current
siesmic loadings. They therefore should be removed. The City should solicit bids for the
tanks as scrap metal.
' High System Stora e
The upper pressure zone receives all of its water from a booster station (Melcher Street
' Booster Station) located at the intersection of Melcher Street and Sidney Avenue. The
booster station draws water from the lower pressure zone via a 10 inch main. Storage for
the upper pressure zone consists of a 100,000 gallon steel elevated storage tank on Sidney
Avenue constructed in 1961 and a one million gallon ground level concrete tank off Old
Clifton Road constructed in 1977. A steel tank appears to have been fairly well
maintained over the years. The water surface elevation in both tanks is 391.60 feet MSL.
The water level in the one million gallon reservoir automatically controls the Melcher
Street booster pumps. An altitude valve on the supply line to the 100,000 gallon reservoir
controls the water level in the reservoir.
1 5-6
Distribution System
The distribution system comprises a network of pipes throughout the City. The age and
type of pipes vary considerably with generally newer pipes located toward the southern
' areas of the City. The distribution system is divided between the high and low pressure
systems.
1
The high and low systems are actively connected at only two locations although other
' connection points exist where the two systems are connected by closed valves. The
primary connection point is at the Meicher Street Booster Pump Station which takes
' suction from the low pressure system and pumps into the high pressure system. The other
active connection point is a pressure reducing valve at Harrison Avenue and Kendall
Street. A short section of main along Harrison in the low pressure zone is connected to
ithe high zone main along Kendall through this pressure reducing valve.
1
1
1
1
1
The Melcher Street Booster Station has two pumps and a diesel generator with automatic
switchover system capable of starting the generator on loss of power. The generator is a
750 KW unit capable of supplying power to both pumps. The pumps are rated as follows:
Booster Pump No. 1 1000 GPM @ 154' TDH
Booster Pump No. 2 700 GPM @ 154' TDH
The size of existing piping within the distribution system are shown on Figure 5 and
tabulated in Table 5-3. In general, the larger size pipes are recent additions while the
smaller size pipes are more than 30 years old.
Hydrant spacing throughout the system is excellent. In the residential areas essentially all
homes are within 600 feet of a standard fire hydrant and in most cases within the same
distance or less of two hydrants. Within the central business district (CBD) all structures
appear to be within 300 feet of a hydrant. Because of the closer spacing within the CBD
there are few, if any, structures that cannot qualify for two full hydrant credits for
insurance purposes.
1 5-7
TABLE 5.3
DISTRIBUTION SYSTEM PIPING INVENTORY
Total Footage
Size
Low System
Hig System
Entire System
16"
16,100*
-------
16,100*
12"
6,400
5,700
12,100
10"
1,400
10,000
11,400
8"
6,400
4,600
11,000
6"
20,000
8,600
28,600
4"
30,000
12,400
42,400
Under 4"
7,400
6,300
13,700
TOTAL
87,700
47,600
135,300
* Includes
11,100 L.F. of supply
line from Bremerton.
5-8
1
11
1
1
1
1
1
1
1
1
1
1
I�
System Monitoring and Control
A new monitoring and control system was installed in 1983. The system provided a central
control and monitoring capability. The heart of the system is the main control panel
located in the Public Works Shop. This panel has the following features:
1. A Hands/Off/Auto switch for each of the booster pumps at Melcher Street
Booster Pump Station. While in the Auto mode the pumps operation is
controlled by the level in the high pressure 1-MG reservoir.
2. A Hands/Off/Auto switch for the on line well #7 booster pump. While in the
Auto mode the pump operation is controlled by the level in the low pressure 2-
MG reservoir.
3. An Open/Auto/Close switch for the electrically operated control valve on the
Bremerton intertie line. While in the Auto mode the pump operation is
controlled by the level in the low pressure 2-MG reservoir.
4. Level setting for the 2-MG reservoir and 1-MG reservoir allows setting the
levels by which high and low alarms are to function. Level settings for the 1-
MG reservoir allows setting the operating points for the two booster pumps at
the Melcher Street Booster Pump Station. Level settings for the 2-MG
reservoir allows setting the operating points for the well #7 booster pump and
the Bremerton intertie control valve.
5. Annunciators indicate by means of running and fail lights the operation of the
two booster pumps at the Melcher Street Booster Pump Station and the well #7
booster pump. An indicating light will energize whenever the well #7 settling
basin water level reaches a low point. Indicating lights are also provided for
the Bremerton intertie control valve. Alarms sound on fail in all cases.
6. Level gauges indicate the level in the 1-MG and 2-MG reservoirs. A circular
chart provides a continuous record of the water level in each reservoir.
1
5-9
1
Other monitoring and control points are located locally throughout the system. These
are as follows:
' 1. A flow metering station is located in a vault outside of the Melcher Street
' Booster Pump Station. This meter monitors the flow from the booster pump
station. A totalizer located within the station records total flows on 'a strip
chart.
2. A flow metering station for the Bremerton intertie is located adjacent to
' Highway 16 near Sherman Avenue. A totalizer located within the station
records total flows on a strip chart.
3. Flow meters on the discharge lines from the. well booster um stations are
pump
located in vaults located adjacent to the pump stations. Flow is totalized and
' recorded on strip charts located in the pump stations.
4. A two-way altitude valve on the line to the 100,000 gallon reservoir is located
in a vault adjacent to the reservoir. The valve closes on reservoir high level
and opens for return flow to the system when system pressure becomes less
than the standpipe pressure.
' S.
Hydraulic operated control valves are located in a vault on the lines between
Y
the wells and the settling basins. These valves are of the modulating float
valve type. Floats located in the settling basins control the opening and
closing of the valve to balance the draw from the basins.
IFlouridation Facilities
' Each of the three supply sources are capable of being flouridated. Chemical feed
equipment is installed at three locations in the system. The equipment consists of a 55
' gallon mixing tank for mixing dry sodium flouride with water and a feed pump that meters
the flouride solution into the system. The chemical feed equipment is located in the well
' house at well #6, in the well #7 booster pump station, and in an underground vault on the
Anderson Creek transmission main from Bremerton.
5-10
III
1
CHAPTER 6
SYSTEM EVALUATION AND PROPOSED IMPROVEMENTS
Source
Future source requirements are presented in Table 6-1. The demand projections in
Chapter 3 and the design criteria in Chapter 4, were utilized to develop these
requirements.
TABLE 6-1
FUTURE SOURCE REQUIREMENTS
(MGD)
Maximum Daily
(1)
Storage
Total Source
Year
Demand
ReplenishmeW
Requirement
1984
1.59
.12
1.71
1989
1.84
.13
1.97
1994
2.09
.15
2.24
1999
2.33
.17
2.50
2004
3.26
.18
3.44
(1) Maximum daily demand is based upon 800 gallons/day/service connection.
(2) Storage replenishment is based upon the quantity of water necessary
to replace standby storage within a period of 7.2 hours (3 days).
It should be noted that the source requirements shown in Table 6-1 are rather conservative
due to the fact that the number of service connections is estimated on the high side as
discussed in Chapter 3. In light of the fact that there is a history of well problems in the
City and the Bremerton source could be reduced, a conservative estimate for source
requirements is justified.
6-1
1
1�
1
1
1
1
1
1
1
With an existing source availability of 2.2-MGD it can be seen from Table 6-1 that the
existing supply source is adequate to meet the requirements for the next ten years.
Additional supply will be needed for the growth that is anticipated beyond the year 1994.
Wells are the logical choice for meeting the future supply requirements. With most of the
growth occurring in the high pressure system, it is desirable to tie future wells directly
into that system, rather than the low pressure system to avoid the necessity of expanding
the Melcher Street Booster Pump Station.
It is therefore recommended that the City authorize a study by a groundwater hydrologist
to identify suitable locations for future wells. if the study determines that it is feasible
to develop wells in the southern part of the City, it is recommended that well
development proceed at once. The reason for this is that a supply source tied directly into
the high pressure system would help to alleviate problems that exist in the high zone
distribution and storage systems. Another reasons for proceeding with well development
at this time is the fact that an additional standby source would add a degree of reliability
and would lessen the City's dependence upon Bremerton's water system at times of peak
demand.
If the groundwater investigation determines that a well site in the southern part of the
City is not feasible, the decision to develop the well could be postponed until 1994. in any
event it is recommended that the City complete the groundwater study and procure a well
site in the immediate future.
Storage
Storage requirements were first determined with the high and low pressure zones
considered together in a single system. Although the three existing reservoirs are
designated for particular pressure zones, in many ways they can be considered to act
together. The existing two million gallon low zone reservoir can, to some degree, serve
storage requirements in the high pressure zone due to the fact that the Melcher Street
' Pump Station has two pumps, both with standby power. The two existing reservoirs in the
high zone system could, if absolutely necessary, satisfy storage requirements for the lower
system by the operation of manual valves. In light of the fact that the low pressure
' system reservoir is oversized relative to the requirements of the low system this would
not be necessary under all but the most unusual circumstances.
6-2
1
' Storage requirements, considering the system as a single entity, are presented in Table 6-
2.
TABLE 6-2
' TOTAL STORAGE REQUIREMENTS
tStorage (Million Gallons)
' Year Standby (1) Equalization (2)_ Fire Flow (3) Total
1984 .40 .10 .96 1.46
' 1989 .46 .15 .96 1.57
1994 .52 .20 .96 1.68
' 1999 .58 .25 .96 1.79
' 2014 .64 .30 .96 1.90
' (1) Standby storage is based on 200 gallons per service connection.
(2) Equalization storage is the storage between set points at which
the well #7 or Bremerton intertie control valve operate.
(3) Fire flow is based upon the maximum of 4000 gallons per minute
for a four hour duration.
It is obvious from comparing Table 6-2 to the existing storage capacity of 3.1 million
gallons that, considering the system as a whole, the existing storage reservoirs will meet
the storage requirements throughout the planning period.
In light of the fact that so much of the future growth was projected to occur in the high
' pressure zone, that portion of the system was analyzed by itself to insure that the existing
1.1 million gallons of storage would be sufficient. The following assumptions were made
' in this analysis:
6-3
1
1
1
1
1
1
1
1
1. Supply to the high pressure system for the years 1994 to 1994 was assumed to
be that quantity supplied by the Melcher Street Booster Station with the
largest pump out of service, that is 700 GPM.
2. Supply to the high pressure system for the years 1994 to 2004 was assumed to
be 700 GPM from the Melcher Street Booster Pump Station plus the new
source which will be needed in 1994 and is assumed to tie directly into the high
pressure system. This new source quantity was assumed to be from two wells
of 500 GPM each, one being on line in 1994 and the other being on line in 1999.
3. Because the low pressure zone reservoir is oversized, the storage would be
available for delivery to the upper system when computing fire flow storage
requirements. Fire flow requirements were therefore computed by multiplying
the 4000 GPM fire flow minus the 700 GPM from the booster pump times the
four hour duration (4000 GPM - 700 GPM) x (4 hr. x 60 min./hr.).
It should be noted that these assumptions are very conservative. Based upon them, high
pressure zone storage requirements were developed and are presented in Table 6-3.
TABLE 6-3
HIGH PRESSURE ZONE STORAGE REQUIREMENTS
Storage
(Million Gallons)
Year
Standby (1)
Equalization (2)
Fire Flow 3
Total
1984
.24
.10
.79
1.13
1989
.30
.10
.79
1.19
1994
.36
.15
.79
1.30
1999
.42
.15
.79
1.36
2004
.48
.20
.79
1.47
(1) Standby storage is based upon 200 gallons per day service connection.
(2) Equalization storage is the storage between set points at which the
Melcher Street Booster pumps operate.
(3) Fire flow is based upon 3300 gpm for a four hour duration.
6-4
With an existing high pressure zone reservoir capacity of 1.1 million gallons, it can be seen
from Table 6-3 that additional storage in the high pressure system is desirable at this
time. This is primarily due to the fact that fire flow storage requirements are very high.
' Providing full fire flow storage in addition to standby and equalization storage is a
desirable goal but not absolutely necessary.' A recommendation to construct additional
' high pressure zone storage on the basis of the information in Table 6-3 would not be
totally justified, particularly in light of the conservative assumptions used to determine
' those requirements.
Another consideration, besides storage requirements, is involved in the recommendation to
' construct additional storage improvements. This consideration involves the impact that a
storage reservoir will have on the high pressure zone distribution system. There is a
' problem of insufficient fire flow availability at the extreme southern area of the City.
This problem is directly attributed to the fact that the one million gallon reservoir is
' located a considerable distance away. If a new reservoir was located closer to this area,
the distribution system would be capable of delivering the desired fire flows. This is
' discussed in greater detail in the following section.
The ideal location for a new reservoir would be in the vicinity of the intersection of
' Sedgwiek Road and Highway 16. The location of the ground surface in this area would
necessitate an elevated tank similiar to the existing 100,000 gallon reservoir. Due to the
ttremendous cost advantage of a standpipe or ground level reservoir, it is desirable to
locate the reservoir on a site with a high elevation. The area in the vicinity of the
intersection of Gieger and Sedgewick Roads is at a suitable elevation and is relatively
near the areas of high fire flow requirements. This is the logical location for a new
1 reservoir
It is recommended that the City take action at this time to procure a site for a new
' reservoir at the general vicinity of the Gieger Road and Sedgwick Road intersection. The
ground elevation of the reservoir site should be between 300 and 380 feet MSL. The
' decision on when to construct the new reservoir should depend upon the rate and type of
growth that occurs in the southern part of the service area and the availability of funds.
If the Roland Development was to proceed and the type of development required high
rates of fire flow, the reservoir should be constructed. For the purposes of this plan we
have identified the reservoir as a low priority item that will be required around 1989. The
' future reservoir capacity has been conservatively estimated at one million gallons. 5000
feet of 12 inch transmission main would have to be constructed to the reservoir into the
' distribution system.
' 6-5
I
Hydraulic Analysis
The distribution system was analyzed by computer simulation. The program used was
entitled "Water H, A Computer Based System for the Analysis and Design of Flow and
Pressure in Pipe Networks" and was developed by Forsgren-Perkins Engineering of
' Rexburg, Idaho, in association with Dan T. Wood of the Department of Civil Engineering,
University of Kentucky.
The high and low zone systems were analyzed separately. Section E-1 in the Appendix
' presents the distribution piping line numbers and model numbers that were designated for
the individual high and low system. Section E-2 of the Appendix presents the input data
' and the solution data from the computer analysis.
The existing ,system was analyzed for two conditions: maximum instantaneous flow and
fire flow. Maximum instantaneous demands were computed using the number of service
connections, and data from Table Z of the September, 1983 DSHS "Sizing Guidelines for
' Public Water Supplies". Fire flows were as shown in Figure 4.
' Results from the computer analysis were compared to results from hydrant tests.
Although the hydrant test information deviated from the results of the computer analysis,
' they were in general agreement. The extreme fluctuations in ground surface elevations
within the individual pressure zones make fire hydrant test results rather unreliable. A
' hydrant located at a relatively low elevation may have high flows while there exists
negative pressures at the higher elevations in the zone.
1
1 Existing Low Zone Distribution System
' The low zone distribution system was first analyzed to determine if it would be capable of
providing residual pressure at all points throughout the system of at least 30 psi at
maximum instantaneous demand. This demand. was proportioned throughout the system.
' Maximum instantaneous demands used are presented in Table 6-4.
1
1 TABLE 6-4
' LOW ZONE DISTRIBUTION SYSTEM
MAXIMUM INSTANTANEOUS DEMANDS
Maximum
' Year Instantaneous Demand
(GPM)
1 1984 590
1989
650
'
1994
660
1999
660
'
2004
660
' The existing system was able to meet the demands shown in Table 6-4 throughout the
planning period with pressure at all locations in excess of 30 psi, with the exception of a
two block area located at an elevation above 200 feet MSL. In this area the static
pressure varies down to 25 psi. The area comprises the blocks located between Cline and
Sidney Avenues and Kendall and Taylor Streets. This area is serviced by an adequate
distribution system therefore the pressure drops very little under high demands. The
ground level elevations are simply too high relative to the reservoir elevation.
The only feasible way of solving this problem is to connect this area into the high zone
distribution system. This area could be served by connecting a six inch line to the existing
main on Harrison Avenue. The Harrison main is connected to the high zone distribution
system through a pressure reducing valve on Kendall.
' Fire flow requirements are considerably higher than those from maximum instantaneous
demands. The system was analyzed for various situations of potential fire flow
requirements. In all cases of high fire flows it was assumed that water would be entering
the system from well #7 and the Bremerton intertie at a rate of 750 GPM each.
' The analysis indicated that there are a number of areas with fire flow requirements in
' excess of the fire flows that are available. These areas are as follows:
1
6-7
1
1
1
1
1
1
1
1
1
1
1. An apartment building located on Farragut between Stockton and Guy Wetzel
in the Annapolis Hill area has a fire flow requirement of 1500 GPM. The
remaining areas in the Annapolis Hill area have a fire flow, requirement of 500
GPM. The existing system is only able to deliver approximately 500 GPM to
this area.
2. The entire business district along Bay Street between Rockwell and Port
Orchard Avenues has a fire flow requirement of 3500 GPM. Fire flow
available is 2500 GPM.
3. The commercial district along Bay Street east of Rockwell to the intersection
of Bay Street and Bethel Road and south along Bethel Road has a fire flow
requirement of 3500 GPM -with only 1500 GPM available.
A number of alternative plans were considered for resolving the fire flow deficiencies. -
The fire flow problem is a serious one. The entire low pressure system is seriously
deficient. Most of the problems are related to the fact that the Annapolis Hill Area is far
removed from the supply sources and is at a rather high elevation. High fire flows are
capable of being supplied to most of the high demand areas along Bay Street, however it
results in negative pressures in the Annapolis Hill Area. To correct the fire flow problems
in the low zone distribution system the following improvements are recommended.
1. The manual controls for the well #6 booster pumps should be replaced with an
automatic telemetered control system to allow automatic pump operation on
low reservoir level. This would provide inflow to the system on the east side
of town and help to maintain positive pressures in the Annapolis Hill area
during a major fire flow situation.
2. 200 feet of 12 inch main should be installed on Kitsap Street between Prospect -
and Cline Avenues parallel to the existing 8 inch main to decrease the line
losses between the reservoir and the east side of the City.
6-8
1
1
1
1
1
1
1
1
1
1
1
1
3. The four inch main on Kitsap Street between Sidney and Seattle Avenues
should be replaced with a 12 inch main. From Seattle Avenue the 12 inch main
should be extended east across Blackjack Creek and tie into the 12 inch main
on Maple. This would require 1300 feet of 12 inch main. This improvement
would considerably improve the fire flow availability east of Blackjack Creek.
4. 1200 feet of 8 inch main should be constructed along Kendall Street between
Hull and Cline Avenues. Although the area can meet minimum fire flow
requirements this main would provide a loop to the area -and would add
considerably to the reliability of the distribution system in this area.
5. The houses that are above 200 feet MSL in the area between the Court House
and the Elementary School should be tied into the main on Harrison Avenue.
2000 feet of new six inch main installed on Sidney and Austin Avenues and
Kendall Street would provide a complete loop through the area. The existing
pressure reducing valve on the Harrison Avenue main would control pressures
in this area.
Existing High Zone Distribution
The high zone distribution system was first analyzed to determine if the residual pressure
could be maintained at all points at maximum instantaneous demand. Maximum
instantaneous demands used in the analysis are presented in Table 6-5.
TABLE 6-5
HIGH ZONE DISTRIBUTION SYSTEM
tMAXIMUM
INSTANTANEOUS DEMANDS
InstantaneoNTemand (GPM)
Year
1984 910
'
1989 1130
1994 1340
1999 1550
'
2004 1760
1
6-9
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
The existing system was able to meet the demands shown in Table 6-5 throughout the
planning period with pressure throughout in excess of 30 psi.
Fire flow requirements create a problem in the high zone distribution system in two
areas. The first area is along Melcher Street - west from Sherman Avenue to Pottery
Avenue and along Pottery Avenue south to Tremont Street. The problem here is that
there are no fire hydrants. Fire hydrants are needed in this area. The area is served by a
four inch main and fire hydrants should not be connected to a main less than six inches in
diameter. To correct this problem it is recommended that 3300 feet of new eight inch
main be installed parallel to the existing four inch line with fire hydrants at 600 feet
intervals. The line should be eight inches in diameter to provide capacity for potential
future developments in the Ross Point area.
The second area where fire flows are a problem is at the Junior High School. It has a fire
flow requirement of 4000 GPM with a four hour duration. The available fire flow is 4000
GPM for one hour and 3000 GPM thereafter.
The decreased fire flow after the initial hour is due to the fact that the 100,000 gallon
reservoir is located relatively close to -the Junior High School and once the reservoir
empties the fire flow must all come from the one million gallon reservoir and the Melcher
Street Booster Pump Station. The line friction head loss between these sources and the
Junior High School restricts the flow to a maximum of 3000 GPM (2000 GPM with only the
700 GPM booster pump in operation).
There are two alternative methods of solving this fire flow problem. The distribution
system could be upgraded by installing 2500 .feet of 12 inch main along Pottery Avenue
parallel to the existing 8 inch main. This would cost $ 150,000. The second alternative
would be to construct a new reservoir closer to the high school at a cost of $ 600,000. It
would be difficult to justify a recommendation for either alternative because in both cases
the cost is rather high relative to the benefit.
6-10
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' There are however two other considerations. One is the fact that the area around the
intersection of Sedgwick Road and Highway 16, referred to as the Roland Development
area, is projected to develop with fire flow requirement the same as the Junior High
' School. The Roland Development is located very close to the high school and will face the
same fire flow deficiency. The other considerations is that there is likely to be a need for
' a new reservoir in the high pressure zone due to future storage requirements. These two
considerations are interdependent. Growth in the Roland Development area will create
' fire flow problems with both the distribution system and the storage system.
' In light of the considerations mentioned above, it is recommended that the City correct
the fire flow problem at the Junior High School by constructing a new reservoir. We are
recommending a conservatively sized reservoir of one million gallon capacity to belocated
' in the general vicinity shown in Figure 5 and 5000 feet of new 12 inch transmission main
from the reservoir to the existing 10 inch main at the south end of Sydney Avenue. We
' are recommending a low priority for these improvements. The need for them will increase
considerably as growth continues in the area. The City may wish to postpone the
Iconstruction of the reservoir until major commercial developments do occur in the Roland
Development area.
1
Long Term Distribution System Improvements
The previous two sections addressed themselves to the existing distribution system and
' deficiencies within that system. This section will address future expansions that will be
necessary to service the undeveloped areas within the City limits and future service areas.
' These future expansions are referred to as long term improvements and are presented only
for general planning purposes. They should be evaluated in more detail during future
water plan updates.
The following is a list of long' term distribution system improvements including a
' discussion of each.
6-11
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1.
Bethel Road Main Extension: The area along Bethel Road from its intersection
with Highway No. 160 south to the City limits is presently zoned residential
and sparcely developed. Indications are that the zoning will change in the
Future and that the area may develop commercially. If this does occur it is
probable that there will be a 3500 GPM fire flow requirement.
The area is isolated from most of the Port Orchard water system by the deep
ravine through which Blackjack Creek flows. A single 12 inch main from the
high pressure zone system crosses the ravine at the east end of Tremont Street
and runs to the intersection of Bethel Road and Highway No. 160.
A 6 inch main extends south down Bethel Road 1000 feet and dead ends. If the
area was to be served by Part Orchard, the existing 6 inch main would have to
be extended further south. A 12 inch main extended south would provide a fire
flow of 1500 GPM. To provide 3500 GPM fire flow would require that the main
be looped back across Blackjack Creek and a 10 inch line be installed parallel
to the existing 6 inch line. It is logical that this crossing would occur at the
new Tremont Street to Lund Road Bridge. It would require 3000 feet of main
just to cross the ravine and connect Bethel Road with the existing 10 inch main
on Sidney Avenue.
An alternative to serving the area by Port Orchard system would be to serve it
by the Annapolis Water District. This alternative would be Iogical if the area
was to develop with high fire flow requirements due to the fact that it would
avoid the high cost of the ravine crossing.
In any event a 12 inch main should be extended south along Bethel Avenue. It
could be looped back across the ravine, or alternatively be constructed as part
of the Annapolis Water District System. For the purposes of this report we
have assumed that the fire flow requirement would be less than 2000 GPM and
that the main would be extended south and dead end at the City limits.
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6-12
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' 2. Pottery Avenue South Main Extension: When development occurs at the
Highway No. 16 and Sedgwick Road intersection it is likely that the west side
of the Highway 16 will require water service. The existing 10 inch main on
tPottery Avenue should be extended south across the highway. This main
would be limited in its flow capabilities due to the fact that it is such a long
' dead end line. It is logical that it would be constructed in conjunction with the
main extensions listed as items 3 and 4 to provide a loop.
' 3. Pottery Avenue to Sidney Avenue Main: If the existing 10 inch main on
' Pottery Avenue is extended south to Highway 16, it should be extended east
and connected to the existing 10 inch main on Sidney Avenue. This would
provide a loop. This Ioop would be particularly desirable if a new reservoir is
' constructed in the location recommended in this report and shown in Figure 5.
' 4. Pottery Avenue to Sedgwick Road Main: If the 10 inch main is extended south
along Pottery Avenue past Highway 16 it should be extended east back across
the highway at Sedgwick Road to provide a loop. It should connect into the
main listed as item 3.
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5. Sherman Avenue to Tremont Street Main Extension: An existing 8 inch main
dead ends at the south end of Sherman Avenue. It is logical that this line
should be extended south and connected into the existing 8 inch main on
Tremont Street. This is one long term improvement that the City should
consider completing in the near future if funds permit.
6. Ross Point Loop: This improvement would be recommended to serve the Ross
Point area. The area is presently the least developed future service area and
the area with the most uncertain future. Most of the area is zoned light
industrial, however it could develop residentially. The method of serving this
area would depend upon the locations of future streets and also on the type of
development. Assuming that it would develop with high fire flow requirements
a 12 inch main would have to be extended from the existing 12 inch main at
the intersection of Tremont Street and Highway 16, north and then extend east
and south to connect into the main on Melcher Avenue.
6-13
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These long term improvements are shown in Figure 6. They are referenced by item
number to correspond to the items listed above.
6_14
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1 E1 IETRI
Ld
J
Z
Line #4
I Figure 6: Long Term Improvement Plan
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CHAPTER 7
IMPLEMENTAT10N PROGRAM AND COST ESTIMATES
General
This chapter discusses the costs, financing and scheduling of proposed improvements. The
estimated cost for the recommended system improvements are presented along with the
proposed construction schedule.
Improvement Scheduling
Table 7-1 summarizes those improvements recommended for construction during the
period of 1984 - 1989. Completion of this improvement will meet major water system
needs through the year 1989. Costs shown are in February 1984 dollars (ENR = 4,560) and
includes administration, land purchase, engineering, contingency, inspection and sales tax.
TABLE 7-1
RECOMMENDED IMPROVEMENT PRIORITIES,
SCHEDULE, AND COSTS
FIVE-YEAR PROGRAM
Time Schedule Cost Estimate
Item Priority (Design & Construction) (ENR 4560)
1. New 500 GPM well including 1 1984 - 1985 $ 200,000
ground water study and
site acquisition
2. Well #6 telemeter control
system
3. 1300 LF of 12-inch main
on Kitsap Street east
to Maple Avenue.
4. 1200 LF of 8-inch main on
Kendall Street extended
west to Hull Avenue
5. 2000 LF of 6-inch main on
Taylor Street, Austin
Avenue, and Kendall Street
6. 3300 LF of 6-inch main
replacement along Pottery
Avenue and Melcher Street
7. New one million gallon
reservoir and transmission
main
1 1984
- 1985
$
5,000
2 1985 -
1986
$
65,000
3 1986 - 1987 $ 54,000
3 1987 -
1988
$
80,000
3 1987 -
1988
$
132,000
4 1988 - 1989 $ 650,000
7-1
Table 7-2 summarizes the long term improvements. Cost factors are the same as those in
Table 7-1. This information is presented for general planning purposes only. No attempt
has been made to set priorities or estimate when these improvements would be required.
TABLE 7-2
LONG TERM IMPROVEMENT PLAN COST ESTIMATES
Item
1. Bethel Road main extension
2. Pottery Avenue South main
extension
3. Pottery Avenue to Sidney
Avenue main
4. Pottery Avenue to Sedgwick
Road main
5. Sherman Avenue to Tremont
Street main extension
6. Ross Point Loop
7. New well #2
Financing Alternative
Description Cost Estimate (ENR 4560)
3800 ft. 12" main $ 190,000
3800 ft. 12" main $ 190,000
2600
£t.
10" main
$
123,500
1700
ft.
12" main
$
85,000
1000
ft.
8" main
$
45,000
9400 ft. 12" main $ 470,000
500 GPM well including $ 200,000
site and piping
There are several ways that the improvements outlined in this report can be financed.
These methods are discussed as follows.
1. Grant Programs
' State and Federal agencies have previously provided funds for water system
improvement and upgrade under various grant programs.
' 7-2
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At the State level, loans and grants are available under Referendum 39. This
grant would pay for about 40% of the total cost of these improvements.
Several other programs have been available in the past at Federal and State
'
levels. The following agencies should be contacted and monitored to identify
new programs to help finance present and future improvements.
o Economic Development Administration
'
o Department of Housing and Urban Development
'
Farmer's Home Administration
o
'
2. Revenue Bonds
' Another source of funds for construction of improvements to the water system
is from the sale of revenue bonds.
' Revenue bonds are repaid from user charges. Bonds issued for projects
' benefitting only limited areas can be repaid partially from additional
assessments from properties included in a utility local improvement district
(ULID). Revenue bonds can be issued at any time without a bond election.
3. Rate Schedule
The current rate schedule specified in the City ordinance includes revenue
' requirements for present operation of system and debt service, plus reserves
for the City's share of system improvements as outlined in this report.
' As presented in Table 7-3 the City of Port Orchard has been operating in the black with
reserve funds for the City share of needed system capital improvement.
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t 7-3
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TABLE 7-3
CITY OF PORT ORCHARD
WATER DEPARTMENT
OPERATING PROJECTED EXPENSES AND REVENUES
1984
Years 1981 1982 1983 (1st quarter only)
Operating Revenues $279,672.87 $294,511.84 $261,471.94 $67,789.38
Operating Expenses $236,757.51 $244,675.10 $227,806.13 $62,864.70
Net Operating Income/ +$ 42,915.36 +$ 49,836.74 +$ 33,665.81 +$ 3,924.68
Loss
Proposed Financin
Some of the improvements needed are eligible for a Washington State DSHS Referendum
39 Construction Grant and also an engineering loan for financing the engineering studies,
environmental impact statement and engineering final design for plans and specifications.
The present loan program is loaned at 6 percent interest which can be paid back one-third
(1/3) each year plus interest for three consecutive years or earlier. The Grant program
would pay for 40% of eligible construction costs for water sources, water quality, required
storage and transmission main type projects. The DSHS has set up a priority rating system
in order to determine which projects will require the funds.
Therefore, the City should submit an application for the Referendum 39 fund to determine
and secure the required funding.
7-4
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CHAPTER 8
SYSTEM OPERATION PROGRAM
System Management
The Port Orchard water supply system is owned by the City of Port Orchard. The system
is operated and maintained by the City's Public Works Department, under the supervision
of the Superintendent of Public Works.
Routine maintenance, operation and quality control of the water system are performed by
three full-time operators. They also complete minor construction of water works. All
supervision of work associated with the water system is under the direct supervision of
operators who have been certified as Water Distribution Specialist I. Presently the
Superintendent of Public Works and three of the operators have this certification.
1 Emergency Operating and Response Program
The Port Orchard water system is designed and constructed to insure against emergency
' situations. However, emergencies do occur sometimes. The City Engineer shall
immediately notify the DSHS by telephone when an emergency arises which causes, or
threatens to cause, a loss in water service of more than twenty-four hours duration, or
when any other situation occurs where the water quality may be degraded and public
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health may be threatened. The DSHS telephone number, in addition to other important
numbers, is shown in Table 8-1.
During off hours when emergencies occur, calls are fielded by the police department
which has an around the clock operation. The police then call the following in sequence
until a proper response is provided:
1. Maintenance person on duty
2. Deputy of Public Works Director
3. City Engineer
4. Additional calls as required to reach next in chain of command
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8-1
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ITABLE 8-1
CITY OF PORT ORCHARD
'
EMERGENCY PHONE NUMBERS
'
Washington State DSHS (Olympia) . . . . . . . . . . . .
. . . . 1-753-5090
Port Orchard City Hall . . . . . . . . . . . . . . . . .
. . . . 876-8250
Kitsap County Sheriff . . . . . . . . . . . . . . . . . .
. . . . 911 (876-1700)
Port Orchard Fire Department . . . . . . . . . . . . . .
. . . . 911 (876-3801)
1
Ambulance Service . . . . . . . . . . . . . . . . . . .
. . . . 911 (871-2411)
'
Gas Company:
Cascade Natural Gas Corp.
Business Hours . . . . . . . . . . . . . . . . . . .
. . . 871-1424
'
After Hours . . . . . . . . . . . . . . . . . . .
. . . . 1-800-552-0615
Electric Company:
'
Puget Sound Power and Light
Business Hours •• -
, 876-5802
After Hours . . . . . . . . . . . . . . . . . . . .
. . . 377-3931
'
Telephone Company:
Pacific Northwest Bell . . . . . . . . . . . . . . .
. . . 876_-0189
'
Emergency Pump Service:
Utilities Service Co., Inc. (Seattle) . . . . . . .
. . . 1-246-5674
Annapolis Water District
876-2545
. . . . . . . . . . . . . . . . .
. . .
'
Bremerton Water Department . . . . . . . . . . . . . . . .
. . . 478--5310 or 478-5220
' The reserve storage of the distribution reservoirs will meet one day's requirement at a
maximum daily demand rate should a power outage occur. It also meets the fire fighting
requirement in the same period. The Melcher Street Rooster Station is equipped with
' standby power, thus the large reserve storage provided by the low system 2 MG reservoir
can be made available all the time for use in the high system when the demand arises.
The low system and the high system are physically connected at Sidney Street near the
' Melcher Booster Station. The valve separating the two systems is normally closed so that
the booster draws water from the low system side and pumps into the high system side. In
' case of emergency, such as when the low system reservoir becomes inoperable, this valve
may be opened so that the high system reservoir may supply water to the low system. The
high system reservoirs have capacity to support the emergency need of the low system.
1
The pump buildings are constructed such that little chance of fire exists. If a fire occurs
in the electrical wiring, a carbon dioxide or other extinguisher suitable for electrical fires
should be used.
' Recommended actions to be taken for specific emergency conditions are listed in the
' following paragraphs. All personnel should be familiar with these actions.
1. Rupture of main or accidental fire hydrant damage.
a. Isolate the leakage by valving off branches of supply main.
' b. Notify the customers affected and fire department personnel.
C. Repair the damage.
' 2. Loss of well source from loss of pume station or excessive sand intrusion.
' a. The automatic valve on the Bremerton intertie should open
automatically. Check its operation.
' b. If the Bremerton intertie supply is not satisfactory, supply water from
Annapolis Water District via the Mitchell Avenue Intertie or Decatur
' Street intertie.
C. Make the necessary repair as soon as possible.
8-3
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3.
4.
Personal injury.
a. For emergencies resulting from medical causes, call the local ambulance
(911).
b. For accidents resulting from falling, fire, gas, explosion, etc., call the
fire department for a rescue unit immediately.
C. If qualified, render first aid. If not qualified, find someone who is.
d. Never move an injured or seriously ill person unless necessary to prevent
further injury; or if bleeding through mouth or nose (which can cause
asphyxiation).
e. It is strongly recommended practice that a medical history and
information card be maintained for each employee. Use this card when
accidents, illness, or injuries occur.
f. All injuries, no matter how minor, should be reported immediately to the
foreman or the Public Works Director.
g. Once proper medical attention is rendered, complete an accident report
form and submit it to the Public Works Director's office.
Power failure.
a. Short duration outage, no immediate effect. Extended outage may cause
reservoir drawdown.
b. The emergency generator at the Melcher Booster Pump Station should
start automatically to supply power to the booster pumps. Check its
operation.
C. The gasoline engine driven well booster pump at well #7 booster pump
station should be manually started. Monitor its operation at regular
intervals.
d. The water level in the storage reservoirs should be closely monitored.
e. After power outage is restored, inventory of all electrical equipment is
necessary to check for return to normal operations.
8-4
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5. Fire.
a. Call the fire department.
b. If fire is small, take immediate action with a nearby fire extinguisher.
C. Cut power to the affected area.
6. Earthquake.
a. Do not move during an earthquake, except to crawl under something
sturdy or stand in a doorway.
b. Take precaution regarding fires.
C. After the tremors ceased and the buildings are safe for entry, inspect all
structures and piping in the system for damage.
7. Severe cold weather.
a. Make sure there is an adequate temperature in the pump and well rooms.
b. Be prepared for problems with frozen service lines.
C. All normal outside routine maintenance should be temporarily suspended.
Maintenance Program
This section will present a schedule of inspection and maintenance for the major water
supply facilities within the present water system. Detailed information regarding specific
pieces of equipment is not presented. .Lubrication and maintenance instructions specified
by the manufacturers piece of equipment should be followed closely.
1. Storage tanks.
a. Weekly - Inspect fences, gates and locks, 'check for obvious cracks or
leaks, collect water samples.
b. Seasonally - Drain reservoir, clean, and inspect interior surface for
cracks and leaks.
8-5
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2. Wells.
a. Daily - Record flow meter reading.
b. Weekly - Inspect doors and locks, primp and chlorination equipment.
C. Monthly - Check pump automatic operation and alarm system.
3. Pump stations.
a. Daily - Check for vibrations of pumps or excessive noise, inspect building
doors and locks for signs of vandalism. Record flow meter reading.
b. Weekly - Check pump lubricants, seals and control valves. Clean pump
stations.
C. Semi -Annually - Check pump discharge pressures where feasible. Check
running amperage. Periodically run pumps that have been in standby.
4. Distribution system.
a. Daily - Record the system main flow meters reading (not service meter).
b. Weekly - Collect representative water sample.
C. Annually - Flush all dead end mains according to a schedule throughout
the year.
5. Valves and hydrants.
a. Annually - Check and operate all hvdrants and hydrant valves (fire
department), operate all distribution system valves.
o Clean valve box
o Log inspection
o Close and reopen until valve seats properly
6. Meters.
a. Annually - Calibrate all system flow meters (not service meters)
according to manufacturer's recommendations.
8-6
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' 7. Telemetry.
a. The telemetry system employs primarily electronic components which
require no maintenance.
b. Annually - Inspect and lubricate (if necessary) telemetry recording
instruments and mechanical flow meters.
The above listed inspections should serve only as a general rule. More frequent
inspections and maintenance activities may be required. Equipment that receives
1 infrequent use should be periodically checked and run for a suitable period of time to
allow lubrication and the removal of moisture.
1
Sampling Requirements
The monitoring requirements for the City's water system are shown in Table 8-2 and 8-3.
1 Maximum allowable levels have been established in "Rules and Regulations of the State
Board of Health Regarding Public Water Systems", for water quality parameters listed in
' this table. The City is responsible for satisfying these requirements.
Samples are analyzed in accordance with methods approved by the DSHS and only in the
State Public Health Laboratory or laboratories holding a current certificate of approval
from DSHS, except that measurements for turbidity, free chlorine residual and fluoride
' concentration may be performed by trained water utility personnel.
' Fluoride concentration should be maintained in the range of 0.8 - 1.3 mg/l. Determination
of fluoride concentration should be made daily, or as required by the health department,
' and reports of such analysis submitted monthly on forms provided by the department.
Such analysis are made in accordance with procedures listed in "Standard Methods".
Check samples should be submitted monthly or as required by the department to the State
' Public Health Laboratory.
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TABLE 8.2
SAMPLING REQUIREMENTS
Minimum
Number of
Date Initial
Sample Type
Samples
Required*
Sample Required
1. Bacteriological
a. Distribution Sys.
Refer to
Table 8.3
Effective date of
regulation
b. Pump Sta. No. 6
One per
quarter
Effective date of
regulation
c. Pump Sta. No. 7
One per
quarter
Effective date of
regulation
2. Inorganic Chemical
One every
3 years
June 1979
3. Organic chemical
Only as
required by
June 1978
DSHS
4. Turbidity -0- - - - - - - -
5. Radionuclides Four consecutive June 1979
quarterly samples
every four years
6.. Secondary chemical
& Once every 3 years June 1979
7. Physical Contaminants
* Increase sampling may be required by DSHS. Samples should be taken at repre-
sentative points, except turbidity which should be taken at the entrance to
the distribution system.
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TABLE 8.3
MINIMUM NUMBER OF ROUTINE BACTERIOLOGICAL SAMPLES
TO BE TAKEN FROM THE DISTRIBUTION SYSTEM
Minimum No. Samples
Population Served Per Month
3301
to
4100
4
4101
to
4900
5
4901
to
5800
6
5801
to
6700
7
6701
to
7600
8
7601
to
8500
9
8501
to
9400
10
I
IReporting
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Utilities are required to report sample results and violations of maximum contaminant
levels. When a maximum contaminant is not exceeded, sample results must be reported
within 40 days. When a maximum contaminant level is exceeded, sample results shall be
reported within 48 hours. The City is not required to report analytical results if the
testing laboratory reports the results directly to the department. In all cases identify the
problem and initiate corrective action.
Public Notification
The Safe Drinking Water Act and the State Regulations require that a water utility notify
its customers whenever:
1. A maximum contaminant level is exceeded.
2. The purveyor fails to monitor.
3. Inadequate testing procedures are used.
4. Variance or exemption from maximum contaminant level granted.
5. Failure to comply with schedule given through variance or exemption.
Notification to customers may be through inclusion of a notice in the water bills and is to
be. repeated at 3 month intervals until the situation is resolved.
If a maximum contaminant level is exceeded, additional notification is required, including:
Public notice in a local newspaper (or post offices served by the system if newspaper
not available) and copies to radio and television stations serving the area.
Results of analysis and other records are required to be maintained by the utility for
specified time periods. The exact time period is dependent upon the type of record and is
spelled out in the regulations.
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Cross -Connection Control
Cross -connections are prohibited. A continuing and aggressive program of cross -
connection investigation, surveillance and control should be implemented according to
good cross -connection control practice such as "Accepted Procedure and Practice in
Cross -Connection Control Manual - Pacific Northwest Section - American Waterworks
Association, Second Edition". Copies of these standards may be obtained from the
Department of Social and Health Services, Water Supply and Waste Section, MS LS-11,
Olympia, WA. 98504.
The control of cross -connections requires cooperation between the customer, the City, the
health officer, and/or plumbing authority. But the City has the primary responsibility to
prevent contamination of the public water system through cross -connections.
The City should, in cooperation with the health officer of the local plumbing inspection
authority, make periodic inspections of premises served by the water system to check for
the presence of cross -connections. Any cross -connections, found in such inspection shall
be ordered removed by the responsible agency. If an immediate hazard to health is caused
by the cross -connection, water service to the premises shall be discontinued. until it is
verified that the cross -connection has been removed.
Backflow prevention devices should be installed at the service connection or within any
premises, where in the judgment of the City of the DSHS the nature and extent of
activities on the premises, or the materials used in connection with the activities, or
materials stored on the premises would present an immediate and dangerous hazard to
health should a cross -connection occur, even though such cross -connection does not exist
at the time the backflow prevention device is required to be installed.
Backflow prevention devices which are installed should be inspected and tested annually,
or more often where successive inspections indicate repeated failure. The devices should
be repaired, overhauled, or replaced whenever they are found to be defective.
Inspections, tests and repairs should be made under the City's supervision, and records
kept as required by the City.
8-11
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1 APPENDIX A
' ENVIRONMENTAL CHECKLIST AND
DECLARATION OF NON -SIGNIFICANCE
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F-
' environmental
checklist
sl o~
�p
BACKGROUND
1. Vame of Proponent City of Port Orchard
2. Address and Phone N—Lun er of Proponent:
216 Prospect Street
Port Orchard, -Washington _
'(20Q 076i $2SO
3. Date Checklist Suumit ci —March _ , 1984
4. Agency Requiring Checklist D.S.H.S.
5. Name of Proposal if applicaFfe:
' Water Plan lipdate
6. C-azure and brief Uescr.ipti.on a e Phi roposa(includ-
ing but not limited to its size, general design cle-
' meets, and other factors that will give an accurate
understanding of its scope and mature):
The proposal is the 5 year update of the water plan required
by D.S.H.S.�regulations.�- The report calls for new. sources,
' new transmission main and a storage reservoir.
3'
7. Location of Yo}iosr (�escri e the p ysica. setting of
the proposal, as vcll as the extent of the land area
affected by any environmental impacts, including any
other information needed to give an accurate undersLand
ing of the environmenral setting of the proposal):
The planning area comprises the area within the city
limits and an area extending approximately onP mile _.
tot �s
8. Estimated Date for Cornp coon of t e proposal:
The updated' water plan will be submitted April 13, 1944.
9, Ust of Permits, Lfcenses or Government Approvals
t
Required for the Proposal (federal, state and 1-cal;.-
including rezones) :
D.S.H.S. approval and Kitsa Count a royal required.__
'+ T
► 10. Do you have any plans for future additions, expansion,
or further activity related to or connected with this
+ proposal? If yes, explain:
The water plan will be reviewed and updated every 5 years.
11. no you know of any p an-S by others w hi7-h may affect
' the property covered by your, proposal? If yes, explain:
. No
' 12. A; tack any other appr i.cation orm that has been com-
pleted regarding the proposal; if: none has been com-
pleted, but is expected to be filed at some future
date, describe the nature of sucih application form:
' Water rightspermit will be required in the future.
am
1 11. ENVIRQNHENTAL Ih1PACTS
'
___ _ No
Earth. Will
(1) the proposal result in:
'
(a) Unstable earth conditions or in
changes in geologic subs- Lruccures? X
(b) Disruptions, displacements, com-
paction or overcovering of the soil? X`N
t
(c) Change in topography or ground
surface relief featuxes?.
(d) The destruction, covering or
modification of any unique geologic
tor
physical. features? X
(e) Any increase in wind or water
erosion of soils, either on or off
the site? X
(f) Changes in deposition or ero-
sion of beach sands, or changes
'
in siltation, deposition or erosion
which may modify the channel of a
river or stream or the bed of the
ocean or any bay, inlet' or lake? X
Explanation: The proposed reservoir and well will be
constructed on sites to be acquired. Minor site grading
will be required.
'
(2) Air. Will the proposal result in:
(a) Air emissions or deterioration
of ambient air quality? X
'
(b) The creation of objectionable
odors? X
'
(c) Alteration of air movement,
moisture or temperature, or any
change in climate, either locally
'
or regionally? X
Explanation:
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(3) Water, Will the proposal result in:
(a) Changes in currents, or the
course or direction of water move-
ments, in either marine or fresh
waters?
(b) Changes in absorption rates,
drainage patterns, or the rate and
amount of surface water runoff?
(c) Alterations to the course or
flow of flood waters?
(d) Change in the amount of sur-
face water in any water body?
(e) Discharge into surface waters,
or in any alteration of surface
water quality, including but not
limited to temperature, dissolved
oxygen or turbidity?
(f) Alteration of the direction
or rate of flow of ground waters?
(g) Change in the quantity of
ground waters, either through
direct additions or withdrawals,
or through interception of an
aquifer by cuts or excavations?
(h) Deterioration in ground water
duality, either through direct in-
jection, or through the seepage of
leachate, phosphates, detergents,
waterborne virus or bagteria, or
other substances into the ground
waters?
Yes Maybe No
X
X
X
X
X
X
X
X
(i) Reduction in the amount of
water otherwise available for
public water supplies? X
Explanation: New well will impact groundwater. Water
rights permit will e obtained.
-10-
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Yes T1a be No
(4) Flora. Will the proposal result in:
(a) Change in the diversity of
species, or numbers of any species
of flora (including trees, shrubs,
grass, crops, microflora and
aquatic plants)? X
(b) Reduction of the numbers of
any unique, rare or endangered
species of flora? X
(c) Introduction of new species
of flora into an area, or in a
barrier to the normal replenish- X
ment of existing species?
(d) Reduction in acreage of any
agricultural crop? _ X
Explanation: New well site may be located on agricultural
land. Site requirements will be approximately one acre.
(5) Fauna. Will the proposal result in:
(a) Changes in the diversity of
species, or numbers of any species
of farina (birds, land animals
including reptiles, fish and shell-
fish, benthic organisms, insects or
micrufauna)? X
(b) Reduction of the nir-Libers of
any unique, rare or endangered
species of fauna? X
(c_) Introduction of new spcci.es
of fauna into an area, or result
in a barrier to the migration or
movement of fauna? X
(d) Deterioration to exi n',-ing
fish or wildlife habitat? X
Explanation:
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' Yes Maybe No
(b) Noise. Will, the proposal increase
eXU ino no; se levels? X
Explanation: Only noise will be construction related.
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(7)
Light and Glare. Will the pro-
posal �produce ties light or
glare?
Explanation:
(8) Land Use. Will the proposal
resin in the alteration of the
present or planne(i land use of an
area? X
Explanation: gynilhility of water will facilitate
X
(9) Natural Resources. Will the pro-
posal result in:
(a) Increase in the rate of use
of any nattzral resources? X
(b) Depletion of any nonrenewable
natural resource? X
Explanation:
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Yes Maybe No
(10) Risk of Upset . Does the proposal
invo ve a risk of an explosion or
the release of hazardous substances
(including, but not limited to,
oil, pesticides, chemicals or
radiation) in the event of an acci-
dent or upset conditions? X
Explanation.
_
'
Population. W �-
(11) _- ill the proposal
alter the location, uistri.bution,
density, or growth rate of the
'
hurmn population of an area? X
{
txplanation: of water_may impact location
'
_Availabil.it_y
of growth.
(12) f[L�sszn�t. Will the proposal.
' af`ect existing bousi.ngr. or
create a doin nd for additional
housing? _ � � _ X
l.xplaiiation :
' (13) Ener. f,}' - Wi)_)_ tl:r_ proPusal 1 et;<t).t i.11:
t
(a) Use of substallti-r,l 'I"im ants of
fuel. or energy? X
(b) Demand upon eYi.stin- nourc es
of energy. of require the de\'elop-
' went of Ilea so"syc{. s of energy? X
Explanation:
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Yes Maw No
{1k) Trai�ortation/Ci.rcul,tt:ion. Will
the proposa resu t i�in.
(a) Generation of additional
vehicular movement?
X
(b) Effects
on existing parking
facilities, or demand for new
parking?
X
(c) Impact upon. exis Ling trans-
portation systems?
X
(d) Alterations to present
patterns of circulati-an or move-
ment of people and/or goods?
X
(e)
Alterations to waterborne,
rail or air traffic?
X
'
(f) Increase in traffic hazards
to motor vehicles, bicyclists or
pedestrians?
,r X
'
Ey:plariation : The only transportation
impact -if_an_
du will be rigcon nstruction of im rovements.
(l_S) Public_ Services. Will thE: pro-
po5a�lr't ve ;n effCCi UI]Ori, b2
result in a r-�-ed for new or al-
tered govern,.rc:nt_al. sctrvices ill any
of: the foll.oi-,inF.,, areas:
(a) Fire protection? -X
(b) Police prot:ec:(-i.an?
X
(c) schools?
X
(d) PZII-};s car of}�� r rcczeat_iot:al
1
faci.l.iti.cs? --
X
(c) Maintenance of public: facili.-
ti.eG, including; X
X_
Explanation: Improvements will generally be for
the
fire protection avai a i to`res`iets. ons rue
ion
new source and storage improvements will increase
require-
ments for maintenance.
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Yes ?Maybe No
(16) Utilities. Dill the proposal
result i.n a need for �-1-_:teffls,
or alterations to the: £olio%-�J.ng
utilities:
(a) Poker or natural gas?
X
(b) Communications systems?
X
(c) Water?
X
(d) Sewer or septic tanks?
X
(e) Storm water drainage?
X
(£) Solid waste and disposal?
--Y-
Explanation - if the plan is adopted
and implemented,
e ult in alterations and additions to the water
system..
_
(17) Human Health. Will the proposal
result in -t e creation of any
health hazard or potential health
hazard (excluding mental health)? X
Explanation:
(18)
Aesthetics. Will the proposal
result zn the obstruction of any
scenic vista or view open to the
public, or will the proposal re-
sult in the creation of an
aesthetically offensive site open
to public view?
Explanation: _
_35_
X
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Yes Maybe No
(19) Recretiti.on. Will the proposal
resa`l-t in an it^pnc:=: upon the
quality or quan; i.t;y of e..istitig
recreaci-onal opportunities? x
Fxplanati-on:
(20) ArchcoloLica}_/Iiisto_r, i.cal , Will the
proposal_ era t:ion of
a significant arc hn-ological. or his-
torical site, structure, object
or building? X
Explanation
(21) Additional comments oa :any other effects the pro-
posal may have: on the environment .
III, SIGNATURE
1, the undersigned, state that to the hi_st of my knowledge
the above information is true and complete. It is understood
Oat the lead agency may withdraw any declaration of non -signi-
ficance that it might issur' in reli.;nce 111)0n tliis checklist
should there be any willful misrepresentation or willful lack of
full. disclosure on my part..
Proponent:
L/9 4�0'1?:A�dRL�S
Title: C i r y E'NG/NEcr11 —
Address:
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CITY OF PORT ORCHARD
DECLARATION
Name of Proponent CITY OF PORT ORCHARD
Address 216 Prospect Street Port Orchard, WA 98366
Phone 206-87674991
' Name of Proposal, if* applicable: Comprehensive Water Plan Update
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_XFrom the preceding evaluation, I find that the proposed action
will not have a significant adverse effect on the quality of
the environment, and this finding, together with preceding
evaluation and together with any attached supporting materials,
constitutes a NEGATIVE DECLARATION.
From the preceding evaluation, I find the proposed action
have a significant adverse effect on the quality of the environ-
ment, and that A DETAILED ENVIRONMENTAL IMPACT STATEMENT IS
THEREFORE REQUIRED with the bulk of the information for the
environmental impact statement to be provided by the sponsor
of the proposed action.
CITY ENGINEER
FIRE DEPARTMENT
Not Applicable
FIRE-MARSHAL/BLDG. INSPECTOR
CE DEPARTMENT
i' i
Date
Date
--Id 4y
Date
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APPENDIX B
INTERLOCAL AGREEMENTS
'
Tli.l:i ,i,i ltli �'Al:i id J', eflzd,. aj;.l entcrt-2 -"Oj Ojiv :Iuj 'J,'
19,q�,, L:., and. th'! Cir-j of Poet
Oorporation, du,'.,i wj-!L:r the luh;j
h z
St,41C Of oal Pavt Vi-c-iovd, b:f "led
zhi-ough ita dul�-elourijd, and aolinj Councl`l, arld t;:L?
('tit:! of brumert OVI, (I M U 02 i i . OLJ I I - el t f f) 'I Of t h U St a t L! of
Vaii;rinjton, by and through its .1i.ly vlevtcd, (114LIlif-Led and 7,:tZ)lj
vommiesioners, hereinafter hrromei,t,jP2, WITNESSETH:
Seetion 1: svov.; Oj CC 314b.:Cot to the terms anal
i-horc,*.?iaftt:r ,;rt. t" ;ell
to Poj-:. .`OV 12';:i
i:10
'
•• I, v pr:t ev 1, 0 n rl a c.,
of 1 "j, Th i :j ()?I t P(j t 'j Cj J" )1
!'J'. I J L. h I t it iS 4lj'j'1'1'01;1.' bY I "W P011puatige puy-f i4v_ ..1,14
h -i)A ,A 10; L-f:,O. - 1. J'(.)) - . i I - - 1, i, .1 .; f t w d ?I L1( f 0 ) yeas f I - 0 m
'
.`li,, d a a i " 1 i - o:.,l 9, . Thu ealcj; to &e oh.?vjo,i for the
Owl. b.- in c.!*f,;.-t I'011 ii Of thl'O.: q:fjvv from he 4 4 e
'
'j' +"�)IL1'Y..•C .IF�j'1':'lui. 'it J?, tit.: d,'lvrl'irl.ltiun .lute 41.L;J:
t h Y,c JsLj,' 1J0140d, tiLV J'atl,j oil b,:
V:.' 1, 1 oa LC., N n I i L 114 111 1.'IJ 11 f, 11 Ij I I' I'
n x for Uj-i,:n
Li. all of hubov
liu-j for wa0i o4j t o,
L .9.Ind j a of he .1a pi zia t%j jj:l cao h vi, t te vt, v s j Utz ur
0 L2 ii On Of d,.(! to 'B ratail
:,rD, Wo j1Oi.,.?OOr T . j , L: L7 t Tlw 1,11u,, Copvuoa,,z- Price fndex on
t.h i4� 1jL1eL:" io
t i, L;1'.(jct "ou)"i Naval ..4. 11 1
t i vo e .,, - o ,
Lrl.!`brem. t on 1 -4 t it. I 1i PV..: J.IU P t Of Z t 4i ilLf IT 1.1,
C 1, :i t ire: AUULW I J thu I Z I w
Jiud i-eeCicrivC tO dPJ� "Fill aN -LevJs and requ irrmente of the!
"U3 't Sound Nrvje, Shipyar.j. for eaf-p?uo Water. suz-pluc wat.rr 1J La
I
- I -
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vuppLied to PoJ't g)['Aaj,d undev thin afr•e.v:,ent ::!tall b+.• vu.:lr •jutci,
a Hi,ert.,oi-ton may ha0l On hand uvd)' arlt,i ab,'v,: till.' r,•<IuiYufrl&f1L•: U,.
the ;)rusent usertr UJ' the. Firemej,ton R+jl;teiri a/t,l th,.! t�1r1[irCrNe;JILJ ,.1'
the f't,jol Sot,rld A'.J.'ai ;Aiv.'-avd'
lrUrL J7t' hard ,iJi'e:e I J pay Di-.i meetJ+l
fol. all ;;:,rplris L;.ItuJ' delil'eved Lo P,)I,t (it Of" puint oe
points of deii.vev.'; hc'r,'.inaftev opc ifi,:d, all followa: 21. 6d1 pf:r
one hundved (200) cubic feit, Oitit antiuip,ltad ;41j'a,ic of betwuca
100,000 to 1.56,000 oltb'ii: feet per, day. Fort. 02r,ritaJ.d will not. vr-
teed 133,000 cubic feet per day without prior, u'Jrvemee:t with
1lremeJ'ton and the: ,imUullt of UVlltit[RllrLitJti .lht[lG b'. J clot;!'!-od UL the:
li(JirJt of del.ioer_,.
el. pltyf'rv•fltc J','r .tu:;tlti:. W rl.:r ., ,1';: l l,'k� 1'urt tlr[ frur tl u;r
purauaflf t.i tiJi:; unte'.r,r': s1J.t.:1 be m41.1V u:.m.t.hly by Put!.
Qr:fil;r,l LJ O-e �:: i'J'ui1S:,r,;l' of pith a m'i':i1f1L4r11 l.�t�rh•.•nJ
U;. i 1.�, iifJ'.�. i)71 Pet. 'tkinum.
1::inirr+:,[1rI krlLe'1' Itr<J Jta.s,: ann+unr an,l c.'ns.:-
,� [. fi'tf t ?f t •1e: !.', il[ t tI is Ie.I;JfrJ i'11 t .ilf.f l
th,: eamu timic an,1 ,''1 the: [:,ime ha:,io, av the: WAt,'r J'Jtii
Se i.ku i' Y.Ju ' i i I
tl. Pv['i Oeo Ila 11.2 .tit 1'uti to fl, r•n i.: h, i11 [i t,l 11.
alr.l m,:i11tflir Ji 6 f "Li i t[,... J•0i1liiP• Lj t+' J'ak•rli.Gft .:,A-vi, at t-!0
Polni Jf ae11ve:r'y i•IkL'.'LJii.'[: heI'L'il.,fftev, .[t:.l trtl,' to •J11 U14.'h
fa,:ilttie's a;Iai, be and J•,:ma in voc, t cd in Povt 0!-ch,lJ'd. VeIi.',?1;;
to b, m'tk:G at pylop vv¢i iruAnp to be b[tilt ly;r Poct Uj,o;ai,d in L•r
near And.teevn CreaF:, Washin;lton. All e[•ndtru tiurJ to bu s0,.;,-c•t
th,. ;ruper'vicrion Of 111'[ mc?'ton.
B. Brem,rrt[:n rJ:Iruc'[3 t' l,:!iv•:r Jurr.l.uu WQtcr J'ra:: i:..
JrateJ• :;h,',l and resci-voir's, 1'ur n, 114;hal• atund[sr•d iu ;urii,f .'hr[l
be re;uirud by Port. Vj-ohard than that 2u e'fJ',,', r. fol, r.:ll'idont.'al
vonaul'lrr•3 of Brerrle•:•tun.
Scction _': '
A. All 3ur'l+lue. water ,le:l.ivul,-ed by beemerton shall bu
meaaur+ed by auitab a metering egaipme nt, oJ' atandard manufacture
to be furnished, fastalle.l, main; uirte.l and calibrated by fort
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Ile -
Orchard at the vxpenue of Port Or.!hci)-J-. Calibration will be dune
at leadt Once each three j�:ar'a, 'T'Id a copy to dremoi-ton
Bremuetun rju-f arran.-;e for its I)Wtj J'0(,!JjQ11j.; bl(t 1)L itt; O&M
c.'*['&n'qe.
"n the Coen,' ayill meter J'di ILI I-j- ve.liater' ( v I-Cji.: I
it du I' Peo tlj, the wa t,-,, fl, I -'t I Iw)-, ' t hroa ..Ih , Jj v Ot-IL: I, to 1i Wa I 'r,
A,--k!Lju r4 t i pig Depar tm.n t 4r, ha Z 1 ca t im-4 to the (.17jowl t Of War t1ft' d,i i i VVId
64.,rethi-oujh for the p,:viod duein.i which such !Meter f-i-fled to
ve-jillev.
In inaking such ootimate, the Wuler, Ac.-CO14pitinj
1j,-pariment shaZl take an aL,rvtlgc' of the tolai! Uf rd,21�,;V
t'PV1&j;; MO.0)' titer tiJO Pe-3)JOIS i'(ff1L:L1l7.Jt1:1d pru..-edinj the
friet—fl. to i'rfyej'lj vc;Ljiu":11 deliovviea.
w... I p. I N. co-i-
bV
b. Port ! ?-Oh '1-� W-i ho I. t wri f I e'j o. t I0, t: ?I; -crturl
lwoo caiA4;e.a
Co t
L t:R x 7p
A TTE
C L E R Z
i"11 of Ile lhi.'d
"'ta t4f Was)(.'Olo f :?j
sl
A y
1
AN AGRE01ENT M.01)IFYMC, AMHE;8MFNT FOR SUPPLYIM; WATER Df!TED Af1(II.
—15, lJbl, 1S1•:111LEN T111% CITIES OF POM'�OkCIIARL) AND kit E''•1L1t L N --
1 TIIIS AGR1J MEN'T, made and entered into this ay day
of. Ptu � � 1983, by and between the City of Purt
' Orchard, a municipal curporation, duly organ izRJ and exi,ti+sy
under the laws of the State of Washington, hereinafter ca17 •.i
' Port Orchard, by and through its duly elcctc_d, qual if ic.•d .,:+•i
acting Council, and the City of Brcm,�-rton, a municipal.
corporation of Lhe State of Washington, by and through its +1•jty
' elected, qualifier] ar.d acting Council, hereinafter called
Bremerton,
W I T N E S S E T li:
SECTION 1.,
' Section 7 entitled "Term of Contract" of an agreemrnL
for supplying water entered into between Port Orchard and
' Bremerton shall be rnodif iced in its entirety to real:
This contract shall be in effect as of the date iP. is
' approved by the respective parties and shall continue in c[fa t
for a period of twenty (20) years from January 1, 1982. 1'ir
rates to be charged for the purchase of water shall be in eft,!ot
for a period of three years from Janciary 1, 1S02. At or b�for•_-
the termination date of the first ant] si3bseque.nt thrct(--year
' period, the rates will be reviewed ba::ed upon the ratios of. tlk._
tlational consumer Price Index for all Urban Consumers of tlo-
' Department of Labor Statistics for the Seattle/Everett,
Washington area, for tl •�e+;bc�r , II)PI , :+nii -1s (1' 1.6 Ih)v�rr.l c+`
proceeding each rate revision, or ba -;o-1 upon tha por-•enL.),jo I,i
increase to 9remlerton's retail customers, whirhrver is clrtal_•sr.
' The base Consumer Price Index upon which this contr:cct i 5
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Sr:CTIO.I 2.
Section 5 entitled "Payments" of an agreement (or
Sul')i)lyin(j Water entQred ioLo between port Orchard and Rr(im-'r[lon
shall be modified in its entirety to read:
A. Payments for surplus water supplie,i Port
Orchard by Bremerton pursuant to this
contract shall be made monthly by Port
Orchard to the City Treasurer of fir.vmarton in
the following wanner:
(1) By tho 15th of every month Port
Orchard will pay for tho amount u[ wirter it
used during t1w pvec,c!,s,llnl, n:,;iitt;.
(2) If at the end of evr_,ry Calendar
year Lhe amount Port Orchard has paid to
Bremerton (or wiiLer consumed h twcen Jan:iary
1 and fMcember 31 is less than $1-3,000.00,
Port Orchard a,3ree%; to pay by March 1 of the
new calesid.ir yoar the dilferenc:e between the
amount paid during the calendac year and the
sum of $ t 3, I700 . 00.
Ili WI'Ct USIS WHURVOF, the parti,as horeto have
caused these pru:;ent5 to be exec:utecl, in duplicate, the da,, ,jr,,1
year first above writt.f n.
CITY Oe PORT ORCHARD, a
municipal curporaLion of
the third class of the State
of washing on
Mayor
ATTEST:
Clerk
CITY OF BREMERTON, a aiuni,-ili;I1
corporation of the first cla;;s
of the State of Washingto,j
M�yor
ATTEST:
Clerk
APPR 'VUD-
Nmrmp,esi3ent
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RESOLUTION NO.
1
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A RESOLUTION APPROVING 1981 ANNAPOLIS WATER DISTRICT
COMPREHENSIVE PLAN.
' WHEREAS, Kitsap County has initiated a request for approval of the
1981 Annapolis Water District Comprehensiive Plan, and all legal
requirements have been performed; and
' WHEREAS the KitsapCount Planning Commission has
Y 9
transmitted to the Board of County Commissioners, Kitsap County,
Washington, a copy of the Kitsap County Planning Commission minutes
and recommendations and for the reasons stated therein;
' NOW, THEREFORE, BE IT RESOLVED that the Board of
County Commissioners does hereby adopt the findings and
recommendations of the Kitsap County Planning Commission as its own
(as shown on the attached material entitled "Exhibit A") and does
hereby approve the 1981 Annapolis Water District Comprehensive
P1 an.
' PASSED this day of March, 1982.
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BOARD OF COUNTY OMMISSIONERS
KITSWCOUNTY,
Chairm n of the Board
C missioner
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ANNAPOLIS WATER DISTRICT
l
.es�l, /rartr
y.. sL•r r•Rort we nTl
twa-t!•r r•Mrt M•tl
�I[R ww
-- marIR .uw MK 4-0M
• r1 uR.ow.auw•�e
o �µ
P hA/ Aral4Y
1.1 wlLd T•••
• ••1 tt�/1 Rl aCwl. aiH
amLc rt+T
.... ►gtfWl 7•i4
rnurs pas•Icr •owns
.�• [TIDY ARIA •WIS•Ilr
F MAADOR i
J MEIGHTS S
WATER SYSilm
' 7TrAN iNIlS'a0k
ONLY
r`77L -- L-�� �•� MATVSLT HILLS
'wATEA SYSTEM
= 'TRnNSN�hIoN .
ONLY
S '
6ETHEL' '
r� HATER V'YSTEMI
LONG LAKE
VIEW ESTATES
• •• - .�: ADD. IiDS. 2, 3.4
.. _.. '�:7• '�trT, �= WATER SYSTEMS
�T�tnwanniySloN y; i7
%
C•y ;• _1 YICM� LL7LTEi
. _____ 4AQ-NQ,I_}'A7ER SYSTEM
Page 9
Planning Commission Minutes January 26, 1982
2nd Order of New Business COMPREHENSIVE WATER &
SEWER PLAN AMENDMENT
'
AND UPDATE TO ANNAPOLIS
WATER
DISTRICT
COMPREHENSIVE PLAN
PUBLIC HEARING was held to consider an amendment
to the
Kitsap County
Comprehensive hater and Sewer Plan and an update
to the
Annapolis
Water District Comprehensive P1 an. The Al an presents
a
program of
improvements for the water district based on a projection
of future
requirements and demalids and an analysis of the
existing
system to
meet these demands.
Tom Weber, DCD staff, explained the two actions.
The staff
report has
been distributed to the Commission, as follows:
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Proposed Actions
1. Amend the Kitsap County Comprehensive 14ater Plan so as to incorporate
the Proposed 1-981 Annapolis Water District Comprehensive Plan to replace
all previously adopted water plans for the areas coverers by the proposed
plan.
2. Recommend approval of the1981 A.nnapoli-, iJ'ster Distri._t <o';;urehensive
Plan to the Board of County Co:missionr,r;.
Background
in 1970 Kitsap County adopted a county-i•:ide ana ;f- er
plan. In 1977, the County adopted a comprehensive 1Gno-use clan. Thar
water and sewer plan is not necessarily s�;nnor-tive and is often inconsistent
with the comprehensive land use plan. Pursuant to RC!,' on
January 13, 1982 the Kitsap County Water and Seater Committee, a technical
review cor;mittee, reviewed the proposal. Ti-.e committee voted to reco,nrrend
approval of the amendment to the county r:ito Plan and the adoption of the
Annapolis Water District Comprehensive Plr)n.
The next step is for the Planning Commission to review thy: nru osal from a
land use policy viewpoint and make a recommendation to the P,oi rd of Coon ty
Commissioners.
Findinqs of Fact
1. The current Comprehensive Water Plan fir :.i tsap Co::nty :;,r . ::do t in 1
2. The County Comprehensive Land Use nlao ::a_, adopted ir! fw;;,-t,
3. The Comprehensive !dater Plan is with
Land Use Plan.
4. The proposed Annapolis 'dater District L!eriera1 ; rr, ; •r t :. i = = Eir!_
County's Comprehensive Land Use Plan.
5. The Kitsap County.dater and Svwer
water plan amendment and 1981 ; nnapol i•, ';.it.,-r P1 1•:r, .. 1 - . ! ��s'
and recapended approval on boti•..
"EXHIBIT A"
Page 1Q Planning Commission Minutes January 28,.1982
r
'= b. The Annapolis !dater District has made certain ad,iustvi-_nts to its initial
grater plan so as tc make it more cony>i stent with thl County land use plan.
7. SEPA declarations of non-siol,ifir.,inr.�. been dlecl,i, .-1 for bc,th th+,
proposed amendment to thd• Cc):W! t' Nan and fo,-. 1' i.1rr13{nr11,, .l;,tt.r
District Comprehensive Plar:.
' Evaluation
On December 11, 1981 Annapolis dater I,i,.,tricj submitted ,r llropsed covot'Lhen-
sive plan for the district for adoption h.v the Board of County Commissioners.
Pursuant to RN 57,02.040, the COLInty Ivoislative authority shall consider the
following criteria:
1
1. Whether the proposed action is in compliance with the development proarair:
which is outlined in the County comprehunsive plan•and -its supporting
documents; and/or
1
2. Whether the proposed action is in compliance with the policies ex{JI'essed ir.
the County plan for water and/or sewage facilities.
rThe
proposed Annapolis !dater District plan is generally consistent with tt,e
County's Comprehensive Land Use Plan. Hor:ever, since the County Water flan
'
was adopted in 1970 prior to the adoption of the current
cornprehensive lam" .i. r, plan, the !rater plan is not always consistent with either the land ,lsc.
plan or the proposed Annapolis Water District Comprehensive Man. lh,�-r'4f(,:'e-,
the County water plan is in need of an update to make it corn "isteflt witi,
'
sllpoortive of the County Land Use Plan. hr, proposed two,, tr, aceomnl i.sh
this update is by replacing the current Comity Water ,!ith updated +-rater
district compre}iensive plans which have I;c.eii reviewed for conistericv wit!.
the Cclunty's Land Use Plan. Since the Annapolis !dater i)i:,triet Plan is
'
genera l ly consistent, it is su-Iges' ej thZ.- t. the Count:, bt 3!:lendll=d
incornorate the proposed Annapol i5 111,+!r d'.! , ! ia.t tilt, "WC.PW �• .� '� 1 rirli:j i
Water District Plan be apprcly-ed.
Recominendati 011
Approval of both the 'umendlllent to till' C[;lirl i L• (,ompreher, iv -
proposed 1981 Annapolis Hater District Plai,
1
1
1
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1
Page 11
Planning Comission Minutes January 28 1982
(Annapolis Water District con'td)
No one else was present to testify in the matter.
EASED UPON the above -stated find in as of fact and reasons, MOTION was
made and seconded that the Amendment to the Comprehensive WAter &
Sewer Plan and the update to the Annapolis Water District
Comprehensive Plan be recommended for approval by the Board of County
Commi ss i oner s.
Dated this 26th day of January, 1982.
KITSAP COUNTY PLANNING COMMISSION
aul -Ze-TTTnsky, KIVI na Chairman
- '�JK - /Z� ex4L_�j
L ci a M. McGinnis , ecr ary
1
1
1 APPENDIX C
' WELL DOCUMENTS
- Water Rights Permits
' - Water Quality Analysis
1
1
1
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1
STATE OF WASHINGTON
^EPARTMENT OF WATER RESOURCEF`-,
DIVISION OF WATER MANAGEMENT
WATER RIGHT CLAIM
I, NAME City of Port Orchard
ADDRESS P- 0/ BOX 186
Port Orchard_ kwbington ZIP 98366
— - CODE
2. SOURCE FROM WHICH THE RIGHT TO TAKE AND MAKE USE OF WATER IS CLAIMED:
W.R.I.A
A. IF GROUND WATRR, THE SOURCE IS Arteray�n Well I7
B. IF SURFACE WATER, THE SOURCE IS Not applicable
3. THE QUANTITIES OF WATER AND TIMES OF USE CLAIMED:
Id Water
ACE OR GROUND WATER)
A. QUANTITY OF WATER CLAIMED 113.1 PRESENTLY USED 113.1
(CUBIC FEET PER SECOND OR GALLONS PER MWUIE)
B, ANNUAL QUANTITY CLAIMED 182.5 PRESENTLY USED 182.5
{ACRE FEET PER Y(AR)
C. IF FOR IRRJ&,ATION, ACRES CLAIMED Not applicable PRESENTLY IRRIGATED Not
D. TIME(S) DURING EACH YEAR WHEN WATER 15 USED: 24 br-lda 365 da./YrJ
4. DATE OF FIRST PUTTING WATER TO USE: MONTH APP11 YEAR 1962
5. LOCATION OF THE POINT(S) OF DIVERSION/WITHDRAWAL: 26SO FEET y AND
1,150 FEET N FROM THE SE CORNER OF SECTION 26
Y
BEING WITHINSW} NWk SEA OF SECTION 26 T. 24 N._ _ R. 1E (E.ORW.) W.M_
IF THIS IS WITHIN THE LIMITS OF A RECORDED PLATTED PROPERTY, LOT 3 BLOCK 2 OF
G. LEGAL DESCRIPTION OF LANDS ON WHICH THE WATER IS USED: M11
Port Orchard
COUNTY
7. PURPOSE(S) FOR WHICH WATER IS USEDAUnIC11pal RUP21y,
B. THE LEGAL DOCTRINE(S) UPON WHICH THE RIGHT OF CLAIM IS
THE FILING Of A STATEMENT OF CLAIM DOES NOT CONSTITUTE AN ADJUDICATION
OF ANY CLAIM TO THE RIGHT TO USE OF WATERS AS BETWEEN THE WATER USE
CLAIMANT AND IHE STATE OR AS KIWEEN ONE OR MORE WATER USE CLAIMANTS
AND ANOTHER OR OTHERS. THIS ACKNOWLEDGEMENT CONSTITUTES RECEIPT FOR
IRE FILING FEE,-..._i) I
DATE RETURNED' REGISTRY HUMBER / , j
Tt,1 fn1 7 0 0,0 <f I THIS HAS BEEN ASSIGNFO
J i} �I'i�:f `WATER RIGHT CLAIM REGISTRY NO.
I-SSISIANT DIRECTOR DIVISION OF WATIY MANAGFMTNT-DLPAPIMFNI Of WA11R AESUUACLS
'I HLAF&Y SWEAR IHAT THE ABDvt INFORMATION IS TRUI AND
.CCU TO THE BEST OF MY ANOWL600E AND BELIEF,
X�00- cwAtiA- _ Mayor Pro-Tem
PAUL D- POWERS
OATEN
IF CLAIM FILLD BY DE5IGNAILD RLPR15EN7A71VE, PRINT OR TYPE
FULL NAME AND MAILING ADDRESS OF AGENT SkLOW.
ANWOR WELL CON5TRULII0N 15 AVAIIABL(
In L
STATE OF WASHINGTON
YARTMENT OF WATER RESOURCES
1-yfVISFON OF WATER MANAGEMENT
WATER RIGHT CLAIM - J..:.:
f
!.NAME City of Port Orchard
I
ADDRESS P. 0. Box 186 ,
'
Port Orchard, Washingtonn 21P 98366
CODE /
1. SOURCE FROM WHICH THE RIGHT TO TAKE AND MAKE USE OF WATER IS CLAIMED: Ground Water
(SURFACE OR GROUND WATER)
W.R,I,A.^ /_ 17 --
(LEAVE BLANK)
A. IF GROUND WATER, THE SOURCE IS Artesian Well 06
'
B, IF SURFACE WATER, THE SOURCE IS Not applicable _
3. THE QUANTITIES OF WATER AND TIMES OF USE CLAIMED:
A. QUANTITY OF WATER CLAIMED 113.1 GPK PRESENTLY USED 113.1 GPM
'
GAI LON5 PER MINUTE)
6. ANNUAL QUANTITY CLAIMED 182.5 PRESENTLY USED MIS
)ACRE FEET PER YEAR)
C. IF FOR IRRIGATION, ACRES CLAIMED Not applicable _PRESENTLY IRRIGATED Not applicable
D. TIME(S) DURING EACH YEAR WHEN WATER 15 USED: 24 hr•/da 365 da/1 yr.
'
4_ DATE OF FIRST PUTTING WATER TO USE:— MONTH October YEAR 1956
E
5. LOCATION OF THE POINTS) OF TEx atTA: 700 FEET AND
2400 FEET N FROM THE Sw CORNER OF SECTION 25
'
BEING WITHIN NEt NWt SO OF SECTION 25 T. 24 N. R. 1E (E.ORW.) W.M.
I
IF THIS IS WITHIN THE LIMITS OF A RECORDED PLATTED PROPERTY, LOT^ 3 — BLOCK OF
'
Wheeler's Addition
{GIVE NAME OF PLAT OR ADDFFION)
6, LEGAL DESCRIPTION OF LANDS ON WHICH THE WATER IS USED: Within corpo the City Af
Port Orchards Washia ton
1
COUNTY Kitsa
Municipal supply, domestic use, recreation. industrial
_
'
7. PURPOSE(S) FOR WHICH WATER IS USED: SU 1 . See attachment.
8. THE LEGAL DOCTRINES) UPON WHICH THE RIGHT 0�1 CLAIM IS BASED: Order of Incorporation
J+5
F HIREar SWEAR THAT THE ABOVE INFORMATION IS IRUC AND
THE FILING OF A STATEMENT Of CLAIM DOES NOT CONSTITUTE AN ADJUDICATION
OF ANY CLAIM TO THE RIGHT TO USE OF WATERS AS BETWEEN THE WAFER USE
CURATE TO THE BEST OF MY nHOWL1DG1 AND BELIEF-
����D�� lslrOr PY.'a jzL_
{
- CLAIMANT AND THE STATE OP AS BETWEEN ONE OR MORE WATER USE CEAIMANTS
fJ`-`-r-`'- -'%
D. P
'
AND ANOTHER OR OTHERS THIS ACILNOWtEDGFMENT CONSTITUTES RECEIPT FOR
'G 1LLl were
THE THING FEE. I
JDATE. _.Tula 12th- 1970__ -
DATE RETURNED RQFytSTRY UMBER 1
IF CFAIM FILEp ay OLSIGNMED RIPRESENTATIVE, PRINT OR TYPE
FULL NAME AND MAILING ADDRESS OF AGENT FEIOW,
!THIS HAS BEEN ASSIGNED
JUL Ln iTJ � � � WATER RIGHT CLAIMREGISTRY No.
�//
RESOURCES
ADDITIONAI INFORMATION REIAL4G TO WATER OUALITY
'
�ASS14jr DIRECTOR DIVISION (JF WAIER MANAAtEMf NT-AfPAPIMEENI OF WATER ANDS O!`wnt COIISTRUCLON 15 AVATIABII ,V'
1
_
_
STATE OF WASHINGTON
—r.PARTMENT OF WATER RESOURCES
DIV% SION OF WATER MANAGEMENT
'
WATER RIGHT' CLAIMLd
11
City of Port Orchard
1. NAME _
� I
P. 0• Box 186 ..: ;-• ;
I
ADDRESS ,:
'
Port Orchard, Washington ZIP 98366
CODE
•
7. SOURCE FROM WHICH THE RIGHT TO TAKE AND MAKE USE OF WATER IS CLAIMED: Gromd slater
1
4
- (SURFACE OR GRGIJND WATER)
W.R.I.A. /
(LEAVE B1 AN K)
A. IF GROUND WATER, THE SOURCE IS Artesian Well 05
B. IF SURFACE WATER, THE SOURCE IS Not applicable •__
3. THE QUANTITIES OF WATER AND TIMES OF USE CLAIMED: ,
A. QUANTITY OF WATER CLAIMED 51.3 PRESENTLY USED 51.1
GALLONS PER MINUTE)
B. ANNUAL QUANTITY CLAIMED 82.8 PRESENTLY USED 82.8
{ACRE FEE] PER YEAR)
yl,
C. IF FOR IRRIGATION, ACRES CLAIMED Not applicable PRESENTLY IRRIGATED Not applicable
n
D. TIME(S) DURING EACH YEAR WHEN WATER IS USED: 24 hr./day _36.5_d■iyr.
e. DATE OF FIRST PUTTING, WATER TO USE: MONTH February YEAR 1946
2,440 W
1
5. LOCATION OF THE POINT(S) OF 2vAAfjtft/W+THDRAWAL: FEET AND
1,760 FEET N FROM THE SE CORNER OF SECTION 26
'
BEING WITHIN Slit NWI SSA OF SECTION 26 T• 24 N.R. lE (E.ORW.) W.M.
IF THIS IS WITHIN THE LIMITS OF A RECORDED PLATTED PROPERTY, LOT 3 9LOCK 2 OF
Replat of Central Addition to Sidney ,
I
(GIVE NAME F)F PEAT ON ADW110f,)
6. LEGAL DESCRIPTION OF LANDS ON WHICH THE WATER IS USED:With1A CorpOrate 11MUS .nf the alty of
Port Orchard, Washington _
COUNTY Ritsa
'
7. PURPOSE(S) FOR WHICH WATER IS USED: _ NUnicipal supply, DOReatiC nag, recreation, Industrial eupA
B. THE LEGAL DOCTRINE(S) UPON WHICH THE RIGHT OF CLAIM IS BASED.— Order of�Indormration
4
I HEREBY SWEAR THAT TX[ ABOVE INFORMATION IS TRUE AND
THE FILING OF A STATEMENT OF CLAIM DOES NOT CONSTITUTE AN ADJUDICATION
ACCURATE 10 THE BEST OF MY KNOWLEDGE AND BILILF.
OF ANY CLAIM TO THE RIGHT TO USE OF WATERS AS BETWEEN THE WATER USE
. CLAIMANT AND THE STATE OR AS BETWEEN ONE OR MORE WATER USE CLAIMANTSaYsir
PrC—iE�,
AND ANOTHER OR OTHERS. THIS ACKNOWLEDGEMENT CONSTITUTES RECEIPT FOR
; • 15J
THE FILING FEE. _ /
imt July 17zh� 1970 -----------
DATE RETURNED REGISTRY N BER (
1F CLALµ FILED BY DL5IGNATtO RIPRESENTATWF, PRINT OR TYPE..
Th IS HAS BEEN ASSIGNED
FULL NAME AND MAILING ApORk SS OF AGENT BELOW.
WATER RIGHT CLAIM REGISTRY NO.
'
it A '+ T ,�• r �,tJ
_
j f j
I
OF WATER MANAGFMINT•DEPARTMFNI OF WAFER NESOURCFS
ADDITIONAL 1N}OAMwTION qFL AT1NG TO WATER OU AIITY
AND! OR WELL C(YNjIR11CIlON IS AVAILANH
• AS51SjNT [TIREE(TOR E)1V151ON
-.'����'e''""GI�^�ST�"�S�}�"�• .w-+...:. A
�1
cc
I
k%i
State of
wisffuVon
Department
o EcxApW
Water Right Claims Registration
r^` 1 f1~ Fin fern
rr,, `
ti��� l
Water Right Claim �r
I ��UJS►iQ
Name City of Port' Oreherd
(Short Form) yea
Address P.O. Box 186
Port Orchafd, Wash Zip Code 98366
Phone No. TE 6-"07
I) Source from which the right to take and make use of water is claimed: ❑
Surface Water ® Ground Water
If surface water, please indicate source; give name if known --
(River. stream, lake, pdnd, spring. etc.)
2) Purpose(S) for which water is used: Tremont Street Park end
Playground (TWo Wells)
ahrubbc r
Domestic Stockwatering Ji Irrigation (lawn and 1 Other Use (specify)
❑ ❑
3) Legal description of lands on which water is used: `
SEE ATTACHM WARF.ANTY DEED FOR r- SCP�ON
If located within the limits of a recorded platted property:
Lot Block of
(Give name of plat or addition)
In addition, please indicate Sec._35_T. _21�..--N., R. I E E/W, W.M.
County in which lands are located-►tta np (but within `thm City limit,* of Port- r hard)
DO NOT USE THIS SPACE
The filing of a statement of claim does not constitute an adjudica-
tion of any claim to the right to use of waters as between the water
use claimant and the state or as between one or more use claimants
and another or others. This acknowledgment constitutes receipt for
the filing fee.
Date Registered This has been assigned
Water Right Claim Registry No.
•i,1 i . ti �, I Lj ; .
r
Director, Department of Ecology
I hereby swear that the above information is a accu
to the hest of my knowledge and belief.
XF. G. Lloyd, City Clerk
Date _ rilprll
If claim filed by designated representative print or type full
name and mailing address of agent below.
® Additional information relating to water quality and/or
well construction is available. 1• r,-,
xl5
F-82.WMUST'�.ACCOMPANY
1 Return all three copies with carbons intact, along with your fee to:
Department of Ecology, Water Right Claims Registration. Olympia, Washington 98504
WATER SAM LE INFORMATION FOR JN0KUANIU,_
%B.WJMBER Co. CITY DATE RECEIVED LDATE C0:�LE :TECOLLECTED BY: ,(�1,4
a� y �' f, ? TFlea"oneJ
s is a follow up of a previous out of compliance sample? Yes ❑ No
EI
if , what was the laboratcry number of the previous sample?
SYSTEM CLASS COUNTY
YS Lo. NO. SY TEM NAME
(circle one)
%� f •�%'r 1 2 3 a a
SAMPLE LOCATION THIS SAMPLE TAKEN BEFORE ❑ AFTER ❑ IF TAKEN AFTER TREATMENT WAS IT _FILTERED FLUORIDATED
TREATMENT U T _CHLORINATED _WATER SOFTENER: TYPE USED
- _ CHECK ONE OF THE ABOVE BOXES
;OURCE SOURCE NO, IF SOURCE IS LAKE OR STREAM, ENTER NAME IF SAMPLE WAS DRAWN FROM DISTMOUTION SYSTEM
IT WAS COLLECTED FROM SYSTEM AT. (ADDAESSI
Y r t. SURFACE �� 3. WELL yl
2. SPRING _ 4 PURCHASE
SEND REPORT TO: [PRINT FULL NAME d ADDRESS
PATE OF FINAL} f
n '
REPORT_ •: -�. .� L� �� 1� / ` � � 1��, ✓. �; Y N �
-:" Name
lEktARKS:IF
Street f
City Zrp Code
r r
Telephone'. (rL
Area
Code
LABORATORY REPORT
(00 NOT WRITE BELOW THIS LINE)
UNITS Compliance Chemist LABORATORY SUPERVISOR
LLSS
TESTS 'MCL THAN RESULTS YES NO initials (Name or tntl4s)
0.05
/ r o / n +^
Ar is A. ° � I
Barium as S.OP O • mg/I %� Y.13 /
77CHARGE:
P 0 O mg/l
Ca ium Ca 0At •
Ch ium cr 0.45P • mg/I REMARKS:
Iro Fe 0.3
PbO.OSP mg/I ✓ �i!�11�
Le
Manaanese M� 0,05 • 0 mgm p�Gl�f
M ury Hq 0.DD2 P • G d mg/I ) t
Selenium se 0.01P • D (�
Q
O.OSP I mg/I
5i r Ag — � •
Sodium Na mg/I `— Y
4 mgrl el2i,
Fi ness AS CaC0
Mit:romhoslCm
C duCtivity 700 / 25
• C
T idity T.OP 0• � NTU
— Color �/ 1
G r 15.0 • Units
` FCC
(� • mg/l
fI rAdeF, 2.4P { p
N tmop 1 � • mg/I
_L mg/1 /IL
Chlor250a250 mg/I
L is the Maximum Contaminant Level Allowed
n n..�...,. C,., nr:.rri ._ . _.. .. ram.,_ r+�__.---.. r. �^nn•. -`�
Tnw� Ht7-9. S W-'
;AMPLE 1�lFORMAT[ON FOR INORGANIC CHF-MICI
MBER Co. CITY DATE RECEIVED DATE COLLECTED GQL.LECTED BY:
Telephone' , R
IL6s a follow up of a previous out of compliance sample? Yes ❑ No El
if y., what was the laboratory number of the previous sample?
STEM I.D. NO. SYSTEM NAME SYSTEM CLASS COUNTY
(circle onel
y f /- C J'r CJ :��z 3 4 / /
AM
SPLE LOCATION �HtS SAMPLE TAKEN BEFORE ® AFTER Ej IF TAKEN AFTER TREATMENT WAS IT _ _.fILTEAED _FLUDAIDA-6c)
TREATMENT U T —CHLORINATED _WATER SOFTENER: TYPE USED
CHECK ONE OF THE ABOVE BOXES
DU E yy SOURCE NO. IF SOURCE IS LAKE OR STREAM, ENTER NAME IF SAMPLE WAS DRAWN FROM D!5'.RIEIUTION SYSTEM
YP _ I. SURFACE Li 3, WELL l T WAS COLLECTED FROM SYSTEM AT: {ADDRESS)
— 2 SPRING _ a. PUP.0 HASE
DATE OF FINAL = f% SEND REPORT TO: (PRINT FULL/NAME 6 ADDRESS)
REPORT,..
'. .- NN-a.-m-e
uAtS: G' /1p.a
Street ff Cl
/
WA I1L4 y 5 fl i % Gr.'� b b
City Zip Cone
Te,epnone: ( n J �7 ) (1 � '� ,,, e• •-• _ __
Area ^
T, ..__.., CoCe
LABORATORY REPORT
(00 NOT WRITE BELOW THIS LINE)
�S
�t'1CL
THAN
<
RESUL?S
UNITS
Compliance
YES NO
Chemist
Initials
senic As
0.05°
9
O • O O
mg/I
=riu as
1.0°
Q •
mg/I
/ r:
do m cc
0.01°
• O
mg/l
f &)N
.folwm Cr
0.U5°
nz
O v .L!
mg/l' '
/
V
PG//V
:n Fe
0-3
^�
�! • V
mg/l
ad Pb
0.05°
• D f
mg/I
✓
il��f
no ese
0.05
Q • _,q _,5
mg/)
_rcury Hg
0.002°
•n 0 O _L
mg/1
Lg
:lellrrl Se
0.01°
SC_ • �/
mg/!
ever A9
0.05°
O •
mg/I
:di Na
mg/l
�L
ardness
mp/1
ASCaCo3
fJ
vity
y40
1
M,uomfroaltm
25• C
✓
�,. }
ji
1.0°
•
NTU
✓
for
15.0
•
Color
Units
✓
uor F
2.0'
n
•
mgf)
4/1
.rate its N
10.0'
1:�::
�✓ •
mg/1
C, 12.50
I
mg/l
,Irate SO.
250 ��
mg/l
LABORATORY SUPERVISOR
(Name or Initials)
,7
CHARGE: � j��A �
REMARKS:
cu the maxtrrtum Gonleminant Level Auoweo
Priry Standard
Pr
F n eat
DSHS Laboratory & Data Processing Copy
1
1
1
1
'J
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1
1
1
1
1
1
1
1
1
APPENDIX D
CORRESPONDENCE
1
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1
�11
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1
1
Parametrlx, Inc.
P.O. Box 460
Sumner, Washington 98390
206.838-9810 206-863.5128
V
April 11, 1984
PMX 13-1589-01
Department of Social and Health Services
Water Supply and t°taste Section
LD-11
Olympia, Washington 98504
RE: City of Port Orchard
Comprehensive Water Plan Update
Dear Mr. Rowe:
Per the request of the City of Port Orchard, enclosed please find two copies
of the draft City of Port Orchard Comprehensive Water Plan Update for your
distribution, review and approval as required by the rules and regulations of
the State of Washington Department of Social and Health Services.
If you have any questions, please feel free to call me at 863-5128 or Mr. Larry
Curles at the City of Port Orchard at 876-8250.
Very truly yours,
PARAMETRiX, INC.
�C
Robert C. Dallis
RCW/la
Enclosures
cc: Larry Curler - Ci-ty of Port Orchard
1
Parametrix, Inc.
'
P.O. Box 460
Sumner, Washington 983W
2%-838-9810 206-863-5128
1
� -
'
April 11, 1984
PMX 13-1589-01
City of Port Orchard
216 Prospect
Port Orchard, Washington 98366
ATTN: Larry Curles
RE: City of Port Orchard Water Plan Update
Dear Mr. Curles:
We submit herewith three copies of the draft City of Port Orchard Comprehensive
Water Plan Update for your distribution, review and comments, Also submitted
for your review are two copies of the Appendix E, Computer Analysis Data.
Appendix E is not considered part of the formal report.
' As per your request, we also sent two copies of the plan update draft to
Al Rowe of DS115 for his di s tri buti-on , review and conments . -
' I wish to acknowledge the total cooperation and helpful assistance I -received
from you and your staff in 'providing information on the present system and
being readily available to discuss the system during the preparation of this
' update plan.
Very truly yours,
PARAMETRIX, INC.
'XlcbCrt
v C�. Wallis
' RCW/1a
Enclosures
1
1
1
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1
ILI
1
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1
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1
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1
CI t Y O DYt OrCA"14
'/ V
216 Prospect Street
Port Orcha.,d, Washington 98366
27 August 1984
Parametrix
P.-O.- Box 460
Sumner, WA 98390
RE: Water System Comprehensive Plan Update
Dear Sir:
Reference is made to the DSHS letter of 6 August 1984 in which certain comments
were made about the new Comprehensive Plan. The following information is provided
to you:
1) Future Service Area
The City's system is adjacent to Annapolis Water District and at certain areas,
we overlap. As seen in my letter of 27 August 1984, discussions for a service
area agreement have begun. The agreement will not be ready for this update.
Negotiations will have to be approved by the elected bodies and this has histor-
ically proven to be a lengthy process.
2) Service Area Policy
It is the City's policy to supply water only to City residents., If a parcel outside
the City desires to join the water system, then that parcel is required to annex
prior to hook up.
It is the City's policy that new connections
pay the initial
cost of supplying
water to
them. Typically, a
new residential
property shall
pay parts and labor
for the
tap, a fee in lieu of
assessment for
previous improvements and a con-
nection
fee to offset future
required capital
improvements
to the system:
Also it
is not unusual for a
commercial venture
to upgrade
existing watermains
if their
property requires it:
1
1
1
1
1
1
1
1
1
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3) Financial Program
The City seeks financial assistance where feasible in order to construct required
improvements. However, if necessary, the City shall provide the required improvement
without financial assistance. Grant programs such as Referendum 38 shall be
reviewed to see if they can assist our needs: In 1985, the City is budgeting
$60,000 to begin construction of a new municipal well and $40,000 to improve
a low pressure zone. This money shall come from the City's utility fund.
A copy of our current financial status is enclosed.
4) Bremerton Intertie
When our contract with Bremerton concludes in twenty years, the City will
probably renegotiate it. However before and during negotiations; the City shall
review its options and different alternatives. It will probably not be the City's
policy to depend on Bremerton for primary source of water.
cc: City Treasurer
Respectfully,
La Brice J. Curles, P.E.
City Engineer
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city Of Port orclicrild
216 Prospect Street
Port Orchard, Washington 98366
27 August 1984
Mr: Guy Kuhns
Annapolis Water District
1621 Lincoln
Port Orchard, WA 98366
RE: Service Area Agreement
Dear Guy:
This letter is to confirm that on August 1, 1984 we met to discuss a future boundary
agreement between the municipal water utility and the water district. Our two
utilities are contiguous and overlapping in certain places. To improve efficiency
for administration and to better serve the public, we should formalize our relation-
ship with a service area agreement.
It is- anticipated that negotiating a service area agreement between the City and
District may take several years. As such we should begin as soon as possible.
You and I can begin to study our comprehensive plans and maps and can try to
form recommendations for our elected officials. A map of your system would be
appreciated.
cc: Parametrix
Water Comm.
Respectfully,.
Lawrence J. Curless P.E:
City Engineer
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JOHN SPELLMAN
,Governor
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STATE OF WASHINGTON
DEPARTMENT OF SOCIAL AND HEALTH SERVICES
Olympia, Washington 98504
November 30, 1984
Mr. Lawrence J. Curles
City of Port Orchard
P. 0. Box 186
Port Orchard, WA 98366
KAREN RAt 4O
Secretary
Re: City of Port Orchard Water System;
Hovde Road Extension; Water System
Plan Update
Dear Larry:
Enclosed with this letter is a copy of the approval letter to the city for the
-Hovde Road Extension. As you expressed, it had been identified in the 1918
plan but was not included in the current plan update. I will expect to see the
current update revised to reflect this change. As long as the concept of supplying
the west side of the highway with a longer looped main is still intact I don't
see any problem going on with this project. The only way the city can grow is to the
west and south which is where this main is located. I do believe that the city will
expand in that direction, but I must admit that I can't place even an approximate
Aate .or rate of growth on it.
With respect to the plan update, Rich Siffert said that he had not sent -the letter
to Parametrix Engineers yet. He had only had telephone contact with the engineer
-and the engineer still wanted to talk to me before a letter is sent. We will send
you a copy of the letter when it is sent.
Sincerely,
-Ethan M. Moseng, P.E.
Regional Engineer
-Water Supply and Waste Section
"EMM: s b
cc: Marwan Salloum, Parametrix Engineers
OHN S('ELUMAN
Governor
STATE OF I+ ASHINGTON
' DEPARTMENT OF SOCIAL AND HEALTH SERVICES
01),mpia, Washir�gton 98504
' December 13, 1984
' City of Port Orchard
III Prospect Street
Port Orchard, WA 9$366
-SUBJECT: Part Orchard Water System Plan
' Dear Mr. Curles:
We have reviewed the second draft of the Port Orchard Water System Plan
' and offer the following comments. The plan is very close to being ap-
proved and we have only a few concerns.
1. Water Rights Status: lie still need a written summary on the existing
and future water rights status by.the sources of supply used by Port
Orchard. Are the water rights the city has at the present time in
' order (document) and does the city foresee any problem with obtaining
additional rights as the water demand increases in the future?
2. Financial Program: In order to have a complete financial program we
would like to see a recommendation on which revenue sources will be
used to finance the major improvements identified in the plan that are
recommended to be constructed in the next five years. ,
3. Cross -Connection Program: A commitment by the city to develop a
Cross -Connection Program should be identified in the plan and placed
' in the improvement schedule.
4, Storage Reservoir: There appeared to be conflicting statements in
the plan concerning the priority of the one -million gallon reservoir
' in the high pressure zone. It is our understanding that it is a
low priority item in terms of the storage requirement as the city
has enough high pressure zone storage for the next few years. However,
' if development occurs in that area to warrant the need for more stor-
age and higher fireflows the reservoir would move up on the priority
list. We feel that such a qualifying statement or clarification of
this should be included in the plan. Nevertheless, if existing
circumstances warrant the need for higher fireflows and increased
storage in that area, we feel that a reservoir should be a higher
' priority item than it is listed as now.
S
KAREN RAf4.,t
Secretary
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City of Port Orchard
December 13, 1984
5. Hovde Road Extension: As mentioned previously, this project should
be addressed in the plan as well as the overall concept of serving
the area of the Sedgewick Road interchange with a larger looped
main.
That concludes our comments at this time. If you have any questions,
please contact Rich at (206) 753-4299, or Ethan at (206) 753-5090.
Sincerelyy,
RS/EM: kf
cc: Parametrix Engineers
Marwan Salloum
Richard Siffert
Planner
Water Supply & Waste Section
Ethan Moseng, P.E.
Regional Engineer
Water Supply & Waste Section
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City o port Orcliarcl
216 prod}er,t Slri•ct
Pori Orchard, W,,-shwnjloo 98366)
18 December 1984
Mr. Ethan Mosing
Water Supply & Waste Section
DSHS
Mail Stop LD-11
Olympia, V--lA 98504
RE. Water System Plan
Dear Sir:
Enclosed are the comments to your concerns as expressed in your letter of
13 December 1934. 1 hope these are satisfactory and that v e can conclude this effor-
A copy has been sent to Parametric, and I am sure that they shall a -wait a word fro,,-.
you about our next step.
cc: Marwan Salloum
Respectfully,
Ldweric J. Curles, P.E.
-�ty-fngineer
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Ctt� o T f ort Orc4arct
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216 Prospect Street
Port Orchard, Washington 98366
1. Water Rights Status
As shown in the Comprehensive Plan Update, the City has water right claims
for wells #5, #6, and ##7 and two small wells in a public park. Recently we
contacted DOE in Redmond and received a copy of the water rights for well
46. The copy is enclosed. Apparently the City has mistakenly thought the Water
Rights Claim was the actual Water Rights. We are currently trying to resolve
this issue. It is the City's intention to secure water rights for well #7 and future
wells. No significant problems are foreseen.
2. Financial Program
The City finances improvements in various means. Developer construction of the
improvement is the preferred method of expansion. We also construct needed
improvements with capital outlays from our reserve funds created by the connection
fees or from the utility O & M : The City shall use grants and revenue bonds
where necessary.
Table 7-1 is augmented by the following means:
I tern
Cost
Financing
1:
New well
$2001000
Capital Outlay
2.
Wel1#6 telemetry
$5,000
Capital Outlay
3.
1300 LF 12-inch main
$651000
Grant & Revenue Bond
4.
1200 LF 8 inch main
$54,000
Grant & Revenue Bond
5:
2000 LF 6 inch main
$801000
Grant & Revenue Bond
6.
3,300 LF 6 inch main
$132,000
Developer's Cost
7.
1 MG Reservior
$650i000
Developer's Cost
3. Cross Connection Program
The City currently does not have a satisfactory cross connection program. In
order to develop and implement an effective program, our employees must first
be trained. The first employee will attend the appropriate training in the next
available class. The City shall develop an effective program.
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4. Storage Reservior
If commercial development occurs in a substantial amount at the Sedgwick Inter-
change, a new reservior shall be required to provide adequate fire flow. Histori-
cally, the City requires the developers to install the utilities necessary for their
ventures. The actual size of the fire flow and reservior shall depend on the type
of structures served. At this time, the City does not have this particular information.
Therefore, to clarify the confusion. Without substantial growth in the Sedgwick
Interchange, our existing storage is adequate for several years. If that area is
developed, the storage requirements will be re-evaluated and the utilities shall
be improved. As such, the priority of the reservior is correct.
5. Hovde Road Extension
The Hovde Road extension shall serve a limited area and is being constructed
at the developer's expense. With future expansion; this main shall help loop the
system by connecting into the long term expansions.
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City of rport Orcliarcl
216 Prospect Street
Port Orchard, Washington 98366
31 December 1984
Mr. Ethan Mosing
DSHS
Mail Stop LD-11
Olympia, WA 98504
RE: Water System Comprehenisve Plan Update
Dear Sir:
The City is seeking to educate the public work employees in regard to cross _con-
nection controls. The February class offered by WETRC is already full and we are
on the waiting list. It is anticipated that our program will be in effect before the
next update of the comprehensive plan.
cc: Parametrix
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Respectfully,
Lawrence J. Curfes, P.E.
City Engineer
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