HomeMy WebLinkAboutWater System Plan-Revised for Review - PLN General - 6/30/2007 i
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WATER SAS EJM PLAN
UPDATE
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BELFAIR WATER ST ICT NO. i
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WATER SYSTEM PLAN
UPDATE
for
BELFAIR WATER DISTRICT NO. 1
Belfair Water District No. 1
Belfair Water District No. 1
NE 22451 Hwy. 3
P. O. Box 563
Belfair, WA 98528
Prepared By:
Chandler L. Odell, P.E.
5706 90`h Street Ct. E.
Puyallup, WA 98371
253-845-1230
June 2007
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CERIFICATE OF ENGINEER
The technical material and data contained in this report were prepared by, and under the
supervision and direction of the undersigned, whose seall as a Professional Engineer, licensed to
practice as such, is affixed below.
yER L.
1�g of WAsr� O
14840
�FGISPER�'9
�Ss�oxAL
EXPIRES 7/9/
Chandler L. Odell, P.E.
TABLE OF CONTENTS
BELFAIR WATER DISTRICT NO. 1
2007 WATER SYSTEM PLAN
The following is a listing of the chapters contained in this updated Water System Plan. Detailed Tables of Contents
are provided with each chapter.
EXECUTIVE SUMMARY
DESCRIPTION OF WATER SYSTEM......................................................................... Chapter I
BASIC PLANNING DATA AND WATER DEMAND FORECASTING ....................Chapter II
SYSTEMANALYSIS .................................................................................................Chapter III
CONSERVATION PROGRAM, WATER RIGHT ANALYSIS, SYSTEM RELIABILITY,
ANDINTERTIES .......................................................................................................Chapter IV
SOURCE WATER PROTECTION...............................................................................Chapter V
OPERATION AND MAINTENANCE PROGRAM....................................................Chapter VI
DISTRIBUTION FACILITIES DESIGN AND CONSTRUCTION STANDARDS... Chapter VII
IMPROVEMENT PROGRAM.................................................................................Chapter VIII
FINANCIALPROGRAM............................................................................................Chapter IX
MISCELLANEOUS DOCUMENTS ............................................................................Chapter X
EXECUTIVE SUMMARY
TABLE OF CONTENTS
EXECUTIVESUMMARY.........................................................................................................I
Findings.................................................................................................................................. l
Recommendations...................................................................................................................2
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EXECUTIVE SUMMARY
Findings
Belfair Water District No. 1 is located at the end of Hood Canal at the head of Lynch Cove and
serves the local Community of Belfair. Although it is the third largest system in Mason County,
the District is a small water system with approximately 520 connections serving a population
equivalent of some 1,250 people. Several other smaller water systems serve portions of the areas
surrounding Belfair. No interties or interlocal agency agreements for reciprocal service exist with
other systems.
The District presently gets its water primarily from three wells. A fourth well cannot be placed
directly on line due to "sand" problems at startup. This well is held for emergencies only, and has
to be operated manually.
In Pressure zone No. 1 the North Tank site is located at the northerly end of the system
approximately 1/2-mile uphill (east) of SR-3. The South Tank site is located on Razor Road
approximately 3/4 of a mile from SR-106. Each site contains two tanks with a total storage
capacity of about 127,000 gallons per site. For Pressure Zone No. 2 the there is a 1.1 MG
standpipe located on the plateau to the northeast of the Belfair Community center.
The distribution system contains only two small loops. The topography and existing road and
street layout of the Belfair area has precluded the District from looping any more of its mains.
There is a possibility for adding one more minor loop in this planning period
The elevation range the District serves is from sea level to approximately 400'. The gravity system
maximum hydraulic grade line (HGL) for Pressure Zone No. 1 is 272', the overflow elevation of
the tanks. Two booster pump stations serve the higher elevations along Razor Road and along the
easterly ridge line just north of the District's office. The HGL for Pressure Zone No. 2 is elevation
478'.
A hydraulic analysis of the system indicates that a range of 2,200 to 3,200 gpm can be delivered
for fireflow purposes during the peak use period of the day in Pressure Zone No. 1. These flows
are system produced and not from booster pumping. The location of the two storage tanks dictates
their points of connection to the main distribution system. These points of connection leave a
substantial portion of the system dependent on primary flow from one tank or the other. This is
particularly true for the high use commercial area located along Old Belfair Highway in the
vicinity of SR-300. There is but a single point of connection from the North Tank at SR-3 and
little distribution system looping. The same situation applies to the south for the connection of the
South Tank at Razor Road and SR-106. Substandard pressures can be realized in the areas of the
system north and south of these connecting points, respectively, from the tanks due to a lack of
water getting by the fireflow extraction points. A higher fireflow rate produced by pumping could
potentially produce negative pressures in those substandard areas.
The District is critically short of storage for fireflow and subsequent continued system use.
Fireflow durations of up to four(4)hours are required by the Mason County Fire Marshal's office.
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For example, a 4,250-gpm flow for a duration of four hours is required for the All Star Mini-
Storage. This equates to 1,020,000 gallons of water. After a one-hour fireflow period at maximum
system capacity, the North Tank is almost empty. A longer fireflow period would seriously
jeopardize the Districts ability to provide service to its customers. Existing recovery capacity is
low during peak hour flow periods.
In 2002 the District activated one additional well, which operates at 600 gpm. This well is located
up above the community center, and is for service to the new Pressure Zone No. 2. This well
along with the new standpipe have not yet been connected to the District's existing Pressure Zone
No. 1.
District water quality is very good. Source water exceeds all Maximum Contaminant Level
(MCL) requirements. Completion of Lead and Copper Rule tests found that the Action Levels
were not exceeded for water reaching District customers. No corrosion control treatment appears
to be necessary.
The conservation Plan developed for the 1994 and follow on 2001 Water System Plans was
implemented, and appears to be effective. The adoption of an increasing block rate structure
appears to have had an effect on the average single-family usage, which has been declining since
1995.
Recommendations
A hydraulic analysis of the system revealed several deficiencies as listed above. Chapter VUL
Improvement Program, lists projects to alleviate some of the problems found. The following is a
brief description of those projects.
The general topography of the service area is not going to change. This will make it difficult for
the District to provide for loops in the distribution in the future. New development along the Old
Belfair Highway may provide some relief in that area by allowing loops in the system to be
constructed along new street rights-of-way or easements. Meanwhile, the area north of North
Shore Road (SR-300) and Old Belfair Highway could have substandard pressure from time to
time.
The present system recovery rate in Pressure zone No. 1 from a high flow period is limited to 425
gpm unless someone is available to manually activate thesecond well at the Distri
ct's s office. To
alleviate this problem, the District activated a new Well No. 4 and new tank. However, a
connection should be constructed between the new Pressure Zone No. 2 and the existing system in
order to alleviate future problems. This project should receive the highest priority from the
District.
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CHAPTER I
TABLE OF CONTENTS
I. DESCRIPTI
ON OF WATER SYSTEM.................................................................................1
1.1 Water System Ownership and Management.................................................................1
1.1.1 Organization........................................................................................................1
1.1.2 System Operation and Control.............................................................................1
1.2 System Background.....................................................................................................4
1.2.1 History.................................................................................................................4
1.2.2 Geography and Climate .......................................................................................4
1.2.3 Neighboring/Adjacent Purveyors.........................................................................8
1.2.4 Ordinances/Bylaws..............................................................................................8
1.3 Inventory of Existing Facilities....................................................................................9
1.3.1 Source/Supply......................................................................................................9
10
1.3.2 Treatment..........................................................................................................
1.3.3 Storage .............................................................................................................. 10
1.3.4 Distribution System...........................................................................................10
1.3.5 Service Connections ..........................................................................................11
1.3.6 Existing Interties................................................................................................ 11
1.4 Related Plans.............................................................................................................11
1.4.1 Growth Management......................................................................................... 11
1.4.2 Existing Plans and Studies................................................................................. 11
1.5 Land Use and Zoning ................................................................................................13
1.6 Future Service Area...................................................................................................14
1.7 Service Area Agreements.......................................................................................... 16
1.8 Service Area Policies................................................................................................. 16
1.9 Satellite Management................................................................................................ 18
1.9 Conditions of Service ................................................................................................18
1.10 Complaints................................................................................................................ 19
1.11 Comments from Agencies and Adjacent Purveyors....................................................20
1.12 Responses to Comments............................................................................................21
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LIST OF TABLES
LIST OF FIGURES
Figure 1.1 Belfair Water District No. 1 Organization Chart................................................... I
Figure 1.2 Belfair Vicinity Map, General Area .....................................................................5
Figure 1.3 Belfair Vicinity Map, Local Area.........................................................................6
Figure 1.4 Belfair Land Uses.............................................................................................. 15
Figure 1.5 Belfair Water District No. 1 System Map........................................... Back Pocket
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I. DESCRIPTION OF WATER SYSTEM
1.1 Water System Ownership and Management
1.1.1 Organization
Belfair Water District No. 1 (System ID No. 053500) is a publicly owned and operated water
system. The governing body for the District is the Board of Commissioners. The members of the
Board of Commissioners are as follows: Louis LaDow, Chairman; John Phillips, Secretary; Irene
Werdall, Treasurer. An Organization Chart for the District is presented in Figure 1.1.
Figure 1.1
Belfair Water District No. I
Organization Chart
BOARD OF
COMNIISSIONERS
Louis LaDow,Chairman
John Phillips, Secretary
Irene Werdall,Treasurer
OUTSIDE
CONTRACT
SERVICES
OPERATIONS
Jerry Hukill
District Manager
1.1.2 System Operation and Control
Jerry Hukill, District Manager, is responsible for the day-to-day management, maintenance,
operation, and quality control of the water system. His Washington State certification is Water
Distribution Manager III, Certificate No. 6350. Don Cureton is a Water Utility Foreman with
WDM II certification,No. 7197. Mr. Cureton is also a Cross Connection Control Specialist.
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1.2 System Background
1.2.1 History
The Community of Belfair is a small, unincorporated community located at the extreme head of
Hood Canal. Belfair is in north Mason County, approximately 25 miles northeast of Shelton, the
Mason County seat. Three state highways converge in the community, SR-300, SR-3, and SR-
106. Its location, approximately 10 miles southwest of Bremerton, lends itself well to being a
bedroom community for those who work at the Puget Sound Naval Shipyards. Additionally, the
proximity of Hood Canal means that it enjoys a fairly high tourist trade in the summer months.
Figure No. 1.2 is a vicinity map showing the relationship of the Belfair Community with nearby
cities and towns. Figure 1.3 is second vicinity map of Belfair, but showing the local area in more
detail. The first figure is from USGS mapping software and the second was downloaded from
Mason County's map on its web site.
Belfair Water District No. 1 was formed as a result of an election held on February 24, 1966. Prior
to that time the Belfair area was served by at least four separate water companies. The four
companies, Bearcat Water Company, Squire Supply, Belfair Water Company, and the North
Belfair Community Water System each served small pockets of customers. The systems were not
intertied. In addition, Mason County PUD No. 3 had a flowing artesian well on its property
serving only its own facilities. This well produced approximately 300 gpm. It had a shut-in
pressure of 18 pounds per square inch(psi).
Earliest notes on the private systems indicate that one or more were formed in the 1930's and
1940's. The four companies utilized surface water as their source of supply. Each of their
headworks was in the hills lying above and generally to the east of the Belfair community area.
During the period of 1963 - 1965, the Thurston-Mason Health District performed several
inspections on the four community water supply systems. All four systems were found to be
deficient from a water quality standpoint from time to time. Additionally, some were found
deficient from a quantity standpoint, also. Several times during this period, the Health District
Engineer recommended that the water systems be consolidated either by forming a public water
district or under the auspices of Mason County PUD No. 3. Consequently, on February 24, 1966 a
successful election was held to form Belfair Water District No. 1.
Since its formation in 1966, the District has consolidated the distribution systems, and now serves
all of the general Belfair community. The District serves about 520 customers in Belfair. There are
still a number of small private and public water systems that serve the peripheral area of the Belfair
Community Center.
1.2.2 Geography and Climate
Belfair lies in the valley of the Union River. The recognized community center is located at the
intersection of SR-3 and the Old Belfair Highway. The majority of the service area lies along
SR-3 and along SR-106, which run along the southeasterly side of Hood Canal at the base of a
ridgeline paralleling the Canal. A new service area was begun just northerly of where the
railroad serving the US Navy base crosses SR-3. The new service area is designated as Pressure
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Belfair Vicinity Map
General Area
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Belfair Vicinity Map
Local Area
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Zone No. 2, since it is served by a new 1.1 mg storage tack constructed in 2001. Service elevations
in the lower, primary service area, range from approximately 30' to about 260'. The new pressure
zone has a service elevation range of 200 to approximately 410'.
The primary service area(Pressure Zone No. 1)of the District is concentrated primarily along State
Highway 3. It extends north of the intersection of Old Belfair Highway and State Highway 3 to
Newkirk Road. On the south it straddles State Highway 3 and SR-106 to Rose Point. The eastern
boundary remains east of State Highway 3 to just north of the North Mason School District No.
403 campus. The area within the District's boundaries is about get acreage acres, being
approximately five miles long and averaging just over one-half mile in width. Figure No. 1.5 in
the pocket at the back of this plan is a system map, which shows the borders of the District's
Service Area.
Because the District's system is located along the base of a ridge and along Hood Canal, it has been
limited in how far it can expand in an east-west direction. This topography has also limited the
District's ability to provide for system loops. A problem such as a broken main limits service until
the leak is repaired. This situation also creates a problem with reduced pressure at the outlying
areas during fire fighting periods. This is further discussed in Section III, System Analysis.
The climate is of the Belfair area is predominately a mid-latitude, maritime type. Most air masses
reaching Puget Sound, including Hood Canal, originate over the North Pacific Ocean. This
maritime air has a moderating influence in both winter and summer. There is a well-defined dry
season in the summer, and a rainy season in the winter. Because the area lies in a partial rain
shadow from the Olympic Mountains, and because elevations are generally low, annual rainfall is
relatively constant over the entire area, generally ranging from 45 to 60 inches per year.
During the warmest summer months, typical afternoon temperatures in the Belfair area are in the
70's. Maximum temperatures reach to 85 to 90 degrees on five to fifteen days per year, and
temperatures occasionally reach into the high 90's. Dry easterly winds seldom persist longer than
three to five days before cooler offshore air moves inland. Typical minimum temperatures in the
summer are in the 50's.
In the winter, afternoon temperatures range from the upper 30's to lower 40's, and minimums
generally range from the mid 20's to mid 30's. Temperatures below freezing are recorded on 30 to
90 nights per year, depending on elevation, distance from water, and airflow patterns. Nighttime
temperatures as low as 10 to 20 degrees are recorded on a few nights during most winters.
Rainfall is generally light in summer, increasing in fall, reaching a peak in winter, and then
decreasing in spring. Rainfall amounts generally drop sharply around the first of July. During the
wet season rainfall is usually of light to moderate intensity. Annual precipitation in the Belfair area
generally ranges between 45 and 60 inches with extremes as low as 37 inches as in 1985 to 70
inches in 1983
According to official National Oceanic and Atmospheric Administration (NOAA) records, the
average precipitation for Wauna, eight or nine miles east southeast of Belfair, is 52.37 inches. The
average is based on records from 1948 to 2006. In 1992, one of the driest years on record in the
general Puget Sound area, Wauna had a total of 41.24 inches, while the previous year, 1991, was
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considered normal for the area at 50.83 inches. In 2005, the last full year for which records are
available, the precipitation totaled 51.14 inches, or about normal. NOAA records indicate that the
area receives a bit more precipitation than the Puget Sound Basin proper, with Sea-Tac Airport
averaging around 38 inches per year.
The prevailing winds are from the south or southwest in winter and west or northwest in summer.
The strongest winds are from the south or southwest and usually occur as the more intense Pacific
winter storms move inland. Extreme winds at 30 feet above the ground can be expected to exceed
55 mph once in two years, 80 mph once in 50 years, and 90 mph once in 100 years. Occasionally
in winter, the combined influence of low-pressure systems off the coast and high-pressure
continental air masses spilling over the Rocky and Cascade Mountains can result in cold northerly
or easterly winds over the area. In summer, winds are light and on most afternoons a northerly
breeze develops over the water and lowlands.
The lowlands near the southern Puget Sound, including Hood Canal, have the longest growing
season in the area, 190 to 200 days. The shortest growing seasons, 145 to 175 days, are in the
foothills and in valleys separated from the water bridges. Within short distances, the growing
season may vary by three weeks or more. In Belfair, near the water, the average date of the first
freeze in the fall is the end of October. The average date of the last freeze in spring is in mid-April.
1.2.3 Neighboring/Adjacent Purveyors
There are 11 water purveyors listed by DOH in the vicinity of Belfair. They range in size from
two or three connections up to 320 connections for the Beards Cove Water system located
approximately one mile west of the community center of Belfair. The general location for each
nearby purveyor is presented on the System Map, Figure 1.5, in the pocket at the back of this
plan.
1.2.4 Ordinances/Bylaws
Belfair Water District No. 1 has adopted several Conditions-of-Service Policv statements.
Included are responsibility for providing water, fees for beginning and terminating water service,
procedures for customer notification, water shortage policies, and backflow prevention. These
statements are contained in the Belfair Water District Rules and Regulations (BWD-RR). The
District is responsible for providing potable water and fire flow to all property owners within the
District service area boundaries where water mains exist. Where reasonable from a physical and
financial standpoint, the property owner must connect to existing facilities. Ownership of the
system extension is transferred to the District after one year (BWD-RR4). If not, the property
owner may construct his/her own water system and deed the system to the District for operation
and maintenance. This latter condition has not occurred since the District was originally formed.
A system of fees and charges for connecting to the system has been set. Presently, connection
charges for a new customer range from $1,200 for a 3/4-inch meter for a single family dwelling to
$2,000 for a 2-inch meter for a commercial service. Larger service sizes are determined on a case-
by-case basis. Because the District straddles state highways along its entire length, an additional
charge is made, as needed, for construction of highway crossings which must meet minimum DOT
standards. Additionally, a System Development Fee schedule was established to fund future
projects that improved the district's ability to serve future connections. This fee ranges from
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$2500 for a residential customer to $13,325 for a large commercial customer requiring a 2-inch
service. Policy statements BWD-RR4 through BWD-RR-11 delineate the methodologies and
costs associated with connecting to District facilities.
1.3 Inventory of Existing Facilities
1.3.1 Source/Supply
The District has two wells in regular service to provide water to its customers in Pressure Zone No.
1 and another well located above the community to the NNE is used for serving Pressure Zone No.
2. A fourth well, located behind the District office, is operable, but is only used in emergencies.
With the formation of the District in 1966, a new source of potable water had to be found. The
existing artesian well at the Mason County PUD No. 3 site was converted to community use, and
another well was drilled on the site.
Well No. 1, a flowing artesian well, provides water to a booster pump station situated at the top of
the wellhead. There are two 25-horsepower Allis-Chalmers, 3,500-rpm booster pumps. Each
pump is rated at 155 gallons per minute(gpm)at 255'total dynamic head (TDH). Each pump will
provide approximately 150 gpm to the distribution system and storage. Presently, only one booster
pump operates at a time. The pumps are rotated so that each pump is rested for one operating
period.
Well No. 2, the second well at the site, and formerly intertied with Well No. 1 and providing water
to the booster pumps, was converted to provide a separate source to the system. However, it was
found after installing the new pump that it "makes sand" for the first 12-15 minutes of operation.
It then clears up and is fine until it is shut down and restarted again. The District tried reducing the
flow so as not to produce the sand,but this was not completely successful. This well will produce
approximately 150 gpm, but has been placed in a standby status, and only used in an emergency
situation. When needed, the well is operated manually by first pumping to a bypass line, which
discharges to the ground, until the water clears. The gate valve is then opened to redirect the water
to the distribution system.
Both wells are located on the west side of SR-3, approximately 150' from the pavement. There are
buildings within the 100' radius circle around the wells. One is the District's office and the other is
the shop building used by the District. The drainfield that serves the buildings is located
approximately 300' west of the wells. Because the source of water is artesian and located below
very tight, confining soils at a depth of over 380', the wells are not in jeopardy of being
contaminated by surface activities. Additionally, the groundwater recharge source of the water
taken from the wells is a considerable distance away from the actual wellheads.
The District activated a third well on Hummingbird Lane in 1997. This well is also artesian, but
not a flowing artesian. The well has the capacity of producing up to approximately 275 gpm,
depending on the prevailing system hydraulics. It is used as the first back up to Well No. 1. This
well is the predominate well during the peak use, summer season.
The fourth well is a 600 gpm well drilled by a large developer and purchased by the District. Once
the water rights were obtained, the District constructed a new well house and installed a new 125
I - 9
hp line shaft turbine well pump. The new well was connected to the computerized monitoring
system used for the other wells and tanks.
1.3.2 Treatment
In 2005 the District completed installation of new hypochlorite disinfection facilities to serve Well
No. 1, 2, and 3. This installation is further discussed in Chapter 3 under Water Quality Analysis.
When pumps and other equipment for Well No. 4 were installed, it included a new hypochlorite
generation facility.
1.3.3 Storage
The District has storage tanks at two locations to serve its customers in Pressure Zone No. 1. Each
location contains two tanks. Each tank is a cast-in-place concrete tank, 26' in diameter,
approximately 17' high. Usable storage height in each tank is 16' for a storage capacity of
approximately 63,500 gallons. Total system storage in Pressure Zone No. 1 is 254,622 gallons.
The north tanks are located almost due east of the intersection of SR-3 and the Old Belfair
Highway. The south tanks are located on Razor Road at the south end of the system,
approximately one half mile easterly of SR-106.
All tanks in both fields are at ground level at an elevation of approximately 255.5'. The overflow
elevation on each tank is elevation 272'. The tanks provide "floating" storage for the system. The
HGL is maintained in the system by the tanks as water is pumped into them by the well pumps and
is withdrawn, as system demand requires.
In 2004 the District constructed a new, 1.1 mg storage tank in conjunction with the installation of
the new equipment for Well No. 4. The tank is a 40' diameter steel tank approximately 125' tall.
The overflow elevation is 478.5 feet. The tank provides gravity service to Pressure Zone No. 2.
1.3.4 Distribution System
The distribution system is relatively new in terms of the time it's been in the ground. All of the
resent system was constructed subsequent to the District's formation in 1966. The predominant
P Y q
material used to construct the original system was asbestos-cement(AC). In the 1980's the District
switched to Polyvinyl Chloride (PVC) pipe, along with most other water systems, with the
concerns raised about asbestos. In 1996 the District adopted a policy of only using ductile iron
pipe.
Pipe sizes in the system range from four to eight inches, with some two-inch lines serving very
small, dead-end services. The primary distribution lines along State Highway 3, SR - 106, Old
Belfair Highway, and Razor Road are eight inches in diameter. Smaller diameters are used for
some of the branch lines. Because of the layout of the community and the topography of the area,
for all intents and purposes the system is not looped.
A small portion of the system lies above the storage tanks on Razor Road. Because of this
location, a small booster pump station drawing its supply directly from the Razor Road tanks
serves the customers. The system is pressurized via two small, variable speed pumps, which
maintain a system pressure ranging from a high of about 52 psi to a low of 35 psi. This system is
adequate for now, because it only serves 16 customers. An additional six lots will likely be
I - 10
developed in the near future. Fireflow for this service area is not available. All platted lots have
now been sold and have been built on, or are being built on. No new connections will be allowed
on this system unless the pump station is totally upgraded with a sustained system pressure of
about 50 psi and fireflow capability has been included.
Another area that lies above the gravity portion of Pressure Zone No. 1 is a development known as
Romance Hill. It has approximately 30-40 residential units, combining single family and
condominiums, located in it. The homes are served by a large pump station providing both
domestic and fire flow. The operating hydraulic head of this part of the system is 470' to match
the HGL that will later be delivered by gravity from Pressure Zone No. 2.
1.3.5 Service Connections
As of December 31, 2005 the District had a total of 516 active accounts (services). With the
activation of the Hummingbird Well in 1997, a total of 844 services were approved for the
District by DOH as evidenced in the WFI. No new connections have been approved for the
system, since the new storage tank is not yet connected to Pressure Zone No. 1.
1.3.6 Existing Interties
Belfair Water District No. 1 has no interties with any other water system.
1.4 Related Plans
1.4.1 Growth Management
Belfair Water District No. 1's service area is located in unincorporated Mason County. This
requires the District to depend on the County for the major planning effort insofar as land use and
other growth issues are concerned.
1.4.2 Existing Plans and Studies
There are several plans, studies, and policies of Mason County that apply to the District. First and
foremost of these is the Mason County Comprehensive Plan 2005 Edition. Particularly relevant to
this water system plan are the elements of that plan addressing specific Belfair Community issues.
These include the Belfair Urban Growth Area Plan 2004, the Belfair Market Analysis, and Belfair
-- Additional Environmental Features.
Other County plans and policies that may have a bearing on the District's planning effort include
"Parks, Recreation and Open Space Plan for Mason County, 1991;" "North Mason Sub-Area Plan,
1990;" and "Draft Resource Conservation and Critical Area Protection Ordinance (RCCAPO)."
Other ordinances that may affect land use patterns include: 1) Environmental Policy Ordinance
(SEPA), 2) Parking Standards Ordinance, 3) Mobile Home and Recreational Vehicle Parks
Ordinance, 4)Uniform Building Code, 5)Health Code, 6)Plats and Subdivision Ordinance, and 7)
Mason County Shoreline Master Program.
The Parks and Recreation Plan sets goals, policies and action programs, including capital
improvement plans for Mason County's parks, recreation and open space program. It should have
little, if any, impact on the District. The North Mason Sub-Area Plan is an amendment to the 1970
Comprehensive Plan specifically for the North Mason area, which includes the Community of
Belfair. It sets out objectives, policies and action programs for surface and storm water
I - 11
management, on-site sewage disposal, ground water management, agricultural practices, forest
practices, aquaculture, sensitive/critical areas, monitoring, education and funding.
The North Mason Sub-area Plan is a water quality protection plan. It does not specifically identify
areas for management, but sets out objectives, policies, and recommendations for management of
resources. Relative to ground water management, it recognizes that visible surface water such as
marshes, ponds, wetlands, and lakes are "windows" in the ground water regime and must be
protected from encroachment and contamination. Among its recommendations for ground water
management are to "Identify the extern of sensitive aquifer areas for the protection of drinking
water supplies..." and "Establish mechanisms to protect and maintain aquifer recharge areas."
The RCCAPO was implemented by the Mason County Commissioners by passing Ordinance No.
77-93,Mason County Interim Resource Ordinance. This ordinance established Chapter 17.01 of
the Mason County Code. The purpose of the Interim Resource Ordinance is to protect Mason
County's natural resource lands and critical areas while the County develops its comprehensive
plan and associated regulations.
Since all of the District's wells are artesian, their recharge area is most likely a considerable
distance uphill from the District's service area. The topography south and east of the community,
the most likely recharge area, begins as a steep grade from Hood Canal and rises to an approximate
elevation of 300'. The slope then flattens out but continues to gradually rise to a ridge line
elevation ranging from 340' to 380'. This upper area could conceivably be developed in the years
to come.
The most important aspect of the Interim Resource Ordinance relative to the District may be
Section 17.01.080, Critical Aquifer Recharge Areas. Subsection 17.01.080 A classifies Extremely
Critical Recharge Areas as areas identified on the Mason County Critical Aquifer Recharge Area
Map and "those fresh water features in the County such as rivers, streams, lakes, ponds, swamps,
bogs, marshes, and wetlands." Several springs and intermittent streams surface from the hillside to
the east and south of Belfair. Additionally there appear to be many wetland pockets just east of the
railroad tracks east of Belfair. Devereaux Lake is located due east of the southern end of the
service area, and has a surface elevation of approximately 220'. All of these areas likely contribute
to the recharge of the aquifer used by Belfair.Water District No. 1.
The ordinance identifies several land uses, which require Conditional Use Permits to develop
within an identified Critical Aquifer Recharge Area. Additionally, it sets development standards
for all development within Critical Aquifer Recharge Areas. These include, but are not limited to,
the Mason County Hazardous Waste Treatment and Storage Facilities Siting Ordinance, the State
of Washington dangerous and Hazardous Waste Regulations (including RCW 70.105 and WAC
173-303), SEPA, and Mason County Health Codes.
Insofar as can be determined, no other water system in the Belfair area has a water system plan.
Other water systems were contacted during the preparation of this plan, and no other system plans
were found. The Twanoh Falls Beach Club water system, approximately six miles away and not
contiguous, has a Small Water System Management Program, approved in 2005. The Twanoh
Falls Beach Club Water System serves a development of 397 lots. Some are for permanent
I - 12
residents, some are seasonal, and some are undeveloped. Twanoh Falls Beach Club has no plans to
expand, thus was given approval for the Small Water System Management Program.
Development of this plan shows that it is compatible with existing land uses. No large single water
user is planning on locating in Belfair that could compromise the District's facilities. This plan
presents a capital improvement program that will allow the District to serve expected future
development.
Mason County has no specific Water Resource Plan for the Belfair area at this time. Mason
County has no Regional Coordinated Water System Plan in place. The County has only assigned
only a part time individual to handle water system issues.
In December 2000 Gray & Osborne, Inc., consulting engineers, completed the Draft Belfair /
Lower Hood Canal Water Reclamation Facility Plan for Mason County. This facility plan lays out
alternatives for providing future sewer service to the Belfair UGA. One of the assumed provisos of
the water reclamation plan is that water service to the area will be available. Implementation of the
water reclamation plan will be vital to the District insofar as being able to plan for the future
growth in the Belfair area. It is estimated that the implementation of the water reclamation plan
will likely take the entire six-year planning period of this Water System Plan.
Robinson & Noble, Tacoma, WA developed a separate wellhead protection program concurrently
with Water System Plan Update, currently in effect. Portions of it are included here as Chapter V,
as well as being submitted as a separate document to DOH for approval.
Belfair Water District No. 1 had a water system plan prepared and approved in 1994. This plan
will update that plan. That plan provided for system development to the year 2000. Some of the
projects identified have been constructed, but many of the deficiencies identified have not. For
example, new storage was recommended for the North Tank area, and the establishment of a
second pressure zone east of the railroad tracks. Work has begun on that project, but is incomplete
at this time due to potential revenue concerns.
This plan reviews all unfinished needs and includes them for future planning if they remain
relevant.
1.5 Land Use and Zoning
There is only one incorporated area in Mason County,the City of Shelton. However,there are four
identified "urbanized" areas in the County. They are the communities of Allyn, Union, Hoodsport,
and Belfair. Of these, Belfair is the largest. For a community its size, it has a substantial amount
of land devoted to land uses other than residential.
Belfair lies at the confluence of three state highways; SR-3, SR-106, and SR-300. SR-3 is the
main highway between SR-16 at Gorst and SR-101 at Shelton. As such, it is a main arterial route
for those people living in Mason County and working at the Puget Sound Naval Shipyard in
Bremerton. SR-106 is the highway that ties the loop around the south end of Hood Canal together.
It goes from Belfair to SR-101 just south of Potlatch. SR-300, also called the North Shore Road,
leads from Belfair around the north and east sides of Hood Canal. This highway leads to the
I - 13
popular Belfair State Park. The existence of these three highways logically leads to commercial as
well as residential development.
Residential development is a result of the employment opportunities within relatively close
commuting distance (i.e., Bremerton and Shelton). However, some residents of the area commute
to the larger cities of Seattle, Tacoma, and Olympia. Commercial development supports the
permanent population as well as the transient tourist population on a seasonal basis. It is the last
large commercial center along the route of Hood Canal. There are others in Union and Hoodsport,
but Belfair is larger, and tourists often see a benefit in a large commercial center. This is
evidenced by the heavy, bumper-to-bumper traffic into and through Belfair in the summer tourist
season. Many tourists stock up on provisions in Belfair before continuing on their trips.
Additionally, many seasonal homes are located in the general area. The commercial activities of
Belfair also support their needs during the summer.
The commercial land uses in Belfair are varied. They are not all tourist oriented such as food
stores and restaurants. Other commercial activities include a variety of small shops, realty agents,
insurance agents, lawyers, auto dealers, auto repair shops, taverns, liquor store, and many, many
others. In other words, Belfair is a well rounded community. Figure 1.4 shows the various land
uses in the Belfair area. It is a downloaded copy of the Land Use Map from Mason County's web
site.
Commercial development is limited in location to strips along the three major highways noted
earlier. The heaviest development is at the point where the highways come together. The two
largest commercial businesses both supermarkets are located here. However, commercial land
uses line both sides of and are intermixed with residential uses SR-3 down to just south of the
intersection of SR-106. North and south of these locations the land uses are generally residential.
It is expected that commercial development will be confined within the existing bounds for the
most part.
1.6 Future Service Area
The potential future service area is depicted on Figure 1.5, Belfair Water District System Map in
the pocket at the back of this document. The boundaries of the future area are in conjunction with
discussions with other public water systems. It is understood that some of the smaller systems
around Belfair Water District No. 1 are having problems from time to time. Additionally, future
regulations will place a heavy burden on some, or all, of them. A larger, consolidated district
would better provide the resources to handle quantity and quality problems, and meet the
challenges of the future. Within the twenty-year planning period of this plan, the District should
attempt to consolidate with other water systems to provide a higher level of service to all water
users in the area.
Future land use and zoning of the UGA have not been designated at this writing, although they
have been proposed as discussed in Chapter 2. It is anticipated that the UGA will have a mix of
land uses including high density residential, commercial and light industrial.
I - 14
Figure 1.4
BELFAIR AREA LAND USES
Place Names
County Boundary(MR) / G�fµ
City of Shelton t+ Spy �"
Roads 'j e+��
".' JC
,.f Highaways Twin takes ¢t
r' �t� Camp fond
Lakes �
NE TWIN LAKES RO NE GOAT RANCH RD q Pond -
Rivers&Streams Jam_ tJ�
! f .�
■ Puget Sound Lake BenneHsen / " L,•
DevebpmentAreas Lake 1 oten �`J f 1- j 4
5
AIR S i_ ��
MY
mj y =Wmr W Q'
IR m Q J Larson Lake'Zq P
O 1
LTCF I Q 1 ��' 1 �%- ; ? "
W
i r Z
ONF �� O Q r- .
ONP Lip at,; -1 ; 44 o Iy � M I
RAC W
t'�y�.f NE BELFAa TAMVYA RD OJ,�tt.
RC2 Collins Lake
RI U / Q� �4 yqP BELFAIR
RNR
AO
RRIO
s
RR2.5 GF
RRM
RR5
QQf °,
RTC EALTADRk^ —,.S f
r '
ucA o �aO �Ib '�
C3Devereaux Lake 2
HOOD CANAL
Q O. t9
c Q` IL E STERLING DR-, y
Lu
V si
ALLYN ,,CASE IIVLe r >
f7'tTrff' b 4,t W.Y' ifiickettLake r W
1 - 15
1.7 Service Area Agreements
The District does not presently have any service area agreements with any of the nearby water
systems. There are no other public water systems in the vicinity of Belfair that have the
capability to expand as the District does, with the possible exception of the Beards Cove Water
System.
1.8 Service Area Policies
Belfair Water District No. 1 does not wholesale water to any other purveyor. Neither does it wheel
water through district facilities. The District has only enough source supply to meet its own needs,
and no other purveyor exists in the area with a need to utilize District facilities to supply another.
The Municipal Water Law requires that the district document how the system responds to
requests for new water service. The following is the policy of the Belfair Water District No. 1:
When a request for service is received, the District requires that certain information be
submitted. This includes the number of services, type of service (residential, commercial, etc.),
location, etc. The District will issue a Water Availability Letter for the number of services
requested. If a new water main is required, the letter is goof for 30 days. The developer is then
required to submit an generalized engineering plan showing how the development is to be
served. If no plan is submitted within the time frame, the availability letter is voided.
Upon receiving the engineering plan, the District extends the letter to one full year. Within that
time frame, the developer must submit and gain approval for a water system extension design
produced by a Professional Engineer licensed in the State of Washington.
The District maintains a record of connections and ERU's, both connected and assigned. Each
new request is reviewed against this list to insure that the District does not exceed it approved
844 count.
If a developer requests service for an area outside the District's boundaries, the area must be
annexed to the District prior to construction of the system. The new development cannot be
annexed unless it directly abuts, and is contiguous with, existing District boundaries.
For this six-year planning period the District has adequate water rights to serve the DOH
approved connections. Chapter II discusses usage and demonstrates that water usage ADD has
dropped by over 13% in the last six years. The District has 225 AF/Yr available for Pressure
Zone No. 1. The last year of record in this document, 2005, showed a use of slightly more than
129 AF. That total also includes some in Pressure Zone No. 2, which has a permitted right of
600 AF/Yr.
The District's General Manager is the responsible party for extending or voiding a Water
Availability Letter. While the issue of availability is not "cut and dried" the manager has the
leeway to consider extenuating circumstances. Many things are assessed when making a
decision. These include progress on plans, annexation, possible bureaucratic delays in the
permitting process, as well as communication with the District. If a Letter of Availability is
I - 16
voided by the manager, the developer has the recourse of appealing to the Board of
Commissioners. The Board's decision is final.
The District has no formal annexation policy relative to the provision of water service. Should an
area contiguous with District boundaries request service, annexation into the District will be
required. The Mason County Council must approve all annexations to the District.
Insofar as developers being required to connect to the District's system, that only occurs when the
development is within District boundaries. For developments outside district boundaries, Mason
County has the lead, and could require connection to the District's system. The District would
then, in turn, require annexation.
Developers who install new water distribution facilities must construct them to District
Specifications. This includes both the physical specifications discussed in Chapter VII and the
operational and health standards set by DOH and county agencies. Fireflow standards are set by
the Mason County Fire Marshal.
In all cases of developer extensions, the developer is responsible for installation cost of the new
facilities. However, the District's by-laws provide for Late-Comer's Agreements whereby
developers who extend the system can recover some of their costs via charges collected by the
District to new connections to the extension. The District has adopted a formal policy for Late-
Comer Agreements.
The District's by-laws allow for a surcharge on customers who are outside the District's boundaries,
but connected to its facilities. Presently, there are no services outside District boundaries
connected to the system. The only surcharges presently in effect are for those customers who have
a service line on which the meter is more than 30Y from the District's main. Such customers are
charged $2.00 per month additional on the fixed portion of their rate.
Utility Local Improvement Districts are formed through the offices of Mason County. While the
District would cooperate with the County for the provision of water service, the formation and
administration of a ULID is the responsibility of the County. Formation of a ULID for service
outside existing District Service Area boundaries also requires annexation to the District.
The Belfair area was one of four(4)urban growth areas(UGA) identified by Mason County. This
was done in the early 1990's. As a result, the District in a previous Water System Plan identified
several projects to provide water to the newly designated UGA. To that end, a $1,100,000 loan
was obtained from the Public Works Trust Fund (PWTF) to construct a new 1.1 million gallon
storage standpipe and a new booster pump station to move the water up from the existing system to
the new service area. Additionally, a $182,000 grant was obtained from Mason County for a new
well at the higher elevation. However, with the uncertainty of the status of Mason County's
Comprehensive Plan, the District has not completed the projects. The primary reason for this is the
potential lack of revenue to pay back the PWTF loan. The District does not have enough
customers to fully fund the loan payment without adequate growth.
I - 17
The District has adopted a formal Cross-Connection Control Policy, which is contained in Chapter
X, Miscellaneous Documents. The policy was previously approved by DOH as part of the 1994
Water system Plan.
1.9 Satellite Management
The District has discussed the possibility of providing satellite management services with other,
smaller water systems and developers wishing to develop in areas outside District boundaries.
Formal satellite management services are not now provided, and the District has not applied for
formal Satellite Management Agency status. However, the District is willing to discuss either
annexation or satellite management with other systems.
While the District is willing to discuss satellite management with nearby water systems, it has not
adopted a formal policy for such management. It should pattern its satellite management services
in a similar manner as that of Mason County PUD No. 1. Adoption of such a policy should receive
a high priority. This will demonstrate the District's desire and willingness to provide the Belfair
Community with good, solid water service.
During the development of the Water System Plan approved in 1994, a meeting was held with
several water systems in the Belfair area. Some of the systems were in the immediate vicinity of
the District and others were as far away as six or seven miles. Representatives from the DOH were
present and discussed the future impacts of regulations and costs. DOH also expressed the
department's desire to try to consolidate smaller companies for the benefit of all concerned. Other
issues discussed included the ability of individual systems to provide the proper fireflow.
While no specific commitments were made regarding developing a relationship with the District,
interest was raised. It is anticipated that contacts will be ongoing between the District and other
water systems. Some of the smaller systems may join with the District to the mutual benefit of
both. This will take time and negotiation. Each consolidation effort will have to be tailored to the
specific circumstances of the particular relationship.
The preferable way for the District to operate a satellite system would be to take over complete
ownership. This would clear the way for the District to eventually intertie its own system with that
of the satellite. Barring immediate ownership, the District will want an agreement to the effect that
at such time as the systems are intertied, the District will receive ownership of the satellite system.
In order for the District to be successful in managing other water systems as satellites, additional
staffing will be required. This is particularly true for those water systems that may not be
contiguous to the District's existing system. With one additional staff member, the District could
accommodate several other small water systems and provide better service than they probably now
receive.
1.9 Conditions of Service
A developer may apply for water service with the District if his/her development lies outside the
District Service Area. However, District approval is conditional on the developer submitting a
formal application for annexation prior to proceeding with construction.
I - 18
1.10 Complaints
When a complaint is received, the type of complaint characterizes the response by the District. For
example, for dirty water District staff will go to the location of the complaint and verify the
situation. The mains will be flushed in the immediate area to clean them of accumulated sediment,
etc. If the complaint is "no water," personnel will try to determine the source of the problem.
Many times the problem is in the service line, and can be readily remedied. If the customer has a
leak on the house side of the meter, the meter stop is shut off until the customer can repair the
problem. These are just a few examples of the types of emergencies that occur from time to time.
Complaints are logged in and, a record of the specifics of the complaint is kept. This includes
the name, date, location, and subject of the complaint, along with the response and remedy found
by the District.
I - 19
i
1.11 Comments from Agencies and Adjacent Purveyors
Comments received from other agencies will be included in the section.
See Section 1.12 for responses to each of the sets of comments.
I -20
1.12 Responses to Comments
Reponses to agency comments are included as separate sub-sections on the following pages.
I - 21
CHAPTER H
TABLE OF CONTENTS
II. Basic Planning Data and Water Demand Forecasting...........................................................................1
2.1 Current Population, Service Connections,Water Use, and Equivalent Residential Units............1
2.1.1 Population........................................................................................................................1
2.1.2 Service Connections .........................................................................................................1
2.1.3 Water Use and Equivalent Residential Units .....................................................................2
2.2 Projected Land Use, Future Population, and Water Demand .....................................................3
2.2.1 Projected Land Use...........................................................................................................3
2.2.2 Projected Population.........................................................................................................4
2.2.3 Projected Non-Residential Water Needs............................................................................5
2.2.4 Projected Non-Revenue Water..........................................................................................6
2.2.4.1 Accounted for Non-Revenue Water...............................................................................6
2.2.4.2 Unaccounted for Non-Revenue Water...........................................................................7
2.2.5 Water Rates and Rate Impacts on Water Demand..............................................................7
2.2.6 Water Demand Forecasting.............................................................................................10
LIST OF TABLES
Table 2.1 Mason County Population 1940—2000................................................................ 1
Table 2.2 Belfair Area Population 1980, 1990& 2000......................................................... I
Table 2.3 Belfair Water District No. 1 ERU Evaluation.......................................................3
Table 2.4 Belfair Area& UGA Population Projections........................................................5
Table 2.5 Belfair Water District Accounted for Non-Revenue Water...................................6
Table 2.6 BWD No. 1 Conservation Program Water Use Data Collection Requirements... 10
Table 2.7 Belfair Water District No. 1 Future Demand Forecast........................................ I I
LIST OF FIGURES
Figure 2.1 2001-2005 Monthly Average of SFR Usage....................................................................8
Figure 2.2 1995-2005 Monthly Average of SFR Usage....................................................................9
II-i
II. Basic Planning Data and Water Demand Forecasting
2.1 Current Population, Service Connections, Water Use, and Equivalent
Residential Units
2.1.1 Population
Mason County's Comprehensive Plan, which includes the Belfair Urban Growth Area Plan by
reference, gives the population of Mason County, and the sub-area of Belfair. The sub-area covers
a much larger area than is served by Belfair Water District No. 1. The total population of Mason
County at the 2000 census was 49,405, a 28.86%increase over the 1990 census. Table 2.1 lists the
decennial population of Mason County from 1940 to the present.
Table 2.1
Mason County Population 1940-2000
Year Population
1940 11,603
1950 15,022
1960 16,251
1970 20,918
1980 31,184
1990 38,341
2000 49,405
As is shown, the County experienced a steady growth, except during the decade of the 50's. While
specific population figures are not available for Belfair for the early years, indications are that the
Belfair area grew at a somewhat faster pace than the County as a whole. Population figures for the
Belfair area are only available for the 1980, 1990, and 2000 census years, and are presented in
Table 2.2.
Table 2.2
Belfair Area Population 1980, 1990 & 2000
Year Population
1980 3,742
1990 4,939
2000 7,316*
*Beljair UGA Market Study,page 9
2.1.2 Service Connections
At the end of 2005 the District had a total of 516 connections. Of these, 395 served single family
residences (SFR), ,five served multiple family residences (MFR), and 116 served
Il - 1
commercial/industrial (CON" accounts. The total number of residences served was 455 with
the five MFR connections serving 60 apartment units.
2.1.3 Water Use and Equivalent Residential Units
Water sales and pumping records for the years 2001 through 2005 were examined. Each of the use
components was evaluated to arrive at an initial equivalent residential unit (ERU) of usage based
on metered sales. Belfair has a relatively high commercial use factor, from 41.4% to 49.8% of
total sales in a given year. Table 2.3 presents the findings of the metered usage evaluation, as well
as the evaluation for determining the ERU's for Belfair Water District No. 1.
For the previous planning period,the average daily usage for an SFR ranged from a low of 150 gpd
in 1999 to a high of 179 gpd in 1997. With the exception of the high use average of 179 gpd in
1997, the average usage went down every year. The drop in the average daily use from 1995 and
further continued through the last five years is attributed to the District's adoption of its increasing
block rate structure. The rate structure was first implemented in late 1995. Usage would indicate
that residents got used to the higher rate. However, when the rates were again increased in early
1998, the effect on usage was dramatic. The average usage rate went to 162 gpd in 1998 to 150
gpd in 1999. There was a slight increase to 151 gpd in 2001, but another rate increase in early
2001 immediately dropped the annual average to 142 gpd in 2001. The usage rates have been in
the low to mid-130's ever since, and was 130 gpd in 2005.
The new rates particularly affected the commercial sector of use for the 2001 Water System Plan
Update, but new and larger commercial/industrial customers have recently connected to the
system. The overall C/I usage has increased substantially in the last three years. The table shows
the number of Single Family Residences along with their usage. The other types of connections,
Multiple Family and Commercial/Industrial evaluations are based on the SFR metered usage.
In order to evaluate the Equivalent Residential Units (ERU) for Belfair Water District No. 1, the water
use data was entered into a spreadsheet and the ERU's were calculated on three separate bases. First,just
the actual metered values were used. Then the average annual rainfall was used to calculate an Average
Daily Demand (ADD) based on climate. For this calculation, the rainfall record for Wauna was used. It
is closest official National Weather Service to Belfair. The average annual rainfall for Wauna is 52.37
inches. Finally, 246-290-221 WAC was consulted to compare the above calculated values with that
specified by Washington State Regulations. Table 2.3 below shows the water usage in the customer
categories and the resultant calculations of the ERU's under each scenario.
As is shown, the metered value for the ADD is quite low, as are the calculated values for the MDD, and
PHD. WAC 246-290-221 allows for a lower MDD than 350 gpd if there are good records for at least two
years. The minimum required time frame is exceeded as shown. However, discussions with DOH staff
indicate that the water system must be tight with minimum unaccounted for water. Non-revenue water is
discussed later in Section 2.2.4.1.
Because of the potential growth in the residential sector in the latter part of this planning period, the
District has opted to use the State mandated minimum MDD of 350 gpd per ERU. It is expected that
residential growth will increase at a substantially higher rate after sewers are installed. New homes mean
new landscaping,which will translate to a higher average SFR metered usage. The MDD of 350 gpd will
be used in the computer hydraulic analysis conducted and discussed in Chapter 3, System Analysis.
H -2
Table 2.3
Belfair Water District No. 1
Water Sales in Cubic Feet, 2001-2005
And
ERU Evaluation
Category zoel Zoo2 zoo3 2004 toes
No. Saks No. Saks No Saks Ne Sales No. Saks
SFR(Units) 378 2,393,645 378 2,457,957 387 '548,061 389 2,482,840 395 2,511,253
NER nits 60 219,286 60 2IZ433 60 237,031 60 273,445 60 316,610
Comm./Ind/Gov.Conn's 108 1,844,222 110 2,249,550 111 2,706,525 115 2,568,716 116 2,800,994
TOTAL 546 4,457,153 548 4X9,W 558 5,491,617 564 5,325,001 571 5AaW
SFR Avg Use 142 133 135 131 130
WR Avg.Use 82 72 81 93 108
Comm.Avg Use 382 418 546 500 541
ERU Values
ADD 142 133 135 131 130
MDD 294 266 260 262 261
PHD 217 205 210 207 1 209
No.ERU's
SFR 379 378 387 389 395
WR 35 33 36 43 50
Comm/lnd/Gov. 291 346 449 440 481
TOTAL 704 757 r2 872 926
ERU Values C
ADD Calculated 353 353 353 353 353
MDD(Calculated) 706 706 706 706 706
PHD Calculated 512 515 521 528 534
No.ERU's C
SFR 139 143 148 144 146
NER 13 12 14 16 18
Comm./1nd/Gw. 107 131 157 149 163
TOTAL 259 286 319 1 309 327
ERU Valises290-221
ADD 246-290-221 17
5 175 175
175 175
MDD 246-290-221 350 350 350 350 350
PHD 246.290-221 263 265 268 271 274
No.ERU's 462W221
SFR 280 298 298 291 294
Iv4 R 26 25 28 32 37
Comm./Ind./Gov. 216 263 317 301 328
TOTAL 522 576 643 624 1 659
2.2 Projected Land Use, Future Population, and Water Demand
2.2.1 Projected Land Use
A portion of the Belfair Water District No. 1 service area has been designated as an Urban Growth
Area (UGA) in Mason County's Comprehensive Plan. As such, it will have a mix of residential,
commercial and light industrial land uses. No specific zoning has yet been established, however
land use designations have been proposed in the Belfair Urban Growth Area Plan.
The ridge area to the north and east of the community center, presently undeveloped, will be the
focal point of the new development. A single owner owns most of the area. One residential area,
Iron Horse Crossing is presently being considered. Another 40-acre tract is being planned for
industrial development in the far northeastern corner of the Urban Growth Area. The construction
H -3
of the new bypass highway for SR-3 and new sewer installation will dictate to a considerable
extent where and when additional development will occur. The route for the new bypass has been
preliminarily determined, but no specific construction schedule has been set.
2.2.2 Projected Population
There are no definitive population projections for the Belfair Community area in either of the Mason
County Comprehensive Plan documents or from the Washington State Office of Financial Management
(OFM). The following is a discussion of the data available and how it is used in this water system plan.
Section IV.2 of the Mason County Comprehensive Plan, 2005 Edition, discusses the population of the
county and the urban growth areas (UGA's). In addition, the Belfair Urban Growth Area Plan
specifically discusses the population within the Belfair UGA. However, Belfair Water District No. 1
serves an area considerably larger that the UGA. Therefore, some assumptions are made as to the
projected service population for this planning period using the two named documents as a guide.
The Comprehensive Plan states that growth rate for Mason County in the 1990's was 2.6% annually.
There are no figures directly related to the Belfair area, except for the UGA, but no growth rates only an
estimated population in 2004 of 645. This population was arrived at by multiplying the number of
"residential parcels (with an improved value of more than$20,000)"by 2.5 persons per household.
The Belfair Urban Growth Area Plan states in its Introduction, "...The current population within the
UGA is approximately 900." Within the body of the document the Belfair UGA Plan estimated that were
294 residential units in the UGA and a population of 764 based a density of 2.6 per household in 2002.
The two documents do not agree on the residential density factor. The previous Mason County
documents used for the current water system plan used 2.56. This number is a compromise between the
two documents and therefore will be again used for this water system plan in calculating service
populations.
Historically, the Belfair service area growth has not been as robust as that of the greater Belfair area or
Mason County. From January 1996 to January 2006 the growth in the residential customer base was only
14.6%or an average of 1.37%per year. This growth rate was used to project the District's increase to the
year 2010,the estimated year for the sewer line installation. The importance of the year 2010 is that is the
year that has been estimated as the year the sewer will be installed in the Belfair area. Once the sewer
line is installed the growth rate for Belfair is expected to dramatically change.
Table 2.4 lists the projected Belfair Water District No. 1 service population at the various time intervals
used by Mason County and for this planning period. Since the timing elements do not coincide, both are
shown here.
There have been several growth rates estimated for the Belfair UGA by Mason County and OFM. In
1994 Mason County originally estimated the 2014 population for the Belfair UGA 4,000. The Belfair
UGA Market Study published by ECONorthwest suggests that even using the high end of the 3-5%annual
growth rate results in a 2020 population just under 2,000. For the purposes of this plan, a growth rate of
3.1%per year has been used for each year after 2010.
II -4
Table 2.4
Belfair Water District Area
And
UGA Population Projections
Year BWD Serv. Area Belfair UGA
2005 1,133 900
2010 1,230 N/A
2012 1,305 N/A
20142 1,384 41000
2020 1,669 2,000
2025 1,916 6,245
' Population Estimate,Belfair Urban Growth Plan
2 1994 Population Projection by Mason County.
3 2025 Population Estimate,Mason County Comprehenstve Plan, 2005 Edition
As is seen in the table above, the estimates by others are inconsistent. Therefore, Belfair Water District
No. 1 will rely on its own records and a"middle of the road"growth rate to plan for future water needs.
That approach will be sufficient for this planning period. Toward the end of this next six year planning
period,the sewers should be in, and the District will have a better idea for the true growth rate for the next
planning period.
2.2.3 Projected Non-Residential Water Needs
Although Belfair is a "bedroom" community for employment centers such as Shelton and
Bremerton,the District has a substantial non-residential water use component.
Over the years of 2000 through 2005, the system commercial water use has averaged 46.1%, with
a high of 49.8% in 2005 to a low of 41.41/6 in 2001. The low in 2001 was still lower than the
average non-residential use in the last planning period.. The rise to the high of 49.8% use by
commercial usage is because the development in Belfair over the last few years has been
predominately commercial, not residential. Of substantial impact was the addition of a concrete
mixing plant, Hard Rock Concrete, in 2004. This customer is connected to the new system
comprising Pressure Zone No. 2 and does not impact the usage in Pressure Zone No. 1 at this
writing. The two zones are not connected.
The installation of the new sewer system is preliminarily scheduled to occur in the 2009-2011 time
frame. The sewer will have a dramatic impact on development in the Belfair area. The Belfair
Urban Growth Plan; prepared by Makers Architecture and Urban design, Econorthwest, Heffron
Transportation, and MacLeod Reckord; proposes mix of land use designations. In the presently
undeveloped area to the north the plan proposes a combination of General Commercial and
Business-Industrial. The non-residential water use for the area will depend on exactly what kind of
commerciallindustrial activities do settle in. If the general use is commercial, the water use may be
low. However, if there is another "Hard Rock Concrete" or two, water use would likely be
considerably higher.
11 -5
2.2.4 Projected Non-Revenue Water
Along with water sales for the 2001-2005 period, non-revenue water was also evaluated. Total
non-revenue water use ranged from a low of 7.6% to a high of 19.0%. Records were examined to
determine if a specific reason for the discrepancies could be determined..
2.2.4.1 Accounted for Non-Revenue Water
Table 2.5 below lists the accounted for water, based on a review of District records and discussions
with staff. Explanations for the various components listed follow the table.
Table 2.5
Belfair Water District No. 1
Accounted For Non-Revenue Water
Volume(gallons)
Usage* 2001 2002 2003 2004 2005
System Flushing 625,000 600,000 650,000 500,000 650,000
Construction Flushing 60,000 0 35,000 10,000 400,000
Main Breaks/Leaks 25,000 350,000 10,000 0 50,000
Local Governments 100,000 105,000 100,000 90,000 100,000
Hydro-seeding 25,000 30,000 30,000 15,000 35,000
Theft 0 0 10,000 0 10,000
North Tank Overflow 730,000 730,000 730,000 730,000 730,000
Meter Losses (.5% of sales) 166,241 184,006 205,386 199,155 210,519
Water Pumped 37,908,236 45,443,244 45,462,842 43,105,864 47,621,734
Water Sold 33,248,113 36,801,151 41,077,295 39,831,007 42,103,850
Non-Revenue Water 4,660,123 8,642,093 4,385,547 3,274,857 5,517,884
Non-Revenue Water% 12.3% 19.0% 7.6% 7.6% 11.6%
Accounted for Water 1,731,241 2,024,006 1,770,386 1,544,155 2,185,519
Unaccounted for Water 2,928,883 6,618,087 2,615,160 1,730,702 3,332 365
Unaccounted for Water
(%of Water Pumped) 7.73% 14.96% 5.75% 4.02% 7.00%
*Volumes estimated
As is shown in the table, the unaccounted for water portion of the total water pumped was
inconsistent. After considerable review the high percentage of unaccounted for water in 2002
could not be determined.
Leaks in the system are generally a minor problem for the District. Several leaks have been found
in the past and repaired, but the overall trend appears to be on the increase. A major problem in
locating leaks is the general geology in the area and the location of the mains. The soil is fairly
gravelly and the hillside contains many springs. The mains are located along the roadside near
storm drain ditches which carry the surfacing groundwater away. This combination makes it
difficult to see leaks when they occur. The District hires a private contractor to locate them
whenever it suspects the location of a leak.
II - 6
The level in the South Tanks controls the well pumps. The well pump on/off levels had to be
adjusted so that the North Tanks adequately filled without the water oscillating back and forth in
the system. As a result, the North Tanks overflow approximately 2,000 gpd. This allows the
South Tanks to fill completely and shut the wells down.
The District replaces meters as soon as problems are found. Upon inspection, the meters are found
to be reading under the actual amount. As a result of these findings, it is estimated that
approximately 0.5%of the water sales is not registered on the meters.
2.2.4.2 Unaccounted for Non-Revenue Water
The remaining non-revenue water is unaccounted for.
The specific unaccounted for water level in 2002 cannot be readily explained. It is simply not
consistent with other years. There was one known major leak at the site of a new water main
construction project. The lead emptied both sets or reservoirs and both wells pumped ran for at
least two hours, before the water leak was discovered and the line shut off. This was the only
known leak that year. The only other plausible explanation for the discrepancy is that someone
may have had access to an out-of-the-way hydrant and was using it to get non-revenue water.
Although the District checks the difference between "Water Pumped" and "Water Sales" on a
monthly basis, if such a theft were spread out over a long summer, the difference may not be
noticeable.
One of the primary problems the District has is the distribution system. Although it is only
approximately 30 years old, it was constructed primarily with asbestos-cement (AC) pipe.
Additionally, as discussed above the geology of the region lends itself well to hiding all by the
largest leaks. Small leaks dissipate into the ground without ever surfacing until they grow to
such a size that they do eventually surface and can be found. If they do surface, many times it
into roadside storm ditches that are already flowing with groundwater, even in the summer time.
The District has an aggressive leak detection program, but the rate of leakage at any one point is
such that the leak remains undetected until the water finally surfaces.
2.2.5 Water Rates and Rate Impacts on Water Demand
Belfair Water District No. 1 adopted an increasing block rate structure in early 1995. This rate
structure has had an impact on year around water usage. Figure 2.1 is a graph of SFR monthly
water usage from January 2001 through December 2005. The graph also contains a 12-month
moving average of water use along with a regression analysis of the trend of the average usage.
It shows that the District's SFR average is dropping.
Figure 2.2 is a similar graph including all the years from 1995 to 2005. This graph shows that the
water usage downward trend has continued since the inception of the increasing block rate
structure.
II - 7
FIGURE 2.1 - 2001-2005 MONTHLY AVERAGE OF SFR USAGE
250
200
r
0 150
w
a A
g � Y. Y Y�
a 100
C9
50
0
O� O� O� O� O� O� Off' Off' Off' Off' Off' Off' 00 00 00 00 00 O� Off` Off` Off` Off` Off` Off` O� O� O� O� O� O�
TIME
Monthly Average Use —Moving Annual Average Annual Average Usage Trend
II-8
FIGURE 2.2 - 1995-2005 MONTHLY AVERAGE OF SFR USAGE
400
350
300
Q 250
0
w
a
cn 200
z
0
J
J
150
u .
100 -
50
0
�
c
TIME
- Monthly Average —Moving Average Average Trend
II-9
1
2.2.6 Water Demand Forecasting
Water Use Data Collection is a mandatory requirement for demand forecasting in accordance with the
District's water conservation efforts. Table No. 2.6 lists the data collection requirements as they specifically
apply to the District as a water system with less than 1,000 connections. The results of the data collection
are listed in the various elements above and below in this chapter.
Table 2.6
Belfair Water District No. 1
Conservation Program
Water Use Data Collection Requirements
Use Data Requirement
Source of Supply Meter Monthly&Annual Totals
Peak Day/Peak Month Each Year's Peak Totals
Non-Revenue Water
Unaccounted for Water(1) Annual Total
Accounted for Water Annual Total
Service Meter Usage Recorded
Single Family Monthly
Multiple Family Monthly
Commercial/Public/IndusbW Monthly
Agriculture/Irrigation System Monthly
Population Served Yes
Economic Data N/A
Conservation Data(2) Annually
(1) Unaccounted-for-water is that water that is lost through leaks,evaporation,or use that
is not recorded and/or accounted for. Public use such as fire protection, system flushing and
other designated uses can be estimated and should be included under Accounted-for-Water.
(2) All public water systems shall record and report the type, intensity, and duration of
water conservation efforts and the date at which they were begun.
The District has master source meters for all wells. The District keeps records to determine peak day and
peak month flow data from the source meter.
All service connections are metered. The present billing software used by the District does not allow for
classification by type. However, the total number of non-single family customers is small enough that
individual account usage can be totaled out of the monthly billing record. Peak day usage based on metered
sales is not available. It is available only through the source meters. Peak month flows by customer
classification are only available by manually tabulating each customer type, which was done for this
planning period.
The District estimates non-revenue uses of water. These uses include water for system flushing for cleaning
and construction purposes, Fire Department uses, Department of Transportation uses, and Department of
Natural Resources usage
District stafly based on the number of services, estimates population served using the OFM estimate of 2.6
residents per household for Mason County.
II - 10
r
With the implementation of the adopted conservation plan, Belfair Water District No. 1 is required to
maintain accurate records of the measures taken and results accomplished. The District gathers and keeps
the required water use data.
The following Water Demand Forecasts are based primarily on increased population. Commercial
land uses will be discussed below as they relate to increased water demand.
Table 2.3 shows the District's water sales by category from 2001 through 2005. It also calculates
the number of ERU's for the particular year, based on the sales for single family residences.
Table 2.4 lists the projected population for the Belfair Water District service area based on the
historical growth of 1.37% per year to 2010 and 3.1%growth factor after the year 2010. This rate
is estimated to be the "middle of the road" growth rate for the Belfair area. The District serves an
additional area outside of the designated UGA. Therefore, this plan uses the population
calculations of the District's service area for growth planning purposes. Table 2.7 uses the same
growth potential to project future needs. The projections are based on 2005-metered figures. The
metered peak day for 2005 was 153,680 gallons. This is considerably less than two times the
ADD. Therefore, the peak day use is set at twice the ADD in accordance with Equation 5-2 of
DOH's Water System Design Manual, dated June 1999. These figures are NOT used for the
hydraulic analysis in Chapter 3, but are shown here for conservation planning purposes.
Table 2.7
Belfair Water District No. 1
Future Demand Forecast
Gallons per Day
Year Avg,. Dem. Day Max. Dem. Day PD w/Consery
2005 115,353 230,706 N/A
2012 129,472 258,944 245,997
2026 188,004 376,008 357,208
Table 2.7 shows a five per cent reduction due to implemented conservation measures. This is
based on the highest water usage 2005. The discussion in Chapter IV talks about future savings
beyond the 130-gpcpd point. No specific improvement in usage is envisioned at this time due to
conservation measures, since the increasing block rate structure has apparently been very
successful to date. In addition when new homes are built from now on, they will likely require
considerable landscape irrigation. This will likely increase the average daily demand (ADD).
The figures in Table 2.7 reflect the current residential/commercial mix of the District's service
area. It is expected that the commercial sector will increase at a higher rate early in the planning
period. This is because the interest by property owners shown up to now has been primarily for
commercial development. Later in the planning period once sewers are installed, more residential
connections will occur as the employment base grows.
II - 11
CHAPTER III
TABLE OF CONTENTS
III. SYSTEM ANALYSIS............................................................................................... 1
3.1 System Design Standards..................................................................................... 1
3.1.1 Water Quality Parameters............................................................................... 1
3.1.2 Average and Maximum Day Demands............................................................ 2
3.1.3 Peak Hour Demand........................................................................................ 3
3.1.4 Storage Requirements .................................................................................... 3
3.1.5 Fireflow Rate and Duration............................................................................ 3
3.1.6 Minimum System Pressure............................................................................. 4
3.1.7 Minimum Pipe Sizes...................................................................................... 4
3.1.8 Telemetry Systems......................................................................................... 4
3.1.9 Backup Power Requirements.......................................................................... 4
3.1.1OValve and Hydrant Spacing............................................................................ 4
3.1.11 Looping......................................................................................................... 5
3.2 Water Quality Analysis........................................................................................ 5
3.2.1 Monitoring..................................................................................................... 5
3.2.2 Monitoring Results......................................................................................... 5
3.2.2.1 Bacteriological......................................................................................... 7
3.2.2.2 Lead/Copper ............................................................................................ 7
3.2.2.3 Asbestos................................................................................................... 7
3.2.2.4 Volatile Organic Chemicals...................................................................... 7
3.2.2.5 Herbicides and Other SOC's..................................................................... 7
3.2.2.6 Inorganic Chemicals................................................................................. 7
3.2.2.7 Nitrate-N.................................................................................................. 8
3.2.2.8 Sulfates& Sulfides................................................................................... 8
3.2.2.9 Arsenic .................................................................................................... 8
3.2.2.1 ORadionuclides.......................................................................................... 8
3.3 System Description and Analysis.......................................................................... 8
3.3.1 Source ........................................................................................................... 8
3.3.1.1 General Description and Condition........................................................... 8
3.3.1.2 Source Capacity Analysis ....................................................................... 11
3.3.2 Water Treatment.......................................................................................... 12
3.3.2.1 General Description an Condition........................................................... 12
3.3.2.2 Water Treatment Capacity Analysis........................................................ 12
3.3.3 Storage........................................................................................................ 13
3.3.3.1 General Description and Condition......................................................... 13
3.3.3.2 Storage Capacity Analysis...................................................................... 13
3.3.4 Distribution System...................................................................................... 13
3.3.4.1 General Description and Condition......................................................... 13
3.3.4.2 Hydraulic Capacity Analysis................................................................... 15
3.4 Summary of Deficiencies................................................................................... 18
3.4.1 Source ......................................................................................................... 18
3.4.2 Water Treatment.......................................................................................... 18
III-i
3.4.3 Storage........................................................................................................ 18
3.4.4 Distribution System...................................................................................... 18
LIST OF TABLES
Table 3.1 Maximum Contaminant Levels............................................................................. 1
Table 3.2 Belfair Fire Protection District Selected Fire Flow Requirements...........................3
Table 3.3 Belfair Water District No. 1 Monitoring Requirements..........................................5
Table 3.4 Belfair Water District No. 1 Sampling Requirements.............................................6
Table 3.5 Belfair Water District No. 1 Distribution Main Sizes........................................... 14
Table 3.6 Belfair Water District No. 1 Distribution System Model Roughness Factors......... 16
Table 3.7 Belfair Water District No. 1 Time Distribution of Model Flow Factors................ 16
Table 3.8 Computer Analyses of System Fireflow Capacity................................................ 17
i
III-ii
III. SYSTEM ANALYSIS
3.1 System Design Standards
Belfair Water District No. 1 uses the Water System Design Manual, published by DOH in June
1999. Prior to this specific manual, the District followed the preceding guidance documents used
by DOH. In addition, applicable American Water Works Association (AWWA) and American
Public Works Association (APWA) standards were used. These standards are still used to
augment and/or implement the requirements in the Water System Design Manual as needed. The
basis of all design work and/or operations and maintenance is guided by 246-290 WAC.
3.1.1 Water Quality Parameters
The District complies with the provisions of the Safe Drinking Water Act (SDWA) through
adherence with the regulations contained in WAC 246-29-300 through —320 as updated in June
2004, or as currently in effect. Table 3.1 below lists the inorganic and physical characteristic water
quality parameters the District is required to meet at the time of this writing.
Table 3.1
Maximum Contaminant Levels
INORGANIC CHEMICAL CHARACTERISTICS
Substance Primary MCL's (mg/1) Substance Secondary MCL's(mg/1)
Antimony(Sb) .006
Arsenic (As) 0.010 Chloride(Cl) 250.0
Asbestos 7x106 fibers/l Fluoride(F) 2.0
Barium(Ba) 2.0 Iron(Fe) 0.3
Beryllium(Be) 0.004 Manganese(Mn) 0.05
Cadmium(Cd) 0.005 Silver(Ag) 0.1
Chromium(Cr) 0.1 Sulfate(SO4) 250.0
Copper(Cu) * Zinc (Zn) 5.0
Cyanide (HCN) 0.2
Fluoride(F) 4.0
Lead(Pb)
Mercury(Hg) 0.002
Nickel (Ni) 0.1
Nitrate(as N) 10.0
Nitrite(as N) 1.0
Selenium (Se) 0.05
Sodium (Na)
Thallium(Tl) 0.002
* Although the state board of health has not established MCLs for copper, lead,and sodium,there is sufficient
public health significance connected with copper,lead,and sodium levels to require inclusion in inorganic chemical
and physical source monitoring. For lead and copper,the EPA has established distribution system related levels at
which a system is required to consider corrosion control. These levels,called-action levels"are 0.1 S mg/L for lead
and 1.3 mg/L for capper and are applied to the highest concentration in ten percent of all samples collected from the
III- I
distribution system The EPA has also established a recommended level of twenty mg/L for sodium as a level of
concern for those consumers that may be restricted for daily sodium intake m thaw diets.
Table 3.1 (Continued)
Maximum Contaminant Levels
PHYSICAL CHARACTERISTICS i
Substance Secondary MCL's
Color 15 Color Units
Hardness None Established
Specific Conductivity 700 umhos/cm
Total Dissolved Solids(TDS) 500 mg/L
Disinfection By-Product MCL(mg/L)
Total Trihalomethanes(TTHMs) 0.080
Haloacetic acids (five)(HAAS) 0.060
Bromate 0.010
Chlorite 1.0
Radionuclides
The MCLs for radium-226 and radium-228 gross alpha particle activity, beta particle activity and
photon radioactivity, and uranium shall be as listed in 40 CFR 141.66
Organic Chemicals
VOCs—The MCLs for VOCs shall be as listed in 40 CFR 141.61(a).
SOCs—MCLs for SOCs shall be as listed in 40 CFR 141.61(c).
3.1.2 Average and Maximum Day Demands
The average day demand has been decreasing for the District since it adopted its first increasing
block rate structure in 1995. It is expected that the average day demand will not decrease much
further, because the new growth anticipated would be all brand new with landscaping that will
require extensive irrigation at least for the first year. A higher growth rate is anticipated from
approximately 2010 on. A new sewer system installation is expected around 2010, which will
allow for more rapid growth. This will be particularly true for residential development even if
native plants are used for landscaping. All new landscaping requires added irrigation for the first
year.
Three methods were evaluated to determine the Average Daily Demand, metered sales, calculation
using the formula ADD =(800/ARR)+200, and 246-290-221 WAC. The ADD based on metered
sales in 2005 was 130 gallons per connection per day(gpcpd). Using the calculation method based
on the Average Annual Rainfall for the Wauna weather station, the ADD is 353 gpcpd. Using the
minimum MDD required in 246-290-221 WAC of 350 gpcpd, the ADD is 175 gpcpd.
III-2
3.1.3 Peak Hour Demand
The formula PHD = (MDD/1440)(C)(N ) + F) +18 is used to calculate the Peak Hour Demand
(PHD). For the metered sales, the PHD is 209 gpm, and for the PHD using the calculation method
based on rainfall is 534 gpm. However, the PHD calculated based on 246-290-221 WAC is 274
gpm. This latter rate is used in the computer hydraulic analysis.
For this plan, the hydraulic analysis is based on the MDD required by 246-290-221 WAC.
However, the well pumping rate is generally not sufficient to recover fireflow losses for Pressure
Zone No. 1 in a reasonable time (<24 hours) during peak period use. Therefore, the calculated
figure of 534 gpm figure based on the rainfall record is used to develop the source capacity
analysis.
3.1.4 Storage Requirements
Storage requirements for Belfair Water District No. 1 are based on with the requirements of
Chapter 9 of the Water System Design Manual. The components of storage will be operating
storage, equalizing storage, standby storage, fire suppression storage, and dead storage. For
Belfair, the Mason County Fire Marshal previously approved the use of"nested" storage for fire
suppression for the District's 1994 Water System Plan. This scenario continues for this plan. This
is the basic reason for using the higher PHD when analyzing source capacity.
3.1.5 Fireflow Rate and Duration
Mason County uses the Washington Surveying and Rating Bureau formulae for determining
-- fireflow requirements for individual commercial and industrial structures. Table 3.2 lists the
fireflow requirements determined by use of the formula for selected businesses located in various
parts of the community.
Table 3.2
Belfair Fire Protection District
Selected Fire Flow Requirements
Building Address Fire Flow Required Duration(hrs)
All Star Mini-Storage E. 19720 Hwy 106 4,250 4
Belfair Center NE 24092 Hwy 3 3,000 3
Belfair Elem. School NE 22900 Hwy 3 3,500 3
Belfair Truck& Paint NE 23530 Hwy 3 2,000 2
Oa QFC Market NE 160 Hwy 300 4,500* 4
McLendon Hardware NE 51 Hwy 300 4,500* 4
Sande's Boat Works NE 23940 Hwy 3 2,250 2
Benyon Center NE 120 Hwy 300 2,250 2
Belfair Motel NE 23322 Hwy 3 3,750 3
* The QFC Supermarket and the McLendon Hardware are fiilly sprinkled buildings. The
allowable fire flow reduction for a fiilly sprinklered building can be up to 75%of the required
fire flow. The final accepted reduction is subject to Fire Marshal approval.
III- 3
3.1.6 Minimum System Pressure
Belfair's Water System operates as two separate pressure zones at the time this plan is being
developed. The static hydraulic grade line (HGL) for Pressure Zone No. 1 is 272 feet with 16'
high concrete storage tanks. However, there are a few homes that are located near the District's
south tanks at elevations above 200'. As such, they would experience pressures below the
minimum of 30 psi required and normally maintained. In the case of these homes, each is outfitted
with a domestic booster pump that delivers domestic flow in excess of the 30 psi minimum. There
are also a few homes located above the south tanks. For these,the District operates a small booster
pump station that maintains a system pressure between 35 and 50 psi.
Pressure Zone No. 2 was established with the construction of the Well No. 4 improvements and a
new, 1.1 mg storage tank on the ridge to the northeast of the Belfair community center. As this
plan is being written, the two pressure zones are not interconnected. The District has submitted a
grant request to Mason County for the funds to construct a new connection pipeline and pressure
reducing station.. The static HGL for Pressure Zone No. 2 is 478'.
3.1.7 Minimum Pipe Sizes
The District adopted a policy to normally require a minimum pipe diameter of eight (8) inches
unless the line is looped. There are a few lengths of pipe in service that are six (6) inches in
diameter, but they were constructed prior to implementation of the present policy. The only
exception allowed by the District is for short, dead-end lines where only a few customers are
served and no fireflow is required. In that case the line size may be reduced to four(4) inches.
3.1.8 Telemetry Systems
All of the District's wells,tanks and pumps can be operated by remote control from the office. The
telemetry system polls each of the facilities on a regular basis, around the clock. A report of the
polling is printed out at the office. If the system finds a problem, an alarm is sounded. If the alarm
goes off after hours, the computer contacts one or more of the staff members by telephone and
automatically reports the problem orally.
3.1.9 Backup Power Requirements
The District has two diesel power generators. One is permanently mounted at the office where
Well Nos. 1 & 2 are located. The second generator is trailer mounted and can be towed to Well
No. 3 and manually connected to the power supply for that well. However, both generators are
from military surplus, and parts are hard to come by when repairs are required. As this plan is
being developed, the District is in the process of purchasing and installing a new, permanently •
mounted generator at its Hummingbird Well site.
3.1.10 Valve and Hydrant Spacing
Valve spacing policy is such that only the minimum amount of line need be isolated to fix a
problem. This is generally about 600-700'. However, this policy was adopted after the 1994
Water System Plan was approved. Prior to that time many of the valves were installed spaced at a
quarter mile or more apart.
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3.1.11 Looping
The Community of Belfair's general geographic configuration has limited any significant looping
up to this writing. Since the area lies between Hood Canal and a high ridge, the community has
developed longitudinally along SR-3 and the other highways. The opportunities for looping are
very limited in Pressure Zone No. 1. As the area on the ridge in Pressure Zone No. 2 develops and
new water lines are constructed, looping of mains will be be required whenever and wherever
possible.
3.2 Water Quality Analysis
3.2.1 Monitoring
The Washington State Department of Health (DOH) issues a monitoring schedule annually to the
District for the upcoming year that includes all monitoring requirements for that year. Table 3.3
lists the schedule the District generally is required to meet for each of the various sampling events.
Table 3.3
Belfair Water District No. 1
Monitoring Requirements
Monitoring Group (Test Method) Sample Location Schedule/Status
Asbestos ASB Distribution 1 distribution sample every 9 years
Bacteriological Coh Distribution 3/month*
Lead/Co LCR Distribution Same as directed by DOH
Dioxin SOC-1613 All sources Waived through 12/2007
Endothall SOC-548.1 All Sources
EDB and other fumigants VOC-504 S 01,S 03,& 1 sample every 3 years
S 04
Glyphosphate
Herbicides SOC-515.2 S 01,S 03,& 1 sample every 3 years
S 04
Insecticides SOC-531.1 S 01,S 03,& 1 sample every 3 years
S 04
Inorganic Contaminants IOC Sol, 1 sample betw. 1/02& 12/10
Inorganic Contaminants IOC S 03,&S 04 1 sample every 3 years
Nitrate* NTT S 01,S 03,& 1 sample every year
S 04
General Pesticides SOC-525.2 S 01,S 03,& 1 sample every 3 years
S 04
Di uat SOC-5549.1 All Sources Waived through 12/2007
VOC VOC-524.2 S 01,S 03,& 1 sample every 3 years
S 04
Radionuclides* RAD All Sources I sample every 4 years
* These contaminant momtonng groups do not have waiver options under SDWA
* Based on size, the District is only required to take two bacteriological samples per month However, with two
completely separate pressure zones,it takes a third sample each month.
3.2.2 Monitoring Results
Table 3.4, on the following page, is a matrix of the samples required and taken over the past five
years by Belfair Water District No. 1.
III- 5
TABLE 3.4
BELFAIR WATER DISTRICT No. 1
WATER SAMPLING REQUIREMENTS 2002-2006
CHEMICAL SAMPLE REQUIRED and TAKEN
PARAMETER 2002 2003 2004 2005 2006
S S S S S S S S S S S S S S S S S S S
01 02 03 SYS 01 02 03 04 SYS 01 02 03 04 SYS 01 02 03 04 SYS O1 02 03 04 SYS
Bacteriological
2/mo X X X X X
Lead/Copper X X
Asbestos X
VOC's X X X X X X
TTHM's X X
Haloacetic Acids X
Herbicides X
Gen. Pesticides X
Insecticides
EDB et al.
Dioxin et al.
IOC's X I X X
Arsenic X X X X X X X X X X X
Nitrates X X X X X X X X X X X X I X X X X X
Sulfates X X X X
Sulfides X X
Radionuclides X X X X X X
III- 6
3.2.2.1 Bacteriological
Belfair Water District No. 1 is required to take two samples per month for coliform tests. During
the period of 2002-2004 the District experienced bad samples in the south end of the system along
SR-106. This primarily occurred in the fall during the low use period. Several of the homes in this
area are seasonal, so usage sometimes will drop of even more. To combat this problem, the
District disinfected the subject mains and both of the south tanks. The system was then drained
and flushed.
However, this problem arose again in four months during 2004, including the spring and summer
time. With these occurrences, in January 2005 the District agreed to an order from DOH to install
disinfection facilities for Well Nos. 1 & 3. During the pre-installation period, the District installed
a manual disinfection device at its Hummingbird Well (Well No. 3). The system was not a formal,
automatic disinfection system, but served to inject disinfectant into the system as necessary. The
new disinfection facilities went on line on May 17, 2005. Since that time,the District has not had a
single bad bacteriological sample.
The new Well No. 4 includes an onsite sodium hypochlorite generation system to disinfect the
water in the new tank and to service Pressure Zone No. 2. Once the two pressure zones are
connected, disinfected water will also be fed to the lower pressure zone.
3.2.2.2 Lead/Copper
The repeat samples for lead/copper were taken and analyzed in June 2002 and November 2005.
For June 2002 half the samples came back at <(0.02) mg/1 and the others ranged up from 0.03 to
one at 0.15 mg/l. All 2002 lead samples were <0.002 mg/l. For November 2005 all copper
samples were <(0.20), and lead came in with seven samples at <(0.002) mg/l, two at 0.003 mg/1
and one at 0.022 mg/l. All samples were well below the Action Level for both lead and copper.
3.2.2.3 Asbestos
In accordance with regulations, Belfair Water District No. I took a sample for asbestos analysis in
March 2005. The analysis of the sample indicated a count of<0.083 million fibers/liter (MFL),
longer than 10 microns. This is well under the MCL of 7 MFL.
3.2.2.4 Volatile Organic Chemicals
Samples were taken from Well Nos. 1, 3 & 4 in September 2003 and analyzed in accordance with
EPA Test Method 524.2. In all samples, no VOC's were detected. Another sample was taken for
VOC analysis under the EPA Method 524.2 from Well No. 4 in June 2004. No VOC's were
detected, except the TTHM result was 3.6 µg/1. Well Nos. I and 3 were sampled for VOC's in
April 2006. No VOC's were detected.
3.2.2.5 Herbicides and Other SOC's
The District has been granted a waiver for monitoring these through December 2007. No samples
have been taken or analyzed.
3.2.2.6 Inorganic Chemicals
Inorganic chemical monitoring for the District took place in July 2003. The results of all analyses
for all IOC's returned levels well below the MCL for the respective chemical.
III- 7
3.2.2.7 Nitrate-N
The latest Nitrate-N results from June 2006 were<(0.5)mg/l, the State Reporting Level (SRL).
3.2.2.8 Sulfates& Sulfides
The District tested for Sulfates and Sulfides in November October 2004, respectively. All sulfate
results were<(10) mg/l, while the results for Well Nos. 1 & 3 were 3 µg/1 and 1 µg/1, respectively.
All well below action levels.
3.2.2.9 Arsenic
Arsenic was sampled for on several occasions over the past five yeas. In 2002 the three then active
wells were sampled with the results of 0.003 mg/l, 0.005 mg/1 and 0.002 mg/1 respectively for Well
Nos. 1, 2, & 3, respectively. In 2003 all four wells were sampled and the results were: Well No. 1
— 0.005 mg/l, Well No. 2 — 0.007 mg/l, Well No. 3 - <(0.002) mg/l , and Well No. 4 - < (0.002)
mg/l. Again in 2004 all wells were sampled with the following results: Well No. 1 — 0.003 mg/l,
Well No. 2—0.003 mg/1, Well No. 3 -<0.002 mg/l , and Well No. 4-<(0.002) mg/1.
3.2.2.10 Radionuclides
Radionuclide samples were taken and analyzed in February 2003. The results for Gross Alpha
were ND, or not detected for S 01, Well No. 1, and S 02, Well No. 2. A January 2004 sample was
take for Well No. 4 and analyzed for Gross Alpha and Beta particles. The results were ,1.0 pCi/1
for Gross Alpha and <2.0 pCi/1 for Gross Beta In June 2004 all four sources were sampled and
analyzed for Radium 228. All results were <1.0 pCi/l. Again in December 2004 Well Nos. 2, 3
and 4 were sampled for Radium 228. The results were ND for all samples The results were all
well under the MCL of 15 and 50 pCi/1 for Gross Alpha and Gross Beta particles and 5 for Radium
228, respectively.
3.3 System Description and Analysis
3.3.1 Source
3.3.1.1 General Description and Condition
The District has four wells in service to provide water to its customers. With the formation of the
District in 1966, a new source of potable water had to be found. The existing artesian well at the
Mason County PUD No. 3 site was converted to community use. Since that time another well was
drilled on the site. Both wells are flowing artesians.
Both wells are located on the west side of SR-3, approximately 150' from the pavement. There are
buildings within the 100' radius circle around the wells. One is the District's office and the other is
the maintenance/shop building. The drain field that serves both buildings is located approximately
300' west of the wells. Because the source of water is artesian and located below very tight,
confining soils, the wells are not in jeopardy of being contaminated by surface activities.
Additionally, the source of the water taken from the wells is a considerable distance away from the
actual wellheads.
III- 8
Well No. 1, the original well on the site is the District's primary source of water for Pressure Zone
No. 1. There are two 25-horsepower Allis-Chalmers, 3,500 rpm booster pumps serving this well.
Each pump is rated at 155 gallons per minute (gpm) at 255' total dynamic head (TDH). Each
pump will provide approximately 150 gpm to the distribution system and storage. Only one
booster pump operates at a time. The pumps are rotated so that each pump is rested for one
operating period. When operating, the hydraulic pressure residual is 8.5 psi.
Well No. 2 was disconnected from Well No. 1, and had its own submersible well pump installed.
Although this well is a flowing artesian, its capacity is such that the water level drops back into the
casing. This well is now held only for emergency purposes. While trying to upgrade this well to
stand on its own, it was found that it "makes sand" at high, or near water right, pumping rates.
Even at moderate pumping rates, it makes sand for a short time before producing clean, clear
water. In order to use it, the first flush of pumping must be manually bypassed until the water is
clear. It only then is directed to the system.
A third well on Hummingbird Lane was placed in operation in 1995. This well is also artesian, but
not a flowing artesian. The original permit granted a withdrawal water right of 350 gpm.
However, when it was tested prior to activating it, it was found that the well could only sustain a
275 gpm pumping rate. A submersible well pump rated at that capacity for distribution HGL
operation of 272' was installed. This well is the secondary source of supply for the District.
All three wells were analyzed for their potential for long term use for the District's 1994 Water
System Plan. The following discussion of the area geology is based on a review of available data
and evaluation by John Noble of Robinson & Noble, Inc. (R&N), Tacoma, Washington. The
following data was used for the evaluation:
I. Belfair Well No. 1, near SW corner of Section 32. Drill log prepared by Bedell,
pump test performed by John Robinson(R&N) in 1976, notes on pressure readings
taken by Belfair, 1993.
2. Belfair Well No. 2, near Well 1. Construction report by Robinson&Noble (1977).
3. Belfair "Hummingbird" well in Section 6. State log by Mathew Drilling (1987).
4. Two wells, Callow and Griffith-Lohman, in the vicinity of Hummingbird well.
Data is from State Water Supply Bulletin#29(1970).
The noted wells are along Lynch Cove shoreline area, separated by less than a mile.
All are flowing artesian and all penetrate thick confining layers of clay. Permeable
sand, or sand and gravel, is shallowest at Hummingbird (160 feet) and deepest at
the Belfair field (350 feet). The base of the hydrostratigraphic system is believed to
be a dense glacial till starting at 387 feet in Belfair#2. The permeable zones do not
appear to be laterally continuous, but instead are likely to be lenticular.
The Belfair wells are the only ones that have been accurately pump tested. The
calculated aquifer transmissivity there is about 20,000 gpd/ft which is indicative of
III- 9
a good aquifer. Belfair#1 has historically been a better producer than#2. Well No.
2 was screened across two zones which bracketed the zone tapped by Well 1. The
intent was to construct a better well, but ironically, the unscreened Well No. 1 is the
more efficient. It is apparently open-bottomed or "bare foot." Such wells, when
developed in artesian situations, can develop a cavern beneath a roof of competent
clay. The sand mined out of the cavern flows out at the surface and ultimately stops
passing. The result can be a very efficient well with no entrance losses. The
concern with these wells is that there could be a collapse of the root rendering the
well completely useless.
Well field use in July, 1993 was reported at 610,000 cubic feet, averaging about
20,000 cf per day, or about 100 gpm. For the period August 16-24 (six days),
metered use was 168,670 cf, and pump-hour total was reported at 75.2 hours. Those
records indicate the actual pumping rate to be 280 gpm and the average daily use to
be 210,275 gpd, or 146 gpm. A test of Well 1 in 1976 showed that well to be
pumping 170 gpm.
In 1976 the shut-in pressure when Well 1 was pumping was 8.5 pounds per square
inch (psi), rising to 15.9 psi when the pump was turned off. In 1977 the shut-in
pressure was measured at 11.7 psi. Water district records from November, 1992
through August, 1993 show pressure ranges from 14 to 9 psi. The incomplete data
set does indicate that there has been no long-term depletion of artesian pressure
caused by years of pumping.
Well Nos. 1 and 3 are the primary sources, with Well No. 2 for emergencies only,
of potable water to the District in Pressure Zone No. 1. The two primary wells
appear to be capable of at least 425 gpm continuously. The long-term concern
would be salt water intrusion. That condition should not occur if pressure heads at
the wells remain at or above land surface when measured within at least 30 minutes
of the pump being off. Routine monitoring of water levels or shut-in pressures
should be maintained to warn of water level depletion. The condition of
maintaining non-pumping water levels at or above land surface is a conservative
one. Lower water levels would serve notice to study the system to avoid the
possibility of salt water intrusion.
The recharge area for the aquifer system is likely on the uplands to the southeast.
There should be no reasonable concern of quality deterioration of the aquifer water
as long as land use on the uplands does not include landfills or industrial uses where
abnormal quantities or types of pollutants would be added. Domestic wastes
percolating through the complex system of soils above the aquifer will be
adequately treated to prevent pathogenic organism transfer. Nitrates are not
expected to ever be present because denitrification should occur within the artesian
aquifer system.
A new well, Well No. 4, was added to the system inventory in 2002. This well was originally dug
by the previous property owner. However, the District was able to obtain water rights from the `
III_ 10
Washington State Department of Ecology (DOE) and a grant in the amount of $182,000 from
Mason County in 2001 to purchase the well. Using the Public Works Trust Fund loan originally
obtained for a new tank and pump station, the District was able to install new pumping equipment
as well as a new hypochlorite generation facility in conjunction with the new storage facility
discussed in Section 3.3.2.
Belfair's Well No. 4 is located in the NE 4 NW4 of Section 28, T 23 R 1W W.M. It is 640' deep
from a ground elevation of 434 feet. The static water level is 185' below ground surface. The well
was pump tested at an average of 637 gpm for a period of 24 hours. The following is a direct quote
from the Recommendations and Conclusions of the Well report prepared by Robinson &Noble of
Tacoma, Washington:
The well is capable of a long-term yield of 600 gallons per minute. For this rate,
the pump inlet should be set at a depth of 50 feet, and a one-inch steel sounding
tube installed for direct water level measurements. The efficiency of the well is not
as great as would be expected from an aquifer with the observed characteristics, and
later redevelopment utilizing physical and chemical methods are advised if mote
than 600 gpm is ever required. A doubling of the well's specific capacity is not
unreasonable. The well, as it now stands, would readily serve as a public supply
source of 600 gpm. With further development, it is likely that 1,000 gpm would be
available from this single well. A second well in the area could also be used to
increase the yield. Interference between two well should be minor.
3.3.1.2 Source Capacity Analysis
The District presently has three wells in Pressure Zone No. 1 from which to draw water for the
lower system's needs. One of the wells, Well No. 2 is reserved strictly for emergency purposes,
because of sand generation problems. While the water from this well exceeds water quality
standards once it has been flushed clean of sand, the process to clean the water is manual and
somewhat time consuming. It requires a staff member to watch the flushing and test the water
before it can be directed into the system.
The remaining two wells can produce 425 gpm on a sustained basis. This is insufficient for the
long term growth projections cited by Mason County and in this plan. While 425 gpm will
produce 612,000 gallons per day, it means that the well would have to run constantly, 24 hours per
day. This is not a desirable operating scenario, nor is it realistic. The annual average use granted
in the existing water right for the three wells in Pressure Zone No. I is 225 AF/Yr, or 196,242
gallons per day. Therefore, the wells cannot be pumped on a 24 hour per day basis without
exceeding the water right.
With addition of Well No. 4 in the second pressure zone, the primary water rights have been
increased by 600 gpm and 645 AF/Yr. This appears to be more than adequate for district supply
purposes for this planning period, even possibly to the 20-year term. However, since this source is
not connected to the lower zone at this plan is being prepared, it cannot contribute to the recovery
of storage. The district must rely on the two active wells in Pressure Zone No.1 for the time being.
III- 11
The water right analysis contained in Chapter 4 shows that the District has total for up to 730 gpm
existing rights for instantaneous withdrawal. However,the restrictions noted earlier for Well No. 2
limit the actual amount of water available to 425 gpm on an automatic basis (i.e., not manually
turning on Well No. 2).
A fourth well was acquired by the District. It is located on the upland area to the north and east of
the Belfair Community Center in the NW '/4, NE '/4, Section 28 Township 23 N, Range 1 W, WM.
It was purchased from the property owner, and the water rights to the well transferred and granted
by DOE. The well was test pumped and has shown to have a sustained yield of over 600 gpm.
With the addition of the 600 gpm to the 425 gpm previously held, the District now has over 1,000
gpm available. If projections hold for the anticipated growth through the Year 2012,the total ADD
will be 129,472 gpd. The additional well will allow the District to maintain its storage capacity
and recover fairly rapidly from any required storage use. For the Year 2026 growth projection, it is
anticipated that the total ADD will be 188,004 gpd.
3.3.2 Water Treatment
3.3.2.1 General Description an Condition
Since the last Water System Plan Update in 2001, Belfair Water District No. 1 has installed
hypochlorite disinfection facilities on all of its wells. The first facility was installed in conjunction
with the construction of a new 1.1 mg storage tank and the new well pumping facilities for Well
No. 4. It is an on site generation facility that uses salt to generate the hypochlorite solution that is
fed into the well discharge line.
Over the years, the District has had a positive bacteria test from time to time. However, in April
2004 it began to have a series of problems that resulted in four bad test results. The problems were
isolated being in the Rose Point area in the south end of the system. This area is not looped and
has a few seasonal residences that have resulted in inconsistent flows. The District installed a
temporary chlorine injector pump in its Hummingbird Well House and used this well as its primary
source. No problems were encountered when this system was in operation.
The Washington State DOH issued an order, which the District agreed to, to install new t
disinfection facilities at all of its well sites. The District chose a dry, hypochlorite injection system
sized for each of the well systems. The facilities were installed in May 2005. Since their
installation, no further samples have come back bad. The District maintains 0.2 mg/1 chlorine
residual in all lines in its system.
3.3.2.2 Water Treatment Capacity Analysis
Since all three hypochlorite facilities are sized to fit with the specific wells they serve, there is
adequate capacity to meet the needs of the District. The District maintains some critical spare parts
on hand in the case of an emergency. Well Nos. 1 & 3 can be turned on or off as the need arises
due to a loss of disinfection facilities.
III- 12
3.3.3 Storage
3.3.3.1 General Description and Condition
The District presently has storage tanks at two locations to serve its customers in the lower
pressure zone, Pressure Zone No. 1. Each location contains two tanks. Each tank is cast-in-place
concrete, 26' in diameter, approximately 17' high. Usable storage height in each tank is 16' for a
storage capacity of approximately 63,500 gallons. Total system storage is 254,622 gallons. The
north tanks are located on the hillside almost due east of the intersection of SR-3 and the Old
Belfair Highway. The south tanks are located on Razor Road at the south end of the system,
approximately one half mile from SR-3.
All tanks in both sites are at ground level at an elevation of approximately 255.5'. The overflow
elevation on each tank is elevation 272'. The tanks provide "floating" storage for the system. The
HGL is maintained in the system by the tanks as water is pumped into them by the booster pumps
and is withdrawn as system demand requires.
In 2002 the District completed the construction of a new 1.123,258 gallon storage tank to serve the
upper elevations of the District's service area. This tank (standpipe) is a total of 125' in height
with a 40.0' diameter. The base elevation is 358.5 and the overflow elevation in 478.5'. The static
HGL elevation is 478.0.' The District intends to eventually connect this tank to Pressure Zone No.
1 to augment the storage of the lower zone.
3.3.3.2 Storage Capacity Analysis
Belfair Water District No. 1 is critically short of storage capacity in Pressure Zone No. 1 when
fireflow requirements are examined under the current storage tank configuration. Even using
"nested storage"the District is far short of providing long term fire fighting capability in the lower
pressure zone. The hydraulic analysis of the system later in this chapter indicates that the system
can provide up to approximately 3,000 gpm depending on location. If a full, four-hour
requirement is used, this means that the system will have to provide up to 720,000 gallons of water.
There are only approximately 250,000 gallons available. More storage is required, and an
interzone connection would add the 1.12 mg of the standpipe to the lower portion of the system.
3.3.4 Distribution System
3.3.4.1 General Description and Condition
The distribution system is relatively new in terms of the time it's been in the ground. All of the
present system was constructed subsequent to the District's formation in 1966. The predominant
material used to construct the system is asbestos-cement (AC). The District switched to Polyvinyl
Chloride (PVC) pipe, along with most other water systems, with the concerns raised about
asbestos. However, in 1996,the District adopted a formal policy to use ductile iron pipe (DIP) for
all new water main construction.
Pipe sizes in the system range from four to eight inches, with some two-inch lines serving very
small dead-end services. The main distribution lines along State Highway 3, SR 106, and Old
Belfair Highway are eight inches in diameter. Smaller diameters are used for some of the branch
III- 13
lines. Table 3.5 lists the various sizes of pipe in the system, along with their types and estimated
lengths.
Table 3.5
Belfair Water District No. 1
Distribution Main Sizes
Dia. of Main in. Material Est'd Len ft.
16 DIP 2,000
12 DIP 4,300
8 DIP 12,800
6 DIP 2,200
8 PVC 5,600
6 PVC 3,200
g AC 33,600
6 AC 3,000
TOTAL 66,700
A small portion of the system lies above the storage tanks on Razor Road. Because of this
location, a small booster pump station drawing its supply directly from the Razor Road tanks
serves the customers. The system is pressurized via two small, variable speed pumps, which
maintain a system pressure ranging from a high of about 52 psi to a low of 35 psi. This system is
adequate for now, because it only serves ten customers, but additional development is expected
during the six-year term of this plan. Although there are fire hydrants located in this area, fireflow
is not available.
Generally, the distribution system is in fairly good condition. As discussed in Chapter 2, the
District apparently has some leaking problems that are difficult to locate. All of the leak problems
identified to date have been in the AC mains.
There are no sewers in the Belfair Community area. However, it is the intent of the District to
require a minimum of a ten-foot separation horizontally between future sewers and the water
mains. The District will use the Department of Ecology's Criteria for Sewage Works Design,
dated December 1998, as guidance, specifically Section C 1-9, or as may be amended.
Because of the layout of the community and the topography of the area, the system is not looped
twith the exception of a small area at the intersection of SR-3 and Clifton Lane. Dead-end lines are
located on each of the branches of the system on Razor Road, SR-106, SR-3, SR-106, and Old
Belfair Highway.
As discussed in Chapter 2, leaks are a problem the District has not been able to completely resolve.
The geology of the area hides most leaks until they become large enough to force the water to the
surface in a fairly steady stream. The other problem is that many times when the water does
surface, it goes directly to storm drain ditches which, generally have water in them on a year
around basis due to seeping groundwater. This further masks a leak's location.
III- 14
Leaks have found to be from joints where gaskets may have been dislodged, small leaks in
customer service lines, and lines that may have been crushed by heavily loaded trucks running over
them. One leak was caused by a beaver dam in a drainage system creek bursting and washing out
the water line nearby.
Presently the District has no formal policy for distribution line replacement. The existing system
was constructed subsequent to the formation of a ULID forming the District in 1966. Overall, the
distribution lines are in fairly good condition.
System pressures are monitored constantly by the computer as it polls the reservoirs. Because the
system is operated by gravity, the reservoir levels indicate system pressure. Each time the
computer polls the reservoir or a well pump, the results are printed out in hard copy form. If
someone calls in with reduced pressure, staff responds to the location to investigate.
The District's distribution system is not on a computer,other than the system maps that accompany
this plan. A hard copy map is maintained manually by District staff.
Valves are generally located at tees and or branches where necessary. Valve spacing is usually
600-700', depending on location. Hydrant spacing is set by the Mason County Fire Marshal.
3.3.4.2 Hydraulic Capacity Analysis
Belfair Water District No. 1's water system was analyzed by computer using the University of
Kentucky's KYPIPE2 Hydraulic Analysis Program. The model was run on a 24-hour, extended
period simulation (EPS), basis. The system was analyzed for three different planning time frames
beginning with 2006. The analyses cover the present, six-, and twenty-year periods of this study.
The results show the present and future capacity of the system to serve its customers for normal
demand, seasonal demand, and fireflow during peak seasonal demand periods. Computer input
data and basic system results are presented in Chapter 10.
The computer model of the District's system includes generally the entire mainline pipe. Only
small diameter pipe such as the short 2- and 4-inch lines servicing small dead-end customers were
not modeled. One dead-end 8-inch line from Old Belfair Highway down SR-106 to the Union
River was also excluded. It only has a couple of residential connections on it, and does not impact
the hydraulics of the system. This line is represented by a demand at the node at that intersection.
With a mixture of pipe types the Hazen-Williams "C" factor was adjusted to match each type of
pipe. Table 3.6 lists the various C factors used.
III- 15
I
Table 3.6
Belfair Water District No. 1
Distribution System Model Roughness Factors
Pipe T H&W "C"
AC 130
PVC 150
DIP 140
Iron 100
GIP 100
The full range of pressures the system produces was investigated. The reason for this was to be
able to identify where problems may exist within the system. The HGL for the lower system is at
elevation 272'. Because much of the system lies at an elevation of 50' the range of pressures
produced is fairly high. The primary mainline along SR-3 has a working pressure in the area of 95
psi. Additionally, maintaining this high pressure is necessary to ensure that customers on all parts
of the system receive adequate service, since the distribution system is essentially not looped.
However, for certain applications such as fireflow, a limiting pressure of 20 psi was used. This is
the lowest residual pressure used to determine the fireflow rate the system will produce.
The system was analyzed on a 24-hour basis for the peak use day of the year, with the data from
2005 representing the present period. The total flow at the end of the peak day model run is the
same as the peak day use of that year. The total used was 282,531 gallons for the current period.
The flow factors used during the 24-hour period are based on staff evaluation and a review of
reservoir levels. The model was set up to run with flow factors during the various parts of the day
as shown in Table 3.7.
Table 3.7
Belfair Water District No. 1
Time Distribution of Model Flow Factors
Time Flow Factor
5:00 a.m. 1.9
8.00 a.m. 0.5
5:00 p.m. 2.1
7:00 p.m. 3
8:00 p.m. 1.9
11:00 P.M. 0.15
III - 16
For the six- and twenty-year periods, the global demand was increased by a percentage over the
base flow as indicated by the increase in population. For 2012 the increase was 112.24% and for
2026 the increase was 162.98%.
Additionally, for the six- and twenty-year periods, the new standpipe connected to the lower
pressure zone was included in the analysis. The new tank is located near the new well along the
top of the ridge just east of the US Navy RR tracks in Section 28.
The model was calibrated using fireflow results from each end of the system and in the middle.
The final calibration resulted in a difference in flow of—2.5% at the intersection Of SR-3 and SR-
106, -0.2% at the Timberland Library near the middle of the system, and +1.2% at the Ashford
Apartments at the north end of the system.
Table 3.8 lists the fireflow results of the hydraulic analysis completed on the existing system under
present peak hour flow conditions. Additionally, Figure 3.2 in the back pocket shows the location
of each of the 86 hydrants on the system.
Table 3.8
Computer Analyses of System Fireflow Capacity
Under 2006 Peak Flow Conditions
Building Address Fire Flow Obtained
All Star Mini-Storage E. 19720 Hwy 106 3,172
Belfair Center NE 24092 Hwy 3 2,134
Belfair Elem. School NE 22900 Hwy 3 2,435
Belfair Truck&Paint NE 23530 Hwy 3 2,565
QFC Market NE 160 Hwy 300 2,966
Ben Franklin NE 51 Hwy 300 3,030
Sande's Boat Works NE 23940 Hwy 3 3,004
Benyon Center NE 120 Hwy 300 2,903
Safeway Clifton Lane 2,718
A fireflow analysis was also run on Pressure Zone No. 2. This part of the District's system has not
been calibrated, because there is not enough pipe in the ground to be able to do a good calibration.
However, the same criteria were used as with Pressure Zone No. 1, so the results hould be fairly
accurate. The resultant fireflows were 6,325 gpm for Hard Rock Concrete and 5,419 gpm at the
end of the line on Katchemak Lane.
All normal service connections at elevation 200' and higher, not serviced by a booster pump
station, show a substandard pressure during peak hourly flows. Maximum static pressure at 200' is
only 31.2 psi. As water is withdrawn from storage and tank levels drop, working pressure is
reduced. Friction losses in the system also further reduce available pressure at the connection.
III- 17
Those customers along Razor Road that fit this category have individual booster pumps on their
service lines to maintain adequate pressure on the premises.
i
The only other minimum pressures indicated in the analyses are for those nodes used to indicate
the various tank surface elevations and control the switches for the wells. These ranged to
practically zero during fireflow analyses. All other pressures met the minimums required, except
those noted above.
Figure 3.1, a copy of the System Map with the pipes and nodes, is included in the pocket at the
back of this Water System Plan.
3.4 Summary of Deficiencies
3.4.1 Source
The District only has 425 gpm of reliable source capacity at this writing. Well No. 2, although
operable, is not reliable, and must be operated manually. It must be flushed completely and the
water cleared of turbidity prior to putting it into the system.
The District has a new well producing 600 gpm, but it is not interconnected to the lower pressure
zone at this writing.
3.4.2 Water Treatment
The District treats all of its sources with sodium hypochlorite. There are no deficiencies that
require correction.
3.4.3 Storage
Existing storage capacity in Pressure Zone No. 1 is incapable of providing prolonged fireflow. It
can only provide about one hour's worth of water at 3,000 gpm. After that time, system pressures
will be well below minimum, and even negative at the higher elevations. The well pumps can only
provide 425 gpm, not enough to keep up with fireflow.
With the addition of an interzone connection between pressure zones as proposed in this plan,
Fireflow will still empty the North Tanks, but with the continued flow from Pressure Zone No. 2,
higher system pressures will be maintained. The North Tanks soon recover their capacity while
Well No. 4 refills the new tank.
3.4.4 Distribution System
The existing physical system limits the available rate for fireflow purposes. The size and
configuration of the distribution system limits maximum fireflow generally availability to between
2,200 and 3,200 gpm, depending on the specific location. It cannot provide the up to 4,500 gpm
required for some types of construction. The existing buildings that require this high rate of flow
are"sprinkled" and therefore get a credit against that fireflow requirement.
The commercial center of Belfair is located at the confluence of the three major highways. Thi's
area is the most likely to require the highest fireflow need. During all fireflow analyses, the area
north of the intersection along Old Belfair Highway suffered from substandard pressure. If the fire
department is required to pump additional water from the system, negative pressures in this area
III- 18
i
could result. This condition will continue until such time as the District can provide another
connection to the upper pressure zone. Although there has been some discussion about new
P P�
residential development in this area, the timing for that connection is not within the foreseeable
future.
III- 19
CHAPTER IV
TABLE OF CONTENTS
IV. CONSERVATION PROGRAM, WATER RIGHT ANALYSIS, SYSTEM RELIABILITY,
ANDINTERTIES ......................................................................................................................1
4.1 Conservation Program Development and Implementation............................................1
4.1.1 Required Measures for All Systems..................................................................... 1
4.1.2 Other Measures and Level of Implementation......................................................2
4.1.3 Conservation Program .........................................................................................2
4.1.3.1 Conservation Objectives ..................................................................................3
4.1.3.2 Evaluation of Conservation Measures..............................................................3
4.1.3.3 Selected Conservation Activities......................................................................4
4.1.3.4 Target Water Saving Projections......................................................................6
4.1.4 Regional Conservation Programs.........................................................................7
4.2 Source of Supply Analysis...........................................................................................7
4.2.1 Enhanced Conservation Measures........................................................................7
L4.2.2 Interties................................................................................................................7
4.2.3 Artificial Recharge...............................................................................................7
4.2.4 Use of Reclaimed Water, Reuse and Other Non-Potable Sources.........................7
4.3 Water Right Evaluation...............................................................................................7
4.3.1 Narrative Description...........................................................................................9
4.4 Water System Reliability Analysis...............................................................................9
4.4.1 Summary of System Reliability Efforts................................................................9
4.4.1.1 Source Reliability ............................................................................................9
4.4.1.2 Water Right Adequacy.....................................................................................9
4.4.1.3 Facility Reliability ...........................................................................................9
4.4.2 Water Shortage Response Planning.................................................................... 10
4.4.3 Monitoring Well Levels..................................................................................... 10
4.5 Interties.....................................................................................................................10
LIST OF TABLES
Table 4.1 Belfair Water District No. 1 Existing Water Rights..............................................8
Table 4.2 Belfair Water District No. 1 forecasted Water Rights...........................................8
LIST OF FIGURES
IV - i
IV. CONSERVATION PROGRAM, WATER RIGHT ANALYSIS,
SYSTEM RELIABILITY, AND INTERTIES
4.1 Conservation Program Development and Implementation
The Water Efficiency Act of 1989 (RCW 43.20.230 (1)) and WAC 246-290-100 require water
conservation plans be included in water system plans. Additionally, water conservation plans are
required to reserve future water rights. Therefore, the following conservation plan was developed
in conjunction with the previous Comprehensive Water System Plan Update for the District and
included herein..
Based on the Conservation Planning Requirements, Guidelines and Requirements for Public Water
Systems Regarding Water Use Reporting, Demand Forecasting Methodology; and Conservation
Programs, dated March 1994 (Guidelines), the District is required to develop its conservation plan
for systems under 1,000 connections. Belfair Water District No. 1 developed a new Conservation
Plan in conjunction with its 1994 Water System Plan. That conservation plan was implemented on
January 1, 1995 after DOH approval of the Water System Plan on November 28, 1994.
In order for the Departments of Health and Ecology to assure consistency in review, the Guidelines
stipulate a specific format for the District's Conservation Plan. The three major elements are Water
Use Date Collection Requirements, Water Demand Forecast, and Conservation Program. The
Conservation Program is further broken into sub-elements of Conservation Objectives, Evaluation
of Conservation Measures, Identification of Selected Conservation Activities, and Target Water
Savings Projections. Within Identification of Selected Conservation Activities, four further sub-
elements are required. They are Description (a Description of conservation measures being
implemented), Schedule (when the conservation measures will be implemented), Budget
(Projected budget for each selected conservation measure), and Monitoring Requirements (how the
system will monitor the success of its conservation measures).
The following discussion is a review of each of the elements and sub-elements of the 1994
Conservation Plan. The District's Conservation Program was approved by DOH in November
1994, along with its Water System Plan, and reaffirmed in the 2001 Water System Plan Update.
4.1.1 Required Measures for All Systems
Program promotion, including publicizing the need for water conservation through media
outreach and other means, is required in all water conservation programs. Source Meter is
required for all sources. Additionally, if unaccounted for water exceeds 20%, the conservation
program must identify implementation of a program that includes detection and repair of leaks
and other measures to reduce losses.
The District began a Program Promotion program in 1994. The District produces a newsletter,
which is sent to all customers twice a year in the spring and again in the fall. This spring's
newsletter will be a newsletter explaining the District's preparation of this Water System Plan. The
IV - 1
autumn newsletter generally discusses ways to minimize freeze damage during the winter months.
Previously, the District has distributed Water Saving Guidelines 1, 2, and 3 via newsletters to all
customers.
The District presently also has copies of Water Saving Guidelines 1, 2 and 3, on display at their
customer service counter. They are free for the taking, and are also given to each new customer.
The American Water Works Association (AWWA) has several brochures and pamphlets on water
conservation available for a nominal fee. The District can obtain copies of those that would apply
in their specific situation and mail them out with the bills.
The District presently has Source Meters on all of its wells.
4.1.2 Other Measures and Level of Implementation
All District customers have Service Meters installed on their service lines. The District uses them
for billing purposes. As reported in Section 2.1.3, water usage per SFR has decreased from 142
gpd/SFR to 130 gpd/SFR. This average is less than would normally be expected. Because of the
lower usage, a close monitoring for abnormally high use can alert the District to potential
problems.
Customer Assistance is presently done via a review of monthly billings. If a customer's use
indicates an abnormally high usage, the customer is contacted to try to determine the cause. This
practice will continue, and possibly be expanded as time allows to include an audit of those
customers who use a large volume of water on a continuing basis. Advice on water saving
techniques will be particularly important in the high use commercial sector. The expanded
customer assistance role has already been implemented.
For some time the District has had a formal School Outreach program, which includes a policy of
providing tours of District facilities for elementary, junior and senior high school students when
requested. With the addition of promotional material discussed above, the District advocates its
role in water conservation in the Belfair area by specifically targeting the water system for
educational purposes. Approximately 10% of the students in the North Mason School District
reside in Belfair Water District No. 1, or are served by the District's water system. With Belfair
Water District No. 1 as the major water purveyor in the area, tours of facilities along with
explanations of how the water is obtained and used is a long-term benefit in preserving the
District's source of potable water.
The District's system is regularly patrolled for the purpose of Leak Detection. All leaks do not
result in surface flows and are not readily apparent. The District is concerned about losses through
leaks, and therefore is proactive in trying to identify potential problem areas. However, it is not
cost effective for the District to hire a leak detection contractor until it is fairly clear as to the
vicinity in which the possible leak is located.
4.1.3 Conservation Program
The following statement is taken for the Guidelines: "The policy of the State of Washington is for
all water users to use water efficiently. The goal of the conservation program... ...is to ensure that
IV -2
I
all public water systems are implementing conservation programs to a level where they are
achieving benefits by 1996." Conservation measures are grouped into four categories:
1) public education
2) technical assistance
3) system measures
4) incentives/other measures
The Conservation Program for Belfair Water District No. 1 is comprised of Required Measures
and Recommended Measures. The Guidelines list Source Meter Installation and Program
Promotion as minimums under Required Measures. Additionally, the public water system
"...shall consider the benefits and costs of installing individual service meters and implementing
conservation rate structures." There are several Recommended Measures listed in the
Guidelines. Because the District has less than 1,000 connections, it is required to implement the
small system measures. Each of the required and recommended measures evaluated is discussed
below.
4.1.3.1 Conservation Objectives
The primary objectives of Belfair Water District No. 1 are twofold: 1) maintain the low single and
multiple family usages; and 2) reduce the water consumption in some of the higher use commercial
enterprises. The goal is to reduce existing user water consumption by approximately 5%. This
reduction will translate into long term savings in expenses and maximize production equipment
efficiencies.
4.1.3.2 Evaluation of Conservation Measures
For this conservation plan the District is required to evaluate all recommended conservation
measures identified in the Conservation Planning Requirements and implement those that are
required, and those that meet the public water system needs. Belfair Water District No. 1 has less
than 1,000 connections, and therefore must implement a conservation program for Small Water
Systems at a minimum. However, for the purpose of this Water System Plan, all listed measures
that could assist the District in its conservation planning are evaluated.
There are four elements to the conservation plan. They are Public Education, Technical
Assistance, System Measures, and Incentives/Other Measures. Within each element possible
conservation measures that would be applicable to Belfair Water District No. 1's water system are
evaluated.
Public Education
The District has involved the North Mason School District in several field events over the past five
years. The primary focus of the program has been the junior high school level. This group seems
to be more receptive and understands better the need for water conservation. Other grade levels
have also been involved.
Technical Assistance
In conjunction with the inspection of high water use, the District provides Customer Assistance to
customers who request such a service, by performing an audit on them for the purpose of
IV - 3
determining if there are any leaks in their system. These include dripping faucets, leaking toilet
tanks and other small leaks that may otherwise go unnoticed.
System Measures
The District has source meters, and all customers are served through service meters. Additionally,
District staff conducts a regular leak detection program in the form of a visual inspection of the
distribution system.
Incentives/Other Measures
While Single Family/Multiple Family Kits are relatively inexpensive, the District will have to
seriously consider the financial impacts of providing them to its customers. Financially, purchase
of too many kits could place a burden on water system revenues. Present residential usage is
below the norm of most systems. Of the 395 single family and 60 multiple family residential
customers, it is estimated that 40%, or more, pay the minimum monthly user charge. Included in
the minimum charge is the use of 500 cubic feet, or 3,740 gallons, of water per month. The
residential population of the District as a whole, uses a below average amount on a daily basis.
The District investigates those residential customers who seem to have a high usage factor(greater
than 1,000 cf per month).
Seasonal Demand Management strategies should only be used in an emergency. Such emergencies
might include reduced production capacity due to mechanical problems. This type of problem
would only be temporary in nature. Outdoor water use is generally moderate to low. Therefore,
seasonal restrictions of this nature would have little impact. The primary seasonal impact is from
tourism. Tourism impacts the commercial users who have only a minimal outdoor water use
requirement. The District already has the power to restrict water use on an emergency basis.
Present additional RegyclinwReuse opportunities are limited for the District. Many of the major
commercial users, such as QFC Market, already implemented recycling measures such as recycling
its cooling water for refrigeration. The District can assist with recycling and/or reuse by taking a
proactive approach to solving any problems the store may have.
The District adopted an increasing block rate structure in 1995. Rates were increased across the
board in 1998, keeping the increasing block rate structure in place. Again in 2001, the rates were
increased, maintaining the increasing block structure. As this plan is being written, the District is
discussing raising the current rates. If the rates are again raised during the preparation of this
Water System Plan, the District will leave the increasing rate structure in place. This rate structure
has apparently had the desired effect of reducing the average daily demand over its 11-year period.
The graph in Chapter 2 illustrates the decline in the ADD from 1995 through 2005. The new rate
structure had a positive effect in lowering water usage, and did not adversely impact District water
revenues.
4.1.3.3 Selected Conservation Activities
The School Outreach program will be continued. The District can provide the schools with copies
of the Water Saving Guidelines for use in class, and specifically invite various classes to tour the
system. Junior high school students should be targeted. These particular students will most likely
get the most out of tours of the system. District facilities are not complex, nor complicated. When
IV -4
presented information on a lay basis, the younger students can easily understand the system's
various functions.
Program Promotion is required for all conservation plans for all public water systems. The District
has implemented a full time newsletter program with a semi-annual newsletter at a minimum. The
newsletter was started on a regular basis in the spring of 1994. Based on a double-sided, 8'/2" x 11"
sheet of paper per newsletter, the annual cost will be an estimated $500, including labor and
postage. The cost would vary somewhat, depending on whether or not original articles are written
by District staff.
While the District presently provides a minimal amount of technical assistance at no additional
role will likely take an additional 40 working hours annually to implement. The
an expanded o
cost Y
P
estimated annual cost is $800. The estimated cost includes the inspection/audit time and additional
record keeping. The additional cost may, or may not, be in real dollars, depending if the effort
takes District personnel away from other duties.
If a customer requests it, the District can provide a Consumption Audit Trail. showing
for u to the previous 12 ears, or as long as the customer has been
and cost o p Y
consumptionP
connected if the period is less than 12 years.
Source Meters are installed on all wells.
Service meters are already required as a condition of connecting to the water system.
A Leak Detection program is already in place. The system inspection patrol cost is built into the
District's expenses.
The District's existing rate structure is considered as Conservation Pricing. A new, increasing
block rate structure was adopted in 1995. Rates have been increased from time to time, the last in
2001. The increasing block rate system has been maintained, and will continue.
Seasonal Demand Management is kept in reserve for use in emergency situations. Present seasonal
usage does not appear to be such that restricted water use during the dry season would have a
major impact on usage, but would reduce revenues slightly. The District's production capabilities
are not presently strained. The aquifers used by the District appear capable of sustaining higher
laced on usage during periods of emergencies such as area-wide
ions can always be g g
use. Restrict y p
power outages or immediately after a fire to recover lost storage.
The Monitoring Requirements for the above measures will vary. Not all the measures discussed
will have an impact on water usage. Some such as metering and leak detection are already in
place. Others such as Program Promotion and School Outreach will have only a subjective impact.
The District will record the times and number of newsletters it sends out. The School Outreach
Program will only be as successful as the response of the school district and its students.
Therefore, the District should keep track of the number and quality of contacts with the North
Mason School District.
IV - 5
- - I
By keeping a daily diary, District personnel track the number and times conservation program
associated Customer Assistance is performed. The diary includes measures discussed or
implemented with the customer. These might include leaks discovered or water reduction kits
distributed. Following the next billing cycle, each customer's use can be evaluated for program
effectiveness. This same methodology is also be applied to Leak Detection measures to document
system leaks found and repaired.
Reduced consumption on customer meters and reduced production on the District's source meters
will be the tangible results of its efforts.
4.1.3.4 Target Water Saving Projections
Chapter 2 discusses projected growth for the Belfair Water District No. 1 Water System service
area. The growth is projected to continue. Therefore, overall total water demands will not
decrease, but increase. While not on a steady basis from year to year, the ERU ADD for the
District decreased from 150 gpd in 1999 to 130 gpd in 2005. This is a 13.3%decrease in six years.
It is estimated that the conservation measures presently in place will continue to keep overall
consumption near its present ERU level or possibly decrease it slightly. With the addition of new
residential facilities and their attendant landscaping, the overall ADD of 150 gpm is expected to
remain relatively level for the planning period. Forecasted savings discussed below are from that
production which the District has to provide to meet its present customer needs. Savings will also
be in reduced production increases that would otherwise occur due to growth.
The School Outreach and Program Promotion measures will not have a definable impact on water
system usage. Their biggest impact will be in the long-term education of the public on
conservation of water resources. There may be long term savings, but they will be subtle and not
measurable.
Single Family/Multiple Family Kits are not considered to be a viable element for the District.
Many homes have already been retrofitted, and all new homes and businesses must meet the
prevailing water saving code requirements.
Customer Assistance can possibly provide up to a two percent additional savings in water
consumption. Almost all of the savings would be in the commercial sector in the auditing of water
usage, and advice on water saving techniques.
Leak Detection could bring about some savings, but only if the leaks can be found. The District
has a leak detection program, but it has to rely on surfacing water to detect leaks larger than about
10 gpm. It is likely that the unaccounted-for water discussed in Chapter 2 may be due to a series of
small leaks that do not surface until they become large enough to overcome the geology of the
area.
Metering will have no effect on water conservation. All customers are now metered, as well as all
sources. If the District provides for a new billing system that shows consumption history, then the
user may better understand the meaning of his or her bill.
IV- 6
Pricing has had the greatest effect on water usage. Since 1995 the ADD for the District has
decreased from 165 gpd to 130 gpd in 2005. There was an increase in 1997,but this is attributed to
a very dry July-August period. There was another small increase in 2003, but again it is attributed
a dryer than normal summer period
Seasonal Demand Management would not be implemented unless the District has a problem with
providing water from its sources. Presently, the two wells, automatically on line, provide 425 gpm
to recover the system. As is discussed later, a third well with a potential of providing 600 gpm is
proposed.
No previous conservation efforts will be discontinued. However, the programs discussed above
will not likely improve the ADD much to the year 2012. The impact of the increasing block rates
has resulted in even a higher reduction than was projected in the 1994 Water System Plan. The
District will continue to monitor usage to evaluate the impacts of its conservation program.
4.1.4 Regional Conservation Programs
There are no regional conservation programs in the North Mason County area
4.2 Source of Supply Analysis
4.2.1 Enhanced Conservation Measures
As discussed in Section 4.1.3.3 above, the District has evaluated enhanced conservation
measures, and implemented those that were feasible. The result was a 21.2% decrease in the
ADD from 1995 to 2005. It is unlikely that much additional improvement in the ADD will be
seen during this planning period.
4.2.2 Interties
Interties are not a possibility for Belfair Water District No. 1 during this planning period. There
are no other water systems within a reasonable distance that have the resources available to help
the District. It is already the largest public water system in North Mason County.
4.2.3 Artificial Recharge
There are no opportunities for the District to utilize this technology.
4.2.4 Use of Reclaimed Water, Reuse and Other Non-Potable Sources
There are no opportunities for the District or its customers to utilize this technology at this time.
The Sewer Plan for the Belfair area, now in draft form, proposed using reclaimed water for forest
irrigation.
4.3 Water Right Evaluation
Tables 4.1 and 4.2 on the following page list the District's existing and forecasted water rights.
Table 4.1 includes three certificates and one permit, one for each of the wells in service. All
certificates limit the District's total annual use to 225 acre-feet. The permit is for 645 acre-feet per
year. Table 4.2 lists one projected application.
IV - 7
Table 4.1
Belfair Water District No. 1
Existing Water Rights
Permit Name of Priority Source Primary or Existing Water Rights Existing Consumption Current Water Right Status
Certificate or Rightholder Date Name/ Supplemental (Excess/Deficiency)
Claim# or Claimant Number
Max.Inst. Maximum Max.Inst. Maximum Max.Ink Maximum
Flow Rate(Q) Annual Vol. Flow Rate(Q) Annual Vol. Flow Rate(Q) Annual Vol.
Qa a a
Permits/
Certificates
1.G2-24044C BWD No. 1 3/21/79 Sol P 155 225 150 158.0 5
2.G2-25214C BWD No. 1 6/17/80 S 02 S 300 225 0 0 300
3.G2-26962C BWD No. 1 3/20/87 S 03 S 275 225 275 4.2 0
4.G2-29022P BWD No.1 3/10/94 S 04 P 1 600 645 1 600 0 600
Total 1,030 865 1025 162.2 305 62.8
Pending Name on Date Primary or Pending Water Rights
Water Right Permit Submitted Supplemental
Application
Maximum Inst.Flow Rate(Qi) Maximum Annual Volume(Qa)
Requested Requested
NOTE: The toW mmual use for all car ificates and pemuts shell not exceed 225 AFNr.nw ammW uage figures 9WW in ere tehle are for 19"
Table 4.2
Belfair Water District No. 1
Forecasted Water Rights
Permit Name of Priority Source Primary or Existing Water Rights Forecasted Water Use From Forecasted Water Right Status
Certificate or Rightholder Date Name/ Supplemental Sources(20 Year Demand) (Excess/Deficiency-20 Yr
Claim# or Claimant Number Demand in Water Right)
Max.Inst. Maximum Max.Inst. Maximum Max.Inst. Maximum
Flow Rate(Q) Annual Vol. Flow Rate(Q) Annual Vol. Flow Rate(Q) Annual Vol.
a a
Permits/
Certificates
1. TBD BWD No. 1 2020 Well No.5 Supplemental 1,000 225 1,000 225
2.
Total
IV- 8
4.3.1 Narrative Description
Belfair Water District No. 1 presently has four wells in service. The locations of the four wells
are presented in Section 1.3.1. The fourth well is a recently acquired well located in the NE '/a
NW '/< of Section 28 township 23 N, range 1 W, W. M.
All wells are used to provide domestic water supply and fireflow for the District's customers.
All water is used to supply water to the District's customers located within the bounds of the
District as shown on figure 1.5 in the pocket at the back of this plan.
4.4 Water System Reliability Analysis
4.4.1 Summary of System Reliability Efforts
4.4.1.1 Source Reliability
As discussed in Chapter 3, Well Nos. 1 and 3 appear to be very reliable and should provide
adequate amount of potable water for the foreseeable future. However, Well No. 2"makes sand"
when it is first turned on. It must be operated manually, and cleared up before the water can be
introduced into the system. This well has undergone considerable additional development to
improve it, but to of no avail. The water from Well No. 2 is otherwise of high quality.
Well No. 4 is located to the NNE os the Belfair Community Center in pressure Zone No, 2. It
has a solid 600 gpm output. The well report written by Robinson & Noble states that the well
could likely produce up to 1,000 gpm with additional development.
Chapter 5 presents the District's Wellhead Protection Program.
4.4.1.2 Water Right Adequacy
With the addition of Well No 4 during the previous planning period, the District has 1,330 gpm
of Instantaneous Withdrawal water rights and 865-acre feet of Annual Usage. However, the 300-
gpm water right for Well No. 2 is essentially unused at this time. That means that for normal
operating conditions, the District has a total of 1,030 gpm instantaneous withdrawal rights. In
accordance with the discussion in Chapter M, it appears that the rights are adequate for this
planning period.
Hoever, in order to take full advantage of the existing rights, the District may want to request a
transfer of the right for Well No. 2, and drill a new well of equal capacity. This will help with a
critical fireflow storage recovery problem. While a new "Well No. 2" would go far in recovering
lost storage, that problem will only be finally solved when the two pressure zones are connected.
4.4.1.3 Facility Reliability
The existing wells are in good mechanical condition. However, because they are mechanical,
they are susceptible to breakdowns. Well No. 1 has two booster pumps, which alternate
operations. This extends each pump's working life. Well No. 3 is a fairly new facility, which
has been operating without incident since installation. The District has a diesel-powered
generator mounted to provide power to Well Nos. 1 & 2, if necessary. There is also a trailer-
IV- 9
mounted generator that can be transported to Well No. 3 in case of an emergency. These two
generators are from military surplus, and replacement parts are difficult to come by. The District
is in the process of installing a permanent generator at its Hummingbird site.
The addition of Well No. 4 and the new tank will provide considerable backup to the facilities in
the lower pressure zone once an interzone connection is completed.. The well produces 600
gpm, and the tank has approximately 1.1 MG available during an emergency. All water from
this system will be fed by gravity to the lower portion of the system.
4.4.2 Water Shortage Response Planning
The last time the District sent out a letter alerting their customers to possible water shortages due
to the dry winter rainy season was in 2001. Although groundwater supplies are not affected in
the same manner as surface water, the District felt it was prudent to prepare its customers to the
possibility of a water shortage. Such a letter has not been necessary since then.
All of the District's sources are very deep, artesian wells. Additionally, the North Mason County
area does not have a large population to dramatically draw down groundwater supplies. While a
water shortage is unlikely, the District has in place a policy, adopted by the Board of
Commissioners that implements rationing and reduced usage in such an event.
4.4.3 Monitoring Well Levels
All well meters are read on a daily basis. Well No. 1, a flowing artesian, maintains a head
pressure under pumping conditions. The head pressure has been approximately 8.5 psi under
operating conditions for many years. This pressure is also read and recorded daily. Well Nos. 3
and 4 have weekly water level charts, which record the water level 24 hours a day. These charts
show the drawdown during pumping as well as the influence of the tide on the water level. All
records of readings are maintained files in the District's office.
4.5 lnterties
Belfair Water District No. 1 does not have any interties with any other public water system.
Also, it is unlikely that there will be any possibility of such in the foreseeable future. The
District is the largest in the North Mason County area. There are two possibilities. One would
be with the City of Bremerton, which serves Bremerton National Airport. It is unclear at this
writing what may transpire in the area between the airport and Mason County. For this plan, an
intertie is not considered.
The second could potentially be with Beard's Cove Water System. The ends of the two systems
are approximately 3/4 of a mile from each other. It would be feasible in an emergency to make
such a connection. The operating HGL's of the two systems are not compatible. Beard's Cove
could serve the lower pressure zone in Belfair through a PRV, but a booster pump station would
be required to serve Beard's Cove from Belfair. An intertie is not considered for this planning
period.
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CHAPTER V
TABLE OF CONTENTS
V. SOURCE WATER PROTECTION....................................................................................... 1
5.1 Wellhead Protection Program......................................................................................1
5.1.1 Overview.............................................................................................................1
5.1.2 Susceptibility Assessment.................................................................................... I
Introduction.....................................................................................................................1
StudyArea Physiography................................................................................................3
Conceptual Hydrogeologic Model ...................................................................................4
5.1.3 Contaminant Source Inventory................................................I............................9
5.1.4 Notification of Findings.......................................................................................9
5.1.5 Contingency Plan............................................................................................... 11
5.1.6 Spill Response Planning..................................................................................... I I
Introduction................................................................................................................... I 1
Spill Response in the Wellhead Protection Areas........................................................... 12
State and Regional Support for Local Spill Response Capability ................................... 12
Spill Response Terminology.......................................................................................... 13
SpillResponse Organizations........................................................................................ 13
Roles and Responsibilities............................................................................................. 15
Local Emergency Planning and Emergency Management.............................................. 16
Incident Response Management .................................................................................... 17
State Incident Command System................................................................................... 17
Unified Command Structure.......................................................................................... 18
Organization and Staffing Principles of ICS .................................................................. 18
Recommended Spill Response Improvements................................................................19
5.1.7 Regional Implementation Efforts....................................................................... 19
5.1.8 Implementation Strategies..................................................................................20
Introduction...................................................................................................................20
Wellhead Protection Management Strategies.................................................................20
Long-term Management and Cooperation......................................................................20
WHPLand Use Strategies .............................................................................................20
WHP Regulatory Strategies...........................................................................................21
PlanningStrategies........................................................................................................21
Data Management Strategies .........................................................................................22
EducationStrategies......................................................................................................23
Wellhead Protection Implementation Tasks...................................................................23
LIST OF TABLES
Table 1* Descriptions of Hydrostratigraphic Units .............................................................6
Table 5.1 Table 9* Contaminant Master List and Ranking................................................. 10
*Table number is that of the full Wellhead Protection Program
LIST OF FIGURES
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V. SOURCE WATER PROTECTION
5.1 Wellhead Protection Program
Robinson & Noble, Tacoma, WA completed a Wellhead Protection Program for Belfair Water
District No. 1, in March 2001. It was submitted to DOH for approval under separate cover from
Water System Plan Update for 2001. The Wellhead Protection Program was approved by DOH
concurrently with the 2001 WSP. The following narrative highlights the contents of the WHPP
in accordance with the Water System Planning Handbook. Much of the narrative is taken
directly from the WHPP.
5.1.1 Overview
The Belfair Water District has developed a Wellhead Protection Plan to identify and protect the
groundwater resources that supply the District's four wells at three sites. These wells, completed
in two aquifer systems, currently produce an average of 53 million gallons of water per year. The
plan meets the requirements of the federal Safe Drinking Water Act and conforms to the
wellhead protection measures directed by Washington Department of Health. The study was
divided into three primary areas of interest: 1)Wellhead Protection Area Delineation, 2) Existing
and Potential Contamination Hazard Identification, and 3) Protection Strategies and
Implementation Tasks.
5.1.2 Susceptibility Assessment
The hydrogeologic assessment from Robinson& Nobles's WHPP is presented here directly from
the original document. The figures and tables not shown herein are contained in the original
document attached hereto.
Introduction
Purpose and Scope
Belfair Water District maintains four production wells (Wells 1, 2, 3 and 4) that currently
produce an average of 145,000 gallons per day (gpd). The wells, capable of a combined 1,180
gallons per minute(gpm) are completed in two relatively deep and highly confined aquifers. The
goal of this study is to develop a WHPP, based upon a strong technical understanding of the
aquifers that will allow prevention of aquifer contamination and degradation at, and upgradient
from, the wells. Robinson & Noble, Inc. contracted with Belfair Water District to assist in the
development of the WHPP.
Before a WHPP can be developed, a management zone around the protected well or wellfield
must be delineated. This zone is called the wellhead protection area (WHPA). WHPAs, as
required by State guidelines, are primarily based on travel time-related capture zones. These
capture zones are estimates of the region surrounding a well that contribute flow to that well.
Several steps are necessary to accurately delineate the area that contributes water to a well or
wellfield. First, geologic and hydrogeologic data for the general region must be collected and
analyzed. Secondly, a conceptual model of the hydrogeologic system which encompasses the
well needs to be developed from the data analysis. Finally, the WHPA needs to be defined by
using the data analysis and conceptual model to determine zones of contribution, travel times,
and capture zones.
V - I
Several methods exist by which the capture zone of a well or wellfield can be defined. Generally,
the methods are considered to be in one of four categories. From lesser to greater accuracy, these
are: the calculated fixed radius method, analytical modeling, hydrogeologic mapping, and
numerical modeling. The calculated fixed radius method is a non-technical approach that
requires a minimum of hydrogeologic information. This method is overly simple and is not
appropriate to the District's situation. The more technical methods of analytical modeling and
hydrogeologic mapping vary in their accuracy, depending upon the nature of the hydrogeologic
setting, the level of understanding of that setting, and the quantity and quality of available data
for the study area. Numerical modeling is a rigorous process that is highly dependent on an
abundance of data and a well-defined hydrogeologic setting. This method applies computer
technology to "solve" a master flow equation for the domain of the model.
Because of constraints of available data and the hydrogeologic conditions in the area, the
numerical modeling method was not used for capture zone delineation. Instead, a combination
approach, which employed both analytical modeling and hydrogeologic mapping, was used. The
main drawback to solely using analytical modeling is that this method assumes constant aquifer
properties and, therefore, gives poor results at distance from wells where aquifer parameters
typically change (from near-well conditions). Hydrogeologic mapping can give poor results in
near-well areas as it fails to define short-term pumping responses in the aquifer. Consequently,
the combination approach, which uses analytical modeling methods to define pumping responses
near the production sources and hydrogeologic mapping techniques to define the responses at
distance, provides good capture zone definitions at both near and far distances. The explicit tools
and methods employed are described in detail later in this report.
Previous Studies
A regional study, Water-Supply Bulletin No. 18 (Garling and others, 1965), described the water
resources of the entire Kitsap Peninsula. The first study that specifically evaluated the
groundwater resources of Mason County was done by Molenaar and Noble (1970). This study
collected and interpreted basic data relating to the groundwater resources of southeastern Mason
County. Molenaar and Noble's study area was located primarily to the south of Belfair, but does
provide information on geologic units applicable to the current study area (primarily north and
east of Belfair). Site-specific investigations of several water-supply wells located in the
immediate Belfair area have been conducted by Robinson & Noble, Inc. for several entities
(including Belfair Water District). The most recent investigation in this area was an initial basin
assessment conducted by Robinson & Noble for the Union Subarea (Robinson & Noble, 1999).
This study extended the basin assessment of the Union Subarea defined in the Kitsap County
Initial Basin Assessment (KPUD, 1997), to include the Mason County portion of the subarea.
Hydrogeologic Data
The first step of the present study was to gather existing hydrogeologic information available in
the area. The data includes every known well of record in the study area (Figure 1) for which a
quarter-quarter section location, or finer, was available.' In total, the database contains 300 well
records collected from the Department of Ecology well database, Robinson & Noble project
Not included are wells with suspect locations, some abandoned wells, or wells of record reported to the DOE later
than July 2000.
V- 2
files, and published reports. Well coverage throughout the study area is variable (Figure 2). Well
densities range from zero to 33 wells per square mile section. Well density is high in the
southwestern portion of the area and in section 21 (T23N/Rl W), and is low elsewhere.
Study Area Physiography
Topography and Drainage
The study area covers an area of approximately 36 square miles in the southern Puget Sound
region of Washington State (Figure 1). The area is situated at the southwest end of the Kitsap
Peninsula and occupies portions of both Kitsap County in the northeast, and Mason County in
the southwest. Specifically, the major portion of the study area is contained within the
southwestern portion of Township 23 North/Range 1 West and northwestern portion of
Township 22 North/Range 1 West W.M.
The physiographic and topographic characteristics of the basin containing the study area is
similar to much of the surrounding Puget Lowland area, consisting of remnants of a Pleistocene
glacial drift plain. Upland areas are capped by low-lying, drumlin-shaped hills, which, as a result
of ice movement during the Pleistocene, possess a prominent northeast-southwest orientation.
During more recent times, the topography in the upland areas of the study area has been
modified by tributary streams, which incised numerous steep gorges. These gorges, which have
generally formed between the low-lying hills, also possess a prominent northeast-southwest
trend.
The uplands are predominantly recharge areas for ground water in which precipitation percolates
downward to water-bearing strata and eventually migrates to discharge areas. Numerous surface
water drainage features, such as Mission Creek and the Union River, also provide internal
drainage for the shallow groundwater systems that occur within the uplands. The largest drainage
feature adjoining the basin is Hood Canal, which is a regional discharge area for the deeper
groundwater that originates within the uplands. Much of this discharge occurs submerged below
the waters of Hood Canal.
Climate
Mason County has a characteristic marine climate, typified by short, cool, dry summers and
prolonged, mild, wet winters. The variation between seasons results from the position of the
Pacific High, a high-pressure air mass that varies in position seasonally along the Pacific Coast.
This high reaches its northern position during the summer months, bringing with it typically
clear and sunny weather. The high recedes south during the winter, and is replaced by a low-
pressure system which is associated with storms which can be several hundred miles in width.
The transition between the wet and dry seasons usually occurs during early fall and again in late
spring.
Winter storms generally approach the Puget Lowland from the southwest. Typically, Mason
County and the southern portion of Kitsap County receive relatively high winter rainfall as a
result of marine storms passing through the topographic gap between the Olympic Mountains
and the Black Hills. These winter storms bring 82% of the annual precipitation during the 6-
month period between October and March.
V- 3
Temperatures within the southern Puget lowland are moderated by the Pacific Ocean along with
local marine waters. Temperatures infrequently drop below freezing or exceed 90°F.
Geologic History and Stratigraphy
The geologic formations exposed in the study are entirely unconsolidated Quaternary sediments.
The Quaternary sediments deposited resulted from repeated cycles of glacial and interglacial
episodes. It is generally accepted that four or more glaciations have occurred in the Puget Sound
lowland during the Pleistocene. The most recent advance of the Puget glacial lobe occurred
approximately 13,500 to 15,000 years ago and is called the Vashon Stade of the Frasier
Glaciation. The Vashon deposits cover most of the study area. While the Vashon deposits are the
most important to the shallow hydrogeology of the area, earlier glaciations and interglacial
periods are most important to the deep hydrogeology in the area. Because of the lack of
exposure, stratigraphic correlation of pre-Vashon deposits is problematic.
When the Vashon Glacier advanced into the Puget Sound region, it blocked north-flowing
drainages and created a pro-glacial lake. The sediments from this lake have not been
differentiated in the project area. As the glacier advanced, a coarse-grained sand and gravel
outwash was deposited by meltwater from the glacier. A sand and gravel deposit found beneath
the Vashon till in the study area may possibly be correlated with the Vashon advance outwash.
As the glacier advanced further, it deposited a subglacial till. The Vashon till is very common
throughout the Puget Sound region, including the study area. Finally, as the glacier retreated
further, recessional outwash was deposited. This outwash is similar in texture to the advance
outwash. These deposits are typically thin in much of the Puget lowland, but can be thicker
locally.
The Pleistocene stratigraphy for the area is complex. The most recent regional study in the area,
the Kitsap County Basin Assessment (KPUD, 1997), did not use glacial stratigraphy for units.
Instead, it used hydrogeologic units roughly based on gross grain size and inferred depositional
environment. Deposits were assigned alternating designations of Quaternary glacial (e.g. Qg2)
and Quaternary non-glacial (e.g. Qn2) with numbers assigned as relative age designators such
that Qgl is younger than Qg2. This nomenclature was not used for the present study because it is
not wholly consistent with more recent regional studies by U.S. Geological Survey (Kahle,
1997), or by Robinson & Noble and other consultants. In the present study, deposits have
simplified the designations of the hydrostratigraphic units into aquifers and confining units.The
units used for this report are described later.
Conceptual Hydrogeologic Model
A hydrogeologic conceptual model is a pictorial representation of a groundwater flow system
used to simplify and organize field data so that the system can more readily be analyzed
(Anderson and Woessner, 1992). Ideally, a conceptual model should be as simple as possible, yet
contain every important hydrologic component necessary to recreate system behavior.
Essentially, the conceptual model synthesizes information from geologic logs, cross sections,
potentiometric maps, hydrographs, and other geologic and hydrologic information into a
generalized representation of the geology as it affects the groundwater flow system. Once
constructed, the conceptual model guides the scientific analysis of groundwater systems of an
area.
V - 4
I
Well information along with previous studies in the region has served as the basis for the
development of a conceptual hydrogeologic model to describe the drainage in the Belfair area
and the underlying geology. The locations of the wells providing information for this study are
shown on Figure 2.
Figure 3 presents the conceptual model for the study drawn as a schematic cross section. The
cross section contains the three major components of a conceptual model: boundaries, hydro-
stratigraphic units, and a general flow system. These components are described below. The
conceptual model shows there is one major source of recharge for the groundwater system: direct
recharge from precipitation. Once in the groundwater system, the water flows generally
westward or southwestward. The major discharge areas are wells, springs, Hood Canal, North
Bay, Union River, and Coulter Creek.
The ground water in the study area is contained within the unconsolidated sediments. The
generally layered system consists of relatively permeable water-bearing units (aquifers) and low
permeability units, which generally retard water flow (aquitards). For the purpose of
simplification, aquifers and aquitards are typically generalized into regionally extensive units. In
actuality, textural variability within the units may result in a more complex assemblage of inter-
fingered aquifers and aquitards occurring on scales ranging from regional to local.
Boundary Identification
Identifying the model boundaries is typically the first step in constructing a conceptual model.
Ideally, model boundaries should be natural hydrologic boundaries such as groundwater divides
and large bodies of water. Two general types of hydrologic boundaries exist: physical
boundaries, formed by a physical presence (or lack of presence) such as a large body of water or
the aquifer being nonexistent due to erosion; and hydraulic boundaries, such as groundwater
divides.
The Belfair Water District Wells are located within a large groundwater basin of unknown
extent. For the above-sea level aquifers, the boundaries are defined by topographic lows, such as
along the Union River. The boundaries for below sea level aquifers in which the District's wells
are completed (Sea Level and Deep Aquifer Systems), are defined by the Hood Canal to the
south and west. The north and eastern boundaries are defined by groundwater flow divides
assumed to be outside the study area.
Hydrostratigraphic Units
Following boundary identification, the next step in conceptual model formation is the definition
of hydrostratigraphic units. As mentioned earlier, the units used here are intended to be
consistent with the most recent studies in Kitsap County. Hydrostratigraphic units are groupings
of sediments that exhibit similar hydrogeologic properties. The units may or may not conform
with stratigraphic units. Typically, hydrostratigraphic units divide sediments into aquifers and
confining units.
The hydrostratigraphic units used herein do not readily conform with established stratigraphic
units. Sediments have been divided into seven units: the Vashon till and perched aquifers, the
V - 5
shallow aquifer system, the shallow confining materials, the shallow aquifer system, the
intermediate confining materials, the Sea Level Aquifer System, the deep confining materials,
and the Deep Aquifer System. The units are briefly described in the following table.
Table 1: Descriptions of H drostrati ra hic Units
Hydrostratigraphic Unit Unit Description
Includes Vashon Till and low permeability deposits of Vashon Advance
Vashon Till and Perched Aquifers outwash. Contains small perched aquifers in high permeability deposits of
Vashon Till and Advance. The unit is discontinuous above the shallow aquifer
system.
Shallow Confuting Materials Low permeability deposits of fine-grained Vashon deposits and the
penultimate glaciation.
Shallow Aquifer System Includes high permeability deposits above sea level and below the perched
aquifers.Extent of aquifer is limited.
Includes low permeability deposits of pre-Vashon age. Generally encountered
Intermediate Confining Materials at approximately sea level.
Sea Level Aquifer System Include high permeability sediments generally encountered below sea level.
Regionally extensive.
Deep Confining Materials Includes all low permeability sediments below the Sea Level Aquifer System.
Deep Aquifer System Includes permeable sediments within the deep confining materials.Regionally
extensive.
General Flow System
Defining the general flow system comprises the final element of constructing a conceptual
model. The flow system is defined by the analysis of precipitation and recharge data, head and
hydrograph data, well production data, and other hydrologic information.
The overall groundwater flow system ultimately is recharged entirely by precipitation falling on
the land surface and infiltrating into the subsurface. A portion of the total precipitation also
becomes surface runoff to the area's streams, evaporation from above-ground surfaces, and
transpiration from plants that intercept water infiltrating the root zone.
As stated above, groundwater in the aquifer systems of the Belfair area originate entirely as
locally-infiltrated rainfall. The groundwater flow is generally westerly or southwesterly and
eventually emanates as spring discharge to Puget Sound (both above and below sea level) or as
discharge to lakes and streams. The basin receives an average of between 56 and 60 inches of
rainfall per year(based on Kitsap County Initial Basin Assessment, KPUD, 1997).
Hydrostratigraphic Unit Descriptions
As described earlier, the materials beneath the study area have been divided into seven hydro-
stratigraphic units based upon their hydrologic characteristics. The thickness and distribution of
the units are based largely upon a cross-sectional analysis of the study area. For this study, two
cross-sections were constructed from geologic logs, A-A' and B-B'
(Figures 4 and 5),
respectively. The cross sections were located (see Figure 2) to transect the best information on
the deeper formations in the area and to intersect the four District wells. Each unit is described
V - 6
below. The descriptions of the shallow units are brief because they are relatively unimportant to
the current study. The deep units are described in greater detail.
Vashon Till and Perched Aquifers
As discussed previously, the Vashon till exists throughout the upland areas within the study area.
Where it exists, the till unit impedes groundwater flow both vertically and laterally. However, it
does not act as a confining layer because of its discontinuous nature. Where isolated permeable
sediments occur on top of till or within the till, perched aquifers occur. These aquifers are
independent from each other and the shallow aquifer system.
Few wells are completed in perched aquifers. Typically, these wells, found only in upland areas,
are shallow and have low specific capacities and potential yields. No transmissivity or storage
coefficient data is available from the wells completed in the perched aquifers. In general, the till
it acts as a leaky aquitard, allowing for slow leakage of recharge to the shallow regional aquifer
system.
Shallow Confining Materials
Shallow confining materials are encountered below the Vashon till and perched aquifers. These
low permeability deposits act as a leaky aquitard, allowing for slow leakage of recharge to the
Shallow Aquifer System. These materials are typically rich in clay and silt.
Shallow Aquifer System
The confined aquifer materials encountered above sea level are part of the Shallow Aquifer
System. Shallow domestic wells located in the upland area that are not completed in the perched
aquifers are often completed in this aquifer. Over the higher elevation regions of the study area,
the Shallow Aquifer System forms the major target aquifer for the domestic wells. The aquifer is
generally discontinuous in the study area.
The specific capacity range for the wells completed in the shallow system is from less than 0.2 to
over 20 gpm per foot of drawdown (gpm/ft). However, most of these wells are domestic wells
with relatively limited specific capacities of between 1 and 2 gpm/ft.
Intermediate Confining Materials
Between the Shallow Aquifer System and Sea Level Aquifer System, a sequence of low
permeability sediments exists. These sediments are in contact with deep confining material
where the Sea Level Aquifer System is absent. These materials are typically rich in clay and silt
and range in thickness between 75 and 150 feet.
Sea Level Aquifer System
The confined aquifer materials encountered from 75 to 200 feet below sea level are part of the
Sea Level Aquifer System. Wells located in low elevation areas along the Hood Canal and deep
wells, some over 500 feet deep, are generally completed in this aquifer. This regional aquifer is
of low permeability or absent in portions of the study area. Belfair Water District's Well 3 is
completed in this aquifer.
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The specific capacity range for the wells completed in the Sea Level Aquifer System is from less
than 0.1 to 10 gpm/ft. However, most of these wells are domestic wells with relatively limited
specific capacities of 1 to 2 gpm/ft. In the higher permeability portions of the system, the aquifer
transmissivity has been measured at between 26,000 and 41,000 gpd/ft.
Potentiometric Surface Definition: The water level elevations in wells completed in the Sea
Level Aquifer System were mapped for wells with reliable locations and site elevations. The
water level elevations for these wells define the potentiometric surface for the aquifer system
(Figure 6). Absence of water level data in the eastern portion of the study area requires that the
potentiometric map be more generalized in that area based on the information in the Kitsap
County Basin Assessment. Contours at 20-foot intervals were then drawn by hand. Because of
the small number of wells used to construct the map, the resultant contours represent an
approximate potentiometric condition.
Hydraulic Conductivity Distribution: To be able to calculate travel times, the groundwater
gradient and the aquifer's hydraulic conductivity must be known. The gradients can be measured
from the potentiometric surface map discussed above. Hydraulic conductivity can be calculated
from transmissivity values. Unfortunately, transmissivity data for the Sea Level Aquifer System
is generally lacking for areas away from the Belfair area. Transmissivity data can be estimated
by specific capacity data, but this method is typically unreliable, and specific capacity data is
also limited for the aquifer.
The estimated hydraulic conductivity for the aquifer system is shown on Figure 7. The value
used near Well 3, 35 ft/d, is based upon calculated transmissivity values derived from testing at
the well. The test results, coupled with well log analyses, imply that the hydraulic conductivity is
less to the northeast of the Well 3. For this project, a value of 5 ft/d was estimated for this area.
Deep Confining Materials
Beneath the Sea Level Aquifer System, a sequence of low permeability sediments exists. These
sediments are in contact with intermediate confining material where the Sea Level Aquifer
System is absent. Relatively few wells in the study area penetrate through these sediments to the
Deep Aquifer System. Below the Deep Aquifer System, or where the deep system is absent,
these low permeability materials extend to depth. These materials are typically rich in clay and
silt.
Deep Aquifer System
The confined aquifer materials encountered from 250 to 400 feet below sea level are part of the
Deep Aquifer System. Most wells that target high production rates or are drilled in areas were
the Sea Level Aquifer System is absent, are completed in this aquifer. This regional aquifer is
highly productive in portions of the study area. Belfair Water District's Wells 1, 2, and 4 are
completed in this aquifer.
The specific capacity range for the wells completed in the Sea Level Aquifer System is from 0.3
to 20 gpm/ft. The areas most productive supply wells, producing up to 600 gpm, are completed
in this aquifer. Transmissivity ranges from 19,000 to 116,000 gpd/ft. Storage coefficient for the
aquifer system is estimated to range from 0.01 to 0.001.
V - 8
Potentiometric Surface Definition: The water level elevations in wells completed in the Deep
Aquifer System were mapped for wells with reliable locations and site elevations. The water
level elevations for these wells define the potentiometric surface for the aquifer system (Figure
8). Absence of water level data in the eastern portion of the study area requires that the
potentiometric map be more generalized in that area based on the information in the Kitsap
County Basin Assessment. Contours, at 20-foot intervals, were then drawn by hand. Because of
the small number of wells used to construct the map, the resultant contours represent an
approximate potentiometric condition.
Hydraulic Conductivity Distribution: To be able to calculate travel times, the groundwater
gradient and the aquifer's hydraulic conductivity must be known. The gradients can be measured
from the potentiometric surface map discussed above. Hydraulic conductivity can be calculated
from transmissivity values. Unfortunately, transmissivity data for the Deep Aquifer System is
generally lacking for areas away from the Belfair Water District wells. Transmissivity data can
be estimated by specific capacity data, but this method is typically unreliable, and specific
capacity data is also limited for the aquifer.
The estimated hydraulic conductivity for the aquifer system is shown on Figure 9. The value
used near the Well 1 and 2 wellfield, 25 ft/d, is based upon calculated transmissivity values
derived from testing at the wellfield. The test results, coupled with well log analyses, imply that
the hydraulic conductivity is greater to the east of the wellfield (estimated to be 75 ft/d). Based
on the testing of Well 4, a value of 150 ft/d was estimated for the area surrounding this well.
5.1.3 Contaminant Source Inventory
A contaminant source inventory was completed in association with the development of the
Wellhead Protection Program. A copy of Table 9 from the WHPP is included on the following
page as Table 5.1.
Land uses for the Belfair area are discussed in Section 1.5 and depicted in Figures 1.1 and 1.2.
Future specific land uses for the Belfair UGA have not yet been determined.
5.1.4 Notification of Findings
A Notification of Findings has been developed for the WHPP, but has not been sent out at thei
writing. A copy of the letter is included in Chapter 10. The following is a list of those to be
notified of the WHPP.
• Homeowners
• Mason County Department of Health Services
• Mason county Fire District No. 2, Station 21
• Bremerton-Kitsap County Health District
• Kitsap County Fire District No. 7
It is anticipated that the Notification of Findings will be sent out upon approval of the WHPP by
DOH.
V - 9
Table 5.1
Contamination Inventory Master List and Ranking
Ref. # 'I Rank Site Name Address List Decision Levels
I 1 II 1 III
1 Urban Growth Area zoning 1 4 0
(see note)
2 Residential-Rural 1 4 0 (see note)
3 Light Industrial zoning 1 4 2,500
1 (orphan) 4 Bob's General Store#603 22551 NE State Hwy 3 UST 1 7 200
2(orphan) 5 M.C.Gwimont 22604 NE State Hwy 3 UST 1 7 400
6 Transportation corridors 1 8
7 Saltwater intrusion 1 9
3 8 Norseland Mobile Estates 8651 State Hwy 3 SW CERCLIS,FINDS,CSCSL 5 1 15,600
4 9 Olympic View Sanitary Landfill 10015 SW Barney White Rd 5 1 17,000
5 10 Airport Auto Wrecking 1 6504 SW Old Clfton Rd CSCSL 5 1 21,100
6(orphan) 11 Mason County PUD#3 21341 NE State Hwy 3 UST,LUST 5 2 3,500
7 12 Leonard/Hillman/Olympic View Indust.Park(now Boxlight) 5695 Imperial Way SW UST,LUST,ICR 5 2 17,150
8 13 Humdinger Fireworks/OVIP(now Pacific Ship) 8390 SW Barney White Rd UST,LUST,ICR 5 2 18,000
9 14 Bremerton National Airport/Port of Bremerton 8850 SW State Hwy 3 SW RCRIS,FINDS,ICR,UST 5 3 14,500
10 15 Bremerton IP/Western Steel/Airport Plant/Alddch 8430 SW Barney White Rd FINDS,ICR,UST 5 3 17,900
11 16 Kitsap County Moderate Risk Waste Collection Facilities 5551 Imperial Way SW 5 5 17,800
12 17 All Seasons Gas 22691 NE State Hwy 3 5 6 1,100
13 18 Premier,Inc. 22751 NE State Hwy 3 RCRIS-SQG,FINDS 5 6 1,200
14 19 Belfair Truck and Auto Wrecking 11177 State Hwy 3 SW 5 6 4,100
15 20 North Mason School District 403 E 50 N Mason School Rd RCRIS,UST,FINDS 5 6 4,900
16 21 Belfair Xpress Lube 23970 NE State Hwy 3 5 6 6,100
17 22 USN Issot 5650 Imperial Way SW RCRIS-SQG,FINDS 5 6 17,300
18 23 Rendova Boats Port Orchard(now CCD Recycling) 5610 Imperial Way SW RCRIS-SQG,FINDS 5 6 17,400
19 24 Bremerton Transfer&Storage Co.LTD 8900 Imperial Way SW UST 5 7 16,300
20 25 Doug Lent,Inc. 8700 State Hwy 3 SW UST 5 7 16,500
21 1 26 Evergreen Transfer&Storage Inc.(now Trident T&S) 5727 Imperial Way SW UST 5 7 16,600
22 (orphan) 27 Hood Canal Auto(formerly Belfair Shell Station) 23800 NE State Hwy 3 UST,LUST 6 2 4,950
23(orphan) 28 Belfair Subway(formerly Texaco) 23701 NE State Hwy 3 UST,LUST 6 2 5,750
24(orphan) 29 Canal Automotive 23481 NE State Hwy 3 RCRIS-SQG 6 6 5,100
25(orphan) 30 Kevins Auto Repair(formerly Belfair Auto Repair) 23791 NE State Hwy 3 RCRIS-SQG,FINDS 6 6 6,600
26(orphan) 31 Randy's Short Stop(formerly Short Stop Deli) 24100 NE State Hwy 3 UST 6 7 6,700
27(orphan) 32 Sandy's Deli Mart 76(formerly BP) NE 120 St Rt 300 UST L_f_j 7 6,950
Note: Urban Growth Area zoning is ranked higher than
Residential-Rural because it affects three wells
(Wells 1, 2, and 3),whereas rural zoning affects one well(Well 4). V- 10
5.1.5 Contingency Plan
The District's wells are all located some distance apart, except Well Nos. 1 and 2, which are
approximately 30' apart, but in different aquifers. It is unlikely that a contamination event will
affect all three locations (Well No. 4 is not on line at this writing, but should be by the end of
2001.)
In the event one of the District's sources becomes contaminated, it will entail significant
cooperation from all agencies, including the District, Mason County, the Washington State
Department of Health, and the Washington State Department of Ecology. Depending on the time
frame for such an occurrence, timing for obtaining a new well site may be critical. For example,
if the situation were to occur during this initial planning period of six years, time would not
likely be a problem. However, should it occur some ten or more years from now and growth
occurs as is projected, sustainability of a good water source could present a potential problem.
Interties between Belfair Water District and nearby purveyors do not exist, nor are any new
interties likely within the long term of this planning period. If a hazardous spill should impact
the water quality of one of the District's well, the first choice for alternative supply would be the
increasing of percentage of production from the other wells in the system. Another alternative
would be treatment of the water from the affected well or wells. Should a well or wells be
permanently disabled, the Belfair Water District will need to drill a new well. New well
placement will depend upon the nature of the disablement. For example, if the well is disabled by
a contaminant spill, the new well can be drilled upgradient of the spill.
The District is proposing a new water right and well in the southern portion of its service area by
the year 2020. The well would be located along the ridgeline to the east of the community
center, but at the southern end of the system. This location has at least two advantages. First, it
will provide the southern end of the system with a greater quantity of water along the upper
reaches of the southern end of"Pressure Zone 2" than is now available. Second, drilling a well
along the upper ridge area provides a much greater depth of soil between the surface and the
water bearing strata to be tapped,thus providing greater protection from surface contamination.
Based on the cost of Well No. 4, it is estimated that the total cost of drilling and activating the
proposed Well No. 5 will be approximately $200,000 in 2000 dollars.
5.1.6 Spill Response Planning
The following text for Spill Response Planning is taken directly from the WHPP prepared by
Robinson & Noble.
Introduction
The purpose of this section is to outline and evaluate spill response procedures and capabilities
for the District's WHPAs. To conduct this evaluation, major spill response organizations were
identified.
V - 11
Spill events can be large or small, and can exist of highly toxic or inert materials. Events can
occur under conditions where the spill is easily contained or where clean-up time is plentiful, or
they can occur where surface water, waterways, or ground water are under immediate threat.
This range of possibilities has prompted a spill response(and emergency response) system which
is nationwide in scope and can involve federal agencies, yet is designed to handle the more
common, small-scale (yet potentially dangerous) spills. This assessment takes into account this
range of possible spills and responses.
The ability of the District to affect the protocols and procedures of the national and state
response systems is limited. However, the majority of spills are small and require local response,
as a minimum. Therefore, for the purposes of this effort, focus is given to local response
capabilities and to the needs associated with these local response systems.
Spill Response in the Wellhead Protection Areas
Although the District's wells are completed in relatively deep aquifers, hazardous spills could
potentially affect the groundwater supply for the defined WHPAs. Should such a spill occur,
within a WHPA, a 911 call should be made immediately. The 911 operator will ask several
questions concerning the location and nature of the spill and send either personnel trained in
hazardous materials incidents from the nearest fire department or send directly for a full
Hazardous Materials (HAZMAT) team from Mason or Kitsap County. In order to inform
emergency responders of the sensitive nature of the area and allow them to evaluate what
hazardous spill response measures are necessary, a notification letter is being sent to the local
fire department(s), neighboring fire jurisdictions, the Mason and Kitsap County Sheriffs, and the
Washington State Patrol.
The State Patrol is the pre-designated Incident Command Agency for all incidents occurring on
state highways. Without a pre-arranged agreement with the District for HAZMAT incidents, the
State Patrol must contact an agency with jurisdiction and capability (such as a local fire district)
to secure a HAZMAT team response. This situation represents a potential delay, and therefore,
may increase the risk to the surface and ground water quality, particularly along the Highway 3
corridor. If the District is able to secure an agreement with near-by HAZMAT teams (either
directly or through the District Fire Department), the response time may be lessened
significantly.
The role of the Department of Ecology will be described in detail in the remainder of the section.
This agency provides an important function in spill management and cleanup. They are not
generally considered a "first response" agency, but because of their regional offices and their
environmental protection responsibilities, they are often quickly on-scene, and can provide
clean-up or containment advice and services (though usually through contractors).
State and Regional Support for Local Spill Response Capability
Spill response planning has been underway throughout Washington State for many years. As a
result, there are many response plans in existence, each focusing on a specific geographical area
or type of substance. In addition, organizations involved in the storage and transportation of
hazardous materials have been required to develop contingency plans. Accordingly, this
assessment of spill response capability and recommendations for enhanced response is intended
V- 12
to be consistent with existing spill response plans for the area and the state. An overview of the
general local response system is given on Figure 18.
The foundation for systems and procedures outlined in this section are described in documents
such as the "Statewide Master Oil and Hazardous Substance Spill Contingency Plan" (Ecology,
1991) and the "Washington State Comprehensive Emergency Management Plan" (Department of
Community, Trade and Economic Development (CTED), 1987).
The Department of Ecology is continuing the development of the State Master Oil and
Hazardous Substance Spill Contingency Plan. The next major phase in the effort is the
production of a volume of the plan specifically focused on operational issues. This document,
when completed, will provide spill responders and key agency staff with the information and
procedural guidelines necessary to effectively respond to spills. These procedures will include
such items as enforcement protocols and laboratory support procedures.
The following are the spill response plans in effect in Washington State which cover inland(non-
marine) areas such as wellhead protection areas and aquifer recharge areas':
• National Oil and Hazardous Substances Pollution and Contingency Plan (NCP) prepared by
the EPA.
• Oil and Hazardous Substance Pollution Contingency Plan for Federal Region 10 (RCP) -
prepared by Region 10 of EPA.
• Washington Statewide Master Oil and Hazardous Substance Spill Contingency Plan -
prepared by Ecology.
• Washington State Emergency Response Plan- prepared by the Department CTED.
• Local Emergency Response Plans- prepared by county governments.
Spill Response Terminology
The term contingency plan should not be confused with the water supply contingency plan
developed in the following chapter. Contingency planning for the purpose of this section should
be construed to mean "spill response contingency" plans.
In the various contingency plans applicable to Washington State, there are repeated references to
an "Incident Commander (IC)" and an "On-Scene (Site) Coordinator (OSC)." The IC is the
person who is in command of an incident during its emergency phase and OSC is the person who
is in charge of spill or release management and cleanup. While there is an IC in charge of the
situation, the OSC takes direction from this person. After the emergency response is complete,
the authority is transferred to the OSC for final cleanup.
Spill Response Organizations
Depending on the magnitude of the spill event, numerous organizations at all levels of
government, the private sector, and some voluntary organizations, can have a role in spill
response and cleanup. Each of the plans mentioned above describes the relationship and roles of
2 Portions of existing statewide documents have been condensed and modified for presentation in this section.
V - 13
these organizations in terms of the particular concern. Listed below are a few of the
organizations which might be, depending on the size and nature of the release, involved in a spill
response in a wellhead protection area or ground water recharge area.
The Ecology Spill Response Team consists of Washington State Department of Ecology regional
office personnel. This team is responsible for determining the source, cause, and responsible
party, as well as initiating appropriate enforcement action. Additional responsibilities include
ensuring containment, cleanup, and disposal are carried out adequately. The team coordinates its
actions with other state, federal, and local agencies.
The Local Response Team (LRT) consists of state and local government agencies, industry
personnel, academic organizations, and other private interests that may assist the OSC in
pollution response and planning. The composition and level of participation in the LRT is
dependent upon the area involved, the hazard posed, and the type of assistance required.
Normally, the LRT will consist of the state environmental response agency and clean-up
contractors.
The Technical Assistance Team (TAT) is a contractor used by the EPA Region 10 office to
provide technical oversight at spills and uncontrolled hazardous waste sites. Requests for the
TAT are made via the EPA. Once on site, the TAT will report the situation to the EPA duty
officer who then decides whether an EPA OSC needs to be on scene.
Initially, the resource damage assessment program was an Ecology-led effort designed to
organize the state natural resource trustee agencies into an effective resource damage assessment
taskforce. The state now has a Natural Resource Damage Assessment (NRDA) team consists of
representatives from Ecology, Health, CTED, the Department of Fish and Wildlife (DFW), the
Parks and Recreation Commission, and the Department of Natural Resources (DNR). In the
event of a major pollution event which damages natural resources, this committee's mission is to
organize personnel, materials, and equipment necessary to conduct reconnaissance evaluations
and initiate detailed assessments of natural resource damages.
The Environmental Response Team (ERT), based in Edison, New Jersey, was established to
advise the OSC and Regional Response Team (RRT) on environmental issues surrounding spill
containment, cleanup, and damage assessment. ERT personnel have expertise in areas such as
treatment technology, biology, chemistry, hydrology, geology, and engineering.
The RRT, consists of representatives from selected federal and state agencies. The RRT is the
regional body responsible for planning and preparedness before spill occurs, and provides advice
to the OSC following such incidents.
The National Response Team (NRT) consists of representatives from the various federal
agencies(such as EPA, the US Coast Guard(USCG), Fish and Wildlife Service, etc). It serves as
the national body for planning and preparedness actions prior to a spill and as an emergency
advisory center when a spill occurs.
V - 14
Roles and Responsibilities
Spill response plans stress that for spill response procedures to be effectively executed, each
party must be fully aware of their specific roles and responsibilities. Moreover, there must be an
understanding of the roles of other parties involved in response activities, as well as effective
coordination, cooperation, and communication among responding agencies, organizations, and
specific roles and responsibilities of the key parties,
individuals. This section describes the spec cp y p ,
including:
• Responsible party or spiller
• Federal and state agencies
• Local government
• Facility owners
• Contractors
The Responsible Party
The primary responsibility for assessing, responding to, and containing an oil spill or discharge
falls upon the individual, agency, or company responsible for the spill incident. The responsible
party (RP), whether there is an approved contingency plan or not, is responsible for containment
and cleanup of the spill, disposal of contaminated debris, restoration of the environment, and
payment of damages. State and federal law specifically require that the removal of a discharge of
oil or hazardous substance should be immediate.
Environmental Protection Agency
The EPA has primary responsibility for spills that occur on land and on inland U.S. waters not
under USCG jurisdiction. As directed by the NCP, the EPA is pre-designated as OSC for spills
occurring in these areas.
Department of Ecology
Ecology is the lead state agency for environmental pollution response within the State of
Washington. As such, it has pre-designated the state OSC and the IC for many spills occurring in
state jurisdiction. In the event of a spill occurring on a state highway, Ecology coordinates with
the Washington State Patrol, which assumes responsibility as IC, and Ecology acts as the lead
agency responsible for clean-up activities.
State Patrol
The State Patrol acts as the designated Incident Command agency for incidents on interstate and
state highways, and other roads and jurisdictions as delegated.
CTED - Emergency Management Division
Washington State Emergency Management Division (EMD)is responsible for:
• Developing and maintaining a State Comprehensive Emergency Management Plan.
• Maintaining a 24-hour capability to receive notification of incidents and request for
assistance and initial notification to local, state, federal response agencies.
V - 15
• Activating the State Emergency Operations Center (EOC) as needed to coordinate state
resource identification and acquisition in support of Ecology response.
• Providing Public Information Officer (PIO) support to the Incident Command.
• Maintaining an updated list of NRDA team members submitted by participating agencies.
• Maintaining and updating a notification list of local, state, and federal agencies involved in
emergency response.
• Coordinating the procurement of state resources for use by the OSC or as requested by local
EMD or other designated local response agency or state response agencies.
• Participating in the NRDA team.
Department of Fish and Wildlife(DFW)
The DFW is a state agency with trustee responsibilities for wildlife, game fish, food fish, non-
game fish, shellfish, and their associated habitats. The agency is also responsible for state
facilities (hatcheries, properties, launching ramps, and related facilities) and assorted equipment.
Of special concern are high-value habitats that may be used as nursery grounds for fish or
wildlife. DFW is a participant on the NRDA team.
Department of Health(Health)
Health has the responsibility for beach closures for human health and safety purposes, public
health concerns from contaminated food supply (e.g. shellfish), and general health-related
matters for the safety of the public. In addition, Health is to render all appropriate laboratory
support and services to the OSC. Health is a participant in the NRDA team.
Department of Transportation (DOT)
The DOT may provide traffic control, equipment, and personnel for non-hazardous clean-up
activities on state and interstate highways. The DOT may provide and mobilize equipment
necessary in a major spills incident.
Local Responders
Local emergency response organizations such as local police, county police or sheriff, and local
fire districts have a key role to play in most spill situations as they are the "first responders" for
the majority of spills. These local entities provide for immediate protection of health, property,
and the environment. It is this group of responders who determine the need for additional
assistance and mobilization of the additional resources mentioned in this section.
Local Emergency Planning and Emergency Management
Local governments have a duty to be prepared for all disaster emergencies. Each County's EMD
is charged with establishing Local Emergency Planning Districts (LEPD) and Local Emergency
Planning Committees (LEPC)to facilitate planning efforts.
LEPC's have the responsibility to create local emergency response plans. General requirements
for local response plans are contained in Title III of the 1986 SARA. Generally, local agencies,
particularly fire services and law enforcement agencies, can be activated to provide emergency
response services when there is a threat to life and property. Emergency response services may
V- 16
include: fire and explosion controls, investigation, and documentation, perimeter control,
evacuation, traffic controls, and initial containment or even removal of materials, depending on
the nature of the incident.
Incident Response Management
The party responsible (RP) for a spill is required by state law to notify the National Response
Team (NRT) and the state EMD. The RP is also encouraged to contact the nearest appropriate
regional office of Ecology. The following is a list of phone numbers for agency notification.
Washington State Emergency Management Division 1-800-258-5990
Washington State Department of Ecology
24-hour Emergency Spill Response 1-360-407-6300
Southwest Office- Tumwater 1-360-407-6300
Northwest Office- Bellevue 1-425-649-7000
Spills Program- Puget Sound Office 1-206-389-2431
Mason County
County Sheriff(non-emergency) 275-2819
Fire Marshal 427-9670, Ext. 329
Emergency Management 427-9670, Ext. 329
Environmental Health 427-9670, Ext. 352
Public Works/Roads 427-9670, Ext. 450
Kitsap County
County Sheriff(non-emergency) 1-360-337-7170
Fire Marshal 1-360-337-7181
Emergency Management 1-360-337-7119
Public Works/Roads 1-360-337-7121
Sewer District No. 5 1-360-871-6861
Washington State Patrol
Shelton 427-2180
Fire Bureau Region 1 1-360405-6637
Environmental Protection Agency Region 10- Seattle 1-206-553-1263
National Response Center 1-800-424-8802
In most spill response situations, the initial call is to a local emergency response agency such as
the local fire department or district, local police, or others. The use of a 911 system will activate
the local response. These first responders provide the initial on-scene control, and manage the
scene under the Incident Command System described below.
State Incident Command System
The State of Washington's spill response is organized and managed under an Incident Command
System (ICS). The ICS is a functional component of a larger program, the National Interagency
Incident Management System (NIIMS), which was developed for the interagency management
of large forest fires. The ICS, although less complex than the NIIMS, is designed to allow for the
day-to-day management of response efforts and resources for all oil and hazardous substance
V- 17
spill responses, from the very small or routine efforts to the largest catastrophic spills involving
multi-agency jurisdictions.
Specifically, the system will operate in the following scenarios:
• Single Jurisdiction/Single Agency
• Single Jurisdiction/Multi-Agency
• Multi-Jurisdiction/Multi-Agency
The ICS concept is built upon teamwork coordination and cooperation between all entities
involved (or potentially involved) in a spill response. Teamwork is encouraged throughout all
phases of incident management including the preparedness, mitigation, response, and recovery
phases for spills of any type or size. Ecology has taken steps to ensure there is effective
teamwork, coordination, and participation in the ICS by appropriate state and local agencies in
addition to the USCG and the EPA.
Unified Command Structure
In Washington State, the ICS will operate using a Unified Command Structure involving
representatives of the Ecology, federal government (USCG/EPA), industry, and in some
circumstances local government. A Unified Command Structure is called for when the spill is
multi jurisdictional in nature, e.g., when public safety and welfare, as well as environmental
damage, is imminent.
Under the Unified Command Structure, the three key On-Site Coordinators (OSC) -- federal,
state, and industry -- will share decision-making authority in the command post and consult with
each other regarding spill response and clean-up, management issues. Participation in the Unified
Command Structure does not mean that agencies such as the USCG, EPA, and Ecology, which
have roles and responsibilities, set by federal and state statute, are relinquishing or surrendering
their authority. Emergency situations, however, may require some actions to be taken outside of
the normal permitting process.
The Unified Command Structure is a consistent, systematic means of organizing a variety of
agencies having jurisdictional responsibilities surrounding an incident, into one concerted effort.
The concept offers uniform and traceable procedures that enable all emergency response
agencies to perform their roles effectively, yet in unison. A Unified Command is located as close
to the site of the spill as practicable, without interfering in the actual spill response activities.
Organization and Staffing Principles of ICS
The ICS organization is functionally oriented around four major areas: command, planning,
logistics, and administration. The flexibility to expand this organization as situations dictate is
designed within the ICS, without the need to conduct major organizational changes or a
cumbersome transition into a different operational system during a spill response. For example,
in a minor incident a single person may serve as the OSC and perform all functions. In a major
incident, the command may consist of a united command with federal and state representatives,
the RP, the OSC, a staff, and a group of sections and functional units. Participants in the Unified
V - 18
Command/Command Post and the OSC's are normally pre-designated, any remaining sections or
functions are assigned as needed.
It is important for those parties and agencies participating in ICS to understand that the key to its
effective operation is the acknowledgment that the IC is in charge of the entire operation, the
OSC is in charge of spill cleanup during the incident, while the section chiefs and functional unit
leaders are in charge of their units or sections. As a rule, sections should have a single individual
in charge who has the authority to make decisions and to give orders. Without this authority, the
system will fail. Accordingly, it is a maxim of ICS that section chiefs should be selected based
on their experience and qualifications, not rank or seniority within their relative agency or
organization.
requirements of the ICS should be viewed as a dynamic activity, not one based upon
The staffing eq Yn Y
maintaining a precisely defined level. Flexibility is a key element of ICS, allowing the command
structure to be as large and sophisticated, or as small and compact, as the spill event requires. As
long as common sense is used, the system can be modified to fit any incident. The size of the
ICS will be determined by the IC.
Recommended Spill Response Improvements
Complete Mutual Aid Agreements
Mutual aid agreements between Mason County Fire District 2, Kitsap County Fire District #7,
and HAZMAT should be completed and routinely updated. The Fire Department should
investigate agreements for direct HAZMAT response from Mason and Kitsap Counties.
Response scenarios involving other potential first responders(such as the State Patrol, the Mason
and Kitsap County Sheriffs, or others) should be reviewed to assure that the response protocols
are clearly understood and the response system is as streamlined as possible.
Establish Responder Group
As part of the implementation of this plan, a spill responder group (consisting of local fire,
police, emergency management, water districts) should be established to discuss spill response in
the WHPA. Efforts should be made to communicate the extent of capture zones to the first
responder organizations. This "forum" for discussion of WHP issues could take the form of a
sub-group of the LEPC, or could be developed independently.
Discuss Wellhead Precautions
Through a local "responders" group, discussion should focus not only on the locations of the
WHPA zones, but also on specific protocols and procedures for response in the zones. For
} example, certain types of responses may be more protective than others, depending on the
f chemical, the location within the zones, and the tradeoffs affecting immediate public health and
safety.
5.1.7 Regional Implementation Efforts
Belfair Water.District No. 1 is the only major purveyor in North Mason County. Therefore, its
WHPP is a lone effort on behalf of the Belfair Community. The District is not aware of any
other WHPP's in the area.
V - 19
5.1.8 Implementation Strategies
The following is taken directly from the WHPP prepared for the District by Robinson&Noble.
Introduction
The completion of wellhead protection planning provides no safeguards unless effective
management strategies are implemented to prevent potential contamination of ground water
sources. The District does not own or control all of the land within its WHPA. Maximum
effectiveness can be achieved in implementing the WHPP through a cooperative effort between
the District, neighboring purveyors, and the state and local agencies which regulate potentially
harmful activities within the WHPA. An important component to its management of the area will
be the notification of the existence and extent of the management area to the proper agencies in
Mason and Kitsap Counties, neighboring communities, and to local residents.
Wellhead Protection Management Strategies
The following sections detail proposed strategies developed to protect the integrity of the
District's water sources.
Long-term Management and Cooperation
This WHP program is designed to be a continuing management activity to meet the District's
future planning needs or to adapt to changes in the physical conditions of the aquifer system. As
such, the management strategies and practices outlined within this study provide a general
direction, but will periodically need to be refined to fit specific conditions. Additional
adaptations may be needed to address future activities and regulations, or changes in current
regulations that may affect the WHPAs.
Strategy #1: Establish a WHP Committee: The District could establish a WHP
Committee, which would meet periodically to:
1. Evaluate the implementation status of the WHP tasks
2. Review federal, state, and local programs regarding the WHP
3. Review changes in surface activities within the WHPAs
4. Meet WHP regulations and requirements
The group should strive to focus on promoting existing or future water quality and quantity
resource protection programs for the WHPAs.
Strategy #2: Land Management Activities: The District should encourage owners or
agencies responsible for large land parcels and developments to use and monitor best
management practices (BMP) for control, reduction, and restriction of potential I
contaminants into the WHPA.
WHP Land Use Strategies
The Belfair Water District has no authority to directly control land use for those areas of the
WHPA that are outside the service limits of the District. Therefore, the District must develop a
cooperative relationship with those state and local agencies that administer land use programs. At
the present time, the best strategy for the District is to seek special designations for the WHPA
V - 20
from pertinent agencies. The District should evaluate and seek the different designations that
may be most beneficial.
Strategy#3: Possible Special Protection Area Designations:
• A Special Protection Area designation under the state ground water quality
standards (WAC-173-200),
0 A Special Use Area by the Department of Agriculture,
• An Environmentally Sensitive Area under various County-level programs.
WHP Regulatory Strategies
� r3' �
This WHPP is designed to use the existing statutory rules and regulations to protect ground water
quality. The District, in coordination with state and local agencies having statutory authority in
the area, would monitor regulated activities within the WHPA. The following regulatory
strategies are recommended.
Strategy #4: Well Drilling Inspections inside the WHPA: The District should
r encourage the delegation of well construction inspection authority be transferred from
Ecology to the health departments of each county. Regardless of the responsible agency,
the District should encourage more frequent well construction inspection than currently
occurs.
Strategy #5: Washington State Environmental Policy Act (SEPA)/Hydrogeologic
Evaluations: The District should request the Mason and Kitsap Counties Department of
Community Development (DCD) to require hydrogeologic evaluations that specifically
address impacts to groundwater quality and quantity parameters for any development
within the WHPAs which requires SEPA action or seeks Determination of Non-
Significance (DNS) designation. Additionally, the District should enter into a
Memorandum of Understanding (MOU)with the DCDs seeking District comment on the
effects such development will have on the ground water system. Designation of the area
!� as a Special Protection Area will be the first step toward gaining such an agreement.
�I Strategy #6: Septic Tanks: The District should request Mason and Kitsap Counties to
require that as-builts, drafted by a septic design professional, of new septic systems be
recorded with property deeds. Additionally, the District should support the
implementation of laws and regulations requiring proper inspection and maintenance of
septic systems.
Planning Strategies
A substantial degree of future protection for the WHPA will be achieved through present-day
planning and coordination. In order to accomplish the required level of future protection, the
following strategies are recommended.
Strategy #7: Sewers: The District, in coordination with the managers of local sewer
systems (if and when they are in place), should develop emergency plans to be
implemented in the advent of sewage leaks or spills. The District could encourage the
appropriate County to require all industrial and commercial facilities within the WHPA to
connect to sanitary sewers, if such services are reasonably available.
V - 21
i
1
Strategy #8: Storm Water Management: The District should conduct or promote
research on the impact of storm water discharge on water quantity and quality.
Additionally, the District, in coordination with the responsible agencies, should evaluate
the adequacy of storm water facilities, including proper routing, retention, and detention.
A balance must be found that allows optimum recharge of storm water to groundwater
systems while adequately protecting the water quality of the aquifers.
Strategy #9: Emergency Response for Transportation Corridors: The District should +
notify the appropriate emergency response organizations of the location of the WHPA f
and establish formal communication protocols with the first-response emergency units.
Strategy #10: Hazardous Material Transport: The District should investigate the
P g
feasibility of re-routing the transport of hazardous materials away from the WHPA one-
year time of travel zone. This option may necessarily have to exclude the State Highway
3, since it represents a major transportation route.
Strategy #11: Farm Planning: The District and the Conservation Districts of each
County in the area should discuss how farming practices could affect ground water. The
District should encourage and support the County Conservation Districts in their farm
planning, such that farm plans include items specifically designed to protect ground water
quality.
Strategy #12: Petroleum Pipelines: The District should document the location and use
of petroleum pipelines and establish emergency response plans for pipeline failure. These
efforts should be coordinated with the pipeline companies and the federal, state, and
county agencies responsible for emergency, petroleum-product spill response.
Data Management Strategies
One of the principal goals of the WHPP is the development of a data collection network and
analysis plan capable of providing the District with advance warning of contamination to the
District's water supply. The following data management strategies seek to establish and maintain
scientific data upon which future WHPP actions can be based.
Strategy #13: Groundwater Monitoring Plan: The District should actively participate
in the collection and analysis of regional and local groundwater information. The
development of a proper groundwater monitoring plan will be crucial to the District's _
capability to protect their water sources. This can be accomplished in cooperation with
the Regional Water Associations of Mason and Kitsap Counties, Mason County Health
Department, Bremerton-Kitsap County Health Department, State Department of Health,
Department of Natural Resources (DNR), Ecology, and other entities seeking to monitor
the groundwater resources of the region.
Strategy #14: Abandoned Well Inventory: The District could locate and inventory
decommissioned, abandoned, and unused wells. Owners of these wells could be notified
V - 22
of the potential liability such wells cause and be educated on the benefits of well
decommissioning.
r Strategy #15: Herbicide and Pesticide Survey: The District could inventory and
monitor major herbicide and pesticide use within the WHPAs. This inventory may be
used to guide future groundwater monitoring and WHP-related education programs. In
addition, the District could encourage county, state, and private land managers to use
vegetation management practices that protect groundwater quality.
Strategy �#16: Underground Storage Tanks Inventory: The District could inventory
and locate underground storage tanks. Besides those presently identified by the current
hazard inventory, this inventory should include new tanks placed after the hazard
inventory was finished, and residential home heating oil UST, and/or other tanks that
were not previously identified.
Strategy #17: Drywg ell Monitoring: The District should encourage Mason and Kitsap
Counties Surface Water Management to develop an evaluation and monitoring plan for
drywells within the WHPAs.
Education Strategies
( Education of the public and industrial/commercial occupants of the WHPAs concerning
groundwater protection is a critical portion of the WHPP. Through proper education, the degree
and potential for future contamination can be greatly reduced; therefore, the following
recommendations are made.
Programs: ahead be
h District should
If not the Education Pro . y gun,
Strategy #18: WHP g
begin groundwater educational programs to educate the WHPA s residents, particularly
on groundwater quality issues. The WHPAs could be targeted for distribution of literature
regarding septic tank maintenance, fuel oil storage tank maintenance and abandonment,
residential use of herbicides and pesticides, and hazardous material use, disposal and
storage.
In addition to District-run programs, the District could participate in, and support, small-quantity
waste disposal programs and actively work with state and local government in developing and
creating public education programs concerning ground water.
Wellhead Protection Implementation Tasks
In order to accomplish the protection of the WHPA and follow the strategies listed above, we
recommend the District adopt the WHP Implementation Tasks listed below. These tasks have
been ordered in their recommended priority of implementation. The District may institute all or a
portion of these tasks, depending upon available funding, time, or other concerns.
Task 1: Create and host a WHP Committee. This group will:
• Promote adoption of the WHPA into the Comprehensive Plan of Mason County
ij • Focus the applicable state and local programs to the area
V - 23
• Review management strategies
• Incorporate new data
• Evaluate new requirements
• Oversee educational programs
• Evaluate new approaches to WHP
The Committee should meet on a quarterly basis for the first three years following Plan
implementation and establish an appropriate meeting schedule following the 3-year period
(subject to the needs initially established by the committee).
Task 2: Establish formal communication with first responders. Initial communication should
be made to all emergency responders with a notification letter explaining the existence of the
WHPAs (see sample letter in Appendix B). This task is more fully described in the Spill
Response Section of the WHPP.
Task 3: The District should also supply notification of the existence of the WHPAs to the
Health and Planning/Land-Use departments of each county. The District should request that:
1) Each county health department assist small water systems with wellhead protection
by initiating a small system WHP Coordination Program, and
2) Mason County planning departments consider the WHPAs in their designations of
critical areas regulations, susceptibility mapping, and development permitting.
The District should provide susceptibility data to each county to update their maps. A sample
notification letter is provided in Appendix B.
Task 4: Consider seeking designation of the WHPA as a special protection area. As
mentioned previously, there are numerous special designations the District may wish to seek in
order to protect the WHPA. The District should evaluate the protection offered by these
designations and seek those most appropriate for the WHPA.
Task 5: Create awareness of the wellhead protection area by posting metal "WATER
SUPPLY PROTECTION AREA" signs at the borders of the WHPAs.
Task 6: Communicate the location of the WHPAs, explain basic WHP concepts, and
address specific WHP concerns to industrial/commercial site owners and local gravel mine
owners.
Task 7: Increase public awareness of homeowners who are connected to the District's
water system through notification letters to customers within the WHPAs. This notification
letter should be given to homeowners either at the time of service hookup or as part of property
V - 24
escrow. Letters could be sent to existing customers with bills, and posted at the local library. A
sample notification letter to homeowners is supplied in Appendix B.
The District should deliver a copy of the wellhead protection plan to the Mason County library
systems. This will allow interested residents to learn more about the wellhead protection program
of the water system.
In addition, inform local residents of the WHPAs and the goal of protecting the water supply
through a press release sent to the Shelton-Mason County Journal, Bremerton Sun, and The
News Tribune for publication in each paper.
Task 8: Encourage the requirement that engineering as-builts of new septic systems be
recorded with property deeds. These as-builts should be drawn and submitted by septic tank
designers who are registered professional designers licensed by Washington State. Support the
implementation of state laws and regulations regarding septic system inspection and maintenance
programs. Participate in public education programs to notify public concerning the impact of
septic systems on the WHPAs. Promote and coordinate public education programs concerning
proper septic tank maintenance and proper hazardous waste disposal.
Task 9: Conduct groundwater monitoring for analysis of nitrate concentrations. Establish a
nitrate early-warning value to allow for timely action in the event of increasing concentrations.
Task 10: Work with responsible parties to assess adequacy of stormwater systems. This task
should evaluate the existing stormwater detention facilities, establish priority for stormwater
upgrades, and seek maximum infiltration of storm water. An evaluation of local stormwater
detention, retention, and routing priorities should likewise be considered. Promote research on
the impacts of stormwater discharge from residential areas. Encourage the periodic monitoring of
drywells. Review water quality data generated under general National Pollutant Discharge
Elimination System (NPDES) Storm Water Permit.
Task 11: Review routine leak detection procedures for sewer lines. As a sewer system is in
the planning stages, the District should request utilities use "leakproof' piping for new sewer
construction. Develop emergency response procedures for sewer force main breaks within the
WHPAs.
Task 12: Assure that the hydrogeologic impact of surface development is adequately
evaluated during the SEPA process.
Task 13: Participate in a regional groundwater data development and management
program. This will help assure that an adequate regional database is developed.
Task 14: Support Mason County in seeking delegation of well drilling inspection authority.
This could provide advance notice of drilling to the District and allow more frequent inspection
of wells drilled within the WHPAs than currently occurs.
Task 15: Document the location and use of petroleum pipelines and develop appropriate
emergency procedures.
V - 25
VI. OPERATION AND MAINTENANCE PROGRAM
6.1 Water System Management and Personnel
Belfair Water District No. 1 is a fairly small public water system with approximately 500
connections. Therefore, just four people undertake the responsibilities of all day-to-day
functions of the District. They are the District Manager, Secretary, and two field workers.
Jerry Hukill, District Manager, is responsible for the overall day-to-day operation of the water
system with each of the staff assigned duties as follows:
District Manager Normal Day-to-Day Operations
Field Engineering*
Emergency Response
Cross Connection Control
Implementation of the Improvement Program
Budget Formulation
Public/Press Contact
Field Staff Preventative Maintenance
Water Quality Monitoring
Response to Complaints
Office Manager Telephone
Office Assistant Billing
Office Records
Voucher Preparation
Correspondence
Accounts Receivable
Complaints/Recording
Board Minutes
* The District does not have an engineer on staff. Therefore, whenever engineering assistance is
required, the District Manager will contact a licensed engineer specializing in water systems.
6.2 Operator Certification
Jerry Hukill's Washington State certification is Water Distribution Manager 3, Certificate No.
6350. The Acting Foreman is Don Cureton, who has a WDM II, certification No. 7197. Don
Cureton is also a certified Cross Control Specialist. The Field Technician is Jason Pomeroy. He
recently passed his WDM IT certification exam. His Certificate No. is 011539.
VI - 1
6.3 System Operation and Control
6.3.1 Identification of Major System Components
The District has three major components comprising its water system. They are the wells
(source), disinfection, stogy and distribution system. Each of these is shown on the Water
System Map, Figure 1.5, contained in the pocket at the rear of this plan.
There are a total of four wells presently available to supply water to the system. Well No. 1 is
the original well acquired from Mason County PUD No. 3 when the District was formed. This
well is the primary source of water for the system. It has two booster pumps that supply water
from the well to the system. Well No. 2, drilled shortly after the District's formation was
formerly plumbed directly into the piping for Well No. 1. Both wells are flowing artesians
located less than 50 feet apart. It supplied water to the booster pumps operating Well No. 1.
The District attempted to upgrade Well No. 2 and place it directly on line in parallel with Well
No. 1. However, after a new well pump was installed and the well test pumped, itrinking water quality at that time. Therefore,
was found that
the well generates a high turbidity at start up. The well was further developed and retested.
Although the level of turbidity lowered, it was not eliminated. The water clears after bypassing
it and letting it run for 10-20 minutes. It meets d
Well No. 2 is not used on a regular basis, but is only for emergency purposes. It must be
operated manually and thoroughly flushed before the water can be introduced into the system.
Well No. 3 was placed in operation in 1996. It is a 275 gpm well that provides water during the
peak use season, or when Well No. 1 is taken out of operation for routine and/or preventative
maintenance.
At this writing, Well No. 4 only serves Pressure Zone No. 2 on the plateau on the top of the ridge
to the north northeast of the general Belfair area. The well, along with an onsite hypochlorite
generation system for disinfection and a new 1.1 mg storage tank were completed in 2002. '
The District has a total of four storage tanks for service in Pressure Zone No. 1, located in pairs
at each end of the system. The South Tanks, located on Razor Road, are the control tanks for
turning the well pumps on and off. The North Tanks are located at just east of the intersection of
Old Belfair Highway and SR-3. The North Tanks provide the majority of the water to the
commercial center of Belfair, and are drawn down faster that the South Tanks. Each of the tanks
is 26 feet in diameter and hold 16 feet of water.
The District has approximately 12.2 miles of pipe in the distribution system, ranging from 4 to
16 inches. The system is not well looped, because of its location along Hood Canal and the
topography to the east. At the time of this plan, the higher ridgeline to the east is relatively
undeveloped and does not require water service from the District. Additional looping will occur
as the District grows to serve the Belfair UGA as designated by Mason County.
As this plan is being prepared, Pressure Zone No. 2 is a "stand alone" system along the plateau
on the northeasterly corner of the service area. The area is served by Well No. 4 and the new
1.12 MG standpipe. There are only a few customers presently on the system, but the District has
VI -2
had several inquiries for commercial/industrial service. There is approximately one mile of pipe
serving this area now. The mains are primarily 12- & 16-inch diameter pipes.
6.3.2 Routine System Operation
Each well is visually inspected daily when meter readings are taken. The wells are operated
automatically using the RUGIDTM automated control system. This is a computer-operated
system that continuously monitors the tank levels and well pumps and turns the system on and
off as tank water levels dictates. If, for some reason, the computer fails to work properly, tank
water levels are checked daily and the well pumps can be turned on and off manually.
The District requires its personnel to follow pertinent WISHA and OSHA safety regulations.
This includes wearing of protective gear such as hard hats safetyshoes,, goggles; and other
equipment as appropriate. When repairs are required in the ground, sheeting of trench sides is
required when the trench is over four feet in depth. Material Safety Data Sheets (MSDS) are
maintained for all potentially hazardous material used in the maintenance of the water system.
First aid equipment and materials are maintained at all locations where they may be needed, or
are located on maintenance vehicles. They are inspected regularly to insure supplies are
adequate.
All field staff members are required to wear safety vests and hard hats at all times. Most of the
District's distribution system is located along highway SR-3, SR-106, and Old Belfair Highway,
all very busy highways through Belfair. It is very important that the workers be seen when
working on the system. Additionally, whenever work is performed near any street or highway,
safety cones are deployed in accordance with state traffic safety regulations.
Source meters are read daily and the readings recorded and filed in the district's office. Service
meters are read monthly for billing purposes. Two people are used to read meters for safety
purposes, due to the location on most of the meters along SR-3. Hard hats, safety vests and
yellow caution safety lights on the vehicle are used.
The system is evaluated using the daily operation inspections during source meter readings,
review of the weekly well water level chart for Well Nos. 3 and 4, and the regular drive-by leak
detection inspection tour.
6.3.3 Preventative Maintenance Program
The primary focus of the preventative maintenance program is to ensure that the wells continue
to operate properly. As stated above, each well is inspected daily during the source meter
reading. Well No. 1 is the primary source of water and is a flowing artesian well with a positive
head of approximately 8.5 psi during operations. It has two booster pumps that take water from
the well and pump it to the system. The pumps are cycled so each pumps for approximately the
same time during a given period, of say one week. Since these pumps are older, each pump is
taken out of service on a three-year cycle and rebuilt. One pump is always available for
operations.
VI -3
Well Nos. 2 and 3 have submersible pumps installed in them. They are both fairly new, and
have not had to be pulled for maintenance at this writing. Well No. 4 has a 125 hp line shaft
turbine pump. The primary source of data to evaluate the operation of these pumps is the
monthly power records. The amount of power used by each is compared to the actual running
time to see if the pumps are operating as they should. Additionally, for all pumps the daily
source meter readings are compared to the running time meter to detect any anomalies in
pumping rates.
Leak detection is a major concern of the District. A daily drive-by inspection is done. A slower,
more comprehensive inspection is made on a weekly basis. Due to the geology of the area, leaks
of less than 5 gpm generally do not show on the surface. Some leaks as high as 10 gpm have
gone unnoticed for the same reason. Therefore, the inspections concentrate on new "wet spots"
to identify potential leaks. This is difficult in many areas, because of the proximity of storm
drain ditches near the mains. The District is aware of this problem and uses the weekly
inspections to take closer looks for potential leaks.
The District has two booster pump stations. The older one is a small, variable speed pump
booster system serving the upper areas of Razor Road. This station was upgraded during the last
WSP planning period, and thus is muchmor reliable. The station is inspected daily.
The second booster pump station is also fairly new and will eventually serve up to approximately
50 new homes along the upper ridge area on the easterly side of the community. The station
contains two varible frequency drive (VFD) domestic service pumps and a fireflow pump. It is
fairly new and does require some vigilance. It also is inspected daily. The District has not yet
established a regular repair/replacement schedule for the pumps.
6.3.4 Equipment, Supplies and Chemical Listing
or a large inventory of equipment, supplies and
The District's size limits its requirement f
materials. It has two work trucks and one small dump truck. It also has a small backhoe for the
installation of services or small pipeline maintenance projects.
District personnel install small mains and services. Supplies are generally limited to those
necessary to install and repair service lines. This includes saddles, meter yokes, corporation
stops, HDPE service line of various small sizes, etc. Contractors on the District's Small Works l
Roster generally do new construction. The District does not stock large pipeline items such as
pipes and gate valves. The District only maintains a small inventory of emergency repair material.
Additionally, it has an agreement with H. D. Fowler Company to furnish non-inventory parts on an
emergency basis, 24 hours a day.
The District does not store chemicals, except for the sodium hypochlorite tables used for
disinfecton. All other chemicals u i sed generally have a short shelf life. Therefore, all chemicals
are purchased as needed, and completely used. 1r
I
VI -4
6.4 Comprehensive Monitoring (Regulatory Compliance) Plan
Section 3.2 discusses the District's water quality monitoring requirements and sampling results and
compared them to Washington State DOH MCL's. The historical results of the District's sampling
program are maintained in the District office.
Each of the District's four wells is sampled in accordance with the DOH and EPA timetable. Since
the District does not treat its water, except for disinfection, samples are taken directly from each
individual source well. The District has applied for, and received waivers for some sampling. A
copy of the DOH's Water Quality Monitoring Report for the Year 2005 is included in Chapter X.
This document lists the specific sampling requirements for the District. Also included are the
results of the latest sampling.,
Existing waivers are discussed above. It is anticipated that the District will continue to apply for
and receive similar waivers for the duration of this plan, since the susceptibility of all sources are
low to moderate.
Belfair Water District No. 1 uses only certified laboratories for sample analyses. Included are
Water Management Laboratories, Inc. of Tacoma and the Washington State Public Health
Laboratory in Shoreline.
The District is required by regulation to take a minimum of two bacteriological samples per month.
Four samples are taken. Both the location and the time of the month when samples are taken vary.
The samples are taken at 11 different locations, including repeats, if necessary. Table 6.1 is a
calendar and list of locations for bacteriological samples taken.
Table 6.1
Belfair Water District No. 1
Bacteriological Sampling Schedule
WEEK NO. MONTH NO. 1 MONTH NO.2 MONTH NO.3 MONTH NOA
WEEK 1 1 2 5 6
3 4 7 8
9 10 9 10
Legend:
1. 643 Old Belfair Highway 2. 23940 SR-3
641 Old Belfair Highway(Repeat Upstream) NE 23910 SR-3(Repeat Upstream)
120 Timberline Dr.(Repeat Downstream) NE 23840 SR-3(Repeat Downstream)
3. 22871 NE SR-3 4. E. 18551 State Hwy 106
22851 NE SR-3(Repeat Upstream) E. 18451 Hwy 106(Repeat Upstream)
22721 NE SR-3(Repeat Downstream) E. 18531 Hwy 106(Repeat Downstream)
5. 21 E. Judy Lane 6. 320 NE SR-300
21611 E. SR-3. (Repeat Upstrem) 310 NE SR-300(Repeat Upstream)
210 E.Judy Lane(Repeat Downstream) 340 NE SR-300(Repeat Downstream)
VI - 5
Table 6.1 (Cont'd)
Belfair Water District No. 1
Bacteriological Sampling Schedule
7. 381 NE Romance Hill_Dedicated Sample Station 8. 24177 NE SR-3
41 Sunlit Canyon(Repeat Upstream) 24175 NE SR-3(Repeat Upstream)
400 NE Romance Hill P S(Repeat Downsh-earn) 24171 NE SR-3(Repeat Downstream)
9. 50 NE Peninsula Blvd 10. 420 Log Yard Rd
25021 NE SR-3(Repeat Upstream) 430 Log Yard Rd(Repeat Upstream)
124 NE Peninsula Blvd(Repot Downstream) 25491 SR-3(Repeat Downstream)
Sample stations 9 and 10 were added to the sampling sites in October 2006 upon the connection of
two users in Pressure Zone No. 2. A third set of samples was added to the routine sampling
program, because theis zone is not connected to the rest of the system. However, if possible, the
District will revert back to the two samples per month upon the completion of the interzone
connection. It is anticipated that one sample will be taken from each zone.
Inorganic, Turbidity, Trihalomethane, Pesticide, Radionuclide, and Volatile Organic Chemical
sampling of sources are conducted in accordance with WAC 246-290-300.
If any of the sample results exceed the Maximum Contaminant Levels (MCL's) listed in WAC
246-290-310, the District follows the procedures listed in WAC 246-290-320. The procedures
include taking repeat samples, notifying the DOH, and notifying its customers for a primary
standard violation. The cause of the exceedance is determined and corrected. If a secondary
standard is violated, the District notifies the DOK and follows department direction for correction
of the problem.
6.5 Emergency Response Program
6.5.1 Water System Personnel Emergency Call-up List
Whenever an emergency occurs, primary responsibility for action lies with the District Manager.
Others called follow the chain-of-command. Telephone numbers of the District office and key
personnel are listed below on Table 6.2:
I
VI - 6
Table 6.2
Belfair Water District No. I
Emergency Telephone Numbers
District Office: (206)275-3008 I�
District Staff:
Manager,Jerry Hukill (360) 830-9008
Acting Foreman, Don Cureton (360)792-2800
Field Technician I,Jason Pomeroy (360)698-3570
Office Manager,Kathy Gadberry (360)830-5047
Office Assistant, Stacey Beckhom (360)876-6655
Board of Commissioners:
Chairman, Louis LaDow (360)275-8078
Secretary, John Phillips (360)277-3204
Treasurer, Irene Werdall (360)275-3838
Mason County Health Department
Environ. Health Sp. Stephanie Kelly (360)427-9670(ext 293)
Washington State Department of Health
Division of Drinking Water,SWRO (360)664-0768
Regional Engineer,Frank Meriwether (360)236-3036
WQ Specialist, Sandy Brendinger (360)753-5090
After Hours Emergency 1-(877)481-4901
6.5.2 Notification Procedures
The size and location of the Belfair Water District minimizes its choices for emergency notification
of customers. It does not draw the media attention that a larger district might. If a major water
quality problem occurred,the District would notify the electronic media(TV and radio), but would
rely primarily on its field staff to rapidly deliver "boil water" notices or other such notices. All
customers can be contacted in this manner within a very short period of time.
6.5.3 Vulnerability Analysis
The most vulnerable portions of the District's system are the wells. With only limited storage
capacity in Pressure Zone No. 1,the District can only provide water to the bulk of its customers for
approximately one day during the peak use period of the year. During a long term power outage,
the District is susceptible to problems in Pressure Zone No. 1 if its generators fail. The two
generators on hand are from military surplus and parts are hard to find. As this plan is being
written, the District is purchasing and installing a new, permanent standby generator at its Well No.
3. Installation should be complete prior to this plan's approval.
v
Generally, the emergencies that do occur are not the types that are catastrophic to operations.
Some are calls from customers reporting dirty water, no water, or small leaks. Distribution main
failures or major leaks in the system are rare. The type of complaint characterizes the response by
the District. For example, for dirty water District staff will go to the location of the complaint and
i verify the situation. The mains will be flushed in the immediate area to clean them of accumulated
sediment, etc. If the complaint is "no water," personnel will try to determine the source of the
problem. Many times the problem is in the service line, and can be readily remedied. If the
VI - 7
customer has a leak on the house side of the meter,the meter stop is shut off until the customer can
repair the problem. These are just a few examples of the types of emergencies that occur from
time to time.
If the problem is a water main leak, the leaking portion of the system is isolated, and, if possible,
water is routed to maintain service to areas outside the immediate vicinity of the leak. The leak is
then repaired, disinfected, flushed, and placed back in service as soon as possible.
6.6 Safety Procedures
The District requires its personnel to follow pertinent WISHA and OSHA safety regulations. This
includes wearing of protective gear such as hard hats, safety shoes, goggles, and other equipment
as appropriate. When repairs are required in the ground, sheeting of trench sides is required when
the trench is over four feet in depth. Material Safety Data Sheets (MSDS) are maintained for all
potentially hazardous material used in the maintenance of the water system.
First aid equipment and materials are maintained at all locations where they may be needed, or are
located on maintenance vehicles. They are inspected regularly to insure supplies are adequate.
6.7 Cross Connection Control Program
In response to the need for a cross connection program in conjunction with its 1994 Water System
Plan, the Board of Commissioners formally adopted the Cross Connection Control Policy
contained in Chapter 10, under Resolution No. 93-8, dated December 13, 1993. A copy of the
program is included in Chapter 10, Miscellaneous Documents.
Don Cureton, Belfair Water District No. 1's Cross Connection Control specialist, informs all
commercial, industrial, and residential customers of what type of backflow prevention device, if
any, is required. He performs backflow prevention system installations. He enforces the annual
testing of the backflow prevention devices by notifying all of the District's customers by letter
when it is time to perform their annual testing, as required by the Washington State Department of
Health. He follows up on all required tests until all have been completed by a DOH Certified
Backflow Tester.
6.8 Customer Complaint Response Program
The Office Secretary handles most complaints, since most are related to billing problems. If the
problem remains unresolved, it is forwarded to the District Manager. Complaints on service are
passed to the field staff for investigation and resolution. All complaints are kept on file in the
office, with written complaints filed in individual customer files.
6.9 Record Keeping and Reporting
All maintenance activities are kept in a daily work logbook, which is kept in the office.
r
Well and tank records and charts are maintained in a special file for accessibility. They are kept
in the files for a minimum of five years before being placed in special file boxes for storage.
Billing records are kept for a minimum of 10 years before being packed in boxes for long term
storage.
VI - 8
Gate valve and the flushing program records are maintained separately in files.
Fire District No. 2 does the cursory inspection and maintenance on hydrants at a cost per hydrant
to the District. The district performs the heavy repairs to the hydrants as needed, and maintains
these activities as a separate record.
6.10 O & M Improvements
A new permanently mounted generator for Well No. I would greatly alleviate a potential
problem due to a lack of replacement parts.
I
VI - 9
CHAPTER VII
TABLE OF CONTENTS
VII. DISTRIBUTION FACILITIES DESIGN AND CONSTRUCTION STANDARDS............1
7.1 Project Review Procedures..........................................................................................1
7.2 Policies and Requirements for Outside Parties.............................................................1
7.3 Design Standards.........................................................................................................1
7.4 Construction Standards................................................................................................2
7.4.1 Material...............................................................................................................2
7.4.1.1 Pipe .................................................................................................................2
7.4.1.2 Cast Iron Fittings .............................................................................................2
7.4.1.3 Gate Valves .....................................................................................................3
7.4.1.4 Horizontal Swing Check Valves.......................................................................3
7.4.1.5 Valve Boxes and Covers..................................................................................3
7.4.1.6 Hydrants..............................................................................•...........................3
7.4.1.7 Tapping Sleeves...............................................................................................5
7.4.1.8 Mechanical Joint Restraint...............................................................................5
7.4.1.9 T-Head Bolts ...................................................................................................5
7.4.1.10 Tie Rods ......................................................................................................5
7.4.1.11 Concrete Work.............................................................................................5
7.4.2 Connections.........................................................................................................6
7.4.3 Installation Instructions for Push-On Joint Pipe....................................................6
7.4.4 Laying.................................................................................................................7
7.4.5 Testing.................................................................................................................7
7.4.6 Disinfection.........................................................................................................8
7.4.7 Services and Sample Stations...............................................................................8
7.5 Construction Certification and Follow-up Procedures..................................................9
LIST OF TABLES
LIST OF FIGURES
VII -i
VII. DISTRIBUTION FACILITIES DESIGN AND CONSTR
UCTION
STANDARDS
7.1 Project Review Procedures
Generally, new projects are submitted to the District by developers needing water service.
Because the District does not have its own engineer on staff, an independent consulting engineer,
licensed in the State of Washington reviews the plans. The plans are reviewed to ensure that
they meet the District's adopted policies, Mason County ordinances, and DOH regulations.
Upon completion of review, changes are made in the plans as may be required.
7.2 Policies and Requirements for Outside Parties
When submitting plans for new projects to the District, developers are required to identify
Mason County requirements such as fireflow rates on the plans.
All construction of new system extensions must meet or exceed minimum APWA and/or AWWA
specifications and requirements. While no formal agreement for plan review of proposed plats
exists between the District and Mason County, as a matter of routine, new plats are sent to the
District for review, comment, and approval. The District places its requirements on the plans,
which are then approved by the County.
If the plans include new facilities other than just distribution system piping, the plans are
forwarded to DOH for review and approval. Such new facilities include booster pump stations,
reservoirs, new sources, or other facilities other than mains.
Developers of new plats in the Belfair Water District No. 1's service area are required to adhere to
the District's specifications. If a developer wants to connect from an area outside of the existing
District boundaries, he/she is required to annex the property to the District.
7.3 Design Standards
Belfair Water District No. 1 uses and adheres to the American Water Works Association(AWWA)
Standards and Specifications. When construction of water system facilities takes place in
Washington State Department of Transportation (WSDOT) right-of-way, all work conforms to the
current "Standard Specifications for Road, Bridge, and Municipal Construction," WSDOT and
American Public Works Association, Washington State Chapter.
Distribution main size determinations are made on the basis of minimum DOH requirements, with
larger sizes installed as the need is determined. A minimum size of 6-inch diameter line is now
used in all installations, except where a smaller line will provide service to an area that will not be
looped. An example would be for a short cul-de-sac. The line may be as small as 2 inches,
depending on the length and number of connections to be served. Hydrants are generally spaced
from 300' to 600', depending on the type of development. Hydrant spacing minimums and
locations are set by the Mason County Fire Marshal's office.
Due to the configuration of the Community of Belfair, distribution system pressures may range
up to 100 psi. The District requires those new connections that are at the pressure range areas
VII - 1
over 80 psi install individual PRV's to control pressure within the customer's premises. On the
other hand, those new connections lying above the 200' elevation in Pressure Zone No. 1 will
need to install individual booster pumps to ensure adequate service pressure over 30 psi during
extreme water use periods such as flushing or fire fighting.
All new booster pump stations are required at a minimum to produce and sustain at least 30 psi at
the highest point of their service area. Additionally, the stations must meet the Mason County
Fire Marshal's office minimum fireflow rate at 20 psi. The actual vary
fireflow rate will with the
specific application for which the water system is being installed.
7.4 Construction Standards
Copies of the District's Construction Standard Details are included at the end of this chapter.
7.4.1 Material
All materials shall be new, free from defects, or current manufacture, and of the quality specified
herein.
7.4.1.1 Pipe
All distribution pipe shall be ductile iron pipe and shall conform to the latest revision of the
ANSI/AWWA C151 and ANSI/AWWA C104 Specifications, except as those Specifications
may be modified in the Special Provisions.
Only ductile iron "Tyton Joint" pipe manufactured by U.S. Pipe and Foundry Company, Pacific
States Cast Iron Pipe Company, or Griffin Pipe Company is acceptable.
Special All gaskets furnished with pipe shall be styrene butadiene rubber (SBR), unless
specified otherwise by the District. When deemed necessary, "Nitrile" (NBR) gaskets will be
required. When NBR gaskets are required, they must be color coded and/or marked in color so
as to be easily identifiable as Nitrile. All gaskets must conform to ANSI/AWWA C111-72, or
the latest revision thereof.
7.4.1.2 Cast Iron Fittings
All cast iron and ductile iron fittings shall conform to the latest ANSI/AWWA Clio
Specifications or ANSI/AWWA C153 for Mechanical Joint Compact Ductile Iron Class 350
fittings. All fittings shall have cement-mortar lining conforming to ANSI/AWWA C104.
Mechanical joint glands supplied with the above fittings shall be ductile iron in accordance with
the above specifications. The mechanical joint fittings/pipe shall be installed and the bolts
tightened in the sequence and to the torque specified in A Guide for the Installation of Ductile
Iron n� published by the Ductile Iron Pipe Research Association. Type of joints or other
special items shall be specified in Special Provisions or on the Plans.
Special: All gaskets furnished with fittings shall be styrene butadiene rubber(SBR), unless
specified otherwise by the District. When deemed necessary, "Nitrile" (NBR) gaskets will be
required. When NBR gaskets are required, they must be color coded and/or marked in color so
as to be easily identifiable as Nitrile. All gaskets must conform to ANSI/AWWA C111-72, or
the latest revision thereof.
VII -2
The end flanges of flanged gate valves shall conform in dimensions and drilling to the Standard
ANSI B 16.1 for cast iron flanges and flanged fittings, Class 125, unless specifically provided
otherwise in the Plans or supplementary specifications. The bolt holes shall straddle the vertical
centerline.
Gate boxes, manhole rings, and covers and special castings shall be in accordance with the Plans
or as specified herein.
Fire hydrants and other restrained joints will be restrained by the use of "Megalugs" as
manufactured by EBAA iron, Inc., or approved equal.
7.4.1.3 Gate Valves
All gate valves shall conform to ANSI/AWWA Standard C500-93 or latest revision, Gate Valves
for Ordinary Water Service, as manufactured by Clow, Kennedy, M & H, Mueller, or approved
equal, and the following modifications.
All gate valves shall be of the double disc parallel seat type, with bronze facing and bronze
mounted.
All gate valves shall be non-rising stem, furnished with O-ring stem seals. Number, size and
design shall conform to Section 3.12 of the AWWA Standards for gate valves.
All gate valves shall have a square operating nut which operates left (counter clockwise)to open.
7.4.1.4 Horizontal Swing Check Valves
All swing check valves shall conform with the latest AWWA Standard C508 cast iron body,
bronze-mounted swing check valve with stainless steel hinge pin. Check valves shall be Mueller
No. A2600-20 with accessories, Clow F5385 or approved equal.
7.4.1.5 Valve Boxes and Covers
Cast iron valve boxes and lids shall be as indicated in District Standard Drawings. All buried
valves shall be provided with a valve box and lid with and extension of cast iron soil pipe, as
necessary. The Contractor shall maintain the location and provide access to all valves within the
project. No valve shall remain buried during construction.
7.4.1.6 Hydrants
Hydrants furnished under these Specifications shall conform to the ANSI/AWWA C502-85,
Specifications for Dry-Barrel Fire Hydrants, or later revision thereof, with the following
limitations and exceptions, and be installed per Belfair Water District No. 1 Specifications.
Make Mueller"Super Centurion 200," U.S. Pipe "Metropolitan 250," Clow"Medallion'
Waterous"Pacer 90," and M&H 929, (casting date of 1997, or later).
Capacity Standard size - two hose and one-pumper nozzle. The pumper nozzle shall have a
5-inch Storz adapter.
VII - 3
Size Standard size shall be 5-1/4-inch main valve with 6-inch inlet bell. All hose
nozzles shall be 2-1/2 inches.
Leith All hydrants shall be 4.5 feet in length unless otherwise specified.
Hydrant Inlet All hydrants shall be provided with a mechanical joint inlet.
Operating Mechanism All moving contact surfaces shall be bronze on bronze or bronze
on iron or steel as may be approved by the District. The hydrants shall have the main valve seat
threaded into a bronze sub-seat n the shoe of the hydrant to permit easy removal of the main
valve seat.
Direction of Opening All hydrants shall open by turning the operating nut to the left (counter-
clockwise).
Hydrant Barrels All hydrant barrels shall have a flange located at least 2 inches above the
finished grade line, and flanged extension sections shall be available in increments of six (6)
inches.
Operating Nuts for Stem and Nozzle Cans The operating stem and cap nut shall be pentagonal
in shape. The pentagon shall measure 1.35 inches from the point to the flat, at the base of the nut
and 1.23 inches at the top. The faces shall be tapered uniformly and the height of the nut shall
not be less than 1.0 inches. The point to the flat dimension shall be measured to a the theoretical
point where the faces would intersect were there no rounding off of the corners. All nozzles
shall be fitted with cast iron threaded caps with operating nut of the same design and proportions
as the stem nut. Caps shall be threaded to fit the corresponding nozzles and shall be fitted with
suitable gaskets for positive water tightness.
HYDRANT DIMENSIONS
Hydrant connection C. I. Pipe inside dia. 6-inch
Standard minimum dia. 6-7/8 inch
Length of 4.5 ft. bury, hydrant from bottom of hyd.
Connection to sidewalk ring 4 feet 8 inches
Valve opening minimum dia. 5 inches
Hose Nozzles 2 - 2- '/z inch
Number and size thread (Nat. Board Fire Underwriters) 7-1/2 per inch
Outside dia. Finished 3-1/16 inch
Dia. At root of thread 2.8715 inches
Pattern of thread 60' V thread
Total length of threaded male nipple 1 inch
Steamer Nozzles-number& size 1 - 4 inches
Number& size thread, outside dia. Finished(with .02" cut off top.) 5.09 inch
Dia. at root of thread (with .02" left in valley.) 4.74 inch
VII -4
Storz Adapter 5 inch
Threads 4 per inch
Pattern of thread-modified 600 V thread
Total length of threaded male nipple 1-1/8 inch
7.4.1.7 Tapping Sleeves
Tapping sleeves shall be cast iron, mechanical joint type or the fabricated steel type.
The fabricated steel sleeves shall be Model JCM 412 manufactured by JCM Industries, or
approved equal, with epoxy coating and stainless steel bolts.
The cast iron, mechanical joint sleeves shall be Model H-615, or H-619 manufactured by
Mueller Company, or approved equal.
7.4.1.8 Mechanical Joint Restraint
Mechanical joint restraint shall be incorporated in the design of the follower gland and shall
include a restraining mechanism which, when actuated, imparts multiple wedging action against
the pipe, increasing its resistance as the pressure increases. Flexibility of the joint shall be
maintained after burial. Glands shall be manufactured of ductile iron conforming to ASTM A
536-80. Dimensions of the gland shall be such that it can be used with the standardized
mechanical joint bell and tee-head bolts conforming to ANSI/AWWA A21.11 and
ANSI/AWWA C 153/A21.53 of the latest revision. Twist-off nuts, sized same as tee-head bolts,
shall be used to insure proper actuating of restraining devices. The mechanical joint restraint
device shall have a working pressure of at least 250 psi with a minimum safety factor of 2:1 and
shall be EBAA Iron, Inc., WGALUG, or approved equal.
7.4.1.9 T-Head Bolts
Unless specified otherwise, all T-head bolts and nuts supplied for mechanical joint fittings,
valves, sleeves, couplings, hydrants, tapping sleeves, etc., shall be made of high-strength, low
alloy steel, conforming to ANSI/AWWA C111 Corrosion-resistant steel ("Cor-Ted'), or ductile
iron of ASTM A 536 specially alloyed and heat treated conforming to ANSI/AWWA Standard
C111/A21.11
7.4.1.10 Tie Rods
Tie rods and nuts for hydrant laterals, etc., shall be made of high strength, low alloy steel
conforming to ANSI/AWWA C111 ("Cor-Ted'), unless specified otherwise in the Plans or
Special Provisions.
7.4.1.11 Concrete Work
All work shall be completely "formed" except where otherwise noted on the Plans, and all
concrete shall have a strength of not less than 1,800 psi at seven days and 3,000 psi in 28 days.
No concrete shall contain less than six sacks of cement per cubic yard.
The size of the concrete thrust anchors will depend upon the existing soil conditions and shall be
as determined by the District. Concrete for anchoring up to 8-inch pipe fittings and valves shall
VII - 5
be thoroughly mixed in clean containers at the job site, or mixed at a batch plant. Concrete for
anchoring fittings and valves 10 inches and larger shall be supplied from an acceptable batch
plant.
All thrust anchors shall be supported by bearing satisfactory to the District before any concrete is
placed.
7.4.2 Connections
The Contractor shall furnish temporary bracing material and incidental material as well as labor
for trenching, backfilling and making connections to existing pipelines.
Where the connection to an existing water main requires interruption of service to the area, the
customers affected shall have a minimum of 24 hours advance notice. The Contractor and the
District shall set the connection date. All fittings and materials necessary to complete the
connection must be available at the job site for inspection and approval prior to setting the
connection date.
The Contractor shall have all material and equipment required on the site of the work and crews
organized to carry each connection through as a continuous operation before shutting down any
pipe in service.
Should the Contractor cancel or fail to show for a mutual agreed upon scheduled work, he/she
shall pay the District for costs incurred resulting from preparation and response for that work.
In all cases, operation of valves on mains in service and notification of customers will be done by
the District.
Where connections are made to existing asbestos cement (transite) mains, pea gravel shall be
placed under and around the A. C. main before backfilling the trench. The connecting ductile
iron pipe shall be properly supported to prevent settlement.
7.4.3 Installation Instructions for Push-On Joint Pipe _
Any foreign matter in the gasket seat shall be removed; the gasket shall be wiped clean, flexed
and then inserted in the socket in accordance with the manufacturer's recommendations.
As the gasket fits snugly in the gasket seat, it may be necessary to smooth out the entire
circumference to remove any bulges which would interfere with the proper entry of the spigot
end. A thin film of lubricant shall be applied to the surface of the gasket after it is in place, and
to the spigot end of the pipe to be joined. Excess lubricant shall not be used beyond where the
pipe will contact the gasket and only lubricant supplied and labeled for potable use by the pipe
manufacturer shall be used. The lubricant shall be stored in a container with a tight fitting cover
and shall be applied to the gasket with a small sponge or brush. The container shall be kept
closed and if the lubricant becomes contaminated wit foreign material, it shall be discarded.
The spigot end of the pipe shall be clearly marked to indicate the depth of the bell socket and
wiped clean, lubricated and placed in approximate alignment with the bell of the pipe to which it
VII -6
7.5 Construction Certification and Follow-up Procedures
District personnel inspect all new construction work during installation. Upon completion of
installation, pressure tests are conducted and the line disinfected and flushed. If a developer's
contractor does the construction, the District does not directly run the pressure tests or disinfect
the new lines, but does directly oversee the tests. The water quality analyses reports are sent in
duplicate to the District.
The District requires that a good set of"red line" drawings is kept by the contractor during
construction. This set of drawings is used to complete a set of record drawings, which are then
given to the District.
VII -9
STANDARD CONSTRUCTION DETAILS
NOTES:
1. ALL MATERIALS AND FITTINGS SHALL BE AS SPECIFIED OR APPROVED EQUAL.
2. WATER MAINS SHALL HAVE A MINIMUM COVER OF 42" 1N IMPROVED RIGHT-
OF-WAY, AND A MINIMUM 48' IN UNIMPROVED RIGHT-OF-WAY AND EASEMENTS.
SHORING IS REQUIRED FOR ALL TRENCHES OVER 48" DEEP.
3. THE FIRE HYDRANT AND CONCRETE GUARD POSTS SHALL BE PAINTED, PER
THE REQUIREMENTS OF THE INTERLOCAL AGREEMENT WITH THE LOCAL FIRE
DISTRICT. THE STORZ FITTING SHALL NOT BE PAINTED.
4. FIRE HYDRANTS SHALL HAVE TWO 2 112" HOSE PORTS (NATIONAL STANDARD
THREAD) WITH CAPS AND CHAINS AND ONE 4" PUMPER PORT (TACOMA STEAMER
PORT THREAD) WITH A 5" "STORZ" COUPLING AND BLIND CAP INSTALLED ON THE
STEAMER PORT, (STEAMER PORT SHALL FACE THE STREET), 1 1/4" PENTAGONAL
OPERATING NOT (COUNTERCLOCKWISE OPENING), O-RING TYPE STUFFING BOX,
AUTOMATIC BARREL DRAINS AND 5 1/4" MAIN VALVE OPENING. HYDRANTS SHALL BE
DESIGNED IN A MANNER THAT WILL PREVENT BARREL BREAKAGE WHEN STRUCK BY
A VEHICLE. HYDRANTS SHALL CONFORM TO THE LATEST REVISION OF AWWA
SPECIFICATIONS NO. C 502-73 FOR FIRE HYDRANTS FOR ORDINARY WATER SERVICE.
FIRE HYDRANTS SHALL INCLUDE THE ENTIRE ASSEMBLY COMPLETE, HYDRANT,
GATE VALVE AND BOX, CONNECTING PIPING FITTINGS AND ACCESSORIES
5. FIRE HYDRANTS SHALL BE WATEROUS, OR AND APPROVED EQUAL.
6. VALVE BOXES SHALL BE TWO-PIECE, ADJUSTABLE, CAST IRON WITH EXTENSION PIECES
(IF NECESSARY), AS MANUFACTURED BY THE VANRICH 1940 SEATTLE OR APPROVED
EQUAL. THE WORD "WATER" SHALL BE CAST IN RELIEF IN THE TOP.
7. GATE VALVES SHALL CONFORM TO THE LATEST AWWA SPECIFICATIONS FOR COLD WATER,
DOUBLE-DISK GATE VALVES, 200 PSI WORKING PRESSURE. THEY SHALL BE IRON-BODIED
BRONZE-MOUNTED, NON-RISING STEM, COUNTERCLOCKWISE OPENING, MECHANICAL JOINT
BY FLANGED. VALVE STEMS SHALL BE PROVIDED WITH O-RING SEALS AND SHALL BE AS
MANUFACTURED BY THE MUELLER COMPANY OR APPROVED EQUAL.
8. THE HOLDING SPOOL SHALL BE A MECHANICAL-JOINT (M.J.) HOLDING SPOOL, WITH THE
USE OF CLASS 52 DUCTILE IRON PIPE AS MANUFACTURED BY PACIFIC WATER WORKS OR
AN APPROVED EQUAL, OR THE USE OF MEGA-LUG CONNECTORS WITH CLASS 52 DUCTILE
IRON PIPE.
9. THE CONTRACTOR SHALL PLACE A 6 OZ. GEOTEX77LE FABRIC AROUND THE WASHED
ROCK AREA.
?0. A FLUORESCENT ORANGE BAG MUST COVER AND BE SECURED TO THE FIRE HYDRANT UNTIL
APPROVED FOR USE BY FIRE MARSHAL.
f
{ i
2
FIRE HYDRANT ASSEMBLY
♦ OF
NOTES
WATER MAIN DOUBLE STRAP BRASS 6"
SADDLE W/2" TAP do 3" LONG
EDGE OF PAVEMENT BRASS NIPPLE TO VALVE
z
to 71
z
M METER BOX
BLIND FLANGE
(6-10 FOG TITE,
STEEL SHIM PLATE WITH BLACK COATED
ALUMINUM LID.)
PLACE 2-16x8x4 SOLID
CONC. BLOCKS UNDER
CONC. THRUST BLOCK POURED METER BOX, ONE EACH
SIDE
AGAINST UNDISTURBED EARTH
(THRUST BLOCK AS REQUIRED) PLAN
INSTALL 2" BLOW—OFF
WITH ASSEM OWN
ENTERLINE
GROUND LINE OF METER BOX
VALVE BOX
SEE NOTE 3
PLACE CONC.
AROUND VALVE
BOX PER APWA MAINGUARD 2"
BLOW—OFF HYDRANT
CAST IRON
VALVE BOX
2" GATE VALVE
W/OPERATING NUT UNDISTURBED EARTH
OR THRUST ROCK
WATER MAIN WASHED ROCK
1 .
2" POLYPIPE
O
2 CU. FT. 1 1/2" PACK JOINT
WASHED ROCK COUPLING
ELEVATION
NOTES:
1. BLOW—OFF HYDRANTS SHALL BE NONFREEZING, SELF—DRAINING TYPE, WITH AN OVERALL
LENGTH OF 3.5'.
2. SET UNDERGROUND IN A B—G—T METER BOX, THESE HYDRANTS WILL BE FURNISHED WITH
A 2" FIP INLET, A NON—TURNING OPERATING ROD, AND SHALL OPEN TO THE DESIGN,
AND BE SERVICEABLE FROM ABOVE GRADE WITH NO DIGGING.
3. THE OUTLET SHALL ALSO BE BRONZE AND BE 2-112" NST.
4. HYDRANTS SHALL BE LOCKABLE TO PREVENT UNAUTHORIZED USE AS MANUFACTURED
BY KUPFERLE FOUNDRY CO., ST. LOUIS, MO., OR APPROVED EQUAL.
1
BLOW OFF ASSEMBLY OF
E&FAR NAIM 0671WT NQ 1
1 1/2' COMPACTED THICKNESS
ASPHALT CONCRETE CLASS 'B' EXISTING ASPHALT
CLEAN AND TACK EDGES WITH R a
SEALER CSS1 AND SEAL JOINTS i
WITH HOT ASPHALT CEMENT
(AR4000W)
v 4 1/2'
CONCRETE COLLAR VALVE BOX
TOP SECTION,
SEE NOTE 3
VALVE EXTENSION PIECE SHALL VALVE OPERATING NUT
BE USED AS REQUIRED, SEE NOTE 3 EXTENSION, SEE DETAIL,
OPERATING NUT SHALL BE
WITHIN 3' OF FINISHED
VALVE BOX BOTTOM +► GRADE
SECTION, SEE
NOTE 3 IM
WATER LINE
VALVE, SEE SEE NOTE 6
NOTE 7 —
ill III
1/3 TOTAL LENGTH
A—2" SQUARE
OPERATING NUT
14 1/2" DIA., 1/8" MIN
" THICKNESS
1 METAL STOCK
y O 3/8' SET STOCK
1/8' MIN_ THICKNESS, 2 1/4" INSIDE
MEASUREMENT, 2 1/4" DEPTH
VALVE OPERATING NUT EXTENSION
GATE VALVE OF
� 3
8LFAR UUM DBfltlCT NM t
MARKED WITH THE LETTER 'Y" INSET
'Y' TO BE PAINTED BLACK
VALVE SIZE TO BE PAINTED ON FRONT
4'1 OF MARKER IN BLACK PAINT
"X" DISTANCE PAINTED Z
ON BACK OF POST
12'
90? 3
42 3pw
OO "X' DISTANCEIFROMMARKER POST
6' PRECAST REINFORCED
CONCRETE POST
NOTES:
1. PRECAST REINFORCED POST TO BE PAINTED A FLAT MEDIUM BLUE OR APPROVED
EQUAL PER THE ENGINEER, OR THE DISTRICT.
2. THE DISTANCE FROM THE MARKER POST TO THE WATER MAIN & SIZE OF GATE VALVE
SHALL BE PAINTED ON THE FRONTSIDE OF THE MARKER POST IN BLACK WITH A 2"
HIGH NUMBER.
3. VALVE MARKER POST SHALL BE REQUIRED WHENEVER THE WATER VALVE IS LOCATED IN
AN UNPAVED AREA.
4. THE POST WILL ALSO BE REQUIRED FOR BLOW-OFF ASSEMBLIES IN THE SAME CONDITION
AS WATER VALVES.
5. LOCATION OF VALVE MARKER POSTS SHALL BE OFFSET AT RIGHT ANGLES TO EACH LINE
VAL VE.
VALVE MARKER
2
GATE VALVE OF
AFAR%u7m Dew=MD. 1
NOTES:
1. VALVE OPERATING NUT EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT 1S MORE THAN THREE
(3) FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE (1) FOOT
LONG, ONLY ONE EXTENSION TO BE USED PER VALVE.
2, ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND
PAINTED WITH TWO COATS OF METAL PAINT.
3. VALVE BOXES SHALL BE TWO-PIECE, ADJUSTABLE, CAST IRON WITH EXTENSION PIECES (IF
NECESSARY), AS MANUFACTURED BY THE VANRICH #940 SEATTLE OR APPROVED EQUAL. THE
WORD 'WATER' SHALL BE CAST IN RELIEF IN THE TOP.
4. NEAT LINE CUTS SHALL BE SEALED WITH A HOT PAVING GRADE ASPHALT AND FACE OF CUT
TACKED.
5. WATER MAINS SHALL BE CONSTRUCTED AND TESTED W ACCORDANCE WITH DIVISION 7 OF THE
STANDARD SPECIFICATIONS.
6. SECTION 7-09.2 OF THE STANDARD SPECIFICATIONS SHALL BE SUPPLEMENTED BY THE FOLLOWING:
A. JOINTS SHALL BE TYTON PUSH-ON JOINTS, OR APPROVED EQUAL, OR MECHANICAL JOINT TIDE PER
AWWA C 111 EXCEPT WHERE FLANGED JOINTS ARE REQUIRED TO CONNECT TO VALVES OR OTHER
EQUIPMENT.
B. BOLTS AND NUTS FOR BURIED FLANGES LOCATED OUTDOORS ABOVE GROUND OR IN OPEN VAULTS
IN STRUCTURES SHALL BE TYPE 316 STAINLESS STEEL CONFORMING TO ASTM A 193, GRADE 88M
FOR BOLTS. AND ASTM A 194, GRADE 8M FOR NUTS. BOLTS AND NUTS LARGER THAN ONE AND
ONE-QUARTER (1-114) INCHES SHALL BE STEEL, ASTM A 307, GRADE B, WITH CADMIUM PLATTING,
ASTM A 165, TYPE NS.
C. BOLTS USED IN FLANGE INSTALLATION SETS SHALL CONFORM TO ASTM B 193, GRADE B7. NUTS
SHALL COMPLY WITH ASTM A 194, GRADE 2H.
I
0. PROVIDED WASHER FOR EACH NUT. WASHERS SHALL BE OF THE SAME MATERIAL AS THE NUTS.
E. ALL FITTINGS SHALL CONFORM TO THE REQUIREMENTS OF AWWA C 110 AND AWWA C lll.
7. SECTION 7-12.2 OF THE STANDARD SPECIFICATIONS SHALL BE SUPPLEMENTED BY THE FOLLOWING:
A. GATE VALVES SHALL BE USED FOR EIGHT (B) INCH MAINS AND SMALLER. BUTTERFLY VALVES SHALL
BE USED FOR MAINS GREATER THAN EIGHT (8) INCHES.
1) GATE VALVES. GATE VALVES SHALL CONFORM TO THE LATEST AWWA SPECIFICATIONS FOR COLD WATER,
RESILIENT SEAT GATE VALVES, 200 PSI WORKING PRESSURE. THEY SHALL BE IRON-BODIED, BRONZE-
MOUNTED, NON-RISING STEM, COUNTERCLOCKWISE OPENING, MECHANICAL JOINT ENDS (EXCEPT 6"
VALVES ON FIRE HYDRANT LINES WHICH SHALL BE MECHANICAL JOINTS BY FLANGED). VALVE STEMS
SHALL BE PROVIDED WITH O-RING SEALS AND SHALL BE AS MANUFACTURED BY THE MUELLER
COMPANY OR APPROVED EQUAL.
2) BUTTERFLY VALVES: BUTTERFLY VALVES CONFORMING WITH AWWA C 504, CLASS 150 AND SHALL HAVE
STANDARD AWWA TWO (2) INCH SQUARE NOT.
8. VALVE LOCATIONS SHALL BE APPROVED ONLY BY THE DISTRICT OR ITS ENGINEER.
3
GATE VALVE OF
NOTES 3
BU FAR WA"MMCT W+ 1
FINISHED GRADE
x ` METER BOX FOG-TITS #B9T 3/4"/l
SOLID CONCRETE o METER: ROCKWELL SR2 TR/PL IN
BLOCK, TYPICAL 00
EACH SIDE OF BOX CUBIC FEET (C.F.), TR/RL
�
RUN 1' PLASTIC 10' =- ___-' ==
PAST RIGHT-OF-WAY LINE METALLIC (DETECTABLE MARKING)
& PLACE PVC PLUG INTO TAPE AND WIRE, SEE NOTE 5
END OF LINE & EXTEND 2' COPPER SETTER FORD IVH172-18W
ABOVE THE GROUND
MUELLER INSTA-TITE
COUPLINGS #15408
12" CORPORATION STOP
FORD F500
1' DRISCOPIPE 5100 ULTRA-LINE PIPE
OR APPROVED EQUAL, MEETING ASTM D2239-SDR7 PE 3408 / WATER MAIN
CATEGORY 5, GRADE P34, CLASS C, 200 PSI MIN.
SINGLE STRAP SADDLE,
FORD F101 OR
APPROVED EQUAL
NOTES:
1. ALL MATERIAL AND FITTINGS SHALL BE AS SPECIFIED OR AN APPROVE EQUAL.
2. THE WATER METER SHALL BE LOCATED ADJACENT TO THE RIGHT-OF-WAY
OR EASEMENT LINE AS DIRECTED BY THE ENGINEER.
3. ALL COUPLINGS SHALL USE PIPE INSERT STIFFENER.
4. THE WATER SERVICE LINE SHALL HAVE 36" OF COVER BELOW FINISHED
GRADE WITHIN THE RIGHT-OF-WAY.
5. METALLIC (DETECTABLE MARKING) TAPE SHALL BE COLOR CODE BLUE AND SHALL
BE IMPRINTED CONTINUOUSLY OVER ITS ENTIRE LENGTH IN PERMANENT BLACK INK
THE MESSAGE "WATER LINE BURIED BELOW" AND THE WORD 'CAUTION' PROMINENTLY
SHOWN, TAPE SHALL BE A 2" MIN. WIDTH AND 14 GA. PLASTIC COATED WIRE.
6. WATER MAINS SHALL HAVE A MINIMUM COVER OF 42" IN IMPROVED RIGHT-
OF-WAY, AND A MINIMUM OF 48" IN UNIMPROVED RIGHT-OF-WAY AND
EASEMENTS.
7. ANY INCREASE IN SIZE FROM 518" METERS AND 314" SERVICE SHALL
HAVE PRIOR APPROVAL FROM THE DISTRICT MANAGER, AND WILL BE PAID
BY THE CUSTOMER.
1
WATER SERVICE CONNECTION OF
BELFAN MITER DIsimu m 1
DOUBLE CHECK
VALVE
SEE DETAIL,ASSEMBL Y, PLAN SECTION
(TYPICAL) 1' SERVICE TEE
314" POLYETHYLENE
SERVCE TO METERS
WA TER METER,
SEE DETAIL METALLIC (DETECTABLE MARKING)
(TYPICAL) TAPE AND WIRE, SEE NOTE 5
MULLER INSTA-TITE COUPLINGS #15408
CORPORATION STOP
FORD F500, OR APPROVED EQUAL
PROPERTY LINE
OR EASEMENT LINE
6" (TYPICAL)
WATER MAIN
1" DRISCOPIPE 5100 ULTRA-LINE PIPE
OR APPROVED EQUAL, MEETING ASTM D2239-SDR7 PE 3408 DOUBLE STRAP SADDLE,
CATEGORY 5, GRADE P34, CLASS C, 200 PSI MIN. FORD F202 OR
APPROVED EQUAL
NOTES:
1. ALL MATERIAL AND FITTINGS SHALL BE AS SPECIFIED OR AN APPROVE EQUAL.
2. THE WATER METERS SHALL BE LOCATED ADJACENT TO THE RIGHT-OF-WAY
OR EASEMENT LINE AS DIRECTED BY THE ENGINEER.
3. ALL COUPLINGS SHALL USE PIPE INSERT STIFFENER.
4. THE WATER SERVICE LINE SHALL HAVE 36" OF COVER BELOW FINISHED
GRADE WITHIN THE RIGHT-OF-WAY.
5. METALLIC (DETECTABLE MARKING) TAPE SHALL BE COLOR CODE BLUE AND SHALL
BE IMPRINTED CON71NUOUSLY OVER ITS ENTIRE LENGTH IN PERMANENT BLACK INK
THE MESSAGE "WATER LINE BURIED BELOW" AND THE WORD 'CAUTION' PROMINENTLY
SHOWN, TAPE SHALL BE A 2" MIN. WIDTH AND 14 GA. PLASTIC COATED WIRE.
6. WATER MAINS SHALL HAVE A MINIMUM COVER OF 42" IN IMPROVED RIGHT-
OF-WAY, AND A MINIMUM OF 48" IN UNIMPROVED RIGHT-OF-WAY AND
EASEMENTS.
7. METER INSTALLA71ON SHALL BE PER WATER SERVICE CONNECTION DETAIL
SHOWN IN THE PLANS.
8. ANY INCREASE IN SIZE FROM 518" METERS AND 314" SERVICE SHALL
HAVE PRIOR APPROVAL FROM THE DISTRICT MANAGER AND WILL BE PAID
BY THE CUSTOMER.
2
WATER SERVICE CONNECTION OF
�F FAR MMTEM UIS XT NM 1 3
METER BOX, SEE NOTE 3
FINISHED GRADE
TEST COCK _
6" TO 8"
ONE UNION AS APPROVED
BY BELFAIR WATER DISTRICT NO. 1
2" MAX 3" MIN. CLEARANCE
—�6" WASHED ROCK OR SOLID
GRAVEL CONCRETE
BLOCK, SEE
I NOTE 4
1" MIN
—III
SECTION VIEW
METER BOX, SEE NOTE 3
6" MIN. .. . ..
UNION
6" MIN. I
SOLID CONCRETE
1 BLOCK, SEE NOTE 4
PLAN VIEW
NOTES:
1. DCVA IS TO BE PLACED IMMEDIATELY DOWNSTREAM OF WATER METER.
2. DCVA IS TO BE PROTECTED FROM FREEZING.
3. METER BOX SHALL BE LARGE ENOUGH TO ALLOW THE MINIMUM SET BACKS ILLUSTRATED ABOVE.
METER BOX LID SHALL BE A TRAFFIC METER READER UD. H-20 LOADING.
4. METER BOX SHALL BE SUPPORTED BY FOUR 16"x8"x4" SOLID CONCRETE BLOCKS
5. DCVA SHALL BE TESTED, UPON INSTALLATION OR CUSTOMER CONNECTION, BY A WASHINGTON STATE CERTIFIED
BACKFLOW ASSEMBLY TESTER, AND THE REPORT FORM SHALL BE RECEIVED BY THE
WATER COMPANY PRIOR TO OCCUPANCY.
3
WATER SERVICE CONNECTION OF
DOUBLE CHECK VALVE ASSEMBLY 3
8 FMt.M,Q oa,wcr NM 1
BACKRLL MATERIAL
SEE NOTE 3
PIPE 6" MIN
BEDDING
MATERIAL, 112 O.D.
SEE NOTE 2
112 O.D.
4" MIN.
UNDISTURBED OR COMPACTED
SUB-GRADE
4" MIN
LD. + 18"
I
NOTES:
1. TRENCHING SHALL MEET THE REQUIREMENTS OF SECTION 7-10.3(7) OF THE WSDOT
SPECIFICATIONS.
2. BEDDING MATERIAL FOR DUCTILE IRON PIPE SHALL BE NATIVE MATERIAL AS APPROVED BY THE
DISTRICT, TAMPED AT ALL JOINT INSTALLATION. BEDDING SHALL BE COMPACTED IN 6" MAXIMUM
LIFTS TO 90% MIN, DENSITY AS DETERMINED BY ASTM D1557.
3. GRAVEL BACKFILL FOR ABOVE BEDDING SHALL CONSIST OF CRUSHED, PROCESSED, OR
NATURALLY OCCURRING GRANULAR MATERIAL IT SHALL BE ESSENTIALLY FREE FROM
VARIOUS TYPES OF WOOD WASTE OR OTHER EXTRANEOUS OR OBJECTIONABLE MATERIALS.
BANK RUN BACKFILL SHALL NOT EXCEED 5X CLAY FOR ANY ROAD OR DRIVEWAY CROSSING.
TRENCH BACKFILL SHALL BE COMPACTED TO 90% MIN AS DETERMINED BY ASTM D1557.
TRENCH BEDDING
1
PIPE TRENCH DETAIL OF
� 1
BETFAIR WATER DISTRICT NM 1
r /
\x �
PLUGGED CROSS HORIZONTAL ELBOW
(TEE) \/ \/
HORIZONTAL BENT
/ •. : r\\
\ 1" DIA. REBAR
OR LARGER
TEE VERTICAL BEND
NOTES:
1. CONCRETE BLOCKING: ALL CONCRETE SHALL BE LOW-SLUMP AND SHALL BE PLACED BY HAND
WITH WOOD FORMS AND/OR PLASTIC SHEETING TO PREVENT BONDING AND HOOKING AROUND FITTINGS
AND JOINTS. SOCKET WRENCH CLEARANCE SHALL BE PROVIDED BETWEEN THE CONCRETE AND ALL
MECHANICAL JOINT AND FLANGE BOLTS. FULL CLEARANCE SHALL BE PROVIDED AROUND ALL PLUGGED
BELLS TO ALLOW FUTURE REMOVAL AND LINE EXTENSION. ALL BLOCKING SHALL BE INSPECTED AND
MEASURED BY THE ENGINEER, OR HIS AUTHORIZED REPRESENTATIVE, BEFORE BACKFILL.
2. CAST IRON FITTINGS AND REPAIR COUPLINGS: ALL CAST IRON FITTINGS SHALL BE FLANGED OR MECHANICAL
JOINT 125f AWWA APPROVED OR AS OTHERWISE SPECIFICED ON PROJECT PLANS. ALL COMPRESSION
COUPLINGS SHALL BE ROMAC 1501, OR EQUAL, 7" MIN. LENGTH WITH DUCTILE BODY AND END RINGS, OR EQUAL.
3. RESTRAINED JOINTS MAY BE USED IN UEU OF CONCRETE THRUST BLOCKING, IF APPROVED BY THE
ENGINEER. RESTRAINED JOINTS SHALL BE EBAA IRON SALES "MEGALUG", OR APPROVED EQUAL.
THE MINIMUM LENGTH OF RESTRAINT SHALL BE AS APPROVED BY THE ENGINEER.
1
CONCRETE THRUST BLOCKING OF
• 1
CHAPTER VIII
TABLE OF CONTENTS
VIII. IlNPROVEMENT PROGRAM..........................................................................................1
8.1 Prioritizing Improvements ............................................................................................1
8.1.1 Identification of System Improvements..................................................................1
8.1.1.1 Source Supply ................................................................................................1
8.1.1.2 Storage...........................................................................................................2
8.1.1.3 Treatment.......................................................................................................2
8.1.1.4 Distribution System........................................................................................2
8.1.2 Assessment of Alternatives....................................................................................4
8.1.2.1 Source/Supply ................................................................................................4
8.1.2.2 Storage...........................................................................................................4
8.1.2.3 Treatment.......................................................................................................5
8.1.2.4 Distribution System........................................................................................5
8.1.3 Selection of Alternatives. :...................................................... 6
8.1.3.1 Source/Supply................................................................................................6
8.1.3.2 Storage...........................................................................................................6
8.1.3.3 Treatment............................................................... 6
8.1.3.4 Distribution System.........................................................................................6
8.2 Improvement Schedule .................................................................................................7
LIST OF TABLES
Table 8.1 Belfair Water District No. 1 Recommended Water System Improvements...........8
LIST OF FIGURES
VIII- i
Vill. IMPROVEMENT PROGRAM
8.1 Prioritizing Improvements
8.1.1 Identification of System Improvements
8.1.1.1 Source Supply
Belfair Water District No. 1 has a total of three active wells in Pressure Zone No. 1. Two wells are
located at the District's office. Each of these wells has the capability of producing approximately
150 gpm for a total production capacity of 300 gpm. Both wells and booster pumps operate from
the same power source. There is an additional well on Hummingbird Lane. It is capable of
producing up to 275 gpm, depending on system working pressure. All three wells are artesian,
with Well Nos. 1 & 2 being flowing artesians.
While there are three wells, only two of them are capable of providing"regular" service. Well No.
2, was isolated and upgraded from Well No. 1 in 1998. However, it was found that when this well
is operated, it produces sand for the first 15 minutes or so. In order for its water to be used in the
system,the water must be first discharged to the outside until it clears, and then it can be put to use.
Therefore, this well is held in reserve and used only in emergency cases. This leaves only
approximately 425 gpm available to Pressure Zone No. 1 on a regular basis.
A new well was placed in service during this past planning period. Well No. 4 is located on the
ridge line to the north and east of the Belfair community center. The well has a permitted right and
a capacity to pump 600 gpm. It is a strong well with excellent recovery. Robinson & Noble has
stated that the well can be further developed and could probably produce up to 1,000 gpm. This
well is not currently connected to the lower pressure zone, but only serves the plateau area upland
of Belfair.
Under the current operating scenario there is insufficient capacity to properly serve the District's
Pressure Zone No. 1 needs in the long term, based on the projected growth. Well No. 4 should be
to be connected to the lower pressure zone.
The population growth shown in Chapter II, alongwith the PHD calculated using WAC minimum
g
MDD's shows the demand forecast over this planning period and for the next 20 years. A total of
approximately 950 gpm will be needed by the year 2026. However, with Well No. 4 the District
has a total pumping capacity of 1,030 gpm. Based on the data developed for the 2001 Water
System Plan, this is a reduction in the pumping requirement for 20 years into the future. The
change from the 2001 Water System Plan is predicated on the reduced ADD the District now has.
The data available today for this plan suggest that a new water source will not be required.
However, the District is cautioned to be prepared to review this need during this next six year
planning period. The installation of the proposed sewer system to serve the Belfair community
could dramatically change source requirements.
vui- 1
The District presently has two generators to provide auxiliary power during outages. One is
permanently installed to serve Well No. 1, and the second is a trailer mounted unit that can be
towed and connected to Well No. 3.
Both of these generators are military surplus. Parts for repair are very difficult to find. As this
plan is being written, the District is in the process of purchasing and installing a permanent 47 KW
generator at Well No. 3. The District should investigate replacing the generator at Well No. 1 as
well.
S.1.1.2 Storage
There are presently five tanks with a total storage capacity of 1,354,622 gallons in place. Two
tanks each are located at the North Tank site and the South Tank site in Pressure Zone No. 1. The
fifth tank is located in Pressure Zone No. 2 on the ridge above the. g communitynear Well
With the projected No. 4.
P growth given in this plan, the District has sufficient storage to provide both
equalizing storage and standby storage, but the large steel standpipe must be connected to the
lower pressure zone to accomplish this. This does not obviate the need to review future storage
needs within the total 20 year planning period. This requirement will have to be examined closely
after sewers are installed in the Belfair area.
8.1.1.3 Treatment
The District has installed disinfection facilities at all of its sources. No new or additional treatment
facilities are required during this six- or 20-year planning period, except as may be required for a
new source placed into operation. Belfair Water district No. 1 is not otherwise required to treat its
water. Only a change in regulations for tre
atment atment of under oun
treatment facilities. gT d sources would require additional
8.1.1.4 Distribution System
The present distribution system although fairly new, is primarily comprised of asbestos cement
(AC) pipe. It appears to be in good physical condition, but the results of the audit to identify
unaccounted for water, indicates that there may be undetected leaks in various parts of the system.
The hydraulic analyses in Chapter 3 identified some major distribution system problems. While
the existing system can provide proper service under normal and seasonal flow conditions, the lack
of loops places several areas of the system in jeopardy under fireflow conditions. Connections at
higher elevations and outside of the core area between the tanks will suffer from substandard
pressures. If the fire department withdraws more than the system can naturally deliver, negative
pressures could result at extreme ends and elevations. The fire department has been admonished to
never withdraw more than the system can naturally produce under gravity conditions under any
circumstances until certain loops are added to the system. That flow restriction is 2,200 to 3,000
gpm, depending on location, and as indicated in Chapter III.
The geography and topography of the District's service area serves to restrict its ability to provide
for distribution system looping. The southern part of the service area lies along the hillside with no
defined rights-of-way. Any future development up hill from the highway will likely be isolated
with a single access from the highway. Traffic patterns(private roads and utility easements) in the
VIR- 2
new developments will not be circulatory, unless such is mandated by Mason County in the permit
approval process.
Along Old Belfair Highway, existing county rights-of-way and easements are minimal an d do not
offer much opportunity for in ppo ty stalling new distribution system improvements. Existing landowners
have parcels large enough for future subdivisions. When, and if, some of these parcels do
subdivide, the District must work with the developer to provide opportunities for looping.
If looping opportunities are not presented to the District, it should investigate the installation of
oversized mains to convey required fireflow and minimize pressure losses. At 2,000 gpm line
velocities in an 8-inch main approach 13 feet per second (fps). This velocity is at the upper limit of
what is considered acceptable. At this velocity, friction losses accumulate rapidly. A larger
diameter main, say 12-inch, reduces the velocity and resultant head loss by more than half.
The vast majority of the District's water mains are asbestos-cement (AC) pipe. One section of
main that ties SR-3 and SR-106 together runs through the property occupied by All Star Mini-
Storage. Portions of this main are up to 27' deep. The District has a fear that the heavy earth load
may cause this main to break. If so, the customers south of the connection, along SR-3 would be
out of water until the main could be repaired.
Presently, there are only sixteen connections on the system at the upper end of Razor Road. They
are served via a small booster pump station that maintains line pressure with two small, variable
speed centrifugal pumps. If additional growth occurs in this service area, the booster pump system
will not be adequate to maintain pressure for all users. Fireflow in this area is not directly
available, but has to be brought in by tanker. A new pump station will be required if substantial
growth occurs in this area.
Of primary importance to the District's overall ability to properly serve its customers is the
interzone connection from Pressure Zone No. 2 to Pressure Zone No. 1. Pressure Zone No. 2 has
the largest source of supply as well as the largest storage facility. Connecting these resources will
enhance and improve the District's ability to serve all of its customers. It will eliminate the
shortcomings for both source and storage now experienced by the District in Pressure Zone No. 1.
Such connection will also enhance service in a couple of ways. First, fireflow rates would be
increased by up to 30%, as well as the overall increase in fireflow quantity available by 2-300%.
Second, it would provide additional long term service in the instance of a power outage.
Two possible routes are available. The first is a direct connection from the pipe in the Well No. 4
area down the hill to connect with Pressure Zone No. 1 near the US Post Office. The second is an
indirect route from an area northerly of the well and tank across SR-3. The distribution system has
been extended to this area and, in fact, crosses the railroad tracks. The second connection would
come from this point, down McKnight Road to connect to Pressure Zone No. 1 at Old Belfair
Highway. Each of the interzone connections would require installation of a Pressure Reducing
Station.
There are two other specific projects for improvement of the District's existing distribution system
in Pressure Zone No. 1. The first is a new crossing of SR-3 near the northerly end of the system in
VIII- 3
J
that zone. The existing main along the westerly side of SR-3 was extended north. Crossing SR-3
and tying into the older existing main would improve circulation and service ce capability 'p yin the
Belfair Community Center area The other is the replacement of a 27' deep section of main near
All Star Mini-Storage near the intersection of SR-3 and SR-106. While not necessarily improving
service, the newly relocated main would dramatically improve maintenance capabilities for this
part of the system should something happen to the existing line.
The Belfair Area Chamber of Commerce,Mason County, and the Washing ton State Department of
Transportation (WSDOT) have been discussing the future widening of SR-3 though much of
Belfair in conjunction with the county's comprehensive plan. The discussions have been about
widening up to 1.5 miles of SR-3. If this project goes through, the District will be required by
WSDOT to relocate its existing main along the entire project. If the District is so required, the
main size should be upgraded to 12 inches in order to better serve the customers through out the
district in terms of both domestic and fireflow.
For the 2001 Water System Plan, DOH comments included a suggestion for a regular main
replacement program. The response at that time was that such a program was not financially
feasible. That answer stands true for this plan. With only about 520 customers, the District does
not generate enough revenue to undertake such a program at this time.
8.1.2 Assessment of Alternatives
8.1.2.1 Source/Supply
Section 8.1.1.1, Identification of Source/Supply Improvements, did not list any specific projects.
The section only alluded to reviewing the need for additional supply sources based on new
information gathered and developed as growth continues and a new sewer system is installed to
serve the Belfair area. Depending on where growth occurs and /or the sewers are installed, the
District should study the need for a new source, or possibly further developing Well No. 4 as
suggested possible by Robinson &Noble.
A new generator for Well No. 1 would enhance the District's ability to provide long term service
during a prolonged power outage. While most outages, and particularly prolonged ones, occur
during low water use periods, such occurrences are not unheard of during the peak use season. The
new generator would provide the redundancy needed to weather such a time, or provide back up to
the generator at Well No. 3.
8.1.2.2 Storage
No specific new storage needs have been identified for this planning period. However, as part of
the ensuing six-year planning period, the District should review its storage requirements, based on
the then census and usage data available. Again, as with source/supply, the installation of sewers
as estimated by Mason County for the 2009-2010 time frame may have a significant impact on the
potential need for storage. The study for the need for more storage should include a review for
location to provide the best long term service to District customers.
VIII- 4
8.1.2.3 Treatment
Unless there is a change in regulations regarding treatment of underground sources, or a new
source is added, no new treatment facilities will be required.
8.1.2.4 Distribution System
The major improvement(s) for the distribution system will be the interzone connection(s) between
pressure zones. This will alleviate problems due to fireflow by providing a source of water for
prolonged firefighting situations. It will also provide for a much longer supply of water during a
long term power outage. The latter will offset long term generator usage on the District's wells.
There are two distribution system projects that will have a major impact on District service. These
are the interzone connections from Pressure Zone No. 2 to Pressure Zone No. 1. Both connections
will provide the District with a vastly improved fireflow capability in terms of both rate and
quantity. In addition, the Old Belfair Highway connection will eliminate the substandard pressure
area during fireflow events. The higher priority connection is the 12-inch line and its connection
near the US Post Office.
Major looping of the existing distribution system serving the central Belfair community is not
available. Based on the configuration of the existing distribution and rights-of way, there appears
to be only one viable alternative for minor looping at this time. The new crossing of SR-3 at the
northerly end of Pressure Zone No. 1 will increase circulation of water in and around the Belfair
Community Center area. It adds a loop to the system and will allow the District to continue to
provide service to much of the area should an interruption occur on certain parts of the system.
The District will have to evaluate looping possibilities as new development projects are presented.
In the meantime, the storage facilities from Pressure Zone No. 2 after would provide some relief
from flow and pressure problems when a connection is constructed.
Because a fairly large area has been designated as an Urban Growth Area(UGA) in Belfair, future
water system distribution lines will be required. The specific location for each new line cannot be
identified at this time. However, it is known that the major transmission system lines will be along
the SR-3 right-of-way and the future Belfair Bypass for SR-3. These transmission lines will be
twelve inches in diameter, or greater, as the specific needs of the property owners are identified.
For the purposes of this plan, a transmission main diameter of 12 inches is the default size.
To preclude potential disruption of service on SR-3, south of its intersection with SR-106, a short
section of line could be added from one of the existing on-site system lines on the All Star Mini-
Storage property. It could be left open or remain closed for normal operations. While this pipe
would not provide a true system loop, it would preserve continuity of service if something should
happen to the 27 deep AC line. It would also provide a small incremental increase in pressure and
flow along SR-3 south. An easement from All Star Mini-Storage would be required for District
ownership.
The upsizing and relocation of 1-1.5 miles of water main along SR-3 would provide a tremendous
increase in service to the District's customers. This applies to both potable water service and
fireflow. However, it is estimated that the total cost of such a project would exceed $2,000,000.
VIII- 5
With a customer base of only about 520 at this writing, the District is not in a position to fund the
project. Even a low interest loan from the Public Works Trust Fund would cost the District an
annual Debt Service of approximately $110,000. Since System Development Fees(SDF) are used
primarily for new system facilities and Debt Service for system enhancements, they could be used
to pay towards the new, higher Debt Service costs. The District presently has an annual debt
service cost of approximately $87,000. The new Debt Service would be almost $200,000
annually. The highest SDF income has been approximately $30,000. Therefore, the entire new
debt service cost would have to be paid from water sales. That would add almost $18.00 per
month to each customer's bill. Therefore, the only feasible way for the District to construct these
facilities is via an outright grant of funds.
8.1.3 Selection of Alternatives
8.1.3.1 Source/Supply
No specific improvements have been identified for the primary six-year period of this plan.
However, the District should undertake and evaluation of sourcetsupply needs near the end of
this six-year period for the possibility of such and improvement for the ensuing six-year planning
period. There will be no financial burden on the District except for the study's inclusion in the
next Water System Plan.
8.1.3.2 Storage
As with Source/Supply, no specific storage improvements have been identified. This need
should also be evaluated and the result, both for size and location, included in the next Water
System Plan
8.1.3.3 Treatment
No treatment improvements are foreseen during either the near term or long term periods of this
Water System Plan.
8.1.3.4 Distribution System
This plan identifies several distribution system improvements. All will provide increased benefits
to the Districts customers in terms of potable and fireflow service.
i
The number one priority improvement project is the interzone connection from Well No. 4 to
Pressure Zone No. 1 near the US Post Office. The connection would include a 12-inch DIP line
and an 8-inch Pressure Reducing Station with a 3-inch bypass. This connection alone will add
approximately 1,000 gpm to fireflow rates, depending on location, as well as providing sustained
quantities of water during fireflow events. The connection will also improve overall potable water
service by maintaining a higher HGL in Pressure Zone No. 1 during peak use periods.
The second highest priority is another interzone connection to Pressure Zone No. 1 along Old
Belfair Highway (OBH). The area along OBH north of the intersection with SR-300 suffers low
pressure duringpeak periods and
use P p fireflow events. This conne
ction would eliminate those
problems.
VIH - 6
The proposed crossing of SR-3 at the northerly end of Pressure Zone No. 1 will aid the circulation
of water in the Belfair Community Center area. It would also provide an alternative rout for water
should a part of the system have to be taken out of service temporarily.
The installation of a parallel line to bypass the 27' deep line near All Star Mini Storage is a safety
factor. It could be used to augment the flow of the deep line, and replace that line should it
collapse.
The District has chosen not to include the 1 — 1.5 mile relocation and upgrade of the line along SR-
3. The District has informed both Mason County and WSDOT that it cannot fund the relocation
project. The overall costs are just too much for the District to bear.
The same reasoning applies to an annual replacement program. It is estimated that the costs will
run $250-300 per foot for main replacement and upgrade. The cost includes the main, new casings
for crossings, and replacing and upgrading all service connections.
8.2 Improvement Schedule
The projects listed are all vital to raise the District's existing service level to current standards and
to assure continuity of water service during all situations. All of the projects listed in the table and
discussed above have been assigned a time frame. The timing of any of the projects could move
up or down depending on available financing. Should grant or loan funds become available, the
District should move forward as soon as possible with as many projects as it can.
Table 8.1 lists the various improvements recommended for this plan. Each improvement is
presented within the subject area as discussed above. Figure 3.1 in the pocket at the end of this
report indicates the projects for the water system listed in the table.
VIII - 7
Table&I
Belfair Water District No. 1
Recommended Water System Improvements(20V S)
I
Project Title Type of Description Page Cost Financing Source Year
Improvement Where Estimate
Need
Identified
New Generator Source/Supply, Install New Generator at VM-7 $45,000 System Revenues 2008
Well No.1
Well No.5 Study SourwSupply Additional Water Rights VI1114 No Add'l WSP Preparation 2010-12
Cast System Revenues
Storage Study Storage Find and Secure Property for VM-5 No Add'I WSP Preparation 2010-12
Future Tads Coat System Revenues
Pressure Zone Distribution Construct Connection between VIH-6 S331,000 Grant or Developer 2008
Connection System Pressure Zone 2 and the
Conummity Center
Pressure Zone Distribution Construct Connection between VM-6 $250,000 Grant or Developer 2009
Connection System Pressure Zone 2 and the
Old Belfair Highway
SR-3 Crossing Distribution Cross SR-3®northerly end of VM-7 S50,000 System Revenues 2010
System PZ#1
SR-106 Parallel Distribution Install Parallel line to 27'deep VIU-7 S40,000 System Revermes 2011
Line System line SR-106
Various Distribution New Transmission Lines as VIR-5 $60- Developer 2007-?
Transmission System may be Required to serve the $100/foot
Lines I Growth Area
NOTE: Listed costs for constructed facilities do not include Administration,Engineering,or Contingencies. A minimum
of 30%should be added to each to cover these costs.
V1II - 8
CHAPTER IX
TABLE OF CONTENTS
IX. FINANCIAL PROGRAM................. 1
9.1 Financial Program Requirements.................................................................................1
9.2 Past Financial Status............................................ 1
9.3 Improvement Program Financing.................................................................................2
9.4 Financial Viability Test...............................................................................................3
9A.1 Operating Budget Summary.................................................................................3
9.4.2 Operating Cash Reserve.......................................................................................4
9.4.3 Emergency Reserve .............................................................................................4
9.4.4 Median Household Income Analysis....................................................................5
9.5 Rate Structure Analysis...............................................................................................5
9.5.1 Water Rates................... .....................................................................................5
9.5.2 Service Connection Charges ................................................................................7
9.5.3 System Development Fees...................................................................................8
LIST OF TABLES
Table 9.1 Belfair Water District No. 1 Annual Expense Statements for the Water Utility
2000-2005 ................... ....... .................................. .. .......................
Table 9.2 Belfair Water District No. 1 Projected Expense Summary for 2000 - 2006...........4
Table 9.3 Monthly Water Rates, 2001-? ....................... 6
Table 9.4 Residential Rate Comparison with Adjacent Water Systems ................................7
Table 9.5 Service Connection Charges, 2001-?.............................
Table 9.6 System Development Fees, 2001-?.......................................................................8
LIST OF FIGURES
IX- i
Table 9.5
Service Connection Charges
Belfair Water District No. 1 —2001-?
Service
Meter Size Charge
3/4" $1,200
1" $1,400
1'/z" $1,600
2" $2,000
>2" to be determined
9.5.3 System Development Fees
The District adopted a system of fees to fund future development. The System Development Fee
revenues are used for projects that both expand the existing system and enhance existing facilities
to better serve District customers. The system of fees is based on the meter size requested by the
property owner. The meter size is a function of the demand placed on the system by the new
facility to be developed. Table 9.6 lists the current System Development Fees as adopted for the
2001 Rate Structure.
Table 9.6
System Development Fees
Belfair Water District No. 1—2001-?
Service
Meter Size Char e
3/4" $2,500
1" $4,175
1-'/2" $8,325
2" $13,325
>2" to be determined
As discussed above, these rates will likely need to be raised to accommodate possible debt service
payment created by funding one or more of the larger projects listed in Chapter VUL The exact
increase will have to be determined by the District based on the growth that is occurring and that
which is foreseen in the near term. The District will be obligated to retire the existing PWTF debt
within the time frame. It should be incumbent on developers to pay for the new facilities, since the
new facilities are the reason development will even be able to occur.
IX - 8
Table 9.4
Residential Rate Comparison
With
Adjacent Water Systems (2006)
System Name Connection Fee Monthly Excess
Belfair Water Dist.No. 1* $1,200 $21.56 $0.051/cf&up>500 cf
Belfair Water Dist.No. 1*(2007) $1,200 $23.18 $0.055/cf&up>500 cf
Beards Cove $800 $27.00 N/A
Rustlewood $1,000 $20.00 N/A
Hartstene $360 $21.50 N/A
Lakewood Heights(PUD 1) $2,525.81 $24.10 $1.14/ccffor 401-1,001 cf
$350.00 Meter Set $1.43/ccf>1,002 cf
View Ridge(PUD 1) $2,477.82 $24.10 $1.14/ccf for 401-1,001 cf
$350.00 Meter Set $1.43/ccf>1,002 cf
Twanoh Falls Beach Club $1,200 Penn.$280.00/yr N/A
Seasonal.$215.00/yr
Undev.$160.00/yr
Washington Water Service $543.60 $15.04 $1.40%f for 0-400 cf
Outside Dist Meter Set $2,272.00 $1.55/ccf for 401-1000 cf
$1.70>1,401 cf
Sunset Beach $500 $8.00 N/A
Riverhill $4,000 $12.50 $31.25
Collins Lakes $2,400 $30.00 N/A
*See detailed rates above in this section.
9.5.2 Service Connection Charges
Service connection charges are charges the District makes on new customers for bringing a water
service connection from the distribution system main to the property line. The charge includes
tapping the main, installation of the service line, and meter installation. These charges are in
addition to any other charges required for the construction of the distribution main to serve the
property. Table 9.5 lists the Service Connection Charges for the various water service sizes.
IX - 7
Table 9.3
Monthly Water Rates
Belfair Water District No. 1 — as of April 2001
Inside District Limits(Res. & Comm.) Minimum Rate
Residential $21.56
Commercial $25.75
The minimum charge listed above includes the first 500
cubic feet (approximately 3,700 gallons) of water.
Rates for Additional Water Used in Excess of 500 cf
0-500 cf Included
501-3,000 cf $0.051001cf
3,001-4,000 cf $0.06000/cf
4,001-5,000 cf $0.06900/cf
5,001 cf and over $0.08600/cf
Outside District Limits
Residential customers outside the District limits are charged at the rate of$6.90
per month per umt in addition to the charges listed above, and commercial
customers outside the District are charged an additional$12.50.
Several adjacent water systems were contacted to obtain their rates. Table 9.4 is a listing of rates
for nearby systems. The purpose of showing the adjacent system rates is not to show that Belfair is
higher, but to demonstrate the District's commitment to providing its customers with high quality
service. The District recognizes that this effort will be fairly costly in terms of individual customer
charges. However, the result is a sufficient quantity of good quality water, delivered under good
system pressure. The District also recognizes that it cannot make improvements to the system to
keep up with growth without having the revenues to fund the projects.
IX - 6
during the peak use period of the year. The addition of an interzone connection from Well No. 4
and the tank serving Pressure Zone No. 2 will greatly alleviate this potential problem.
Conversely, although the distribution system is not well looped, the District has two separate
storage facilities, one at each end of the system. If a main break occurs between the two areas,
water can still be delivered, albeit at a lower quantity rate during the short time it takes to repair the
main. Therefore,the distribution system is not the most vulnerable part of the system.
9.4.4 Median Household Income Analysis
A household income survey was conducted for a feasibility study for constructing a new sewer
system in the Belfair area. The survey, completed in November 1999, found the median household
income (MHM for the feasibility study was $25,751. While the survey did not cover the entire
area served by Belfair Water District No. 1, it did serve the purpose of establishing an income level
benchmark for Belfair in general. No known MHHI survey has been conducted recently.
Since there is no known recent M1*U for the Belfair area, the Washington State Office of
Financial Management was contacted. OFM does an evaluation at the county level each year. The
latest evaluation of Mason County's MI*II for 1999 to 2005 shows an 11.26 % increase. This
value was applied to the 1999 MI-11-II for Belfair to calculate a comparable number just for the
Belfair area. The resultant number is an MI-IFII of $28,652. At 1.5% the excessive, or
unaffordable, rate value would be $430.00 per year, or $35.83 per month Belfair's base rate of
$21.56 per month is considerably less than that which would be considered unaffordable.
9.5 Rate Structure Analysis
9.5.1 Water Rates
Belfair Water District No. 1 charges each of its water customers a fixed monthly fee, plus a charge
for the amount of water each customer uses. The basic charge includes 500 cubic feet (cf), or
approximately 3,700 gallons, each month. The water rates charged by the District are listed in
Table 9.3.
The District is contemplating a 7.5% increase in the rates for the autumn of 2007. It is expected
that his rate will take effect for October. The revenues shown in Table 9.2 include that increase at
that time. In addition, based on the capital improvements listed in Chapter VK the District will
again need to raise rates by 10% in 2009. This increase is also included in Table 9.2. The last
increase should take the District through the final planning year of this Water System Plan, 2012.
Only the rates for Water Sales have been increased for Table 9.2. The District should evaluate the
System Development Fee and Connection Charge rates at the same time in order to evaluate the
impacts on existing customers. Changes in the latter rates may have a significant affect on water
sales rates, depending on the actual growth rate at the time.
While the District has contemplated raising rates on a specific schedule here, it will be a year-by-
year decision by the District as to whether or not to raise water sales rates, and by how much.
IX- 5
Table 9.2
Belfair Water District No. 1
Projected District Expense Summary for 2007-2012
Bud=et Category 2007 2006 2009 2010 2011 2012
REVENUE
Begin.Cash Balance 219,500 89,789 26,945 26,480 11,521 12,770
Water Sales 425,956 467,060 524,042 534,523 551,093 568,177
Surcharges 13,9% 14,274 14,559 14,851 15,148 15,451
Sprinklers 8,539 8,795 9,059 9,331 9,611 9,899
System Dev.Fee 30,000 30,000 30,000 35,000 35,000 35,000
Application Fee 1,545 1,591 1,639 1,688 1,739 1,791
Connection Charges 6,000 8,000 10,000 12,000 14,000 16,000
Miscellaneous 500 500 500 S00 500 500
Other(Non-Op,Loans,etc.)
TOTAL REVEANK 706,034 620,009 616,744 634,372 638,611 659,587
EXPENSES
M 8t O 150,252 154,760 159,402 164,184 169,110 174,183
G 8t As■ 223,180 229,875 236,772 243,975 251,191 258,727
Debt Service 86,134 85,351 84,568 93,785 83,002 82,219
Capital Improvements 110,000 75,000 60,000 80,000 70,000 60,000
Operating Reserve 46,679 48,079 49,522 51,007 52,538 54,114
TOTAL EXPENSES 616,245 593,065 590,264 622,851 625,841 629,243
CASH BALANCE 89,789 26,945 26,480 11,521 12,770 30,344
The Maintenance and Operation portion of the expenses was escalated at 5%per year, based on the
2006 budget.
9.4.2 Operating Cash Reserve
The district generally budgets an amount equal to 1/8 of the total of the M&O and G&A budgets
combined. Table 9.2 indicates the level of budgeting over the next six years.
9.4.3 Emergency Reserve
Belfair Water District No. 1 sets up an annual Capital Improvement Fund of approximately
$60,000. This fund serves as the District's Emergency Reserve Fund. The most vulnerable system
component is the water source, or wells. While the District has four operable wells, only three
serve the bulk of the District's customers located in the lower pressure zone. The long-term loss
(more than a few days) of any one of these three could potentially adversely impact operations
IX-4
New Generator: A new generator to replace the existing one at Well No. I is well within the
District's ability to fund from System Revenues. The funds could come from either water sales or
a combination of Water Sales and System Development Fees.
Well No. 5 Study: Since current data do not specifically point to a new source requirement, the
District should include the study in the development of the next Water System Plan. By that time,
new sewers should be in place and new census and growth information will be available. Funding
will be from System Revenues as part of the funding for the Water System Plan.
Stora eg> Study: As with the study for a new source, the District will require the study for new
storage be a part of the new Water System Plan. Funding will be as with the source study
requirement.
Pressure Zone Connection: The two interzone connection projects listed in Chapter VUI are
vital to upgrading service to the District's customers. The District has been in contact with
developers who anticipate substantial residential development in Pressure Zone No. 2 in the area of
each potential connection. These developers have been informed of the District's requirement that
the lines serving their developments be conned to Pressure Zone No. 1. The district will enter into
a "Payback Agreement" to reimburse the developer for the additional cost of tying the two areas
together. An alternative possibility for financing may be a CERB grant for development of
economic opportunities in the new Belfair UGA.
SR-3 Crossing: The cost of this improvement is estimated to be $50,000. This project can
be funded from System Revenues, including Water Sales and System Development Fees.
SR-106 Parallel Line: With an estimated cost of$45,000, this project is well within the District's
ability to fund it through System Revenues.
Transmission Lines: Transmission lines will be required to serve the new pressure zone within
the UGA, as well as other areas within the District's service area that may develop. As with the
pressure zone interconnections, it will be up to the individual developers to construct the various
transmission lines to serve their properties. The District will enter into a"Pay back" agreement to
reimburse the developer for the added costs, if required, from revenues derived from others who do
not have to extend the lines.
9.4 Financial Viability Test
Since Belfair Water District No. 1 has less than 1,000 connections, the District must pass the
Financial Viability Test(FVT)to obtain approval for this Water System Plan. The FVT consists of
four parts; Operating Budget summary, Operating Cash Reserve, Emergency Reserve, and Median
Household Income Analysis. Each component is discussed below.
9.4.1 Operating Budget Summary
Table 9.2 presents the estimated District Revenue and Expense Summary for the planning years
of this document.
IX- 3
9.3 Improvement Program Financing
Potential financing of the projects discussed in Section VIII will vary from operations' revenue to
loans to outright grants, depending on the need and timing of the project. The District will have to
investigate the various possibilities for outside financing as each project comes to the fore in the
plan. Not every project or portion thereof will be eligible for outside financing, or outside
financing that is affordable to the District. Therefore, to accomplish these projects, it is imperative
that the District set aside money for at least part of a project in its operations' budget for the
planned year. If outside financing is available, the District can maximize its budget. If not, that
portion of the project that can be constructed from the budget should be completed. In this way,
progress towards upgrading the system will be accomplished.
Belfair Water District No. 1 has several sources of potential revenue for projects outlined in this
plan. The most consistent is the monthly operating revenue derived from water rates charged for
the provision of water service to its customers. Other sources include connection charges, system
development fees, revenue bonds, Utility Local Improvement District assessments, and loans and
grants from various state agencies. Each will be described in some detail below.
Local funding options include Water Sales. Revenue Bonds Developer Extensions, and Utility
Local Improvement Districts. Excess water sales revenue could potentially be used to fund one or
more of the smaller projects. Revenue bonds are secured solely by the revenue developed by the
water system. Financially sound publicly owned water systems can sell revenue bonds with
interest rates often as low as general obligation bonds. Additionally, a vote of the residents of the
District is not required to sell these bonds. Instead these bonds are created and sold through the
passage of a resolution by the Board of Commissioners. When new subdivisions within the
District's service area require water service, a developer extension, according to plans and
specifications approved by the District, may be constructed. The improvements are then deeded to
the District for operation and maintenance. Utility Local Improvement Districts (ULID's) are
local, limited area taxing districts established by Mason County on behalf of the District for the
purpose of making utility improvements in a certain area. Taxes are assessed against properties,
which are benefited by the improvement. Assessments are usually based on a formula, which takes
into account the frontage of the property and its area.
The State of Washington has several financial programs that are available for municipal
infrastructure improvements. The most notable of these for water system improvements are the
Drinking Water State Revolving Fund Program, the Public Works Trust Fund (PWTF), and
Community Economic Revitalization Board (CERB) Construction Program. Community
Development Block Grants are federal grants administered by the states and are available to
counties and cities to serve the needs of low and moderate income residents. Non-entitlement
cities and counties are eligible.
As a last resort and other outside financing is not available, if the District is critically low in funds,
it can apply for a commercial bank loan. It would face the same loan requirements as a normal
commercial enterprise.
Chapter VIII listed certain capital improvements to the water system. The following is a
discussion of the funding source for each of the listed improvements.
IX-2
IX. FINANCIAL PROGRAM
9.1 Financial Program Requirements
Belfair Water District No. 1 has less than 1,000 connections, and as a Public Water District, is not
regulated by the Utilities and Transportation Commission (UTC). Therefore, the Financial
Program for this water system plan is provided in accordance with Chapter 9, Section 2 of DOH's
Water System Planning Handbook.
9.2 Past Financial Status
Historically, Belfair Water District No. 1 has maintained a system of rates and charges to properly
fund the operation, maintenance, and capital improvements for the District's water system. Table
9.1 is a historical listing of the water utility's expenses from 2000 through 2005
Table 9.1
Belfair Water District No. 1
Annual Expense Statements for the Water Utility,2000-2005
Budget Category 2000 2001 2002 2003 2004 2005
REVENUE
Begin.Cash Balance 90,128 123,106 178,410 248,538 199,150
Water Sales 278,863 301-346 321,719 381,905 354,789 381,115
Surcharges
Sprinklers
System Dev.Fee 33,625 16,325 14,175 11,425 30,952 35,125
Application Fee 1,175 1,225
Connection Charges
Miscellaneous 1,297 517
Other(Non-Op,Loans,etc.)
TOTAL REVENUE 312,498 407,799 461,462 573,492 6341279 615,390
EXPENSES
M&O 111,938 122,965 94,599 90,698 165,343 131,944
G&A 107,883 120,728 135,020 143,262 156,303 167,599
Debt Service 12,820 88,225 88,483 97,700
Capital Improvements 2,539 41,000 1 40,613 2.759 25,000 0
Operating Reserve(1,8 M&O)
TOTAL EXPENSES 222,360 284,693 2831,052 324,944 435,129 387,243
CASH BALANCE 90,128 123,106 178,410 248,538 199,150 228,147
IX- 1
CHAPTER X
TABLE OF CONTENTS
X. MISCELLANEOUS DOCUMENTS
10.1 SEPA Checklist
10.2 Water Rights Permits/Certificates
10.3 Cross Connection Control Policy
10.4 Computer Analyses Input/Output Data
10.5 Sampling Waivers and Analyses
10.6 Comments on WSP from Adjacent Utilities
10.7 Belfair Water District No. 1 Letter to Fire District No. 2
10.8 Belfair Water District No. 1 Water Shortage Response Plan
10.9 Municipal Water Law Attachments 2 & 5
X. MISCELLANEOUS DOCUMENTS
10.1 SEPA Checklist
In discussions with the Washington State Department of Health (DOH) Southwest Drinking Water
Section staff, it was learned that DOH does not require an Environmental Checklist for Water
System Plans for water districts with less than 1,000 connections.
Therefore, in accordance with that policy, and because Belfair Water District No. 1 has
approximately 500 connections and will not have 1,000 connections during the planning period, a
checklist was not prepared for this plan.
i
10.2 Water Rights Permits/Certificates
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
REPORT OFEX4MMA77ON
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
Surface Water (hww IY bmran .b tlr porw.archvp 117,L_ rwo—f—t I917..e.
® Ground Water psr�.a�+ro..ra�aw(+)watcrM.x�,L...otwe.lws.w
d*A oq.,..r erEmbp.)
FIII)RrrY DATE AMLACATM NUMBM FERAIti NU1mER CERTIFICATE NIA�JI
March 10, 1994 G2-29022
NAME
Belfair Water District
ADDRESS(STII rn WrM (STATE) (Tp cwe)
PO box 563 Belfair Washington 98529
PUBLIC WATERS TO BE APPROPRIATED
Well
TRWUFARY of QSWAM MATI®1)
MA7QMM CUM FM KR SEMM MURA W GAU.Md MM MN(rrE MAXDAM ACRE FEET PER YEAR
vuANTrrr TYFA OF 111iR M)oo at<t>a 600 645
645 Acre-feet per yew Municipal supply Year-round,as needed
LOCATION OF DIVERSION/WITHDRAWAL
AMBOXMATE LOCATION o/BIYFaSgN-..w17T�RAyg+FAl,
400 feet South and 400 feet West of UFe North quartet comer of Section 28.
LOCATED WRHIN(WA t ST su"H N.
N E'/.N W%. "stop 28 SECTIoK MWNSHM 23 1RANOE, .OR w)w.M we L A COt1Ni Y
Mason
RECORDED PLATTED PROPERTY
LOT BI.00R Of(GI YE NAME OF PLAT OR ADWTION)
LEGAL DESCRIPTION OF PROPERTY ON WHICH WATER IS TO BE USED
Area served by the Belfair Water District Ill,as described on their 2000 Water System Plan as approved by the Washington Department
of Health.
DESCRIPTION OF PROPOSED WORKS
Overton Well
DEVELOPMENT SCHEDULE
EEOI FROs.T BY TIES DATE COEIrmalaOFLT EY TM DATA: WATER Nrr TO FlLL USE By TM DATE:
Started January 1,2002
January 1 2020
REPORT
BACKGROUND:
On March 10,1994,Overton and Associates applied to the Department of Ecology(Ecology)for a permit to appropria,public go i
water from two wells at a rate of 1000 gallons per minute(gpm)for municipal and industrial supply. The applicatio,.was subsequ y
assigned to the Belfitir Water District,the municipal water purveyor for this area. The site is located within the Kitsap Peninsula
Resource Inventory Area(WRIA I in the Union River sub-basin. The application number is G2-29022.
A legal notice of the proposed appropriation was published. In response to the public notice a letter of protest was received by Mn .1
Cokelet,who indicated her concern that withdrawals from this project could impair her use of a spring located down gradient of thi
well(s)site.
Based on my investigation,and the provisions of Chapters 90.03 and 90.44 RCW,1 recommend the issuance of a water right perm'-
INVESTIGATION:
Project Site and Descripbo
Belfair Water District No. 1's service area is located at the end of Hood Canal and serves the local community of Belfair. The Dist
currently has 452 connections and services a population of approximately 1,130 people.
Belfair Water District No.I's service area is{ocaoed in unincorporated Mason County. The area is developing rapidly due to its pi
to both Shelton and Bremerton,and is one of the more urbanized areas in the county. The boundaries of the Belfair Water District
service area are described by their March 1994 Water System Plan,and will remain the same for the year 2000 plan that is currently be
drafted. The project site is located within the Union River sub-basin,approximately one-mile northeast of the town of Belfair in
northeastern Mason County.
The original applicant,Overton and Associates,owns approximately 6,000 acres in southern Kitsap and northern Mason Counties- ...,of which is located within the Belfair Water District's service area. The property has primarily been used for forestry,and significant
amounts are currently covered with second growth timber. The original applicant intended to develop portions of the property into
mixture of residential,commercial and industrial tracts.
This well will be intertied with the rest of the Belfair Water District's system. It is expected that the well will supply water to a mixtw multiple domestic,commercial,and light industrial customers.
Union Sub-Basin
The Union sub-basin is one of I S+sub-basins identified within Water Resource Inventory Area(WRIA)15(Kitsap). It covers an are[
approximately 39 square miles in portions of both Kitsap and Mason Counties. The Union sub-basin's boundaries generally includ,
southern portion of Township 24 North,Range I West,and all of Township 23 North,Range I West,W.M.
The geological characteristics of the sub-basin are similar too much of the surrounding Puget Lowland. The majority of the land surfs
within the sub-basin is comprised of a relatively broad,upland area(interpreted to be a Pleistocene glacial drift plain). The upland i-
bisected by a large remnant glacial outwash channel through which the Union River now flows. The Overton's property generally
includes lands located east of the Union River.
The uplands of the sub-basin arc recharge areas for ground water. Recharge occurs primarily from precipitation falling on the land
surface. The portion of precipitation that doesn't run off evaporate,or transpire,percolates downward to saturate underlying water-
bearing strata. Surface water bodies such as Mission Creek and the Union River receive discharge from shallow ground water syste
that occur within the uphwdL Much of the deeper ground water discharge is to Hood Canal.
The town of Belfisir is the largest population center in the sub-basin. In m general,the sub basin is characterized by scattered,small
shoreline of Hood Canal.
communities,small hobby farms,large lot rural tracts,and undeveloped forestland. Residential development is concentrated along 1
Surface Water
The Union sub-basin contains a total of 12 reco®tized creeks and rivers,which have a combined drainage area of approximately 38.,
square miles. The largo[streams within the sub basin arc the Union River and Mission Creek Larger lakes include Tiger and Miss..Case
Lakes Within the sub-basin the only large surface water diversion is the City of Bremerton's d Dam,located at McKenna Falls i
the upper reaches of the Union River(River Mile 6.7). The City holds rights to 10 cfs,and the Union River diversion provides
approximately 60 percent of the City's water.
The lower Union River occupies a relatively broad valley that is developed with residential areas and farms. Mission Creek is locate(
roughly fuur utilos west of the Union River. Its drainage parallels that of the Union River,but the lower part of the creek has a much
narrower valley than that of the Union River.
Under the Provisions of Chapter 173-515 WAC,instream flow regulations have been established for 18 locations within WRIA 15. i,
the Union River,bi-weeLly instrearn flows were initially established at River Mile 2.0. However,the river has subsequently been clo
year-round to additional consumptive appropriations,from McKenna Falls to the mouth. There has been no active gauge at the site s
19S9 Rine 1956-flow in the Union River has been restricted by the City of Bremerton's Cased Dam and reservoir.
Report Continued
This restricted strive am additional consumptive appropriations also applies to ground wooer found to be in clear hydraulic continuity wit
closed surface water sources. Ecology will deny ground water applications that it determines will impair a closed or of^.erwise regulated
surface water system. My review of this application has determined that withdrawals from this well will not impair the flow of surface
water within the Union River.
The geology and hydrogeology of Kitsap and Mason Counties and adjacent areas has been described in a number of publications,
including.Water Resou.-...;.and Geology of the Kitson Peninsula and Certain Adjacent Islands.USGS Water Supply Bulletin No.18
USGS O File Report 80-1186(Hanson,AJ.
(Carling,et al.,1965); W Pan
and Bolice,E.L.,1980);Water Re3ou of the Gig Harbor Ptattimla aped Adiacm A=L Washington USGS Open File Report 81-10:
(Drost,1992);and the Gig Harbor Peninsula Ground Water Management Pon Task 5 Hy¢fo_gyoio¢ic Evaluation Report prepared for th.
Tacoma-Pierce County Health Department(Sweet-Edwards/EMCON,Inc.,19921 The March 1999 Robinson do Noble report titkd,
Unfaa Subarea Initial Basin Assessment,striver to summarize those pottions of previous work that pertains to this particular area. The
assessment of the Union sub•basin is as extension of the Kitsap County Initial Watershed Assessment,Open File Technical Report No.
97.04(Kitsap County Public Utility District,et aL.October 1997).
Up to six alternating periods of glacial and facial depositi°°over the past 1.6 millions years have created numerous aquifers and
aquitards within the Puget Lowland. This bistory of glacial erosional and depositional events,separated by long perieds of non-glacial
erosion and deposition,has created a very complex sequence of unconsolidated sediments b-wath the area. These unconsolidated
sediments range in thickness from zero to over 3,000 feet They cover an irregular bedrock surface of Tertiary age(50-55 million year.
old)that is exposed in the northern portion of the Union sub-basin in the Green and Gold Mountain highlands. There are several wells
within the sub-basin that peaehate bedrock,but now are known to be major producers of ground water.
The hydrogeology ofihe Union sub-basin has not been studied in detail. None of the 28 principal aquifers identified in the Kitsap Cou
Ground Water Management Plan(GWMP),Volumes I and Il(EES,et al., 1991),extend into the Union sub-basin. However,the genet
hydrostrati8nPhy is similar• The uppermost aquifers within the Union sub-basin include perched aquifers-generally considered locate
and laterally discontinuous-although some are several miles in luerah rxtent. Beneath the perched aquifer system lies the Sea Level
aquifer system,which generally occus between 100 feet above,and 200 feet below mean sea level. There are also several deeper aqui
systems within the sub-basin.
Based on the potendomaric surfaco maps of the ground water system developed for the G WMP,shallow ground water flow is general
from topographic highs to lowland areas.Within the Union sub-basin,this would be from upland areas toward stream valleys. For the
deeper ground water systems(Sea Level and deeper aquifers),ground water flow is generally towards salt-water bod-,s. In the Union
sub-basin,there is a potential ground water divide from which deeper ground water moves either north-northwest toward Sinclair Inlet
south-southwest toward Hood Canal.
Studies conducted in other sub-basim of Kitson County indicate that upper aquifers discharge to streams and lakes,while the Sea Lev
and deeper aquifers discharge largely to Hood Canal.
Fisheries Habitat
The streams of the Ktb*Peninsula all originate in Iowa elevation foothills and lack glaciers and snow pack to provide continuous n
in the summer- Since the streams draining this area are entirely dependent on rainfall,flows are lowest during the dry summer month
Limiting factors for fish production include seasonal flooding.low summer flows,intermittent debris or beaver dams and water quali
problems.
The Union River and Mission Creek are home to coho andchum salmon. Both rives are productive coho streams. Chum salmon sp
in the lower 1.5 miles of Mission Creek and to the falls at river mile 6.7 on the Union River. A small run of chinook also returns to i
lower two miles of the Union River each year.
Existinv Water Riaht5
Ecology's records indicate that 22 ground water certificates(or permits),and 95 surface water certificates have been issued for the N
County portion of the Union sub-basin.Combined,these water rights allocate 7,633 gpm,and 1,769 acre-feet per year for a variety c
purposes,a number of which are large non-consumptive fish and wildlife projects. In general,domestic supply and irrigation are th
most common purposes of use. A total of 241 claims have been filed within this same area,the vast majority representing exempt u:
wells that originated after 1945.
There are no gnxtod-water right certificates or permits that have been issued within a half-mile radius of the well. However,a pend
application(G2-28926)for Jack Johnson with a November 8,1993 priority date has been filed for a propased well to be located wit
few hundred feet north of the Overton well. Mr.Johnson is also located within the service area of the Belfair Water District and ha
indicated that he would be willing to receive service from their system. The Johnson application will be withdrawn once this perm]
issued.
This application's one protestant,Mrs.V.E.Cokelct,hold.rights to 0.10 cfs under surface water certificate 2347"7r a spring-fed sti
located approximately 3,500 feet southwest of the well(in Section 20,T.23 N.,R. 1 V..W.M.). There are several other surface wat
rights on the Union River itself and some of its other small,spring-fed tributaries.
The CoLelet's stream is fed by springs discharging from m the upper aquifer system into the 11nion River system. This source was
m onituctA during the well's aquil'a test No change in discharge was detected,although this would not be expected with a relative)
short-i.:nu test. It is unlikely that operation of the well will impair nearby users of surface water or shallow wells. First,the well is
couhpi.:ted io a much dccper aquitrn system Second,a thick clay layer(200+foot)was encountered during drilling,between 342 a
feet bClc::pound surface(eight feet above and 214 tees below mean sea level). Although the lateral extent of this clay layer is not
known,its thickness,elevation,and lithology indicate that it could possibly be part of the Kitsap Formation(Unit Qn3 of Robinson
Noble,1990).which generally acts as an aquitard. This would limit hydraulic connectivity between aquifer systems. Third,the wt
located roughly two miles from a major discharge zone.
Report Continued
Well Construction/Agleifer Test
The subject—11 was constructed by Hokkaido Drilling in August and September of 1994. The well site is located approximately 3'
above mean sea level. The Union River flows though a steep ravine just over one mile to,;T west. The elevation of the Union Rive
at this point is approximately 20 feet above mean sea level.
The well was drilled to a total depth of 640 feet below ground surface(290 beet below mean sea level and 300 fea below the bed of th-
Union River). It was screened in a coarse gravel and surd unit between 586 and 630 lea below ground Surface(236-280 feet below
sea level). The unit is believed to be cortelative with the Double Bluff Drift and Sea Level aquifer. Pertinent information is contain ..
a completion report prepared by�ansou&Noble,cited,Qri!!i w and Tesanr ofPder OWIM Tast/Prt...'rclion Well Mason November 1994.
In October 1994,a 24-has•pumping test was performed on the well. A variabk-rue step test was first
capacity and the optimal Pumping rate• performed to determine sped
188.0 feet below t of canto During the actual 24-hour test,the discharge rate was 637 gpm Pre-tat static water level w
°P & Pmg Suter level was 284.E feet below top of casing-a difference of 96.6 feet Drawdown stabilize,
after 10 minutes of pumping. Raw aquifer test data was not provided by the applicant
Durmg the last,two nearby wells and a spring-fed creek were monitored for potential impacts related to operation of the production I
Neither monitoring well had well logs available. However,the fast well,located about 800 hundred feet to the northwest at the adjacer
Floral Gm=warehouse,had a static water level of 108 beet below the top of the casing. Based on the static water level,Robinson&
Noble(1994)believed that the well was completed in the upper aquifer. The second well,owned by Peter Overton,was drilled in chi
1940a It is located about a half mile to the northeast along Highway 14 and is estimated to be 435 fed deep. It had a static water lei
179.1 fad below the top of the casing. Robinson 8t Noble(1994)felt confident that the second well shared the same aquifer with the
subject well because the static water levels were similar. The spring-fed creek,known locally as Cokelet Spring,is 2/3 of alocated mile south of the site. During the test,no change n water level or aoints. atci
8 flow was detected at any
of the three monitoring
ng points.
After the pump was abut down.the weber level returned to 3.3 fee below static within two hours(96.6 percent recover":ad 0.35 fee
after 27 hours(99.9 percent recovery). Based on the first two hours of recovery
gales l�hey(gpd)Per foot(Jacob �aquifer nation ells was estimated at fermi 0
astthod}. This is an approximate estimation,since o'.�ervatiou wells were not used to determine
aquifer characteristics. The specific capacity(well yield divided by maximum drawdown)was calculated at 6.0 gpm/ft of drawdown.
Basedindicates e dw the well is mated only 1 ssivity esf I 1 cicu gso & capacity in a 100 percent efficient well should be 50 gpmlL This
only Percent efficient RobinsonRobia d Noble(1994)cite several reasons for this and state that further
development would be necessary if production limits were ever increased. The well was rated for a long-term yield of 600 gpm. For thL
rate,Robinson do Noble(1994)recommended that the pump inlet be set at a depth of 350 feet below ground surface.
Sea-weer Intrusion
Because WRIA 15's numerous peninsulas arc surrounded by Puget Sound and Hood Canal,most of the region lies within two miles of a
marine shoreline. Therefore,seawater intrusion resulting from ground water extraction is a potential concem for a large portion of thi
region. For those wells completed below sea level,pumping could increase the risk of seawater intrusion to those wells and to deeper
neighboring wells. Pumping could also have a small effect on deeper wells within a broader radius of the site,slightly in
of seawater intrusion. gh Y creasing the u,u
The snifter*elevation at the well site is roughly 350 feet above mean sea level. The well is screened between 236 and 280 feet below
mean sea level. During the 24 hour pumping test,the water level was maintained at 65.4 feet above mean sea level.
While there have been no previous reports of elevated chloride levels in the immediate vicinity,regular water quality
required to ensure that levels do not increase(August of each t ty testing will be
above mean sea level. ( g a h year}. Additionally,the pumping water level in the well shall be maintai
DEMME Water DiMict's ixisting Weser Rights
Belfair's water is currently taken from two wells that are located along SR-3. The District holds primary rights to 225 acre-feet per yea
D Certificate G2-24044 authorizes the withdrawal of 155 gpm,and 225 acre-feet per year from Well IA.
Certificate G2-25214 allows the withdrawal of 300 gpm,and 225 acre-feet per year from water rights. Well I B,supplemental to previously inner
Permit G2-24043 allowed the development of rights to withdraw 200 gpm, 160 acre-fed per year of ground
the"old Hummingbird"well. The permit was cancelled once Belfair Water District was able to bring the"new Hummingbird"wile
into production.
➢ Permit G2-26962 allows for the development of the new Hummingbird Well. This permit was issued in the amounts of 350 gpm,ar
225 acre-feet per year,again,supplemental to existing rights.
While the water rights currently allocated to the Belfair Water District are adequate to meet current and short-term future demand of the
population,the system has problems with fire flow and pressure. The acquisition of this well,which is located at a higher elevation than
the rest of the community(352 feet above sea-level),and the construction of related storage,will vastly improve the pressure and
distribution of water in the system.
! It is the intent of the Beffsk Water District No.1 to supply water to
Area. This includes Proposeddeveloprnenta within the feu growing Belfair Urban Groat
property owned by the Overton,who wish to have water available to supply a variety of light industrial,commercia
and residential projects.
Demon— d Forcc�1108 .
Belfair Water District No. I currently has approximately 450 service connections or 670 Equivalent Residential Units(ERU's)located it
its existing service area. The District's future service area bowever,includes large tracts u°land that are located within the Urban Growl
Area that are proposed for a mixture of commercial,industrial,and residential use.
Report Continued
It is anticipated that the bulk of the District's future water use will be in the new UGA to .re north and east of Belfair,however it is
difficult to calculate exactly how fast that development will occur.Estimates of growth potential for this area have been calculated by the
District's consultant,Chandler Odell of Consoer Townsend Engineers,to be as high as 2,130 ERU by 2014.
Based an the G'i..)u ict'sl999 records,an avaup of 150 gallons per day per ERU was actually used(Total system sales/670 ERU's).Give
this current Invd of demand,Belfiir Water District No.1 will need to secure rights to a total of 399 acre-feet per year to meet 2014
demand,and by 2020 could require 994 acre-feet per year.
The subject well has berg rated to produce 600 Was,and based an a resaoaebie production scbedub of approximately 16 hours of
operation per day should be capable of producing 645 acre-led per year. As the District already holds primary rights to 225 acre-feet pe
year,I recommend the allocation of as additional 645 acre-fed per year to meet ham demand. With this allocation the District's rights
amount to 870 acre-fext per yew. This water is intended to be made available for the entire proposed service area of the Belf ik Water
District as descnbW in their approved year 2000 water system plan.
Under RCW 90.03.005 and 90.54.020(6),the Department of Ecology must emphasize conservation and water-use of cim tamanapment
the state's water resources,sod must reduce the waste of wow as for as practical& The Belfaa Water District No.1 ha-:;,,ngavation
program that will be reviewed by bold►the Department of Ecology and the Department of Health as part of their water system plan update.
Issuance of this permit will require RdBlimeot of arty conditions specified by DOH for approval of the plan,and will require implementation
wo approved program
RCW 90.54.030 directs the Department of Ecology to be informed with regard to all phases of water resources of the state,in order to
make sound resource management decisions. This permit will include provisions for the collection and submittal of water production
data.
CONCLUSION:
In accordance with Chapters 90.03 and 90.44 RCW,I find there is water available for appropriation from the source in question,that the
appropriation as recommended is a beneficial use,and should not impair existing rights or be detrimental to public welfare.
RECOMMENDATION:
I recommend that this application be approved and a permit be issued to allow appropriation of 600 gallons per minute from a well,64'
acre-feet per year,for multiple domestic supply,and commercial/industrial purposes. The period of use is year-round,as needed
This permit is subject to the following provisions.
PROVISIONS:
The water appropriated under this application will be used for public water supply. The State Board of Health rules require public wat
supply owners to obtain written approval from the Office of Water Supply,Department of Health,1112 SE Quince Street,PO Box 478
Olympia,Washington 98504-7890,prior to any new construction or alterations of a public water supply system.
An approved metering device shall be installed and maintained in accordance with RCW 90.03.360,90.44.450 and R 508-64-020
through-.040,and WAC 509-12-030. Meter readings shall be recorded at least monthly.
Installation and maintenance of an access port as described in Chapter 173-160 is required. An air line and gauge may be installed in
addition to the access port.
The 101 is advised that notice of Proof of App12pd of water(under which the final certificate of water right is issued)shouk
not be filed until the permanent distribution system has been constructed and that quantity of water allocated by the permit to the exten
water is required,has been put to full beneficial use.
A proof inspection will be conducted prior to final certificate isa:.ricc. The certificate will retied the extent of the project perfected
within the limitations of the permit. Aspects will include as appropriate the source(s),system instantaneous capacity,beneficial use(s)
annual quantity,home services designed,place of use,and satisfaction of provisions.
Water-pumpage,well-monitoring,and static-wow-level data,along with a summary and analysis of the data,shall be submitted ennui
or more frequently upon request,to Ecology's Southwest Regional Office Water Resources Program. The data shall be submitted in
digital format(ASCII)and shall include the following elements:
For Water Use Re ins:
1. Measurement method(totaling meter,acoustic meter,etc.)for each well
2. Total volume pumped from each well by month in thousands or millions of gallons
3. Unique Well ID number
For Water Level Reoortina:
1. Unique Well ID Number
2. Measurement date and time
3. Measurement method(air line,clectic tape,pressure.ransducer,etc.)
4. Well status(pumping,receatly pLunlxd,etc.)
5. Water level accuracy(to neatest foot,tenth of foot,etc.)
6, Description of the measuring point(top of casing,sounding tube,etc.)
7 IA-11rine..r.:nt.trvstinn stove or below land surface tP the nearest 0.1 foot
mepon e.Ammuea
9. Static water level below measuring point to the nearest 0.1 foot.
For Water Quality Monitoring:
I. Unique Well ID Number
2. Sampling date and time
3. chloride concentration(mg/L)
4. Submit paper copy of laboratory report
Issuance of this water rigkt is subject to the implementation of the minimum rcquiroments established in the Conservation•ptannin¢
Rtauire�ments.Guideline aed RMkl;mertts for Pulls WMW%11* <Qemcling Water Use Reporting Demand Forec>+stir�e
Methodokgev,and Conservation Pro¢rams July 1994,and as revised.
Under RCW 90.03.005 and 90.54.020(6),conservation and improved water use efficiency must be emphasized in the management oft]
states water resources.and—be considered as a potential new source of water. Accordingly,ns part of the terms of this water right,
applicant shall prepare and implement a water conservation plan approved by Department of Health. The standards for such a plan may
be obtained from either the Department of Health or the Department of Ecology.
REPORTED BY er �Urr� Date: March 12, 2001
The statutory pumit fee for this application is$20.00.
FINDINGS OF FACT AND DECISION
Upon reviewing the above report,I And all facts,relevant and material to the subject application,have been thoroughly investigated.
Furthermore,I find water is available for appropriation and the appropriation as recommended is a beneficial use and will not be
detrimental to existing rights or the public welfare.
Therefore,I ORDER a permit be Issued under Ground Water Application Number G2-29022,subject to existing rights and indicated
provisions,to allow appropriation of public ground water for the amount and uses specified in the foregoing report.
S' at Olympia,Washingm this 12th day of March 2001.
Mike Harris
Wow
Resourves Supervisor
Southwest Regional Office
358689 STATE OFWASHINGTON
DEPARTNFIdT OF ECOLOGY P; ,y J ri
CERTIFICATE OF WATER RIGHTEl yl//�
Surface Water hme�r,d,t`nmaccordance tt ald the-rules uw npulE2iona10oftth@ DGip�armmntt o of f Ecd�)tst 7,and
® Ground Water Vetoed In accordance with'the provisiors of Chapter 2S3,Laws of Washin pton for 1945,and
amendments thereto,and the rules and regulations of the Departmant of Ecdo,.)
PRIORITY DATE APPLICATION NUMBER PERMIT NUMBER
Janufl 13 1976 CERTIFICATE NUMBER
G 2-24044 G 2 24044 P G 2 24044 C
NAME
BELFAIR WATER DISTRICT O1
ADDRESS (STREEn (CITY)
P.O. Box 563 (STATE) (ZIP CODE)
Belfair, Washington 98528
This is to certify that the herein named applicant has made proof to the satisfaction of the Department of Ecology
of a right to the use of the public waters of the State of Washington as herein defined,and under and specifically
subject to the provisions contained in the Permit issued by the Department of Ecology, and that said right to the
use of said waters has been perfected in accordance with the laws of the State of Washington, and is hereby con-
firmed by the Department of Ecology and entered of record as shown.
SOURCE PUBLIC WATER TO BE APPROPRIATED
Well
TRIBUTARY OF (IF SURFACE WATERSI
MAXIMUM CUBIC FEET PER SECOND MAXIMUM GALLONS PER MINUTE
MAXIMUM ACRE-FEET PER YEAR
QUANTITY.TYPE OF USE.PERIOD 155 225
225 acre-feet per year municipal supply continuously
LOCATION OF DIVERSION/WITHDRAWAL
APPROXIMATE LOCATION OF DIVERSION—WITHDRAWAL
650 feet North and 840 feet Fast of SW corner of Section 32.
LOCATED WITHIN(SMALLEST LEGAL SUBDIVISION) SECTION TOWNSHIP N. RANGE.(E.OR W.I W.M. W.R.I.A. COUNTY
SW SWlx 32 23 1 W 15 Mason
RECORDED PLATTED PROPERTY
LOT BLOCK ��DF(GIVE NAME
46OF PLAT OR ADDITION)
Sam Theler Home and Garden Tracts
LEGAL DESCRIPTION OF PROPERTY ON WHICH WATER IS TO BE USED
Area served by Belfair Water District #1.
Indened
Cttmpcled _ ----7'--
PROVlSlONS -
Rrr!
"Provided that the total annual quantity under
-10 FR 5,-
this certificate and all others does �t
exceed 225 acre-feet at full development as predicted in the Harstad Associates rep(
A suitable measuring device shall be installed and maintained in accordance with WAC J
64-020 through WAC 508-64-040.
The access port as required on your permit shall be maintained at all times.
(/OD
s79 la 26 AM 9 : 15
REOUESIOF
Ks o
The right to the use of the water gJoresaid hereby co,(fumed is restricted to the lands or place of use/
described,except as provided in RCW 90.03.380, 90.03.390,and 90.44.020.
This certificate of water right is specifically subject to relinquishment for nonuse of water as provided In RCVI
90-14.180,
Given under my hand and the seal of this office at Olympia
Washington,this....21a1
Of........March................. .. ..., 19...79........
WILBUR G. HALLAUER, DIRECTOR
Department of Ecology
6N67N6t1171t0 DATA.�..` ,.
�� by ........t...
............ .. .......
E.{d. ASSEI.STINE, Regional Manager
FOR COUNTY USE ONLY
i
377953 STATE OF WASMNGTON fICLL(M4 1R
DEPARTMENT OF ECOLOGY
CERTIFICATE OF WATER RIGHT
Surface Water (Imed In accordove with the prRrrisiona of Chapter It 7.Lam of Wash in=fw 1917,and
anRwxkTwnte 9wom,and tln.rulM alp r 1811oru of tM Depertrmnt of Ecolooy,)
® Ground Water (hwud in etsordw+w::d1h tM proeieiolRe of OMPew 263,l.e.w or wwhbq[oR roe 19i5,and
wRlwlRltRante thereto,wld tM rub elld d tAe D�Rt of EsdoN.)
PRIORITY DATE' , •_ APPLICATION NUMBER PERMIT NUMBER
April 20 1979 Pr RTIFICATE NUMBER
P F G 2-25214 G 2-25214 P G 2-25214 C
BEL.FAIR WATER DISTRICT
P1DISo563 Iclrn (STATE) (ZIP CODE)
Belfair Washington 98528
This is to certify that the herein named applicant has made proof to the satisfaction of the Department of Ecology
of a right to the use of the public waters of the State of Washington as herein defined,and under and specifically
subject to the provisions contained in the Permit issued by the Department of Ecology, and that said right to the
use of said waters has been perfected in accordance with the laws of the State of Washington, and is hereby con-
firmed by the Department of Ecology and entered of record as shown.
SOURCE PUBLIC WATER TO BE APPBU EDPRIAT
Well Number 1B
TRIBUTARY OF (IF SURFACE WATERS)
MAXIMUM CUBIC FEE PER SECOND MAXIMUM GALLONS PER MINUTE MAXIMUM ACRE-FEET PER YEAR
300 225
QUANTITY..M OF USE,PERIOD OF USE
225Acre-feet per year Municipal Supply Continuously
LOCATION OF DIVERSION/WITHDRAWAL
APPROXIMATE LOCATION OF DIVERSION—WITHDRAWAL
700 feet North and 700 feet Fast from the Southwest corner of Section 32.
LOCATED WITHIN ISMALLE$T LEGAL SUDDIVISION) SECTION TOWNSHI►N. RANGE.IE.OR W.1 W.M.I WJLI.A. COUNTY
SW%SW#4 32 23 1 W. 15 Mason
RECORDEO PLATTED PROPERTI'
LOT BLOCK OF(GIVE NAME OF PLAT OR ADDITION)
LEGAL DESCRIPTION OF PROPERTY ON WHICH WATER IS TO BE USED
Area served by Belfair Water District.
Indcaed��
R^•.urur,d
FILED_
AUOIIOR MASON COUNI I
PEGGI i;LEIiELAND
'80 JUN 19 AM : Z3
REOUESTOF
PROVISIONS
REEL 244 rR 291
The total annual quantity under all rights shall not exceed 225 acre-feet per year for
municipal supply.
Issued for municipal use for 300 gallons per minute and 225 acre-feet per year; as supple-
mental right to Certificate G 2-24044 C for municipal supply.
Installation and maintenance of an access port as described in Ground Water Bulletin
No. 1 is required. An air line and gauge may be installed in addition to the access
port.
Owing to the proximity of neighboring wells, the certificate holder is reminded of his
responsibility towards same and advised that he may be required to regulate his withdrawal
pumping rate if existing rights are injuriously affected.
The right to the use of the water aforesaid hereby confirmed is restricted to the lands or place of use hereil
described,except as provided in RCW 90.03.380 P , 90.03.390,and 90.44.020
This certificate of water right is specifically subject to relinquishment for nonuse of water as provided in RCW
90.14.180.
Given under my hand and the seal of this office at Olympia Washington,this...1. 7xh..day
+�l • a 'tF
of--•ti �...�....l�................... 19.g0........
y• •d i
WILBUR G- HAM AUER, DIRECTOR
C; '•�,' Department of Ecology
ENGIN� •' •••
OK ... .•.. BO �. 114----------------------------------
by...
ASSMSTINE, Regional Manager
FOR COUNTY USE ONLY
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
PERMIT
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
Surface Water fissued In accordance with the Provisions Chapter 117.Laws of Washingttfor)1917,and
amendments thereto,and the.rules and regulations of the Department of Ecology
® Ground Water (Im ed in accordance with the Provision of(]lapter 263,Lase:of waanergton to.1915,and
amendments tMreto,and die mies and reguZamPt of tM Departrnant of 1
P ORITY D APPLICATION NUMBER PERMIT NUMBER ERTIFiCATE NUMBER
t Ugust `� 1986 G 2-26962 G 2-26962 P
"Mfair Water District
ZIP
1P.'r 96963 t`IPelfair (Wa hington TU 198528E)
The applicant is,pursuant to the Report of Examination which has been accepted by the applicant,hereby grante
a permit to appropriate the following described public haters of life Stater of IVashingtoti,subject to existing righ
and to the lintitations and provisions set out herein.
PUBLIC WATER TO BE APPROPRIATED
SOUWW11 (Ht mllingbi rd well)
TRIBUTARY OF IIF SURFACE WATERS)
MAXIMUM CUBIC FEET PER SECOND MAY.IMINA GALLONS PER MINUTE MAMM ACRE-FEET PER YEAR
Q275'TI "`&Ie lyet$r" Comnu33n'iitty domestic supply as needed
LOCATION OF DIVERSION/WITHDRAWAL
APPROXIMATE LOCATION OF DIVERSION—WITHORAWAL
2100 feet West and 1100 feet South of the Northeast corner of Section 6
LOCATED WITHIN{SMALLEST LEGAL SUBDIVISION) SECTION TOWNSHIP N. RANGE.IE.00 W.1 W.M. W.R.I.A. COUNTY
Gov't Lot 2 (NWINEI) 6 22 1W
RECORDED PLATTED PROPERTY
LOT BLOCK OF(GIVE NAME OF PLOT OR ADDITION)
LEGAL DESCRIPTION OF PROPERTY ON WHICH WATER IS TO BE USED
Area served by Belfair Water District.
DESCRIPTION OF PROPOSED WORKS
Applicant proposes to drill an 8 inch diameter well having an approximate
depth of 260 feet below land surface.
DEVELOPMENT SCHEDULE
BEGIN PROJECT BY THIS DATES COMPLETE PROJECT BY THIS DATE, WATER PUT TO FULL USE BY THIS DATE:
January 1, 1989 January 1, 1991 January 1, 1992
PROVISIONS
Installation and maintenance of an access port as described in Ground Water Bulletin
No. 1 is required. An air line and gauge may be installed in addition to the access
port.
All water wells constructed within the state shall meet the minimum standards for
construction and maintenance as provided under RCW 18.104 (Washington Water Well
Construction Act of 1971) and Chapter 173-160 WAC (Minimum Standards for
Construction and Maintenance of Water Wells.)
A well log of the completed well shall be submitted by the driller to the Department of
Ecology within thirty (30) days of completion of this well. This well log shall be
complete and all information concerning the static water level in the completed well,
in addition to any pump test data, shall be submitted as it is obtained.
"The total annual quantity under all rights shall not exceed 225 acre-feet per year for
community domestic supply."
"Prior to issuance of the final water right certificate resulting from this permit, the
permittee shall initiate all action necessary to cancel permit G 2-4043 P for the old
Hummingbird well."
This permit shall be subject to cancellation should the permittee fail to,comply with the above developmen
schedule and/or jail to give notice to the Department of Ecology on forms provided by that Department documentin,,
such compliance.
Given under my hand and the seal of this office at Olympia, Washington, this...2Oth.........da
Of..................March...................... 19..82. ........
ANDn BEATfY RINIKER, Director
Dc Rt It oI E ogy
HNGINERRING DATA
OK..0.
by............:..... ................................
Clark Haberman, Regional Manager
• ���,s'r�r�o.
o f'
i 2
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
P.O. Box 47775 • Olympia, Washington 98504-7775 • (360) 407-6300
March 12, 2001
CERTIFIED MAIL
Belfair Water District
PO Box 563
Belfair WA 98528
Dear Sir or Madame:
Re: Ground Water Application No. G2-29022
The Department of Ecology has reviewed your request for a permit of water rights, and your request has
been approved. A copy of our Report of Examination is enclosed. This report constitutes our
determination and order regarding the above referenced application. Please read this report carefully.
A permit will be issued in accordance with the enclosed Report of Examination and your fee of$20.00.
Make your check payable to the Department of Ecology.
This order may be appealed. Your appeal must be filed with the Pollution Control Hearings Board,PO
Box 40903,Olympia,WA 98504-0903 within thirty(30)days of the date this decision was mailed. At
the same time your appeal must be sent to the Department of Ecology c/o Appeal Coordinator, PO Box
47600, Olympia, WA 98504-7600. Your appeal alone will not stay the effectiveness of the Order. These
procedures are consistent with Chapter 43.21 B RCW.
Sincerely,
;Water
. Mike Harris
Resources Supervisor
outhwest Regional Office
JMH:th(exam2)
Enclosure
w
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
REPORT OF EXAMINATION
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
SUrfaCe Water (lari r.mnd�o.as 1�. dCRyN.117,law d ."O.Rr 1911.r
�w�rb �Im�dcm Dyrtsr-(E-6w)
® Ground Water Pe>r9r r emsiesa niu r etCrpr 70,E 4 im.r
...�r.ar..Arr. rn�.r.dr.
rRrORlTY G!6 ArrUCATWN NIaYr; court Nla�a CEa741CATE Nla9Fs
March 10.1994 G2-29022
NAIL
Belfair Water District
ADORM(STRAM (LTrY) (STATE) ar CODE)
PO box 563 Belfair Washington 98528
PUBLIC WATERS TO BE APPROPRIATED
SOURCE
Well
TROKMAY OF(a r WMX NATERM '..
HAl�aal CUBIC Mw PER swam NAJ�lA1 64
OAUnM rER MMM YA7abaAd ACr1E MT PER.YEAR
600 5
QUANrRY,TYPE Or ust rsaw or usa
645 Acre-feet per year Municipal supply Year-round,as needed
LOCATION OF DIVERSIONIWITHDRAWAL
ArrROXNATE LOCATION or DlvoulOF!-wfn®I(A AL
400 feet South and 4(%feet West of a North quarter comer of Section 28.
LOCATE wmaN(>R"UMT I RGAL NAMVIS"O TOWISr@N. RANOQ(a.ORw.)wx WA-I.A- COUNTY
NE%NWIA 28 23 1W 15 Mason
RECORDED PLATTED PROPERTY
LOT aLOCK OF(GIVE NAME OF PLAT OR ADUIT M
LEGAL DESCRIMON OF PROPERTY ON WHICH WATER IS TO BE USED
Area served by the Belfair Water District#l,as described on their 2000 Water System Plan as approved by the Washington Departmen
of Health.
DESCRIPTION OF PROPOSLO VKH(J S
Overton Wei
DEVEI.OPMVff SCHEDULE
ear 04 rbom r.f att Ttat DATe OOaN.[fS rnoEcr by TM DATE WATea cut To FURL L=MY TM DAT!
Started January 1,2002 January 1,2020
REPORT
BACKGROUND:
On Mauro I k 1994,Overton and Associates applied to the Department of Ecology(Ecology)for a permit to appropriate public ground
water from two wells at a rate of 1000 gallants per minute(Mm)for municipal and industrial supply. The application was subsequenth
assigned to the Belfiw Water District,the municipal water purveyor for this area. The site is located within the Kitsap Peninsula W�
Resource Inventory Area(WRIA 151 in the Union River sub-basin. The a,viication number is G2-29022.
A legal notice of the proposed appropriation was published. In response to the public notice a letter of protest was received by Mrs.V.
Cokelet,who indicated her concern that withdrawals from this project could impair her use of a spring located down gradient of the
well(s)site.
Based on my investigation,and the provisions of Chapters 90.03 and 90.44 RCW,I recommend the issuance of a water right permit.
INVESTIGATION:
gpject Site and Description
Belfair Wafer District No.1's service area is located at the end of Hood Canal and serves the local community of Belfair. The Distr
currently has 452 connections and services a population of approximately 1,130 people.
Belfsk Wow District No.I's servicb area is located in unincorporated Mason County. The area is developing rapidly due to its proxii
to both Shelton and Bremerton,and is one of the more urbanized area in the county. The boundaries of the Belfair Water District':
service area are described by their Mush 1994 Water System Plan,and will remain the same for the year 2000 plan that is currend)
drafted. The project site is located within the Union River sub-basin,approximately one-mile northeast of the town of Belfair in
northeastern Mason County.
The original applicant,Overton and Associates,owns approximately 6,000 aces in southern Kitsap and northern Mason Counties-
of which is located within the Belfair Water District's service area. The property has primarily been used for forestry,and significa
amounts are currently covered with second growth timber. The original applicant intended to develop portions of the property into a
mixture of residential,commercial and industrial tracts.
This well will be iotertied with the rest of the Belfair Water District's.,,stem. It is expected that the well will supply water to a mi)
multiple domestic,commercial,and light industrial customers.
Union Sub-Basin
I
The Union sub-basin is one of I S+sub-basins identified within Water Resource invintwy Area(WRIA) 15(Kitsap). It covers an i
approximately 39 square miles in portions of both Kitsap and Mason Counties. The Union sub-basin's boundaries generally include i
southern portion of Township 24 North,Range i West,and till of Township 23 North,Range 1 West,W.M.
The gimlogical characteristics of the sub-basin are similar ono much of the surrounding Puget Lowland The majority of the land su
within the sub-basin is comprised of a relatively broad,upland area(interpreted to be a Pleistocene glacial drift plain). The upland is
bisected by a loge remnant glacial ottwash channel through which the Union River now flows. The Overton's property generally
includes lands located east of the Union River.
The uploub of the sub-basin ate recharge areas for ground water. Recharge occurs primarily from precipitation falling on the land
surface. The portion of precipitation that doesn't run oM evaporate,or transpire,percolates downward to saturate underlying water-
bearing strata. Surface water bodies such as Mission Creek and the Union River receive discharge from shallow ground water systr-
that occur within the uplands. Much of the deeper ground water discharge is to Hood Canal.
The town of Belfair is the largest population center in the sub-basin. In general,the sub-basin is characterized by scattered,small
communities,small hobby farms,large lot rural tracts,and undeveloped forestland. Residential development is concentrated along d
shoreline of Hood Canal.
Surface water
The Union sub-basin contains a total of 12 recognized creeks and rivers,which have a combined drainage area of approximately 38
square miles. The largest streams within the sub-basin are the Union River and Mission Creek. Larger lakes include Tiger and Mien
Lakes Within the snub-basin the only large surface water diversion is the City of Bremerton's Cased Dun,located at McKenna Fair
the upper reaches of the Union River(River Mile 6.4 The City holds rights to 10 ch,and the Union River diversion provides
approximately 60 percent ofthe City's water.
The lower Union River occupies a relatively broad valley that is developed with residential arc and farms. Mission Credo is local
roughly four miles west of the Union River. Its drainage parallels the -)f the Union River,but the lower part of the creek has a muc.
narrower valley than that of the Union River.
Under the provisions of Chapter 173-513 WAC,instream flow regulErions have been established for 18 locations within WRIA 15.
the Union River,bi-weeny histream flows were initially established at River Mile 2.0. However,the river has subsequently been c
year-round to additional consumptive appropriations,from McKenna Felts to the mouth. There has been no active gauge at the site:
1959. Since 1956,flow in the Union River has been restricted by the City of Bremerton's Cased Dam zed reservoir.
Report Continued
This resound statics as additional consumpuve aP1190Pr ftons also applies to ground water found to be in clear hydraulic continuity wit
closed surbce rioter sources. Ecology wig deny smead water applications that it determines win impair a closed or otherwise regulated
surface water system. My review of this application has determined that withdrawals from this well will not impair the flow of surtam
water within the Union River.
The 8OWU and►y,dropolop of KiWp and Mason Counties and adjacad areas has been descried in a number of publications.
nt..,t n:Ganlos v of the Kitson P...iLur.and ' Adismnt islands.USGS Water Supply Bulkdu No.Ill
(Gallia&et al,1965);QMW WWK Availability on the Kea R Peninsula.Wast1 canon USGS Open File Report 80-1196(Hanson.A.J
and Bonet,El,OWN uSGS Open File Report 91-10:
(Ikod,1982);and the Qk1b&K••-1-_6 •water nett. Pim Tack 5 Evaluation ReooR,prepared for th
TacomtPierce County Health Department(SVMd-EdwardVEMCON,Inc.,1992). The March 1999 Robinson tit Noble report titled,
(Union Subarea InWal Basin Anessaha s lt,strives 10 NuWW those portions of previous work that pertains to this particular area. The
suesmtent of the Union sub-basin is an extension of the Kitsap County Initial Watershed Assessment,Open File Technical Report No.
97-04(Kitsap County Public Utility District,et al..October 19M
Up to sin dU atiog pacbds of glacW and iensoaeial dapoaitian over the past 1.6 million years have created numerous aquifers and
squitards within the Puget t owlaod. This history of glacial erosional and depositional events,separated by long periods of non-glacial
erosion and deposition,has created a very compimt sequwm of unconsolidated sediments bmhatb the area. These unconsolidated
sediments range in d&kons from zero to over 3,000 fed. They cover an irregular bedrock surfim of Tatiary age(50-55 million year
old)that is exposed in the northern portion of the Union sub-basin in the Green and Gold Mountain highlands. There are several wells
within the sub-basis that peneDate bedrock.but none are known to be major producers of ground water.
The hydmpology of the Union sub4nin has not been studied in detail. Nona of the 28 principal aquifers identified in the Kitsap Cou
Ground Water Management Plan(GWMPI Volumes f and H(EES,et al.,1991),extend into the Union sub-basin. However,the ggcne
cal
hydrmtraiigraphy is similar. The uppermost aquifers within the Union sub-basin include perched aquifers-generally considered
and laterally discontinuous-although some are several miles in lateral extent. Beneath the perched aquifer system lies the Sea Level
aquiter system,which generally occu p between 100 feet above,and 200 feet below mean sea level. There are also several deeper aqu
systems within die ab basin
Bond on the patentioroetric a W&W maps of the grand wear system 4-veloped toe the GWMP,sbalk w ground water flow is genera
leys. For the
from topographic highs to lowland areas.Within the union sub4mWa,this
water flow is generally inwards soh warn bodieswould be fi-ona upland areas toward stream . In the Union
deeper pond water system(Sea[evd and deeper+9u 1•gf°'�
sub-basin,there is a potential ground water divide from which deeper ground water moves either north-northwest toward Sinclair Isle
south-southwest toward Hood Canal.
Studies eoodncted is other wb-basim of KMW County indicate that upper aquifers discharge to streams and lakes,while the Sea Lev
and deeper aquifers discharge largely to Hood Canal.
The streams of the Kitsap Peninsula all originate in lower elevation foothills and lack glacial and snow pack to provide continuous h
in the summer. Since the streams draining this area are entirely dependent on rainfall,flows are lowest during the dry summer month
Limiting factors for fish production include seasonal flooding.low summer flows,intermittent debris or beaver dams and water qual
problems.
The union River and Mission Creek are home to whin and chum salmon. Both rivers are productive coho streams. Chum salmon sl
in the lower 1.5 miles of Mission Creek,and to the falls at river mile 6.7 on the Union River. A small run of chinook also returns to
lower two miles of the Union River each year.
Existing Water Rift
Ecology's records indicate that 22 ground water certificates(or permits),and 95 surface water certificatos have been issued for the h
County portion of the Union sub-basin.Combined,these water rights allocate 7,633 gpm,and 1,769 acre-feet per year for a variety(
purposes,a number of which are large,non-consumptive fish and wildlife projects. In general,domestic supply and irrigation are tit
most common purposes of use. A total of 241 claims have been filed within this same area,the vast majority representing exempt u
wens that originated after 1945.
There am rp groun&water right certificates or permits that have been issued within a half-mile radius of the well. However,a peed
application(G'2-28)26)for Jack Johmsom with a November 8.1993 priority date has bow filed for a propased well to be located wir
few hundred fed north of the Overton well. Mr.Johnson is also located within the service area of the Belf tir Water District and ha
indicated that be would be willing to receive service from their system. The Johnson application will be withdrawn once this perm!
issued.
.!iris application's one protestant.Mrs.V.E.Cokefd,holds rights to 0.10 efs under surface water certificate 2347 for a spring-fed sl
located approximately 3,5W fed southwest of the well(in Section 20.T.23 N.,R. 1 V W.M.). There are several other surface wa
rights on the Union River itself and some of its other small,spring-fed tributaries.
The CokeW,s sorease is find by springs f e the upper aquas system into the Union River system. This source was
monitored during the well's aquifer tat. No amp in discharge was detested,although this would not be expected with a relative
short-term test. It is unlikely that operation of the well will impair nearby users of surface`eater or shallow wells' First,the well is
completed is a lurch deeper annul fer system Secoo4 a thick clay layer(200+foot)was encountered during drilling,between 342;
no
feet below ground surface(eight feet above aid 214 feet below men sea level) Although the bitterns extort of this cloy layer is of
known,its thickness,elevation,and Ethology in&c&w that it could possibly b e part of the Kitsap Formation(Unit s. h rd, the w
Noble,1990),which generallyss a as an aquitard. This would limit hydraulic ronnecdvity between aquifer systems. Third,the
located roughly two miles from a major discharge zone.
tceport Lonunuea
Well Construction/Aouifer Test
The subject well was constructed by Holdmido Drilling in August and September of 1994. The well site is located approximately 350 fe
above mean sea level. The Union River flows though a steep ravine just over one mile to.;-c west. The elevation of the Union Rive-`i(
at this point is approximately 20 feet above mean sea level.
The well was drilled to a total depth of 640 feet below grand surface(290 feet below mean sea level and 300 feet below the bed of the
Union River). It was screened in a coarse gravel and sand unit between 586 and 630 feet below ground surface(236-290 feet below mea
sea level)_ The unit is believed to be correlative with the Double Bluff Drift and Sea Level aquifer. Pertinent information is contain r
a .0 completion report prepared by Robinson R Noble,titled,Drilling arid Tesrink ofperer Overran TaYprodrlajon w fl on Cour
November 1994.
In October 1994,r a 244hour pumping test was performed on the well. A variable-rate step test was first performed to determine spec;-
capacity and the optimal pumping ran. During the actual 24-hour test,the discharge rate was 637 gpm. Pre-test static water level w
1$8.0 fat below top of casing. Pumping water level was 294.6 feet below top of casing—a difference of%.6 feet. Drawdown stab;
after 10 mmuates of pumping. Raw aquifer test data was not provided by the applicant.
During the toot,two nearby wells and a sprbWfcd uselt were monitored for potential impacts related to operation of the production
Neither monitoring well had well logs available. However,the first well,located about SM hundred feet to the northwest at the adja
Floral Greens warehouse,had a static water level of I0i feet below the top of the casing. Based on the static water level,Robinson
Noble(1994)believed that the well was completed in the upper aquifer. The second well,owned by Peter Overton,was drilled in the
1940a It is located about a half mile to the northeast along Highway 14 and is estimated to be 435 feet deep. It had a static water le• 1
179.1 feet below the top of the casing. Robinson&Noble(1994)felt confident that the second well shared the same aquifer with th
subject wea beuune the static water levels were similar. The sprang-fed creek,known locally as Cokelet Spring,is located approxir
2/3 of a mile south of the site. During the test,no change in water level or flow was detected at any of the three monitoring points.
After the pump was shut down,the water level retained to 3.3 fat below static within two hours(%.6 percent recovery)and 0.35 1
after 27 bourn(99.9 percent recovery). Based on M first two hours of recovery data,aquifer transmissivity was estimated at 116,0
gallons per day(gpd)per foot(Jacob method). This is an approximate estimation,since a4.vrrva1io0 wells were not used to determ"_
aquifer cliairacteristics. The specific capacity(well yield divided by maximum drawdown)was pdculated at 6.0 gpmlR of drawdown.
Based on the estimated traasmissivity of If 6.000 MXM specific rapacity in a 100 Percent efficient well should be 50 gpm1fL This
indicates that the well is only 12 percent efficieoL Robinson&Noble(1994)cite several reasons for this and state that further
development would be necessary if production limits were over increased. Tbe well was rated for a bag-term yield of 600 gpm. For
rate,Robinson tit Noble(1994)recommended that the pump inlet be set at a depth of 330 feet below ground surface.
Sea-water Intrusion
Beaune WRIA 15's numerous peninsulas are surrounded by Puget Sound and Hood Canal,most of the re
gton lies within two miles u►e
marine shoreline. Tberefore,seawater intrusiom resulting from ground water exhuebort is a potential concern for a large portion of this
region. For those wells completed below sea level,pumping could increase the risk of seawater intrusion to those wells and to deepe
neighboring welts. Pumping could also have a small effect on deeper wells within a broader radius of the site,slightly increasing the
of seawater intrusion.
The surface elevation at the well site is roughly 350 fat above mean sea level. The well is screened between 236 and 290 feet below
mean sea level. During the 24 hour pumping test,the water level was maintained at 65.4 feet above mean sea level.
While there have bats no previous reports of elevated chloride levels in the immediate vicinity,regular water quality testing will be
required to ensure that levels do not increase(August of each year). Additionally,the pumping water level in the well shall be maintain
above mean sea level.
13e1fair Water District's Existing Water Rights
Belfair's water is currently taken from two wells that are located along SR-3. The District holds primary rights to 225 acre-feet per ye--
➢ Certificate G2-24044 authorizes the withdrawal of 155 Win,and 225 acre-feet per year from Well IA.
➢ Certificate G2-25214 allows the withdrawal of 300 gpm,and 225 armfe:et per year from Well I B,supplemental to previously issue
water rights.
➢ Permit G2-24043 allowed the development of rights to withdraw 200 gpm,160 acre-feet per year of ground water from what is ca
the"old Hummingbird"well. The permit was cancelled once Belfair Water District was able to bring the"new Hummingbird"wel
into production
➢ Permit G2-26962 allows for the development of the new Hummingbird Well. This permit was issued in the amounts of 350 gpm,
225 acre-fat per year,again,supplemental to existing rights.
While the water rights currently allocated to the Belfair Water District are adequate to meet current and short-term future demand of th
population,the system has problems with fire flow and pressure, The acquisition of this well,which is located at a higher elevation thi
the rest of the community(352 feet above sea-level),and the construction of related storage,will vastly improve the pressure and
distribution of water in the system.
It else intent lu the profile Water District No
A 1 to supply water to proposed developments within the fast growing Belfair Urban Grol
and residential projects.
j Area. This includes property owned by the Overton,who wish to have water available to supply a variety of light industrial,commerc
i
Demand Forecasting
Belfair Water District No,I currently has approximately 450 service connections or 670 Equivalent Residential Units(ERU's)located_
its existing service area The District's future service area however,includes large tracts c;land that are located within the Urban Grow
Area that am proposed for a mixture of commercial,industrial,and residential use.
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9. Static water level below measuring point to the nearest 0.1 foot.
For Water Ouality Monitoring
1. Unique Well ID Number
2. Sampling date and time
3. Chloride concentration(mg/L)
4. Submit paper copy of laboratory report
Lwuance of this water right is subject to the implementation of the mInirruv.requirements established in the Conservation Planning
Requiremenm Guideline and Requirements for Public Water Systems Regarding Water Use Reporting,Demand Forecastine
Methodology.and Conservation Programs July 1994,and as revised.
Under RCW 90.03.005 and 90.54.M6)6 eomervation and improved water use efficiency mum be emphasized in the management of the
states water resources,and oast be considered as a potential new source of wr:A. Accordingly,:s part of the terms of this water right,
applicant shall prepare and implement a water conservation plan approved by Department of Health. The standards for such a plan may
be obtained fiom either the Department of Health or the Department of Ecology.
REPORTED 13Y: Date: March 12, 2001
The statutory permit fee for this application is$20.00.
FINDINGS OF FACT AND DECISION
Upoo reviewing the above repot,I find all firers,relevant and material to the subject application,have been thoroughly investigated.
Furthermore,I find water is available for appropriation and the appropriation as recommended is a beneficial use and will not be
detrimental to existing rights or the public welfare.
Therefore,I ORDER a permit be issued under Ground Water Application Number G2-29022,subject to existing rights and indicated
provisions,to allow appropriation of public ground water for the amount and uses specified in the foregoing report.
S' at Olympia,washington,this 12th day of March ,2001.
Mike Harriss
water Resources Supervisor
Sarthwest Regional Office
10.3 Cross Connection Control Policy
BELFAIR WATER DISTRICT NO. 1
CROSS CONNECTION CONTROL POLICY
Section 1 - Compliance Required
Any customer now receiving water from Belfair Water District No.
1 (the "District") , or will in the future receive water from the
District, shall comply with the rules and regulations contained
in this manual .
Section 2 - Customer Defined
For the purpose of this manual, "customer is any person, family,
business, corporation, partnership, or firm connected to the
District supply.
Section 3 - Compliance by District or Organization Required
In addition, any water purveyor, water district, or other
organization which is connected to the District' s supply for
water and/or which is furnished to people or members within said
district or organization as well as the district or organization
itself shall comply with the rules and regulations contained in
this manual .
Section 4 - Regulations Interpretation
These regulations are to be reasonably interpreted. It is their
intent to recognize the varying degree of hazard and to apply the
principle that the degree of protection should be commensurate
with the degree of hazard.
Section 5 - Definitions
As used with this manual, unless the context states otherwise,
the following definitions shall apply:
A. "Air Gap Separation" means the unobstructed vertical
distance through the free atmosphere between the lowest
opening from any pipe or faucet supplying water to a tank,
plumbing fixture, or other device and the flood level rim of
the receptacle, and shall be at least double the diameter of
the supply pipe measured vertically above the flood level
rim of the vessel. •In no case shall the gap be less than
one. inch.
B. "Auxiliary Supply" means any water source or system, other
than the District's water supply, that may be available to
the building or premise.
C. "Back Flow" means the flow other than the intended direction
of flow, of any foreign liquids, gases, or substances into
the distribution system of a public water supply.
1 . "Back Pressure" means back flow caused by a pump,
elevated tank, boiler, or other means that could create
pressure within the. system greater that the supply
pressure.
1
2 . "Back Siphonage" means a form of back flow due to a
negative or sub-atmospheric pressure within the water
system.
D. "Back Flow Prevention Device" means a device to counteract
back pressure or prevent back siphonage.
E. "Cross-Connection" means any physical arrangement whereby
the District' s water supply is connected, directly or
indirectly with any other water supply system, sewer, drain,
conduit, pool, storage reservoir, plumbing fixture, or other
device which contains, or may contain, contaminate water,
sewage, or other waste or liquid of unknown or unsafe
quality which may be acceptable of imparting contamination
to the District' s water supply as a result of back flow,
bypass arrangements, jumper connections, removable sections,
swivel or change-over devices and other temporary or
permanent devices through which, or because of which, back
flow could occur are considered to be cross-connections.
F. "Double Check Valve Assembly" means an assembly composed of
two single, independently acting check valves, including
tightly closing shutoff valves located at each end of the
assembly and suitable connections for testing the water
tightness of each check valve.
G. "Reduce Pressure Principle Back Flow Prevention Device"
means a device incorporating two or more check valves and an
automatically operating differential relief valve located
between the two checks, two shutoff valves, and equipped
with necessary appurtenance for testing. The device shall
operate to maintain the pressure in the zone between the two
check valves, less than the pressure on the public water
supply side of the device.
At cessation of normal flow, the pressure between the check
valves shall be less that the supply pressure. In case of
leakage of either check valve, the differential relief valve
shall operate to maintain this reduced pressure by
discharging to the atmosphere. When the inlet pressure is
two pounds per square inch or less, the relief valve shall
open to the atmosphere thereby providing an air-gap in the
device.
Section 6 -Cross Connections Prohibited
A. Except as provided in Section 7, all cross-connections as
above defined, whether or not such cross-connections are
controlled by automatic devices, such as check valves or by
hand operated mechanisms such as gate valves or stop cocks,
are prohibited.
B. Failure on the part of persons, firms or corporations to
discontinue the use, of any and all cross-connections and to
2
physically separate such cross-connections will be
sufficient cause for the discontinuance of water service to
the premise on which the cross-connection exists.
C. The District shall, in cooperation with the health officer
or the local plumbing inspection authority, make periodic
inspections of premises served by the District' s water
supply to check for the presence cross-connections. Any
cross-connections found in such inspection shall be ordered
removed by the responsible agency. If any 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.
Section 7 - Use of Back Flow Prevention Devices
A. Back flow prevention devices shall be installed at the
service connection or within any premises where in the
judgement of the District 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 back flow
prevention device is required to be installed. This shall
include, but not be limited to the following situations:
1 . Premises having an auxiliary water supply, unless the
quality of the auxiliary supply is in compliance with
WAC 246-290-490 of the Drinking Water Regulations of
the State Board of Health
2 . Premises having internal cross-connections that are not
correctable, or intricate plumbing arrangements which
make it impracticable to ascertain whether or not
cross-connections exist.
3 . Premises where entry is restricted so that inspections
for cross-connections cannot be made with sufficient
frequency or at sufficiently short notice to assure
that cross-connections do not exist.
4 . Premises having a repeated history of cross-connections
being established or re-established.
5 . Premises on which any substance is handled under
pressure so as to permit entry into the District ' s
water supply, or where a cross-connection could
reasonably be expected to occur. This shall include
the handling of process waters and cooling waters .
6. Premises where materials of a toxic or hazardous nature
are handled such that if back siphonage should occur, a
serious .health hazard may result.
3
7 . The following types of facilities shall fall into the
above categories where a back flow prevention device is
required to protect the District' s water supply. A
back flow prevention device shall be installed at these
facilities as set forth herein unless the District
determines no hazard exists .
a. Hospitals, mortuaries, clinics
b. Laboratories
C. Piers and docks
d. Sewage treatment and pumping plants
e. food or beverage processing plants
f. Chemical plants using a water process
g. Metal plating plants
h. Petroleum processing plants
i. Radioactive material processing plants or nuclear
reactors
j . Others as specified by the District
B. The type of protective device required herein shall
depend on the degree of hazard which exists as follows:
1 . An air-gap separation or a reduced pressure
principle back flow prevention device shall be
installed where the water supply may be
contaminated with sewage, industrial waste or a
toxic nature or other contaminant which would
cause a health or system hazard.
2 . In the case of a substance which may be
objectionable, but not hazardous to health, a
double check valve assembly, air-gap separation or
a reduced pressure principle back flow prevention
device shall be installed.
3. Back flow prevention devices required in this
section shall be installed at the meter, at the
property line of the premises when meters are not
used, or at a location designated by the District.
The device shall be located so as to be readily
accessible for maintenance and testing, and where
no part of the device will be submerged.
C. Back flow prevention devices required in this section
shall be installed under the supervision of, and with
the approval of, the District.
D. Any protective device required in this section shall be
a model approved by the District. A double check valve
assembly or reduced pressure principle back flow
prevention device will be approved if it has
successfully passed performance tests of the University
of Southern California Engineering Center or other
testing laboratories. satisfactory to the District.
4
E. Back flow prevention devices installed under this
section shall be inspected and tested annually, or more
often where successive inspections indicate repeated
failure. The devices shall be repaired, overhauled, or
replaced whenever they are found to be defective.
Inspections, test and repairs and records thereof shall
be done under the District' s supervision.
Section 8 - Failure to Cooperate
Failure of any customer or organization using the District' s
water supply to cooperate in the installation, maintenance,
testing, of back flow prevention devices or the requirements of
an air-gap separation shall be grounds for the termination of the
water services at a point where such flow, which is to be
terminated by the District, would best prevent possible
contamination of the public water supply.
w
5
10.4 Computer Analyses Input/Output Data
File 2006-1 Analysis for the current year
File 2012-1 Analysis for 6-Year period without interzone connections
File 2012-2 Analysis for 6-Year period with one interzone connection
File 2012-2 Analysis for 6-Year period with two interzone connections
File 2026-3A Analysis for 20-Year period with two interzone connections
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
+ + + + + + + + + + K Y P I P E 2 + + + + + + + + + +
* University of Kentucky Hydraulic Analysis Program
* Distribution of Pressure and Flows in Piping Networks
* 1000 PIPE VERSION - 1.20 (05/12/93)
DATE: 3/ 9/2007
TIME: 14: 0:32
INPUT DATA FILENAME -------------- c:\kypipe2\data\2006-1.DAT
TABULATED OUTPUT FILENAME -------- c:\kypipe2\data\2006-1.OUT
POSTPROCESSOR RESULTS FILENAME --- c:\kypipe2\data\2006-1.RES
++++++++++++++++++++++++++++++++++++++++++++++++
S U M M A R Y O F O R I G I N A L D A T A
U N I T S S P E C I F I E D
FLOWRATE . . . .. ... . .. . = gallons/minute
HEAD (HGL) . .. . . . . .. . = feet
PRESSURE . . . .. ... . .. . = psig
METERED FLOW . . . . . .. . = gallons
REGULATING VALVE DATA
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 108 117 570.00
PRV-1 109 118 570.00
PRV-1 120 135 369.00
PRV-1 121 137 370.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS FGN-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
-------------------------------------------------------------------------------
1 1 2 560.0 8.0 130.00 .00
2 2 3 1380.0 8.0 130.00 .00
3 3 4 190.0 8.0 130.00 .00
4 4 5 200.0 8.0 130.00 .00
5 5 6 200.0 8.0 130.00 .00
6 6 7 200.0 8.0 130.00 .00
7 7 8 860.0 8.0 130.00 .00
8 8 9 120.0 8.0 130.00 .00
9 9 10 660.0 8.0 130.00 .00
2006-1 Analysis OuW Page 1 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
10 10 11 660.0 8.0 130.00 .00
11 11 12 1880.0 8.0 130.00 .00
12 12 13 440.0 8.0 130.00 .00
13 13 14 800.0 8.0 130.00 .00
14 14 15 320.0 8.0 130.00 .00
15 15 16 2020.0 8.0 130.00 .00
16 16 17 760.0 8.0 130.00 .00
17 17 18 60.0 8.0 150.00 .00
18 18 19 630.0 8.0 150.00 .00
19 19 20 60.0 8.0 150.00 .00
20 20 21 420.0 8.0 130.00 .00
21 21 22 440.0 8.0 130.00 .00
22 13 23 280.0 6.0 150.00 .00
23 23 24 340.0 4.0 150.00 .00
24 24 25 300.0 4.0 150.00 .00
25 25 26 500.0 4.0 150.00 .00
26 8 27 540.0 8.0 130.00 .00
27 27 28 360.0 8.0 130.00 .00
28 28 29 380.0 8.0 130.00 .00
29 29 30 300.0 8.0 130.00 .00
30 30 31 180.0 8.0 130.00 .00
31 31 32 600.0 8.0 130.00 .00
32 32 33 520.0 8.0 130.00 .00
33 33 34 50.0 8.0 130.00 .00
34 34 97 15.0 8.0 130.00 .00
35-FG 97 0 15.0 8.0 130.00 .00 371.95
36-XXPU 34 99 50.0 2.0 150.00 .00
37 35 36 200.0 6.0 150.00 .00
38 36 37 300.0 6.0 150.00 .00
39 37 38 100.0 6.0 150.00 .00
40 5 39 500.0 8.0 130.00 .00
41 39 40 500.0 8.0 130.00 .00
42 40 41 820.0 8.0 130.00 .00
43 41 42 600.0 8.0 130.00 .00
44 42 43 220.0 8.0 130.00 .00
45 43 44 760.0 8.0 130.00 .00
46 40 45 350.0 6.0 130.00 .00
47 42 46 200.0 4.0 150.00 .00
48 11 47 400.0 3.0 150.00 .00
49 47 48 100.0 3.0 150.00 .00
50 1 49 600.0 8.0 130.00 .00
51 49 50 600.0 8.0 130.00 .00
52 50 51 1400.0 8.0 130.00 .00
53 51 52 600.0 6.0 150.00 .00
54 52 53 450.0 4.0 150.00 .00
55 51 106 2530.0 8.0 130.00 .00
56 54 55 440.0 8.0 130.00 .00
57 55 56 750.0 4.0 130.00 .00
58 55 57 520.0 8.0 130.00 .00
59 57 58 600.0 8.0 130.00 .00
60 58 59 2880.0 8.0 130.00 .00
61 59 60 700.0 8.0 130.00 .00
62 60 61 380.0 8.0 130.00 .00
63 58 62 380.0 8.0 130.00 .00
64 62 63 540.0 8.0 130.00 .00
65 63 64 560.0 8.0 130.00 .00
66 59 65 250.0 4.0 150.00 .00
67 60 66 380.0 6.0 150.00 .00
68 66 67 300.0 2.0 150.00 .00
69 67 68 160.0 2.0 150.00 .00
70 57 69 60.0 8.0 130.00 .00
71 69 70 120.0 8.0 130.00 .00
72 70 71 330.0 8.0 150.00 .00
2006-1 Analysis Output Page 2 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
73 71 72 80.0 8.0 130.00 .00
74 72 73 300.0 8.0 130.00 .00
75 73 74 120.0 8.0 130.00 .00
76 74 75 270.0 8.0 130.00 .00
77 73 76 150.0 8.0 130.00 .00
78-PU 76 113 63.0 8.0 140.00 .00
79 77 78 400.0 8.0 140.00 .00
80 76 79 60.0 8.0 130.00 1.50
81 79 80 600.0 8.0 130.00 1.50
82 80 81 570.0 8.0 130.00 1.50
83 81 82 170.0 8.0 130.00 1.50
84 82 83 150.0 8.0 130.00 .00
85 79 84 700.0 8.0 130.00 .00
86 84 85 340.0 8.0 130.00 .00
87 85 86 360.0 8.0 130.00 .00
88 86 87 300.0 8.0 130.00 .00
89 87 98 15.0 8.0 130.00 .00
90-FG 98 0 50.0 8.0 130.00 .00 371.95
91 79 88 350.0 6.0 130.00 .00
92 88 89 400.0 6.0 130.00 .00
93 89 90 350.0 6.0 130.00 .00
94 90 91 420.0 6.0 130.00 .00
95-XXPU 0 1 120.0 4.0 140.00 2.00 96.00
96-FGCV 0 92 8.0 3.0 110.00 4.00 159.00
97-XXPU 92 93 10.0 3.0 110.00 2.00
98 81 104 350.0 8.0 140.00 .30
99 93 94 8.0 4.0 150.00 .00
100 94 1 100.0 8.0 130.00 .00
101 43 95 400.0 4.0 130.00 .00
102 9 96 420.0 6.0 130.00 .00
103 99 35 15.0 2.0 150.00 .00
104-FG 0 99 15.0 8.0 130.00 .00 475.95
105-XXPU 0 100 170.0 4.0 130.00 .00 53.00
106 100 96 280.0 6.0 150.00 .00
107 101 54 840.0 8.0 130.00 .00
108 101 102 53.0 8.0 140.00 .50
109 102 103 530.0 8.0 140.00 .50
110 82 105 350.0 8.0 140.00 .30
111 104 105 200.0 8.0 140.00 .30
112 106 101 250.0 8.0 130.00 .00
113 106 107 997.0 8.0 140.00 .90
114-PU 107 108 10.0 3.0 140.00 .00
115-XXPU 107 109 10.0 3.0 140.00 .00
116-XXPU 107 110 10.0 6.0 140.00 .00
117-RV 108 111 10.0 3.0 140.00 .00
118-RV 109 111 10.0 3.0 140.00 .00
119 110 111 10.0 6.0 140.00 .00
120 111 112 1400.0 8.0 140.00 1.00
121-FG 108 0 10000.0 1.0 100.00 .00 1800.00
122-FG 109 0 10000.0 1.0 100.00 .00 3000.00
123-XXFG 58 0 20.0 6.0 100.00 .00 194.20
124 113 77 580.0 8.0 140.00 1.00
125 113 114 581.0 8.0 140.00 .50
126 114 58 465.0 8.0 140.00 1.00
127 114 115 393.0 8.0 140.00 .50
128 115 116 372.0 8.0 140.00 1.00
129 116 77 328.0 8.0 140.00 .50
130-XXPU 0 117 350.0 6.0 120.00 1.00 90.00
131-FG 117 0 500.0 16.0 140.00 2.00 569.90
132 117 118 700.0 12.0 140.00 2.00
133 117 119 3600.0 12.0 140.00 3.00
134 119 120 5.0 12.0 140.00 1.00
135-RV 120 122 5.0 12.0 140.00 1.00
2006-1 Analysis Output Page 3 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
136 119 121 5.0 3.0 100.00 1.00
137-RV 121 122 5.0 3.0 100.00 1.00
138-XX 122 105 440.0 12.0 140.00 2.00
139 118 123 102.0 16.0 140.00 .00
140 123 124 760.0 16.0 140.00 .00
141 124 125 12.0 16.0 140.00 .00
142 125 126 839.0 16.0 140.00 .00
143 126 127 555.0 16.0 140.00 .00
144 127 128 1828.0 16.0 140.00 .00
145 124 129 700.0 8.0 140.00 .00
146 19 130 2025.0 8.0 140.00 .00
P U M P D A T A
THERE IS A PUMP IN LINE 36 - USEFUL POWER = .25
THERE IS A PUMP IN LINE 78 - USEFUL POWER = 1.00
THERE IS A PUMP IN LINE 95 - USEFUL POWER = 8.90
THERE IS A PUMP IN LINE 97 - USEFUL POWER = 8.10
THERE IS A PUMP IN LINE 105 - USEFUL POWER = 23.90
THERE IS A PUMP IN LINE 114 - USEFUL POWER = 2.70
THERE IS A PUMP IN LINE 115 - USEFUL POWER = 5.40
THERE IS A PUMP IN LINE 116 - USEFUL POWER = 41.00
THERE IS A PUMP IN LINE 130 - USEFUL POWER = 73.00
J U N C T I O N N 0 D E D A T A
*** GEOMETRIC VERIFICATION (*3*) SUCCESSFUL ***
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
------------------------------------------------------------------------------
1 .97 144.00 1 50 95 100
2 1.22 142.00 1 2
3 1.22 140.00 2 3
4 .97 132.00 3 4
5 1.22 130.00 4 5 40
6 1.22 130.00 5 6
7 1.46 130.00 6 7
8 .97 118.00 7 8 26
9 .00 118.00 8 9 102
10 2.19 124.00 9 10
11 .49 122.00 10 11 48
12 .97 135.00 11 12
13 1.46 200.00 12 13 22
14 1.46 220.00 13 14
15 1.46 140.00 14 15
16 1.94 140.00 15 16
17 2.43 144.00 16 17
18 .00 144.00 17 18
19 .00 145.00 18 19 146
20 .97 145.00 19 20
21 2.43 150.00 20 21
22 1.70 150.00 21
23 .00 220.00 22 23
24 .00 160.00 23 24
25 .00 290.00 24 25
26 .00 290.00 25
2006-1 Analysis Output Page 4 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
27 .49 180.00 26 27
28 .49 220.00 27 28
29 .49 250.00 28 29
30 .49 270.00 29 30
31 .49 280.00 30 31
32 .24 330.00 31 32
33 .00 355.00 32 33
34 .00 355.00 33 34 36
35 .00 355.00 37 103
36 .97 355.00 37 38
37 .97 365.00 38 39
38 .97 365.00 39
39 .24 180.00 40 41
40 .49 210.00 41 42 46
41 .24 265.00 42 43
42 .49 280.00 43 44 47
43 1.22 285.00 44 45 101
44 .73 282.00 45
45 .00 200.00 46
46 .49 200.00 47
47 .24 200.00 48 49
48 .49 220.00 49
49 1.94 144.00 50 51
50 2.92 148.00 51 52
51 3.65 155.00 52 53 55
52 2.43 124.00 53 54
53 2.43 115.00 54
54 2.92 140.00 56 107
55 2.43 144.00 56 57 58
56 1.94 125.00 57
57 2.43 150.00 58 59 70
58 4.86 148.00 59 60 63 123 126
59 4.86 150.00 60 61 66
60 2.43 145.00 61 62 67
61 2.43 145.00 62
62 1.94 146.00 63 64
63 1.94 135.00 64 65
64 1.46 125.00 65
65 1.22 150.00 66
66 .97 140.00 67 68
67 .97 140.00 68 69
68 .97 140.00 69
69 1.94 150.00 70 71
70 2.19 151.00 71 72
71 1.46 152.00 72 73
72 1.94 153.00 73 74
73 1.94 155.00 74 75 77
74 2.67 154.00 75 76
75 3.16 154.00 76
76 2.43 160.00 77 78 80
77 1.94 195.00 79 124 129
78 2.92 215.00 79
79 1.94 160.00 80 81 85 91
80 3.40 195.00 81 82
81 .49 225.00 82 83 98
82 4.86 240.00 83 84 110
83 2.43 225.00 84
84 .00 240.00 85 86
85 .00 270.00 86 87
86 .00 320.00 87 88
87 .00 355.00 88 89
88 1.94 158.00 91 92
89 1.94 153.00 92 93
2006-1 Analysis Output Page 5 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
90 1.94 150.00 93 94
91 1.94 140.00 94
92 .00 136.00 96 97
93 .00 136.00 97 99
94 .00 136.00 99 100
95 .97 245.00 101
96 1.22 115.00 102 106
97 .00 355.00 34 35
98 .00 355.00 89 90
99 .00 355.00 36 103 104
100 .00 135.00 105 106
101 4.86 145.00 107 108 112
102 5.10 145.00 108 109
103 2.43 140.00 109
104 2.43 250.00 98 111
105 .49 265.00 110 111 138
106 2.43 157.00 55 112 113
107 .00 310.00 113 114 115 116
108 .00 310.00 114 117 121
109 .00 310.00 115 118 122
110 .00 310.00 116 119
111 .00 310.00 117 118 119 120
112 53.00 425.00 120
113 1.94 160.00 78 124 125
114 1.94 158.00 125 126 127
115 1.94 160.00 127 128
116 1.94 166.00 128 129
117 .00 440.00 130 131 132 133
118 .24 420.00 132 139
119 .00 300.00 133 134 136
120 .00 300.00 134 135
121 .00 300.00 136 137
122 .00 300.00 135 137 138
123 .00 400.00 139 140
124 .24 400.00 140 141 145
125 .00 400.00 141 142
126 .00 400.00 142 143
127 .00 400.00 143 144
128 .00 400.00 144
129 .00 400.00 145
130 .00 150.00 146
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
ALL CLOSED PIPES ARE NOTED
ALL PIPES WITH PUMPS
FOLLOWING PIPES
8 26 27 28 29 30 31 32 33 34 35 102 105
106
FOLLOWING JUNCTION NODES
22 34 87 61 57 38 112
MAXIMUM AND MINIMUM PRESSURES = 10
E P S D A T A
TOTAL TIME FOR SIMULATION = 24.000
NORMAL TIME PERIOD = 1.000
2006-1 Analysis Output Page 6 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
VARIABLE HEAD TANK DATA
TANK PIPE MAXIMUM MINIMUM TANK INITIAL EXTERNAL
NUMBER NUMBER ELEVATION ELEVATION CAPACITY VOLUME FLOW
(*) (ft) (ft) (gal) (gal) (gpm)
------------------------------------------------------------------------------
1-1 35 372.00 356.00 127311. 126913. .00
2-1 90 372.00 356.00 127311. 126913. .00
3-1 104 476.00 356.00 2820. 2819. .00
4-1 131 578.00 458.50 1123410. 1047263. .00
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R S U M M A R Y
THE FOLLOWING PIPES CONTAIN FLOW METERS:
99 106 95 130
P R E S S U R E S W I T C H D A T A
REFERENCE REFERENCE SWITCHING
PIPE NODE GRADES
(ft)
----------------------------------------------
97 87 371.00 & 372.00
36 35 436.00 & 476.00
105 87 370.00 & 372.00
115 112 568.00 & 570.00
130 117 565.00 & 570.00
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . . . . . .. .. . . . . . . .. . . (P) = 146
NUMBER OF JUNCTION NODES .... . . .. . . (j) = 130
NUMBER OF PRIMARY LOOPS . . . .. . . . . . . (1) = 6
NUMBER OF FIXED GRADE NODES . . . .. . . (f) = 11
NUMBER OF SUPPLY ZONES . . . ... . . . . . . (z) = 1
2006-1 Analysis Output Page 7 of 128
BELFAIR WATER DISTRICT No.1
CURRENT YEAR
COMPUTER ANALYSIS
D A T A C H A N G E S F O R N E X T S I M U L A T I O N
D E M A N D C H A N G E S
DEMAND TYPE = 1 - GDF = 3.000
+++++++++++++++++++++++++++++++++++++
S I M U L A T I O N R E S U L T S
+++++++++++++++++++++++++++++++++++++
TIME FROM INITIATION OF EPS = 14.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00448
S I M U L A T I O N D E S C R I P T I O N (L A B E L)
Peak Hour usage from 7:00 pm to 8:00 pm.
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000
(gpm) (ft) (ft) (ft) (ft/3) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 -222.33 .10 .00 .00 1.42 .87
26 8 27 20.08 .01 .00 .00 .13 .01
27 27 28 18.61 .00 .00 .00 .12 .01
28 28 29 17.14 .00 .00 .00 .11 .01
29 29 30 15.67 .00 .00 .00 .10 .01
30 30 31 14.20 .00 .00 .00 .09 .01
31 31 32 12.73 .00 .00 .00 .08 .00
32 32 33 12.01 .00 .00 .00 .08 .00
33 33 34 12.01 .00 .00 .00 .08 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
36-PU 34 99 12.01 .13 82.33 .00 1.23 2.57
78-PU 76 113 523.75 .23 7.55 .00 3.34 3.71
97-PU 92 93 143.18 .62 223.81 1.31 6.50 62.35
102 9 96 -277.02 2.23 .00 .00 3.14 5.31
105-FGPU 0 100 280.68 6.67 336.88 .00 7.17 39.21
106 100 96 280.68 1.17 .00 .00 3.18 4.18
114-PU 107 108 44.66 .05 239.19 .00 2.03 4.61
115-PU 107 109 88.93 .17 240.24 .00 4.04 16.51
FOLLOWING ADDITIONAL PIPES ARE CLOSED
95 116 123 130 135 138
2006-1 Analysis Output Page 80 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
22 5.10 379.55 150.00 229.55 99.47
34 .00 379.69 355.00 24.69 10.70
38 2.91 461.87 365.00 96.87 41.98
57 7.29 370.55 150.00 220.55 95.57
61 7.29 372.08 145.00 227.08 98.40
87 .00 368.46 355.00 13.46 5.83
112 159.00 569.19 425.00 144.19 62.48
MAXIMUM AND MINIMUM VALUES
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(Psi) (psi)
--------------------- ---------------------
109 128.24 87 5.83
119 116.94 98 5.84
120 116.94 92 8.61
121 116.94 107 8.85
96 115.72 34 10.70
9 113.45 97 10.70
8 113.41 33 10.70
110 112.57 86 20.93
111 112.57 32 21.53
108 112.48 122 30.33
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---------------------------------------------------------------------------
PRV-1 108 117 570.00 WIDE OPEN 569.56 569.78 55.13
PRV-1 109 118 570.00 THROTTLED 605.93 569.78 103.87
PRV-1 120 135 369.00 CLOSED 569.86 370.00 .00
PRV-1 121 137 370.00 THROTTLED 569.86 370.00 .00
2006-1 Analysis Oullwt Page 81 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 178.85
96 143.18
104 -3.28
105 280.68
121 10.45
122 14.98
131 1.44
NET SYSTEM INFLOW = 629.58
NET SYSTEM OUTFLOW = -3.28
NET SYSTEM DEMAND = 626.28
T A N K S T A T U S R E P O R T (time 14.0000 hours)
TANK PIPE NET EATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) (%) (ft)
-------------------------------------------------------------------------------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 -178.85 368.50 12.50 99479. 78.1 DRAINING 11.15
3-1 104 3.28 461.89 105.89 2489. 88.2 FILLING 114.28
4-1 131 -1.44 569.86 111.36 1046849. 93.2 DRAINING 111.35
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P O R T (time = 14.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 75339.
106 100 96 65408.
95 0 1 0.
130 0 117 0.
2006-1 Analysis Output Page 82 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
S I M U L A T I O N R E S U L T S
TIME FROM INITIATION OF EPS = 24.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 1 TRIALS WITH AN ACCURACY = .00145
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
----------------------------------------------------------------------------
8 8 9 2.92 .00 .00 .00 .02 .00
26 8 27 .40 .00 .00 .00 .00 .00
27 27 28 .33 .00 .00 .00 .00 .00
28 28 29 .26 .00 .00 .00 .00 .00
29 29 30 .18 .00 .00 .00 .00 .00
30 30 31 .11 .00 .00 .00 .00 .00
31 31 32 .04 .00 .00 .00 .00 .00
32 32 33 .00 .00 .00 .00 .00 .00
33 33 34 .00 .00 .00 .00 .00 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
78-PU 76 113 448.57 .18 8.82 .00 2.86 2.79
97-PU 92 93 142.34 .62 225.13 1.30 6.46 61.67
102 9 96 .18 .00 .00 .00 .00 .00
105-XXPU 0 100
00
106 100 96 .00 .00 .00 .00 . .
114-PU 107 108 6.92 .00 1543.35 .00 .3311 .15
115-PU 107 109 7.64 .00 2796.19 .00 .35 .18
FOLLOWING ADDITIONAL PIPES ARE CLOSED :
36 95 116 123 130 135 138
J U N C T I O N N O D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
-------------------------------------------------------------------------
22 .26 379.02 150.00 229.02 99.24
34 .00 379.02 355.00 24.02 10.41
38 .15 473.80 365.00 108.80 47.15
57 .36 376.68 150.00 226.68 98.23
61 .36 378.56 145.00 233.56 101.21
87 .00 371.67 355.00 16.67 7.22
112 7.95 570.00 425.00 145.00 62.83
2006-1 Analysis Output Page 126 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
MAXIMUM AND MINIMUM VALUES
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(Psi) (Psi)
-
---------------------
--------------------
109 1240.81 98 7.22
108 697.92 87 7.22
120 116.92 92 8.63
121 116.92 33 10.41
119 116.92 34 10.41
96 114.41 97 10.41
53 114.01 32 21.24
8 113.11 86 22.42
9 113.11 107 29.13
110 112.67 122 30.33
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
-----------------------------------------------------------------
PRV-1 108 117 570.00 THROTTLED 1920.58 570.00 3.94
PRV-1 109 118 570.00 THROTTLED 3173.41 570.00 4.01
PRV-1 120 135 369.00 CLOSED 569.83 370.00 .00
PRV-1 121 137 370.00 THROTTLED 569.83 370.00 .00
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 -104.92
96 142.34
104 .44
121 -2.98
122 -3.63
131 .07
NET SYSTEM INFLOW = 142.85
NET SYSTEM OUTFLOW = -111.54
NET SYSTEM DEMAND = 31.31
2006-1 Analysis output Page 127 of 128
BELFAIR WATER DISTRICT No. 1
CURRENT YEAR
COMPUTER ANALYSIS
T A N K S T A T U S R E P O R T (time = 24.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal)------
($)-------------(ft)---
___ ___ _
-----------------------------
---------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 104.92 371.65 15.65 124558. 97.8 FILLING 16.00
3-1 104 -.44 473.80 117.80 2769. 98.2 DRAINING 117.31
4-1 131 -.07 569.83 111.33 1046572. 93.2 DRAINING 111.33
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P O R T (time = 24.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 128653.
106 100 96 153878.
95 0 1 0.
130 0 117 0.
**** KYPIPE SIMULATION COMPLETED ****
DATE: 3/ 9/2007
TIME: 14: 0:33
2006-1 Analysis Output Page 128 of 128
BELFAIR WATER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
+ + + + + + + + + + K Y P I P E 2 + + + + + + + + + +
* University of Kentucky Hydraulic Analysis Program
* Distribution of Pressure and Flows in Piping Networks
* 1000 PIPE VERSION - 1.20 (05/12/93)
DATE: 3/ 9/2007
TIME: 14: 1:32
INPUT DATA FILENAME -------------- c:\kypipe2\data\2012-1.DAT
TABULATED OUTPUT FILENAME -------- c:\kypipe2\data\2012-1.OUT
POSTPROCESSOR RESULTS FILENAME --- c:\kypipe2\data\2012-1.RES
S U M M A R Y O F O R I G I N A L D A T A
U N I T S S P E C I F I E D
FLOWRATE . .. .. . . . . .. . = gallons/minute
HEAD (HGL) . . . . . . . . . . = feet
PRESSURE . .. .. .. . . .. . = psig
METERED FLOW . . . . . .. . = gallons
REGULATING VALVE DATA
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 108 117 570.00
PRV-1 109 118 570.00
PRV-1 120 135 369.00
PRV-1 121 137 370.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS FGN-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
-------------------------------------------------------------------------------
1 1 2 560.0 8.0 130.00 .00
2 2 3 1380.0 8.0 130.00 .00
3 3 4 190.0 8.0 130.00 .00
4 4 5 200.0 8.0 130.00 .00
5 5 6 200.0 8.0 130.00 .00
6 6 7 200.0 8.0 130.00 .00
7 7 8 860.0 8.0 130.00 .00
8 8 9 120.0 8.0 130.00 .00
9 9 10 660.0 8.0 130.00 .00
2012-1 Anaysis Output Pagel of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
10 10 11 660.0 8.0 130.00 .00
11 11 12 1880.0 8.0 130.00 .00
12 12 13 440.0 8.0 130.00 .00
13 13 14 800.0 8.0 130.00 .00
14 14 15 320.0 8.0 130.00 .00
15 15 16 2020.0 8.0 130.00 .00
16 16 17 760.0 8.0 130.00 .00
17 17 18 60.0 8.0 150.00 .00
18 18 19 630.0 8.0 150.00 .00
19 19 20 60.0 8.0 150.00 .00
20 20 21 420.0 8.0 130.00 .00
21 21 22 440.0 8.0 130.00 .00
22 13 23 280.0 6.0 150.00 .00
23 23 24 340.0 4.0 150.00 .00
24 24 25 300.0 4.0 150.00 .00
25 25 26 500.0 4.0 150.00 .00
26 8 27 540.0 8.0 130.00 .00
27 27 28 360.0 8.0 130.00 .00
28 28 29 380.0 8.0 130.00 .00
29 29 30 300.0 8.0 130.00 .00
30 30 31 180.0 8.0 130.00 .00
31 31 32 600.0 8.0 130.00 .00
32 32 33 520.0 8.0 130.00 .00
33 33 34 50.0 8.0 130.00 .00
34 34 97 15.0 8.0 130.00 .00
35-FG 97 0 15.0 8.0 130.00 .00 371.95
36-XXPU 34 99 50.0 2.0 150.00 .00
37 35 36 200.0 6.0 150.00 .00
38 36 37 300.0 6.0 150.00 .00
39 37 38 100.0 6.0 150.00 .00
40 5 39 500.0 8.0 130.00 .00
41 39 40 500.0 8.0 130.00 .00
42 40 41 820.0 8.0 130.00 .00
43 41 42 600.0 8.0 130.00 .00
44 42 43 220.0 8.0 130.00 .00
45 43 44 760.0 8.0 130.00 .00
46 40 45 350.0 6.0 130.00 .00
47 42 46 200.0 4.0 150.00 .00
48 11 47 400.0 3.0 150.00 .00
49 47 48 100.0 3.0 150.00 .00
50 1 49 600.0 8.0 130.00 .00
51 49 50 600.0 8.0 130.00 .00
52 50 51 1400.0 8.0 130.00 .00
53 51 52 600.0 6.0 150.00 .00
54 52 53 450.0 4.0 150.00 .00
55 51 106 2530.0 8.0 130.00 .00
56 54 55 440.0 8.0 130.00 .00
57 55 56 750.0 4.0 130.00 .00
58 55 57 520.0 8.0 130.00 .00
59 57 58 600.0 8.0 130.00 .00
60 58 59 2880.0 8.0 130.00 .00
61 59 60 700.0 8.0 130.00 .00
62 60 61 380.0 8.0 130.00 .00
63 58 62 380.0 8.0 130.00 .00
64 62 63 540.0 8.0 130.00 .00
65 63 64 560.0 8.0 130.00 .00
66 59 65 250.0 4.0 150.00 .00
67 60 66 380.0 6.0 150.00 .00
68 66 67 300.0 2.0 150.00 .00
69 67 68 160.0 2.0 150.00 .00
70 57 69 60.0 8.0 130.00 .00
71 69 70 120.0 8.0 130.00 .00
72 70 71 330.0 8.0 150.00 .00
2012-1 Anaysis Output Page 2 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
73 71 72 80.0 8.0 130.00 .00
74 72 73 300.0 8.0 130.00 .00
75 73 74 120.0 8.0 130.00 .00
76 74 75 270.0 8.0 130.00 .00
77 73 76 150.0 8.0 130.00 .00
78-PU 76 113 63.0 8.0 140.00 .00
79 77 78 400.0 8.0 140.00 .00
80 76 79 60.0 8.0 130.00 1.50
81 79 80 600.0 8.0 130.00 1.50
82 80 81 570.0 8.0 130.00 1.50
83 81 82 170.0 8.0 130.00 1.50
84 82 83 150.0 8.0 130.00 .00
85 79 84 700.0 8.0 130.00 .00
86 84 85 340.0 8.0 130.00 .00
87 85 86 360.0 8.0 130.00 .00
88 86 87 300.0 8.0 130.00 .00
89 87 98 15.0 8.0 130.00 .00
90-FG 98 0 50.0 8.0 130.00 .00 371.95
91 79 88 350.0 6.0 130.00 .00
92 88 89 400.0 6.0 130.00 .00
93 89 90 350.0 6.0 130.00 .00
94 90 91 420.0 6.0 130.00 .00
95-XXPU 0 1 120.0 4.0 140.00 2.00 96.00
96-FGCV 0 92 8.0 3.0 110.00 4.00 159.00
97-XXPU 92 93 10.0 3.0 110.00 2.00
98 81 104 350.0 8.0 140.00 .30
99 93 94 8.0 4.0 150.00 .00
100 94 1 100.0 8.0 130.00 .00
101 43 95 400.0 4.0 130.00 .00
102 9 96 420.0 6.0 130.00 .00
103 99 35 15.0 2.0 150.00 .00
104-FG 0 99 15.0 8.0 130.00 .00 475.95
105-XXPU 0 100 170.0 4.0 130.00 .00 53.00
106 100 96 280.0 6.0 150.00 .00
107 101 54 840.0 8.0 130.00 .00
108 101 102 53.0 8.0 140.00 .50
109 102 103 530.0 8.0 140.00 .50
110 82 105 350.0 8.0 140.00 .30
111 104 105 200.0 8.0 140.00 .30
112 106 101 250.0 8.0 130.00 .00
113 106 107 997.0 8.0 140.00 .90
114-PU 107 108 10.0 3.0 140.00 .00
115-XXPU 107 109 10.0 3.0 140.00 .00
116-XXPU 107 110 10.0 6.0 140.00 .00
117-RV 108 111 10.0 3.0 140.00 .00
118-RV 109 111 10.0 3.0 140.00 .00
119 110 111 10.0 6.0 140.00 .00
120 111 112 1400.0 8.0 140.00 1.00
121-FG 108 0 10000.0 1.0 100.00 .00 1800.00
122-FG 109 0 10000.0 1.0 100.00 .00 3000.00
123-XXFG 58 0 20.0 6.0 100.00 .00 194.20
124 113 77 580.0 8.0 140.00 1.00
125 113 114 581.0 8.0 140.00 .50
126 114 58 465.0 8.0 140.00 1.00
127 114 115 393.0 8.0 140.00 .50
128 115 116 372.0 8.0 140.00 1.00
129 116 77 328.0 8.0 140.00 .50
130-XXPU 0 117 350.0 6.0 120.00 1.00 90.00
131-FG 117 0 500.0 16.0 140.00 2.00 569.90
132 117 118 700.0 12.0 140.00 2.00
133 117 119 3600.0 12.0 140.00 3.00
134 119 120 5.0 12.0 140.00 1.00
135-RV 120 122 5.0 12.0 140.00 1.00
2012-1 Anaysis Output Page 3 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
136 119 121 5.0 3.0 100.00 1.00
137-RV 121 122 5.0 3.0 100.00 1.00
138 122 105 440.0 12.0 140.00 2.00
139 118 123 102.0 16.0 140.00 .00
140 123 124 760.0 16.0 140.00 .00
141 124 125 12.0 16.0 140.00 .00
142 125 126 839.0 16.0 140.00 .00
143 126 127 555.0 16.0 140.00 .00
144 127 128 1828.0 16.0 140.00 .00
145 124 129 700.0 8.0 140.00 .00
146 19 130 2025.0 8.0 140.00 .00
P U M P D A T A
THERE IS A PUMP IN LINE 36 - USEFUL POWER = .25
THERE IS A PUMP IN LINE 78 - USEFUL POWER = 1.00
THERE IS A PUMP IN LINE 95 - USEFUL POWER = 8.90
THERE IS A PUMP IN LINE 97 - USEFUL POWER = 8.10
THERE IS A PUMP IN LINE 105 - USEFUL POWER = 23.90
THERE IS A PUMP IN LINE 114 - USEFUL POWER = 2.70
THERE IS A PUMP IN LINE 115 - USEFUL POWER = 5.40
THERE IS A PUMP IN LINE 116 - USEFUL POWER = 41.00
THERE IS A PUMP IN LINE 130 - USEFUL POWER = 73.00
J U N C T I O N N 0 D E D A T A
*** GEOMETRIC VERIFICATION (*3*) SUCCESSFUL ***
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
------------------------------------------------------------------------------
1 .97 144.00 1 50 95 100
2 1.22 142.00 1 2
3 1.22 140.00 2 3
4 .97 132.00 3 4
5 1.22 130.00 4 5 40
6 1.22 130.00 5 6
7 1.46 130.00 6 7
8 .97 118.00 7 8 26
9 .00 118.00 8 9 102
10 2.19 124.00 9 10
11 .49 122.00 10 11 48
12 .97 135.00 11 12
13 1.46 200.00 12 13 22
14 1.46 220.00 13 14
15 1.46 140.00 14 15
16 1.94 140.00 15 16
17 2.43 144.00 16 17
18 .00 144.00 17 18
19 .00 145.00 18 19 146
20 .97 145.00 19 20
21 2.43 150.00 20 21
22 1.70 150.00 21
23 .00 220.00 22 23
24 .00 160.00 23 24
25 .00 290.00 24 25
26 .00 290.00 25
2012-1 Anaysis Output Page 4 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
27 .49 180.00 26 27
28 .49 220.00 27 28
29 .49 250.00 28 29
30 .49 270.00 29 30
31 .49 280.00 30 31
32 .24 330.00 31 32
33 .00 355.00 32 33
34 .00 355.00 33 34 36
35 .00 355.00 37 103
36 .97 355.00 37 38
37 .97 365.00 38 39
38 .97 365.00 39
39 .24 180.00 40 41
40 .49 210.00 41 42 46
41 .24 265.00 42 43
42 .49 280.00 43 44 47
43 1.22 285.00 44 45 101
44 .73 282.00 45
45 .00 200.00 46
46 .49 200.00 47
47 .24 200.00 48 49
48 .49 220.00 49
49 1.94 144.00 50 51
50 2.92 148.00 51 52
51 3.65 155.00 52 53 55
52 2.43 124.00 53 54
53 2.43 115.00 54
54 2.92 140.00 56 107
55 2.43 144.00 56 57 58
56 1.94 125.00 57
57 2.43 150.00 58 59 70
58 4.86 148.00 59 60 63 123 126
59 4.86 150.00 60 61 66
60 2.43 145.00 61 62 67
61 2.43 145.00 62
62 1.94 146.00 63 64
63 1.94 135.00 64 65
64 1.46 125.00 65
65 1.22 150.00 66
66 .97 140.00 67 68
67 .97 140.00 68 69
68 .97 140.00 69
69 1.94 150.00 70 71
70 2.19 151.00 71 72
71 1.46 152.00 72 73
72 1.94 153.00 73 74
73 1.94 155.00 74 75 77
74 2.67 154.00 75 76
75 3.16 154.00 76
76 2.43 160.00 77 78 80
77 1.94 195.00 79 124 129
78 2.92 215.00 79
79 1.94 160.00 80 81 85 91
80 3.40 195.00 81 82
81 .49 225.00 82 83 98
82 4.86 240.00 83 84 110
83 2.43 225.00 84
84 .00 240.00 85 86
85 .00 270.00 86 87
86 .00 320.00 87 88
87 .00 355.00 88 89
88 1.94 158.00 91 92
89 1.99 153.00 92 93
2012-1 Anaysis Output Page 5 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
90 1.94 150.00 93 94
91 1.94 140.00 94
92 00 136.00 96 97
93 .00 136.00 97 99
94 .00 136.00 99 100
95 .97 245.00 101
96 1.22 115.00 102 106
97 .00 355.00 34 35
98 .00 355.00 89 90
99 .00 355.00 36 103 104
100 .00 135.00 105 106
101 4.86 145.00 107 108 112
102 5.10 145.00 108 109
103 2.43 140.00 109
104 2.43 250.00 98 ill
105 .49 265.00 110 111 138
106 2.43 157.00 55 112 113
107 .00 310.00 113 114 115 116
108 .00 310.00 114 117 121
109 .00 310.00 115 118 122
110 .00 310.00 116 119
ill .00 310.00 117 118 119 120
112 53.00 425.00 120
113 1.94 160.00 78 124 125
114 1.94 158.00 125 126 127
115 1.94 160.00 127 128
116 1.94 166.00 128 129
117 .00 440.00 130 131 132 133
118 .24 420.00 132 139
119 .00 300.00 133 134 136
120 .00 300.00 134 135
121 .00 300.00 136 137
122 .00 300.00 135 137 138
123 .00 400.00 139 140
124 .24 400.00 140 141 145
125 .00 400.00 141 142
126 .00 400.00 142 143
127 .00 400.00 143 144
128 .00 400.00 144
129 .00 400.00 145
130 .00 150.00 146
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
ALL CLOSED PIPES ARE NOTED
ALL PIPES WITH PUMPS
FOLLOWING PIPES
8 26 27 28 29 30 31 32 33 34 35 102 105
106
FOLLOWING JUNCTION NODES
22 34 87 61 57 38 112
MAXIMUM AND MINIMUM PRESSURES = 10
E P S D A T A
TOTAL TIME FOR SIMULATION = 24.000
NORMAL TIME PERIOD = 1.000
2012-1 Anaysis output Page 6 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
VARIABLE HEAD TANK DATA
TANK PIPE MAXIMUM MINIMUM TANK INITIAL EXTERNAL
NUMBER NUMBER ELEVATION ELEVATION CAPACITY VOLUME FLOW
(*) (ft) (ft) (gal) (gal) (gpm)
------------------------------------------------------------------------------
1-1 35 372.00 356.00 127311. 126913. .00
2-1 90 372.00 356.00 127311. 126913. .00
3-1 104 476.00 356.00 2820. 2819. .00
4-1 131 578.00 458.50 1123410. 1047263. .00
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R S U M M A R Y
THE FOLLOWING PIPES CONTAIN FLOW METERS:
99 106 95 130
P R E S S U R E S W I T C H D A T A
REFERENCE REFERENCE SWITCHING
PIPE NODE GRADES
(ft)
----------------------------------------------
97 87 371.00 & 372.00
36 35 436.00 & 476.00
105 87 370.00 & 372.00
115 112 568.00 & 570.00
130 117 565.00 & 570.00
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . . . . . . . .. . ... .. . . . . (p) = 146
NUMBER OF JUNCTION NODES ... . . . . . .. (j) = 130
NUMBER OF PRIMARY LOOPS . . . . . .. . . . . (1) = 6
NUMBER OF FIXED GRADE NODES . . . . . . . (f) = 11
NUMBER OF SUPPLY ZONES .. . . . . . . . . . . (z) = 1
2012-1 Anaysis Output Page 7 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
D A T A C H A N G E S F O R N E X T S I M U L A T I O N
D E M A N D C H A N G E S
DEMAND TYPE = 1 - GDF = 3.370
S I M U L A T I O N R E S U L T S
TIME FROM INITIATION OF EPS = 14.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 7 TRIALS WITH AN ACCURACY = .00445
S I M U L A T I O N D E S C R I P T I O N (L A B E L)
Peak Hour usage from 7:00 pm to 8:00 pm.
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 -215.58 .10 .00 .00 1.38 .82
26 8 27 22.61 .01 .00 .00 .14 .01
27 27 28 20.96 .00 .00 .00 .13 .01
28 28 29 19.31 .00 .00 .00 .12 .01
29 29 30 17.66 .00 .00 .00 .11 .01
30 30 31 16.00 .00 .00 .00 .10 .01
31 31 32 14.35 .00 .00 .00 .09 .01
32 32 33 13.54 .00 .00 .00 .09 .00
33 33 34 13.54 .00 .00 .00 .09 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
36-PU 34 99 13.54 .16 73.02 .00 1.38 3.21
78-PU 76 113 544.49 .25 7.27 .00 3.48 3.99
97-PU 92 93 143.37 .62 223.52 1.31 6.51 62.50
102 9 96 -277.01 2.23 .00 .00 3.14 5.31
105-FGPU 0 100 281.12 6.68 336.35 .00 7.18 39.32
106 100 96 281.12 1.17 .00 .00 3.19 4.19
114-PU 107 108 46.36 .05 230.43 .00 2.10 4.94
115-PU 107 109 106.69 .23 200.23 .00 4.84 23.13
FOLLOWING ADDITIONAL PIPES ARE CLOSED
95 116 123 130 135
2012-1 Anaysis Output Page 76 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
--------------------------------------------------------------------------
22 5.73 378.93 150.00 228.93 99.20
34 .00 379.13 355.00 24.13 10.46
38 3.27 451.97 365.00 86.97 37.69
57 8.19 371.22 150.00 221.22 95.86
61 8.19 372.77 145.00 227.77 98.70
87 .00 369.15 355.00 14.15 6.13
112 178.61 567.74 425.00 142.74 61.85
MAXIMUM AND M I N I M U M VALUES
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(Psi) (Psi)
--------------------- ---------------------
119 115.91 87 6.13
120 115.91 98 6.13
121 115.49 92 8.61
96 115.48 34 10.46
9 113.21 97 10.46
8 113.17 33 10.46
53 112.18 107 11.91
109 112.11 86 21.27
110 112.00 32 21.29
ill 112.00 122 29.91
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---------------------------------------------------------------------------
PRV-1 108 117 570.00 WIDE OPEN 567.87 568.46 56.82
PRV-1 109 118 570.00 WIDE OPEN 568.72 568.46 121.79
PRV-1 120 135 369.00 CLOSED 567.49 369.02 .00
PRV-1 121 137 370.00 THROTTLED 566.51 369.02 139.82
2012-1 Anaysis Output Page 77 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 115.79
96 143.37
104 -3.74
105 281.12
121 10.46
122 15.10
131 141.43
NET SYSTEM INFLOW = 707.27
NET SYSTEM OUTFLOW = -3.74
NET SYSTEM DEMAND = 703.52
T A N K S T A T U S R E P 0 R T (time = 14.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) (%) (ft)
-------------------------------------------------------------------------------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 -115.79 369.17 13.17 104790. 82.3 DRAINING 12.30
3-1 104 3.74 452.00 96.00 2256. 80.0 FILLING 105.54
4-1 131 -141.43 567.67 109.17 1026260. 91.4 DRAINING 108.26
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P 0 R T (time = 14.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 81107.
106 100 96 64874.
95 0 1 0.
130 0 117 0.
2012-1 Anaysis Output Page 78 of 122
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
S I M U L A T I O N R E S U L T S
tt+t+t+tt+t+++t++++++++++++++tt++++++
TIME FROM INITIATION OF EPS = 24.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00379
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(qpm) (ft) (ft) (ft) (ft/s) (ft/ft)
----------------------------------------------------------
8 8 9 3.31 .00 .00 00 .02 .00
26 8 27 10.64 .00 .00 .00 .07 .00
27 27 28 10.56 .00 .00 .00 .07 .00
28 28 29 10.47 .00 .00 .00 .07 .00
29 29 30 10.39 .00 .00 .00 .07 .00
30 30 31 10.31 .00 .00 .00 .07 .00
31 31 32 10.22 .00 .00 .00 .07 .00
32 32 33 10.18 .00 .00 .00 .06 .00
33 33 34 10.18 .00 .00 .00 .06 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
36-PU 34 99 10.18 .09 97.14 .00 1.04 1.89
78-PU 76 113 492.02 .21 8.04 .00 3.14 3.31
102 9 96 .21 .00 .00 .00 .00 .00
105-XXPU 0 10000
106 100 96 .00 .00 .00 .00 .32 .
114-PU 107 108 7.05 .00 1515.32 .00 . .15
115-PU 107 109 7.73 .00 2764.42 .00 .35 .18
FOLLOWING ADDITIONAL PIPES ARE CLOSED :
95 97 116 123 130 135 137
J U N C T I O N N O D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(----- -----(ft)--------(ft)--------(ft)------(psi)
-------------------------- -
22 .29 374.58 150.00 224.58 97.32
34 .00 374.57 355.00 19.57 8.48
38 .16 471.23 365.00 106.23 46.03
57 .41 374.70 150.00 224.70 97.37
61 .41 376.93 145.00 231.93 100.50
87 .00 371.75 355.00 16.75 7.26
112 9.01 570.00 425.00 145.00 62.83
2012-1 Anaysis Output Page 120 of 122
BELFAIR WATER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
MAXIMUM AND MINIMUM VALUES
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(Psi) (Psi)
--------------------- ---------------------
109 1225.93 87 7.26
108 684.65 98 7.26
119 114.89 34 8.48
120 114.89 97 8.48
121 114.89 33 8.48
110 112.67 92 9.97
111 112.67 32 19.31
53 112.50 86 22.42
96 112.48 107 28.01
8 111.18 122 31.05
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---------------------------------------------------------------------------
PRV-1 108 117 570.00 THROTTLED 1889.96 570.00 4.50
PRV-1 109 118 570.00 THROTTLED 3139.06 570.00 4.51
PRV-1 120 135 369.00 CLOSED 565.14 371.65 .00
PRV-1 121 137 370.00 CLOSED 565.14 371.65 .00
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 50.86
96 .00
104 -9.69
121 -2.55
122 -3.22
131 .08
NET SYSTEM INFLOW = 50.94
NET SYSTEM OUTFLOW = -15.45
NET SYSTEM DEMAND = 35.49
2012-1 Anaysis Output Page 121 of 122
BELFAIR WATER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS
T A N K S T A T U S R E P O R T (time = 24.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) (%) - (ft)
---------------------------------------------------
----- -------- ---- ---
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 -50.86 371.75 15.75 125324. 98.4 DRAINING 15.68
3-1 104 9.69 471.23 115.23 2708. 96.0 FILLING 120.00
4-1 131 -.08 565.14 106.64 1002527. 89.2 DRAINING 106.64
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P O R T (time = 24.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 132133.
106 100 96 142296.
95 0 1 0•
130 0 117 0.
**** KYPIPE SIMULATION COMPLETED ****
DATE: 3/ 9/2007
TIME: 14: 1:32
2012-1 Anaysis Output Page 122 of 122
BELFAIR WQTER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
* * * * * * * * * * K Y P I P E 2 * * * + * * +
* University of Kentucky Hydraulic Analysis Program
* Distribution of Pressure and Flows in Piping Networks
* 1000 PIPE VERSION - 1.20 (05/12/93)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + +
DATE: 3/10/2007
TIME: 12: 0:10
INPUT DATA FILENAME -------------- c:\kypipe2\data\2012-2.DAT
TABULATED OUTPUT FILENAME -------- c:\kypipe2\data\2012-2.OUT
POSTPROCESSOR RESULTS FILENAME --- c:\kypipe2\data\2012-2.RES
++++++++++++++++++++++++++++++++++++++++++++++++
S U M M A R Y O F O R I G I N A L D A T A
++++++++++++++++++++++++++++++++++++++++++++++++
U N I T S S P E C I F I E D
FLOWRATE . .. . . . . .. .. . = gallons/minute
HEAD (HGL) . . . . . . . . . . = feet
PRESSURE . . . . . . . .. .. . = psig
METERED FLOW . . . .. . . . = gallons
R E G U L A T I N G V A L V E D A T A
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 108 117 570.00
PRV-1 109 118 570.00
PRV-1 120 135 369.00
PRV-1 121 137 370.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS FGN-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
------------------------------------------- -----------------------------------
1 1 2 560.0 8.0 130.00 .00
2 2 3 1380.0 8.0 130.00 .00
3 3 4 190.0 8.0 130.00 .00
4 4 5 200.0 8.0 130.00 .00
5 5 6 200.0 8.0 130.00 .00
6 6 7 200.0 8.0 130.00 .00
7 7 8 860.0 8.0 130.00 .00
8 8 9 120.0 8.0 130.00 .00
2012-2 Anaysis Output Pagel of 125
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BELFAIR WQTER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
71 69 70 120.0 8.0 130.00 .00
72 70 71 330.0 8.0 150.00 .00
73 71 72 80.0 8.0 130.00 .00
74 72 73 300.0 8.0 130.00 .00
75 73 74 120.0 8.0 130.00 .00
76 74 75 270.0 8.0 130.00 .00
77 73 76 150.0 8.0 130.00 .00
78-PU 76 113 63.0 8.0 140.00 .00
79 77 78 400.0 8.0 140.00 .00
80 76 79 60.0 8.0 130.00 1.50
81 79 80 600.0 8.0 130.00 1.50
82 80 81 570.0 8.0 130.00 1.50
83 81 82 170.0 8.0 130.00 1.50
84 82 83 150.0 8.0 130.00 .00
85 79 84 700.0 8.0 130.00 .00
86 84 85 340.0 8.0 130.00 .00
87 85 86 360.0 8.0 130.00 .00
88 86 87 300.0 8.0 130.00 .00
89 87 98 15.0 8.0 130.00 .00
90-FG 98 0 50.0 8.0 130.00 .00 371.95
91 79 88 350.0 6.0 130.00 .00
92 88 89 400.0 6.0 130.00 .00
93 89 90 350.0 6.0 130.00 .00
94 90 91 420.0 6.0 130.00 .00
95-XXPU 0 1 120.0 4.0 140.00 2.00 96.00
96-FGCV 0 92 8.0 3.0 110.00 4.00 159.00
97-XXPU 92 93 10.0 3.0 110.00 2.00
98 81 104 350.0 8.0 140.00 .30
99 93 94 8.0 4.0 150.00 .00
100 94 1 100.0 8.0 130.00 .00
101 43 95 400.0 4.0 130.00 .00
102 9 96 420.0 6.0 130.00 .00
103 99 35 15.0 2.0 150.00 .00
104-FG 0 99 15.0 8.0 130.00 .00 475.95
105-XXPU 0 100 170.0 4.0 130.00 .00 53.00
106 100 96 280.0 6.0 150.00 .00
107 101 54 840.0 8.0 130.00 .00
108 101 102 53.0 8.0 140.00 .50
109 102 103 530.0 8.0 140.00 .50
110 82 105 350.0 8.0 140.00 .30
ill 104 105 200.0 8.0 140.00 .30
112 106 101 250.0 8.0 130.00 .00
113 106 107 997.0 8.0 140.00 .90
114-PU 107 108 10.0 3.0 140.00 .00
115-XXPU 107 109 10.0 3.0 140.00 .00
116-XXPU 107 110 10.0 6.0 140.00 .00
117-RV 108 ill 10.0 3.0 140.00 .00
118-RV 109 ill 10.0 3.0 140.00 .00
119 110 ill 10.0 6.0 140.00 .00
120 ill 112 1400.0 8.0 140.00 1.00
121-FG 108 0 10000.0 1.0 100.00 .00 1800.00
122-FG 109 0 10000.0 1.0 100.00 .00 3000.00
123-XXFG 58 0 20.0 6.0 100.00 .00 194.20
124 113 77 580.0 8.0 140.00 1.00
125 113 114 581.0 8.0 140.00 .50
126 114 58 465.0 8.0 140.00 1.00
127 114 115 393.0 8.0 140.00 .50
128 115 116 372.0 8.0 140.00 1.00
129 116 77 328.0 8.0 140.00 .50
130-XXPU 0 117 350.0 6.0 120.00 1.00 90.00
131-FG 117 0 500.0 16.0 140.00 2.00 569.90
132 117 118 700.0 12.0' 140.00 2.00 ,
2012-2 Anaysis Output Page 3 of 125
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
133 117 119 3600.0 12.0 140.00 3.00
134 119 120 5.0 12.0 140.00 1.00
135-RV 120 122 5.0 12.0 140.00 1.00
136 119 121 5.0 3.0 100.00 1.00
137-RV 121 122 5.0 3.0 100.00 1.00
138 122 105 440.0 12.0 140.00 2.00
139 118 123 102.0 16.0 140.00 .00
140. 123 124 760.0 16.0 140.00 .00
141 124 125 12.0 16.0 140.00 .00
142 125 126 839.0 16.0 140.00 .00
143 126 127 555.0 16.0 140.00 .00
144 127 128 1828.0 16.0 140.00 .00
145 124 129 700.0 8.0 140.00 .00
146 19 130 2025.0 8.0 140.00 .00
P U M P D A T A
THERE IS A PUMP IN LINE 36 - USEFUL POWER = .25
THERE IS A PUMP IN LINE 78 - USEFUL POWER = 1.00
THERE IS A PUMP IN LINE 95 - USEFUL POWER = 6.90
THERE IS A PUMP IN LINE 97 - USEFUL POWER = 8.10
THERE IS A PUMP IN LINE 105 - USEFUL POWER = 23.90
THERE IS A PUMP IN LINE 114 - USEFUL POWER = 2.70
THERE IS A PUMP IN LINE 115 - USEFUL POWER = 5.40
THERE IS A PUMP IN LINE 116 - USEFUL POWER = 41.00
THERE IS A PUMP IN LINE 130 - USEFUL POWER = 73.00
J U N C T I O N N 0 D E D A T A
*** GEOMETRIC VERIFICATION (*3*) SUCCESSFUL ***
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(qPm) (ft)
-------------------------------------7----------------------------------------
1 .97 144.00 1 50 95 100
2 1.22 142.00 1 2
3 1.22 140.00 2 3
4 .97 132.00 3 4
5 1.22 130.00 4 5 40
6 1.22 130.00 5 6
7 1.46 130.00 6 7
8 .97 118.00 7 8 26
9 .00 118.00 8 9 102
10 2.19 124.06 9 10
11 .49 122.00 10 11 48
12 .97 135.00 11 12
13 1.46 200.00 12 13 22
14 1.46 220.00 13 14
15 1.46 140.00 14 15
16 1.94 140.00 15 16
17 2.43 144.00 16 17
18 .00 144.00 17 18
19 .00 145.00 18 19 146
20 .97 145.00 19 20
21 2.43 150.00 20 21
22 1.70 150.00 21
2012-2 Anaysis Output Page 4 of 125
BELFAIR WQTER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
23 .00 220.00 22 23
24 .00 160.00 23 24
25 .00 290.00 24 25
26 .00 290.00 25
27 .49 180.00 26 27
28 .49 220.00 27 28
29 .49 250.00 28 29
30 .49 270.00 29 30
31 .49 280.00 30 31
32 .24 330.00 31 32
33 .00 355.00 32 33
34 .00 355.00 33 34 36
35 .00 355.00 37 103
36 .97 355.00 37 38
37 .97 365.00 38 39
38 .97 365.00 39
39 .24 180.00 40 41
40 .49 210.00 41 42 46
41 .24 265.00 42 43
42 .49 280.00 43 44 47
43 1.22 285.00 44 45 101
44 .73 282.00 45
45 .00 200.00 46
46 .49 200.00 47
47 .24 200.00 48 49
48 .49 220.00 49
49 1.94 144.00 50 51
50 2.92 148.00 51 52
51 3.65 155.00 52 53 55
52 2.43 124.00 53 54
53 2.43 115.00 54
54 2.92 140.00 56 107
55 2.43 144.00 56 57 58
56 1.94 125.00 57
57 2.43 150.00 58 59 70
58 4.86 148.00 59 60 63 123 126
59 4.86 150.00 60 61 66
60 2.43 145.00 61 62 67
61 2.43 145.00 62
62 1.94 146.00 63 64
63 1.94 135.00 64 65
64 1.46 125.00 65
65 1.22 150.00 66
66 .97 140.00 67 68
67 .97 140.00 68 69
68 .97 140.00 69
69 1.94 150.00 70 71
70 2.19 151.00 71 72
71 1.46 152.00 72 73
72 1.94 153.00 73 74
73 1.94 155.00 74 75 77
74 2.67 154.00 75 76
75 3.16 154.00 76
76 2.43 160.00 77 78 80
77 1.94 195.00 79 124 129
78 2.92 215.00 79
79 1.94 160.00 80 81 85 91
80 3.40 195.00 81 82
81 .49 225.00 82 83 98
82 4.86 240.00 83 84 110
83 2.43 225.00 84
84 .00 940.00 85 86
2012-2 Anaysis Output Page 5 of 125
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
85 .00 270.00 86 87
86 .00 320.00 87 88
87 .00 355.00 88 89
88 1.94 158.00 91 92
89 1.94 153.00 92 93
90 1.94 150.00 93 94
91 1.94 140.00 94
92 .00 136.00 96 97
93 .00 136.00 97 99
94 .00 136.00 99 100
95 .97 245.00 101
96 1.22 115.00 102 106
97 .00 355.00 34 35
98 .00 355.00 89 90
99 .00 355.00 36 103 104
100 .00 135.00 105 106
101 4.86 145.00 107 108 112
102 5.10 145.00 108 109
103 2.43 140.00 109
104 2.43 250.00 98 ill
105 .49 265.00 110 111 138
106 2.43 157.00 55 112 113
107 .00 310.00 113 114 115 116
108 .00 310.00 114 117 121
109 .00 310.00 115 118 122
110 .00 310.00 116 119
ill .00 310.00 117 118 119 120
112 53.00 425.00 120
113 1.94 160.00 78 124 125
114 1.94 158.00 125 126 127
115 1.94 160.00 127 128
116 1.94 166.00 128 129
117 .00 440.00 130 131 132 133
118 .24 420.00 132 139
119 .00 300.00 133 134 136
120 .00 300.00 134 135
121 .00 300.00 136 137
122 .00 300.00 135 137 138
123 3.00 400.00 139 140
124 6.00 400.00 140 141 145
125 6.00 400.00 141 142
126 2.00 400.00 142 143
127 3.00 400.00 143 144
128 10.00 400.00 144
129 20.00 400.00 145
130 .00 150.00 146
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
ALL CLOSED PIPES ARE NOTED
ALL PIPES WITH PUMPS
FOLLOWING PIPES
8 26 27 28 29 30 31 32 33 34 35 102 105
106
FOLLOWING JUNCTION NODES
22 34 87 61 57 38 112
MAXIMUM AND MINIMUM PRESSURES 10
2012-2 Anaysis Output Page 6 of 125
BELFAIR WOTER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
E P S D A T A
TOTAL TIME FOR SIMULATION = 24.000
NORMAL TIME PERIOD = 1.000
VARIABLE HEAD TANK DATA
TANK PIPE MAXIMUM MINIMUM TANK INITIAL EXTERNAL
NUMBER NUMBER ELEVATION ELEVATION CAPACITY VOLUME FLOW
(*) (ft) (ft) (gal) (gal) (gpm)
------------------------------------------------------------------------------
1-1 35 372.00 356.00 127311. 126913. .00
2-1 90 372.00 356.00 127311. 126913. .00
3-1 104 476.00 356.00 2820. 2819. .00
4-1 131 578.00 458.50 1123410. 1047263. .00
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L 0 W M E T E R S U M M A R Y
THE FOLLOWING PIPES CONTAIN FLOW METERS:
99 106 95 130
P R E S S U R E S W I T C H D A T A
REFERENCE REFE
RENCE SWITCHING
PIPE NODE GRADES
(ft)
----------------------------------------------
97 87 371.00 & 372.00
36 35 436.00 & 476.00
105 87 370.00 & 372.00
115 112 568.00 & 570.00
130 117 565.00 & 570.00
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . . . . . . . .. ... . . . . . . . (P) = 146
NUMBER OF JUNCTION NODES ... . . . . . . . (j) = 130
NUMBER OF PRIMARY LOOPS . .. . . . . . . . . (1) = 6
NUMBER OF FIXED GRADE NODES . . . .. . . (f) = 11
NUMBER OF SUPPLY ZONES .. .. . . . . . . . . (z) = 1
2012-2 Anaysis Output Page 7 of 125
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
D A T A C H A N G E S F O R N E X T S I M U L A T I O N
D E M A N D C H A N G E S
DEMAND TYPE = 1 - GDF = 3.370
+++++++++++++++++++++++++++++++++++++
S I M U L A T I O N R E S U L T S
TIME FROM INITIATION OF EPS = 14.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 7 TRIALS WITH AN ACCURACY = .00397
S I M U L A T I O N D E S C R I P T I O N (L A B E L)
Peak Hour usage from 7:00 pm to 8:00 pm.
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 -215.58 .10 .00 .00 1.38 .82
26 8 27 22.61 .01 .00 .00 .14 .01
27 27 28 20.96 .00 .00 .00 .13 .01
28 28 29 19.31 .00 .00 .00 .12 .01
29 29 30 17.66 .00 .00 .00 .11 .01
30 30 31 16.00 .00 .00 .00 .10 .01
31 31 32 14.35 .00 .00 .00 .09 .01
32 32 33 13.54 .00 .00 .00 .09 .00
33 33 34 13.54 .00 .00 .00 .09 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
36-PU 34 99 13.54 .16 73.02 .00 1.38 3.21
78-PU 76 113 544.49 .25 7.27 .00 3.48 3.99
97-PU 92 93 143.37 .62 223.52 1.31 6.51 62.50
102 9 96 -277.01 2.23 .00 .00 3.14 5.31
105-FGPU 0 100 281.12 6.68 336.35 .00 7.18 39.32
106 100 96 281.12 1.17 .00 .00 3.19 4.19
114-PU 107 108 46.36 .05 230.43 .00 2.10 4.94
115-PU 107 109 106.69 .23 200.23 .00 4.84 23.13
130-FGPU 0 117 594.32 8.86 485.94 .71 6.74 25.33
FOLLOWING ADDITIONAL PIPES ARE CLOSED
95 116 123 135
2012-2 Anaysis Output Page 77 of 125
BELFAIR WATER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
J U N C T I O N N O D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
22 5.73 378.93 150.00 228.93 99.20
34 .00 379.13 355.00 24.13 10.46
38 3.27 451.97 365.00 86.97 37.69
57 8.19 371.22 150.00 221.22 95.86
61 8.19 372.77 145.00 227.77 98.70
87 .00 369.15 355.00 14.15 6.13
112 178.61 567.74 425.00 142.74 61.85
MAXIMUM AND MINIMUM VALUES
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(psi) (psi)
--------------------- ---------------------
96 115.48 87 6.13
119 115.35 98 6.13
120 115.35 92 8.61
121 114.93 34 10.46
9 113.21 97 10.46
8 113.17 33 10.46
53 112.18 107 11.91
109 112.11 86 21.27
110 112.00 32 21.29
ill 112.00 122 29.91
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---------------------------------------------------------------------------
PRV-1 108 117 570.00 WIDE OPEN 567.87 568.46 56.82
PRV-1 109 118 570.00 WIDE OPEN 568.72 568.46 121.79
PRV-1 120 135 369.00 CLOSED 566.20 369.02 .00
PRV-1 121 137 370.00 THROTTLED 565.22 369.02 139.81
2012-2 Anaysis Output Page 78 of 125
BELFAIR WATER DISTRICT NO.1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 115.78
96 143.37
104 -3.74
105 281.12
121 10.46
122 15.10
130 594.32
131 -285.20
NET SYSTEM INFLOW = 1160.15
NET SYSTEM OUTFLOW = -288.94
NET SYSTEM DEMAND = 871.21
T A N K S T A T U S R E P 0 R T (time = 14.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) (%) (ft)
-------------------------------------------------------------------------------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 -115.78 369.17 13.17 104790. 82.3 DRAINING 12.30
3-1 104 3.74 452.00 96.00 2256. 80.0 FILLING 105.54
4-1 131 285.20 566.34 107.84 1013836. 90.2 FILLING 109.66
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P 0 R T (time = 14.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 81107.
106 100 96 64874.
95 0 1 0.
130 0 117 35794.
2012-2 Anaysis Output Page 79 of 125
1
BELFAIR WATER DISTRICT NO.1
SIX YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
S I M U L A T I O N R E S U L T S
TIME FROM INITIATION OF BPS = 24.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00376
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 3.31 .00 .00 .00 .02 .00
26 8 27 10.64 .00 .00 .00 .07 .00
27 27 28 10.56 .00 .00 .00 .07 .00
28 28 29 10.47 .00 .00 .00 .07 .00
29 29 30 10.39 .00 .00 .00 .07 .00
30 30 31 10.31 .00 .00 .00 .07 .00
31 31 32 10.22 .00 .00 .00 .07 .00
32 32 33 10.18 .00 .00 .00 .06 .00
33 33 34 10.18 .00 .00 .00 .06 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
36-PU 34 99 10.18 .09 97.14 .00 1.04 1.89
78-PU 76 113 492.02 .21 8.04 .00 3.14 3.31
102 9 96 .21 .00 .00 .00 .00 .00
105-XXPU 0 100
106 100 96 .00 .00 .00 .00 .00 .00
114-PU 107 108 7.05 .00 1515.32 .00 .32 .15
115-PU 107 109 7.73 .00 2764.42 .00 .35 .18
FOLLOWING ADDITIONAL PIPES ARE CLOSED :
95 97 116 123 130 135 137
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
22 .29 374.58 150.00 224.58 97.32
34 .00 374.57 355.00 19.57 8.48
38 .16 471.23 365.00 106.23 46.03
57 .41 374.70 150.00 224.70 97.37
61 .41 376.93 145.00 231.93 100.50
87 .00 371.75 355.00 16.75 7.26
112 9.01 570.00 425.00 145.00 62.83
2012-2 Anaysis Output Page 123 of 125
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
MAXIMUM AND MINIMUM VALUES
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(Psi) (Psi)
--------------------- ---------------------
109 1225.93 87 7.26
108 684.65 98 7.26
121 115.86 34 8.48
119 115.86 97 8.48
120 115.86 33 8.48
110 112.67 92 9.97
111 112.67 32 19.31
53 112.50 86 22.42
96 112.48 107 28.01
8 111.18 122 31.05
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---------------------------------------------------------------------------
PRV-1 108 117 570.00 THROTTLED 1889.96 570.00 4.50
PRV-1 109 118 570.00 THROTTLED 3139.06 570.00 4.51
PRV-1 120 135 369.00 CLOSED 567.38 371.65 .00
PRV-1 121 137 370.00 CLOSED 567.38 371.65 .00
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 50.86
96 .00
104 -9.69
121 -2.55
122 -3.22
131 8.54
NET SYSTEM INFLOW = 59.40
NET SYSTEM OUTFLOW = -15.45
NET SYSTEM DEMAND = 43.95
2012-2 Anaysis Output Page 124 of 125
BELFAIR WQTER DISTRICT NO. 1
SIX-YEAR PLANNING
COMPUTER ANALYSIS WADDED CONNECTIONS
T A N K S T A T U S R E P O R T (time = 24.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) M (ft)
-------------------------------------------------------------------------------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 -50.86 371.75 15.75 125324. 98.4 DRAINING 15.68
3-1 104 9.69 471.23 115.23 2708. 96.0 FILLING 120.00
4-1 131 -8.54 567.38 108.88 1023548. 91.1 DRAINING 108.87
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P O R T (time = 24.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 132133.
106 100 96 142296.
95 0 1 0.
130 0 117 101422.
**** KYPIPE SIMULATION COMPLETED ****
DATE: 3/10/2007
TIME: 12: 0:11
2012-2 Anaysis Output Page 125 of 125
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
* * * * * * * * * * K Y P I P E 2
* University of Kentucky Hydraulic Analysis Program
* Distribution of Pressure and Flows in Piping Networks
* 1000 PIPE VERSION - 1.20 (05/12/93)
DATE: 3/11/2007
TIME• 15.26:21
INPUT DATA FILENAME -------------- c:\kypipe2\data\2012-3.DAT
TABULATED OUTPUT FILENAME -------- c:\kypipe2\data\2012-3.OUT
POSTPROCESSOR RESULTS FILENAME --- c:\kypipe2\data\2012-3.RES
************************************************
S U M M A R Y O F O R I G I N A L D A T A
U N I T S S P E C I F I E D
FLOWRATE . . . .. .. . . .. . = gallons/minute
HEAD (HGL) . . . . . . . . . . = feet
PRESSURE . . . . . . . .. .. . = psig
METERED FLOW . . . . . . . . = gallons
R E G U L A T I N G V A L V E D A T A
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 108 117 570.00
PRV-1 109 118 570.00
PRV-1 120 135 368.00
PRV-1 121 137 370.00
PRV-1 134 151 368.00
PRV-1 135 153 370.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS FGN-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
-------------------------------------------------------------------------------
1 1 2 560.0 8.0 130.00 .00
2 2 3 1380.0 8.0 130.00 .00
3 3 4 190.0 8.0 130.00 .00
4 4 5 200.0 8.0 130.00 .00
5 5 6 200.0 8.0 130.00 .00
6 6 7 200.0 8.0 130.00 .00
2012-3 Anaysis Output Page 1 of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
69 67 68 160.0 2.0 150.00 .00 ,
70 57 69 60.0 8.0 130.00 .00
71 69 70 120.0 8.0 130.00 .00
72 70 71 330.0 8.0 150.00 .00
73 71 72 80.0 8.0 130.00 .00
74 72 73 300.0 8.0 130.00 .00
75 73 74 120.0 8.0 130.00 .00
76 74 75 270.0 8.0 130.00 .00
77 73 76 150.0 8.0 130.00 .00
78-PU 76 113 63.0 8.0 140.00 .00
79 77 78 400.0 8.0 140.00 .00
80 76 79 60.0 8.0 130.00 1.50
81 79 80 600.0 8.0 130.00 1.50
82 80 81 570.0 8.0 130.00 1.50
83 81 82 170.0 8.0 130.00 1.50
84 82 83 150.0 8.0 130.00 .00
85 79 84 700.0 8.0 130.00 .00
86 84 85 340.0 8.0 130.00 .00
87 85 86 360.0 8.0 130.00 .00
88 86 87 300.0 8.0 130.00 .00
89 87 98 15.0 8.0 130.00 .00
90-FG 98 0 50.0 8.0 130.00 .00 371.95
91 79 88 350.0 6.0 130.00 .00
92 88 89 400.0 6.0 130.00 .00
93 89 90 350.0 6.0 130.00 .00
94 90 91 420.0 6.0 130.00 .00
95-XXPU 0 1 120.0 4.0 14.0.00 2.00 96.00
96-FGCV 0 92 8.0 3.0 110.00 4.00 159.00
97-XXPU 92 93 10.0 3.0 110.00 2.00
98 81 104 350.0 8.0 140.00 .30
99 93 94 8.0 4.0 150.00 .00
100 94 1 100.0 8.0 130.00 .00
101 43 95 400.0 4.0 130.00 .00
102 9 96 420.0 6.0 130.00 .00
103 99 35 15.0 2.0 150.00 .00
104-FG 0 99 15.0 8.0 130.00 .00 475.95
105-XXPU 0 100 170.0 4.0 130.00 .00 53.00
106 100 96 280.0 6.0 150.00 .00
107 101 54 840.0 8.0 130.00 .00
108 101 102 53.0 8.0 140.00 .50
109 102 103 530.0 8.0 140.00 .50
110 82 105 350.0 8.0 140.00 .30
ill 104 105 200.0 8.0 140.00 .30
112 106 101 250.0 8.0 130.00 .00
113 106 107 997.0 8.0 140.00 .90
114-PU 107 108 10.0 3.0 140.00 .00
115-XXPU 107 109 10.0 3.0 140.00 .00
116-XXPU 107 110 10.0 6.0 140.00 .00
117-RV 108 ill 10.0 3.0 140.00 .00
118-RV 109 ill 10.0 3.0 140.00 .00
119 110 ill 10.0 6.0 140.00 .00
120 ill 112 1400.0 8.0 140.00 1.00
121-FG 108 0 10000.0 1.0 100.00 .00 1800.00
122-FG 109 0 10000.0 1.0 100.00 .00 3000.00
123-XXFG 58 0 20.0 6.0 100.00 .00 194.20
124 113 77 580.0 8.0 140.00 1.00
125 113 114 581.0 8.0 140.00 .50
126 114 58 465.0 8.0 140.00 1.00
127 114 115 393.0 8.0 140.00 .50
128 115 116 372.0 8.0 140.00 1.00
129 116 77 328.0 8.0 140.00 .50
130-XXPU 0 117 350.0 6.0 120.00 1.00 90.00
2012-3 Anaysis Output Page 3of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
131-FG 117 0 500.0 16.0 140.00 2.00 577.90
132 117 118 700.0 12.0 140.00 2.00
133 117 119 3600.0 12.0 140.00 3.00
134 119 120 5.0 12.0 140.00 1.00
135-RV 120 122 5.0 12.0 140.00 1.00
_ 136 119 121 5.0 3.0 100.00 1.00
137-RV 121 122 5.0 3.0 100.00 1.00
138 122 105 440.0 12.0 140.00 2.00
139 118 123 102.0 16.0 140.00 .00
140 123 124 760.0 16.0 140.00 .00
141 124 125 12.0 16.0 140.00 .00
142 125 126 839.0 16.0 140.00 .00
143 126 127 555.0 16.0 140.00 .00
144 127 128 1828.0 16.0 140.00 .00
145 124 129 700.0 8.0 140.00 .00
146 19 130 2025.0 8.0 140.00 .00
147 129 131 700.0 8.0 140.00 .00
148 131 132 2000.0 8.0 140.00 .00
149 131 133 800.0 8.0 140.00 .00
150 133 134 5.0 6.0 140.00 .00
151-RV 134 136 5.0 6.0 140.00 .00
152 133 135 5.0 2.0 110.00 .00
153-RV 135 136 2.0 2.0 110.00 .00
154 136 137 500.0 8.0 140.00 .00
155 137 138 600.0 8.0 140.00 .00
156 137 59 800.0 8.0 140.00 .00
P U M P D A T A
THERE IS A PUMP IN LINE 36 - USEFUL POWER = .25
THERE IS A PUMP IN LINE 78 - USEFUL POWER = 1.00
THERE IS A PUMP IN LINE 95 - USEFUL POWER = 8.90
THERE IS A PUMP IN LINE 97 - USEFUL POWER = 8.10
THERE IS A PUMP IN LINE 105 - USEFUL POWER = 23.90
THERE IS A PUMP IN LINE 114 - USEFUL POWER = 2.70
THERE IS A PUMP IN LINE 115 - USEFUL POWER = 5.40
THERE IS A PUMP IN LINE 116 - USEFUL POWER = 41.00
THERE IS A PUMP IN LINE 130 - USEFUL POWER = 73.00
J U N C T I O N N 0 D E D A T A
*** GEOMETRIC VERIFICATION (*3*) SUCCESSFUL ***
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
------------------------------------------------------------------------------
1 .97 144.00 1 50 95 100
2 1.22 142.00 1 2
3 1.22 140.00 2 3
4 .97 132.00 3 4
5 1.22 130.00 4 5 40
6 1.22 130.00 5 6
7 1.46 130.00 6 7
8 .97 118.00 7 8 26
9 .00 118.00 8 9 102
10 2.19 124.00 9 10
2012-3 Anaysis Output Page 4of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
11 .49 122.00 10 11 48
12 .97 135.00 11 12
13 1.46 200.00 12 13 22
14 1.46 220.00 13 14
15 1.46 140.00 14 15
16 1.94 140.00 15 16
17 2.43 144.00 16 17
18 .00 144.00 17 18
19 .00 145.00 18 19 146
20 .97 145.00 19 20
21 2.43 150.00 20 21
22 1.70 150.00 21
23 .00 220.00 22 23
24 .00 160.00 23 24
25 .00 290.00 24 25
26 .00 290.00 25
27 .49 160.00 26 27
28 .49 220.00 27 28
29 .49 250.00 28 29
30 .49 270.00 29 30
31 .49 280.00 30 31
32 .24 330.00 31 32
33 .00 355.00 32 33
34 .00 355.00 33 34 36
35 .00 355.00 37 103
36 .97 355.00 37 38
37 .97 365.00 38 39
38 .97 365.00 39
39 .24 180.00 40 41
40 .49 210.00 41 42 46
41 .24 265.00 42 43
42 .49 280.00 43 44 47
43 1.22 285.00 44 45 101
44 .73 282.00 45
45 .00 200.00 46
46 .49 200.00 47
47 .24 200.00 48 49
48 .49 220.00 49
49 1.94 144.00 50 51
50 2.92 148.00 51 52
51 3.65 155.00 52 53 55
52 2.43 124.00 53 54
53 2.43 115.00 54
54 2.92 140.00 56 107
55 2.43 144.00 56 57 58
56 1.94 125.00 57
57 2.43 150.00 58 59 70
58 4.86 148.00 59 60 63 123 126
59 4.86 150.00 60 61 66 156
60 2.43 145.00 61 62 67
61 2.43 145.00 62
62 1.94 146.00 63 64
63 1.94 135.00 64 65
64 1.46 125.00 65
65 1.22 150.00 66
66 .97 140.00 67 68
67 .97 140.00 68 69
68 .97 140.00 69
69 1.94 150.00 70 71
70 2.19 151.00 71 72
71 1.46 152.00 72 73
72 1.94 153.00 73 74
2012-3 Anaysis Output Page 5of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
73 1.94 155.00 74 75 77
74 2.67 154.00 75 76
75 3.16 154.00 76
76 2.43 160.00 77 78 80
77 1.94 195.00 79 124 129
78 2.92 215.00 79
79 1.94 160.00 80 81 85 91
80 3.40 195.00 81 82
81 .49 225.00 82 83 98
82 4.86 240.00 83 84 110
83 2.43 225.00 84
89 .00 240.00 85 86
85 .00 270.00 86 87
86 .00 320.00 87 88
87 .00 355.00 88 89
88 1.94 158.00 91 92
89 1.94 153.00 92 93
90 1.94 150.00 93 94
91 1.94 140.00 94
92 .00 136.00 96 97
93 .00 136.00 97 99
94 .00 136.00 99 100
95 .97 245.00 101
96 1.22 115.00 102 106
97 .00 355.00 34 35
98 .00 355.00 89 90
99 .00 355.00 36 103 104
100 .00 135.00 105 106
101 4.86 145.00 107 108 112
102 5.10 145.00 108 109
103 2.43 140.00 109
104 2.43 250.00 98 111
105 .49 265.00 110 111 138
106 2.43 157.00 55 112 113
107 .00 310.00 113 114 115 116
108 .00 310.00 114 117 121
109 .00 310.00 115 118 122
110 .00 310.00 116 119
111 .00 310.00 117 118 119 120
112 53.00 425.00 120
113 1.94 160.00 78 124 125
114 1.94 158.00 125 126 127
115 1.94 160.00 127 128
116 1.94 166.00 128 129
117 12.15 440.00 130 131 132 133
118 .24 420.00 132 139
119 .00 300.00 133 134 136
120 .00 300.00 134 135
121 .00 300.00 136 137
122 .00 300.00 135 137 138
123 .00 400.00 139 140
124 1.22 400.00 140 141 145
125 1.22 400.00 141 142
126 1.22 400.00 142 143
127 1.46 400.00 143 144
128 1.94 400.00 144
129 1.46 400.00 145 147
130 1.22 150.00 146
131 .00 300.00 147 148 149
132 5.59 300.00 148
133 .00 200.00 149 150 152
134 .00 200.00 150 151
2012-3 Annysis OuyxR Page 6of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
135 .00 200.00 152 153
136 .00 200.00 151 153 154
137 .00 150.00 154 155 156
138 5.59 150.00 155
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
ALL CLOSED PIPES ARE NOTED
ALL PIPES WITH PUMPS
FOLLOWING PIPES
8 26 27 28 29 30 31 32 33 34 35 102 105
106
FOLLOWING JUNCTION NODES
22 34 87 61 57 38 112
MAXIMUM AND MINIMUM PRESSURES = 10
E P S D A T A
TOTAL TIME FOR SIMULATION = 24.000
NORMAL TIME PERIOD = 1.000
V A R I A B L E H E A D T A N K D A T A
TANK PIPE MAXIMUM MINIMUM TANK INITIAL EXTERNAL
NUMBER NUMBER ELEVATION ELEVATION CAPACITY VOLUME FLOW
(*) (ft) (ft) (gal) (gal) (gPm) Y
-----------------------------------
1-1 35 372.00 356.00 127311. 126913. .00
2-1 90 372.00 356.00 127311. 126913. .00
3-1 104 476.00 356.00 2820. 2819. .00
4-1 131 578.00 458.50 1123410. 1122471. .00
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R S U M M A R Y
THE FOLLOWING PIPES CONTAIN FLOW METERS:
99 106 95 130
P R E S S U R E S W I T C H D A T A
REFERENCE REFERENCE SWITCHING
PIPE NODE GRADES
(ft)
----------------------------------------------
97 87 371.00 & 372.00
36 35 436.00 & 476.00
105 87 370.00 & 372.00
115 112 568.00 & 570.00
130 117 570.00 & 578.00
2012-3 Anaysis output Page 7of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . .. . . . . .. .. . . . . . . . . (P) = 156
NUMBER OF JUNCTION NODES .. . . . . . . . . (j) = 138
NUMBER OF PRIMARY LOOPS . .. . . . . . . . . (1) = 8
NUMBER OF FIXED GRADE NODES . . . . . . . (f) = 11
NUMBER OF SUPPLY ZONES .. .. . . . . . . . . (z) = 1
2012-3 Anaysis output Page 8of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
D A T A C H A N G E S F O R N E X T S I M U L A T I O N
D E M A N D C H A N G E S
DEMAND TYPE = 1 - GDF = 3.000
+++++++++++++++++++++++++++++++++++++
S I M U L A T I O N R E S U L T S
+++++++++++++++++++++++++++++++++++++
TIME FROM INITIATION OF EPS = 14.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY = .00425
S I M U L A T I O N D E S C R I P T I O N (L A B E L)
Peak Hour usage from 7:00 pm to 8:00 pm.
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 -217.57 .10 .00 .00 1.39 .84
26 8 27 19.77 .01 .00 .00 .13 .01
27 27 28 18.30 .00 .00 .00 .12 .01
28 28 29 16.83 .00 .00 .00 .11 .01
29 29 30 15.36 .00 .00 .00 .10 .01 --
30 30 31 13.89 .00 .00 .00 .09 .01
31 31 32 12.42 .00 .00 .00 .08 .00
32 32 33 11.70 .00 .00 .00 .07 .00
33 33 34 11.70 .00 .00 .00 .07 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
36-PU 34 99 11.70 .12 84.56 .00 1.19 2.44
78-PU 76 113 532.72 .24 7.43 .00 3.40 3.83
97-PU 92 93 142.28 .62 225.24 1.29 6.46 61.62
102 9 96 -275.92 2.21 .00 .00 3.13 5.27
105-FGPU 0 100 279.58 6.62 338.20 .00 7.14 38.92
106 100 96 279.58 1.16 .00 .00 3.17 4.15
114-PU 107 108 45.94 .05 232.54 .00 2.08 4.86
115-PU 107 109 87.65 .16 243.73 .00 3.98 16.07
FOLLOWING ADDITIONAL PIPES ARE CLOSED :
95 116 123 130 135 151 153
2012-3 Anaysis Output Page 83of 135
I
BELFAIR-WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
22 5.10 380.90 150.00 230.90 100.06
34 .00 381.09 355.00 26.09 11.31
38 2.91 465.50 365.00 100.50 43.55
57 7.29 372.31 150.00 222.31 96.34
61 7.29 373.69 145.00 228.69 99.10
87 .00 369.79 355.00 14.79 6.41
112 159.00 569.20 425.00 144.20 62.49
M A X I M U M A N D M I N I M U M V A L U E S
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
- NUMBER PRESSURES NUMBER PRESSURES
(psi) (psi)
--------------------- ---------------------
133 162.06 87 6.41
134 162.06 98 6.41
135 162.06 92 8.63
109 130.49 34 11.31
131 118.73 97 11.31
132 118.73 33 11.31
119 118.70 107 11.74
120 118.70 86 21.55
121 118.50 32 22.14
96 116.32 122 30.13
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
-------------- (ft (ft) (ft)
-------------------- -------
---------- --------- -
PRV-1 108 117 570.00 WIDE OPEN 569.59 569.78 56.39
PRV-1 109 118 570.00 THROTTLED 611.12 569.78 102.61
PRV-1 120 135 368.00 CLOSED 573.93 369.54 .00
PRV-1 121 137 370.00 THROTTLED 573.47 369.54 94.87
PRV-1 134 151 368.00 CLOSED 574.00 373.69 .00
PRY-1 135 153 370.00 CLOSED 574.00 373.69 .00
2012-3 Anaysis output Page 84of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 106.10
96 142.28
104 -2.97
105 279.58
121 10.45
122 14.96
131 174.37
NET SYSTEM INFLOW = 727.74
NET SYSTEM OUTFLOW = -2.97
NET SYSTEM DEMAND = 724.77
T A N K S T A T U S R E P 0 R T (time = 14.0000 hours) --
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) (%) (ft)
-------------------------------------------------------------------------------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 -106.10 369.81 13.81 109869. 86.3 DRAINING 13.01
3-1 104 2.97 465.53 109.53 2574. 91.3 FILLING 117.10
4-1 131 -174.37 574.02 115.52 1086023. 96.7 DRAINING 114.41
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L 0 W M E T E R R E P O R T (time = 14.0000 hours)
PIPE NODE METERED `
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 80342.
106 100 96 63215.
95 0 1 0.
130 0 117 0.
2012-3 Maysis Output Page 85of 135
BELFAIR WATER DISTRICT NO. 1
SIX-YEAR PLANNING PERIOD
COMPUTER ANALYSIS
S I M U L A T I O N R E S U L T S
+++++++++++++++++++++++++++++++++++++
TIME FROM INITIATION OF EPS = 24.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 1 TRIALS WITH AN ACCURACY = .00000
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 3.10 .00 .00 .00 .02 .00
26 8 27 .40 .00 .00 .00 .00 .00
27 27 28 .33 .00 .00 .00 .00 .00
28 28 29 .26 .00 .00 .00 .00 .00
29 29 30 .18 .00 .00 .00 .00 .00
30 30 31 .11 .00 .00 .00 .00 .00
31 31 32 .04 .00 .00 .00 .00 .00
32 32 33 .00 .00 .00 .00 .00 .00
33 33 34 .00 .00 .00 .00 .00 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
78-PU 76 113 488.88 .21 8.09 .00 3.12 3.27
102 9 96 .18 .00 .00 .00 .00 .00
105-XXPU 0 100
106 100 96 .00 .00 .00 .00 .00 .00
114-PU 107 108 6.91 .00 1545.09 .00 .31 .15
115-PU 107 109 7.64 .00 2798.06 .00 .35 .18
FOLLOWING ADDITIONAL PIPES ARE CLOSED :
36 95 97 116 123 130 135 137 151 153
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
22 .26 374.90 150.00 224.90 97.46
34 .00 374.90 355.00 19.90 8.62
38 .15 471.23 365.00 106.23 46.03
57 .36 374.94 150.00 224.94 97.47
61 .36 377.13 145.00 232.13 100.59
87 .00 371.83 355.00 16.83 7.29
112 7.95 570.00 425.00 145.00 62.83
2012-3 Anaysis Output Page 133of 135
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
* * * * * * * * * * K Y P I P E 2
* University of Kentucky Hydraulic Analysis Program
* Distribution of Pressure and Flows in Piping Networks
* 1000 PIPE VERSION - 1.20 (05/12/93)
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DATE: 6/ 8/2007
TIME: 11:18:53
INPUT DATA FILENAME -------------- c:\kypipe2\data\2026-3A.DAT
TABULATED OUTPUT FILENAME -------- c:\kypipe2\data\2026-3A.OUT
POSTPROCESSOR RESULTS FILENAME --- c:\kypipe2\data\2026-3A.RES
************************************************
S U M M A R Y O F O R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE . . . . . . . . . . . . = gallons/minute
HEAD (HGL) . . . . . . . . . . = feet
PRESSURE . . . . . . . . . . . . = psig
METERED FLOW . . . . . . . . = gallons
R E G U L A T I N G V A L V E D A T A
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 108 117 570.00
PRV-1 109 118 570.00
PRV-1 120 135 368.00
PRV-1 121 137 370.00
PRV-1 134 151 368.00
PRV-1 135 153 370.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS FGN-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
-------------------------------------------------------------------------------
1 1 2 560.0 8.0 130.00 .00
2026-3A Analysis Output Page 1 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
2 2 3 1380.0 8.0 130.00 .00
3 3 4 190.0 8.0 130.00 .00
4 4 5 200.0 8.0 130.00 .00
5 5 6 200.0 8.0 130.00 .00
6 6 7 200.0 8.0 130.00 .00
7 7 8 860. 0 8.0 130.00 .00
8 8 9 120.0 8.0 130.00 .00
9 9 10 660.0 8.0 130.00 .00
10 10 11 660.0 8.0 130.00 .00
11 11 12 1880.0 8.0 130.00 .00
12 12 13 440.0 8.0 130.00 .00
13 13 14 800. 0 8.0 130.00 .00
14 14 15 320.0 8.0 130.00 .00
15 15 16 2020.0 8.0 130.00 .00
16 16 17 760.0 8.0 130.00 .00
17 17 18 60. 0 8.0 150.00 .00
18 18 19 630.0 8.0 150.00 .00
19 19 20 60. 0 8.0 150.00 . 00
20 20 21 420. 0 8.0 130.00 .00
21 21 22 440. 0 8.0 130.00 .00
22 13 23 280.0 6.0 150.00 .00
23 23 24 340.0 4.0 150.00 .00
24 24 25 300.0 4.0 150.00 .00
25 25 26 500. 0 4.0 150.00 .00
26 8 27 540. 0 8.0 130.00 .00
27 27 28 360.0 8.0 130.00 .00
28 28 29 380.0 8.0 130.00 .00
29 29 30 300.0 8.0 130.00 . 00
30 30 31 180.0 8.0 130.00 .00
31 31 32 600.0 8.0 130.00 .00
32 32 33 520.0 8.0 130.00 .00
33 33 34 50.0 8.0 130.00 .00
34 34 97 15.0 8.0 130.00 .00
35-FG 97 0 15.0 8.0 130.00 . 00 371. 95
36-XXPU 34 99 50.0 2.0 150.00 .00
37 35 36 200.0 6.0 150.00 . 00
38 36 37 300.0 6.0 150.00 .00
39 37 38 100. 0 6. 0 150.00 .00
40 5 39 500.0 8.0 130.00 .00
41 39 40 500.0 8.0 130.00 .00
42 40 41 820.0 8.0 130.00 .00
43 41 42 600.0 8.0 130.00 .00
44 42 43 220.0 8.0 130.00 .00
45 43 44 760.0 8.0 130.00 .00
46 40 45 350.0 6.0 130.00 .00
47 42 46 200.0 4.0 150.00 .00
48 11 47 400.0 3.0 150.00 .00
49 47 48 100.0 3.0 150.00 .00
50 1 49 600.0 8.0 130.00 .00
51 .49 50 600.0 8.0 130.00 .00
52 50 51 1400.0 8.0 130.00 .00
53 51 52 600.0 6.0 150.00 .00
54 52 53 450.0 4.0 150.00 .00
55 51 106 2530.0 8.0 130.00 .00
56 54 55 440.0 8.0 130.00 .00
57 55 56 750.0 4.0 130. 00 .00
58 55 57 520.0 8.0 130.00 .00
2026-3A Analysis Output Page 2 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
59 57 58 600.0 8.0 130.00 .00
60 58 59 2880.0 8.0 130.00 .00
61 59 60 700.0 8.0 130.00 .00
62 60 61 380.0 8.0 130.00 .00
63 58 62 380.0 8.0 130.00 .00
64 62 63 540.0 8.0 130.00 .00
65 63 64 560.0 8.0 130.00 .00
66 59 65 250.0 4.0 150.00 .00
67 60 66 380.0 6.0 150.00 .00
68 66 67 300.0 2.0 150.00 .00
69 67 68 160.0 2.0 150.00 .00
70 57 69 60.0 8.0 130.00 .00
71 69 70 120.0 8.0 130.00 .00
72 70 71 330.0 8.0 150.00 .00
73 71 72 80.0 8.0 130.00 .00
74 72 73 300.0 8.0 130.00 .00
75 73 74 120.0 8.0 130.00 .00
76 74 75 270.0 8.0 130.00 .00
77 73 76 150.0 8.0 130.00 .00
78-PU 76 113 63.0 8.0 140.00 .00
79 77 78 400.0 8.0 140.00 .00
80 76 79 60.0 8.0 130.00 1.50
81 79 80 600.0 8.0 130.00 1.50
82 80 81 570.0 8.0 130.00 1.50
83 81 82 170.0 8.0 130.00 1.50
84 82 83 150.0 8.0 130.00 .00
85 79 84 700.0 8.0 130.00 .00
86 84 85 340.0 8.0 130.00 .00
87 85 86 360.0 8.0 130.00 .00
88 86 87 300.0 8.0 130.00 .00
89 87 98 15.0 8.0 130.00 .00
90-FG 98 0 50.0 8.0 130.00 .00 371.95
91 79 88 350.0 6.0 130.00 .00
92 88 89 400. 0 6. 0 130.00 .00
93 89 90 350.0 6.0 130.00 .00
94 90 91 420.0 6.0 130.00 .00
95-XXPU 0 1 120.0 4. 0 140.00 2.00 96.00
96-FGCV 0 92 8.0 3. 0 110.00 4.00 159. 00
97-XXPU 92 93 10.0 3.0 110.00 2.00
98 81 104 350.0 8.0 140.00 .30
99 93 94 8.0 4.0 150.00 .00
100 94 1 100.0 8.0 130.00 .00
101 43 95 400.0 4.0 130.00 .00
102 9 96 420.0 6.0 130.00 .00
103 99 35 15.0 2.0 150.00 .00
104-FG 0 99 15.0 8.0 130.00 .00 475.95
105-XXPU 0 100 170.0 4.0 130.00 .00 53.00
106 100 96 280.0 6.0 150.00 .00
107 101 54 840.0 8.0 130.00 .00
108 101 102 53.0 8.0 140.00 .50
109 102 103 530.0 8.0 140.00 .50
110 82 105 350.0 8.0 140.00 .30
111 104 105 200.0 8.0 140.00 .30
112 106 101 250.0 8.0 130.00 .00
113 106 107 997.0 8.0 140.00 .90
114-PU 107 108 10.0 3.0 140.00 .00
115-XXPU 107 109 10.0 3.0 140.00 .00
2026-3A Analysis Output Page 3 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
116-XXPU 107 110 10.0 6.0 140.00 .00
117-RV 108 111 10.0 3.0 140.00 .00
118-RV 109 111 10.0 3.0 140.00 .00
119 110 111 10.0 6.0 140.00 .00
120 111 112 1400.0 8.0 140.00
1.00
121-FG 108 0 10000.0 1.0
100.00
.00 1800.00
122-FG 109 0
10000.0 1.0 100
.00 .00 3000.
123-XXFG 58 0 20.0 6.0 10 00
0.00 .00 194.20
124 113 77 580.0 8.0 140.00 1.00
125 113 114 581.0 8.0 140.00 .50
126 114 58 465.0 8.0 140.00 1.00
127 114 115 393.0 8.0 140.00 .50
128 115 116 372.0 8.0 140.00 1.00
129 116 77 328.0 8.0 140.00 .50
130-XXPU 0 117 350.0 6.0 120.00 1.00 90.00
131-FG 117 0 500. 0 16.0 140.00 2.00 577.90
132 117 118 700.0 12.0 140.00 2.00
133 117 119 3600.0 12.0 140.00 3.00
134 119 120 5.0 12.0 140.00 1.00
135-RV 120 122 5. 0 12.0 140.00 1.00
136 119 121 5.0 3.0 100.00 1.00
137-RV 121 122 5.0 3.0 100.00 1.00
138 122 105 440.0 12.0 140.00 2.00
139 118 123 102.0 16.0 140.00 .00
140 123 124 760.0 16.0 140.00 .00
141 124 125 12.0 16.0 140.00 . 00
142 125 126 839.0 16.0 140.00 .00
143 126 127 555.0 16.0 140.00 .00
144 127 128 1828.0 16.0 140.00 .00
145 124 129 700.0 8. 0 140.00 .00
146 19 130 2025.0 8.0 140.00 .00
147 129 131 700.0 8.0 140.00 .00
148 131 132 2000.0 8.0 140.00 .00
149 131 133 800.0 8.0 140.00 . 00
150 133 134 5.0 6.0 140.00 .00
151-RV 134 136 5.0 6.0 140.00 .00
152 133 135 5.0 2.0 110.00 .00
153-RV 135 136 2.0 2.0 110.00 .00
154 136 137 500.0 8.0 140.00 .00
155 137 138 600.0 8.0 140.00 .00
156 137 59 800.0 8.0 140.00 .00
P U M P D A T A
THERE IS A PUMP IN LINE 36 - USEFUL POWER = .25
THERE IS A PUMP IN LINE 78 - USEFUL POWER = 1.00
THERE IS A PUMP IN LINE 95 - USEFUL POWER = 8.90
THERE IS A PUMP IN LINE 97 - USEFUL POWER = 8. 10
THERE IS A PUMP IN LINE 105 - USEFUL POWER = 23.90
THERE IS A PUMP IN LINE 114 - USEFUL POWER = 2.70
THERE IS A PUMP IN LINE 115 - USEFUL POWER = 5.40
THERE IS A PUMP IN LINE 116 - USEFUL POWER = 41.00
THERE IS A PUMP IN LINE 130 - USEFUL POWER = 73.00
2026-3A Analysis Output Page 4 of 143
1
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
J U N C T I O N N 0 D E D A T A
*** GEOMETRIC VERIFICATION (*3*) SUCCESSFUL ***
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
------------------------------------------------------------------------------
1 .97 144.00 1 50 95 100
2 1.22 142.00 1 2
3 1.22 140.00 2 3
4 .97 132.00 3 4
5 1.22 130.00 4 5 40
6 1.22 130.00 5 6
7 1.46 130.00 6 7
8 .97 118.00 7 8 26
9 .00 118.00 8 9 102
10 2.19 124.00 9 10
11 .49 122.00 10 11 48
12 .97 135.00 11 12
13 1.46 200.00 12 13 22
14 1.46 220.00 13 14
15 1.46 140.00 14 15
16 1.94 140.00 15 16
17 2.43 144.00 16 17
18 .00 144.00 17 18
19 .00 145.00 18 19 146
20 . 97 145.00 19 20
21 2.43 150.00 20 21
22 1.70 150.00 21
23 .00 220.00 22 23
24 .00 160.00 23 24
25 .00 290.00 24 25
26 .00 290.00 25
27 .49 180.00 26 27
28 .49 220.00 27 28
29 .49 250.00 28 29
30 .49 270.00 29 30
31 .49 280.00 30 31
32 .24 330.00 31 32
33 .00 355.00 32 33
34 .00 355.00 33 34 36
35 .00 355.00 37 103
36 .97 355.00 37 38
37 .97 365.00 38 39
38 . 97 365.00 39
39 .24 180.00 40 41
40 .49 210.00 41 42 46
41 .24 265.00 42 43
42 .49 280.00 43 44 47
43 1.22 285.00 44 45 101
44 .73 282.00 45
45 .00 200.00 46
46 .49 200.00 47
47 .24 200.00 48 49
20263A Analysis Output Page 5 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
48 .49 220.00 49
49 1.94 144.00 50 51
50 2.92 148.00 51 52
51 3.65 155.00 52 53 55
52 2.43 124.00 53 54
53 2.43 115.00 54
54 2.92 140.00 56 107
55 2.43 144 .00 56 57 58
56 1.94 125.00 57
57 2.43 150.00 58 59 70
58 4.86 148.00 59 60 63 123 126
59 4.86 150.00 60 61 66 156
60 2.43 145.00 61 62 67
61 2.43
145.00 62
62 1.94 146.00 63 64
63 1. 94 135.00 64 65
64 1.46 125.00 65
65 1.22 150.00 66
66 . 97 140.00 67 68
67 .97 140.00 68 69
68 .97 140.00 69
69 1.94 150.00 70 71
70 2.19 151.00 71 72
71 1.46 152.00 72 73
72 1.94 153.00 73 74
73 1. 94 155.00 74 75 77
74 2.67 154.00 75 76
75 3.16 154.00 76
76 2.43 160.00 77 78 80
77 1.94 195.00 79 124 129
78 2.92 215.00 79
79 1.94 160.00 80 81 85 91
80 3.40 195.00 81 82
81 .49 225.00 82 83 98
82 4.86 240.00 83 84 110
83 2.43 225.00 84
84 .00 240.00 85 86
85 .00 270.00 86 87
86 .00 320.00 87 88
87 .00 355.00 88 89
88 1.94 158.00 91 92
89 1.94 153.00 92 93
90 1.94 150. 00 93 94
91 1.94 140.00 94
92 .00 136.00 96 97
93 .00 136.00 97 99
94 .00 136.00 99 100
95 .97 245. 00 101
96 1.22 115.00 102 106
97 .00 355.00 34 35
98 .00 355.00 89 90
99 .00 355.00 36 103 104
100 .00 135.00 105 106
101 4.86 145.00 107 108 112
102 5.10 145.00 108 109
103 2.43 140.00 109
104 2.43 250.00 98 111
2026-3A Analysis Output Page 6 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
105 .49 265.00 110 111 138
106 2.43 157.00 55 112 113
107 .00 310.00 113 114 115 116
108 .00 310.00 114 117 121
109 .00 310.00 115 118 122
110 .00 310.00 116 119
111 .00 310. 00 117 118 119 120
112 53. 00 425.00 120
113 1.94 160.00 78 124 125
114 1.94 158.00 125 126 127
115 1.94 160.00 127 128
116 1. 94 166.00 128 129
117 12.15 440.00 130 131 132 133
118 .24 420.00 132 139
119 . 00 300.00 133 134 136
120 .00 300.00 134 135
121 .00 300.00 136 137
122 . 00 300.00 135 137 138
123 . 00 400.00 139 140
124 1.22 400.00 140 141 145
125 1.22 400.00 141 142
126 1.22 400.00 142 143
127 1.46 400.00 143 144
128 1.94 400.00 144
129 1.46 400.00 145 147
130 1.22 150.00 146
131 .00 300.00 147 148 149
132 5.59 300.00 148
133 .00 200.00 149 150 152
134 . 00 200.00 150 151
135 .00 200.00 152 153
136 .00 200.00 151 153 154
137 .00 150.00 154 155 156
138 5.59 150.00 155
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: THE FOLLOWING RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
ALL CLOSED PIPES ARE NOTED
ALL PIPES WITH PUMPS
FOLLOWING PIPES
8 26 27 28 29 30 31 32 33 34 35 102 105
106
FOLLOWING JUNCTION NODES
22 34 87 61 57 38 112
MAXIMUM AND MINIMUM PRESSURES = 10
E P S D A T A
TOTAL T =IME FOR SIMULATION 24.000
NORMAL TIME PERIOD = 1.000
2026-3A Analysis Output Page 7 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
V A R I A B L E H E A D T A N K D A T A
TANK PIPE MAXIMUM MINIMUM TANK INITIAL EXTERNAL
NUMBER NUMBER ELEVATION ELEVATION CAPACITY VOLUME FLOW
(*) (ft) (ft) (gal) (gal) (gpm)
------------------------------------------------------------------------------
1-1 35 372.00 356.00 127311. 126913. .00
2-1 90 372.00 356.00 127311. 126913. .00
3-1 104 476.00 356.00 2820. 2819. .00
4-1 131 578.00 458.50 1123410. 1122471. .00
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L 0 W M E T E R S U M M A R Y
THE FOLLOWING PIPES CONTAIN FLOW METERS:
99 106 95 130
P R E S S U R E S W I T C H D A T A
REFERENCE REFERENCE SWITCHING
PIPE NODE GRADES
(ft)
----------------------------------------------
97 87 371.00 & 372.00
36 35 436.00 & 476.00
105 87 370.00 & 372.00
115 112 568.00 & 570.00
130 117 570.00 & 578.00
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . . . . . . . . . . . . . . . . . . . (p) = 156
NUMBER OF JUNCTION NODES . . . . . . . . . . (j) = 138
NUMBER OF PRIMARY LOOPS . . . . . . . . . . . (1) = 8
NUMBER OF FIXED GRADE NODES . . . . . . . (f) = 11
NUMBER OF SUPPLY ZONES . . . . . . . . . . . . (z) = 1
2026-3A Analysis Output Page 8 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
S I M U L A T I O N R E S U L T S
TIME FROM INITIATION OF EPS = 14.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00178
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PI
PE FG -FIXED GRADE NODE P U -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
------------------------------------------------------------
8 8 9 -186.12 .08 .00 .00 1.19 .63
26 8 27 18.00 .00 .00 .00 .11 .01
27 27 28 15.61 .00 .00 .00 .10 .01
28 28 29 13.21 .00 .00 .00 .08 .00
29 29 30 10.82 .00 .00 .00 .07 .00
30 30 31 8.42 .00 .00 .00 .05 .00
31 31 32 6.02 .00 .00 .00 .04 .00
32 32 33 4.85 .00 .00 .00 .03 .00
33 33 34 4.85 .00 .00 .00 .03 .00
34 34 97 -5.16 .00 .00 .00 .03 .00
35-TK 97 0 -5.16 .00 .00 .00 .03 .00
36-PU 34 99 10.01 .09 98.82 .00 1.02 1.83
78-PU 76 113 588.42 .29 6.72 .00 3.76 4.60
97-PU 92 93 147.66 .66 217.03 1.39 6.70 66.00
102 9 96 -281.23 2.29 .00 .00 3.19 5.46
105-FGPU 0 100 287.20 6.95 329.23 .00 7.33 40.91
106 100 96 287.20 1.22 .00 .00 3.26 4.36
114-PU 107 108 77.97 .13 137.00 .00 3.54 12.94
115-PU 107 109 155.12 .46 137.72 .00 7.04 46.27
130-FGPU 0 117 591.38 8.78 488.36 .70 6.71 25.10
FOLLOWING ADDITIONAL PIPES ARE CLOSED
95 116 123 151
2026-3A Analysis Output Page 89 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
-----------------------------------------------------------------
22 8.31 370.99 150.00 220.99 95.76
34 .00 371.68 355.00 16.68 7.23
38 4.74 470.35 365.00 105.35 45.65
57 11. 88 367.26 150.00 217.26 94.14
61 11.88 369.39 145.00 224.39 97.24
87 .00 367.19 355. 00 12.19 5.28
112 259.17 500.98 425.00 75.98 32.92
M A X I M U M A N D M I N I M U M V A L U E S
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(psi) (psi)
--------------------- ---------------------
133 159.47 87 5.28
134 159.47 98 5.29
135 159.00 34 7.23
131 116.19 97 7.23
132 116.17 33 7.23
119 116.05 92 8.53
120 116.05 32 18.06
121 115.19 86 20.38
96 112.26 107 24.15
9 109.96 122 29.47
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
-------------------------------------------------------------
PRV-1 108 117 570.00 WIDE OPEN 502. 60 502.43 88.73
PRV-1 109 118 570.00 WIDE OPEN 502.97 502.43 170.44
PRV-1 120 135 368.00 THROTTLED 567.81 368.00 111.49
PRV-1 121 137 370.00 THROTTLED 565.81 368.00 201.65
PRV-1 134 151 368.00 CLOSED 568.00 369.57 .00
PRV-1 135 153 370.00 THROTTLED 566.92 369.57 96.52
2026-3A Analysis Output Page 90 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
-- ---------------
5.16
35 90 171.83
96 147.66
104 4.'22
105 287.20
121 10.76
122 15.32
130 591.38
131 -52.14
NET SYSTEM INFLOW = 1233.52
NET SYSTEM OUTFLOW = -52.14
NET SYSTEM DEMAND = 1181.37
T A N K S T A T U S R E P O R T (time = 14.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gpm) (ft) (ft) (gal) (%) (ft)
-------------------------------------------------------------------------------
1-1 35 -5.16 371.68 15. 68 124747. 98.0 DRAINING 15.64
2-1 90 -171.83 367.23 11.23 89331. 70.2 DRAINING 9.93
3-1 ' 104 -4.22 470.41 114.41 2689. 95.3 DRAINING 103.63
4-1 131 52.14 568.57 110.07 1034738. 92.1 FILLING 110.40
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
=
F L O W M E T E R R E P O R T (time 14.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 88875.
106 100 96 106633.
95 0 1 0.
130 0 117 0.
2026-3A Analysis Output Page 91 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
*************************************
S I M U L A T I O N R E S U L T S
TIME FROM INITIATION OF EPS = 24.0000 HOURS
THE RESULTS ARE OBTAINED AFTER 1 TRIALS WITH AN ACCURACY = .00125
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
8 8 9 4.96 .00 .00 .00 .03 .00
26 8 27 .65 .00 .00 .00 .00 .00
27 27 28 .53 .00 .00 .00 .00 .00
28 28 29 .41 .00 .00 .00 .00 .00
29 29 30 .29 .00 .00 .00 .00 .00
30 30 31 .18 .00 .00 .00 .00 .00
31 31 32 .06 .00 .00 .00 .00 .00
32 32 33 .00 .00 .00 .00 .00 .00
33 33 34 .00 .00 .00 .00 .00 .00
34 34 97 .00 .00 .00 .00 .00 .00
35-XXTK 97 0
78-PU 76 113 453.13 .18 8.73 .00 2.89 2.84
97-PU 92 93 142.71 .62 224.56 1.30 6.48 61.96
102 9 96 .29 .00 .00 .00 .00 .00
105-XXPU 0 100
106 100 96 .00 .00 .00 .00 .00 .00
114-PU 107 108 7.41 .00 1441.46 .00 .34 .17
115-PU 107 109 8.02 .00 2663.07 .00 .36 .19
FOLLOWING ADDITIONAL PIPES ARE CLOSED
36 95 116 123 130 135 137 151 153
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
22 .41 378.41 150. 00 228.41 98.98
34 .00 378.42 355.00 23.42 10. 15
38 .23 465.33 365.00 100.33 43.48
57 .58 376.23 150.00 226.23 98.03
61 .58 378.10 145.00 233.10 101.01
87 .00 371.44 355.00 16.44 7. 13
112 12.72 569.99 425. 00 144.99 62.83
2026-3A Analysis Output Page 141 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
M A X I M U M A N D M I N I M U M V A L U E S
P R E S S U R E S
JUNCTION MAXIMUM JUNCTION MINIMUM
NUMBER PRESSURES NUMBER PRESSURES
(psi) (psi)
109 1182.91 98 7.12
108 653.54 87 7.13
133 163.72 92 8.62
134 163.72 33 10.15
135 163.72 34 10. 15
120 120.38 97 10.15
121 120.38 32 20.98
119 120.38 86 22.31
131 120.38 107 28.91
132 120.38 122 31.08
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---------------------------------------------------------------------------
PRV-1 108 117 570.00 THROTTLED 1818.18 570.00 6.34
PRV-1 109 118 570.00 THROTTLED 3039.79 570.00 6.38
PRV-1 120 135 368.00 CLOSED 577.81 371.71 .00
PRV-1 121 137 370.00 CLOSED 577.81 371.71 .00
PRV-1 134 151 368.00 CLOSED 577.81 378.10 .00
PRV-1 135 153 370.00 CLOSED 577.81 378.10 .00
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
90 -89.07
96 142.71
104 .70
121 -1.07
122 -1.64
131 6.36
NET SYSTEM INFLOW = 149.77
NET SYSTEM OUTFLOW = -91.78
NET SYSTEM DEMAND = 57.98
2026-3A Analysis Output Page 142 of 143
BELFAIR WATER DISTRICT NO. 1
20-YEAR PLANNING
COMPUTER ANALYSIS
T A N K S T A T U S R E P O R T (time = 24.0000 hours)
TANK PIPE NET WATER TANK TANK TANK TANK PROJECTED
NUMBER NUMBER FLOW ELEVATION DEPTH VOLUME VOLUME STATUS DEPTH
(*) (gPm) (ft) (ft) (gal) ($) (ft)
-------------------------------------------------------------------------
1-1 35 .00 372.00 16.00 127311. 100.0 FULL 16.00
2-1 90 89.07 371.43 15.43 122797. 96.5 FILLING 16.00
3-1 104 -.70 465.33 109.33 2570. 91.1 DRAINING 107.82
4-1 131 -6.36 577.81 119.31 1121606. 99. 8 DRAINING 119.27
* TANK TYPE: 1 - CONSTANT DIAMETER 2 - VARIABLE AREA
F L O W M E T E R R E P O R T (time = 24.0000 hours)
PIPE NODE METERED
NUMBER NUMBERS FLOW
#1 #2 (gal)
----------------------------------------
99 93 94 147672.
106 100 96 205425.
95 0 1 0.
130 0 117 186593.
**** KYPIPE SIMULATION COMPLETED ****
DATE: 6/ 8/2007
TIME: 11:18:54
2026-3A Analysis Output Page 143 of 143
10.5 Sampling Waivers and Analyses
wallinglon"I""'�'e►0 WAIVER STATUS SUMMARY & INVOICE
Monitoring Period 2002-2004 os3soo
J� Health
WVR-02330
Division of Drinking Water -- -- — "—'—
System Information �
PWSID: 053500 Invoice Date:i
System: 13ELFAIR WATER DISTRICT 1 oioi o02
Contact: JERRY HUKILL SR Group: A- COMM County:MASON Region: SW
Waiver Fee Calculation
Summarized by waiver type below are the waiver options you have selected. An invoice for these waivers
has been provided at the bottom of the page. The summary on this page is provided for your records and
detailed information Is on the reverse side.
Waiver Type Unit Price Qty Cost
Invoice No. Invoice Date YP
WVR-02330 10/24/2000 Inorganic Waiver $113.00 2 $22ti.00
Or Organic Waiver Renewal $123.00 3 $369.00 '
WVR-02330 10/24/2000 g — S$ 9S 00
Total Waiver Co.,t
Invoice: Below is a bill. (Detach)
PwsID: 053500
Make check/money order payable to Department of Health and mail in enclosed envelope. If envelope is
missing, mail to address below:
Department of Health
PO Box 1099
Olympia WA 98507-1099
Invoice Number: WVR-02330 Please pay this amount: $595.00
6WVA10520240300 DW00053500010010200059500
Wa1i01"'te Department�f R STATUS SUMMARY & INVOICE
Ar,m WAIVER
Monitoring Period 2002-2004 053500
WVR-02330
Division of Drinking Water —•,—•-.- 4-- —..~._"""""""_"
Waiver Status Summary
Listed below are the waiver options your system has selected and been granted by DOH for the 2002-2004
monitoring period. Please review this information carefully and if you believe any errors have been made
please contact the Regional Office staff listed on the bottom of the page.
DOH Waiver? Waiver?
Source# Organic Waiver Fee Yes No Inorganic Waiver Fee Yes No
Sol Organic Waiver Renewal $123.00 X Inorganic Waiver $113.00 X
S02 Organic Waiver Renewal $123.00 X Inorganic Waiver IS113.00 X
S03 Organic Waiver Renewal $123.00 X No Waiver Requested $0.00 X
Please keep this information for your records.
Date paid: Check number:
/ Page 4
f j W&*Wsyu��r Complete and return to:
' l th Dept.Of Health
W Hea Attn: Trace Warner
+ Water stem
. . of . . W,r„ Public Wat Sy
orv+� ��"k�"s PO Box 47822
Monitoring Waiver Response Form Olympia,WA 98504-7822
NOTE: You must complete the shaded areas on the form and provide the information requested
at the bottom of the page. Return this form to DOH by June 22, 2001 to the address in the upper
right corner. DO NOT SEND MONEY! If you request a waiver,you.will receive an updated
Water Quality Montoring Report and an invoice for the waiver in a separate mailing. _
SYSTEM INFORMATION
System: BELFAIR WATER DISTRICT 1 PWSID: 05350 Packet Date: 7/2002
Contact: JERRY HUKILL SR Group: A- COMM County:MASON Region: SW
Has your source susceptibility changed?
Have there been any If"yes",please describe below. Examples
changes to this source would include:a new VOC detection or other
which may affect the contaminant presence,nitrate levels have increased
Susceptibility rating? to over s ppm,or changes in well construction or in
DOH (Please Check One) adjacent land use. Provide comments at the bottom
Source# Source Name Susceptibility Yes No of the page,if needed.
Sol WELL# 1 Moderate ✓ _ _ _ ___
S02 WELL#2 Low
S03 ELL#3 HUMMINGBIRE Moderate
-------- -- ----—
Waiver Eligibility Summary For Monitoring Period 1999-2001
Request Request
DOH Waiver? Waiver?
Source# Organic Waiver Fee . Yes No Inorganic Waiver T Fee Yes No
Sol Organic Waiver Renewal $123.00 _ Inorganic Waiver $113.00
S 02 Organic Waiver Renewal $1 33.00 Inorganic Waiver $113.00 ✓
S 03 Organic Waiver Renewal $123.00 _ No Waiver Option $0.00 X
Signature of person completing form: Date: ) ;
Name of person completing form (prin .
Title•• Phone Number: �j c� i 2-7S
(water system owner,ma�a er,etc.)
Comments:
Page I
N'�anStan itatrU�utmN?� 05350
WjHealthWater Quality Monitoring Report for the Year 2002
Division o/Drinking Wafer
System: BELFAIR WATER DISTRICT 1 PWSID: 053500 Report Date: 1/31/2002
Contact: JERKY HUKILL SR Group: A- COMM County:MASON Region: SW
Part 1• List of Active Sources with Water Quality Monitoring Requirements
DOH Name Type Use ISusceptibifity Treated? !
Source# —_ ; Rating-
. ---- ---
is 01 _ _ WELL# 1 Well i Permanent 1 Moderate I No
i S 02 1 WELL.#2 Well Permanent Low No
----- -- ------------- — -- ---- —-
S 03 - WELL#3 HUMMINGBIRD Well Permanent Moderate No
Part 2: Sampling Schedule for the Year 2002
Coliform Sampling(routine)
# of Routine Jan Feb Mar Apr May Jun July Aug Sept Oct Nov Dec
Samples Per e
!Month- 2 2 2 y 2 ?__ 2 1---2 2- --2--- 2 _2 2
-Samples must be collected from representative points within the distribution system.
-Repeat samples are required following an unsatisfactory sample.
-A minimum of 5 routine samples are required the month following one or more unsatisfactory samples i
accordance with your system's Coliform Monitoring Plan.
Lead/Copper Sampling
-We will notify you in 2002 only if your system has lead/copper sampling requirements during 2002.
Source Water Chemical Sampling
Month Source Monitoring Group Test Method
I _
January iNo source water chemical sampling required this month. �
!February i No source water chemical sampling required this month.
^March + _ _ No source water chemical sampling required this month.
April is 01 Nitrates Le- eok&d_ ,— NIT
--f---- -
S 02 Nitrates _ — _200 z. T___
S 03 — - :Nitrates- -- ai t� 'NIT
May 'No source water chemical sampling required this month. _
;June _— _ — — No source water chemical sampling required this month_—
July _ !No source water chemical sampling required this month._
August _ No source water chemical sampling required this month. —
September No source water chemical sampling required this month.
p — �— --------------- ---- - i----- 1
bctober —_No source water chemical sampling required this month.
November _ No source water chemical sampling required this month.
December �No source water chemical sailing required this monEh.� , r
-Source water chemical samples must be taken from a location as near to the source as possible, after any treatment.
-Nitrate and nitrite are included as part of a complete IOC.
Page 2
/', N'sengtoaSuftDrpvtnrmti 05350
Heo I th Water Quality Monitoring Report for the Year 2002
Division of Drinking Water
Part 3: Water Quality Monitoring Waivers:
Organic And Inorganic Chemical Monitoring Waiver
- DOH will inform you of your waiver options for the 2002-2004 compliance period, during the spring of 2002.
State Waivers
-Automatically granted to all sources based on DOH assessment of conditions within the state.
-No source-specific assessment,waiver application,or fee required.
-State waivers granted for the 2002-2004 compliance period are listed in Part 4.
Part 4: Water Quality Monitoring Frequency
Monitoring Group (Test Method) Sample Location Schedule/Status
- -
'Bacteriological Coli Distribution See routine sample schedule in part 2
Lead/Copper LCR Distribution Sample as directed by DOH.
Asbestos ASB Distribution 1 distribution sample every 9 years
Volatile Organic Contaminants VOC-524.2 Sol 1 sample every 3 years
S 02 -- No sample required until 2005
S 03 1 sample every 3 years
(Herbicides SOC-515.1 . S O1 t 1 sample every 3 years
i
- - S 02 'ar-- 1 sample every 3 years
S 03 1 sample every 3 years
:General Pesticides SOC- 525.1 Sol 1 sample every 3 years
----._--_-- _ __ -----_--�- _ - S 02 - 1 sample every 3 years
S 03 T 1 sample every 3 years
In�secticides SOC-531.1 Sol 1 sample every 3 years
S 02 1 sample every 3 years
S 03 1 sample every 3 years
EDB and other soil fumigants SOC-504 Sol State Waiver through 12/2004
S 02 State Waiver through 12/2004
S 03 State Waiver through 12/2004
Dioxin,Endothall,Diquat, I SOCs- 1613, 547.1, 1 All sources State Waiver through 12/2004
!Glyphosphate 548.1, and 549.1
Inorganic Contaminants - IOC Sol 1 sample every 3 years
S 02 1 sample every 3 years
— S 03 1 sample every 3 years
!Nitrate* NIT Sol 1 sample collected annually i
S 02 1 sample collected annually -
~ - S 03 1 sample collected annually
!Radionuclides* RAD Sol 1 sample every 3 years
S 02 1 sample every 3 years y
S 03 1 sample every 3 years
* These contaminant monitoring groups do not have waiver options under the SDWA.
/ Page 3
/41
W-inpSL*a?atr�rnl?f 05350
� Water Quality Monitoring Report for the Year 2002
Division o/Drinking Water
Part 5: Regional Water Quality Monitoring Contact- Southwest Regional Office
For further information call the Southwest Regional Office Phone: 360-586-5179
Special Note
For Group A Community Systems Only: Your Consumer Confidence Report,summarizing the results of your 2001
water quality monitoring requirements is due before July 1, 2002. For further information visit
www.doh.wa.gov/ehp/dw/Our Main Pages/consumer.htm or contact the CCR Coordinator at yuur Regional Of ice.
J
WATER
MANAGEMENT Taco a St. E.
� Tacoma,WA 984(
LABORATORIES INC. (253)531-3121
��* 2 � I
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: System Name: ,r
Lab/Sample No: Date Collected: '? DOIA Source No:
Multiple Source Nos: - Sample Type: Sample Purpose:
Date Received: ,- _ Date Reported: Supervisor:
Date Analyzed: _�p Qr,�� Analyst: LPL.
County: Group: A B Other
Sample Location: Vj LA
Send Report To:'� `r � �� J �1 Bill To:
��a f ox 5 -3
DOH# ANALYTES RESULTS I UNITS SRL TRIGGER MCL EXCEEDS Method/Anal,
EPA REGULATED Trigger? MCL?
114 Nitrite-N mg/I 0.5 0.5 1 4110B
20 Nitrate-N \0 2J mg/1 0.5 5.0 10 Q 4110B Lh 1
161 Total Nitrate/Nitrite N� mg/1 0.5 5.0 10 4110B
NOTES:
SRL(State Reporting Level):indicates the minimum reporting level required by the Washington Department of Health(DOH).
Trigger Level:DOH Drinking Water response level.Systems with compounds detected at concentrations in excess of this level are required to
take additional samples.Contact your regional DOH office for further information.
MCL(maximum contaminent level):If the contaminent amount exceeds the MCL,immediately contact your regional DOH office.
NA(Not Analyzed):in the results column indicates this compound was not included in the current analysis.
ND(Not Detected):in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL.
<(0.001):indicates the compound was not detected in the sample at or above the concentration indicated.
COMMENTS:
W U � 1
;V TER 1515"�' Tacoma,
,MANAGEMENT T , St. E.
� Tacomaa,WA 98404
� LABORATORIES iNc. (253)531-3121
lo ' 2
2
2� INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
iystem ID No: System Name: � }�f
Lab/Sample No: Date Collected: 7 - 1 2 DOH Source No: SU Z
Multiple Source Nos: (V(r"- Sample Type: Sample Purpose: C
Date Received: Date Reported: — I — Supervisor:
Date Analyzed: - / D —UZ Analyst: L
County: I Group: A B Other
Sample Location:
Send Report To: �\r �� Bill To:DOH# ANALYTES RESULTS I UNITS SRL TRIGGER MCL EXCEEDS Method/Analyst
EPA REGULATED Trigger? MCL?
114 Nitrite-N mg/1 0.5 0.5 1 4110B
20 Nitrate-N Q mg/1 0.5 5.0 10 4110B
161 Total Nitrate/Nitrite mg/1 0.5 5.0 10 4110B
NOTES:
ZL(State Reporting Level):indicates the minimum reporting level required by the Washington Department of Health(DOH).
igger Level:DOH Drinking Water response level.Systems with compounds detected at concentrations in excess of this level are required to
take additional samples.Contact your regional DOH office for further information.
1CL(maximum contaminent level):If the contaminent amount exceeds the MCL,immediately contact your regional DOH office.
1A(Not Analyzed):in the results column indicates this compound was not included in the current analysis.
ND(Not Detected):in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL.
(0.001):indicates the compound was not detected in the sample at or above the concentration indicated.
f'OMMENTS: -
1\l
Please Print Plainly -WATER 1515 80th St.E. SEE BACK
USE HEAVY PEN MANAGEMENT Tacoma, WA 98404 FOR INSTRUCTIO
DO NQ ATE IN SHADED AREAS LABOR'ATOR1Es INC. (;53)531-3121
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: System Name: -
Lab/Sample No: nff�12 7 Date Collected: _ _ DOH Source No:
Multiple Source Nos: NIA Sample Type: Sample Purpose:
Date Received: q. _ Date Reported: 'Q? Supervisor:
County: (�(�A Date Digested: N/T Group: B Other
Sample Location:
Send Results & Bill To: Remarks:
fl)e-0g'o5a
DOH# ANALYTES RESULTS I UNITS SRL TRIGGER MCL EXCEEDS Method/Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic p mg/1 04PP L 0.05 0.05 3113B
5 Barium m 1 0.1 2 2 3113B
6 Cadmium Mg/1 0.002 0.005 0.005 3113B
7 Chromium Mg/1 0.01 0.1 0.1 3113B
11 Mergyj 0.0005 0.002 0.002 3112B
12 Selenium mg/1 0.005 0.05 0.05 3113B
110 Beryllium me/1 0.003 0.004 0.004 3113B
111 Nickel mg/1 0.04 0.1 0.1 3111B
112 Antimony Mg/1 0.005 0.006 0.006 3113B
113 Thallium mg/1 0.002 0.002 0.002 3113B
116 Cyanide m /1 0.05 0.2 0.2 4500-CNF
19 Fluoride m /1 0.2 2 4 4110B _
114 Nitrite-N Mg/1 0.5 0.5 1 4110B _
20 Nitrate-N m /1 0.5 5 10 4110B
161 Total Nitrate/Nitrite m /1 0.5 5 10 4110B _
EPA REGULATED(Secondary)
8 Iron m l 0.1 0.3 0.3 3111B
10 Manganese mg/1 0.01 0.05 0.05 3111B _
13 Silver m l 0.01 0.1 0.1 3111B
21 Chloride Mg/1 20 250 250 4110B
22 Sulfate mg/1 10 250 250 4110B _
24 Zinc Mg/1 0.2 5 5 3111B
STATE REGULATED _
14 Sodium 1,14 m /I 5 3111B
15 Hardness m /I 10 2340C
16 Conductivity umhos/cm 10 700 700 2510B
17 Turbidity NTU 0.1 1 2130B _
18 Color color unitsi 5 15 15 2120B
26 Total Dissolved Solids m /1 1 150 500 500 2540C
STATE UNREGULATED _
9 ILead mg/1 1 0.002 3113B
23 Copper mg/1 0.2 3111B
COMMENTS: an I e \
1986'PROPERTY OF WATER MANAGEMENT LABORATORIES,INC.
7
�,� 1515 80th St.E. SEE BACK
ase Print Plainly :WATER FOR INSTRUCTIONS
-E HEA . Z. MANAGEMENT Tacoma,WA 98404
DO NOT WRITE IN SHADED AREAS LABORATORIES (253)531-3121
INORGANIC CHEMICALS (IOCS) REPORT
system ID No: System Name: e ><
.ab/Sample No: 9 Date Collected: g _ 1_Q,� DOH Source No: S
Multiple Source Nos: Sample Type: Sample Purpose:
)ate Received: <6 _ _ OQ Date Reported: 9 - 1 Supervisor:
County: 4 M Date Digested: Group: B Other
;ample Location: W 1
.lend Results& Bill To: }! Remarks:
0 (box
'DOH# ANALYTES RESULTS I UNITS SRL TRIGGER MCL EXCEEDS Method Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic m /1 0009L 0.05 0.05 3113B
5 Barium AIA m 1 0.1 2 2 1 3113B
6 Cadmium m 1 0.002 0.005 0.005 3113B
7 Chromium m 1 0.01 0.1 0.1 3113B
11 Mercu mg/1 0.0005 0.002 0.002 3112B
12 Selenium mg/1 0.005 0.05 0.05 3113B
110 Bervllium mg/1 0.003 0.004 0.004 3113B
111 Nickel m 1 .0.04 0.1 0.1 3111B
112 Antimony m /1 0.005 0.006 0.006 3113B
113 Thallium mg/1 0.002 0.002 0.002 3113B
0.05 0.2 0.2 4500-CNF
116 Cyanide m /1
19 Fluoride m /1 0.2 2 4 4110B
114 Nitrite-N m /1 0.5 0.5 1 4110B
20 Nitrate-N m /1 0.5 5 10 4110B
161 Total Nitrate/Nitrite m %1 0.5 5 10 4110B
EPA REGULATED(Secondary)
8 Iron m 1 0.1 0.3 0.3 3111B
10 Man anese m 1 0.01 0.05 0.05 3111B
13 Silver m 1 0.01 0.1 0.1 3111B
21 Chloride m 1 20 250 250 4110B
Sulfate m /1 10 250 250 4110B
22
24 Zinc m /1 0.2 5 5' 3111B
STATE REGULATED
14 Sodium mg/1 5 3111B
15 Hardness m /1 10 2340C
16 Conductivi umhos/c 10 700 700 2510B
17 Turbid; NTU 0.1 1 2130B
18 Color color units 5 15 15 2120B
26 Total Dissolved Solids m /1 1 150 500 500 2540C
STATE UNREGULATED
9 ILead N m /1 0.002 3113B
23 Copper N mg/1 1 0.2 3111B
COMMENTS:
1986'PROPERTY OF WATER MANAGEMENT LABORATORIES.INC.
.`WATER
A., MANAGEMENT 1515 80th S). E.
Tacoma, WA
A' LABORATORIES INC. (253) 531 312i8404
NOW INORGANIC CHEMICALS (IOC's) REPORT For LEAD & COPPER
System ID No. : 3 5 OO System Name ELF vv T'�-A \S"Tf,1 #
DOH Source No: S93 (LCR) Sample Type: A Sample Purpose: C.
Date Received: —Q Date Reported: Supervisor: '
Date Analyzed: -Q Z Analyst: Group: B Other
County M A 'S r'j Sample Location: (see table below)
Send To: 3'F-LFA ilf� vN AT E rZ 171 ST(ON t Cr I Bill To
P 0 Box E�3
acL-FA IP) w ft C�g Ste$
DOH # 23 (Copper) 9 (Lead)
State Reporting Level (SRL) 0.02 mg/L 0.002 mg/L
Action Level (AL) 1.3 mg/L 0.015 mg/I_
Test Method 3111 B 31 13B
_ Lab Sample Date Collected Site/Location Copper (mg/L) Lead (mg/L)
089 � _ -o D. N E '4 31 w`f 3C)0 Off_ 'D ooP
089 ► E Mc KIn1 [- alZ r _��-yP7 _
089_J7 6 $ �� 'o _ s 1 14 w� moo_az Via-L2
08�-_�Zw 3�� - -o - MbA 14WY 330 ,P2 __
0891711 y - - a 0!E 21 �4 300 �G eZ 10. Ova_
089 6 0 - S -oa- E 1-I �iw )0 t, _D-A? _Co-Dv2
089 (a= 5 -o�- n1 - I B FzLF/� 16 S7-
08 L 7 6 92 N 53I o�-D 8 LF -D �`D-�oz
089 — ` I H W Y L`G -C!> DO
089 Z 7 6 5-ba N E a5 1 % l �2V
089
089
089
089
089
NOTES:
1 mg!L is equivalent to 1 ppM
AL (Federal Action Levels): are 0.015 mg/L for Lead and 1.3 mg/L for Copper. If the conceritrations exceed these levels, contact your regional
DOH office for further information.
SRL (State Reporting Level): Indicates the minimum reporting level required by the Washington Department of Health (DOH).
NA (Not Analyzed): In the RESULTS column indicates this cumpound was not included in the current analysis.
ND (Not Detected): In the RESULTS column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL.
< : Indicates less than.
Comments
.WiATER
AL MANAGEMENT Taco1515 St. E.
� Tacoma,
WA 98404
LABORATORIES INC. (253)531-3121
Raw
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: System Name:
Lab/Sajnple No: Ob'75G�3 I Date Collected: - 2_ DOI1 Source No:
Multiple Source Nos: N Sample Type: Sample Purpose:
Date Received: Date Reported: 7— f 9—02---- Supervisor: Lj 4V4-�-
Date Analyzed: — /g-02— Analyst: 0-1' —
County: Group: A B Other
Sample Location:
Send Report To. moo, �p p� # Bill To:
�852�
DOH# ANALYTES RESULTS UNITS SRL TRIGGER MCL EXCEEDS Method/Analyst
EPA REGULATED Trigger? MCL?
114 Nitrite-N mg/1 0.5 0.5 1 4110B
20 Nitrate-N 0,2./ mg/1 0.5 5.0 10 4110B P
161 Total Nitrate/Nitrite mg/1 0.5 5.0 10 4110B
NOTES:
RL(State Reporting Level):indicates the minimum reporting level required by the Washington Department of Health(DOH).
-rigger Level:DOH Drinking Water response level.Systems with compounds detected at concentrations in excess of this level are required to
take additional samples.Contact your regional DOH office for further information.
dCL(maximum contaminent level):If the contaminent amount exceeds the MCL,immediately contact your regional DOH office.
NA(Not Analyzed):in the results column indicates this compound was not included in the current analysis.
ND(Not Detected):in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL.
(0.001):indicates the compound was not detected in the sample at or above the concentration indicated.
COMMENTS: 1
Please Print Plainly WATER 1515 80th St. E. SEE BACK
USE fMry Y P N � MANAGEMENT Tacoma, WA 98404 FOR INSTRUCTIO
DO NOT WRITE IN SHADED AREAS LABORATORIES mc. (253)531-3121
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: System Name: Z
Lab/Sample No: Q B���p 9 z(p Date Collected: 2 DOH Source No:
t
Multiple Source Nos: N Sample Type: Sample Purpose:
Date Received: �- 2 Date Reported: �Q� Supervisor:
ZfE
County: Date Digested: Group: A B Other
Sample Location:
Send Results& Bill To: ` ,1L� Remarks:
\-L3N-
DOH# ANALYTES RESULTS I UNITS SRL TRIGGER MCL EXCEEDS Method/Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic m /1 0 W2 0.05 0.05 V 3113B
5 Barium m l 0.1 2 2 3113B
6 Cadmium Mg/1 0.002 0.005 0.005 3113B
7 Chromium Mg/1 0.01 0.1 0.1 3113B I
11 Mercury m 1 0.0005 0.002 0.002 3112B
12 Selenium Mg/1 0.005 0.05 0.05 3113B
110 Beryllium mg/1 0.003 0.004 0.004 3113B
111 Nickel Mg/1 0.04 0.1 0.1 3111B
112 Antimon m /1 0.005 0.006 0.006 3113B _
113 Thallium m /1 0.002 0.002 0.002 3113B
116 Cyanide m /1 0.05 0.2 0.2 4500-CNF
19 Fluoride m /I 0.2 2 4 4110B _
114 Nitrite-N m /1 0.5 0.5 1 4110B _
20 Nitrate-N m /1 0.5 5 10 4110B
161 Total Nitrate/Nitrite Mg/1 0.5 5 10 4110B _
EPA REGULATED(Secondary)
8 Iron Mg/1 0.1 0.3 0.3 3111B
10 Manganese mg/1 0.01 0.05 0.05 3111B
13 Silver m l 0.01 0.1 0.1 3111B
21 Chloride Mg/1 20 250 250 4110B
22 Sulfate m /1 10 250 250 4110B _
24 Zinc Mg/1 0.2 5 5 3111B
STATE REGULATED
14 Sodium /V m /1 5 3111B
15 Hardness m /1 10 2340C
16 Conductivity urnhos/cm 10 700 700 2510B
17 Turbidity NTU 0.1 1 2130B
18 1 Color color unitsi 5 15 15 2120B
26 Total Dissolved Solids m /1 1 150 500 500 2540C
STATE UNREGULATED _
9 ILead I /✓ Mg/1 0.002 3113B
23 Copper ,(/ mg/1 0.2 3111B
COMMENTS: Q"t( C'
Vv
NuRr
1986'PROPERTY OF WATER MANAGEMENT LABORATORIES,INC.
/ Page I
05350
ynw�
�ra water Quality Monitoring Report for the Year 2003
Division of Drinking Water
System: BELFAIR WATER DISTRICT 1 PWSID: 053500 Report Date: 1/14/2003
Contact: JERRY HUKILL SR Group: A- COMM County:MASON Region: SW
Part 1• List of Active Sources with Water Quality Monitoring Requirements
DOH Source Name So cure Type Source Use Susceptibility Treated?
'Source# Rating
IS 01 WELL.# 1 Well Permanent Moderate No
�SO 2 WELL#2 Well 1 Permanent Low No
3 WELL#3 HUMMINGBIRD Well _L Permanent Moderate No
Part 2• Sampling Schedule for the Year 2003
Coliform Sampling(routine)
# of Routine Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec
Samples Per
Month 2 2 2 2 2 2 1 2 2 ' 2 1 2 2 2
-If the coliform(bacteriological)sampling schedule listed at the bottom of the current Water Facilities Inventory
(WFI)form for your system is different from the schedule listed above,follow the schedule on the current WFI.
-Samples should be collected from representative points within the distribution system
-Repeat samples are required following a positive routine sample
-A minimum of 5 routine samples are required the month following one or more positive samples in
accordance with your system's Coliform Monitoring Plan
Lead/Copper Sampling
-We will notify you in 2003 only if your system has lead/copper sampling requirements during 2003.
Source Water Chemical Sampling
Month Sample Monitoring Group Test Method
Location
January NO source water chemical sampling required this month.
,February S 01 Radionuclides 'GROSS ALPHA
S 02 Radionuclides 'GROSS ALPHA
(March o source water chemical sampling required this month. _
,I
.April No source water chemical sampling required this month.
May No source water chemical sampling required this month.
June S O1 Inorganic Contaminants _ ARSENIC_
I S 02 Inorganic Contaminants _ ARSENIC
July S 01 �,N�itrates — T
S 02 ates ;NIT
S 03 Inorganic Contaminants IOC
No source water chemical sampling required this month.
August P g r
_9
September S 01 ;Volatile Organic Contaminants _ IVOC-524.2
S 03 Volatile Organic Contaminants 'VOC -524.2
October o source water chemical sampling required this month.
jNovember , 0 source water chemical sampling required this month.
TWISS ANALYTIC
AL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 01092164 Date Collected: 7/16/03 DOH Source No: S01
Multiple Sources: Sample Type: B Sample Purpose: C
Date _Received: 7/17/03_ Date Reported: 7/22/03 Supervisor: STD
_ Date Analyzed: 7/18/03 Analyst: NP
County: Mason Group: A
Sample Location: Well
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH#' AnalY tes Results Units SRL Trigger MCL Exceeds Method/Analyst
_ ---
EPA REGULATED � Trigger? MCL' --_ _
20 Nitrate <(0.1) mg/L 0.5 5 10 SM4500-NO3 F NP
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 43147 Page 1
1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No. 053500 System Name: Belfair Water District#1 J 5
Lab/Sample No: 01092165 Date Collected: 7/16/03 DOH Source No: S02_
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 7/17/03 Date Reported: 7/22/03 Supervisor: ST
_ _ 1 Date Analyzed: 7/18/03 Analyst: NP
County: Mason Group: A
Sample Location: Well
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair,WA 98528
DOH# Analytes - Results _Units SRL Trigger MCL Exceeds Method/Analyst
----- ------
EPA REGULATED - Trigger? ' MCL?
20 Nitrate <(0.1) mg/L 0.5 5 10 SM4500-NO3 F NP
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
I'wiss Laboratory Number: 43147 Page 1
Please Print Plainly `,WATER 1515 80th St. E. SEE BACK
USE HEAVY PEN MANAGEMENT Tacoma,WA 98404 FOR INSTRUCT. J:
DO NO >7IN SHADED AREAS -MEW LABORATORIES,vc. (253)531-3121
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: System Name: k '
Lab/Sample No: 8962 Date Collected: (,D. I U DOH Source No: So I
Multiple Source Nos: N N Sample Type: Sample Purpose:
Date Received: Date Reported: _/ 9_D Supervisor:
County: McnionDate Digested: A,11,4 Group: ® B Other
Sample Location: JWW :"
Send Results & Bill To: yr } ld 1 Remarks:
SOX 5u 3
DOH# ANALYTES RESULTS UNITS I SRL TRIGGER MCL EXCEEDS Method/Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic p o o m /I 0ARL, 0.05 0.05 AJ 0 3113B
5 Barium A44 m l 0.1 2 2 3113B _
6 Cadmium mg/1 0.002 0.005 0.005 3113B _
7 Chromium mg/1 0.01 0.1 0.1 3113B
11 Mercu mg/1 0.0005 0.002 0.002 3112B _
12 1 Selenium mg/1 0.005 0.05 0.05 3113B
110 Be Ilium mg/1 0.003 0.004 0.004 3113B
111 Nickel MR/1 0.04 0.1 0.1 3111B _
112 Antimony mg/1 0.005 0.006 0.006 3113B
113 Thallium m /1 0.002 0.002 0.002 3113B
116 Cyanide m /1 0.05 0.2 0.2 4500-CNF
19 Fluoride mg/1 0.2 2 4 4110B
114 Nitrite-N m /1 0.5 0.5 1 4110B
20 Nitrate-N m /1 0.5 5 10 4110B _
161 Total Nitrate/Nitrite mg/1 0.5 5 10 4110B _
EPA REGULATED(Secondary)
8 Iron /✓ .A' m l 0.1 0.3 0.3 3111B _
10 Manganese mg/1 0.01 0.05 0.05 3111B _
13 Silver mg/1 0.01 0.1 0.1 3111B
21 Chloride mg/1 20 250 250 4110B _
22 Sulfate Mg/1 10 250 250 4110B _
24 1 Zinc mg/1 0.2 5 5 3111B
STATE REGULATED
14 Sodium ,v A- m /l 5 3111B
15 Hardness m /1 10 2340C
16 Conductivity umhos/cm 10 700 700 1 2510B _
17 Turbidity NTU 0.1 1 2130B _
18 Color color units 5 1 15 1 15 2120B
26 Total Dissolved Solids m /I 1 150 1 500 500 2540C
STATE UNREGULATED
9 ILead I Al h} I m /1 1 0.002 1 3113B
23 Copper J, mg/1 0.2 31111
COMMENTS: QY. nl
1986'PROPERTY OF WATER MANAGEMENT LABORATORIES,INC.
1
ase Print Plainly ATER 1515 80th St. E. SEE BACK
;W
.,..E HEAVY PEN
MANAGEMENT Tacoma,WA 98404 FOR INSTRUCTIONS
DO NOT W IN SHADED AREAS LABORATORIES fNc. (253)531-3121
INORGANIC CHEMICALS (IOCS) REPORT
system ID No: System Name: A
.ab/Sample No: Date Collected: _ _0 DOH Source No:
Multiple Source Nos: I Sample Type: Sample Purpose: C
)ate Received: _ Date Reported: 6_ / 9_Q Supervisor:
County: Date Digested: IV IA Group: B Other
'ample Location: k d
1 amend Results & Bill To: Q.n1�Q�r �e( Ol �l e� I Remarks:
pp fto ( 5LDb
Wal LON Q%5 lllal
DOH# ANALYTES RESULTS I UNITS I SRL TRIGGER MCL EXCEEDS Method/Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic 0-4- Mg/1 0.f2 0.05 0.05 AZO g() 3113B
5 Barium A Mg/1 0.1 2 2 3113B
6 Cadmium Mg/1 0.002 0.005 0.005 3113B
7 Chromium Mg/1 0.01 0.1 0.1 3113B
11 Mercu Mg/1 0.0005 0.002 0.002 3112B
12 Selenium mg/1 0.005 0.05 0.05 3113B
110 Bejylliurn Mg/1 0.003 0.004 0.004 3113B
111 Nickel Mg/1 0.04 0.1 0.1 3111B
112 Antimony Mg/1 0.005 0.006 0.006 3113B
113 Thallium Mg/1 0.002 0.002 0.002 3113B
116 Cyanide mg/1 0.05 0.2 0.2 4500-CNF
19 Fluoride Mg/1 0.2 2 4 4110B
114 Nitrite-N Mg/1 0.5 0.5 1 4110B
20 Nitrate-N mg/1 0.5 5 10 4110B
161 Total Nitrate/Nitrite Mg/1 0.5 5 10 4110B
EPA REGULATED(Secondary)
8 Iron N mg/1 0.1 0.3 0.3 3111B
10 Manganese mg/1 0.01 0.05 0.05 3111B
13 Silver mg/1 0.01 0.1 0.1 3111B
21 Chloride Mg/1 20 250 250 4110B
22 Sulfate Mg/1 10 250 250 4110B
24 1 Zinc mg/1 0.2 5 5 3111B
STATE REGULATED
14 Sodium mg/1 5 3111B
15 Hardness mg/1 10 2340C
16 Conductivity umhos/cm 10 700 700 2510B
17 Turbidity NTU 0.1 1 2130B
18 Color color units 5 15 15 2120B
26 Total Dissolved Solids mg/1 150 1 500 500 2540C
STATE UNREGULATED
9 Lead mg/1 0.002 3113B
23 Copper mg/1 0.2 3111B
OMMENTS: Y"�ao1�
a Z.kZ
1986'PROPERTY OF WATER MANAGEMENT LABORATORIES,INC.
Washington State Public Health Laboratory
161ONE 150th Street, Shoreline WA. 98155-9701
Phone(206)361-2896 FAX(206)361-2899
RADIONUCLIDE ANALYSES REPORT
System ID No.: 053500 System Name: Belfair Water District#1
Lab/Sample No: 02369849 Date Collected: 2/25/03 10:00 DOH Source No: SO
Multiple Source Nos: Sample Type: B Sample Pyrpose: C
Date Received: 2/26/03 Date Reported: y 03 Supervisor: �l1•j
Date Analyzed: 03/18/03 Analyst: AXS
County: Mason Grou A
P�
Sample Location: Well house tap Well house#1
Send Report To: Belfair Water District#1 Bill To: Belfair Water District#1
P.O. Box 563 P.O. Box 563
Belfair, WA 98528 Belfair,WA 98528
DOH # ANALYTES LAB MDA RESULTS UNITS DATE MCL ANALYST/METHOD
ANALYZED
EPA REGULATED
39 Radium 226 pCi/I 3
40 Radium 226+228 pCi/I 5
41 Gross Alpha 1 ND pCi/I 03/18/03 15* AXS/EPA 900.0
42 Gross Beta pCi/I 50
43 Tritium pCi/I 20000
44 Strontium 90 pCi/I 8 I
107 Cesium 134 pCi/I **
108 1 Iodine 131 pCi/I **
EPA UNREGULATED I
105 Uranium pCi/I
109 Radon pCi/I
NOTES.
MCL: Maximum Contaminant Level. If the contaminant amount exceeds the MCL, immediately contact your regional DOH office.
MDA: Minimum Detectable Amount.
NA(Not Analyzed)indicates this analyte was not included in the current analysis.
ND(Not Detected) indicates this analyte was analyzed and not detected at a level greater than or equal to the MDA.
* Excluding Uranium
**The MCL for beta particle and photon radioactivity from man-made radionuclides is the average annual concentration which shall
not produce an annual dose equivalent to the total body or any internal organ greater than four milli-rem/yr.
Comments
Charge Amount: $57.00
Washington State Public Health Laboratory
1610 ONE 150th Street, Shoreline WA. 98155-9701
Phone(206)361-2896 FAX(206)361-2899
RADIONUCLIDE ANALYSES REPORT
System ID No.: 053500 System Name: Belfair Water District#I
Lab/Sample No: 02369848 Date Collected: 2/25/03 10:05 DOH Source No: S02
Multiple Source Nos: ISample Type: B Sample P ose: C
Date Received: 2/26/03 FDate
Reported: Cry / y 6'j Supervisor:
z Analyzed: 03/18/03 Analyst: AXS
County: Mason _[Group: A
Sample Location: Well house tap Well house#2
Send Report To: Belfair Water District#1 Bill To: Belfair Water District#1
P.O. Box 563 P.O. Box 563
Belfair, WA 98528 Belfair,WA 98528
DOH # ANALYTES LAB MDA—F RESULTS UNITS L DATE MCL ANALYST/METHOD
ANALYZED
EPA REGULATED
39 Radium 226 pCi/I 3
40 Radium 226+228 pCi/I 5
41 Gross Alpha 1 ND pCi/I 03/18/03 15* AXS/EPA 900.0
42 Gross Beta pCi/I 50
43 Tritium pCi/I 1 20000
44 Strontium 90 pCi/I 8
107 Cesium 134 pCi/I **
108 Iodine 131 pCi/I **
EPA UNREGULATED
105 Uranium pCi/I
109 Radon pCi/I
NOTES.
MCL: Maximum Contaminant Level. If the contaminant amount exceeds the MCL, immediately contact your regional DOH office.
MDA: Minimum Detectable Amount.
NA(Not Analyzed)indicates this analyte was not included in the current analysis.
ND (Not Detected) indicates this analyte was analyzed and not detected at a level greater than or equal to the MDA.
* Excluding Uranium
**The MCL for beta particle and photon radioactivity from man-made radionuclides is the average annual concentration which shall
not produce an annual dose equivalent to the total body or any internal organ greater than four milli-rem/yr.
Comments
Charge Amount: $57.00
an" 11525 Knudson Rd.
Burlington,WA 98233
(800)755-9295
A iV A L Y - I C A L (360)757-1400-FAX(360)757-1402 Page 1 of 2
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
Client Name: TwiSS Analytical Laboratories Reference Number: 03-5699
26280 Twelve Trees Lane Ste C
Poulsbo, WA 98370 Project: 01095185/01095186
System Name: BELFAIR WATER DISTRICT#1 Field ID: 4441901
System ID Number: 053500 Lab Number: 04610695
DOH Source Number: 01 Date Collected: 9/15/2003
Multiple Sources: Date Extracted: 524 030922
Sample Type: B Date Analyzed: 9/22/2003
Sample Purpose: C Report Date: 9/30/2003
Sample Location: water tap in wellhouse Analyst: <
County: Mason Supervisor:
EPA Method 524.2 For State Drinking Water Compliance
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
1,2-DIBROMO-3-CHLOROPROPANE ND ug/L 0.2
ETHYLENE DIBROMIDE(EDS) ND ug/L 0.05
45 VINYL CHLORIDE ND ug/L 0.5 0.5 2
46 1,1-DICHLOROETHYLENE ND ug/L 0.5 0.5 7
47 1,1,1-TRICHLOROETHANE ND ug/L 0.5 0.5 200
48 CARBON TETRACHLORIDE ND ug/L 0.5 0.5 5
49 BENZENE ND ug/L 0.5 0.5 5
50 1,2-DICHLOROETHANE ND ug/L 0.5 0.5 5
51 TRICHLOROETHYLENE ND ug/L 0.5 0.5 5
52 P-DICHLOROBENZENE ND ug/L 0.5 0.5 75
56 METHYLENE CHLORIDE ND ug/L 0.5 0.5 5
57 T-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 100
60 CIS-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 70
63 1,2-DICHLOROPROPANE ND ug/L 0.5 0.5 5
66 TOLUENE ND ug/L 0.5 0.5 1000
67 1,1,2-TRICHLOROETHANE ND ug/L 0.5 0.5 5
68 TETRACHLOROETHYLENE ND ug/L 0.5 0.5 5
71 CHLOROBENZENE ND ug/L 0.5 0.5 100
73 ETHYLBENZENE ND ug/L 0.5 0.5 700
76 STYRENE ND ug/L 0.5 0.5 100
84 O-DICHLOROBENZENE ND ug/L 0.5 0.5 600
95 1.2.4,-TRICHLOROBENZENE ND ug/L 0.5 0.5 70
158 M/P-XYLENE ND ug/L 0.5 0.5
159 O-XYLENE ND ug/L 0.5 0.5
160 TOTAL XYLENES ND ug/L 0.5 0.5 10000
EPA Unregulated Monitoring Required
53 CHLOROMETHANE ND ug/L 0.5 0.5
54 BROMOMETHANE ND ug/L 0.5 0.5
55 CHLOROETHANE ND ug/L 0.5 0.5
A Result of'NO*indicates that the compound was not detected above the Lab's Method Detection Lima-MDL.
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPOWR. State Advisory Level(SAL)for Unregulated compounds.
A blank MCL or SAL value uWicates a level is riot currenty estabkshed.
If a compound is detected>or-to the State Reporting Level.SRL,specified increased monitoring frequencies may occur per DOH.
Method Detection Lund is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentration is greater than zero.
J-Estimated value.
FORM VOC ST
Reference Number: 03-5699 Page 2 of 2
Lab Number: 04610695
..TrT LY rTc s.Z Report Date: 9/30/2003
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
58 1.1 -DICHLOROETHANE ND ug/L 0.5 0.5
59 2.2-DICHLOROPROPANE ND ug/L 0.5 0.5
62 1,1-DICHLOROPROPENE ND ug/L 0.5 0.5
64 DIBROMOMETHANE ND U91L 0.5 0.5
65 CIS-1.3-DICHLOROPROPENE ND ug/L 0.5 0.5
69 TRANS-1,3-DICHLOROPROPENE ND ug/L 0.5 0.5
70 1.3-DICHLOROPROPANE ND ug/L 0.5 0.5
72 1,1,1,2-TETRACHLOROETHANE ND ug/L 0.5 0.5
78 BROMOBENZENE ND ug/L 0.5 0.5
79 1,2,3-TRICHLOROPROPAN,_ ND ug/L 0.5 0.5
80 1,1,2,2-TETRACHLOROETHANE ND ug/L 0.5 0.5
81 O-CHLOROTOLUENE ND ug/L 0.5 0.5
82 P-CHLOROTOLUENE ND ug/L 0.5 0.5
83 M-DICHLOROBENZENE ND ug/L 0.5 0.5
85 TRICHLOROFLUOROMETHANE ND ug/L 0.5 0.5
86 BROMOCHLOROMETHANE ND ug/L 0.5 0.5
87 ISOPROPYLBENZENE ND ug/L 0.5 0.5
88 N-PROPYLBENZENE ND ug/L 0.5 0.5
89 1,3,5-TRIMETHYLBENZENE ND ug/L 0.5 0.5
90 TERT-BUTYLBENZENE ND ug/L 0.5 0.5
91 1,2,4-TRIMETHYLBENZENE ND ug/L 0.5 0.5
92 SEC-BUTYLBENZENE ND ug/L 0.5 0.5
93 P-ISOPROPYLTOLUENE ND ug/L 0.5 0.5
94 N-BUTYLBENZENE ND ug/L 0.5 0.5
96 NAPHTHALENE ND ug/L 0.5 0.5
97 HEXACHLOROBUTADIENE ND ug/L 0.5 0.5
98 1,2,3-TRICHLOROBENZENE ND ug/L 0.5 0.5
162 DICHLORODIFLUOROMETHANE ND ug/L 0.5 0.5
EPA Regulated -Under Trihalomethanes Program
27 CHLOROFORM ND ug/L
28 BROMODICHLOROMETHANE ND ug/L
29 CHLORODIBROMOMETHANE ND ug/L
30 BROMOFORM ND ug/L
31 TOTAL TRIHALOMETHANE ND ug/L 80
State Unregulated -Other
0 METHYL TERT-BUTYL ETHER ND ug/L
A Result of'ND'indicates that the Compound was not detected above the Lab's Method Detection Limit-MDL.
Ma+wrwm Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR. State Advisory Level(SAL)for Unregulated compounds.
A blank MCL or SAL value indicates a level is not currently established. _
if a compound is detected>or x to the State Reporting Level,SRL,specified.increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentration is greater than zero.
J-Estimated value.
FORM.VOC ST
FOR LAB USE ONLY TWISS ANALYTICAL LABORATORIES, INC. (360) 779-5141
A. Lab Sample Number (1) _ Rejected on_/_/_ Reason Rejected: (1) — Air Bubble
at time— _ am/pm (2) _ Too Warm
(3) _ Bottle Broken
METHOD: 502.2— (2) _ Accepted By: (4) Other
524.2
_ Required Monitoring � SAMPLE PRESERVATION
B. Sample Submitted For: _ Follow-up of Lab Sample Number _ 40C
C. Last Date to Analyze Verification or Confirmation pH 2
— — Sodium Thiosulfate
UTILITY - Complete Item 1 through 14 (Please Print) WATER SA-MYLE LNFORMATION FOR VOC ANALYSIS - THIS MUST BE COMPLETED
1.05 3-1540 2.��/> �;�i n frr !�: f�. f '`"/ 3• 2?4
System ID Number SVStem Nlme County Class A or B
4. Source Type(Circle one) SURFACE WELL WELL-FIELD PURCHASED SPRING DISTRIBUTION
5. DOH Source Number(enter the numbers exactly as 6. Utility's Name for this source
shown on WFI item 17, such as Sol. S02........Slo, etc.)
7. Specific Locadoa Where Sample Taken:
(Which (ap, address, sample site#, etc.) � er -7, ;n c 6c//���<e
8. Indicate treatment type: (a) _ Chlorination (d) _ Aeration
(check all that apply) (b) _ Filtration (e) All other
(c) _ Fluoridation (specifi')
9. Date Collected / I 10. Time Collected —3—:j0 a>�� 11 r Collected By: _
rr i "kriI
(N e) (Phone)
12. COMPOSITE INFORMATION (Optional - Applies to multiple source systems only): On1v if you want the lab to composite this sample with other samples from your
system, sign and enclose the COMPOSITE WAIVER FORM. Enter the DOH source numbers of the samples) to be composited with this sample.
1. _-- 2'—
13. Charges to be paid by: 14. Report results to:
I
1
11525 Knudson Rd.
an Burlington,WA 98233
(800)755-9295
A N A ML L (360)757-1400-FAX(360)757-1402 Page 1 of 2
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
Client Name: Twiss Analytical Laboratories Reference Number: 03-5699
26280 Twelve Trees Lane Ste C
Poulsbo, WA 98370 Project: 01095185/01095186
System Name: BELFAIR WATER DISTRICT#1 Field ID: 4441902
System ID Number: 053500 Lab Number: 04610696
DOH Source Number: 03 Date Collected: 9/15/2003
Multiple Sources: Date Extracted: 524_030922
Sample Type: B Date Analyzed: 9/22/2003
Sample Purpose: C Report Date: 9/30/2003 n
Sample Location: water tap in wellhouse Analyst:C�County: Mason Supervisor:
EPA Method 524.2 For State Drinking Water Compliance
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
1,2-DIBROMO-3-CHLOROPROPANE ND ug/L 0.2
ETHYLENE DIBROMIDE(EDB) ND ug/L 0.05
45 VINYL CHLORIDE ND ug/L 0.5 0.5 2
46 1,1-DICHLOROETHYLENE ND ug/L 0.5 0.5 7
47 1,1,1 -TRICHLOROETHANE ND ug/L 0.5 0.5 200
48 CARBON TETRACHLORIDE ND ug/L 0.5 0.5 5
49 BENZENE ND ug/L 0.5 0.5 5
50 1,2-DICHLOROETHANE ND ug/L 0.5 0.5 5
51 TRICHLOROETHYLENE ND ug/L 0.5 0.5 5
52 P-DICHLOROBENZENE ND ug/L 0.5 0.5 75
56 METHYLENE CHLORIDE ND ug/L 0.5 0.5 5
' 57 T-1.2-DICHLOROETHYLENE ND ug/L 0.5 0.5 100
60 CIS-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 70
63 1,2-DICHLOROPROPANE ND ug/L 0.5 0.5 5
66 TOLUENE ND ug/L 0.5 0.5 1000
67 1,1,2-TRICHLOROETHANE ND ug/L 0.5 0.5 5
68 TETRACHLOROETHYLENE ND ug/L 0.5 0.5 5
71 CHLOROBENZENE ND ug/L 0.5 0.5 100
73 ETHYLBENZENE ND ug/L 0.5 0.5 700
76 STYRENE ND ug/L 0.5 0.5 100
84 O-DICHLOROBENZENE ND ug/L 0.5 0.5 600
95 1,2,4,-TRICHLOROBENZENE ND ug/L 0.5 0.5 70
158 M/P-XYLENE ND ug/L 0.5 0.5
159 O-XYLENE ND ug/L 0.5 0.5
160 TOTAL XYLENES ND ug/L 0.5 0.5 10000
EPA Unregulated Monitoring Required
53 CHLOROMETHANE ND ug/L 0.5 0.5
54 BROMOMETHANE ND ug/L 0.5 0.5
55 CHLOROETHANE ND ug/L 0.5 0.5
A Result of"NO'indicates that Me compound was not detected above the Lab's Method Detection Limit-MDL. -
Maxunum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR. State Advisory Level(SAL)for unregulated compounds.
A blank MCL or SAL value insicates a level is not currently established.
If a compound is detected-or=to the State Reporting Level,SRL,specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the tab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentration is greater than zero.
J-Estimated value.
FORM VOC ST
Reference Number: 03-5699 Page 2 of 2
Lab Number: 04610696
A 14 A L Y T�I C AFL Report Date: 9/30/2003
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
58 1.1-DICHLOROETHANE ND ug/L 0.5 0.5
59 2.2-DICHLOROPROPANE ND ug/L 0.5 0.5
62 1.1-DICHLOROPROPENE ND ug/L 0.5 0.5
64 DIBROMOMETHANE ND ug/L 0.5 0.5
65 CIS-1,3-DICHLOROPROPENE ND ug/L 0.5 0.5
69 TRANS-1,3-DICHLOROPROPENE ND ug/L 0.5 0.5
70 1,3-DICHLOROPROPANE ND ug/L 0.5 0.5
72 1,1,1,2-TETRACHLOROETHANE ND ug/L 0.5 0.5
78 BROMOBENZENE ND ug/L 0.5 0.5
79 1.2.3-TRICHLOROPROPANE ND ug/L 0.5 0.5
80 1.1.2.2-TETRACHLOROETHANE ND ug/L 0.5 0.5
81 O-CHLOROTOLUENE ND ug/L 0.5 0.5
82 P-CHLOROTOLUENE ND ug/L 0.5 0.5
83 M-DICHLOROBENZENE ND ug/L 0.5 0.5
85 TRICHLOROFLUOROMETHANE ND ug/L 0.5 0.5
86 BROMOCHLOROMETHANE ND ug/L 0.5 0.5
87 ISOPROPYLBENZENE ND ug/L 0.5 0.5
88 N-PROPYLBENZENE ND ug/L 0.5 0.5
89 1,3,5-TRIMETHYLBENZENE ND ug/L 0.5 0.5
90 TERT-BUTYLBENZENE ND ug/L 0.5 0.5
91 1,2,4-TRIMETHYLBENZENE ND ug/L 0.5 0.5
92 SEC-BUTYLBENZENE ND ug/L 0.5 0.5
93 P-ISOPROPYLTOLUENE ND ug/L 0.5 0.5
94 N-BUTYLBENZENE ND ug/L 0.5 0.5
96 NAPHTHALENE ND ug/L 0.5 0.5
97 HEXACHLOROBUTADIENE ND ug/L 0.5 0.5
98 1,2,3-TRICHLOROBENZENE ND ug/L 0.5 0.5
162 DICHLORODIFLUOROMETHANE ND ug/L 0.5 0.5
EPA Regulated -Under Trihalomethanes Program
27 CHLOROFORM ND ug/L
28 BROMODICHLOROMETHANE ND ug/L
29 CHLORODIBROMOMETHANE ND ug/L
30 BROMOFORM ND ug/L
31 TOTAL TRIHALOMETHANE ND ug/L 80
State Unregulated -Other
0 METHYL TERT-BUTYL ETHER ND ug/L
A Result of'NO'indicates that the compound was not detected above the Lab's Method Detection Limit-MDL.
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR. State Advisory Level(SAL)for Unregulated compounds.
A blank MCL or SAL value indicates a level is not currently estathshed.
It a compound is detected>or-to the State Reporting Level,SRL,specified increased monnonng frequencies may occur per DOH,
Method Detection Laid Is the Lab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentration is greater than zero.
J-Estimated value.
FORM:VOC 5T
FOR LAB USE ONLY TWISS ANALYTICAL LABORATORIES, INC. (360) 779-5141
A. Lab Sample Number (1) _ Rejected on_/_/_ Reason Rejected: (1) _ Air Bubble
� i- at time _•_ am/pm (2) — Too Warm
(3) _ Bottle Broken
METHOD: 502.2— (2) _ Accepted By: (4) Other
4( 524.2 —
Required Monitoring � SAMPLE PRESERVATION
B. Sample Submitted For: _ Follow-up of Lab Sample Number _ 40C
C. Last Date to Analyze _ Verification or_ Confirmation _ pH 2
/—/— Sodium Thiosulfate
UTILITY . Complete Item 1 through 14 (Please Print) WATER SA-'KPLE INFORMATION FOR VOC AN.A.LYSIS -THIS MUST BE COMPLETED
3./MEjn,_7 s�cass A
System ID Number System tame County Class A or B
4. Source Type(Circle one) SURFACE Vl'ELL WELL-FIELD PURCHASED SPRING DISTRIBUTION
5. DOH Source Number(enter the numbers exactly as -5 6. Utility's Name for this source
shown on WFI item 17, such as SO I. S02........S10. etc.)
7. Specific Location Where Sample Taken:
(Which tap, address, sample site , etc.) r .r7, �n `ti ri�hn cc1 C..
S. Indicate treatment type: (a) _ Chlonnation (d) _ Aeration
(check all that apply) (b) _ Filtration (e) _ All other
(c) _ Fluoridation (specify)
9. Date Collected /% / 10. Time Collected 3 : Jldam/pm 11:Collected Bv�
(Name) (Phone)
12. COMPOSITE INFORMATION (Optional - Applies to multiple source systems only): Only if you want the lab to composite this sample with other samples from your
system, sign and enclose the COMPOSITE WAIVER FORM. Enter the DOH source numbers of the sample(s) to be composited with this sample.
1. 2.--- 3. 4.
13. Charges to be paid bv: 14. Report results to:
anrma11525 Knudson Rd.
Burlington,WA 98233
(,00)755-9295
A N A L Y T I C A L (360)757-1400-FAX(360)757-1402 Page 1 of 2
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
Client Name: Twiss Analytical Laboratories Reference Number: 03-7802
26280 Twelve Trees Lane Ste C
Poulsbo, WA 98370 Project: 01099926
System Name: BELFAIR WATER DISTRICT#1 Field ID: 46239
System ID Number: 053500 Lab Number: 04615217
DOH Source Number: 04 Date Collected: 12/15/2003
Multiple Sources: Date Extracted: 524 031223
Sample Type: B Date Analyzed: 12/23/2003
Sample Purpose: C Report Date: 12/31/2003 l
Sample Location: spigot in well house Analyst: T
County: Mason Supervisor:
EPA Method 524.2 For State Drinking Water Compliance_
DOH# 'COMPOUNDS I RESULTS Units SRL Trigger MCL COMMENT
1,2-DIBROMO-3-CHLOROPROPANE ND ug/L 0.2
j I ETHYLENE DIBROMIDE(EDB) i ND ug/L 0.05
45 VINYL CHLORIDE I ND ug/L 0.5 0.5 2
46 1,1 -DICHLOROETHYLENE ND ug/L 0.5 0.5 1 7
47 1,1,1-TRICHLOROETHANE ND ug/L 0.5 0.5 200
48 CARBON TETRACHLORIDE ND ug/L 0.5 0.5 5
49 BENZENE ND ug/L 0.5 0.5 5
50 1,2-DICHLOROETHANE1 ND ug/L 0.5 0.5 5
51 TRICHLOROETHYLENE ND ug/L 0.5 0.5 5
52 P-DICHLOROBENZENE ND ug/t- 0.5 0.5 75
56 METHYLENE CHLORIDE ND ug/L 0.5 0.5 5
57 T-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 100
60 CIS-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 70
63 1,2-DICHLOROPROPANE ND ug/L 0.5 0.5 5
66 TOLUENE ND ug/L 0.5 0.5 1000
67 1 1,1,2-TRICHLOROETHANE ND ug/L 0.5 0.5 5
68 ITETRACHLOROETHYLENE ND ug/L 0.5 0.5 5
71 CHLOROBENZENE ND ug/L 0.5 0.5 100
73 !ETHYLBENZENE ND ug/L 0.5 0.5 700
76 STYRENE ND ug/L 0.5 0.5 100
84 O-DICHLOROBENZENE ND ug/L 0.5 0.5 600
95 1,2,4,-TRICHLOROBENZENE ND ug/L 0.5 0.5 70
158 M/P-XYLENE ND ug/L 0.5 0.5
159 O-XYLENE ND ug/L 0.5 0.5
160 TOTAL XYLENES ND ugiL 0.5 0.5 10000
EPA Unregulated Monitoring Required
53 CHLOROMETHANE - - ND ug/L 0.5 0.5
A Resuft of TJD'indicates that the compound was not detected above the Lab's Method Detection Limit-MDL.
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPOWR. State Advisory Level(SAL)for unregulated compounds.
A blank MCL or SAL value indicates a level is not currently established.
It a compound is detected>or to the State Reporting Level.SRL,specified increased mondonng frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentration is greater than zero.
J-Estimated value.
FORM.VOC ST
ton Reference Number: 03-7802 Page 2 of 2
Lab Number: 04615217
Report Date: 12/31/2003
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
54 BROMOMETHANE NO ug/L 0.5 0.5
55 CHLOROETHANE NO ug/L 0.5 0.5
58 1,1-DICHLOROETHANE NO ug/L 0.5 0.5
59 ;2,2-DICHLOROPROPANE NO ug/L 0.5 0.5
62 1.1 -DICHLOROPROPENE NO ug/L 0.5 0.5
64 iDIBROMOMETHANE NO ug/L 0.5 0.5
65 !CIS-1,3-DICHLOROPROPENE NO ug/L 0.5 0.5
69 TRANS-1,3-DICHLOROPROPENE NO ug/L 0.5 0.5
70 1,3-DICHLOROPROPANE NO ug/L 0.5 0.5
72 1,1,1,2-TETRACHLOROETHANE NO ug/L 0.5 0.5
78 IBROMOBENZENE NO ug/L 0.5 0.5
79 11,2,3-TRICHLOROPROPANE NO ug/L 0.5 0.5
80 1,1,2,2-TETRACHLOROETHANE NO ug/L 0.5 0.5
81 O-CHLOROTOLUENE NO ug/L 0.5 0.5
1 82 P-CHLOROTOLUENE NO ug/L 0.5 0.5
83 I M-DICHLOROBENZENE NO ug/L 0.5 0.5
85 TRICHLOROFLUOROMETHANE ND ug/L 0.5 0.5
86 'BROMOCHLOROMETHANE ND uglL 0.5 0.5
87 ISOPROPYLBENZENE ND ug/L 0.5 0.5
88 N-PROPYLBENZENE ND ug/L 0.5 0.5
89 1,3,5-TRIMETHYLBENZENE i ND ug/L 0.5 0.5
90 TERT-BUTYLBENZENE ND ug/L 0.5 0.5
91 1,2,4-TRIMETHYLBENZENE NO ug/L 0.5 0.5
92 SEC-BUTYLBENZENE NO ug/L 0.5 0.5
93 P-ISOPROPYLTOLUENE ND ug/L 0.5 0.5
94 N-BUTYLBENZENE i NO ug/L 0.5 0.5
96 NAPHTHALENE NO ug/L 0.5 0.5
97 1HEXACHLOROBUTADIENE NO ug/L 0.5 0.5
98 11.2,3-TRICHLOROBENZENE NO ug/L 0.5 0.5
162 IDICHLORODIFLUOROMETHANE NO uglL 0.5 0.5
EPA Regulated -Under Trihalomethanes Program
27 I CHLOROFORM NO ug/L
28 !BROMODICHLOROMETHANE NO ug/L
29 ICHLORODIBROMOMETHANE NO ug/L
301BROMOFORM NO ug/L
31 TOTAL TRIHALOMETHANE NO ug/L 80
State Unregulated -Other
0 METHYL TERT-BUTYL ETHER ND ug/L
I
A Result of'No'indicates that the compound was not detected above the Lab's Method Detection Until-MDL.
Maximum Contaminant Level,maximum permissible level of a contanunant in water established by EPA,NPDWR. State Advisory Level(SAL)for unregulated compounds.
A dank MCL or SAL value'WKates a level M not currently established.
If a corr0ound is detected>or-to the State Reporting Level.SRL,specified increased monitonng frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentration is greater than zero.
J-Estimated value.
FORM.VOC ST
_ J
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 01092163 Date Collected: 7/16/03 DOH Source No: S03
Multi le Sources: - - -
Sample Type: A Sample Purpose: C
Date Received: 7/17/03 Date Reported: 7/30/03 Supervisor: ST �((
Date Prepared:
Date Analyzed: 7/17/03 Analyst: MP
County: Mason _y.
-- Group: - A -
Sample Location: Well#3 Tap in well house - - -
Send Report To: Belfair Water District#1 Bill To: -
P.O. Box 563
Belfair, WA 98528
DOH# Anal tes ------. .
y ! Results Units SRL Trigger MCL Exceeds Method/Analyst
EPA REGULATED - Trigger? - r - --- - --- ---
MCL.
i 4 Arsenic <(0.002) mg/L 0.01 0. 55 0.05 EPA 200.9 NP
Barium <5 (0.1) mg/L 0.1 2 2 1 EPA 200.7 NP
6 Cadmium <(0.001) mg/L 0.01 0.005 0.005
i EPA 200.7 NP
7 Chromium <(0.01) mg/L 0.01 0.1 0.1 1 EPA 200.7 NP
I Mercury <(0.0005) mg/L 0.002 0.002 0.002 SM 3112 B NP
11 0 rBelenium ryll um <(0.005)_ 1 mg/L 0.005 0.05 0.05 EPA 200.9 NP
<(0.003) mg/L 0.003 0.004 0.004 r _
EPA 200.7 NP
111 Nickel <(0.04) mg/L 0.04 0.1 0.1 EPA 200.7 NP
112 Antimony Q0.005) mg/L 0.005 0.006 0.006 EPA 200.9 NP
113 i Thallium ! <(0.002) mg/L 0.002 0.002 0.002 j
EPA 200.9 NP
116 Cyanide <(0.05) mg/L ! 0.05 0.2 0.2 i I SM 4500-CN F NP
19 Fluoride <(0.2) mg/L 0.2 2 4 I SM 4500-F C � NP
114 Nitrite <(0.01) mg/L 0.5 0.5 l SM 4500-NO2 B NP
20 :Nitrate ! <(0.1) mg/L 0.5 5 10
SM 4500-NO3 F NP
161 1 Total Nitrate/Nitrite <(0.1) mg/L 0.5 ' $ 10SM 4500 t
Tri ! ' a' 3 D ! NP
EPA REGULATED(Secondary) gger. MCL. ,
8 Iron - . EPA 200.7
1 <(0.1) mg/L 0.1 0.3 0.3 ! NP
10 Manganese <(0.01) mg/L 0.01 0.05 0.05 EPA 200.7 Np --
13 Silver - <(0.0 ))I mg/L 0.01 I 0.1 0.1 EPA 200.7 NP
21 Chloride <
1 (5.0) mg/L 20 250 250 ; SM 4500-CI B MP
24 Zinc 1 <(0.2 mg/L 0.2 5 i 5- ------------�- _.�.
- STATE REGULATEDMCL?
7 Trigger? 1 EPA 200.7 NP
-
14 Sodium 8.58 mg/L 5 - EPA 200.7 NP
15 Hardness 64 mg/L 10 SM 2340 B NP
16 Conductivity 163 uS/cm 10 700 700 i -
SM2510B NP
17 ;Turbidity 0.12 NTU 0.1 1 I EPA 180.1 NP
18 Color I I - -- - -
7 . .
Color Units 5 $ $ SM 2120 B NP
OTHER
I r el? MCL
9 Lead <(0.002) mg/L 0.002
EPA 200.9 �- NP
23 Copper <(0.2) mg/L 0.2 T- EPA 200.7 NP -
I
Twiss Laboratory Number: 43146
Page 1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-51 50
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 01092163 Date Collected: 7/16/03 DOH Source No: S03
Multiple Sourc
es:ces: Sample Type:P YP A Sample Pu
rpose:urpose: C
Date Received: 7/17/03 Date Reported: 7/30/03 Supervisor: ST
Date Prepared: Date Analyzed: 7/17/03 Analyst: M
County: Mason
Group: A
Sample Location: We
ll ell#3 Tapin well house se
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair,WA 98528
DOH# Analytes Results Units SRL Trigger MCL Exceeds Method/Analyst
Notes:
SRL: (State Reporting Level indicates th
P 8 ), a minimum reporting level required
ed b the W
Trigger Level:
P g q y Washington Department of Health (DOH).
gg DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
wiss Laboratory Number: 43146 Page 2
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS)REPORT
System ID No: 053500 T System Name: Belfair Water District#1
Lab/Sample No: 01099892_ Date Collected: . 12/I5/03 DOH Source No: SO4
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 12/16/03 r Date Reported: 12/24/03 Supervisor: ST
Date Prepared_ Date Analyzed: 12/18/03 Analyst: NP
County: - Mason ------ -- ---- - ------- --- - -._ _. ;_.Group: -.._... A
Sample Location: Spigot in Well House
j Send Report To: Belfair Water District#1 Bill To:
P.O.Box 563
Belfair,WA 98528
DOH#I Analytes �- Results r Units SRL- Trigger MCL _ Exceeds Method/Analyst
Trigger? MCL?
4 Arsenic <(0.002) mg/L 0.01 0.05 0.05 EPA 200.9 t NP
EPA 200.7 i NP
5 Barium <(0.1) mg/L 0.1 2 2
6 Cadmium <(0.001) mg/L 0.01 0,005 0.005 EPA 200.7 NP
7 I Chromium <(0.01) mg/L 0.01 0.1 0.1 EPA 200.7 NP
11 'Mercury <(0.0005) mg/L 0.002 0.002 0.002 SM 3112 B NP
12 Selenium ; <(0.005) mg/L I 0.005 0.05 0.05 EPA 200.9 NP
- - -- -.__ -�- - -
110 1-Beryllium <(0.003) mg/L ! 0.003 0.004 0.004 EPA 200.7 NP
III j Nickel <(0.04) mg/L 0.04 0.1 0.1 EPA 200.7 NP -
112 'Antimony <(0.005) mg/L 0.005 0.006 0.006 EPA 200.9 NP
113 Thallium <(0.002) mg/L 0.002 0.002 0.002 EPA 200.9 NP
116 Cyanide <(0.05) - mg/L 0.05 0.2 0.2 SM 4500-CN F NP
19 Fluoride <(0.2) mg/L 0.2 j 2 4 i SM 4500-F C AT
114 Nitrite r <(0.01) mg/L 0.5 0.5 1 i SM 4500-NO2 B ! AT
20 Nitrate <(0.1) mg/L 0.5 5 10 SM 4500-NO3 F AT
161 (Total NitratetNitrite A0.1) mg/L 0.5 5 10 SM 4500 NO3 D AT
EPA REGULATED, SQeondg "a'` �" Trigger? MCL?
8 i Iron --- ' 0.2 mg/L 1 0.1 0.3 0.3 - - --- EPA 200.7 -NP
10 Manganese 1 <(0.01) mg/L 0.01 0.05 0.05 EPA 200.7 NP
13 Silver j <(0.01) mg/L 0.01 0.1 01 EPA 200.7 NP
21 Chloride C <(5.0) I mg/L 20 250 250 SM 4500-CI B AT
24 Zinc <(0.2) mg/L 0.2 5 5 EPA 200.7 NP
- -- - STATE REGULATED -- -- - Trigger? MCL?
1
14 Sodium <(5.0) mg/L 5 EPA 200.7 NP
15 Hardness 44 I mg/L 10 SM 2340 B AT
16 Conductivity 101 US/cm 10 700 700 SM 2510 B NP
17 Turbidity 2.4 NTU 0.1 1 1 Yes Yes EPA 180.1 NP
18 Color 13 Color Units ';
- 5 15 15 SM 2120 B AT
OTHE$ Trigger?
i 9 ( Lead <(0.002) mg/L 0.002 i EPA 200.9 NP
23 Copper <(0.2) mg/L 0.2 EPA 200.7 N P
Twiss Laboratory Number: 46232 Page
FOR LAB USE ONLY TWISS ANALYTICAL LABORATORIES, INC. (360) 779-5141
A. Lab Sample Numbe (1) _ Rejected on_/—/_ Reason Rejected: (1) _ Air Bubble
'4_ �� ^, 'g� ` r' Z._-3 at time _ _ am/pm (2) _ Too Warm
O/D gG 9a 6 (3) _ Bottle Broken
METHOD: 502.2 (2) _ Accepted By: (4) _ Other
524.2
_ Required Monitoring SAMPLE PRESERVATION
B. Sample Submitted For: _ Follow-up of Lab Sample Number — 40C
C. Last Date to Analyze Verification or _ Confi oration _ PH 2
Sodium Thiosulfate
UTILITY - Complete Item 1 through 14(Please Print) WATER SAMPLE INFORMATION FOR VOC ANALYSIS -THIS MUST BE COMPLETED
5eo 2.&IJi xty- i2ajer D,�_sfrid:-. # 1 3. n C1-/
System ID Number System Name County Class A or B
4. Source Type(Circle one) SURFACE ' WELL WELL-FIELD PURCHASED SPRING DISTRIBUTION
5. DOH Source Number(enter the numbers exactly as a Q_q 6. Utility's Name for this sources a 11 N
shown on WFI item 17, such as SO I, S02........S10, etc.)
7. Specific Location Where Sample Taken:
(Which tap, address, sample site 11, etc.) t c -
8. Indicate treatment type: (a) _ Chlorination (d) _ Aeration
(check all that apply) (b) _ Filtration (e) _ All other l764 F
(c) Fluoridation (specify)
9. Date Collected 11,51p j 10. Time Collected -2� :,ae,am pm 11. Collected By: 'y t�rr r
(NI'ame) (Phone)
12. COMPOSITE INFORMATION (Optional-Applies to multiple source systems only): Only if you want the lab to composite this sample with other samples from your
system, sign and enclose the COMPOSITE WAIVER FORM. Enter the DOH source numbers of the sample(s)to be composited with this sample.
13. Charges to be paid by: 14. Report results to: #
6&/-AL;r w wre r A e s 4-1:,C_r � ,�Qs1�s�1 r l e r
M rr/-Pa" r ta,'n c/R Sd,5' _,C3et- « r 1<A . 9X'5:_ SY —
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 01099892 Date Collected: 12/15/03 DOH Source No: SO4
Multiple Sources: Sample Type: B Sample Purpose: C r�
Date Received: 12/16/03 Date Reported: 12/24/03 Supervisor: ST y�
Date Prepared: Date Analyzed: 12/18/03 Analyst: NP///►►►
County: Mason Group: A
Sample Location: Spigot in Well House
Send Report To: Belfair Water District#1 Bill To:
P.O.Box 563
Belfair, WA 98528
DOH# Analytes Results Units SRL Trigger MCL Exceeds Method/Analyst
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 46232 Page 2
ENERGYLABORATOR/ES,INC. •2393 Salt Creek Highway(82601)•P.O. Box 3258 • Casper WY82502
Toll Free 888.235.0515 • 307.235..0515 • Fax 307.234.1639 • caspei@energy/ab.com•www energylab.con
LABORATORY ANALYSIS REPORT
CkW:TWISS ANALYTICAL INC system IDI:053500
Sample Matrix:Liquid,water system Name:Bel[air water District/1
DOH Source I:SW Group:A
St+-pie Locatloo:spiaat in wen Rouse County:Mason
Reps nee:January 6,2404 Sample Type.Before Treatment
ELI CerdAcrtion 0:C336 Sample Reason: Compliance
Alpha Maxlmuta Beta Mai<lmum
La4oraWry ID Suupie Date/Tuaa CoUw:ed By/Phauc it Sample.D Grose Alpba, Precisfom Camtamirwmt Gross Beta, precision Cont
pCt/L Level MCL PAL Level CL
C03120967-001 12/15/2003 14:10 Jerry Hukill/360.275.3008 010 99925 <1.0 NA 15 <2.0 NA 50
TRACKING N0. PAGE NO.
cjc:r.�clieou1A034ww uuJyucalUiyuwLkfl3l20tl67.nls
120867R0001
we ,"s�ODW-r4 Page 1
'4f "
V al th
Health
w......a. ,.. 0535'
Water Quality Monitoring Report for the Year 2004
System: BELFAIR WATER DISTRICT I WS PWSID: 05350 0 Report Date: 04/06/2004
Contact: JERRY HUKILL SR Group: A - Comm County: MASON Region: SOUTHWE;
Part 1: List of Active Sources with Water Quality Monitoring Requirements
DOH Name Type Use Susceptibility Treated?
Source# Rating
Sol WELL#1 Well Permanent Moderate N
S02 WELL#2 Well Permanent Low N
S03 WELL #3 HUMMINGBIRD Well Permanent Moderate N
SO4 WELL #4 ABA656 Well I Permanent I Low I Y
Part 2: Samulina Schedule for the Year 2004
Coliform Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec
Sampling
Routine
2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 2 2
- If the coliform(bacteriological)sampling schedule listed at the bottom of the current Water Facilities Inventory(WFI)form
for your system is different from the schedule listed above,follow the schedule on the current WFI.
- Samples must be collected from representative points within the distribution system.
- Repeat samples are required following an unsatisfactory sample.
- A minimum of 5 routine samples are required the month following one or more unsatisfactory samples in accordance with
your system's Coliform Monitoring Plan.
Chlorine Residual Sampling
Systems that use continuous chlorination must take chlorine residual measurements at the same time and location as routine
and repeat coliform samples.
Disinfection Byproducts Sampling
Systems that use continuous chlorination must collect a sample for total trihalomethanes(TTHM)and a sample for haloacetic
acids(HAA5)for each chlorination treatment facility identified in your individual-disinfection byproducts(DBP)monitoring
-- plan. Collect the samples at the frequency and locations identified in your DBP monitoring plan.
Chemical Sampling Requirements
- Source water chemical samples must be taken from a location as near to the source as possible,after any treatment.
- Nitrate and nitrite are included as part of a complete IOC.
Month Source Monitoring Group Test Method
January No chemical sampling required this month
February No chemical sampling required this month
March S03 46 A- Al iTRA -N _�G o S-o s-off IOC
March SO4 HERBICIDES SOC- 515.2
March SO4 INSECTICIDES SOC- 531.1
fhi Health Page 2 i f
Water Quality Monitoring Report for the Year 2004
March SO4 GENERAL PESTICIDES SOC - 525.2
March SO4 VOLATILE ORGANIC CONTAMINANTS VOC- 524.2 April Sol RADIUM 228 RAD V 1/
May S02 RADIUM 228 RAD v
June S03 RADIUM 228 RAD
S-----..---- -- SOC-515.2
- — -SOC- 51L I
June- -- --SD ENERAL-P-ES-T'ICIDES--------- - _ _ SOC - 525.2
ATILE-9RANJC-CONTAMINANTS - VOC-- 524.-2- 4�
July Sol NITRATE-N IOC >/
July S02 NITRATE-N IOC
July SO4 loe- h<<'tyb-� - R vsr OS-09-04 IOC r
July SO4 RADIUM 228 RAD
Au ust No chemical sampling required this month
S ERBIG4DES - - _ SOC-- 51 S 2
_. - - _ - SOe-=-531.1- ,
S em er L-PESTIC-IDES--_ -- --- S9C September— -SO4 VOLATILE ORGANIC CONTAMINANTS VOA-
October Sol RADIUM 228 RAD
Oct I-IE"ICTBC-S---- _l - -- SOC-- 5-1-5.2
O WSECT'IeIL}� SOC----534A
0=!b,=i—_ -SOC-- 525.2 .
6rCto er 1 ORCrANIC-CONTANIRiANTS --- - .2
November S02 RADIUM 228 RAD
December S03 504- RADIUM 228 � os-o s-o'+ RAD
4 - y -
Part 3: Water Quality Monitoring Waivers:
State Waivers
- Automatically granted to all sources based on DOH assessment of conditions within the state.
- No source-specific assessment, waiver application,or fee required.
- State waivers granted for the 2002 -2004 compliance period are listed in Part 4.
Part 4: Water Quality Monitoring Frequency
Although waivers may be granted for your system,there may be some monitoring required as a condition of the waiver your
system was granted.
Monitoring Group Test Method Sample Location Schedule/Status
Asbestos ASB Distribution I sample(s)every 9 years
Page 3 of
�Z*Health 05350(
lL.w.•f 1......�.ti ILJIy
Water Quality Monitoring Report for the Year 2004
Monitorin Group Test Method Sample Location Schedule/Status
Bacteriological Coli Distribution See routine sample schedule in part 2
Dioxin SOC- 1613 All sources State Waiver Thru Dec 2004
Endothall SOC-548.1 All sources State Waiver Thru Dec 2004
EDB and other soil fumigants SOC-504 SO1 State Waiver Thru Dec 2004
EDB and other soil fumigants SOC-504 S02 State Waiver Thru Dec 2004
EDB and other soil fumigants SOC-504 S03 State Waiver Thru Dec 2004
EDB and other soil fumigants SOC-504 SO4 State Waiver Thru Dec 2004
Glyphosphate SOC-547.1 SO1 State Waiver Thru Dec 2004
Glyphosphate SOC-547.1 S02 State Waiver Thru Dec 2004
Glyphosphate SOC-547.1 S03 State Waiver Thru Dec 2004
Glyphosphate SOC-547.1 SO4 State Waiver Mru Dec 2004
Herbicides SOC-515.2 Sol Waiver granted-No sampling required
Herbicides SOC-515.2 S02 Waiver granted-No sampling required
Herbicides SOC-515.2 S03 Waiver granted-No sampling required
Herbicides SOC-515.2 SO4 1 sample(s)every 3 months
Insecticides SOC-531.1 SOl Waiver granted-No sampling required
Insecticides SOC-531.1 S02 Waiver granted-No sampling required
Insecticides SOC-531.1 S03 Waiver granted-No sampling required
Insecticides SOC-531.1 SO4 1 sample(s)every 3 months
Inorganic Contaminants IOC SO1 1 complete IOC sample between Jan 2002-Dec 2010
Inorganic Contaminants IOC S02 1 complete IOC sample between Jan 2002-Dec 2010
Inorganic Contaminants IOC S03 1 sample(s)every 3 years
Inorganic Contaminants IOC SO4 1 sample(s)every 3 years
Nitrate' NIT SO] 1 sample(s)every 1 year
Nitrate' NIT S02 ✓ 1 sample(s)every I year
Nitrate' NIT S03 `/ 1 sample(s)every 1 year
Nitrate' NIT SO4 1 sample(s)every 1 year
General Pesticides SOC-525.2 SO1 Waiver granted-No sampling required
General Pe
sticides SOC-525.2 S02 Waiver granted-No sampling required
General Pesticides SOC-525.2 S03 Waiver granted-No sampling required
General Pesticides SOC-525.2 SO4 1 sample(s)every 3 months
Diquat
SOC-549.1 All sources State Waiver Thru Dec 2004
Radium 228 RAD 228 SO1 2 sample(s)every 10 months
Radium 228 RAD 228 S02 2 sample(s)every 10 months
Radium 228 RAD 228 S03 2 sample(s)every 10 months
Radium 228 RAD 228 SO4 2 sample(s)every 10 months
Health Page 4 of
w _..�.,.,. _...,.�� 053500
Water Quality Monitoring Report for the Year 2004
Monitoring Group Test Method Sample Location Schedule/Status
Volatile Organic Contaminants VOC-524.2 Sol Waiver granted- 1 samples(s)every 3 years
Volatile Organic Contaminants VOC-524.2 S02 Waiver granted-No sampling required
Volatile Organic Contaminants VOC-524.2 S03 Waiver granted- 1 samples(s)every 3 years
Volatile Organic Contaminants VOC-524.2 SO4 I sample(s)every 3 months
' These contaminant monitoring groups do not have waiver options under the SD WA.
Part 5: Regional Water Quality Monitoring Contact Southwest Regional Office
For Further information call the Southwest Regional Office(Belle Fuchs/Donna Freier) Phone: (360) 586-5179
Special Note
For Group A Community Systems Only: Your Consumer Confidence Report,summarizing the results of your 2004
water quality monitoring requirements is due before July 1,2004. For further information visit
www.doh.wa gov/ehp/dw/Our Main—Pages/consumer.him or contact the CCR Coordinator at your Regional Office.
C I ► �t
TW1SS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 09817 Date Collected: 6/28/04 DOH Source No: S01
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 6/30/04 Date Reported: 7/6/04 Supervisor: ST
Date Analyzed: 7/l/04 Analyst: AT
County: Mason Group: A
Sample Location: Water Tap Well House 1
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH#' Anal tes Results Units SRL Trigger MCL Exceeds Method/Analyst
UAREGULATED Trigger? MCL? — — -- —
20 Nitrate <(0.1) mg/L 0.5 5 10 , SM4500-NO3 F AT
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 50190 Page 1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 09818 Date Collected: 6/28/04 DOH Source No: S02
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 6/30/04 Date Reported: 7/6/04 Supervisor: ST
-- - — - --
:__-__ Date Analyzed: 7!1/04 Analyst: AT
County: Mason Group: A
Sample Location: Water Tap Pumphouse 2
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair,WA 98528
DOH# Analytes _ Results 1 Units SRL Trigger MCL Exceeds Method/Analyst
i EPA REGUL.ATEDr 1 Trigger? MCL.� ;----- - --- - --- -
20 Nitrate <(0.1) j mg/L 0.5 5 10 SM4500-NO3 F AT
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 50190 Page 1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 09819 Date Collected: 6/28/04 DOH Source No: S03
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received 6/30/04 Date Reported: 7/6/04 Supervisor: ST ,
Date Analyzed: 7/1/04 Analyst: AT
County: Mason Group: A
Sample Location: Water Tap Pumphouse 3
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair,WA 98528
-- _. - - -
DOH# —_ Analytes Results Units SRL Trigger MCL Exceeds Method/Analyst
Trigger? MCL? - —- --—
20 Nitrate <(0.1) mg/L 0.5 I 5 10 SM4500-NO3 F AT
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 50190. Page t
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 09820 Date Collected: 6/28/04 DOH Source No: SO4
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 6/30/04 Date Reported: 7/6/04 Supervisor: ST
- -- - K.�.
j Date Analyzed: 7/l/04 Analyst: AT
County: Mason Group: A
Sample Location: Sample Station Well#4
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH# AnalytT_ T e —_s Results Units SRL Trigger MCL Exceeds Method/Analyst
��RE�ir .:�TE]� Trigger?_. MCL? - ---- - -
20 Nitrate <(0.1) mg/L 0.5 5 10 SM4500-NO3 F AT
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Tyviss Laboratory Number: 50190 Page 1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 18284 Date Collected: 11/15/2004 DOH Source No: S01
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 1 1/16/2004 Date Reported: 11/17/2004 Supervisor: ST
Date Prepared: Date Analyzed: 11/16/2004 Analyst: A
County: Mason Group: A
Sample Location: Water tap in Wellhouse
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
- Belfair, WA 98528
------,-- - ...- -- --- -- - -- - ---- - -
DOH#' Analytes Results Units , SRL Trigger MCL Exceeds Method/Analyst _
EPA REGULATED(Secondary) __Trigger? 1 NICCLr T 1
L_ 22 1 Sulfate <(10) r m L —' 10 250 250 --EPA 375.4 AT
L
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 53521 Page I
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#I
Lab/Sample No: 010 18285 Date Collected: 11/15/2004 DOH Source No: S02
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 11/16/2004 Date Reported: 1 1/17/2004 Supervisor ST
Date Prepared: Date Analyzed: 11/16/2004 Analyst: AT
County: Mason Group: A
Sample Location: Water tap in Wellhouse
Send Report To: Belfair Water District #1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH#; Analytes Results Units SRL�Tri er MCL Exceeds Method/Analyst
r. EPA REGULATED(Secondary) Trigger?I MCL?-
2�Sulfate < 10 i _m L 1 10_ 1 250 250 EPA 375.4 AT
( ) @/
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 53521 Page t
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS)REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 18285 Date Collected: 11/15/2004 DOH Source No: S02
Multiple Sources.• Sample Type: -- B - - Sample Purpose: C
Date Received: 11/16/2004 Date Reported_ 11/17/2004 Supervisor: - - ST I
Date Prepared: l Date Analyzed: 11/16/2004 1 Analyst: - AT _— --
County: Mason -— — -- ---- --- ---- ---L Group: -— -- —A --1
_Sample Location: Water tap in Wellhouse
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair,WA 98528 _
DOH#1 Analytes Results �Units�SRL— Trigger MCL Exceeds Method/Analyst 1
—� EPA REGULATED (Secondary) Trigger' I MCL?
22 Sulfate <(10) myL A 10 250 250 EPA 375.4 �AT
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 53521 Page 1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5I50
INORGANIC CHEMICALS(IOCS)REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 18286 Date Collected: 11/15/2004 DOH Source No: S03
F Multiple Sources: Sample Type: B --- Sample Purpose: C ---
Date Received: 11/16/2004 Date Reported: 11/17/2004 Supervisor: ST
Date Prepared: : -Date Analyzed: 11/16/2004 Analyst: AT
i- Date- -------
j County: MasonGroup:---.-. A
Sample Location: Water tap in Wellhouse _
Send Report To: Belfair Water District#1 T Bill To:
P.O.Box 563
- - Belfair, WA 98528 - - - -
DOH# Analytes _ Results I Units SRL_7 Trigger MCL Exceeds — Method/Analyst
EPA REGULATED(Secondary) { Trigger? MCL? —
22 Sulfate <(10) mg/L 10 250 250 EPA 375.4 AT
- - -
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 53521 Page l
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 18287 Date Collected: 1 1/15/2004 DOH Source No: SO4
Multiple Sources: Sample Type: B Sample Purpose: C
--i
Date Received: 11/16/2004 Date Reported: 11/17/2004 Supervisor: ST
Date Prepared: Date Analyzed: 1 1/16/2004 Analyst: AT
County: Mason Group: A
Sample Location: Water tap in Wellhouse
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH#j Analytes Results Units i SRL Trigger MCL Exceeds Method/Analyst
EPA]REGULATED(Secondary) _ Trigger! MCL? i
22 iSulfate <(]0) mg/L 10 250 250 —, EPA 375.4 AT
- -- -- ---�-- -- - -- 1- --- --L— - - 1- - -- — ---
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 53521 Page 1
Ilur �FY
TW ISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS) REPORT
System 1D No: 053500 System Name: Belfair Water District#1
F Lab/Sample No: 010 18287 Date Collected: 1 1/15/2004 i DOH Source No: SO4
- - - I
Multiple Sources: Sample Type: B Sample Purpose_ C
- - -
Date Received: 11/16/2004 Date Reported: 11/17/2004 Supervisor:
Date Prepared: Date Analyzed: 11/16/2004 Analyst: AT
County: Mason Group_ A
Sample Location: Water tap in Wellhouse
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH# Analytes Results T Units SRL 1 Trigger MCL Exceeds Method/Analyst
J 'EPA,.R&GULATED(Secondary) Trlgger2 MCL?
r ,r
22 Sulfate <(10) mg/L 10 250 250 EPA 375.4 AT
—--- ------1- - ---- - - --- L-- --- ----- L —
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 53521 Page
1
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS)REPORT
System 1D No: 053500 System Name: Belfair Water
Lab/Sample No: 010:16177 Date Collected: 10/11/2004 DOH Source No: S01
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 10/12/2004 Date Reported. 10/19/2004 I Supervisor: ST.
i Date Prepared: I Date Analyzed: 10/18/2004 Analyst: NP
-------
County: Mason T--Group: -- --- - - --
Sample Location: Well#1
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH — Analytes Results Units I SRL Trigger MCL Exceeds I Method/Analysts
EPA REGULATED Trigger? MCL?
4 , Arsenic 0.003 mg/L 0.01 0.05 0.05 EPA 200.9 NP
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 52660 Page 1
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS) REPORT
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 16565 Date Collected: 10/18/2004 DOH Source No: S02
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 10/19/2004 Date Reported. 10/28/2004 Supervisor: ST
--- -- — - - - - - -- - ---- - - - - Imo- ---Date Prepared: Date Analyzed: 10/27/2004 Analyst: N ---
County: Mason Group:
Sample Location: Well#2
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH# Analytes T Result//s���•TiiiT ��UTTnits SRL Trigger j MCL Exceeds Method/Analyst
j �iti'wvVa1ss14 Trigger? MCL? , ,. 'r-r{
4 Arsenic 0.003 mg/L 0.01 i 0.05 0.05 EPA 200.9 NP
I
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 52815 Page
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT
System ID No: 053500 System Name: Belfair Water
Lab/Sample No: 010 16178 Date Collected: 10/1 1/2004 DOH Source No: S03
'Multiple Sources: Sample Type: B Sample Purpose: C
Date Received: 10/12/2004 Date Reported: 10/19/2004 Supervisor: ST
Date Prepared:- Date Analyzed: 10/18/2004 Analyst: N
County: Mason Group:
Sample Location: Well#3
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH# - --_- - --_—,--- - - - _------- -- ... - ----
1 Analytes Results i Units SRL Trigger MCL Exceeds Method i Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic 0.002 mg/L 0.01 0.05 0.05 EPA 200.9 NP
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 52660 Page I
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS) REPORT
System ID No: 053500 System Name: Belfair Water
Lab/Sample No: 010 16979 Date Collected: 10/25/2004 DOH Source No: SO4
Multiple Sources: Sample Type: B Sample Purpose: C
i Date Received: 10/26/2004 Date Reported: 10/28/2004 Supervisor: ST
Date Prepared: Date Analyzed: 10/27/2004 Analyst: NP
County: Mason Group: A
,--Sample
-----------
Location: Well
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH # Analytes Results Units SRL Trigger MCI. Exceeds ! Method/Analyst
EPA REGULATED Trigger? MCL?
4 Arsenic <(0.002) mg/L 0.01 0.05 0.05 EPA 200.9 NP
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 52983 Page i
VV 1 S S
ANALYTICAL, INC. ENVIROSTARS
October 27,2004
Inorganic Chemical Report
Belfair Water District#1
P.O. Box 563
Belfair, WA 98528
Page I of I
System Name: Belfair Water District#1 Field ID: 52978
System ID Number: 053500 Lab Number: 010 16969
DOH Source Number: SOl Date Collected: 10/25/04
Sample Type: D Date Analyzed: 10/26/04
Sample Purpose: C Date Reported: 10/27/04
Sample Location: S03 Analyst: AT
County: Mason Supervisor: ST14--
Parameter Method Result Unit Date Analyzed
Sulfide EPA 376.2 3 µg/L 10/26/04
This report is issued solely for the person or company to whom it is addressed. This laboratory accepts responsibility
only for the due performance of analysis according to industry accepted practice. Twiss Analytical Laboratories,Inc.
or its employees are not responsible for consequential damages in any kind or in any amount.
26276 Twelve Trees Lane,Suite C A I'oulsbo, WA 98370 A (360)779-5141 A Fax: (360) 779-5150
www.twissl,tbs.com �� 1 C 121
1'
4k
A'�V 1 S S !
ANALYTICAL,INC. ENVIROSTARS
October 27,2004
Inoreanic Chemical Report
Belfair Water District#1
P.O. Box 563
Belfair, WA 98528
Page I of I
System Name: Belfair Water District#1 Field ID: 52978
System ID Number: 053500 Lab Number: 010 16970
DOH Source Number: S03 Date Collected: 10/25/04
Sample Type: D Date Analyzed: 10/26/04
Sample Purpose: C Date Reported: 10/27/04
Sample Location: SOI Analyst: AT
County: Mason Supervisor: ST
Parameter Method Result Unit Date Analyzed
Sulfide EPA 376.2 1 µg/L 10/26/04
This report is issued solely for the person or company to whom it is addressed. This laboratory accepts responsibility
only for the due performance of analysis according to industry accepted practice. Twiss Analytical Laboratories, Inc.
or its employees are not responsible for consequential damages in any kind or in any amount.
26276 Twelve Trees Lane,Suite C A Poulsbo,WA 98370 A (360)779-5141 A Fax: (360) 779-5150
www.twisslabs.com
11525 Knudson Rd.
C � C Burlington,WA 9 233
(800)755-9295
t� 1�1ltitt,hill twill(tillllirut`s.•r't1 L (360)757-1400-FAX(360)757-1402 Page 1 Of 2
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
Client Name: Twiss Analytical Laboratories Reference Number: 04-5327
26280 Twelve Trees Lane Ste C
Poulsbo, WA 98370 Project: 01009838
System Name: BELFAIR WATER DISTRICT#1 Field ID: 01009838-50198
System 1D Number: 053500 Lab Number: 04610642
DOH Source Number: 04 Date Collected: 6/28/2004
Multiple Sources: Date Extracted: 524_040705
Sample Type: D-Drinking Water Date Analyzed: 7/5/2004
Sample Purpose: C-Compliance Report Date: 7/16/2004
Sample Location: water tap wellhouse Analyst: CEO /
County: Mason Supervisor:
EPA Method 524.2 For State Drin inc3 Water Com liance VVV
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
1,2-DIBROMO-3-CHLOROPROPANE ND ug/L 0.2
ETHYLENE DIBROMIDE(EDB) ND ug/L 0.05
45 VINYL CHLORIDE ND ug/L 0.5 0.5 2
46 1.1-DICHLOROETHYLENE ND ug/L 0.5 0.5 7
47 1.1,1-TRICHLOROETHANE ND ug/L 0.5 0.5 200 1J
48 CARBON TETRACHLORIDE ND ug/L 0.5 0.5 5
i
49 BENZENE j ND ug/L 0.5 0.5 5
50 1,2-DICHLOROETHANE ND ug/L 0.5 0.5 5
51 TRICHLOROETHYLENE ND ug/L 0.5 0.5 5
52 P-DICHLOROBENZENE ND ug/L 0.5 0.5 75
56 METHYLENE CHLORIDE ND ug/L 0.5 0.5 5
57 T-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 100
60 CIS-1,2-DICHLOROETHYLENE ND ug/L 0.5 0.5 70
63 1,2-DICHLOROPROPANE ND ug/L 0.5 0.5 5
66 TOLUENE ND ug/L 0.5 0.5 1000
67 1,1,2-TRICHLOROETHANE ND ug/L 0.5 0.5 5
68 TETRACHLOROETHYLENE ND ug/L 0.5 0.5 5
71 CHLOROBENZENE ND ug/L 0.5 0.5 100
73 ETHYLBENZENE ND ug/L 0.5 0.5 700
76 I STYRENE ND ug/L 0.5 0.5 100
84 j O-DICHLOROBENZENE ND ug/L 0.5 0.5 - 600
95 11,2,4,-TRICHLOROBENZENE ND ug/L 0.5 0.5 70
158 M/P-XYLENE ND ug/L 0.5 0.5
159 0-XYLENE ND ug/L 0.5 0.5
160 TOTAL XYLENES ND 41- 0.5 1 0.5 10000
EPA Unregulated Monitoring Rbquired
53 CHLOROMETHANE ND ug/L 0.5 0.5
54 BROMOMETHANE ND ug/L 0.5 0.5
A Re"of'ND'indicates that the compound was not detected above the Lab's Method Detection Lima-MOL.
Mawmum ConWrwtant Level,masarwm permissible level.of a contaminant in water established by EPA,NPOWR. Slate Advisory Level(SAL)for Unregulated compounds.
A Wank MCL or SAL valve indicates a level is not currenty established.
If a compound is detected>or=to the Stab ReponoV Level,SRL,specified increased monitoring frequenoei may occur per DOH.
Method Detection Limit is the lab's nanurmum concenaaton a compound can be measured and reported with 99%conrdencs that the compound concentration is greater than zero. "
J-Estimated value.
FORM:VOC ST
Reference Number: 04-5327 Page 2 of 2
Lab Number: 04610642
At Report Date: 7/16/2004
11e'}NI V,MI 1 iY1 NIA+1'
VOLATILE ORGANIC COMPOUNDS (VOC) REPORT
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
55 !CHLOROETHANE ND ug/L 0.5 0.5
58 1.1-DICHLOROETHANE i ND ug/L 0.5 0.5
59 2,2-DICHLOROPROPANE ND ug/L 0.5 0.5
62 1,1-DICHLOROPROPENE ND ug/L 0.5 0.5
64 !DIBROMOMETHANE ND ug/L 0.5 0.5
65 CIS-1,3-DICHLOROPROPENE ND ug/L 0.5 0.5
69 TRANS-1.3-DICHLOROPROPENE ND ug/L 0.5 0.5
70 1,3-DICHLOROPROPANE ND ug/L 0.5 0.5
72 1,1,1,2-TETRACHLOROETHANE ND ug/L 0.5 0.5
78 BROMOBENZENE ND ug/L 0.5 0.5
79 1,2,3-TRICHLOROPROPANE ND ug/L 0.5 0.5
80 1,1,2,2-TETRACHLOROETHANE ND ug/L 0.5 0.5
81 O-CHLOROTOLUENE ND ug/L 0.5 0.5
82 P-CHLOROTOLUENE ND ug/L 0.5 0.5
83 M-DICHLOROBENZENE ND ug/L 0.5 0.5
85 TRICHLOROFLUOROMETHANE ND ug/L 0.5 0.5
86 BROMOCHLOROMETHANE ND ug/L 0.5 0.5
87 ISOPROPYLBENZENE ND ug/L 0.5 0.5
88 N-PROPYLBENZENE ND ug/L 0.5 0.5
89 1,3,5-TRIMETHYLBENZENE ND ug/L 0.5 0.5
90 TERT-BUTYLBENZENE ND ug/L 0.5 0.5
91 1,2,4-TRIMETHYLBENZENE ND ug/L 0.5 0.5
92 SEC-BUTYLBENZENE ND ug/L 0.5 0.5
93 P-ISOPROPYLTOLUENE ND ug/L 0.5 0.5
94 N-BUTYLBENZENE ND. ug/L 0.5 0.5
96 NAPHTHALENE ND ug/L 0.5 0.5
i
97 HEXACHLOROBUTADIENE ND ug/L 0.5 0.5
98 1,2,3-TRICHLOROBENZENE ND ug/L 0.5 0.5
162 DICHLORODIFLUOROMETHANE ND ug/L 0.5 0.5
!
EPA Regulated -Under Trihalo Tiethanes Program
27 1 CHLOROFORM 1.7 ug/L
28 BROMODICHLOROMETHANE 0.7 I u /L
29 CHLORODIBROMOMETHANE 0.8 Ug/L
30 BROMOFORM 0.4J ug/L
31 TOTAL TRIHALOMETHANE 3.6 ug/L 60 60 80
State Unregulated-Other
0 METHYL TERT-BUTYL ETHER ND uWL
A Result Of'W indicates that the Compound was rat detected above the Lab's Method Detection Limit-MOL.
Maxanum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR. State Advisory Level(SAL)for Unregulated compounds.
A blank MCL or SAL value indlcales a level is not currently established. ' _If a Compound Is detected>of-to the State Repotting Level,SRL,specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentrit"a Compound can be measured and reported win 99%confidence that the compound concentration is greater than zero.
J-Estimated value. '
FORM.VOC ST
FOR LAB USE ONLY TWISS ANALYTICAL LABORATORIES, INC. (360) 779-5141
A. Lab Sample Number (1) _ Rejected on_/_/_ Reason Rejected: (1) _ Air Bubble
� 0 017 j'� at time_•_ amlpm (2) Too Warm
-sDiy (3) _ Bottle Broken
METHOD: 502.2 (2) _ Accepted By: (4) Other
524.2 X _
Required Monitoring SAMPLE PRESERVATION
B. Sample Submitted For: _ Follow-up of Lab Sample Number _ 40C
C. Last Date to Analyze Verification or_ Confirmation _ pH 2
—/—/— Sodium Thiosulfate
UTILITY-Complete Item 1 through 14(Please Print) WATER SAMPLE INFORMATION FOR VOC ANALYSIS -TIIIS MUST BE COMPLETED
1. j 3•_000 54,a Cle
System ID Number System Name County Class A or B
4. Source Type(Circle one) SURFACE WED WELL-FIELD PURCHASED SPRING DISTRIBUTION
5. DOH Source Number(enter the numbers exactly as $ 0 ±1 6. Utility's Name for this source_;
shown on WFI item 17, such as Sol, S02........S10, etc.)
7. Specific Location Where Sample Taken:
(Which tap, address, sample site At, etc.) LLIctler Ta
8. Indicate treatment type: (a) ✓Chlorination (d) _ Aeration
(check all that apply) (b) _ Filtration (e) _ All other
(c) _ Fluoridation (specify)
9. Date Collected 6 l i 10. Time Collected &H pm 11. Collected By: Ae-el,741, 36n— A -2 5--3bo2r
(Name) (Phone)
12. COMPOSITE INFORMATION(Optional-Applies to multiple source systems only): Only if you want the lab to composite this sample with other samples from your
system, sign and enclose the COMPOSITE WAIVER FORM. Enter the DOH source numbers of the sample(s)to be composited with this sample.
4'---
13. Charges to be paid by: 14. Report results to:
�N/{'' ; r 71rI C_'t ` /i(�o ,
ENERGYL4BORATOR/ES, INC. •2393 Salt Creek Highway(82601)•P.O. Box 3258 • Casper, WY82602
T0/l Free 888 235 0515 • 307 235 0515 • Fax 307.234.1639 • caspertgenergylab.com•www.energylab.cbm
LABORATORY ANALYSIS REPORT
Client: TWISS ANALYTICAL LABORATORIES INC System ID#: 053500
Sample Matrix: Liquid,water System Name: Belfair Water District.71
DOH Source l: S01 Group: A
Sample Location: Top Well&Well house County: Mason
Report Date: July 19,2004 Sample Type: Before Treatment
ELI Certification X: 142 67002 Sample Purpose: Compliance { _
Radium 228 Radium 228 Maximum Reporting
Laboratory ID Sample Date/Time Collected By/Phone p Sample ID pCi/L Precision* Contaminant Limit Method
Level(MCL)
C04070167-002 06/28/2004 13:44 Jack Heath/360-275.3008 010 09840 <1.0 NA 5 1.0 E904.0
cn:r\clicnts2004\twiss analytical_lab\ligwds\c04070167-602.xls
Track# C04070167 ?age
1
ENERGYL4SORAWR/ES, INC. •2393 Sa&Creek Highway(82801)•R 0.Box 3258 • Casper, WY82602
Toll Free 888.235.0515 • 307.235.0515 • Fax 307.234.1839 • casper0energylab.com•www.energy/ab.com
LABORATORY ANALYSIS REPORT
Client: TWISS ANALYTICAL LABORATORIES INC System IDx: 053500
Sample Matrix: Liquid,water System Name: Belfair Water District#1
DOB Source Y: S02 Group: A
Sample Location: Water Tap-Well house 2 County: Mason
Report Date:July 19,2004 Sample Type: Before Treatment
ELI Certification X: 142 G7003 Sample Purpose: Compliance
Laboratory ID Sample Date/Time Collected By/Phone+T Sample ID Radium 228 Radium pCi/L Precision t 228 ContamiMaximumnan Reporting t Limit Method
Level(MCL)
C04070167-003 06/28/2004 13:44 1 Jack Heath/360.275.3008 010 09841 <1.0 NA 5 1.0 E904.0
cic:r:\clier,t2004\twisssinalytical_lab\liquids\c6f070167-003.a1s
ENERG Y L4 BORATOR/ES,INC. •2393 Sa/1 Creek Highway(82601)•P.O.Box 3258 • Casver WY82602
a"10W To//Free 888 235 0515 • 307.235.0515 • Fax 307.234.1639 • casper@energy/ab.com•www energylab.com
LABORATORY ANALYSIS REPORT
Client: TWLSS ANALYTICAL LABORATORIES INC System ID#: 053.500
Sample Matrix: Liquid,water System Name: Belfair Water District p1
DOH Source/: S03 Group: A
Sample Location: Water-Tap-Well-house 3 County: Mason
Report Date:July 19,2004 Sample Type: Before Treatment
ELI Certification 0: 142 67004 Sample Purpose: Compliance
Radium 228 Radium 228 Maximum Reporting
Laboratory ID Sample Date/Time Collected By/Phone N Sample ID pCi/L Precision t Contaminant Limit Method
Level(MCL)
C04070167-004 06/28/2004 14:02 Jack Heath/360.275.3008 010 09842 <1.0 NA 5 1.0 E904.0
cjc:r:\clients2004Vwiss_aa1ynca1_lab"igmds\c04070167-004.x1s -
- 1
ENERGYLABORATOR/ES, INC. •2393 Salt Creek Highway(82601) •P.O. Box 3258 • Casper, WY82602
Toll Free 888235.0515 • 307 235 0515 • Fax 307.234.1639 • casper@energy/ab.com•www energylab.aom
LABORATORY ANALYSIS REPORT
Client:TWISS ANALYTICAL LABORATORIES INC System IDU: 053500
Sample Matrix: Liquid, Aater System Name: Belfair Water District#1
DOH Source N: SO4 Group: A
Sample Location: Water Tap-Well house 4 County: Mason
Report Date:July 19,2004 Sample Type: Before Treatment
FI_I Certification 8: 141 67005 Sample Purpose: Compliance
— - MaximumLOPOrling— -----
Radium 228 Radium 228 Laboratory ID Sample Date/Time Collected By/Phone It Sample ID pCi/L Precision t ContaminanMethod
Level(MCLC04070167-005 06/28/2004 14:31 NP/360.275.3008 010 09843 <1.0 NA 5 E904.0
cjc:r.klients2OQ4\twin analytical_lab\liquidskNO70167-OOSats Y
Tr acK# C04070167 Page 9
ENERGYL4BORAWR/ES, INC. •2393 Sa/1 Creek Highway(82601)•P.O.Box 3258 • Casper WY82802
Toll Free 888.235.0515 • 307.235.0515 • Fax 307234.1639 • casper@energy/ab.com•www energylab.com
LABORATORY ANALYSIS REPORT
Client:TWISS ANALYTICAL INC System Ill#:053500
Sample Matrix:Liquid,water System Name. Beltair Water District#1
DOH Source#:SO4 Group:A
Sample Location:Spigot in Well House County:Mason
Report Date:January 6,2000
Sample Type:Before Treatment
ELI CertificationN:C336 Sample Reason: Compliance
LaWrawq ID Sasupla Date/Tuk Collu.e3 By;I s;u�# �Wc:D Gross Alpha, 1pha Cocrc�lnant Gross Beta, BetaMa�dmum
PC
UL Precisiop�L Precision Contami>•ant
Level MCL Level MCL
C03120867-001 12/15/2003 14:10 Jerry Hukill/360,275.3008 010 99925 <1.0 NA 15 <2.0 NA 50
cx:r:klinws2003kwis=_analyucalW4u"\W312OW7.cls TRACKING NiO. PAGE NO.
120867RO001
ENERGYL4BORATOR/ES,INC. •2393 Salt Creek Highway(82601)•P.O.Box 3258 • Casper, WYB2602
Toll Free 888235.0515 • 307 235 0515 • Fax 307.234.1639 • casper@energylab.com•www energylab com
r•
RADIONUCLIDE ANALYSIS REPORT
System ID No.: 053500 System Name: Belfair Water Dist#1
Lab/Sample No: 142-70003 Date Collected: 12/06/04 DOH Source No: SO4
Multiple Source Nos: I Sample Type:Before Treatment I Sample Purpose: Compliance
Date Received: 12/10/04 Date Reported: 12/28/04 Supervisor: Roger Garlin
Date Analyzed: 12/15/04 Analyst: Pegi Jacobs
County: Mason Group A
Sample Location: Well#4
Send Report To: Twiss Analytical,Inc. ^ft Bill'To: Twiss Analytical,Inc.
26276 Twelve Trees Lane,Suite C 26276 Twelve Trees Lane, Suite C
Poulsbo,WA 98370 Poulsbo,WA 98370
DOH # ANALYTES LAB I RESULTS I UNITS DATE MCL I (ANALYST'S INITIALS)
MDA elver V7.Fn &METHOD USED
EPA/STATE REGULATED (These analyses should be performed in order as listed)
165 1 Gross Alpha I I I pCi/L --
166 jRadium228 1 1.0 1 ND I pCi/L 12/15/04 5 PJ/E904.0
Determine Radium 226 activity i Gross AI ha is greater than 5.0
39 Radium 226* pCi/L --
Determine Uranium activity if Gross Alpha is greater than 15.0 p Ci/L
105 Uranium** (mass) µg/L 1 30
105 1 Uranium** (activity) pCi/L 1 20**
Depending on theforegoing data determine the following must be co m leted if data is available):
40 Radium 226+228 pCi/L 5
40 Gross Alpha***+Radium 228 pCUL 5
41 Gross Alpha minus Uranium pCUL 15
Do the following only i s eci tcall>>requested by the client or the state
42 Gross Beta**** pCi/L 50
43 Tritium**** pCi/L 20,000
44 Strontium 90**** pCUL 8
107 Cesium 134**** pCi/L ***
108 11odine 131**** pCi/L ***
VOTES.
MCL(Maximum Contaminant Level): If the contaminant amount exceeds the MCL, immediately contact your regional DOH office.
'VIDA: Minimum Detectable Amount.
VA(Not Analyzed): use in the results column for compounds not included in the current analysis.
ND(Not Detected): use in the results column for compounds analyzed and not detected at a level greater than or equal to the MDA.
* If Gross Alpha is less than,or equal to,5 pCi/L, it may be assumed that the Alpha activity is entirely due to Radium 226(i.e.,Radium 226 would
tot need to be run).The Alpha activity is then added to the Radium 228 activity(i.e.,Beta activity)for MCL determinations. If the sum of the Alpha
tctivity plus the Radium 228 activity is greater than 5 pCi/L, Radium 226 activity must then be determined for water system compliance purposes(i.e.,
Radium 226+Radium 228 activity)
*"Uranium's MCL is given in mass terms(µg/L). When Uranium is determined by mass methods, it must be converted to activity levels(pCi/L)for
:alculation of the MCL(Gross Alpha less Uranium). A conversion factor of 0.67 pCi/1 per µg/L should be used. Uranium needs to be determined only
+vhen the Gross Alpha exceeds 15 pCi/L.
"** Use Gross Alpha in lieu of Radium 226 when the Gross Alpha is less than,or equal to,5.0 pCi/L
*"**The MCL for beta particle and photon radioactivity from man-made radionuclides is the average annual concentration which shall not
noduce an annual dose equivalent to the total body or any internal organ greater than four millirem/yr.
,omments: Use back of page for comments
Tr�Ck# r04(� 1 14�OR1 PF,cj,P
ENERGYLABORATORIES,INC. •2393 Salt Creek Highway(B2609•P.O.Box 3258 • Casper WY82602
Toll Free 888 235 0515 • 307235 0515 • Fax 307.234.1639 • caspergenergy/ab.com•www.energy/ab.com
Aft We"FAVER"11AW
RADIONUCLIDE ANALYSIS R.EPOR'T
System ID No.: 053500 System;Name: Belfair Water District 1
Lab/Sample No: 142-28003 Date Collected: 10/25/04 DOH Source No: S01
Multiple Source Nos: I Sample T e:Before Treatment Sample Purpose: Co liance
Date Received: 10/29/04 Date Reported: 11/18/04 Supervisor: Roger Garlin
r Date Analyzed: 11/04/04 Analyst: Pe i Jacobs
County: Mason Group A
Sample Location: ___
Send Report To: Twiss Analytical,Inc. Bill To: Twiss Analytical,Inc.
26276 Twelve Trees Lane,Suite C 26276 Twelve Trees Lane,Suite C
Poulsbo,WA 98370 Poulsbo,WA 98370
DOH # ANALYTES LAB I RESULTS I UNITS I DATE MCL I (ANALYST'S INITIALS)
MDA sNAr.V7.Fn &METHOD USED
EPA/STATE REGULATED (These analyses should be performed in order as listed
165 Gross Alpha pCi/L __
I66 Radium 228 1 1.0 1 ND I pCi/L 11/04/04 5 PJ/E904.0
Determine Radium 226 activity! Gross AI ha is greater than 5.0 Cill
39 Radium 226* I I
Determine Uranium activity if Gross Alpha is greater than 15,0 DQ1L
105 Uranium** (mass) u 30
105 1 Uranium***(activity) pCi/L 20**
Depending on theforegoing data determine thejbllowing ust be corn leted if data is available :
Radium 226+228 pCi/L 5
E41
Gross Alpha***+Radium 228 pCi/L 5
Gross Alpha minus Uranium pCi/L 15
Do the ollu viag only i s ecr?cull re uested b ine client or the state
42 Gross Beta**** pCi/L 50
43 Tritium**** pCi/L 20,000
44 Strontium 90**** pCi/L 8
107 Cesium 134**** Ci/L ***
108 lIodine 131**** pCi/L ***
(VOTES:
MCL(Maximum Contaminant Level): If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
MDA: Minimum Detectable Amount.
NA(Not Analyzed): use in the results column for compounds not included in the current analysis.
ND(Not Detected): use in the results column for compounds analyzed and not detected at a level greater than or equal to the MDA.
* If Gross Alpha is less than,or equal to,5 pCi/L, it may be assumed that the Alpha activity is entirely due to Radium 226(i.e.,Radium 226 would
not need to be run).The Alpha activity is then added to the Radium 228 activity(i.e.,Beta activity)for MCL determinations. If the sum of the Alpha
activity plus the Radium 228 activity is greater than 5 pCi/L, Radium 226 activity must then be determined for water system compliance purposes(i.e.,
Radium 226+Radium 228 activity)
"Uranium's MCL is given in mass terms(µg/L). When Uranium is determined by mass methods, it must be converted to activity levels(pCi/L)for
calculation of the MCL(Gross Alpha less Uranium). A conversion factor of 0.67 pCi/1 per µg/L should be used, Uranium needs to be determined only
when the Gross Alpha exceeds IS pCi/L.
**• Use Gross Alpha in lieu of Radium 226 when the Gross Alpha is less than,or equal to,5.0 pCi/L
**•*The MCL for beta particle and photon radioactivity from man-made radionuclides is the average annual concentration which shall not
produce an annual dose equivalent to the total body or any internal organ greater than four millirem/yr.
Comments: Use back of page for comments
1
ENERGY LABORATORIES,INC •2393 Salt Creek Highway(82W 1)-P.O. Box 3258 • Casper, WY82W2
Toll Free 888.235 0515 - 307.235.0515 • Fax 307.234.1839 • caspw@&nergylab.com•www.energylab.com
RADIONUCLIDE ANALYSIS REPORT
System ID No.: 053500 System Name: Belfair Water District 1
Lab/Sample No: 142-28004 Date Collected: 10/25/04 DOH Source No: S02
Multiple Source Nos: I Sample T e:Before Treatment I Sample Purpose: Compliance
Date Received: 10/29/04 Date Reported: 11/18/04 Supervisor: Roger Carlin
Date Analyzed: 11/04/04 Analyst: Pe i Jacobs
County: Mason Group A
Sample Location:
Send Report To: Twiss Analytical,Inc. Bill To: Twiss Analytical,Inc.
26276 Twelve Trees Lane,Suite C 26276 Twelve Trees Lane,Suite C
Poulsbo,WA 98370 Poulsbo,WA 98370
DOH # ANALYTES LAB RESULTS I UNITS DATE MCL (ANALYST'S INITIALS)
MDA a tv e T.v�.F.n &METHOD USED
EPA/STATE REGULATED (These analyses should be performed in order as listed
165 Gross Alpha I I pCi/L I --
166 Radium 228 1.0 I ND I pCi/L 1 11/04/04 5 PJ/E904.0
Determine Radium 226 activity i Gross Al ha is greater than 5.0 Ci/L*
39 Radium 226* pCi/L --
Determine Uranium activity if Gross Al ha is greater than 15.0 pCilL **
105 Uranium**(mass) µg,/I. 30
105 Uranium** (activity) pCi/L 20**
Depending on theforegoing data determine the following ust be corn leted if data is available :
40 Radium 226+228 pci/L 5
40 Gross Alpha***+Radium 228 pCi/L 5
41 Gross Alpha minus Uranium pCi/L 15
Do thefoiiowing only if s ecifiz lly requested by the client or the state
42 Gross Beta**** pCi/L 50
43 Tritium**** pCi/L 20,000
44 Strontium 90**** pCi/L 8
107 Cesium 134**** 1 pCi/L I ***
108 Ilodine 131**** pCi/L I ***
NOTES:
MCL (Maximum Contaminant Level): If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
MDA: Minimum Detectable Amount.
NA(Not Analyzed): use in the results column for compounds not included in the current analysis.
ND(Not Detected): use in the results column for compounds analyzed and not detected at a level greater than or equal to the MDA.
* If Gross Alpha is less than,or equal to,5 pCi/L, it may be assumed that the Alpha activity is entirely due to Radium 226(i.e.,Radium 226 would
not need to be run).The Alpha activity is then added to the Radium 228 activity(i.e.,Beta activity)for MCL determinations. If the sum of the Alpha
activity plus the Radium 228 activity is greater than 5 pCi/L, Radium 226 activity must then be determined for water system compliance purposes(i.e.,
Radium 226+Radium 228 activity)
"Uranium's MCL is given in mass terms(µg/L). When Uranium is determined by mass methods, it must be converted to activity levels(pCi/L)for
calculation of the MCL(Gross Alpha less Uranium). A conversion factor of 0.67 pCi/l,per µg/L should be used. Uranium needs to be determined only
when the Gross Alpha exceeds 15 pCi/L.
*** Use Gross Alpha in lieu of Radium 226 when the Gross Alpha is less than,or equal to,5.0 pCi/L
***'The MCL for beta particle and photon radioactivity from man-made radionuclides is the average annual concentration which shall not
produce an annual dose equivalent to the total body or any internal organ greater than four millirem/yr.
Comments: Use back of page for comments
ZAs-Dq 4 Page I of 4
P He l th 053500
Water Quality Monitoring Report for the Year 2005
. Report Date: 03/22/2005
stem: BELFAIR WATER DISTRICT 1 WS PWSID: 05350 0 p
intact: JERRY HUKILL SR Group: A - Comm County: MASON Region: SOUTHWEST
Part 1• List of Active Sources with Water Quality Monitoring Requirements
DOH Name Type Use Susceptibility Treated?
Source# Rating
01 WELL #1 AHA954 Well Permanent Moderate N
S03 WELL #3 AHA956 HUMMINGBIRD Well Permanent Moderate Y
04 WELL #4 ABA656 Well Permanent Low Y
in 2: Sampling Schedule for the Year 2005
Coliform Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec
tmpling
2 12 1 2 12 1 2 12 12 12 12 12 12 12
Indicates the requirement is an exception from WAC 246-290.
- If the coliform(bacteriological)sampling schedule listed at the bottom of the current Water Facilities Inventory(WFI)form
for your system is different from the schedule listed above,follow the schedule on the current WFI.
- Samples must be collected fr-m representative points within the distribution system.
- Repeat samples are required following an unsatisfactory sample.
- A minimum of 5 routine samples are required the month following one or more unsatisfactory samples in accordance with
your system's Coliform Monitoring Plan.
I -3d and Copper Distribution Sampling
- We will notify you in 2005 only if your system is required to collect lead/copper distribution samples during 2005.
Chlorine Residual Sampling
- Systems that use continuous chlorination must take chlorine residual measurements daily(or at a reduced frequency approved the
by the department),and at the same time and location as routine and repeat coliform samples.
Disinfection Byproducts Sampling -
Systems that use continuous chlorination must collect a sample for total trihalomethanes(TTHM)and a sample for haloacetic
acids(HAA5)for each chlorination treatment facility identified in your individual disinfection byproducts(DBP)monitoring
plan. Collect the samples from the distribution system at the frequency and locations identified in your DBP monitoring plan.
If your initial sample results in 2004 averaged 20 microgram/L or less for TTHM and 15 microgram/L or less for HAA5,your
next TTHM and HAA5 samples are due in 2007. Otherwise,another set of samples is due this year.
emical Sampling Requirements
- Source water chemical samples must be taken from a location as hear to the source as possible,after any treatment.
- Nitrate and nitrite are included as part of a complete IOC.
NOTE: One or more of your sources mhy be scheduled to sample quarterly for SOCs in 2005. These samples may be waived if
you have submitted to our office a completed Susceptibility Assessment Survey form for the source(s). We will notify you
during the summer of 2005 if your sources are eligible for sampling waivers.
Sentry DOH
Pagr2of"
rIp Health
05350
Water Quality Monitoring Report for the Year 2005
Month Source Monitoring Group Test Method
January No source chemical sampling required this month
February No source chemical sampling required this month
March No source chemical sampling required this month
April No source chemical sampling required this month
May No source chemical sampling required this month
June Sol NITRATE-N IOC
June S03 NITRATE-N IOC
June SO4 NITRATE-N IOC
July No source chemical sampling required this month
August No source chemical sampling required this month
September No source chemical sampling required this month
October No source chemical sampling required this month
November No source chemical sampling required this month
December No source chemical sampling required this month
Part 3• Water Quality Monitoring Waivers:
State Waivers
- Automatically granted to all sources based on DOH assessment of conditions within the state.
- No source-specific assessment,waiver application,or fee required.
- State waivers granted for the 2005 - 2007 compliance period are listed in Part 4.
Part 4• Water Quality Monitoring Frequency
- Although waivers may be granted for your system,there may be some monitoring required as a condition of the waiver your
system was granted.
Monitoring Group Test Method Sample Location Schedule/Status
Asbestos ASB Distribution I sample(s)every 9 years
Bacteriological Coli Distribution See routine sample schedule in part 2
Dioxin SOC- 1613 All sources State Waiver Thru Dec 2007
Endothall SOC-548.1 All sources State Waiver Thru Dec 2007
EDB and other soil fumigants SOC-504 Sol State Waiver Thru Dec 2007
EDB and other soil fumigants SOC-504 S03 State Waiver Thru Dec 2007
EDB and other soil fumigants SOC-504 SO4 State Waiver Thru Dec 2007
Glyphosphate SOC-547.1 All sources State Waiver Thru Dec 2007 I
Herbicides SOC-515.2 Sol 1 sample(s)every 3 years
Herbicides SOC-515.2 S03 I sample(s)every 3 years
Sentry DOH
r/ Page 3 of 4
'`F Health 053500
Water Quality Monitoring Report for the Year 2005
Monitoring Group Test Method Sample Location Schedule/Status
1-lerbicides SOC-515.2 SO4 1 sample(s)every 3 years
l.nsecticides SOC-531.1 S01 I sample(s)every 3 years
nsecticides SOC- 531.1 S03 I sample(s)every 3 years
Insecticides SOC-531.1 SO4 1 sample(s)every 3 years
norganic Contaminants IOC Sol I complete IOC sample between Jan 2002-Dec 2010
(Inorganic Contaminants IOC S03 1 sample(s)every 3 years
norganic Contaminants IOC SO4 1 sample(s)every 3 years
Nitrate• NIT Sol I sample(s)every 1 year
Nitrate• NIT S03 1 sample(s)every I year
Nitrate• NIT SO4 I sample(s)every 1 year
eneral Pesticides SOC-525.2 Sol I sample(s)every 3 years
3eneral Pesticides SOC-525.2 S03 1 sample(s)every 3 years
General Pesticides SOC-525.2 SO4 I sample(s)every 3 years
Diquat
SOC-549.1 All sources State Waiver Thru Dec 2007
Volatile Organic Contaminants VOC-524.2 S01 I sample(s)every 3 years
Volatile Organic Contaminants VOC-524.2 S03 1 sample(s)every 3 years
Volatile Organic Contaminants VOC-524.2 SO4 1 sample(s)every 3 years
• These contaminant monitoring groups do not have waiver options under the SD WA.
'art 5• Regional Water Quality Monitoring Contact
Southwest Regional Office
or Further information call the Southwest Regional Office(Belle Fuchs/Donna Freier) Phone:(360) 586-5179
For questions regarding Disinfection ByProducts(DBP)monitoring,contact: Jim McCauley(360)664-8734
special Note
or Group A Community Systems Only: Your Consumer Confidence Report,summarizing-the results ojyour 2004
water quality monitoring requirements is due before July 1,2005. For further information visit
ww.doh.wa.gov/ehp/dw/Our Main—Pages/consumer.him or contact the CCR Coordinator at your Regional Ojficc
Sentry DOH
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 29650 Date Collected: 6/6/2005 DOH Source No: 01
Multiple Sources: Sample Type: B Sample Purpose: C
r Date Received:`6/7/2005 _- T Date Reported: 6/8/2005 Supervisor: ST
Date Analyzed: 6/7/2005 Analyst: AT
County_ Mason Group: A
Sample Location: Well #1
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH#; Analytes Results Units SRL Trigger MCL Exceeds Method/Analyst
EPA REGULATED Trigger? MCL?
20 Nitrate <(0.5) mg/L 0.5 5 10 SM4500-NO3 F AT
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),if the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
i
Twiss Laboratory Number: 58143 Page ,
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS (IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#1
Lab/Sample No: 010 29651 Date Collected: 6/6/2005 DOH Source No: 03
Multiple Sources. Sample Type: A Sample Purpose: C
Date Received 6/7/2005 Date Reported: 6/8/2005 Supervisor: ST 1
Date Analyzed: 6/7/2005 Analyst: AT
County: Mason Group: A
{
Sample Location: Hummingbird Well #3
Send Report To: Belfair Water District#1 Bill To:
i
P.O. Box 563 -- ---
l_-. Belfair, WA 98528
T --
DOH#[— Analytes Results Units SRL Trigger MCL Exceeds Method/Analyst
EPA REGULATED Trigger? MCL?
20 'Nitrate <(0.5) mg/L 0.5 5 10 SM4500•NO3 F AT
Notes:
I
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department 9f Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
Twiss Laboratory Number: 58143 Page 1
TWISS ANALYTICAL LABORATORIES,INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS) REPORT FOR NITRATES
System ID No: 053500 System Name: Belfair Water District#I
Lab/Sample No: 010 29652 Date Collected: 6/6/2005 DOH Source No: 04
-- — - - - -
Multiple Sources: Sample Type: B Sample Purpose: C
Date Received 6/7/2005 Date Reported: 6/8/2005 Supervisor: ST
` Date Analyzed: 6/7/2005 Analyst: AT
County: Mason Group: A
Sample Location: Belfair Tower Well#4
Send Report To: Belfair Water District#1 Bill To:
P.O. Box 563
Belfair, WA 98528
DOH#; Analytes Results j Units SRL Trigger MCL Exceeds Method/Analyst
EPA REGULATED Trigger? MCL?
20 Nitrate <(0.5) mg/L 0.5 1 5 10 1SM4500-NO3 F AT
Notes: - - - _�_ - -- -------- -.
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
Trigger Level: DOH Drinking Water response level. Systems with compounds detected at concentrations in excess of this level are required to take additional samples.
Contact your regional DOH office for further information.
MCL: (Maximum Contaminant Level),If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or above the concentration indicated.
Comments:
r
Twiss Laboratory Number: 58143 Page 1
TWISS ANALYTICAL LABORATORIES, INC.
26280 Twelve Trees Lane,Suite C Poulsbo,WA 98370 Telephone(360)779-5141 FAX(360)779-5150
INORGANIC CHEMICALS(IOCS)REPORT FOR LEAD AND COPPER
System ID No: 053500 System Name: Belfair Water District#1
DOH Source No: 93 Sample Type: D Sample Ptupose: C
Date Received: 11/8/2005 Date Reported: 11/18/2005 -_ Supervisor: ST _ -
Date Analyzed: _ Analyst: _ _ _ Group: A
County: Mason Sample Location: See Table Below .'_.
Send Report To: Belfair Water District#1 Bill To:
P.O.Box 563
Belfair,WA 98528
DOH# 23(Copper) _ 9(Lead)
State Reporting Level(SRL) 0.2 mg/L_ 0.002 mg/L
Action Level(AL) 1.3 mg/L 0.015 mg/L
Test Method EPA 200.7 EPA 200.9
Lab Sam V , to 1'e , d, Site/Location Copper mg/1 d m
010 38915 11/l/2005 NE 90 McKnight Rd <(0.20) <(0.002)
i
010 38916 11/2/2005 19020 Hwy 106 Q0.20) <(0.002)
010 38917 11/2/2005 NE 531 Old Belfair Hwy <(0.20)` <(0.002)
010 38918 11/2/2005 E 21651 Hwy 3 <(0.20) <(0.002)
010 38919 11/2/2005 E 21660 Hwy 3 <(0.20) <(0.002)
010 38920 11/2/2005 NE 31 Hwy 300 <(0.20) <(0.002)
010 38921 11/2/2005 NE 431 Hwy 300 <(0.20) 0.003
010 38922 11/2/2005 NE 380 Hwy 300 <(0.20) <(0.002)
010 38923 11/2/2005 NE 22551 1/2 Hwy 3 <(0.20) 0.003
010 38924 11/2/2005 NE 61 Belfair St
<(0.20) 0.022
Notes:
SRL: (State Reporting Level),indicates the minimum reporting level required by the Washington Department of Health (DOH).
FAL: (Federal Action Levels),are 0.015 mg/L for Lead and 1.3 mg/L for Copper. If the concentrations exceed these levels,contact your regional DOH offs
for further information.
NA: (Not Analyzed),in the results column indicates this compound was not included in the current analysis.
ND: (Not Detected),in the results column indicates this compound was analyzed and not detected at a level greater than or equal to the SRL
<(0.001): indicates the compound was not detected in the sample at or aboveethe concentration indicated.
Comments:
yrr f f a k
f{ c r-L
Viss Laboratory Number: 61842 Page 1
Lab/Cor, Inc. 0
A Professional Service Corporation in the Northwest
INORGANIC CHEMICALS (IOCS) REPORT FOR ASBESTOS
EPA TEST METHOD- 100.1/100.2
System ID No: O System Name:
Lab Sample No: 1 ( _ S ":�L Date Collected: _ '_c DOH Source No:
Multiple Source Nos: Sample Type: A Sample Purpose: C
Date Received: U 0 O S Date Reported: - -OS Supervisor: v
Date Analyzed: - —O S` Analyst: h —Cf
County: Group:(; B Other
Sample Location: p A16: X44_r 300 ee: /g k'Va 52-9'
Send Re ort To: Bill To: f
/��1r t� 4{ er 17, 5f � / / c /�o.� ►" i � c. rt ��S }r-,C/
'Most ground water&spring sources will need to take a distribution sample for SD WA compliance. For these samples the
source number "92"should be used and a sample location(address)must be included. Surface waters may be taken either as a
distribution sample("92)or an individual source sample.
DOH# ANALYTES RESULTS UNITS SRL TRIGGER MCL EXCEEDS
EPA REGULATED Trigger? MCL?
119 ASBESTOS MFL 7 7 7 IYO NO
NOTES:
SRL(State Reporting Level): Indicates the minimum reporting level required by the Washington Department of Health(DOH).
Trigger Level: DOH Drinking Water response level.Systems with compounds detected at concentrations in excess of this level are
required to take additional samples.Contact your regional DOH office for further information.
MCL(Maximum Contaminant Level): If the contaminant amount exceeds the MCL,immediately contact your regional DOH office.
NA(Not Analyzed): In the results column,indicates this compound was not included in the current analysis.
ND(Not Detected): In the results column,indicates this compound was analyzed and not detected at a level greater than or equal to
the SRL.
<0.001:Indicates the compound was not detected in the sample at or above the concentration indicated.
TELPHONE NUMBERS FOR ASSISTANCE
Questions regarding drinking water regulations,system monitoring requirements,
and sampling information as to location,source type and method:
A.Belle Fuchs SW Regional Office(360)586-5179
B.Steve Hulsman NW Regional Office(253)395-6750
C.Scott Fink Eastern Regional Offece(509)456-2475
Comments:
Phone: Faz:
7619 6th Avenue NW. Seattle WA 98117
phone(206) 781-0155 phone(888)522-1278 fax(206) 789-8424 www.labcor.net
11525 Knudson
I#11L Burlington,WA 98 98233
A N-A-L C A�. (B00)755-9295
l l it luh irr�r� rrui u.,,r (360)757-1400-FAX(360)757-1402 Page 1 Of 1
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Client Name: Twiss Analytical Laboratories Reference Number: 05-09125
26276 Twelve Trees Lane Ste C
Poulsbo, WA 98370 Project: 59515
System Name: BELFAIR WATER DISTRICT#1 Field ID: 59515-01 S01
System ID Number: 053500 Lab Number: 04619808
DOH Source Number: 92 Date Collected: 8/2/2005
Multiple Sources: Date Extracted: TTHM_050809
Sample Type: A-After treatment Date Analyzed: 8/9/2005
Sample Purpose: C- Compliance Report Date: 8/12/2005
Sample Location: E 22871 Hwy 3 sample station Analyst: CO
County: Mason Supervisor:
EPA Method 524.2
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
EPA Regulated - Under Trihalomethanes Program
27 CHLOROFORM ND ug/L 0.4
28 BROMODICHLOROMETHANE ND ug/L 0.4
29 CHLORODIBROMOMETHANE ND ug/L 0.4
30 BROMOFORM ND ug/L 0.4
31 TOTAL TRIHALOMETHANE ND ug/L 0.4 60 80
J
i
I
i
A Result of"No*inmutes that the compound was not detected above the Lab's Method Detection Limit-MOL.
Maximum Contaminant Level,maximum parmuruble level of a contaminant in water established by EPA,NPDWR. State Advisory Level(SAL)for Unregulated compounds.
A blank MCL or SAI.value indicates a level is not currently established,
if a compound is detected>or-to the State Reporting Level,SRL,specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the compound concentrabon is greater than zem
J-Estimated value.
FORM.ODBP
NEW FEATURES OF THE 2005 WATER QUALITY MONITORING REPORT
For Sources with Continuous Chlorination or Ozonation
Monitoring Requirements for Disinfection Byproducts in 2005
In 2004, all systems with permanent or seasonal source(s) that were treated with continuous
chlorination or ozonation were required to monitor for disinfection byproducts from the
distribution system. However, during 2005, some systems may be able to reduce or eliminate
this monitoring depending upon the sample results from 2004. Please see Part 2 of the WQMR _
to see if the monitoring requirements apply to your system, or refer to the DBP Monitoring Plan
for your system. NOTE: Although this sampling requirement is not listed on this year's
Water Quality Monitoring Report (WQMR),it is still required unless your system qualifies
for a reduction or elimination of this sampling.
Radionuclides
The Environmental Protection Agency recently revised the federal rule regarding monitoring for
Radionuclides in public drinking water sources. All Group A community water systems are
subject to the initial monitoring requirements of the rule beginning in 2004 and ending in 2007.
If a sample for Gross Alpha was collected from your system's source(s) between June 1, 2000,
and December 31, 2003, your system may have qualified for a grandfathering provision of the
rule which allows the initial monitoring requirements to consist of sampling for Radium 228
only. Systems that did not have a Gross Alpha sample collected between June 1, 2000, and
December 31, 2003, are required to monitor for Gross Alpha and Radium 228 in order to satisfy
initial monitoring requirements of the federal Radionuclide Rule.
If Radionuclide sample(s) are not scheduled in Part 2 of your WQMR, then Radionuclide
samples are not required in 2005.
The laboratories certified to perform Radionuclide analyses for Washington State water systems
are:
Washington
gt State Severn-Trent Laboratories Energy Laboratories Inc.
Public Health Laboratory 2800 George Washington Way 2393 Salt Creek Highway
1610 NE 150`h Street Richland, WA 99352 Casper, WY 82602
Shoreline, WA 98155 (509) 375- 3131 (888) 235-0515
(206) 361-2909
11525 Knudson
— — �� 98 Burlington,WA 98233
T�AY (800)755-9295 '
A-NA L
It ig,iuh Ipint call lruSII' (360)757-1400-FAX(360)757-1402 Page 1 of 1
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Client Name: Twiss Analytical Laboratories Reference Number: 05-09125
26276 Twelve Trees Lane Ste C
Poulsbo, WA 98370 Project: 59515
J~ System Name: BELFAIR WATER DISTRICT#1 Field ID: 59515-03 S03
System ID Number: 053500 Lab Number: 04619809
DOH Source Number: 92 Date Collected: 8/2/2005
Multiple Sources: Date Extracted: TTHM_050809
Sample Type: A-After treatment Date Analyzed: 8/9/2005
Sample Purpose: C- Compliance Report Date: 8/12/2005
Sample Location: E18551 Hwy 106 sample station Analyst: CO
County: Mason Superviso
EPA Method 524.2 qa J
DOH# COMPOUNDS RESULTS Units SRL Trigger MCL COMMENT
EPA Regulated- Under Trihalomethanes Program
27 CHLOROFORM 0.2J ug/L 0.4
28 BROMODICHLOROMETHANE 0.3J ug/L 0.4
29 CHLORODIBROMOMETHANE 0.4 ug/L 0.4
30 BROMOFORM 0.3J ug/L 0.4
31 TOTAL TRIHALOMETHANE 1.2 ug/L 0.4 60 80
r
A Result of"NO'indicates that the compound was not detected above the Lab's Method Detection Limit-MDL.
Muumum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR. State Advisory Level(SAL)for Unregulated compounds.
A blank MCL or SAL value indicates a level is not cumantly established.
If a compound is detec.ed>or•to the State Reporting Level,SRL.specified i.,creased momtonng frequencies n4y occur per DOH.
Method Detection Lima is the lab's minimum concentration a compound can be measured and reported wan 99%conrdence that the compound concentration is greater than zero.
J-Estimated value.
FORM ODBP
it II
AL
r
VV I S S ENVIROSTARS 1
NALYTICAL,INC.
August 31,2005
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Haloacetic Acids (HAA)
Belfair Water District#I
P.O. Box 563
Belfair, WA 98528
Page l of 1
System Name: Belfair Water District#1 Field ID: 59515
System ID Number: 053500 Lab Number: 01032993
DOH Source Number: 92 Date Collected: 8/2/05 8:15am
Multiple Sources: Date Extracted: 8/18/05
Sample Type: A Date Analyzed: 8/19/05
Sample Purpose: C Date Reported: 8/24/05
Sample Location: E 18551 Hwy 106 Sample Station Analyst: TM
County: Mason Supervisor: ST
EPA Method 552.1 For State Drinking Water Compliance
DOH# COMPOUNDS RESULTS UNITS SRL TRIGGER MCL COMMENTS
Halo-Acetic Acids
CHLOROACETIC ACID ND(3.75) µg/L 2
DICHLOROACETIC ACID ND(1.25) µg/L I
TRICHLOROACETIC ACID ND(0.94) µg/L I
BROMOACETIC ACID ND(0.94) µg/L I
DIBROMOACETIC ACID ND(0.94) µg/L 1
BROMOCHLOROACETIC ACID ND(1.25) L I
HAA(6) ND 1 48 60
A result of-ND"indicates that the compound was not detected above the Lab's Method Detection Limit-MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected>or=to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOI-l.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane,Suite C A Poulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.com
AL
,A
A^v Is S
ENVIROSTARS
A41NALYTICAL,INC.
August 31,2005
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Haloacetic Acids (HAA)
Belfair Water District#1
P.O. Box 563
Belfair, WA 98528
Page I of 1
System Name: Belfair Water District#1 Field ID: 59515
System ID Number: 053500 Lab Number: 01032991
DOH Source Number: 92 Date Collected: 8/2/05 8:30am
Multiple Sources: Date Extracted: 8/18/05
Sample Type: A Date Analyzed: 8/19105
Sample Purpose: C Date Reported: 8/24/05
Sample Location: E 22871 Hwy 3 Sample Station Analyst: TM
County: Mason Supervisor: ST
EPA Method 552.1 For State Drinking Water Compliance
DOH# COMPOUNDS RESULTS UNITS SRLTTRIGG=ER COMMENTS
Halo-Acetic Acids
CHLOROACETIC ACID ND(3.75) µg/L 2
DICHLOROACETIC ACID ND(1.25) µg/L I
TRICHLOROACETIC ACID ND(0.94) µg/L I
BROMOACETIC ACID ND(0.94) µg/L I
DIBROMOACETIC ACID ND(0.94) µg/L I
BROMOCHLOROACE'fIC ACI=ND(1.25) L I
1 48 60
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected>or=to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane,Suite C A Poulsbo,WA 98370 A (360)779-5141 A Fax: (360)779-5150
www.twisslabs.com
7
Health Page I of 4
053500
Water Quality Monitoring Report for the Year 2006
System: BELFAIR WATER DISTRICT I PWSID: 05350 0 Report Date: 04/04/2006
.ontact: JERRY HUKILL SR Group: A -Comm County: MASON Region: SOUTHWEST
tt4art 1: List of Active Sources with Water Quality Monitoring Requirements
DOH Name Type Use Susceptibility Treated?
Source# Rating
Sol WELL #1 AHA954 Well Permanent Moderat
e Y
S03 WELL #3 AHA956 HUMMINGBIRD Well Permanent Moderate Y
SO4 WELL#4 ABA656 Well Permanent Low y
^art 2: Sampling Schedule for the Year 2006
�Coliform Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec
Sampling
2 2 2 2 2 2 2 2 2 2 2 2
' Indicates the requirement is an exception from WAC 246-290.
- If the coliform(bacteriological)sampling schedule listed at the bottom of the current Water Facilities Inventory(WFI) form
for your system is different from the schedule listed above, follow the schedule on the current WFI.
- Samples must be collected from representative points within the distribution system.
- Repeat samples are required following an unsatisfactory sample.
- A minimum of 5 routine samples are required the month following one or more unsatisfactory samples in accordance with
your stem's Coliform Monitoring Y Y g Plan.
!ad and Copper Distribution Sampling
- Lead and copper samples must be collected from indoor faucets within the distribution system after the water has
sat unused in the pipes for at least 6 hours but no more than 12 hours.
- Sample faucets should be flushed with cold water the evening prior to collecting the sample.
Part 2 indicates the month in which samples should be collected. Part 4 indicates the total number of samples
required.
Chlorine Residual Sampling
- Systems that use continuous chlorination must take chlorine residual measurements daily(or at a reduced frequency approved the
by the department),and at the same time and location as routine and repeat coliform samples.
Disinfection Byproducts Sampling
- Systems that use continuous chlorination must collect a sample for total trihalomethanes(TTHM)and a sample for haloacetic
acids(HAA5)for each chlorination treatment facility identified in your individual disinfection byproducts(DBP)monitoring
plan. Collect the samples from the distribution system at the frequency and locations identified in your DBP monitoring plan.
Sentry, DOH
ANALYTICAL, 1N ENVIROSTARS
1 �oc-vocl
VOC-VOC1 by Various EPA Approved Methods
Group: A
Date Collected: 4/17/2006 System Name: Belfair Water District Y1
Water System ID Number: 053500 County: Mason
Lab Sample Number. 01050611 DOH Source No: S01
Sample Location: Well*1 Date Received: 4/18/2006
Sample Purpose: C-Compliance Date Analyzed: 4/20/2006
Sample Composition:
Date Reported: 4/26/2006
Sample Type: A-After Treatment
Send Report to: Sample Collected by(name): Jack Heath
Belfair Water District#1 Phone Number: 360-275-3008
P.O.Box 563
Belfair,WA 98528
DOH* ANALYTES RESULTS UNITS SRL Trigger MCL Analyst METHOD COMMENT
1,2-DIBROMO-3-CHLOROPROPANE ND pg/L 0.4 0.2 TM 524.2
ETHYLENE DIBROMIDE(EDB) NO pg/L 0.4 0.05 TM 524.2
160 TOTAL XYLENES NO pg/L 0.4 0.5 10000 TM 524.2
57 T-1,2-DICHLOROETHYLENE NO pg/L 0.4 0.5 100 TM 524.2 I
60 CIS-1,2-DICHLOROETHYLENE ND pg/L 0.4 0.5 70 TM 524.2
471,1,1-TRICHLOROETHANE ND pg/L 0.4 0.5 200 TM 524.2
48 CARBON TETRACHLORIDE NO pg/L 0.4 0.5 5 TM 524.2
49 BENZENE NO pg/L 0.4 0.5 5 TM 524.2
501,2-DICHLOROETHANE ND pg/L 0.4 0.5 5 TM 524.2
51 TRICHLOROETHYLENE NO pg/L 0.4 0.5 5 TM 524.2
631,2-DICHLOROPROPANE NO pg/L 0.4 0.5 5 TM 524.2
66 TOLUENE NO pg/L 0.4 0.5 1000 TM 524.2
671,1,2-TRICHLOROETHANE NO pg/L 0.4 0.5 5 TM 524.2
68 TETRACHLOROETHYLENE NO pg/L 0.4 0.5 5 TM 524.2
71 CHLOROBENZENE NO pg/L 0.4 0.5 100 TM 524.2
73 ETHYLBENZENE NO pg/L 0.4 0.5 700 TM 524.2
158 M/P-XYLENE NO pg/L 0.4 0.5 TM 524.2
45.VINYL CHLORIDE NO pg/L 0.4 0.5 2 TM 524.2
1.59 0-XYLENE NO pg/L 0.4 0.5 TM 524.2
76 STRYENE NO pg/L 0.4 0.5 100 TM 524.2
52 P-DICHI OROBENZENF ND pn/I, 0 4 0.5 75 TM 524.2 I
84 0-DICHLOROBENZENE ND pg/L 0.4 0.5 600 TM 524.2 '
951,2,4-TRICHLOROBENZENE ND pg/L 0.4 0.5 70 TM 524.2
461.1-DICHLOROETHYLENE NO pg/L 0.4 0.5 7 TM 524.2
56 METHYLENE CHLORIDE NO pg/L 0.4 0.5 5 TM 524.2
EPA Unregulated Monitoring Required
581,1-DICHLOROETHANE NO pg/L 0.4 0.5 TM 524.2
59 2,2-DICHLOROPROPANE NO pg/L 0.4 0.5 TM 524.2
86 BROMOCHLOROMETHANE NO pg/L 0.4 0.5 TM 524.2
62 1,1-DICHLOROPROPENE NO pg%L 0.4 0.5 TM 5242
162 DICHLORODIFLUOROMETHANE NO pg/L 0.4 0.5 TM 524.2
64 DIBROMOMETHANE ND pg/L 0.4 0.5 TM 524.2
65 CIS-1,3-DICHLOROPROPENE ND pg/L 0.4 0.5 TM 524.2
69 TRANS-I,3-DICHLOROPROPENE NO pg/L 0.4 0.5 TM 524.2
53 CHLOROMETHANE NO pg/L 0.4 0.5 TM 524.2
')6
276 Twelve Trees Lane Suit
e C A [ oulsbo WA 98370
70 A (360) 779-5141 A Fax. (360) 779-5150
www.twisslabs.cum
l
•
�✓Vr 1 S S � -
ANALYTICAL, 1[�t(ae ENVIROSTAl25
-VOC1
1 VOC-VOC1 by Various EPA Approved Methods
Group: A
Date Collected: 4/17/2006 System Name: Belfair Water District#1
Water System ID Number: 053500 County: Mason
Lab Sample Number: 01050611 DOH Source No: S01
Sample Location: Well#1 Date Received: 4/18/2006
Sample Purpose: C-Compliance Date Analyzed: 4/20/2006
Sample Composition: Date Reported: 4/26/2006
Sample Type: A-After Treatment
Send Report to: Sample Collected by(name): Jack Heath
Belfair Water District#1 Phone Number: 360-275-3008
P.O.Box 563
Belfair,WA 98528
DOH# ANALYTES RESULTS UNITS SRL Trigger MCL Analyst METHOD COMMENT
701,3-DICHLOROPROPANE ND pg/L 0A 0.5 TM 524.2
721,1,1,2-TETRACHLOROETHANE ND pg/L 0.4 0.5 TM 524.2
871SOPROPYLBENZENE NO pg/L 0.4 0.5 TM 524.2
79 1,2,3-TRICHLOROPROPANE ND pg/L 0.4 0.5 TM 524.2
78 BROMOBENZENE ND pg/L 0.4 0.5 TM 524.2
80 1,1,2,2-TETRACHLORO ETHANE ND pg/L 0.4 0.5 TM 524.2
81 0-CHLOROTOLUENE ND pg/L 0.4 0.5 TM 524.2
88 N-PROPYLBENZENE NO pg/L 0.4 0.5 TM 524.2
89 1.3,5-TRI METHYLBENZ ENE ND pg/L 0.4 0.5 TM 524.2
54 BROMOMETHANE ND pg/L 0.4 0.5 TM 524.2
82 P-CHLOROTOLUENE ND pg/L 0.4 0.5 TM 524.2
90 TERT-BUTYLBENZENE NO pg/L 0.4 0.5 TM 524.2
91 1,2,4-TRIMETHYLBENZENE ND pg/L 0.4 0.5 TM 524.2
92 SEC-BUTYLBENZENE ND pg/L 0.4 0.5 TM 524.2
83 M-DICHLOROBENZENE ND pg/L 0.4 0.5 TM 524.2
93 P-ISOPROPYLTOLUENE ND pg/L 0.4 0.5 TM 524.2
94 N-BUTYLBENZENE NO pg/L 0.4 0.5 TM 524.2
55 CHLOROETHANE ND pg/L 0.4 0.5 TM 524.2
97 HEXACHLOROBUTADIENE ND pg/L 0.4 0.5 TM 524.2
96 NAPTHALENE ND pg/L 0A 0.5 TM 524.2
98 1.2,3-TRICHLOROBENZENE ND ug/I. 0.4 0.5 TM 5242
85 TRICHLOROFLUORMETHANE I ND pg/L 04 0.5 TM 524.2
EPA-Regulated-Under Trihalomethanes Program
31 TOTAL TRIHALOMETHANE ND pg/L 0,4 0.5 80 TM 524.2
27 CHLOROFORM ND pg/L 0.4 0.5 TM 524.2
28 BROMODICHLOROMETHANE ND pglL 0.4 0.5 TM 524.2
29 CHLORODIBRO MOM ETHANE ND pg/L 0A 0.5 TM 524.2
30 BROMOFORM ND pg/L 0.4 05 TM 524.2
State Unregulated-Other
0 1 METHYL TERT-BUTYL ETHER ND pg/L 0,4 0.5 TM 524.2
Notes.-
SRL(State Reporting Limit): Indicates the minimum reporting level required by the Washington State Dept. of Health
MCL(Maximum Contaminant level). maximum permissable level of a contaminant in water established by EPA
Trigger Level: DOH Drinking Water Response Level. Systems with compounds detected in excess of this level are
required to take additional samples. Contact your regional DOH office.
ND(Not Detected): Indicates tha the parameter was not detected above the Specified Reporting Limit(SRL)
NA(Not Analyzed): Indicates that this parameter was not analyzed for.
26276"Twelve Trees Lane,Suite C A PUulsbu, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.com
G^T 1 S S
NALYTICAL, IN ENVIROSTARS
41k,17
sae-vocl * ,t
VOC-VOC1 by Various EPA Approved Methods
Group: A
Date Collected: 4/17/2006 System Name: Belfair Water District*1
Water System ID Number: 053500 County: Mason
Lab Sample Number. 01050612 DOH Source No: S03
Sample Location: Well#3 Hummingbird.Lane Date Received: 4/18/2006
Sample Purpose: C-Compliance Date Analyzed: 4/20/2006
Sample Composition:
Date Reported: 4/26/2006
Sample Type: A-After Treatment
Send Repoli Sample Collected by(name): Jason Pomeoy
P.O.Belfair Water District t1 Phone Number: 360-275-3008
P.O.Box 563
Belfair,WA 98528 p--
DOH* ANALYTES RESULTS UNITS SRL Trigger MCL Analyst METHOD COMMENT
1,2-DIBROMO-3-CHLOROPROPANE ND pg/L 0.4 0.2 TM 524.2 I
ETHYLENE DIBROMIDE(EDB) ND pg/L 0.4 0.05 TM 524.2
160 TOTAL XYLENES ND pg/L 0.4 0.5 10000 TM 524.2
57 T-1,2-DICHLOROETHYLENE ND pg/L 0.4 0.5 100 TM 524.2
60 CIS-1,2-DICHLOROETHYLENE ND pg/L 0.4 0.5 70 TM 524.2
471,1,1-TRICHLOROETHANE ND pg/L 0.4 0.5 200 TM 524.2
48 CARBON TETRACHLORIDE ND pg/L 0.4 0.5 5 TM 524.2
49 BENZENE ND pg/L 0.4 0.5 5 TM 524.2
501,2-DICHLOROETHANE ND pg/L 0.4 0.5 5 TM 524.2 !
51 TRICHLOROETHYLENE ND pg/L 0.4 0.5 5 TM 524.2
631,2-DICHLOROPROPANE ND pg/L 0.4 0.5 5 TM 524.2
66 TOLUENE ND pg/L 0.4 0.5 1000 TM 524.2
671,1,2-TRICHLOROETHANE ND pg/L 0.4 0.5 5 TM 524.2
68 TETRACHLOROETHYLENE ND pg/L 0.4 0.5 5 TM 524.2
71 CHLOROBENZENE ND pg/L 0.4 0.5 100 TM 524.2
73 ETHYLBENZENE ND pg/L 0.4 0.5 700 TM 524.2
158 M/P-XYLENE ND pg/L 0.4 0.5 TM 524.2
45 VINYL CHLORIDE ND pg/L 0.4 0.5 2 TM 524.2
159 O-XYLENE ND pg/L 0.4 0.5 TM 524.2
76 STRYENE ND pg/L 0.4 0.5 100 TM 524.2
52 P-DICHLOROBENZENE ND pg/L 0.4 0.5 75 TM 524.2
84 O-DICHLOROBENZENE ND pg/L 0.4 0.5 600 TM 524.2 !951,2,4-TRICHLOROBENZENE ND pg/L 0.4 0.5 70 TM 524.2 I
461.1-DICHLOROETHYLENE ND pg/L 0.4 0.5 7 TM 524.2
56 METHYLENE CHLORIDE ND pg/L 0.4 0.5 .5 TM 524.2
EPA Unregulated Monitoring Required
581,1-DICHLOROETHANE ND pg/L 0.4 0.5 TM 524.2
59 2,2-DICHLOROPROPANE ND pg/L 0.4 0.5 TM 524.2
86 BROMOCHLOROMETHANE ND pg/L 0.4 0.5 TM 524.2
621,1-DICHLOROPROPENE ND pg/L 0.4 0.5 TM 524.2
162 DICHLORODIFLUOROMETHANE ND pg/L 0.4 0.5 TM 524.2
64 DIBROMOMETHANE ND pg/L 0.4 0.5 TM 524.2 I
65 CIS-1,3-DICHLOROPROPENE ND pg/L 0.4 0.5 TM 524.2
69 TRANS-I,3-DICHLOROPROPENE ND pg/L 0.4 0.5 TM 524.2
53 CHLOROMETHANE ND pg/L 0.4 0.5 TM 524.2
26276 Twelve Trees Lane, Suite C A 1'Oulsb(.), WA 98370 A (360) 779-51.11 A Fax: (360) 779-5150
www.twisslabs.c(nn
a-
41
ENVIROSTARS
NALYTICAL, IN�C-Voc1
tir
VOC-VOC1 by Various EPA Approved Methods
Group: A
Date Collected: 4/17/2006 System Name: Belfair Water District#1
Water System ID Number: 053500 County: Mason
Lab Sample Number: 01050612 DOH Source No: S03
Sample Location: Well#3 Hummingbird Lane Date Received: 4/18/2006
Sample Purpose: C-Compliance Date Analyzed: 4/20/2006
Sample Composition: Date Reported: 4/26/2006
Sample Type: A-After Treatment
Send Report to: Sample Collected by(name): Jason Pomeoy
Belfair Water District#1 Phone Number: 360-275-3008
P.O.Box 563
Belfair,WA 98528
DOH# ANALYTES RESULTS UNITS SRL Trigger MCL Analyst METHOD COMMENT
70 1,3-DICHLOROPROPANE ND pg/L 0.4 0,5 TM 524.2
72 1,1,1,2-TETRACHLOROETHANE ND pg/L 04 0.5 TM 524.2
871SOPROPYLBENZENE ND pg/L 0.4 0.5 TM 524.2
791,2,3-TRICHLOROPROPANE ND pg/L 0.4 0.5 TM 524.2
78 BROMOBENZENE ND pg/L 0.4 0.5 TM 524.2
801,1,2,2-TETRACHLOROETHANE ND pg/L 0.4 0.5 TM 524.2
81 O-CHLOROTOLUENE ND pg/L 0.4 0.5 TM 524.2
88 N-PROPYLBENZENE ND pg/L 0.4 0.5 TM 524.2
89 1,3,5-TRIMETHYLBENZ ENE ND pg/L 0.4 0.5 TM 524.2
54 BROMOMETHANE ND pg/L 0.4 0.5 TM 524.2
82 P-CHLOROTOLUENE ND pg/L 0A 0.5 TM 524.2
90 TERT-BUTYLBENZENE ND pg/L 0.4 0.5 TM 524.2
91 1,2,4-TRIMETHYLBENZENE ND pg/L 0.4 0.5 TM 524.2
92 SEC-BUTYLBENZENE ND pg/L 0A 0.5 TM 524.2
83 M-DICHLOROBENZENE ND pg/L 0.4 0.5 TM 524.2
93 P-ISOPROPYLTOLUENE ND pg/L 0.4 0.5 TM 524.2
94 N-BUTYLBENZENE ND pg/L 0A 0.5 TM 524.2
55 CHLOROETHANE ND pg/L 0.4 0.5 TM 524.2
97 HEXACHLOROBUTADIENE ND pg/L 0,4 0.5 TM 524.2
96 NAPTHALENE ND pg/L 0.4 0.5 TM 524.2
981,2,3-TRICHLOROBENZENE ND pg/L 0.4 0.5 TM 524.2.
85 TRICHLOROFLUORM ETHANE ND pg/L 0.4 0.5 TM 524.2
EPA-Regulated-Under Trihalomethanes Program
31 TOTAL TRIHALOMETHANE ND pg/L 0.4 0.5 80 TM 524.2
27 CHLOROFORM ND pg/L 0.4 0.5 TM 524.2
28 BROMODICHLOROM ETHANE ND pg/L 0.4 0.5 TM 524.2
29 CHLORODIBROMOMETHANE ND pg/L 0A 0.5 TM 524.2
30 BROMOFORM ND pg/L 0A 0.5 TM 524.2
State Unregulated-Other
0 METHYL TERT-BUTYL ETHER ND pg/L 1 0.4 0.5 TM 524.2
Notes:
SRL(State Reporting Limit): indicates the minimum reporting level required by the Washington State Dept. of Health
MCL(Maximum Contaminant level): maximum permissable level of a contaminant in water established by EPA
Trigger Level: DOH Drinking Water Response Level. Systems with compounds detected in excess of this level are
required to take additional samples. Contact your regional DOH office.
ND(Not Detected): Indicates tha the parameter was not detected above the Specified Reporting Limit(SRL)
NA(Not Analyzed): Indicates that this parameter was not analyzed for.
26276 Twelve Trees Lane,Suite C A Poulsbo, WA 98370 A (360) 779-51.11 A Fax: (360) 779-5150
www.twisslabs.com
s
4
VV I S S T
ANALYTICAL, INC. ENVIROSTARS
August 31,2006
VOLATILE ORGANIC COMPOUNDS WOO REPORT
Total Trihalomethane (THM)
Belfair Water District
P.O. Box 563
Belfair, WA 98528
System Name: Belfair Water District Page 1 of 1
Field ID: 69526-01
System ID Number: 053500 Lab Number: 01062196
DOH Source Number: 92 Date Collected: 8/14/06
Sample Type: A Date Analyzed: 8/17/06
Sample Purpose: C Date Reported: 8/31/06
Sample Location Sample Point 643 Old Belfair Hwy Analyst: TM
County: Mason Supervisor: ST
r:7
EPA Method 524.2 For State Drinking Water Compliance
DOH# COMPOUNDS I RESULTS I UNITS SRL TRIGGER MCL COMMENTS
TEPARulated Under Trihalomethanes Pro ram
27ROFORM ND(0.35) µg/L
28ODICHLOROMETHANE 0.70 BIk ND
µl�L Dup 0.68
29 DIBROMOCHLOROMETHANE 0.92 BIk ND
µILL Dup 0.91
30 BROMOFORM ND(0.33) µg/L
31 TOTAL TRIHALOMETHANE 1.61 ug/L 80 1.59
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected or to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane,Suite C A 1'oulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.com
1►^T
ENVIROSTARS
ANALYTICAL, INC.
August 31,2006
VOLATILE ORGANIC COMPOUNDS WOO REPORT
Total Trihalomethane (THM)
Belfair Water District
P.O. Box 563
Belfair, WA 98528
Page 1 of I
System Name: Belfair Water District Field ID: 69526-05
System ID Number: 053500 Lab Number: 01062200
DOH Source Number: 92 Date Collected: 8/14/06
Sample Type: A Date Analyzed: 8/17/06
Sample Purpose: C Date Reported: 8/31/06
Sample Location Sample Point 22871 Hwy 3 Analyst: TM
County: Mason Supervisor: ST
EPA Method 524.2 For State Drinking Water Compliance /
DOH# COMPOUNDS I RESULTS UNITS SRL TRIGGER MCL COMMENTS
EPA Regulated Under Trihalomethanes Program
27 CHLOROFORM ND(0.35) µg/L
28 BROMODICHLOROMETHANE ND(0.29) µg/L
29 DIBROMOCHLOROMETHANE ND(0.27) µg/L
30 BROMOFORM ND(0.33) µg/L
31 TOTAL TRIHALOMETHANE ND µg/L, 80
i
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently-established.
If a compound is detected or to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane,Suite C A Poulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.com
• s
VVISS
ENVIROSTARS
A41itiNALYTICAL, INC.
August 31,2006
VOLATILE ORGANIC COMPOUNDS WOO REPORT
Total Trihalomethane (THM)
Belfair Water District
P.O. Box 563
Belfair, WA 98528
Page 1 of 1
System Name: Belfair Water District Field ID: 69526-03
System ID Number: 053500 Lab Number: 01062198
DOH Source Number: 92 Date Collected: 8/14/06
Sample Type: A Date Analyzed: 8/17/06
Sample Purpose: C Date Reported: 8/31/06
Sample Location Sample Point 12551 Hwy 106 Analyst: TM
County: Mason Supervisor: ST
A
EPA Method 524.2 For State Drinking Water Compliance
DOH# COMPOUND I RESULTS UNITS SRL TRIGGER MCL COMMENTS
EPA Re2ulated Under Trihalomethanes Program
27 CHLOROFORM ND(0.35) µg/L
Blk ND
28 BROMODICHLOROMETHANE 0.48 µg/L Dup 0.46
Blk ND
29 DIBROMOCHLOROMETHANE 0.70 µg/L Dup 64
30 BROMOFORM ND(0.33) µg/L
31 TOTAL TRIHALOMETHANE 1.17 µg/L 80 1.09
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in wat
er established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected or to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane, Suite C A 1'oulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.corn
Ak
_11� EI�ROSTARS
ANALYTICAL, INC.
—" August 31,2006
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Haloacetic Acids (HAA)
Belfair Water District
P.O.Box 563
B�lfair, WA 98528
Page I of 1
System Name: Belfair Water District Field ID: 69526-02
System ID Number: 053500 Lab Number: 01062197
DOH Source Number: 92 Date Collected: 8/14/06
Multiple Sources: Date Extracted: 8/25/06
Sample Type: A Date Analyzed: 8/29/06
Sample Purpose: C Date Reported: 8/31/06
Sample Location: Sample Point 643 Old Belfair Hwy Analyst: TM
County: Clallam Supervisor: ST 1
EPA Method 552.1 For State Drinking Water Compliance
DOH# COMPOUNDS RESULTS UNITS SRL TRIGGER MCL COMMENTS
Halo-Acetic Acids
CHLOROACETIC ACID ND(1.25) µg/L 2
DICHLOROACETIC ACID ND(0.42) µg/L I
TRICHLOROACETIC ACID ND(0.31) µg/L 1
DIBROMOACETIC ACID ND(0.31) µg/L I
BROMOCHLOROACETIC ,ACID ND(0.42) g/L I
HAA 5) 1 ND I 48 60
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected>or=to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane, Suite C A Poulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.coni
4 kiT
NALYTICAL, INC. ENVIROSTARS
August 31,2006
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Haloacetic Acids (HAA)
Belfair Water District
P.O. Box 563
Belfair, WA 98528
Page 1 of I
System Name: Belfair Water District Field ID: 69526-06
System ID Number: 053500 Lab Number:01062201
DOH Source Number: 92 Date Collected: 8/14/06
Multiple Sources: Date Extracted: 8/25/06
Sample Type: A Date Analyzed: 8/29/06
Sample Purpose: C Date Reported: 8/31/06
Sample Location: Sample Point 22871 Hwy 3 Analyst: TM
County: Clallam Supervisor: ST
EPA Method 552.1 For State Drinking Water Compliance
�i
DOH# COMPOUNDS RESULTS UNITS SRL TRIGGER MCL COMMENTS
Halo-Acetic Acids
CHLOROACETIC ACID ND(1.25) µg/L 2
DICHLOROACETIC ACID ND(0.42)
TRICHLOROACETIC ACID ND(0.31)
DIBROMOACETIC ACID ND(0.31) µg/L I
BROMOCHLOROACETIC ACID ND(0.42) L I
1-1 HAA(5) ND I 48 60
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected>or=to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane, Suite C A Poulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twisslabs.com
Ak
ENVIROSTARS
A4 1 NALYTICAL, INC.
August 31,2006
DISINFECTION BY-PRODUCT COMPOUNDS REPORT
Haloacetic Acids (HAA)
Belfair Water District
P.O.Box 563
Belfair,WA 98528
Page 1 of 1
System Name: Belfair Water District Field ID:69526-04
System ID Number: 053500 Lab Number: 01062199
DOH Source Number: 92 Date Collected: 8/14/06
Multiple Sources: Date Extracted: 8/25/06
Sample Type: A Date Analyzed: 8/29/06
Sample Purpose: C Date Reported: 8/31/06
Sample Location: Sample Point 12551 Hwy 106 Analyst: TM
County: Clallam Supervisor: ST
EPA Method 552.1 For State Drinking Water Compliance
DOH# COMPOUNDS RESULTS UNITS SRL TRIGGER MCL COMMENTS
Halo-Acetic Acids
CHLOROACETIC ACID ND(1.25) µg/L 2
DICHLOROACETIC ACID ND(0.42) µg/L I
TRICHLOROACETIC ACID ND(0.31) µg/L 1
DIBROMOACETIC ACID ND(0.31) µg/L I
BROMOCHLOROACETIC ACID ND(0.42) 1. I
HAA 5 ND I 48 60
A result of"ND"indicates that the compound was not detected above the Lab's Method Detection Limit—MDL
Maximum Contaminant Level,maximum permissible level of a contaminant in water established by EPA,NPDWR,State Advisory
Level(SAL)for unregulated compounds. A blank MCL or SAL value indicated a level is not currently established.
If a compound is detected>or=to the State Reporting Level(SRL),specified increased monitoring frequencies may occur per DOH.
Method Detection Limit is the lab's minimum concentration a compound can be measured and reported with 99%confidence that the
compound is greater than zero.
J—Estimated value.
26276 Twelve Trees Lane, Suite C A Poulsbo, WA 98370 A (360) 779-5141 A Fax: (360) 779-5150
www.twissl,ibs.coni
WHeal Ih Page 1 of
.,.,.M._..:t: 053500
Water Quality Monitoring Report for the Year 2007
System: BELFAIR WATER DISTRICT 1 PWSID:05350 0 Report Date: 02/21/2007
lontact: JERRY HUKILL SR Group: A-Comm County: MASON Region: SOUTHWEST
Part 1: List of Active Sources with Water Quality Monitoring Requirements
DOH Name Type Use Susceptibility Treated?
Source# Rating
Sol WELL#1 AHA954 Well Permanent Moderate Y
S03 WELL#3 AHA956 HUMMINGBIRD Well Permanent Moderate Y
SO4 WELL#4 ABA656 Well Permanent Low Y
4art 2: Sampling Schedule for the Year 2007
Coliform Jan Feb Mar Apr May June July Aug Sept Oct Nov Dec
Sampling
Routine
2 12 12 12 1 2 12 12 12 12 12 12 12
•Indicates the requirement is an exception from WAC 246-290.
- If the coliform(bacteriological)sampling schedule listed at the bottom of the current Water Facilities Inventory(WFI)form
for your system is different from the schedule listed above,follow the schedule on the current WFI.
- Samples must be collected from representative points within the distribution system.
- Repeat samples are required following an unsatisfactory sample.
- A minimum of 5 routine samples are required the month following one or more unsatisfactory samples in accordance with
your system's Coliform Monitoring Plan.
,ead and Copper Distribution Sampling
- Lead and copper samples must be collected from indoor faucets within the distribution system after the water has
sat unused in the pipes for at least 6 hours but no more than 12 hours.
- Sample faucets should be flushed with cold water the evening prior to collecting the sample.
- Part 2 indicates the month in which samples should be collected. Part 4 indicates the total number of samples
required.
;blorine Residual Sampling
- Systems that use continuous chlorination must take chlorine residual measurements daily(or at a reduced frequency approved the
by the department),and at the same time and location as routine and repeat coliform samples.
isinfection Byproducts Sampling
Systems that use continuous chlorination must collect a sample for total trihalomethanes(TTHM)and a sample for haloacetic
acids(HAA5)for each chlorination treatment facility identified in your individual disinfection byproducts(DBP)monitoring
plan. Collect the samples from the distribution system at the frequency and locations identified in your DBP monitoring plan.
Sentry DOH
Page 2 of 4
Of Health.
05350 0
Water Quality Monitoring Report for the Year 200
Determining. ur Disinfection B roducts DBP nionit0l'ing re uirement for 2007:
Please review each successive statement below to determine your appropriate monitoring requirement. Also keep in mind that a
complete DBP sample set is one TTHM and one HAA5 sample.
(1)If you have not taken any TTHM or HAA5 samples,you must sample in 2007 during a month that has the wannest water
temperature at a location in your distribution system representing the Maximum Residence Time of the water in the pipes. You
are done with your determination and do not need to continue.
(2)If any of your TT M or HAA5(DBP)compliance samples were collected during a month that didn't have the wannest water
I
temperature or at a location that wasn't the Maximum Residence Time of the water in the pipes,another set of samples is due in
2007. You are done with your determination and do not need to continue. during a month that had
(3) If all your TTHM and HAA5(DBP)compliance samplesoca on that represented the each
Maximum Res dence Time of the were collected
water in the pipes,please
the wanneses t water temperature and at
Next Sample
Considering your DBP Sample Results:
Set Due
3 a) 2004 TTHM results averaged 20 ug/I or less and HAA results averaged 15 ug/ or
2007
less,and ou did not monitor in 2005 or 2006.
3 b) 2005 TTHM results averaged 20 ug/I or less and HAA results averaged 15 ug/I or 2008
less an ou did not monitor in 2006.
r less and HAA results averaged IS ug/I or 2009
3 c) 2006 TTHM results averaged 20 ug/I o
less.
If not were the 2008
4 a) In 2004 and 2005,TTHM results averaged 40 ug/I or less and HAA results average
30 u I or less each year,and ou did not monitor in 2006. 2009
4 b) In 2005 and 2006,TTHM results averaged 40 ug/1 or less and HAA results averaged
30 u l or less each year.
If not were the 2007
5) In 2004,2005,or 2006,TTHM results averaged 80 ug/I or less and HAA results
avera ed 60 ug/I or less each ear,but did not meet the criteria above.
If not were they:
6) In 2004,2005,or 2006,TTHM results for any year averaged more than 80 ug/I or Quarterly
HAA results for any year averaged more than 60 ug/l.
If you are on a quarterly monitoring schedule due to a TTHM or HAA5 exceedance, you must
continue to monitor quarterly until your annual average sample results are 60 µg/L or less for
5. Then you may return to annual monitoring.
TTHM and 45 µg/L or less for HAA
Chemical Sampling Requirements
must be taken from a location as near to the source as possible,after any treatment.
Source water chemical samples
Nitrate and nitrite are included as part of a complete IOC.
Test Panel/Method
Month Source Monitoring Group
No source chemical sampling requiredEthisnth
Janua
No source chemical sampling required this month
Februa
No source chemical sampling required this month
M arch
No source chemical sampling required this month
A ril
No source chemical sampling required this month
Ma NITRATE
Sol NITRATE
June NITRATE
June
S03 NITRATE
Sentry DOH
01AHealth
Page 3 of 4
053500
lrnsw qy F•.w•r.rwel l,eJ/i
CH Yr/Lar.1Mr NLwt
Water Quality Monitoring Report for the Year 2007
June SO4 VOLATILE ORGANIC CONTAMINANTS VOC-524.2
July No source chemical sampling required this month
August No source chemical sampling required this month
September No source chemical sampling required this month
(October SO4 IOC IOC
November No source chemical sampling required this month
December No source chemical sampling required this month
art 3: State Waivers
- Automatically granted to all sources based on DOH assessment of conditions within the state.
- No source-specific assessment,waiver application,or fee required.
- State waivers granted for the 2005-2007 compliance period are listed in Part 4.
art 4: Water Quality Monitoring Frequency
- Although waivers may be granted for your system,there may be some monitoring required as a condition of the waiver your
system was granted.
Monitoring Group Test Panel/Method Sample Location Schedule/Status
Asbestos ASB Distribution Collect I Asbestos sample in 2008
Bacteriological Coli Distribution See routine sample schedule in part 2
Dioxin SOC- 1613 All sources State Waiver Thru Dec 2007
:rtdothall SOC-548.I All sources State Waiver Thru Dec 2007
EDB and other soil fumigants SOC-504 Sol State Waiver Thru Dec 2007
:DB and other soil fumigants SOC-504 S03 State Waiver Thru Dec 2007
EDB and other soil fumigants SOC-504 SO4 State Waiver Thru Dec 2007
3lyphosphate SOC-547.1 All sources State Waiver Thru Dec 2007
ierbicides SOC-515.2 S01 Waiver granted-No sampling required thru Dec 2007
9erbicides SOC-515.2 S03 Waiver granted-No sampling required thru Dec 2007
ierbicides SOC-515.2 SO4 Waiver granted-No sampling required thru Dec 2007
Insecticides SOC-531 1 S01 Waiver granted-No sampling required thru Dec 2007
rsecticides SOC-53 L l S03 Waiver granted-No sampling required thru Dec 2007
Insecticides SOC-531.1 SO4 Waiver granted-No sampling required thru Dec 2007
norganic Contaminants IOC Sol I complete IOC sample between Jan 2002-Dec 2010
norganic Contaminants IOC S03 I complete IOC sample between Jan 2002-Dec 2010
norganic Contaminants IOC SO4 I sample(s)every 3 years
ad/Copper• LCR Distribution LCR I Set of 10 samples between Jan 2006-Dec 2008
Nitrate• NIT Sol Collect I Nitrate sample(s)in 2007
litrate• NIT S03 Collect 1 Nitrate sample(s)in 2007
Sentry DOH
Page 4 of 4
(�Heal th 05350 0
Water Quality Monitoring Report for the Year 2007
Schedule/Status
lonitorin Group Test Panel/Method Sam le Location in 2007
NIT
SO4 Collect I Nitrate sample(s)
itrate• Waiver granted-No sampling required thru Dec 2007
SOC-525.2 SOl
eneral Pesticides SOC-525.2 S03 Waiver granted-No sampling required thru Dec 2007
eneral Pesticides sampling required thru Dec 2007
;eneral Pesticides SOC-525.2
SO4 Waiver granted-No camp g eq
SOC-549.1
All sources State Waiver Thru Dec 2007
)iquat 1 sample(s)every 3 years
VOC-524.2 SO1
lolatile Organic Contaminants . I sample(s)every 3 years
VOC-5242 S03
✓olatile Organic Contaminants I sample(s)every 3 years
Volatile Organic Contaminants
VOC-524.2 SO4
•These contaminant monitoring groups do not have waiver options under the SDWA.
Part 5 Regional Water Quality Monitoring Contact Southwest Regional Office
For Further information call the Southwest Regional Office(Belle Fuchs)
Phone:(360)236-3046
For questions regarding Disinfection ByProducts(DBP)monitoring,contact:Regina Grimm(360)236-3035
Special Note
For Group A Community Systems Only: Your Consumer Confidence Report,summarizing the results of your 2006
water quality monitoring requirements is due before July 1,2007. For further information visit
www.doh.wa.govlehpldwlOur—Main—Pageilconsumer.htm or contact the CCR Coordinator at your Regional Office.
Sentry DOH
1
10.6 Comments on WSP from Adjacent Utilities
10.7 Belfair Water District No. 1 Letter to Fire District No. 2
1
NOMWOKNIMA
:
N.E.22451 Hyw.3
P.O.Box 563
Belfair Washington 98528
Phone(360)275-3008
Fax(360)275-6410
November 20,2001
Jerry A. Hukill Sr.
Belfair Water District Manager
Belfair,WA 98528
Mike Greene
Belfair Fire District#2
Belfair, WA. 98528
RE: Fireflow
Dear Sir,
As you are probably aware, the Belfair Water District is in the process of updating our comprehensive water system
plan_ I feel the need to reiterate my concern on fireflow.
Because of the lack of loops in the system and not having the amount of water storage we need for proper fire
protection. I request that you pump no more than two thousand gallons a minute through your trucks. If more water
is pumped it could possibly collapse the water main the water is being drawn from_ I thank you for your attention to
this matter. I would also request that you still keep track of the water used by your Fire Department. This will aid us
at the end of each year for total water loss.
I thank you for your help.If you have any questions please call me at 275-3008.
Sincerely,
Jerry ukill Sr.
Belfair Water District Manager
WDM-3
1
10.8 Belfair Water District No. 1 Water Shortage Response Plan
Belfair Water District No. 1
WATER SHORTAGE RESPONSE PLAN
MAY 2007
CHAPTERI
PROBLEM ASSESSMENT
1.0 Demand Analysis
1.1 Demand Analysis
To begin the demand analysis, current annual flows were used. These are the latest full, annual
flows available that are concurrent with the data used in the Water System Plan. The Guidance
Document Water Shortage Response Plans indicates that using source and service meters for
supply and demand analysis is best in Section 2. Evaluate supply and Demand. Therefore, the
2005 annual usage is used for this document.
The annual customer metered consumption was 4,748,020 cubic feet, or 35,500,230 gallons.
The annual average daily usage was 115,255 gallons for all users. The monthly daily average
use varied from a low of 92,415 gallons in April 2005 to a high of 153,680 gallons in September.
See the Worksheet included in the appendix at the back of this document. Since daily flows are
not available on customer metered services, the multiplier of two (2) was used to calculate the
peak day demand at 230,511 gallons. This is a considerable reduction from that used for the
2001 Water system Plan.
Basically, there are three consumer groups on the Belfair Water District system. They are
Single Family Residences, Multiple Family Residences, and Commercial/Industrial. The latter
group does include some minor governmental agencies such as PUD No. 3, a small Mason
County office, and Fire District No. 2. Single Family Residences make up 44.6% of the
customer usage, Multiple Family Residences are 5.6%, and Commercial/Industrial users
comprise 49.8%. The largest users are two supermarkets. There is one industrial customer,
Hard Rock Concrete, on the system at this time.
The Mason County Comprehensive Plan calls for a growth factor of 1.37% for its planning
period. With the designation of the Belfair area as an Urban Growth Area (UGA), it is
anticipated that this figure will like) hold true. Actual growth will greatly depend on construction
9 Y 9 9 Y P
of a new sewer system. Mason county anticipates construction of the new sewers to be in the
2009-2010 time frame. The District has constructed a new 1.1 MG standpipe and the
installation of a new well pump, disinfection facilities, and a reservoir management system for
Well No. 4. These new facilities are now on line and serve a few customers in Pressure Zone
No. 2. It is unclear as to exactly when construction of the interzone connection will be
completed.
One of the segments in the worksheet in the appendix is a projection of demand factors through
the period of the District's Water System Plan, 2012. The growth factor of 1.37% was used to
0 0
2010 and then 3.1 /o to 2012. On top of that a drought factor of 5/o was used for each month.
While there is little likelihood of a drought being in effect during the wet weather months, it was
still applied to accentuate the overall annual average usage.
Table 1.1 lists the demand projections for the years 2001-2006.
1
1
Table 1.1
Belfair Water District No. 1
Demand Projections
Year Average Day Demand Peak Day Demand
(gallons) (gallons)
2007 118,435 236,870
2008 120,058 240,115
2009 121,703 243,405
2010 123,370 246,740
2011 127,194 254,389
2012 131,137 262,275
1.2 Supply Analysis
Belfair Water District No.1 has four active wells. Well Nos. 1 and 2 are flowing artesians. Well
No. 1 can be pumped at 150 gpm according to the District's water rights. It has a "shut-in" head
of approximately 13#. When pumped at 150 gpm, the residual head is approximately 8.5#
Well No. 2 has water rights for withdrawal of 300 gpm. However, this well has degenerated and
is only capable of approximately 150 gpm. In addition, it "makes sand" upon initial start up. It
must be manually operated to clear the sand before it can be connected to the system. It is
held strictly for emergency purposes. It has a "shut in" head of approximately 8#, but the water
level quickly drops into the casing when pumped.
Well No. 3 (Hummingbird) is also an artesian, but not flowing. Its static water level rises to
approximate three feet below the ground surface, depending on tide conditions. When pumped
at 275 gpm (water right limit), it drops approximately 70 feet to a stabile level.
Well No. 4 is the new well, with permitted water rights for 600-gpm instantaneous withdrawal
rate and 645 acre-feet annual usage. The well is approximately 630' deep. The static water
level is at an elevation of 192 feet above sea level. The ground surface is at 334'. At 600 gpm,
the working water level will be at elevation 52'.
In all cases above, there has been no deterioration of either static or pumping levels over the
history of the wells. All of the wells get their supply from confined aquifers with an apparently
significant recharge area.
Based on the above Supply Analysis, the District has an immediate supply of 425 gpm from two
wells (Nos. 1 & 3), with another 150 gpm from Well No. 2 for emergency purposes. Well No. 4
supplies 600 gpm. This well has not yet been connected to the existing system, but is expected
to be connected by the end of 2007, or mid-2008.
1.3 Supply and Demand Comparison
Based on the data in worksheet in the appendix, it appears that if all wells are functioning, there
will be no deficit in supply for the projected demand from 2007 through 20012. There are
potentially several factors that will affect supply; 1) electrical failure, 2) mechanical failure, and
3) catastrophic failure.
2
_ I
An electrical failure is the "most likely" scenario for a supply shortage. Generally, electrical
failures occur during the wet weather months during storms, and when demand is the lowest.
The District has a fixed based generator connected to Well No. 1, which can be turned on and
used to keep this well operable. In addition, there is a portable generator that can be taken to
Well No. 3 to keep it operating. However, both of these generators are military surplus with
replacement parts almost impossible to find. The District is in the process of installing a
permanent generator for Well No. 3, and the Water System Plan identifies a project to replace
the generator at Well No. 1. If necessary, Well No. 1 can pump 216,000 gpd. This well alone
can almost pump the peak day demand load. Therefore, an electrical outage is not considered
as an insurmountable situation.
During the first two years of the Water System Plan planning period, the most reasonable "worst
case" scenario that could occur would be for a mechanical breakdown of Well No. 3 in a peak
day demand situation. Since this well is used from May through September, its loss during this
time frame, could present some supply problems for the District. As stated above, Well No. 1
can pump 216,000 gpd. If Well No. 3 does go down, Well No. 2 can be activated and provide
another 150 gpm, or 216,000 gpd. This will meet the projected peak day demand in Pressure
zone No. 1 for all years until 2012. However, once Well No. 4 is connected to the existing
system, Well No. 3 problems become a non-issue.
Well No. 4 primarily serves Pressure Zone No. 2 in the northeast quarter of the District's service
area. If it suffers a mechanical breakdown, there will be no way for the water from Pressure
Zone No. 1 (present system) to feed water up the hill. There is a 1.1 MG standpipe in place to
serve the upper zone. During the early years of its operation, most of the water will be used in
the lower zone. Therefore, as upper zone growth occurs attention will have to be paid to how
the water is used and where. If a breakdown occurs, the lower zone will have to be isolated
until the problem is repaired. Presently it is not financially feasible to install on-site generation
for this well. Additionally, the standpipe should be able to serve the upper zone growth well past
the six-year term of the new Water System Plan.
While no specific month can be identified as the most likely for a shortage, based on the
analysis, the month of August has historically been the highest peak use period for Belfair, even
though September was the high month for 2005. If one of the occurrences above happens, the
District is prepared to handle the problem in a timely manner.
3
I
11
CHAPTER II
OPTIONS FOR DEALING WITH A WATER SHORTAGE
2.1 Resource Policies
Belfair Water District No. 1 does not have specific, officially adopted resource policies regarding
demand reduction for water shortage events. All water shortages to date have been short term,
generally 24 hours, or less. There have been times when a power failure has curtailed
production of supply, but only for a short term. During these periods, water use generally drops
off dramatically. No customers have been out of water due to the production stoppage. In
addition, the District has now installed a generator for Well No. 1. This generator is capable of
keeping the system operational during power outages.
The District constructed a new standpipe, which will store approximately 1.1 MG in 2002. At the
same time Well No. 4 and a new Well House/Control Building were placed in operation. While
the primary purpose of these facilities will be to serve the new Pressure Zone No. 2, connection
to the existing system will enhance water supply reliability for the entire District system.
The District will not have to curtail growth due to a water shortage. A higher growth rate in
accordance with Mason County's designation of the Belfair area as a UGA has been enabled by
the construction the new standpipe and Well No. 4.
Any water shortage experienced by the District will likely be of a short-term nature. Even the
reasonable worst-case scenario of a mechanical failure should be no longer than a week. As
discussed below, demand reduction for short-term water shortages will likely be confined to
irrigation restrictions with the curtailment of home vehicle washing as a possible follow on. In
these instances, the burden of a demand reduction will likely be more on the residential class,
rather than the commercial class. Some of the larger commercial customers do have separate
irrigation systems, and others have small landscape plots, but by far a reduction of irrigation will
be felt more by the residential class of customers. At the time of this writing, there does not
appear to be a financial burden associated with such a demand reduction.
In 1995, Belfair Water District No. 1 adopted an increasing block rate structure. This rate
structure has been instrumental in reducing the annual ADD to 130 gpd in 2005. The District
has maintained the rate policy ever since, with an across-the-board 25% increase in October
2001. A new rate increase is being discussed for autumn 2007. It will continue the increasing
block rate structure.
This rate increase in 2001 was adopted to assist in paying off the one percent loan received
from the Public Works Trust Fund for the new facilities. In addition, a "System Development
Fee" is paid by all new connections to the system. It is anticipated that this new fee will pay the
bulk of the principle and interest cost of the loan once growth begins in the new pressure zone.
2.2 Demand Reduction Options
Because the District's water supply is from a series of deep, underground aquifers, it does not
suffer from an actual water shortage, as such. Groundwater is not affected in same way as
surface water supplies, which can be severely impacted by a short-term drought condition.
Groundwater supplies react much more slowly to these conditions, and the impacts are less
severe. Water shortages for the District are the result of some type of system failure.
4
As stated above, historically the District has not had to impose a demand reduction requirement
on any of its customers. That does not mean that such actions should not be considered. Any
demand reduction imposed by the District will be a direct result of the situation at the time of a
water shortage.
For example, if an electrical failure occurs during the wintertime, a demand reduction is not
likely to be imposed. If, however, such a failure occurs in August during the peak use period, it
is likely that a dramatic reduction will be called for. If the outage is longer than 12 hours,
specific orders to cease landscape irrigation will be issued. Additionally, the District can require
no home car or vehicle washing.
If the problem were a mechanical failure, again there would likely be no reduction in demand
required during the wintertime. If this were to occur in August, it would depend on which well
was affected. A failure of the pump at Well No. 1 would require no reduction. However, a
similar incident at Well No. 3 would require curtailment of landscaping irrigation for the duration
of the problem.
The District has an ongoing public information program. It has distributed all but the latest water
DOH conservation guidelines to all of its customers. The guidelines are kept in plain sight at the
District's customer service counter, and new customers are given copies when they sign up for
service. In addition, the District inserts a newsletter in its bills twice a year.
The only governmental user that could effectively impact overall usage is Fire District No. 2.
Imposition of restrictions would not be imposed for fire fighting, but they could be imposed on
training activities. While the District could also considered a government agency, any action
taken against the fire district for water use for training would also apply to the District for main
flushing activities.
Board of Commissioner Policy No. 12-01 allows the District Manager to impose user restrictions
on customers as he/she determines as necessary during a water supply shortage situation.
The District has had an increasing block rate structure in place since 1995.
Board of Commissioner Policy No. BWD-RR-16 allows the District to impose penalties or
disconnect users for violations of District policies or rules.
DOH has listed three stages of a water shortage situation. The District has defined the various
shortag
e situations, based on its own system. They are as follows:
Stage 1 Minor Shortage - defined as an electrical outage of more than 24 hours,
but less than 36 hours in duration - Voluntary Measures
Stage 2 Moderate Shortage — defined as an electrical or mechanical failure more
than 36 hours in duration - Mandatory Measures
Stage 3 Severe Shortage — defined as a complete loss of two or more of the
District's supply sources - Rationing Program
Based on the discussion above, the following options are adopted by Belfair Water District No. 1
for use in water shortage situations above:
5
1
Public Information Program — Prepare and distribute conservation materials — estimated
savings, 5%; (1), (2), (3)
Government Actions — Restrict fire department use of hydrants for training, eliminate all
but emergency main flushing, and prohibit public water uses not required for public
health and safety—estimated savings, 15%; (2), (3)
User Restrictions — Implement voluntary water use reductions, implement landscaping
irrigation restrictions, and implement home vehicle washing restrictions — estimated
savings, 20%; (1), (2), (3)
Penalties— Disconnect water service, fines— estimated savings, 10%; (2), (3)
2.3 Triggering Criteria
A drought, unless it is a very long one, will not likely be the trigger for implementing any of the
demand reduction actions listed in this plan. Belfair's groundwater sources are deep and are
not easily impacted by a short-term drought, as recent droughts since 1977 have demonstrated.
That notwithstanding, the District monitors its well water levels on a daily basis. Well Nos. 1&2
are flowing artesians. Both static and pumping residual pressures are recorded. Well Nos. 3 &
4 have circular, 7-day charts that constantly record the water level in the well casing.
The most likely scenario for a water shortage will be the lack of power to the well pumps. A
prolonged power outage to, or mechanical breakdown of Well No. 3 during the peak use season
will create a potential shortage of supply, at least until Well No. 4 and its attendant storage tank
are connected to the rest of the system. In that instance, the District will be notified
automatically if existing storage capacity is compromised.
2.4 Supply Augmentation
Belfair Water District No. 1 can augment the supply in Pressure Zone No. 1 by connecting the
two zones together. This will add 600 gpm and 645 acre-feet per year. The tank stores
approximately 1.1 MG. Evaluation of the system under the new supply conditions, indicates that
additional supplies will not be required at least for the next ten or more years, based on present
growth projections.
2.5 Evaluation and Selection of a Course of Action
All of the options listed above are viable for Belfair Water District No. 1. The size of the system,
along with the limited range of customer types, restricts what the District can accomplish during
a water shortage.
6
CHAPTER III
PLAN IMPLEMENTATION
3.1 Schedule
Based on the types of scenarios under which a water shortage will occur for the District,
scheduling for implementation of any of the demand reduction options will depend on the type of
problem occurs.
For example, an area wide storm in the middle of winter that knocks out power to the system will
have little impact on the water supply. The District will simply start the generator for Well No. 1,
which will be able to supply all of the water necessary to serve the customers. If, however, such
an occurrence should happen during the summer, Well No. 1 will only be able to sustain the
supply for approximately 12 hours. This will require the District Manager to closely monitor the
power situation to determine if any of the demand reduction options are to be implemented.
Probably the most serious type of problem for the District will be a mechanical failure at Well
No. 3. A mechanical failure will entail pulling the well pump, evaluating what is wrong, and
either fix the problem or replace the pump and/or motor. This will take a longer period of time.
Under this circumstance, the District Manager will have immediate knowledge and will be able
to implement the necessary demand options.
The District is a small system, with approximately 520 customers. It is cost effective to prepare
the appropriate notices detailing the options being implemented and have the staff hand-deliver
them to the customers. This can be accomplished in less than a single day, whereas preparing
a news release and having it published will take at least two days, and then it is not guaranteed
that all customers will see it.
3.2 Financial Program
The types of water supply shortages the District is likely to incur will not have a significant effect
on its budget. The District budgets for an emergency situation such as this. Funds are
available on a year-around basis for pump repair or replacement.
3.3 Monitoring Program
The District presently monitors well levels, both static and working, on a regular basis.
Historically, there has been no change in water levels in the wells since the District began
operations.
Since a water shortage situation will most likely be the result of an electrical or mechanical
problem, The District must cant' out a regular maintenance program for its well pumps. An
electrical problem such as brought on by a storm cannot be easily foreseen. Therefore, the best
way to minimize water shortage problems is to be sure that all pumps and other operating
equipment is scrupulously maintained and in good working order.
7
I
APPENDIX
BELFAIR WATER DISTRICT NO. 1
WATER SHORTAGE RESPONSE PLAN
WORKSHEETS
CURRENT WATER CONSUMPTION(2006)
Ian Feb Mar Aaril MR June JR-ly AU-9 Sept OPI NQV 129-C TOT9�
Cons.(cf) 385,361 470,679 381,070 383,004 433,804 458,810 521,028 624,668 636,911 499.175 420,433 413,914 5,628,857
Cons.(gal) 2,882,5W 3.520,679 2,850,404 2,864,870 3,244,854 3,431,899 3,997,289 4,672,517 4,764,094 3,733,829 3.144,839 3,096,077 42,103,850
Av Cons/day 92,984 113,570 101,800 92.415 108,162 110,706 129,910 150,726 153,680 124,461 101,446 103,203 115,255
PD=2xAv 1a5,968 227,140 203,600 184.830 216,324 221,412 259,820 301,452 307,360 248.922 202.892 206,406 230,511
WATER DEMAND PROJECTIONS-2007 to 2012
2007 Jan i Feb Mr AQr1l ma "An July Amy �&w 04S NO Q22 TOTAL AVG
ADD 95,549 116,703 104,608 94,965 111,146 113,760 133,494 154,B84 157,920 127,895 104,245 108,050 118,435
PDD 191,098 233,406 209,216 189,930 222,292 227,520 266,988 309,768 315,840 255,790 208,490 212,100 236,870
2008 ,on Feb Mal Agrit Mac "m "IN AuR aw 921 I12Y 922 TOTAL AVG
96,858 118,302 106,041 96,266 112,669 115,319 135,323 157,006 1 W,084 129,647 105,673 107,503 120,058
PDD 193,716 236,604 212,082 192,532 225,338 230,638 270,646 314,012 320.168 259,294 211,346 215,008 240,115
2009 "D Eeh ME ARQ Met( ,Im ,lyhf Aug §w 991 NQY 929 TOTAL AVG
ADD 98,185 119,923 107,494 97,585 114,213 116,899 137,177 159,157 162,277 131.423 107,121 108,976 121,703
PDD 196,370 239,846 214,988 195,170 228,426 233,798 274,354 318,314 324,554 262,846 214,242 217,952 243,405
2010 ,IQn Fgb Mar Avil MR )J M ul AW2 aw 421 uo QN TOTAL AVG
ADD 99,530 121,566 108,967 98.922 115,778 118,501 139,056 161,337 164.500 133,223 108,589 110,469 123,370
PDD 199,050 243,132 217,934 197,844 231,556 237,002 278,112 322,674 329.000 266,446 217,178 220,938 248,740
2011 ,on Feb Mar April M@!( June JUIV &Q �Vw 291 NSZY 1222 TOTAL AVG
ADD 102,615 125,335 112,345 101,989 119,367 122,175 143,367 166,338 169,600 137,353 111,955 113,894 127,194
PDD 205,230 250,670 224,690 203,978 238,734 244,350 286,734 332,676 339,200 274,706 223,910 227,788 254,389
2012 "D Feb ME Aelll MR kme "IY Aug $AM 991 NQY Q% TOTAL AVG
ADD 105.796 129,220 115,828 105,151 123,067 125.962 147,811 171,494 174,858 141,611 115,426 117,425 131,137
PDD 211,592 258.440 231,656 210,302 246,134 251,924 295,622 342,988 349,716 283,222 230,852 234,850 262,275
Water Use Data for 2007 WSP-WSRP WORK-6/8/2007-12:47 PM 1 of 2
BELFAIR WATER DISTRICT NO. 1
WATER SHORTAGE RESPONSE PLAN
....r(KSHEETS
DEMAND&SUPPLY COMPARISON-2007 to 2012
2007 Jan Fep mar Aaril MR June JUN Any Sept Oct Nov_ Qeq
POD 191,098 233,406 209,216 189,930 222,292 227,520 266,988 309,768 315,840 255,790 208,490 212,100
AVAIL. SUPP. 612,000 612,000 612,000 612,000 612,000 612,000 612,000 612,000 612,000 612,000 612.000 612,000
EXCESS/(DEF) 420,902 378,594 402,784 422,070 389,708 384,480 345,012 302,232 296,160 356,210 403,510 399,900
2008 Jan Feb Mar Aoril May June ,Jl A -glm QQ-t NQV 909
POD 193,716 236,604 212,082 192,532 225,338 230,638 270,648 314,012 320,168 259,294 211,346 215,006
AVAIL.SUPP, 612,000 612,000 612,000 612,000 612,000 612,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000
EXCESS/(DEF) 418,284 375,396 399,918 419,468 386,662 381,362 1,205,354 1,181,988 1,155,832 1,216,706 1,264,664 1,260,994
2009 490 Feb Mar Aoril ME Jim m &a 152Rt Q21 Nov pw
POD 196,370 239,846 214,988 195,170 228,426 233,798 274,354 318,314 324,554 262,846 214,242 217,952
AVAIL.SUPP. 1,476,000 _ 1,476,000 1,476,000 1,476.000 1,476,000 1,476,000 1.476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000
EXCESS/(DEF) 1,279,630 1,236,154 1,261,012 1.280,830 1,247,574 1,242,202 1,201,646 1,157,686 1,151,446 1,213,164 1,261,758 1,258,048
2010 4ffln Feb MK APPI my June 41y &2 20 QQl MQy Qg2
POD 199,060 243,132 217,934 197,844 231,556 237,002 278,112 322,674 329,000 286,446 217,178 220,938
AVAIL.SUPP. 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000
EXCESS/(DEF) 1,276,040 1,232,868 1,258,066 1,278,156 1,244,444 1,238,998 1,197,888 1,153,326 1,147,000 1,209,554 1,258,822 1,255,062
2011 4@nn Feb Mar ApN MSY Dine 41dy &Q 150DI XI No 929
POD 205,230 250,670 224,690 203,978 238,734 244,350 286,734 332,676 339,200 274,706 223,910 227,788
AVAIL. SUPP, 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000
EXCESS/(DEF) 1,270,770 1.225,330 1.251,310 1.272,022 1,237.266 1,231,650 1,189.266 1,143,324 1,136,800 1.201,294 1,252,090 1.248,212
2012 Jahn Eeeb Mar &1_ MR June "ly 692 Seot 991 NO 99-C
POD 211,592 258,440 231,656 210,302 246,134 251,924 295,622 342,988 349,716 283,222 230,852 234,850
AVAIL.SUPP, 1,476,000 1,476,000 1.476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,476,000 1,478,000 1,476,000 1,476,000
EXCESS/(DEF) 1,264,408 1,217,560 1,244,344 1,265,698 1,229,866 1,224,076 1,180,378 1,133,012 1,126,284 1,192,778 1,245,148 1,241,150
Water Use Data for 2007 WSP-WSRP WORK-6/8/2007-12:47 PM 2 of 2
I
10.9 Municipal Water Law Attachments 2 & 5
1
Attachment 2: Municipal Water Law Water System Plan/Small Water System Management Program General Approval Checklif
For each element, please identify where in your Water System Plan(WSP) or Small Water System Management Program (SWSMP) submittal the
requirements of the Municipal Water Law identified in the column labeled"Element" are addressed.
The"Application" column identifies the type of plan(WSP or SWSMP) and the size of system the element applies to.
Addressed
Application Element In plan on Documentation
A
pp pages Attached
indicated
Water rights ands stem capacity
The water rights self-assessment you have included in your WSP and SWSMP must be complete and must
WSP and SWSMP adequately reflect your water right status.Please review your self-assessment for completeness,accuracy and
consistency with your water rights. Page(s) IV-8
All size systems
If there are factors(i.e. supplemental,seasonal,etc.)to your water right that are not addressed in the self-
assessment format,provide additional statements on how those factors affect your self-assessment.
The system capacity analysis must incorporate the water right quantity parameters(QaQi)found in your water
WSP and SWSMP rights self-assessment. Identify the number of connections,population served,and/or Equivalent Residential Units Page(s) II-11
All size systems (ERUs)that you are currently serving and identify your current instantaneous and annual water usage. Water use & III-11
demand should not exceed existing water right QaQi.
The system capacity analysis must incorporate the water right quantity parameters(QaQi)found in your water
WSP rights self-assessment. For a 6-year planning horizon,evaluate the number of connections,population served, Page(s) II-3-
All size systems and/or Equivalent Residential Units(ERUs)that you are planning on serving,utilizing historical water usage and 10
future population projections. Water use demand projections should not exceed existing water right QaQi.
Service Area Delineation
WSP and SWSMP Provide a map and description of the water system service area. The map must delineate your retail service area
All size systems (existing and future)as well any other service area(existing and future)you wish to include in your water right Pocket at Back
place of use. Provide clear differentiation between the two boundaries.
WSP and SWSMP provide a copy of the land use map(s)for jurisdictions served by your system. Page(s) 1-15
All size systems
Attachment 2 1 March 2004 Revision
Addressed
Application Element in plan on Documentation
pages Attached
indicated
Conservation
New language has been added to RCW 70.119A,which states,"...municipal water suppliers shall continue to meet
the existing conservation requirements of the department and shall continue to implement their current water
WSP and SWSMP conservation programs." Page(s) IV-1-
All size systems Describe what,if any,previous efforts will be discontinued. For discontinued efforts,identify why continuation of 7
these efforts would be ineffective or provide documentation that the discontinued program had a prescribed end
date or savings level.
WSP Must meet current conservation requirements. Please review the requirements(attached)and provide identification Page(s) IV-1-
All size systems of where in your current WSP each of the elements is included. 7_
SW MP Provide a completed Water Conservation Program(Element 14 of the SWSMP). Page(s) IV-1-
All systems
WSP Describe the projects,technologies,and other cost-effective measures that comprise your water conservation
Systems serving program. Must be
1000 or more attached
connections
WSP Describe the improvements in the efficiency of water system use resulting from implementation of your water
Systems serving conservation program over the last six years. Page(s) IV-1-
1000 or more _
connections
WSP Provide a demand forecast for the next 6-years based on the water savings expected from the planned conservation
Systems with measures.
inchoate water
rights serving 1000 Page(s) II-11
or more
connections
WSP Provide a demand forecast for the next 6-years based on the water savings expected if implementing additional
Systems with conservation measures that were considered cost-effective,including those that were not chosen to be implemented
rights inhserving
inchoate twater 1000 at this time. Mimed
g
or more
connections
Reclaimed Water
WSP Exploring opportunities for water reclamation is an element of the Municipal Water Law that must be addressed in
Systems with this plan Page(s)
greater than 1000 Systems> 1000 Connections must complete Attachment 9: Water Reclamation Checklist for System',N%ith 1,000
connections or morc_Conncctions or provide comparable documentation.
Attachment 2 2 March 2004 Revision