Centralia WATER SYSTEM PLAN 2021
DRAFT Water System Plan
City of Centralia
Centralia, Washington September 29, 2021
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DRAFT Water System Plan
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September 29, 2021 | i
Certification
This DRAFT Water System Plan for the City of Centralia was prepared by HDR Engineering, Inc.,
under the direction of the following Registered Professional Engineers:
________________________________________
Jeffrey M. Hansen
HDR Engineering, Inc.
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Contents
1. Introduction .................................................................................................................... 1-1
1.1 Service Area and Adjacent Purveyors ........................................................................ 1-1
1.2 Purpose and Objectives of Water System Plan ............................................................ 1-5
1.3 Ownership and Management .................................................................................... 1-5
1.4 Natural Setting ....................................................................................................... 1-5
1.4.1 Hydrology and Hydrogeology......................................................................... 1-5 1.4.2 Geography and Topography .......................................................................... 1-5
1.5 History of Water System .......................................................................................... 1-6
1.6 Overview of Existing System..................................................................................... 1-6
1.7 Water Utility Policies................................................................................................ 1-7
1.8 Related Plans......................................................................................................... 1-7
1.9 Review Comments and Responses ........................................................................... 1-8
2. System Planning Considerations ....................................................................................... 2-1
2.1 Relation to the Growth Management Act..................................................................... 2-1
2.2 Urban Growth Areas and Land Use ........................................................................... 2-2
2.3 Water Service Area and Current Connections ............................................................. 2-5
2.3.1 Wholesale Service Area................................................................................ 2-5
2.4 Population ............................................................................................................. 2-5
2.4.1 Historical Population .................................................................................... 2-5 2.4.2 Population Forecast ..................................................................................... 2-8 2.4.3 Population Forecast for Wholesale Service Area .............................................. 2-9
3. Water Demand Forecast................................................................................................... 3-1
3.1 Water Production History ......................................................................................... 3-1
3.2 Customer Categories, Connections, and Consumption ................................................. 3-3
3.3 Water Balance and Distribution System Leakage ......................................................... 3-7
3.4 Water Use Factors and Equivalent Residential Units .................................................... 3-9
3.5 Water Demand Forecast ........................................................................................ 3-10
3.5.1 50-Year Water Demand Forecast ................................................................. 3-11 3.5.2 Water Demand Forecast Apportioned to Pressure Zones................................. 3-15
4. Water Conservation ......................................................................................................... 4-1
4.1 Water Use Efficiency Requirements and Compliance Summary ..................................... 4-1
4.2 Current Conservation Program.................................................................................. 4-3
4.3 2019-2028 Conservation Program ............................................................................. 4-5
4.4 Goals .................................................................................................................... 4-5
4.5 Measures .............................................................................................................. 4-6
4.6 Water Loss Control Action Plan................................................................................. 4-8
5. Existing System Description .............................................................................................. 5-1
5.1 Sources of Supply ................................................................................................... 5-1
5.1.1 Tennis Court Wellfield .................................................................................. 5-1 5.1.2 Fords Prairie Wellfield .................................................................................. 5-2
5.2 Water Treatment..................................................................................................... 5-2
5.3 Storage ................................................................................................................. 5-5
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5.4 Distribution System ................................................................................................. 5-5
5.4.1 Pressure Zones ........................................................................................... 5-5 5.4.2 Booster Pump Stations ................................................................................. 5-6 5.4.3 Distribution Lines ......................................................................................... 5-6 5.4.4 Pressure Reducing Valves ............................................................................ 5-7
5.5 Telemetry .............................................................................................................. 5-7
5.6 Auxiliary Power....................................................................................................... 5-7
6. Design Standards and Construction Specifications ............................................................... 6-1
6.1 Design Standards ................................................................................................... 6-1
6.1.1 Supply ....................................................................................................... 6-1 6.1.2 Storage ...................................................................................................... 6-1 6.1.3 Distribution System ...................................................................................... 6-4
6.2 Construction Specifications ...................................................................................... 6-4
7. Source Capacity Analysis ................................................................................................. 7-1
7.1 Water Rights Evaluation........................................................................................... 7-1
7.1.1 Existing Water Rights ................................................................................... 7-1 7.1.2 Pending Water Right Applications .................................................................. 7-7 7.1.3 Skookumchuck River.................................................................................... 7-8 7.1.4 Comparison of Water Rights with Future Water Demand ................................... 7-8
7.2 Source Capacity Evaluation...................................................................................... 7-9
7.2.1 Total System Capacity.................................................................................. 7-9 7.2.2 Cooks Hill Pressure Zone ........................................................................... 7-12 7.2.3 Ham Hill Pressure Zone.............................................................................. 7-13 7.2.4 Davis Hill Pressure Zone ............................................................................ 7-14 7.2.5 Zenkner Valley Pressure Zone..................................................................... 7-15 7.2.6 Winterwood Estates Pressure Zone.............................................................. 7-16 7.2.7 Seminary Hill Pressure Zone ....................................................................... 7-17 7.2.8 Future Widgeon Hill Pressure Zone .............................................................. 7-18
7.3 Interties ............................................................................................................... 7-19
8. Storage Capacity Analysis ................................................................................................ 8-1
8.1 Evaluation of Existing Storage Facilities ..................................................................... 8-1
8.1.1 Central Zone ............................................................................................... 8-1 8.1.2 Cooks Hill ................................................................................................... 8-4 8.1.3 Ham Hill ..................................................................................................... 8-6
8.2 Evaluation of Future Storage Facilities ....................................................................... 8-8
8.2.1 Upper Davis Hill Reservoir ............................................................................ 8-8 8.2.2 Zenkner Hill Reservoir ................................................................................ 8-10 8.2.3 Upper Seminary Hill Reservoir ..................................................................... 8-12 8.2.4 Widgeon Hill Reservoir ............................................................................... 8-14
9. Distribution System Analysis ............................................................................................. 9-1
9.1 Methodology .......................................................................................................... 9-1
9.2 Demand Allocation .................................................................................................. 9-1
9.3 Calibration ............................................................................................................. 9-2
9.4 Modeling Scenarios................................................................................................. 9-5
9.5 Maximum Pressure Analysis Results ......................................................................... 9-5
9.6 Peak Hour Analysis Results...................................................................................... 9-6
9.6 Fire Flow Analysis Results ..................................................................................... 9-11
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10. Regulatory Compliance Program ..................................................................................... 10-1
10.1 Safe Drinking Water Act and Washington Administrative Code .................................... 10-1
10.2 System Overview .................................................................................................. 10-1
10.3 Summary of Effective Source Water Quality Regulations ............................................ 10-2
10.3.1 Source and Treatment Regulations .............................................................. 10-3 10.3.2 Distribution System Regulations................................................................... 10-8 10.3.3 Other Regulations.................................................................................... 10-13
10.4 Anticipated Monitoring Requirements ..................................................................... 10-14
10.5 Laboratory Certification ........................................................................................ 10-16
10.6 Summary of Regulatory Status by Source and Component........................................ 10-16
10.7 Summary of Monitoring Requirements and Plans..................................................... 10-16
11. Source Protection Program ............................................................................................. 11-1
11.1 Summary of Existing Wellhead Protection Plan.......................................................... 11-1
11.1.1 Wellhead Protection Plan Update ................................................................. 11-2
11.2 Well Pumping Characteristics and Wellhead Protection Management Area.................... 11-2
11.3 Inventory of Potential Contaminant Sources ............................................................... 11-5
11.4 Nitrate Monitoring Program .................................................................................... 11-11
12. Operations and Maintenance Program.............................................................................. 12-1
12.1 Organizational Structure ........................................................................................ 12-1
12.2 Personnel Certification........................................................................................... 12-1
12.3 Daily Operations ................................................................................................... 12-3
12.3.1 General .................................................................................................... 12-3 12.3.2 Sources ................................................................................................... 12-3 12.3.3 Storage .................................................................................................... 12-3 12.3.4 Booster Facilities ....................................................................................... 12-3 12.3.5 Service Meters .......................................................................................... 12-4 12.3.6 Dead -end Lines ......................................................................................... 12-4
12.4 Emergency Response Plan .................................................................................... 12-4
12.4.1 Vulnerability Overview ................................................................................ 12-4 12.4.2 America’s Water Infrastructure Act (AWIA) .................................................... 12-4 12.4.3 Contingency Plan ...................................................................................... 12-5 12.4.3 Emergency Response Actions ..................................................................... 12-8 12.4.4 Public/Press Information ........................................................................... 12-10
12.5 Routine and Preventive Maintenance ..................................................................... 12-10
12.6 Water Quality Public Notification, Record Keeping, and Customer Complaint
Procedures ........................................................................................................ 12-11
12.6.1 Public Notification .................................................................................... 12-11 12.6.2 Recordkeeping ........................................................................................ 12-13 12.6.3 Customer Complaints ............................................................................... 12-13
12.7 Cross Connection Control Program ....................................................................... 12-13
12.8 System Reliability ............................................................................................... 12-14
12.8.1 Summary of Water System Reliability Characteristics .................................... 12-14 12.8.2 Water Shortage Response Planning ........................................................... 12-14
13. Capital Improvement Program ......................................................................................... 13-1
13.1 Development of CIP .............................................................................................. 13-1
13.1.1 Source and Treatment (WS) Improvements ................................................... 13-6 13.1.2 Water Reservoir (WR) Improvements ........................................................... 13-6
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13.1.3 Water Booster Pump Station (WB) Improvements........................................... 13-7 13.1.4 Water Distribution System (WD) Improvements .............................................. 13-8
13.2 Operational and Management Improvements .......................................................... 13-11
14. Financial Plan ............................................................................................................... 14-1
14.1 Introduction .......................................................................................................... 14-1
14.2 Past Period Financial History .................................................................................. 14-2
14.3 Development of the Financial Plan........................................................................... 14-2
14.3.1 Water Utility Revenues ............................................................................... 14-3 14.3.2 Water Utility Expenses ............................................................................... 14-4 14.3.3 External Sources of Funds .......................................................................... 14-7
14.4 Summary of the Financial Projections ...................................................................... 14-9
14.5 Review of the City’s Current Water Rates ............................................................... 14-13
14.6 Conclusion......................................................................................................... 14-14
Tables
Table 2-1. Future Land Use Distribution ...................................................................................... 2-3
Table 2-2. Water System Connections and Population Served ........................................................ 2-7
Table 3-1. Annual Well Production (MG), 2012-2020 ..................................................................... 3-1
Table 3-2. Monthly Well Production (MG), 2012-2020 .................................................................... 3-1
Table 3-3. Average and Maximum Day Production, 2011-2020 ....................................................... 3-2
Table 3-4. Water Consumption (MG except where noted), 2011-2020 (1)........................................... 3-4
Table 3-5. Monthly Water Consumption (MG), 2011-2020 (1) ........................................................... 3-5
Table 3-6. Summary of Largest Water Customers (1) ...................................................................... 3-7
Table 3-7. 2020 Water Balance .................................................................................................. 3-8
Table 3-8. Distribution System Leakage and Non-Revenue Water (mg)............................................ 3-9
Table 3-9. Equivalent Residential Unit (ERU) Analysis ................................................................. 3-10
Table 3-10. Water Demand Forecast ........................................................................................ 3-14
Table 3-11. Pressure Zone Non-Industrial Demand Allocations ..................................................... 3-15
Table 3-12. Water Demand Forecast by Pressure Zone (in mgd)................................................... 3-15
Table 4-1. Compliance with Water Use Efficiency Rule Requirements ............................................. 4-2
Table 4-2. Current Conservation Program ................................................................................... 4-3
Table 4-3. 2019-2028 Conservation Program .............................................................................. 4-7
Table 5-1. Source Water Pumping Facilities ................................................................................ 5-1
Table 5-2. Existing Water Storage Facilities ................................................................................ 5-5
Table 5-3. Pressure Zones ....................................................................................................... 5-5
Table 5-4. Booster Pumping Stations and Zone Pressure Tanks .................................................... 5-6
Table 5-5. Water Distribution Pipe Inventory................................................................................ 5-7
Table 7-1. City of Centralia Water Rights ..................................................................................... 7-2
Table 7-2. Source Capacity for the Full System .......................................................................... 7-11
Table 7-3. Evaluation of Source Adequacy for Cooks Hill ............................................................. 7-13
Table 7-4. Evaluation of Source Adequacy for Ham Hill ............................................................... 7-14
Table 7-5. Evaluation of Source Adequacy for Davis Hill .............................................................. 7-15
Table 7-6. Evaluation of Source Adequacy for Zenkner Valley ...................................................... 7-16
Table 7-7. Evaluation of Source Adequacy for Winterwood Estates ............................................... 7-17
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Table 7-8. Evaluation of Source Adequacy for Seminary Hill ......................................................... 7-18
Table 7-9. Evaluation of Source Adequacy for Future Widgeon Hill Pressure Zone .......................... 7-19
Table 8-1. Evaluation of Storage Adequacy for Central Zone (Considering Davis Hill and
Seminary Hill Reservoirs Only) ....................................................................................... 8-2
Table 8-2. Evaluation of Storage Adequacy for Central Zone (Considering PRV-Connections to
Upper Pressure Zones) ................................................................................................. 8-3
Table 8-3. Evaluation of Storage Adequacy for Cooks Hill ............................................................. 8-5
Table 8-4. Evaluation of Storage Adequacy for Ham Hill ............................................................... 8-7
Table 8-5. Evaluation of Storage Adequacy for Upper Davis Hill ..................................................... 8-9
Table 8-6. Evaluation of Storage Adequacy for Zenkner Hill......................................................... 8-11
Table 8-7. Evaluation of Storage Adequacy for Upper Seminary Hill.............................................. 8-13
Table 8-8. Evaluation of Storage Adequacy for Widgeon Hill........................................................ 8-14
Table 9-1. Adjusted pipe f riction f actor assumptions ...................................................................... 9-3
Table 9-2. Calibration Results .................................................................................................... 9-4
Table 9-3. Modeling Scenarios .................................................................................................. 9-5
Table 10-1. Water Sources and Operational Status .................................................................... 10-1
Table 10-2. Applicable Safe Drinking Water Act Regulations........................................................ 10-2
Table 10-3. Radionuclide Rule MCLs ....................................................................................... 10-5
Table 10-4. Secondary Drinking Water Parameters .................................................................... 10-8
Table 10-5. Stage I D/DBP Monitoring Requirements ............................................................... 10-10
Table 10-6. Lead and Copper Rule Revisions.......................................................................... 10-12
Table 10-7. Anticipated Future Regulations.............................................................................. 10-14
Table 10-8. Summary of Applicable Regulations and Compliance Status ..................................... 10-17
Table 10-9. Summary of Existing Monitoring Requirements ....................................................... 10-18
Table 11-1. Inventory of Potential Contaminant Sources ............................................................. 11-6
Table 12-1. Personnel Certification .......................................................................................... 12-3
Table 12-2. City of Centralia Emergency Contacts ..................................................................... 12-5
Table 12-3. Potential Disaster Effects....................................................................................... 12-8
Table 12-4. Retention of Records of Operation and Analysis...................................................... 12-13
Table 13-1. Capital Improvement Program (2021 – 2041) ............................................................ 13-3
Table 14-1. Historical Revenues and Expenses FY 2015-2019 ..................................................... 14-2
Table 14-2. Escalation Factors................................................................................................. 14-3
Table 14-3. Summary of Capital Construction Fund..................................................................... 14-6
Table 14-4. Summary of the Revenue Requirements FY 2020 to 2026......................................... 14-11
Table 14-5. Summary of Reserves FY 2020 to FY 2026............................................................. 14-12
Table 14-6. Overview of the City’s Current (2021) Water Rates for Single-Family Residential Customers ............................................................................................................... 14-13
Table 14-7. EPA Affordability Calculation................................................................................. 14-14
Table 14-8. Overview of the City’s Potential Future Water Rates for Single-Family Residential
Customers ............................................................................................................... 14-14
Figures
Figure 1-1A. Centralia Water System Retail Service Area.............................................................. 1-3
Figure 1-1B. Centralia Water System Service Area ...................................................................... 1-4
Figure 2-1. Zoning and Land Use Map ......................................................................................... 2-4
Figure 2-2. Population Growth, 2000 – 2017 ................................................................................ 2-6
DRAFT Water System Plan City of Centralia
Figure 2-3. Water System Population Served, 2011 – 2020 ............................................................ 2-8
Figure 3-1. Monthly Water Production (2014-2020) ....................................................................... 3-2
Figure 3-2. Consumption by Customer Category (2011-2020)......................................................... 3-5
Figure 3-3. Monthly Consumption (2014-2020) ............................................................................. 3-6
Figure 5-1. Water System Facility Map ....................................................................................... 5-3
Figure 5-2. Water System Hydraulic Profile ................................................................................. 5-4
Figure 7-1. Annual Source Capacity Analysis ............................................................................. 7-12
Figure 7-2. Instantaneous Source Capacity Analysis ................................................................... 7-12
Figure 9-1. Baker Street Modifications......................................................................................... 9-7
Figure 9-2. Maximum Static Pressure Map................................................................................... 9-8
Figure 9-3. 2021 Peak Hour Pressure Map .................................................................................. 9-9
Figure 9-4. 2041 Peak Hour Pressure Map with 20-year CIP ........................................................ 9-10
Figure 9-5. 2021 Available Fire Flow Map .................................................................................. 9-12
Figure 9-6. 2021 Fire Flow Deficiencies ..................................................................................... 9-13
Figure 9-7. 2041 Available Fire Flow Map with 20-year CIP .......................................................... 9-14
Figure 9-8. 2041 Fire Flow Deficiencies with 20-year CIP ............................................................. 9-15
Figure 11-1. Wellhead Protection Management Area ................................................................... 11-4
Figure 11-2: Nitrate concentrations at monitoring program sites, December 2019 – March 2021 ...... 11-11
Figure 12-1. City of Centralia Organizational Chart...................................................................... 12-2
Figure 13-1. CIP Map ............................................................................................................. 13-5
Figure 14-1. Revenue Projections............................................................................................. 14-4
Figure 14-2. Water Utility Expenses .......................................................................................... 14-5
Appendices
Appendix A: WFI
Appendix B: Intertie agreement with Chehalis
Appendix C: Centralia Municipal Code Water Utility Policies
Appendix D: Local Government Coordination
Appendix E: SEPA Checklist
Appendix F: Reclaimed Water
Appendix G: Communication from Fire Marshal
Appendix H: Construction Standards and Specs for Water
Appendix I: Coliform Monitoring Plan
Appendix J: Consumer Confidence Report
Appendix K: D/DBP Compliance Monitoring Plan
Appendix L: Maintenance Reporting Procedures
Appendix M: Cross Connection Control Program
Appendix N: Water Rights Self-Assessment
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{ RD "Section 02 Service Area and Population DRAFT (2021-09-24).doc" \f }
{ RD "Section 03 Demand Forecast DRAFT (2021-09-24).doc" \f }
{ RD "Section 04 Conservation DRAFT (2021-09-24).doc" \f }
{ RD "Section 05 System Description DRAFT (2021-09-24).doc" \f }
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Section 1 - Introduction 1-1
1. Introduction
This section provides general information about the City of Centralia (City) water system.
Material is presented describing the history and development of the water system, and the
current ownership and management of the system. The existing service area is described,
including the relationship of the City water system and service area to the surrounding
municipalities and water systems. Water system policies are summarized, and other related
planning documents are also described in this section.
1.1 Service Area and Adjacent Purveyors
The City currently provides water service to customers within its Retail Service Area, shown in
Figure 1-1A. This area is comprised of the majority of the land within City Limits plus portions of
the City’s Urban Growth Area (UGA) where service is currently provided or is anticipated to be
provided in the near future. In addition, there are areas outside of the UGA where the City
provides service to customers; thus, these areas (such as Seminary Hill Road to the east of the
City, and Blanchard Road to the southwest of the City) are also considered to be within the
City’s Retail Service Area.
Although the City currently provides service to the majority of parcels within its Retail Service
Area, there are some parcels that do not presently receive water service. As such, it is
important to note that the City’s “Existing Service Area” (i.e., only that area to which service is
currently provided) is defined as the part of the Retail Service Area in which water distribution
infrastructure currently exists. This is depicted on Figure 5-1 as the areas to which current
water distribution piping extends.
Contrasted with the City’s Retail Service Area, the City’s broader Water Service Area includes
areas where water service is expanding, and the service areas of future wholesale water
customers as shown in Figure 1-1B. Expanding retail service is planned for additional portions
of the UGA, to which service may be extended in the future. The level of growth anticipated
within the Water Service Area is discussed in Section 2. As is the case with Growth
Management Act (GMA) planning, the City’s UGA, and therefore its water service area, is
subject to change to reflect future development patterns and related planning efforts.
The City is currently planning to construct a large regional groundwater supply to meet the long-
term future water needs of the City and other public water systems in the region. This project is
discussed in Section 07. The largest Group A water purveyor adjacent to the City’s water
system service area is the City of Chehalis, with whom the City of Centralia maintains an intertie
that is currently used only for emergencies but which will be used for wholesale water deliveries
in the future and for delivery of a portion of the new groundwater supply to serve growth
demands in Chehalis. The City of Chehalis water service area is shown in Figure 1-1B as a
Future Wholesale Service Area.
There are several small Group A and Group B water systems located within the City’s Retail
Service Area. The City has consolidated several small systems into its service area since the
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Section 1 - Introduction 1-2
prior Water System Plan was published. Service areas for small systems within the Centralia
Retail Service Area are also identified on Figure 1-1A.
UV507
§¨¦5
Power ShopHolmgren
Eastridge 2
EastridgeWest
Lewis CountyArea 1 Shop
Eastridge 3
BigHanafordTrailer Park
MargaretMeadows
CommericalBoulevardF&L Pacific
Foron Bob OkeGame Farm
CentraliaFur and Hide
Rainbow DrivingRange
Reynolds Lake
Swope MobileHome Park
SunsetvueWater System
Symons FrozenFoods
Sandra Avenue
Fords PrairieAnimal Clinic
Schaefer County Park
H
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RDG:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE1B_SERVICEAREA.MXDWATER SERVICE AREA
City of Centralia Water System Plan April 2021
FIGURE 1-1A
City Limits
City of Centralia UGA
City of Centralia Service Area*
City of Centralia Retail Service Area
City of Chehalis Water Service Area
Other Group A Water Systems
Other Group B Water Systems
¯0 0.5 1 Mile
*Service Area is the City’s Water Rights Place of Use
UV507§¨¦5
MIDDLE FORK RD
JACKS
O
N
H
W
Y
BIGHANAFORD R D
STATE ROUTE 6
N O RTHFORKRDCENTRALIA ALPHA RD
LI T TLE HANAFORDRD
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A
Y
6
0
3
CENTRALIA
CHEHALIS
NAPAVINEG:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE1A_SERVICEAREA.MXDWATER SERVICE AREA
City of Centralia Water System Plan April 2021
FIGURE 1-1B
City Limits
City of Centralia UGA
City of Centralia Service Area*
City of Centralia Retail Service Area
City of Chehalis Water Service Area
Other Group A Water Systems
Other Group B Water Systems
¯0 1 2 Mile
*Service Area is the City’s Water Rights Place of Use
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Section 1 - Introduction 1-5
1.2 Purpose and Objectives of Water System Plan
The purpose of a Water System Plan (WSP) is to provide a uniform process for water purveyors
to:
•Identify present and future needs,
•Set forth the means for addressing those needs, and
•Demonstrate that the system has the operational, technical, managerial, and financial
capability to achieve and maintain compliance with all relevant local, State, and federal
plans and regulations.
Pursuant to the Municipal Water Law of 2003, the WSP also identifies service areas within
which the City’s water rights can be used. The City is required to develop a WSP according to
DOH regulations under Chapter 246-290-100 (Group A Public Water Supplies) of the
Washington Administrative Code (WAC).
1.3 Ownership and Management
This WSP is developed for the public water system owned and operated by the City of
Centralia, Washington. The City water system is considered a Group A community water
system by DOH and has a Public Water System Identification Number of 12200D. A summary
of the system is provided in the utility’s Water Facilities Inventory (WFI), included as Appendix A
to this WSP.
1.4 Natural Setting
1.4.1 Hydrology and Hydrogeology
Naturally, all aspects of the City’s water supply are intricately connected to local and regional
hydrology. The major rivers in the area, the Chehalis and the Skookumchuck, will always
constrain local patterns of development.
The City enjoys a fortuitous location with respect to the regional hydrogeology. The
watercourses of the Skookumchuck River and the Chehalis River confluence, west of the
Skookumchuck, are aligned along a wide glacial outwash deposit as much as 130 feet thick.
This deposit of sand and gravel is a very productive aquifer (referred to as the Centralia
Outwash Gravel Aquifer). There are several dozen wells in and around the City which yield
water from this aquifer in excess of 500 gallons per minute (gpm) each.
1.4.2 Geography and Topography
Centralia generally lies within a glaciofluvial plain east of the confluence of the Skookumchuck
and Chehalis Rivers. The lowlands extend to the west and south along the Chehalis River, and
to the north along the Skookumchuck. The foothills of the Cascade Mountains begin at the
eastern edge of the City. These hills form an eastern boundary to the lowlands which extend to
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Section 1 - Introduction 1-6
the north and south of the City. Other highlands lie to the north-northwest, bordered by Coffee
Creek and Interstate 5 (I-5) to the east and west, respectively. The City of Chehalis lies to the
south.
The most intense development has occurred in low-lying areas where gravity’s challenge to
water delivery has not been severe. The higher areas have been slow to develop due, in part,
to lack of water supply. Demands for developable land will increase as the area’s population
grows, forcing the development of local highlands and requiring the extension of City services
there.
1.5 History of Water System
The City has endeavored to supply potable water to its citizenry since 1913, when it acquired a
privately owned water system. Originally, the City produced water from the Skookumchuck
River. This source of supply was abandoned in 1914 for the Newaukum River source. In the
late 1930s, the City began augmenting its surface water supply with groundwater wells. Since
then, the City has continued to respond to increasing demands for water by developing new
groundwater supplies. In 1990-91, massive landslides in the Newaukum Watershed, combined
with surface water quality regulations imposed by the federal Surface Water Treatment Rule
(SWTR), led to the discontinued use of the Newaukum surface water source. The Newaukum
intake has not been used for potable water production since September 1993.
Currently, the City relies upon its groundwater resources, and is acquiring Skookumchuck River
water rights for use as mitigation for the development of additional groundwater rights and
sources to meet long-term future needs of the City and neighboring communities.
1.6 Overview of Existing System
In the early 2000’s, the City made significant changes to its water supply sources. Water
treatment facilities were constructed at the Tennis Court Wells, allowing these supplies to
become a primary source. The City also developed the Ford’s Prairie Wells in close proximity to
the Eshom Well. With treatment facilities constructed to serve all three of these wells, the City
now has two significant wellfield supplies that meet the majority of its water supply need. The K
Street and Washington Street Wells, two of the City’s older wells, serve as seasonal and
emergency backup supplies.
All wells pump directly into the City’s Central Pressure Zone, where approximately ninety-five
percent of the City’s demand is exerted. Water extracted from the wells is pumped into the
Davis Hill and Seminary Hill reservoirs. Other system facilities include:
• Tennis Court Treatment Facility (air stripping, chlorination, fluoridation)
• Fords Prairie Treatment Facility (air stripping, chlorination, fluoridation)
• Five reservoirs with total storage capacity of 8.0 million gallons
• Six pump stations serving small, pumped zones
• Radio telemetry system enabling remote control and monitoring of most of the system
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Section 1 - Introduction 1-7
• One emergency intertie with the City of Chehalis
• Seven pressure zones
Section 5 includes a full inventory of water system facilities, with detailed descriptions of the
wells, storage reservoirs, distribution system, and other components that make up the system.
The intertie agreement with Chehalis is provided as Appendix B.
1.7 Water Utility Policies
The City’s water utility policies have been established to ensure orderly operations through a
variety of circumstances. Policies have been developed to cover all aspects of production and
delivery of water to the customer. Many of these policies serve as standard operating
procedures through various scenarios. New policy is developed on an as-needed basis and
must be approved by the City Council.
The City’s water utility policies are contained in Title 15 (Water and Sewers) of the Centralia
Municipal Code (CMC). Pertinent sections, which are provided in Appendix C of the WSP,
include:
• 15.04 – Rules and Regulations
• 15.05 – Water Conservation Program
• 15.08 – Water Supply
The City has a duty to serve all new connections located within its Retail Service Area, so long
as the following four threshold factors are met, as described in WAC 246-290-106:
1) The City has sufficient capacity to provide water in a safe and reliable manner.
2) The service request is consistent with the City’s adopted plans and development
regulations.
3) The City has sufficient water rights to provide service.
4) The City can provide service in a timely and reasonable manner.
In keeping with this requirement, typically new developments occurring within City Limits apply
for water service from the City, following the process described in CMC 15.04.030 (Application
for Service). This section of the CMC also addresses potential service to development located
outside of City Limits. Additional sections of CMC 15.04 address duty to serve related policies,
such as CMC 15.04.040 (Availability of Service).
1.8 Related Plans
The City’s previous WSP was prepared in 2013. This WSP serves as an update to that
document, and was developed in accordance with Chapter 246-290-100 WAC, the DOH “Water
System Planning Handbook”, and the DOH Water System Design Manual (dated June 2020).
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Section 1 - Introduction 1-8
This WSP has also been prepared in accordance with the City of Centralia Comprehensive Plan
(dated August 28, 2018), and the Lewis County Comprehensive Plan (originally approved June
1, 1999, and most recently amended June 2017).
1.9 Review Comments and Responses
The Draft WSP was provided to the City’s Community Development Department, Lewis County,
City of Chehalis, and DOH for review. Comments on the Draft WSP are provided in Appendix
D, along with Consistency Statement Checklists, consistent with Municipal Water Law planning
requirements.
In accordance with the State Environmental Policy Act (SEPA), a SEPA checklist has also been
completed for the WSP and is provided in Appendix E.
September 2021 DRAFT
Section 2 - System Planning Considerations 2-1
2. System Planning Considerations
General planning data for the City of Centralia (City) are presented in this section. A discussion of the Growth Management Act and its influence upon urban planning is provided, followed by a summary of existing and projected future land uses within the City and its Urban Growth Area (UGA), as well as a forecast of service area population.
2.1 Relation to the Growth Management Act
The Washington State Legislature passed the Growth Management Act (GMA) in 1990 to require coordinated planning for growth in the faster growing counties in the State. The GMA emphasizes management of “urban growth,” including the type of growth, its intensity, its location, and how it affects utilities and services. The GMA requires all urban counties and their cities to develop and adopt 20-year comprehensive plans, along with regulations to implement those plans. These requirements include Lewis County and the City of Centralia. The County and City comprehensive plans must address specific issues including (but not limited to) land use, transportation, housing, capital facilities and services, natural environment, and economic development. The Legislature has amended the act from time to time.
Highlights of the GMA, as it pertains to water system plans, are described below:
• Urban growth. Encourage development in urban areas where adequate public facilities and services exist or can be provided in an efficient manner.
• Reduce sprawl. Reduce the inappropriate conversion of undeveloped land into sprawling, low-density development.
• Economic development. Encourage economic development throughout the State that is consistent with adopted comprehensive plans, promote economic opportunity for all citizens of this State, especially for unemployed and for disadvantaged persons, and encourage growth in areas experiencing insufficient economic growth, all within the capacities of the State’s natural resources, public services, and public facilities.
• Permits. Applications for both State and local government permits shall be processed in a timely and fair manner to ensure predictability.
• Environment. Protect the environment and enhance the State’s high quality of life, including air and water quality, and the availability of water.
• Citizen participation and coordination. Encourage the involvement of citizens in the planning process and ensure coordination between communities and jurisdictions to reconcile conflicts.
• Public facilities and services. Ensure that those public facilities and services necessary to support development shall be adequate to serve the development at the time the development is available for occupancy and use without decreasing current service levels below locally established minimum standards.
• Capital facilities. GMA cities and counties must demonstrate that they can afford the infrastructure needed to support expected growth. If the services cannot be provided, the land uses must be revised or the levels of services (LOS) reduced.
• Comprehensiveness. Comprehensive plans must integrate planning for land use, housing, transportation, capital facilities, and utilities. All areas of cities and counties and all plan elements must be addressed from an area-wide perspective.
September 2021 DRAFT
Section 2 - System Planning Considerations 2-2
• Consistency. Comprehensive plans must avoid internal contradictions and must not interfere with the successful implementation of the plans of neighboring jurisdictions. Plan policies must be consistent with the direction established by the GMA and adopted county-wide planning policies.
The GMA requires that counties and cities establish Urban Growth Areas (UGAs) to help guide urban growth into the most appropriate areas, encourage orderly development of utilities and transportation networks, and to reduce urban sprawl. The City of Centralia’s existing UGA is shown in Figure 2-1. This is the area which contains the forecasted 20-year growth in population and employment.
2.2 Urban Growth Areas and Land Use
A comprehensive discussion of the existing UGA and associated land use is included in the Land Use element of the Centralia Comprehensive Plan 2018-2040 (2018 Comp Plan).
The City of Centralia Water Service Area currently comprises approximately 14,960 acres, or 23.4 square miles. The present land use is approximately 48 percent residential, 3 percent commercial, and 7 percent industrial, with the remainder of the land available for public facilities and natural resources. Figure 2-1 presents zoning within City Limits and the UGA, as well as land use for areas outside of the UGA but within the City’s Water Service Area.
The UGAs that Lewis County has approved are indicated on Figure 2-1. These include areas in the north-central part of the City (Davis Hill and along Reynolds Avenue) and to the west of the City (i.e., Cooks Hill and the area around the Department of Fish and Wildlife Game Farm). The City envisions growth will occur in these areas within the 20-year planning period. It is noted that the Widgeon Hill area to the southeast of the City has been recently made part of the City of
Chehalis’ UGA. However, it is shown as being within the City’s Service Area, as there is still potential for the City to provide water service to this area.
Table 2-1 provides a breakdown of the future land distribution within the Water Service Area classified by the 2018 Comp Plan, taking into account existing and anticipated development.
September 2021 DRAFT
Section 2 - System Planning Considerations 2-3
Table 2-1. Future Land Use Distribution
Land Use Description Acreage Percent
Within UGA
Rural Residential 2,406.19 14.31%
Very Low Density Residential 976.89 5.81%
Low Density Residential 1,553.10 9.24%
Medium Density Residential 1,363.62 8.11%
Med High Density Residential 153.36 0.91%
High Density Residential 76.71 0.46%
Limited Business District 146.57 0.87%
Gateway Commercial District 66.46 0.40%
Central Business District Commercial 147.26 0.88%
Highway Commercial 92.89 0.55%
General Commercial 251.11 1.49%
Medical/Health Care 86.82 0.52%
Port Master Plan 584.28 3.47%
Light Industrial 485.98 2.89%
Heavy Industrial 671.05 3.99%
Public Facilities, Parks, and Open Space 1,103.69 6.56%
Outside UGA
Agriculture 2,072.43 12.32%
Commercial Industrial 2.22 0.01%
Commercial Retail 0.00 0.00%
Mining/Forestry 2,497.31 14.85%
Multi-Residential 11.74 0.07%
Public/Quasi-Public 172.97 1.03%
Single-Residential 1,261.76 7.50%
Transportation/Utility 4.07 0.02%
Undeveloped/Vacant 628.28 3.74%
Total 16,816.78 100%
Note: Acreage of zones does not include water bodies, right of way, etc. Therefore, the total acreage of zoning
distribution does not add to the total area within the Water Service Area described in Section 2.2.
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE2_ZONING.MXDZONING
City of Centralia Water System Plan April 2021
FIGURE 2-1
City Limits
City of Centralia UGA
City of Centralia Service Area*
Lewis County Land Use
Agriculture
Commercial Industrial
Mining/Forestry
Public/Quasi-Public
Single-Residential
Transportation/Utility
Undeveloped/Vacant
City of Centralia Zoning Within UGA
Commercial
Industrial
Limited Business District
Medical/Health Care
High Density Residential
Medium Density Residential
Low Density Residential
Rural Residential
Open Space/Public Facilities
Port Master Plan
¯0 0.5 1 Mile
*Service Area is the City’s Water Rights Place of Use
September 2021 DRAFT
Section 2 - System Planning Considerations 2-5
2.3 Water Service Area and Current Connections
The City provides water to the majority of the population residing within its corporate limits, as well as some people who reside outside of the City Limits, as described in more detail in Section 1.1. The City serves approximately 7,192 active customer connections (as of July 2021), including residential, commercial, and other users. The City water utility is managed by the City as a part of Centralia Public Works.
The City’s Water Service Area is shown on Figure 1-1. Over the next 20 years, the City plans to expand its infrastructure to serve additional customers within the UGA, as discussed in Section 1.In accordance with the principles set forth by the GMA, an urban level of service will beprovided to areas within the UGA, while provision of water will generally not be made outside ofthe UGA, except in specific cases as authorized by the City Council.
2.3.1 Wholesale Service Area
The City plans to serve wholesale water to the City of Chehalis within the 10-year planning horizon using the regional groundwater supply described in Section 1.1. Therefore, the City of Chehalis’ water system is indicated as part of the City’s future wholesale service area, within the greater City of Centralia Service Area (Figure 1-1). The City is also considering future wholesale agreements with the communities of Boistfort and Galvin. No formal discussions about wholesale agreements have occurred between these water systems and therefore are not considered future wholesale areas. However, to capture the possibility of provid ing wholesale service to these customers in the future, they are included in Figure 1-1 as eligible wholesale customers.
2.4 Population
2.4.1 Historical Population
The State Office of Financial Management (OFM) estimates the population for each county within the State, based on U.S. Census Bureau data. County and city governments in each county then allocate the projected planning population to the cities and unincorporated areas in their county.
Figure 2-2 depicts the historical trend in population growth for the City of Centralia, based upon OFM information. The data for years 2000 and 2010 are based on US Census data, while the data for other years are based on OFM estimates provided in the 2018 Centralia Comprehensive Plan. The OFM estimates show the City’s population has grown from 14,742 in
2000 to approximately 16,940 in 2017. (The abrupt increase from 2009 to 2010 may be due to the estimation procedure used for the years leading up to the 2010 US Census. Census data are typically considered more accurate than estimates in the intervening years.) Population is only shown through 2017 because subsequent year populations are forecast estimates in the current comprehensive plan.
September 2021 DRAFT
Section 2 - System Planning Considerations 2-6
Figure 2-2. Population Growth, 2000 – 2017
Data Source: 2018 Comp Plan, Chapter 3
As discussed in Section 2.3, the City water system serves some connections located outside of City Limits as well. The accounting of the actual population served by the City water system is arrived at through analysis of service connections.
Table 2-2 provides a summary of historical service connections and population served. This information is based on City billing records combined with averages for the number of people per household in both single-family and multi-family dwelling units.
September 2021 DRAFT
Section 2 - System Planning Considerations 2-7
Table 2-2. Water System Connections and Population Served
Inside City
2011 4,592 308 106 11,296 3,514
2012 4,590 315 107 11,291 3,594
2013 4,612 311 105 11,346 3,549
2014 4,638 319 105 11,409 3,640
2015 4,658 318 101 11,459 3,628
2016 4,688 319 98 11,532 3,640
2017 4,731 318 100 11,638 3,628
2018 4,821 303 103 11,860 3,461
2019 4,863 304 104 11,963 3,471
2020 4,835 341 100 11,894 3,891
Outside City
2011 877 26 15 2,157 297
2012 873 25 14 2,148 285
2013 878 28 13 2,160 319
2014 863 26 13 2,123 297
2015 865 28 14 2,128 319
2016 876 28 15 2,155 319
2017 897 26 17 2,207 297
2018 909 26 14 2,236 293
2019 917 26 15 2,256 294
2020 943 31 14 2,320 354
Total
2011 5,469 334 121 13,454 3,811
2012 5,463 340 121 13,439 3,879
2013 5,490 339 118 13,505 3,868
2014 5,501 345 118 13,532 3,936
2015 5,523 346 115 13,587 3,948
2016 5,564 347 113 13,687 3,959
2017 5,628 344 117 13,845 3,925
2018 5,730 329 117 14,096 3,754
2019 5,780 330 119 14,219 3,765
2020 5,778 372 114 14,214 4,245
726
726
6,673 17,373
6,690 17,469
737 6,721 17,534
742 6,766 17,647
749 6,838 17,770
788
809
777
6,964
725 6,649 17,318
6,642 17,265
Connections (1)Residential Population Served (2)
Single-Family Residential Multi-Family Residential Other Total Single-Family Residential Multi-Family Residential Total
963 2,474
46 986 2,503
Commercial
718
48
49
997
1,006
1,042
2,529
2,550
2,67354
703 5,852 15,267
Commercial
46
43
964 2,454
955 2,433
Multi-Family
Residential Other Total Single-Family
Residential
Multi-Family
Residential
692
698
5,769 15,087
5,803 15,172
5,712 14,894
5,745 15,049
Total
5,678 14,811
5,694 14,886
Total
Commercial
Single-Family
Residential
Multi-Family
Residential
Connections (1)Residential Population Served (2)
Other Total Single-Family
Residential
Multi-Family
Residential
Connections (1)Residential Population Served (2)
Single-Family
Residential
672
682
684
683
7,038
7,041
17,850
17,984
18,458
740 5,967 15,321
760 6,032 15,435
723 5,999 15,785
42
43
961 2,479
945 2,420
45
44
952 2,447
1 Source of Data: City billing records.
2 Single-Family Residential Population = Single-Family Residential Connections X 2.46 people/connection
Multi-Family Residential Population = Multi-Family Residential Connections X 7 multi-family housing units/connection
X 1.63 people/multi-family housing unit. These numbers were provided by the City of Centralia Public Works
Department.
The total number of system connections has increased from 6,642 in 2011 to 7,041 in 2020. This translates to an increase in population served of 17,265 to 18,548 during the same time period. The in-City percentage of population served was 86 percent in 2020. This proportion of in-City population served has been historically consistent (Figure 2-3).
September 2021 DRAFT
Section 2 - System Planning Considerations 2-8
Figure 2-3. Water System Population Served, 2011 – 2020
Data Source: Water Utility Billing Records. Population estimates are based upon number of billed services, translated
to housing units and population (see Table 2-2).
2.4.2 Population Forecast
The 2018 Comp Plan and 2018 City of Centralia Population Growth Memorandum (2018 Population Forecast), prepared by SCJ Alliance, were used as the basis for population and water demand forecasting in this WSP.
20-year Population Forecast
The 2018 Comp Plan provides a 20-year population forecast, based on OFM’s forecast. The City anticipates a population in the city limits of 26,280 by 2040. This projection represents a compound annual growth rate of 1.76 percent between 2020 and 2040. (Source: 2018 Comp Plan Appendix B and 2018 Population Forecast, Table 10.)
50-year Population Forecast
SCJ Alliance produced the City of Centralia Population Growth Memorandum, which extends the 20-year population forecast out to a 50-year medium-to-high-range forecast. The City anticipates a population of 38,172 by 2070. This projection results in an average compound annual growth rate of 1.33 percent between 2040 and 2070. (Source: 2018 Population Forecast, Table 10.)
In the case of long-range utility planning, it is sensible to utilize a conservative (i.e., high) growth assumption that is grounded in land use-based planning. Therefore, the future needs analysis of this WSP is predicated on these growth assumptions. During subsequent WSP updates, growth projections will be revisited to take into account changes in comprehensive planning that will
occur over time. Also, forecasting population over such a distant horizon will inevitably miss population fluctuations caused by unpredictable economic and social events.
September 2021 DRAFT
Section 2 - System Planning Considerations 2-9
2.4.3 Population Forecast for Wholesale Service Area
Future wholesale customers are responsible for conducting their own population and demand forecasts, which are presented in their respective WSPs. The City of Chehalis most recently updated its WSP in 2011. Eligible wholesale customers will be similarly responsible for conducting their own planning and informing the City of their water needs to potentially be served through wholesale service.
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September 2021 DRAFT
Section 3 - Water Demand Forecast 3-1
3.Water Demand Forecast
This section provides a summary of historical water production and consumption for the City of
Centralia (City), as well as detailed forecasts of future water demand.
3.1 Water Production History
Water production is defined for the City as the total volume of water withdrawn from its groundwater
supplies. Volume is reported in million gallons (MG). The City’s annual production history for 2012-2020
is presented in Table 3-1, based upon well meter records. Table 3-2 shows monthly production from
2012 to 2020. Data from 2020 indicates the total system production was approximately 735 MG. Figure
3-1 provides a monthly comparison for the years 2014 to 2020.
Table 3-1. Annual Well Production (MG), 2012-2020
K St. (1) Washington(2) Tennis Court Port District (3) Total
2012 0 0 470 306 776
2013 0 0 329 449 778
2014 0 0 411 402 813
2015 0.34 0 490 366 856
2016 0 0 275 476 751
2017 0 0 237 518 755
2018 0 0 180 647 827
2019 0 0 153 600 753
2020 0 0 184 551 735
Notes: (1) The K St. wells are utilized to meet seasonal demands when necessary and were only used in 2015.
(2) The Washington Wells are emergency sources.
(3) Eshom Well production is included in the Port District wellfield.
Table 3-2. Monthly Well Production (MG), 2012-2020
2012 2013 2014 2015(1) 2016 2017 2018 2019 2020
January 57.7 57.6 56.6 65.1 52.8 56.9 52.9 52.9 52.8
February 54.8 53.3 54.3 59.4 47.4 47.5 48.3 49.1 48.9
March 59.3 58.1 58.5 71.6 51.1 51.7 53.9 54.6 52.1
April 58.9 57.6 59.1 70.6 53.3 52.7 76.3 54.9 43.2
May 63.8 66.1 62.5 65.0 63.4 57.1 104.9 67.1 57.1
June 62.3 68.9 73.8 89.6 79.2 66.9 60.0 79.1 62.4
July 78.9 93.3 92.9 104.9 80.8 88.9 100.1 83.2 85.4
August 92.4 88.2 93.1 94.7 90.1 93.2 95.1 87.5 90.7
September 79.3 64.9 71.6 67.1 65.2 73.3 66.5 63.4 74.5
October 58.9 58.9 67.0 58.0 59.2 58.3 58.7 56.6 60.7
November 53.2 52.8 62.8 53.2 53.2 53.3 56.6 52.9 52.1
December 56.9 59.2 61.4 57.2 55.4 54.9 53.9 52.0 55.8
Total 776.6 778.8 813.5 856.6 751.0 754.8 827.2 753.3 736.0 (2)
Notes:
(1)Data for May and December of 2015 is estimated, due to data collection interruptions.
(2)Total does not match 2020 production total in Table 3-2 due to rounding.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-2
Figure 3-1. Monthly Water Production (2014-2020)
Table 3-3 summarizes average day and maximum day production from 2011 to 2020. Average day
production is the total volume produced in a calendar year, divided by the number of days in that year.
Maximum day production is defined as the highest amount of water produced on a single day in the
calendar year, typically occurring in the summer. Table 3-3 includes the peaking factor, which is
determined by dividing the maximum day production by the average daily production.
Average day production has averaged approximately 2.14 million gallons per day (mgd), while maximum
day demand has averaged approximately 3.93 mgd. The average peaking factor during this same time
period is 1.84. This factor was used to develop maximum day demand forecasts, as described in a later
section.
Table 3-3. Average and Maximum Day Production, 2011-2020
Average Day
Production
(MGD)
Maximum Day
Production
(MGD)
Peaking
Factor
2011 2.13 3.33 1.56
2012 2.13 3.74 1.76
2013 2.13 3.24 1.52
2014 2.23 3.85 1.73
2015 2.35 4.10 1.75
2016 2.06 4.88 2.37
2017 2.07 3.97 1.92
2018 2.27 4.50 1.99
2019 2.06 3.75 1.82
2020 2.01 3.95 1.96
Average 2.14 3.93 1.84
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-3
3.2 Customer Categories, Connections, and Consumption
The City maintains billing record summaries for water sold in each customer category. The five customer
billing categories are: single family residential, multi-family residential, commercial, industrial, and other
(which includes hydrant flushing and other unspecified City uses).
The number of connections from 2011 to 2020 is provided in Table 2-2 of Section 2. In December of
2020, the City served 7,041 connections. The majority of these (82%) were single family residential.
Connections are defined by their location either inside the City Limits or outside the City Limits. The total
annual consumption from 2011 to 2020 by each customer class is shown in Table 3-4. The percentage of
consumption by customer class is shown in Figure 3-2.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-4
Table 3-4. Water Consumption (MG except where noted), 2011-2020 (1)
Inside City
Single-
Family
Multi-
Family Commercial Industrial Other
Total
Consumption
Average Daily
Consumption
(mgd)(2)
2011 252 84 111 11 14 472 1.29
2012 253 80 114 11 16 474 1.30
2013 249 81 114 9 13 466 1.28
2014 250 83 125 15 19 492 1.35
2015 263 82 126 15 26 512 1.40
2016 255 81 120 15 24 495 1.36
2017 256 83 126 15 23 504 1.38
2018 259 83 129 16 30 518 1.42
2019 257 83 128 14 34 517 1.42
2020 266 93 121 14 33 528 1.45
Outside City
Single-
Family
Multi-
Family Commercial Industrial Other
Total
Consumption
Average Daily
Consumption
(mgd)(2)
2011 60 7 23 - 5 95 0.26
2012 60 9 24 - 4 97 0.27
2013 55 9 24 - 4 93 0.25
2014 59 12 22 - 6 99 0.27
2015 60 12 22 - 7 102 0.28
2016 59 11 22 - 7 100 0.27
2017 59 11 23 - 4 98 0.27
2018 61 14 25 - 4 104 0.29
2019 58 14 24 - 4 100 0.27
2020 61 13 25 - 6 105 0.29
Total
Single-
Family
Multi-
Family Commercial Industrial Other
Total
Consumption
Average Daily
Consumption
(mgd)(2)
2011 313 90 134 11 19 567 1.55
2012 313 89 138 11 20 572 1.57
2013 304 91 138 9 17 559 1.53
2014 309 95 148 15 25 591 1.62
2015 323 95 148 15 33 614 1.68
2016 315 92 143 15 31 595 1.63
2017 316 94 150 15 27 602 1.65
2018 320 97 155 16 34 623 1.71
2019 315 97 153 14 38 617 1.69
2020 327 106 146 14 39 633 1.73
Average 315 95 145 14 28 597 1.64
Notes:
(1) From water utility records, Billed Consumption Report. Usage converted from units of hundred cubic feet (CCF) to
million gallons (MG).(2)Total consumption in million gallons divided by days per year.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-5
Figure 3-2. Consumption by Customer Category (2011-2020)
Monthly billed water consumption for 2011-2020 is provided in Table 3-5. The monthly and annual
distribution of reported and actual water use may differ somewhat from this representation since billing
numbers are based on meter read dates, which lag behind actual use. Monthly distribution of water
consumption is shown in Figure 3-3.
Table 3-5. Monthly Water Consumption (MG), 2011-2020 (1)
2011 2012 2013 2014 2015 2016 2017 2018 2019 2020
January 40 39 39 44 42 40 43 44 41 45
February 40 39 43 43 37 39 41 41 43 41
March 41 36 34 37 54 39 44 41 40 39
April 39 44 37 38 40 40 37 38 36 46
May 38 41 44 42 42 42 39 39 45 40
June 43 47 45 45 47 58 49 61 63 46
July 51 45 49 56 72 63 57 63 66 59
August 57 60 73 77 88 57 64 84 70 81
September 67 74 62 60 65 70 77 84 77 76
October 62 55 43 58 53 54 58 40 48 63
November 35 40 51 43 39 39 42 42 44 54
December 46 45 38 42 45 49 45 45 44 44
Total 559 565 561 585 623 590 596 623 617 633
Notes:
(1) From water utility billing records.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-6
Figure 3-3. Monthly Consumption (2014-2020)
The largest customers in the City are in the commercial category. Together, they comprise between 7%
and 11% of the total consumption in the system as measured between 2018 and 2020. Table 3-6
summarizes the 15 largest customers.
Larger users may be served in the future, with the potential for industrial expansion at locations such as
the Port of Centralia and the Industrial Park at TransAlta. Such industrial growth is envisioned in the
Lewis County Comprehensive Plan, and is therefore considered in the City’s long-range demand
forecast, as an “Additional Allowance,” presented in Section 3.5.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-7
Table 3-6. Summary of Largest Water Customers (1)
Top Customers in All Three Years
Name
2018
Consumption
(MG)
2019
Consumption
(MG)
2020
Consumption
(MG)
2018-2020
Average(2)
(MG)
Sierra Pacific Industries 8.6 7.8 8.1 8.2
Parks Department 10.0 7.5 6.9 8.1
NW Hardwoods 8.8 6.9 7.3 7.7
Providence Hospital 7.4 7.2 7.0 7.2
Ives & Harrison Family HSG LLC 4.0 5.1 4.4 4.5
Harrison RV Park 3.5 3.6 4.3 3.8
Millard Refrigerated Services (Sprinkler) 3.6 3.3 3.1 3.3
KPS Motels LLC 2.4 3.1 3.9 3.1
Millard Refrigerated Services (2") 2.7 3.0 2.9 2.9
Care Center Centralia Inc 3.2 3.1 2.9 3.1
Safeway, Inc. 2.9 2.7 2.7 2.8
Top Customers Not in All Three Years
Name
2018
Consumption
(MG)
2019
Consumption
(MG)
2020
Consumption
(MG)
2018-2020
Average(2)
(MG)
Centralia Holdings LLC -- 3.5 5.6 4.5
Inland Environmental Resources -- 3.2 2.9 3.1
SW Washington Fair 3.4 2.6 -- 3.0
Sharon Care 4.3 -- -- 4.3
TOTAL 64.8 62.5 62.1 63.1
Notes:
(1) Information from City billing records.
3.3 Water Balance and Distribution System Leakage
A water balance is an accounting of all water that is produced. The City’s 2020 water balance is shown in
Table 3-7. The table is a slightly modified version of the format recommended for use by the American
Water Works Association.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-8
Table 3-7. 2020 Water Balance
Level 1 Level 2 Level 3
Volume
(mg)
% of Produced
Water
Water
Produced
Revenue
Water
Billed
Authorized
Consumption
1. Billed Water Exported 0.0 1 0%
2. Billed Metered
Consumption 633 2 86%
3. Billed Unmetered
Consumption 0.0 1 0%
Non-Revenue
Water
Unbilled
Authorized
Consumption
4. Unbilled Metered
Consumption 0.0 3 0%
5. Unbilled Unmetered
Consumption 66 4 9%
Apparent
Losses
6. Unauthorized
Consumption 0.0 3 0%
7. Customer Metering
Inaccuracies 0.0 3 0%
Real Losses 8. Known Leakage 0.0 3 0%
9. Assumed Leakage 36 5 5%
Total 735 100%
Notes:
(1) This category does not apply to Centralia.
(2) Data Source: City records, Billed Consumption Report.
(3) City staff do not track this number; therefore zero was used in the water balance.
(4) City estimates unbilled authorized consumption is 9% of production.
(5) Water Production minus all other categories.
The water balance allocates the water produced to different categories at three different levels.
Level 1 allocates the water to either Revenue Water or Non-Revenue Water. As implied by the names,
Revenue Water generates income while Non-Revenue Water does not. This is helpful in understanding
what percent of water production generates income for the City. Additionally, non-revenue water needs
to be factored into the demand forecast. The City’s 2020 water production is divided into 86% Revenue
Water and 14% Non-Revenue Water.
Level 2 splits Non-Revenue Water into the following three sub-categories, which are useful in identifying
potential additional revenue sources and identifying the magnitude of leaks or other losses that could
be addressed:
• Unbilled Authorized Consumption: Includes uses such as water system flushing, firefighting,
and unbilled contractor use. Typically, it is standard practice not to charge for uses falling into
this sub-category. However, it is always a prudent idea to review these uses to ensure that a
legitimate revenue opportunity is not missed. The City estimates that 9% of production has been
unbilled authorized consumption. This is based on records kept in 2020. The City plans to refine
their accounting of unbilled authorized consumption so as to improve documentation in the
future.
• Apparent Losses: Includes unauthorized uses and customer meter inaccuracies, both of which
are lost revenue opportunities.
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Section 3 - Water Demand Forecast 3-9
•Real Losses: Includes various types of system leaks. A certain level of leakage is unavoidable;
however, leakage beyond that level should be repaired to avoid unduly burdening both the
natural resource and the physical infrastructure. Any amount that cannot be assigned to
another category is considered a real loss under the American Water Works Association’s
protocol, as well as per the formula for calculating distribution system leakage under
Washington State’s Water Use Efficiency Rule.
Level 3 further splits water into additional sub-categories to support further estimation and water
management.
A longer history of other water balance elements, namely distribution system leakage and non-revenue
water is provided in Table 3-8.
Table 3-8. Distribution System Leakage and Non-Revenue Water (mg)
Year
Water
Produced(1)
Authorized
Consumption (2)
Billed
Consumption
Non-Revenue Water
Distribution System
Leakage (4)
Qty
Percent of
Billed
Consumption
(3)Qty
Percent of
Production &
Purchases
2011 778 668 567 211 37% 110 14.1%
2012 777 663 572 205 36% 114 14.7%
2013 779 660 559 220 39% 119 15.2%
2014 813 679 591 222 38% 134 16.5%
2015 856 692 614 242 39% 164 19.2%
2016 751 651 595 156 26% 100 13.3%
2017 755 671 602 153 25% 84 11.1%
2018 827 697 623 204 33% 130 15.7%
2019 753 685 617 136 22% 68 9.1%
2020 735 699 633 102 16% 36 4.9%
2011-2020
Average 782 676 597 185 31% 106 13.4%
2018-2020
Average 772 694 624 147 24% 78 9.9%
Notes:
(1) Data Source: Table 3-1.
(2) Data Source: Water utility records, Billed Consumption Report.
(3)Used for developing the demand forecast. Note this is intentionally different than non-revenue as a percent of production.
(4) Distribution system leakage is defined in the Water Use Efficiency Rule as water production minus authorized consumption.
The City’s distribution system leakage has been an average of 13.4% of production from 2011-2020. The
three-year average from 2018 to 2020 was 9.9%. This is below the 10% threshold mandated by the
Water Use Efficiency Rule; therefore, the City is not required to develop a Water Loss Action Plan.
3.4 Water Use Factors and Equivalent Residential Units
ERUs are a method of representing all types of water use as an equivalent number of single-family
households. The ERU value represents the average amount of water consumption by a single-family
household and is calculated by dividing the system-wide total single-family water consumption by the
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Section 3 - Water Demand Forecast 3-10
number of single-family connections. Table 3-9 summarizes the single-family water consumption from
2011-2020, the number of connections, and the calculated ERU value. The three-year average for 2018-
2020 is 153 gpd per ERU.
This analysis also yielded information regarding the number of ERUs for the other water use categories
defined in Section 3.2. For each category, the total consumption was divided by the ERU value to arrive
at the equivalent number of ERUs.
Table 3-9. Equivalent Residential Unit (ERU) Analysis
Single-Family
Residential
Consumption
(MG) (1)
Single-Family
Residential
Connections
or ERUs (2)
ERU
Water
Demand
Factor
(GPD) (3)
Multi-
Family
ERUs (4)
Commercial
ERUs (5)
Industrial
ERUs (6)
“Other”
ERUs (7)
Non-
revenue
ERUs (8)
Total
ERUs (9)
2011 313 5,469 157 1,580 2,341 191 336 3,692 13,610
2012 313 5,463 157 1,555 2,417 198 352 3,589 13,573
2013 304 5,490 152 1,641 2,495 169 309 3,968 14,072
2014 309 5,501 154 1,690 2,627 259 440 3,962 14,479
2015 323 5,523 160 1,617 2,526 262 564 4,143 14,635
2016 315 5,564 155 1,630 2,522 265 542 2,760 13,284
2017 316 5,628 154 1,679 2,673 274 485 2,723 13,461
2018 320 5,730 153 1,736 2,765 290 611 3,648 14,780
2019 315 5,780 149 1,772 2,799 258 701 2,494 13,803
2020 327 5,778 155 1,872 2,571 255 686 1,806 12,968
Average
(’18–’20) 321 5,763 153 1,793 2,712 268 666 2,649 13,850
Notes:
(1) From Table 3-4.
(2) From Table 2-2.
(3) Single-family residential consumption divided by number of single-family residential connections.
(4) Multi-family residential consumption (from Table 3-4) divided by the ERU value.
(5) Commercial consumption (from Table 3-4) divided by the ERU value.
(6) Industrial consumption (from Table 3-4) divided by the ERU value.
(7) Other consumption (from Table 3-4) divided by ERU value.
(8) Non-revenue consumption (from Table 3-8) divided by the ERU water demand factor.
(9) Sum of all calculated ERUs.
Another water use factor is calculated for industrial and commercial use. Appendix D in the 2018 City of
Centralia Comprehensive Plan reports that the current developed commercial and industrial land areas
are 351 acres and 668 acres respectively. From Table 3-4, the commercial and industrial consumption is
divided by the current developed area to yield a water use factor of 1,171 gpd/acre for commercial
consumption and 63 gpd/acre for industrial consumption. These values are used in the water demand
forecast presented in the following section.
3.5 Water Demand Forecast
As the City’s population grows and commercial/industrial development occurs, demands on the water
system will increase accordingly. To anticipate the level of water supply requirements and to adequately
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Section 3 - Water Demand Forecast 3-11
plan for system improvements required to meet future needs, the City has developed a water demand
forecast. The forecast takes into account the planning considerations presented in Section 2, while also
factoring in the effects of future conservation efforts and accounting for potential large industrial
development.
While the time horizon for the WSP is 20 years in length (i.e., to year 2041), the demand forecast has
been developed considering a 50-year horizon (i.e., to year 2071). This was done to investigate the
effects of continued growth upon the water system and to help guide long-term water supply strategies.
The following sections describe how the water demand forecast was prepared.
3.5.1 50-Year Water Demand Forecast
A multi-step process was taken in developing the water demand forecast, as described below:
•Step 1 Single-Family Demands. The projection for single-family demands began with the 2020
number of single family ERUs as a base, with the number of ERUs projected out to Year 50
(2071) using an annual growth rate of 1.76% from years 2021-2041 and an annual growth rate
of 1.33% for years 2042-2071. These growth rates are based on demographic forecasts in the
Comprehensive Plan and the SCJ Alliance Population Projections for the City. The number of
ERUs is then multiplied by the ERU value of 153 gpd. For the purpose of long-range planning, the
City is employing this as a conservative (i.e., “high”) estimate of potential water demands that
may need to be met in the long term. The City should monitor demand growth from decade to
decade as actual demands might grow quicker or slower than forecasted.
•Step 2 Multifamily Demands. The projection for multi-family demands began with the 2020
actual consumption, which was then increased by the same annual growth rates identified in
step 1.
•Step 3 Commercial Demands. The projection for the commercial demands began with the 2020
actual consumption for the commercial billing category minus the Largest Users. For Year 20
(2041), the expected number of commercial acres developed in Year 20 (per the Comprehensive
Plan) is multiplied by the commercial water use factor, 1,171 gpd/acre. For Year 10 (2031), the
demand is interpolated between the Base Year and Year 20, using a compound growth rate. For
Year 50 (2071), the Year 20 demand is increased by annual growth rates consistent with what is
described in step 1.
•Step 4 Industrial Demands. The projection for industrial demands began with the 2020 actual
consumption. For Year 20 (2041), the expected number of industrial acres developed in Year 20
(per the Comprehensive Plan) is multiplied by the industrial water use factor, 63 gpd/acre. For
Year 10 (2031), the demand is interpolated between the Base Year and Year 20, using a
compound growth rate. For Year 50 (2071), Year 20 (2041) demand is increased by annual
growth rates consistent with what is described in step 1.
•Step 5 Largest Users Demands. The demand projection for the “Large Users” category used the
2020 actual consumption, which was held constant through Year 50 (2071) as no substantial
growth is anticipated by these customers.
•Step 6 Other Uses. The demand projection for Other Uses began with the 2020 actual
consumption, which was then increased by annual growth rates as described in step 1.
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Section 3 - Water Demand Forecast 3-12
• Step 7 Regional Wholesale Demands. The City is in discussions with the neighboring City of
Chehalis for a wholesale water agreement. Centralia recognizes that there may be other
neighboring communities who may purchase water wholesale in the future as well. This regional
supply will be associated with additional water rights the City acquired from TransAlta (see
Section 7.1.4 - Water Rights Self-Assessment for more information). The regional wholesale
demands could be up to 3 mgd maximum day demand beginning in the mid-2020s (no specific
date set as of the writing of this plan). Therefore, 3 mgd was applied as MDD at the 10-year
planning horizon and ADD was calculated by dividing MDD by the peaking factor (3 mgd ÷ 1.84 =
1.6 mgd approximately). For the 20-year planning horizon, the forecast assumes both ADD and
MDD are 3 mgd. This reflects a planning assumption that 3 mgd will not be used on a daily basis
by the 10-year horizon, but that it could be by the 20-year horizon.
• Step 8 Industrial Additional Allowance Demands. The demand projection for the Industrial
Allowance begins with zero demand in the Base year then adds 0.5 mgd every five years. This
allowance accounts for demands related to potential industrial expansion that would bring more
intensive water uses than that of the current industrial sector in Centralia. with the supply to
meet these potential additional demands also comes from the water rights the City acquired
from TransAlta.
• Step 9 Subtotal Average Day Demand (ADD). The subtotal for the Average Day Demand is a
summation of all the categories above.
• Step 10 Non-Revenue Water. The demand projection for Non-Revenue Water multiplies the
subtotal ADD, excluding the regional wholesale and industrial additional allowance, by the non-
revenue factor. Initially, the non-revenue factor is defined as 24% of billed consumption (a
conservative, consistent estimate based on recent trends; see Table 3-8), but then decreases to
20% of billed consumption, consistent with the prior water system plan. This factor remains
constant from 2033 to 2071. This decrease in non-revenue water is based on the City’s previous
goal to reduce distribution system leakage over that time. As described in Section 4.6, that goal
was to reduce leakage (as a percentage of overall production, as compared to “percent of
consumption”, which is how the non-revenue factor is portrayed for calculation purposes) from
its present level of 17% to 10% of production by 2033.
• Step 11 Total Average Day Demand (ADD). The subtotal ADD and non-revenue water added
together.
• Step 12 Maximum Day Demand (MDD). A peaking factor of 1.84 (2011-2020 average) is applied
to the ADD for all categories except the Industrial Additional Allowance and Regional Wholesale,
assuming that high water use industries do not exhibit seasonal or diurnal peaking like other
uses. Regional Wholesale MDD is described in step 7.
• Step 13 Conservation. As discussed in Section 4.4, the City has established two water use
efficiency goals. One of them calls for a more aggressive reduction in distribution system
leakage (DSL) than is envisioned in the baseline demand forecast, by maintaining DSL at less
than ten percent of production by 2019 (as opposed to reaching that level by 2033).
As presented in Table 3-10, the Year 10 (2031) water demand (with additional conservation effects
considered) is projected to be 5.29 mgd on an average day basis and 8.89 mgd on a maximum day basis.
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Section 3 - Water Demand Forecast 3-13
This level of demand increases to 8.41mgd and 11.27 mgd by Year 20 (2041), on average and maximum
day bases, respectively. The Year 50 (2071) demand forecast reaches 13.00 mgd and 17.21 mgd on
average and maximum day bases.
The results of the forecast without the effects of additional conservation are slightly higher. These more
conservative demand projections are used throughout the WSP in such efforts as the water system
analysis and development of system improvements.
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Section 3 - Water Demand Forecast 3-14
Table 3-10. Water Demand Forecast
Water Use Category
Base (2021) 10-Year (2031)20-Year (2041)50-Year (2071)
No. of
ERUs
Demand (MGD) No. of
ERUs
Demand (MGD) No. of
ERUs
Demand (MGD) No. of
ERUs
Demand (MGD)
ADD MDD (2) ADD MDD (2) ADD MDD (2) ADD MDD (2)
Single-Family Residential (1) 5,981 0.91 1.68 7,122 1.09 2.00 8,479 1.29 2.38 12,711 1.94 3.57
Multi-Family Residential (1) 1,938 0.30 0.54 2,308 0.35 0.65 2,748 0.42 0.77 4,119 0.63 1.16
Commercial (3) 1,585 0.24 0.45 2,718 0.41 0.76 4,664 0.71 1.31 6,991 1.07 1.96
Industrial (4) 270 0.04 0.08 395 0.06 0.11 579 0.09 0.16 869 0.13 0.24
Other Uses (5) 710 0.11 0.20 846 0.13 0.24 1,007 0.15 0.28 1,509 0.23 0.42
Largest Users (6) 1,114 0.17 0.31 1,114 0.17 0.31 1,114 0.17 0.31 1,114 0.17 0.31
Regional Wholesale (7) 0 0.00 0.00 10,682 1.63 3.00 19,654 3.00 3.00 19,654 3.00 3.00
Additional Allowance (8) 0 0.00 0.00 6,551 1.00 1.00 13,103 2.00 2.00 32,757 5.00 5.00
Subtotal 11,598 1.77 3.26 31,736 4.84 8.07 51,347 7.84 10.22 79,723 12.17 15.67
Non-Revenue Water (9) 2,784 0.42 0.78 3,034 0.46 0.85 3,718 0.57 1.04 5,462 0.83 1.53
Total Demand 14,382 2.20 4.04 34,770 5.31 8.93 55,065 8.41 11.27 85,186 13.00 17.21
Additional Conservation (10) 0.00 0.00 0.00 (134) (0.02) (0.04) 0.00 0.00 0.00 0.00 0.00 0.00
Total Demand with Conservation 14,382 2.20 4.04 34,636 5.29 8.89 55,065 8.41 11.27 85,186 13.00 17.21
ERU = Equivalent Residential Unit; ADD = Average Day Demand; MDD = Maximum Day Demand; MGD = Million Gallons per Day (1) For years 2021-2041, the projected annual growth rate is 1.76% per year as documented in the 2018 Centralia Comprehensive Plan. For years 2042-2071, the projected annual growth rate is 1.33%
per year as documented in the 2018 SCJ Alliance City of Centralia Population Growth Memorandum. ADD is based on a water use factor of 153 gallons per day/ERU.
(2) Based on a peaking factor of 1.84.
(3) Year 2041 projection reflects additional commercial development accommodated by existing and available commercial parcels in the UGA expansion areas. Commercial water use factor is 1,171gpd/acre. Year 2021 and 2031 projection is based upon interpolation between 2019 and 2041. Projections beyond year 2041 are based upon growth rates as defined in footnote 1.
(4) Year 2041 projection reflects additional industrial development accommodated by existing and available industrial parcels in the UGA expansion areas. Industrial water use factor is 63 gpd/acre. Year
2021 and 2031 projection is based upon interpolation between 2019 and 2041. Projections beyond year 2041 are based upon growth rates as defined in footnote 1.(5) Other Uses projection is based on growth rates defined in footnote 1.
(6) Largest Users is a subset of the commercial demand and is assumed to be constant through the entire planning period.
(7) Reflects water demands reserved for future regional wholesale demands described in step 7 of section 3.5.1.
(8) Reflects allowances for unforeseen large industrial demands. Between 2021 and 2071, an allowance of 0.5 MGD is added every 5 years. A peaking factor is not applied to this category.
(9) Assumed as 24% of Subtotal consumption in 2021, then decreasing to 20% of consumption by 2033 (reflecting reductions in distribution system leakage consistent with what was planned for in the
previous WSP), and then remains at this level into the future.
(10) Additional conservation efforts are assumed to reduce non-revenue water more quickly than is assumed in the baseline demand forecast (see note 8). The planned, and more aggressive, reduction
in distribution system leakage (DSL), assumes that beginning in 2021, DSL is no more than 10% of production and remains at this level into the future. The reductions in overall demand associated with
this are depicted here.
September 2021 DRAFT
Section 3 - Water Demand Forecast 3-15
3.5.2 Water Demand Forecast Apportioned to Pressure Zones
The 20-year water demand forecast presented in Table 3-10 has been divided amongst existing and
envisioned future pressure zones, for the purpose of system analysis (as presented later in the WSP). As
described above, the demand forecast without the adjustment for additional conservation effects is
used. The key assumptions used to develop the pressure zone-based forecast for the 10-year and 20-
year time horizons are summarized in Table 3-11. The 50 year forecast is not apportioned to pressure
zones because the hydraulic modeling only goes though the 20 year time horizon. Water demand by
pressure zone is summarized in Table 3-12.
Existing demand – The majority (i.e., 95 percent) of the existing demand is within the Central Zone. The
remainder of the existing demand is allocated according to percentages shown in Table 3-11. All
industrial and wholesale demands are allocated to the central zone.
New demand – New non-industrial demands were allocated to pressure zones based on the forecasted
allocation percentages in the prior water system plan, which in turn were based on projected growth
patterns throughout the City, which have remained the same since development of the prior plan. These
allocations are presented in Table 3-11. All new industrial demands, including the additional allowance,
were allocated to the central pressure zone.
Table 3-11. Pressure Zone Non-Industrial Demand Allocations
Pressure Zone 2021 2031 2041
Central Zone 95.1% 89.7% 81.0%
Cooks Hill 1.8% 4.1% 7.7%
Davis Hill 0.4% 1.6% 3.5%
Ham Hill 0.6% 0.5% 0.5%
Seminary Hill 1.1% 1.0% 0.9%
Winterwood Estates 0.5% 0.5% 0.4%
Zenkner Valley 0.5% 0.5% 0.4%
Widgeon Hill 0.0% 2.2% 5.7%
Table 3-12. Water Demand Forecast by Pressure Zone (in mgd)
Pressure Zones
Base (2021) 10-Year (2031)20-Year (2041)
ADD MDD ADD MDD ADD MDD
Central Zone 2.090 3.845 5.038 8.430 7.776 10.109
Cooks Hill 0.039 0.071 0.107 0.196 0.256 0.472
Davis Hill 0.009 0.016 0.041 0.076 0.115 0.212
Ham Hill 0.013 0.024 0.014 0.026 0.015 0.028
Seminary Hill 0.024 0.044 0.026 0.048 0.028 0.052
Winterwood Estates 0.011 0.020 0.012 0.022 0.013 0.024
Zenkner Valley 0.011 0.020 0.012 0.022 0.013 0.024
Widgeon Hill (1) 0.000 0.000 0.057 0.105 0.188 0.345
TOTAL 2.195 4.039 5.307 8.925 8.405 11.266 (1)The Widgeon Hill area to the southeast of the City has been recently made part of the City of Chehalis’
UGA. However, it is shown as being within the City’s Service Area, as there is still potential for the City to
provide water service to this area.
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September 2021 DRAFT
Section 4 – Water Conservation 4-1
4.Water Conservation
Water conservation consists of any beneficial reduction in water losses, waste, or use. Efficient water use benefits the environment, public health, and economy by helping to improve water quality, maintain aquatic ecosystems, and protect water resources. Through activities such as public education and leak detection, the City of Centralia (City) has realized water savings via conservation in recent years. However, the City is committed to strengthening and expanding its conservation efforts.
This section of the Water System Plan (WSP) presents a water conservation program for the City. The emphasis upon water conservation was bolstered by passage of 2E2SH1338 (Municipal Water Law – Efficiency Requirements Act, Chapter 5 Laws of 2003). This section provides information to comply with DOH guidance regarding Municipal Water Law requirements. Included is a statement of conservation objectives, evaluations of water conservation measures, and identification of selected water conservation activities.
4.1 Water Use Efficiency Requirements and Compliance
Summary
The conservation planning requirements that must be addressed in water system plans are contained in the following sources:
•State of Washington Water Use Efficiency Rule (January 2007)
•Department of Health Water Use Efficiency Guidebook (January 2017)
•Department of Health Water System Planning Handbook (August 2020)
The State of Washington recently revised water conservation planning requirements as a result of the 2003 Municipal Water Law. An outgrowth of that law is the Water Use Efficiency Rule (Rule), which was finalized in January 2007. The Rule has several requirements and corresponding compliance dates. Some of the requirements are associated with water system plans, while other requirements are independent of the ten year water system planning cycle.
There are seven main categories of requirements: 1) meters, 2) data collection, 3) distribution
system leakage, 4) goals, 5) efficiency program, 6) demand forecast, and 7) performance reports. Table 4-1 lists the requirements of the Rule and shows that the City is in compliance with current requirements, and is well prepared to comply with upcoming requirements
September 2021 DRAFT
Section 4 – Water Conservation 4-2
Table 4-1. Compliance with Water Use Efficiency Rule Requirements
Category Requirement Centralia Compliance Status
Meters 1. Meter all sources. Yes, all sources are metered.
2. Meter all service connections. Yes, all service connections are metered.
Data Collection
1. Provide annual consumption by customer class. Yes, provided in Section 3.2
2. Provide “seasonal variations” consumption by customer class. Yes, provided in Section 3.2
3. Evaluate reclaimed water opportunities. Yes, provided in Section 4.3
4. Consider water use efficiency rate structure. Yes, Centralia ’s rate structure is conservation based.
5. Provide monthly and annual production for each source. Yes, provided in Section 3.1
Distribution System Leakage
1. Calculate annual volume and percent using formula defined in the Rule. Yes, distribution system leakage is calculated and reported to DOH on an annual basis. See Section 4.6 for the City’s Water Loss Control Action Plan.
2. Report annually: annual leakage volume, annual leakage percent, and for systems not fully metered, meter installation progress and leak minimization activities. 3. Develop water loss control action plan (if leakage is over 10% for 3 year average).
Goals
1. Establish measurable (in terms of water production or usage) conservation goals and re-establish every 6 years. Provide schedule for achieving goals.
Yes, measurable goals were originally established via a public process in October 2005. These goals were re-established in early 2012, during the course of the prior WSP update. The goals were then revised and adopted in August 2019, during the course of this WSP update.
2. Use a public process to establish goals.
3. Report annually on progress. Yes, report submitted annually to DOH
Efficiency Program
1. Describe existing conservation plan.
Yes. This information is contained in section 4.3
2. Estimate water saved over last 6 years due to conservation program.
3. Describe conservation goals.
4. Implement or evaluate 1-12 measures, depending on size. (Six measures for Centralia). 5. Describe conservation programs for next 6 years including schedule, budget, and funding mechanism. 6. Describe how customers will be educated on efficiency practices. 7. Estimate projected water savings from selected measures. Yes. The City evaluated seven measures, as reported in this water system plan update. 8. Describe how efficiency program will be evaluated for effectiveness.
9. Estimate leakage from transmission lines (if not included in distribution system leakage).
N/A. All leakage is included in
the distribution system leakage number.
September 2021 DRAFT
Section 4 – Water Conservation 4-3
Category Requirement Centralia Compliance Status
Demand
Forecast
Provide demand forecast reflecting no additional conservation. Yes, provided in Section 3 Provide demand forecast reflecting savings from efficiency program.
Provide demand forecast reflecting all “cost effective” evaluated measures.
N/A. Since Centralia is
implementing the required minimum number of measures, this forecast is not required.
Performance Reports
Develop annual report including: goals and progress towards meeting them, total annual production, annual leakage volume and percent and, for systems not fully metered, status of meter installation and actions taken to minimize leakage.
Yes, Centralia has submitted annual performance reports beginning in 2009. Submit annually by July 1 to DOH and customers and make available to the public.
4.2 Current Conservation Program
The City established programs that strive to decrease the amount of unaccounted-for water and make efficient use of water. The City’s commitment to conservation is reflected in the following objectives:
•Promote public awareness about the need for the wise use of water through an effectivewater conservation public education and technical assistance program.
•Decrease the City’s level of unaccounted-for water use through implementation ofproven supply-side demand management strategies such as leak detection and repairand replacement of inferior water mains.
•Achieve long-term reductions in average demands for water through effectiveimplementation of feasible demand-side water conservation strategies.
The City’s recent conservation program has consisted of eight components. A summary of each over the last six years is shown in Table 4-2. The details of each measure are discussed below.
Table 4-2. Current Conservation Program
Components Currently Implemented by Centralia 1. Leak Detection and Repair X
2.Service Meters X
3.Source Meters X
4.Conservation Kits X
5.Public Outreach X
6. Escalating Rate Structure X
7. Landscape Management X
8. Reclaimed Water X
September 2021 DRAFT
Section 4 – Water Conservation 4-4
1. Leak Detection and Repair
There have been very significant improvements in the efficiency of water delivery in the City water system in the past 30 years. Currently, distribution system leakage is estimated at approximately 10 percent of total production. This is significantly less than the 40 percent level
that existed in 1991.
To prevent major distribution system leakage the City is proactive in repairing and replacing failed water lines. Between 2011 and 2020, the City repaired 834 service leaks, replaced 270 service lines, repaired 316 main breaks, and replaced thousands of feet of old water main. The City continues proactive leak detection to assist in finding leaks that are not apparent at the ground surface.
2. Service Meters
All services within the City water system are metered. In 2003, the City began a meter replacement program to upgrade their meters to a mobile automated-read network. The program is complete. With the new system in place, the City has been identifying service leaks and making repairs based on the increased level of data provided by the meters.
3. Source Meters
The City has meters on all its sources.
4. Conservation Kits
The City distributes faucet aerators, hose nozzles, low flow showerheads, and toilet leak detection tablets to its customers to encourage water conservation. These kits are made available through the customer service center for all customer classes.
5. Public Outreach
An important component of the Water Conservation Program will be a means of alerting the water system customers to the need for water conservation. Typical approaches to public education about water conservation include:
• Public displays of water conservation educational materials at libraries, fairs, and other public places.
• Educational presentations in schools, before civic groups, etc.;
• Presentation of information on the City’s website; and,
• Direct mail of water conservation promotional materials. The latter has been accomplished frequently through mailings of educational pamphlets and other materials in monthly water service billings.
The City regularly provides its water system customers with conservation-related educational
materials enclosed in monthly billings. There were a few education programs conducted in the elementary school that included water conservation books and a discussion by City staff.
September 2021 DRAFT
Section 4 – Water Conservation 4-5
6.Escalating Rate Structure
The City uses an escalating rate structure. The 2021 consumption charge for single family residents begins at a rate of $3.21 per 100 cubic feet (CCF) for 1-6 CCF, increases to $4.30 per CCF for 6-15 CCF, and is at a maximum of $5.33 per CCF for over 15CCF.
7.Landscape Management
The City offers incentives to irrigation customers to have an irrigation meter installed at no cost if the customer incorporates conservation measures such as timers and water saving techniques to reduce irrigation water use. The City also promotes the use of rain gardens to capture storm water and reduce irrigation.
8.Reclaimed Water
The City’s Wastewater Treatment Plant (WWTP) currently produces Class D reclaimed water. This water is used at the WWTP for in-plant purposes such as cleaning, spray water, and some landscape irrigation, and has reduced the amount of potable water used by the WWTP. At a maximum, the WWTP can produce 875 gallons per minute (i.e. approximately 1.25 mgd) of Class D reclaimed water. There are no plans to expand reclaimed water usage within the City, as it is cost-prohibitive at this time. However, a list of potential future reclaimed water uses is
provided in Appendix F.
4.3 2019-2028 Conservation Program
The time period for the City’s conservation program aligns closely with the 10-year planning period for the Water System Update. In the sections below, the conservation goals for the next 10 years are defined as well as the next phase of the City’s conservation program.
4.4 Goals
The activities outlined in Section 4.5 constitute the City’s key water conservation actions and implementation strategies. However, another key element in a conservation plan is to identify a specific water conservation target, thereby providing a goal by which the City can evaluate the effectiveness of its conservation strategies.
The Water Use Efficiency goals previously adopted by the City in 2012 are listed below, along with discussion of the City’s progress in meeting those goals.
2011-2017 WUE Goals
1)Reduce distribution system leakage to less than ten percent of total production by2031, as calculated on a rolling three-year average. As described in more detail inSection 4.6, the City has made significant strides in resolving leaks over recent years,reducing the amount of leakage to 11 percent of production in 2017. This has been further
reduced to 9.9 percent by 2020. Through the efforts described in Section 4.6 (i.e., fullimplementation of automated meter reading, periodic leak detection, and annual pipelinerenewal and replacement activities), the City will proactively work to continue lowering thelevel of leakage. Because the City is already close to meeting the goal of maintainingleakage to less than ten percent of production, this goal has been modified, as noted below.
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Section 4 – Water Conservation 4-6
2)Maintain an average day demand Equivalent Residential Unit (ERU) water use factorof less than 200 gpd. The City’s per-ERU water use declined from an average of 212 gpdin 1997-2003, to an average of 172 gpd in 2006-2010. As described in Section 3.4, per-ERU water use has continued to decline, reaching an average of 155 gpd for the period of
2011-2017. This has further decreased to 153 gpd as of 2020. This is in part a result ofconservation measure implementation during the past two decades. The current ERU wateruse factor is equal to or lower than that of other western Washington utilities and it isunlikely to be reduced further without significant investment in costly conservationmeasures. To reflect the City’s gains in reducing per-ERU water use, this goal has beenmodified, as noted below.
Based on the discussion above regarding the City’s progress towards meeting its previously defined water use efficiency goals, revised goals have been established for the 2019-2028 time horizon. Those goals are:
2019-2028 WUE Goals
1)Reduce distribution system leakage to less than ten percent of total production by2019, as calculated on a rolling three-year average. As noted above, distribution systemleakage has been reduced to 11 percent of production, as of 2017. A large leak that wentundetected for a long time caused this value to rise to 15 percent in 2018. However, theCity is confident that through its continued water conservation efforts, it can achieve a three-year rolling average of less than ten percent, effective in 2019. Therefore, that is the goalthe City has set regarding this metric. (NOTE: Since this goal was first adopted in 2019, thisobjective has been achieved.)
2)Maintain an average day demand Equivalent Residential Unit (ERU) water use factorof less than 175 gpd. As noted above, per-ERU water use has declined to approximately150 gpd in recent years. The City anticipates maintaining usage at this level, but to accountfor abnormally hot, dry years or other factors outside the City’s control, a goal of 175 gpdhas been established, which reflects a reduction from the previously established goal.
The system-wide demand forecast presented in Section 3.5.1 (see Table 3-10) includes
adjustments for reduced non-revenue water, reflecting the first goal stated above. It should be noted that accurate data reporting of system production and usage by customer classes is critical to measure conservation effectiveness. Even with such data, annual fluctuations in weather, meter inaccuracies, and other system changes occasionally make verification of reductions difficult. Therefore, these goals should be considered as approximate targets.
4.5 Measures
The City’s conservation program for 2019-2028 consists of the eight measures shown in Table 4-3. According to the Municipal Water Law, the City is required to implement or evaluate sixmeasures. The City is currently in compliance with the conservation requirements and the
details of each measure are discussed further below.
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Section 4 – Water Conservation 4-7
Table 4-3. 2019-2028 Conservation Program
Measure Relationship to Current Program 1. Faucet Aerators Continuation
2. Low Flow Showerheads Continuation
3. Toilet Leak Detection Tablets Continuation
4. Conservation Pamphlets Continuation
5. School Conservation Programs Continuation
6. Escalating Rate Structure Continuation
7. Irrigation Conservation Program Continuation
8. Rain Gardens Continuation
These measures have been selected due to a combination of factors including applicability to the City’s service area, customer acceptance, cost effectiveness, and/or savings potential. The City will continue to use source meters, service meters, and system leak detection and repair, although those activities are not counted as official conservation “measures” under the new conservation Rule.
1. Faucet Aerators
The City will continue to distribute faucet aerators to its customers through the service center.
2. Low Flow Showerheads
The City will continue to distribute low flow showerheads to its customers through the service center.
3. Toilet Leak Detection Tablets
The City will continue to distribute toilet leak detection tablets to its customers through the service center.
4. Conservation Pamphlets
The City will continue to distribute conservation literature to its customers through conservation kits, monthly billing mailers, the annual Customer Confidence Report, and on the City website.
5. School Conservation Program
The City will continue to conduct public education programs in its schools where presentations will be provided by City Staff on conservation techniques and other information is distributed to students.
6. Escalating Rate Structure
The City plans to continue using its current rate structure, including escalating rates for
water consumption block as described in Section 4.2.
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Section 4 – Water Conservation 4-8
7.Irrigation Conservation Program
The City plans to continue its incentive to irrigators of providing free installation of irrigation meters if the customer employs water saving techniques and devices to reduce irrigation.
8.Rain Gardens
The City will continue its program that promotes the use of rain gardens along with guidance on their construction and use.
The City will be using the eight measures listed above to meet the conservation goals defined in Section 4.4. The current conservation goals are scheduled to be re-evaluated as part of the next water system update.
4.6 Water Loss Control Action Plan
As described in Section 3.3, the City’s distribution system leakage averaged 9.9 percent of production from 2018 to 2020. This is below the 10 percent threshold that triggers the need to develop a Water Loss Control Action Plan (WLCAP). Therefore, the City did not develop a WLCAP for this planning cycle. However, the City will continue to implement projects and monitor progress related to reducing distribution system leakage.
The City is currently replacing automated meter reading transmitters that have had battery failures. This will result in a more accurate accounting of water usage and will aid in efficiently identifying leaks presently occurring at old meter sites. As a result of replacing these units, the City expects revenue from billed consumption to increase.
The City is active in identifying and repairing leaks. As a result of past activity, the City has repaired leaking infrastructure that reduced distribution system leakage from 40 percent in 1991 to 4.9 percent in 2020. The City will continue to conduct leak detection periodically per Project WD-3 in the capital improvement program outlined in Table 13-1. Additionally, the City budgets annually for pipeline renewal and replacement in Project WD-1, also included in Table 13-1.
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Section 5 – Existing System Description 5-1
5.Existing System Description
This section provides a description of the City of Centralia’s (City) existing water system components. An inventory of supply source, treatment, storage, and distribution system facilities is presented in detail. Figure 5-1 depicts the general location of all major facilities and Figure 5-2 provides a hydraulic schematic of the system.
5.1 Sources of Supply
The City’s water system currently relies entirely on groundwater for potable water supply. Use of the Newaukum River intake has been discontinued since September 1993, due to its status as an unfiltered surface water source which can not meet the requirements of the Surface Water Treatment Rule (SWTR).
The primary sources of supply for the City are the Tennis Court and Fords Prairie Wellfields (including Eshom Well). Seasonal peaking supply is provided by the K Street Well and the Washington Well exists as an emergency backup supply. The remaining City wells are considered inactive due to a variety of water quality concerns. Table 5-1 provides summary information regarding these sources.
Table 5-1. Source Water Pumping Facilities
Well Name/Location
Pump Characteristics Date Drilled
Date Pump Installed Comments HP Capacity (gpm) Head (ft)
Fords Prairie Wells
-Well No. 1 40 960 321 2002 2002 Primary Source
-Well No. 2 30 1,270 321 2002 2002 Primary Source
Eshom Well 125 1,200 275 1991 1991 Primary Source
Tennis Court Wells
-Well No. 1 125 605 296 1996 1998 Primary Source
-Well No. 2 50 1,300 279 1996 1998 Primary Source
K St Well 75 750 300 1935 1985 Seasonal Source
Washington Well 150 1,000 Unknown 1935 1975 Emergency Source (1)
N. Tower Well 40 400 245 1935 1992 Emergency Source (1)
Downing Well 200 700 375 1977 1977 Emergency Source (1)
Riverside Well 75 700 284 1971 1971 Emergency Source (1)
Borst Park Wells
-Well No. 1 100 812 305 1993 1993 Emergency Source (1)
-Well No. 2 100 1,200 305 1993 1993 Emergency Source (1)
(1)Use of the term emergency source reflects only the current status of wells and does not imply any intention
by the City to relinquish or abandon water rights associated with the wells or the ability to use such waterrights differently in the future.
Details regarding the City’s two primary sources of supply are provided in the sections below.
5.1.1 Tennis Court Wellfield
The Tennis Court wells were drilled in 1996 in response to water quality concerns at the previously drilled Borst Park wells and the older wells in the system. Although capable of
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Section 5 – Existing System Description 5-2
substantial yield, the Tennis Court wells have required corrosion control treatment to comply with the Lead and Copper Rule. Air stripping facilities were constructed, and since 2000, the Tennis Court site has provided a significant amount of the City’s supplies.
5.1.2 Fords Prairie Wellfield
The Fords Prairie Wellfield, also referred to as the Port District Wellfield, includes Eshom Well (drilled in 1991), as well as two newer wells drilled in 2002, and that are located to the west of Eshom Well. All three wells are part of a project referred to as the Fords Prairie Aquifer Restoration Project, the goal of which is to remove perchloroethylene (PCE, also known as tetrachloroethylene) from a portion of the Centralia Outwash Gravel Aquifer (COGA), and to then utilize the treated water for potable purposes. The project was initiated after water quality tests in the Eshom Well in 1988 indicated that there was PCE contamination in the well. Subsequent tests of other nearby wells revealed contamination throughout the area of Centralia known as Fords Prairie. The likely source of contamination was identified in 1990, when PCE was detected in shallow wells in and around Village Park, a mobile home and recreational vehicle park located approximately 3,000 feet east-southeast of the Eshom Well. The contamination source may have originated from a dry cleaning business that was reported to have operated at that site.
Although the City bears no responsibility for the contamination, it has entered into a voluntary agreement with the Department of Ecology to perform the cleanup. As a part of that agreement, the City has developed the two newer wells which, in conjunction with the Eshom Well, serve to capture the contaminant plume. An air-stripping treatment facility was constructed to remove PCE from the extracted water, which is then conveyed to the City’s distribution system. The Fords Prairie facility began producing water in 2003, and is anticipated to provide the majority of the City’s near-future supply, in conjunction with the Tennis Court Wells.
5.2 Water Treatment
The City’s reliance on groundwater limits the water treatment requirements to disinfection and corrosion control. Hypochlorite disinfection is employed at the Tennis Court and Fords Prairie Treatment Facilities. As described in the previous section, air stripping is also used at these facilities. At the Tennis Court site, the objective is corrosion control, to maintain compliance with the Lead and Copper Rule. At the Fords Prairie site, the objective is removal of PCE contamination. Fluoridation is also conducted at the Tennis Court and Fords Prairie facilities. The City installed a hypochlorite tank and injection system at the K Street well. The tank is filled with fresh hypochlorite if the facility will be used. The Washington well is an emergency source only and has no associated treatment equipment.
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE5_WATERSYSTEMFACILITY.MXDWATER SYSTEM FACILITIES
City of Centralia Water System PlanApril 2021
FIGURE 5-1
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
Æ Well
Æ Reservoir
Æ Pump Station
ÀPRV
Water Pipe
Diameter (inches)
<6
8
10
12
16
18
24
¯0 0.5 1 Mile
*Service Area is the City'sWater Rights Place of Use
September 2021
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Section 5 – Existing System Description 5-5
5.3 Storage
A summary of the City’s existing water storage facilities is provided in Table 5-2. In total, the City’s storage volume is approximately 8 million gallons (MG).
Table 5-2. Existing Water Storage Facilities
Name Date of Construction Capacity (MG) Const. Material
Elevations Dimensions Over-flow Floor Ht. Dia. Seminary Hill 1993 4.500 Concrete 417’ 397 20’ 203’ Davis Hill 1982 2.500 Welded Steel 417’ 397 20’ 150’ Ham Hill – Tank 11 1982 0.071 Welded Steel 552’ 469’ 83’ 12’ Ham Hill – Tank 2 2005 0.230 Welded Steel 552’ 469’ 83’ 22’ Cooks Hill 2005 0.760 Welded Steel 531’ 410’ 121’ 33’
Notes:
1 Not currently in use. MG = Million Gallons
5.4 Distribution System
5.4.1 Pressure Zones
The City’s water system is divided into seven pressure zones, as summarized in Table 5-3.
Table 5-3. Pressure Zones Pressure Zone Source Maximum HGL (ft) Central Seminary Hill and Davis Hill Reservoirs 417 Ham Hill Ham Hill BPS and Reservoirs 552 Zenkner Valley Zenkner Valley BPS Variable Davis Hill Davis Hill BPS Variable Cooks Hill Cooks Hill BPS and Reservoir 531 Seminary Hill Seminary Hill and Gleason BPS Variable Winterwood Estates Halliday Ridge BPS Variable
Notes: HGL = Hydraulic Grade Line
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Section 5 – Existing System Description 5-6
5.4.2 Booster Pump Stations
Table 5-4 describes the City’s seven booster pumping stations and their facilities.
Table 5-4. Booster Pumping Stations and Zone Pressure Tanks Pump Station
Name/Location
Number
of Pumps
Pump Characteristics
Hp Q (gpm) Head (ft.)
Cooks Hill
- Lead Pump 1 5 145 156 -Lag Pump 1 10 145 156 -Fire Pump None Davis Hill -Lead Pump 1 5 50 100 -Lag Pump 1 5 50 160 -Fire Pump 1 25 Ham Hill -Lead Pump 1 5 90 164 -Lag Pump 1 5 90 164
-Fire Pump None
Gleason -Lead Pump 1 7.5 75 160 -Lag Pump 1 7.5 Combined 160 -Fire Pump None Seminary Hill -Lead Pump 1 30 250 140 -Lag Pump 1 30 250 140 -Fire Pump Combined Winterwood Estates (Halliday Ridge BPS)
-Lead Pump 1 7.5 150 115 -Lag Pump 1 7.5 150 115 -Fire Pump 1 30 Zenkner Valley -Lead Pump 1 7.5 50 200 -Lag Pump 1 7.5 50 200 -Fire Pump 1 25
Pressure Tank Name/Location Tank Set-Pressures (psi) Pump-On Pump-Off Gleason Rd 40 60 Upper Seminary Hill Rd. 50 70 Note: Pressures are adjustable using the telemetry system.
5.4.3 Distribution Lines
Table 5-5 provides a summary of the distribution system piping present in the water system. This includes approximately seven miles of the 18-inch transmission piping extending to the City from the old Newaukum River supply. This piping is currently maintained for water that is fed from the system (i.e., not from the Newaukum River) to customers along the line.
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Section 5 – Existing System Description 5-7
Table 5-5. Water Distribution Pipe Inventory
Pipe
diameter (inch)
Length by material (feet)
Total (feet) Total (miles) Asbestos cement Cast iron Copper Ductile iron Galvanized iron HDPE PVC Steel Unknown
Unknown 8 160 804 351 1,482 5,237 8,042 1.52
1/2 410 410 0.08
3/4 657 3,205 140 187 391 4,581 0.87
1 1,282 11,872 81 2,884 531 16,650 3.15
1-1/4 1,154 1,154 0.22
1-1/2 59 8,230 2,296 49 10,634 2.01
2 21 6 37,591 36,891 1,077 75,585 14.32
2-1/2 183 183 0.03
3 109 893 1,002 0.19
4 17,583 24,537 3,660 849 2,380 112 185 49,307 9.34
5 23 23 0.00
6 52,281 75,589 25,293 244 90,678 585 244,670 46.34
8 9,147 31,972 67,309 5,749 213 114,390 21.66
10 20,038 18,232 21,520 16 59,806 11.33
12 3,868 85,991 89,859 17.02
16 262 3,475 2,810 2,188 8,735 1.65
18 61,635 7,204 68,839 13.04
24 293 293 0.06
Total (feet) 160,955 157,876 1,998 214,596 64,198 2,409 143,441 406 8,284 754,163
Total (miles) 30.48 29.90 0.38 40.64 12.16 0.46 27.17 0.08 1.57 142.83
Data Source: City of Centralia GIS database
5.4.4 Pressure Reducing Valves
The transmission main along Galvin Road, conveying water from the Fords Prairie Treatment Facility to the eastern side of the City, is a high pressure line. Two distribution lines that come off of the Galvin Road transmission main (i.e., at Sandra Avenue and Lum Road) require pressure reductions to provide suitable service to customers. Therefore, two pressure reducing valves (PRVs) have been installed at these locations. Both PRVs are set with an operating pressure of 100 pounds per square inch (psi).
5.5 Telemetry
The City of Centralia Water Utility uses SCADA for control of the water system. The City uses radio telemetry and the Wonderware system for SCADA communications. The WIN911 software is used for alarm notification.
5.6 Auxiliary Power
The City maintains a 750 kW onsite generator at the Fords Prairie wellfield. In addition, the City
owns a 100 kW trailer-mounted portable generator, for use at Davis Hill, Zenkner Valley, and Halliday Ridge Booster Pump Stations. The City also has auxiliary power switches at the Tennis Court well and Lower Seminary Hill booster station.
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Section 6 – Design Standards and Construction Specifications 6-1
6.Design Standards and Construction
Specifications
This section presents the City of Centralia’s (City) Design Standards and Construction Specifications. The Design Standards have been developed to ensure that a consistent minimum level of service is maintained throughout the system and to facilitate planning, design, and construction of water system projects. Developed separately, but for use in conjunction with the Design Standards, the Construction Specifications present a detailed description of the design and materials specifications to be observed during any water system improvement project.
The purpose of the inclusion of Construction Specifications is such that by having them approved with this Water System Plan (WSP) and kept on file at the Department of Health (DOH), construction documents do not need to be submitted for each project concerning distribution main construction. This is done in accordance with WAC 246-290-125 (project report and construction document submittal exceptions).
6.1 Design Standards
6.1.1 Supply
Supply facilities must be designed to meet the maximum day demand (MDD). Supply capacity will be sufficient to replenish storage within three days of fire or emergency drawdown during MDD conditions. The supply will be provided at a hydraulic grade line (HGL) that meets replenishment needs of storage facilities.
6.1.2 Storage
The Department of Health (DOH) requires public water systems to provide sufficient storage to meet any seasonal or diurnal variations in demand, fire flows, and emergency demands such as during power outages and equipment failures. These standards utilize these guidelines as
criteria for determination of reasonable treated water storage required in each pressure zone, as well as for the City’s system as a whole.
For a given reservoir design, each of the five storage components listed below must be considered:
•Operational Storage;
•Equalizing Storage;
•Standby (Emergency) Storage;•Fire Suppression Storage; and
•Dead Storage, if any.
Only effective storage may be used in determining actual available, or design storage volume. Effective storage is equal to the total volume minus the dead storage built into the reservoir. The required storage volume has been interpreted as the sum of Equalizing Storage, Standby
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Section 6 – Design Standards and Construction Specifications 6-2
(Emergency) Storage, and Fire Suppression Storage at an elevation sufficient to provide 20 psi (static) to the highest customer in any pressure zone. In addition, equalizing storage is evaluated with the requirement that 30 psi (static) is provided to the highest customer within the analyzed pressure zone. Operational storage is any surplus storage that is available after
subtracting the other required storage components.
Operational Storage
Operational storage is the volume of the reservoir devoted to supplying the water system while, under normal operating conditions, the sources of supply are in “off” status. Operational storage is additive to the other components of storage and provides an additional factor of safety. The volume of operational storage should be sufficient to prevent excessive pump cycling.
Equalizing Storage
Equalizing storage capacity is utilized to meet the daily (diurnal) variations in demand. Peak use periods typically occur during the morning and evening hours, especially during the breakfast and dinner hours. Water is typically withdrawn from storage during these peak demand periods and replenished during low demand periods during late evening and early morning hours.
For systems like Centralia that supply water to storage based upon the reservoir water levels (on-call-demand), the DOH guidelines specify that the following equation be used to estimate equalizing storage:
Equalizing Storage (gal) = (PHD – QS)(150 min), where
PHD = Peak Hourly Demand (gpm)
QS = Source production rate (gpm)
In Centralia’s situation, QS is greater than the PHD in most cases, resulting in a negative value for Equalizing Storage. In this case, a value of 0 has been used as an assumed minimum.
Standby Emergency Storage
The purpose of standby storage is to provide a measure of reliability should sources fail or when
unusual conditions impose higher demands than anticipated. The volume of emergency storage required is dependent upon the reliability of the source of supply and the ability to provide an alternative supply. If the system or zone has multiple sources of supply, the volume of water produced by the supply sources, after assuming the largest source is out of service, can reduce the standby storage requirement.
For the City, the largest source in any pressure zone is taken out of production before the storage volume is calculated. Booster pumps in a pressure zone are considered a source in this analysis. For pump stations, the capacity of the largest single pump is removed from service during this calculation, not the full pump station capacity.
The recommended standby storage should not be less than 200 gallons per equivalent residential units (ERU). For systems with multiple sources the standby storage is based on the following equation:
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Section 6 – Design Standards and Construction Specifications 6-3
Standby Storage (gal) = (2*ADD)(N) – tm (QS- QL) where
ADD = Average Day Demand/ERU (gpd/ERU) N = Number of ERUs QS = Sum of all installed and available sources of supply in gpm
QL = the largest capacity source available to the system in gpm tm = Time that remaining sources are pumped on the day that the largest source is not available, in minutes (day is assumed as a full 24 hours)
The larger of the amount calculated in the equation above, or 200 gallons per ERU, is used for Standby Emergency Storage in this analysis.
Fire Suppression Storage
Water systems are required to construct and maintain facilities capable of delivering fire flows in accordance with the determination of the fire flow requirements made by the local fire protection authority while maintaining 20 psi pressure throughout the distribution system. Based on information provided by City Fire Department staff, the current minimum fireflow requirements for the City were developed. They range from 1,000 gpm for 2 hours for residential occupancies
to 5,000 for 5 hours for commercial/industrial occupancies. Appendix G provides documentation of communication from the Fire Marshal. These flow requirements were used in hydraulic modeling and the development of capital improvements for the City’s infrastructure.
The minimum fire suppression storage for systems is the product of the required flow rate multiplied by the flow duration and is based on the following equation:
Fire suppression storage (gal) = FF (tm) where
FF = required fire flow rate
tm = Duration of FF rate (in minutes)
Dead Storage
Dead storage is the volume of stored water not available to all customers at the minimum design pressure, as set forth in WAC 246-290-230(5) and (6). As such, dead storage is excluded from the volumes provided to meet the effective storage. For the purpose of design,
the City considers dead storage to be that volume which is at an elevation lower than the elevation necessary to provide 20 psi (static) at the meter of the highest customer in the highest pressure zone served by a given reservoir. However, as stated above in the discussion regarding fire suppression storage, the City also acknowledges that its system must be able to deliver fire flows while providing at least 20 psi to all customers under dynamic conditions (maximum day demands plus fire flows), as compared to static conditions.
The analyses conducted in Sections 8 and 9 of this WSP consider all of the conditions noted above. In addition, while the City requires that the minimum amount of recommended standby storage (as calculated per the above equation) be provided above the dead storage elevation (i.e., above 20 psi), the City does consider the portion of dead storage that can physically be withdrawn and conveyed into the system as available to meet extended standby (emergency) needs, even though pressures may drop below 20 psi to some customers. This provides an additional level of reliability in the event of severe emergencies.
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Section 6 – Design Standards and Construction Specifications 6-4
6.1.3 Distribution System
General
The function of the distribution system is to convey water to customers at adequate service pressures and to provide fire flows. During the peak-hour demand, the capacity of the distribution system must meet demands with a residual pressure of no less than 30 psi. During fire-fighting events, the minimum residual pressure permitted at the fire location is 20 psi, while maintaining positive system pressures throughout the rest of the distribution system (under maximum day demand conditions).
Usually, the inability to meet the above demand conditions results from inadequate distribution capacity; that is, pipes are not large enough or pipeline gridding is poor. The capacity of the distribution system is greatly reduced when head loss is greater than about 10 feet per 1,000 feet of pipe length.
Sometimes increasing pipe diameters or pipeline grid spacing is not sufficient to significantly increase flows. In these cases, it is better to consider adjusting the hydraulic elevation of either the supply or storage facilities. When analyzing the distribution system, the capability to replenish equalizing storage volume must be considered. The equalizing volume must be replenished at a rate sufficient to refill the storage reservoirs during the late evening/early morning replenishment hours.
Pressure Zones
Pressure zones are determined by evaluating ground elevation as it relates to available
hydraulic gradient. The static pressure at the lowest elevation will generally not be greater than 100 psi, while at the highest elevation of the zone, it must be sufficient to ensure that at peak demand conditions the pressure is not less than 30 psi. Pressure reducing valves (PRVs) are used to intertie pressure zones in order to utilize stored water at higher elevations and to lower pressures to acceptable service levels. PRV stations will be sized to provide the maximum instantaneous demand or the required fire flow, whichever is greater.
To the extent possible, the City will keep the number of pressure zones to a minimum. Wherever pressure zones are made, the system becomes fragmented, and the water conveyance capacity can be affected because distribution mains cannot be interconnected at pressure zone boundaries.
Pump Stations
A minimum of two pumps are required at each pump station to provide flexibility and system redundancy. Each pump must be able to meet maximum day demand design conditions in the pressure zone served.
6.2 Construction Specifications
The City maintains a complete set of water system construction specifications and standard detail drawings as Chapter 2 (Water) of the City’s Design and Development Guidelines. A copy of the current guidelines is located in Appendix H. Discussed therein are the specific construction requirements for the City of Centralia, as related to water system components and
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Section 6 – Design Standards and Construction Specifications 6-5
improvements. These documents will govern the installation of new water infrastructure. The design and development guide for water is also accessible on the City’s website at this link: http://www.cityofcentralia.com/Files/Chapter%202%20Water.pdf.
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Section 7 - Source of Supply Analysis 7-1
7.Source Capacity Analysis
This chapter addresses existing water rights and their ability to support current and projected
future levels of water demand. A comparison is also made between source pumping capacity
and demands, for the water system as a whole as well as for each pressurized zone.
7.1 Water Rights Evaluation
7.1.1 Existing Water Rights
Since the City’s last Water System Plan update, the City hired water rights attorney Thomas M.
Pors to evaluate its water rights portfolio and update the City’s water right self-assessment. Mr.
Pors’ assessment is reflected in this section, including Table 7-1, and in the self-assessment
forms included as Table 7-2.
The water rights associated with each of the City’s sources of water supply are described in
Table 7-1 and discussed below. As demonstrated in Table 7-2, the City’s rights are adequate to
meet current water demands and projected demands through 2041. The need for additional
water rights and/or additional sources of supply is discussed in Section 7.2.
Primary and Supplemental Water Rights
The City’s water rights are noted as either primary (additive) or supplemental (non-additive)
water rights, and where appropriate these interpretations are explained in footnotes to Table 7-1
and/or in the text below. Generally, primary water rights are additive to pre-existing rights and
can be used to the full extent of the authorized quantities, regardless of the use being made
under other water rights. The use of supplemental water rights is conditional based on the
language in the water right decision documents and is often dependent on the use being made
under prior rights. In most cases, supplemental water rights can be used as an alternative
source for previously-issued water rights, and do not increase the total authorized annual
quantity of water allowed to be withdrawn and used by the City.
The City’s initial water source and water right was from the North Fork Newaukum River, and all
subsequent water rights are sourced from groundwater in the Centralia area. The initial
Newaukum River water right is a primary water right and is discussed in more detail below.
Though the Newaukum River source is not presently used, the associated water right is still
valid and is being exercised through groundwater wells that were issued as supplemental to the
older Newaukum River water right. Not all of the City’s groundwater rights are supplemental to
the Newaukum River water right, however.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-2
Table 7-1. City of Centralia Water Rights
Permit Certificate or
Claim #
Name of Righthold
er or Claimant
Priority Date Source Name/
Number
Active
Primary or supplemental Individual Water Right Capacity Existing System Capacity Per Source, based on Water Right Limits
Cumulative Qa of
Groundwater
in AFY1
Maximum Instanta-
neous Flow
Rate (Qi)
Maximum Annual
Volume (Qa)
Primary/Su
pp
Maximum Instantaneous Flow
Rate (Qi)
Maximum Annual Volume (Qa)
(Primary/Supp)
1. S2-
CV1P31
(SW Change
Vol. 1, p 31)
City of
Centralia
1912 North Fork
Newaukum R.
4.8 MGD 5,376 AFY 4.8 MGD =
7.4 cfs =
3,333 gpm1
5,376 AFY
2. 562-D City of
Centralia
1937 N. Tower #2
and Tennis
Ct #1& 2
Primary 700 gpm 186 AFY See G2-24010C for combined capacity Tennis Court WF 186 AFY1
3. 563-D City of
Centralia
1937 K Street #4
and Fords Prairie
Wellfield
Primary 900 gpm 238 AFY
See G2-28215C for combined capacity of K Street Well #4 424 AFY1
4. 564-D City of Centralia 1937 Washington #5 and Fords
Prairie Wellfield
Primary 1,400 gpm 372 AFY Washington #5
1,400 gpm
Washington #5
2,258 AFY
(372)
796 AFY1 See G2-28214C for combined capacity of
Fords Prairie WF
5. G2-*04714 City of 10/10/1 Eshom #9 Primary 1,200 1,920 AFY See G2-28212C for combined capacity of
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-3
(Cert 4491-A) Centralia 957 and BP #1, BP #2 2,716 AFY1, gpm Eshom Well #9
6. G2-
00168C
City of
Centralia
9/28/19
60
Riverside
#11
Supplemental
(Aggregate
Cap)
1,000
gpm
1,600 AFY Riverside #11 total
1,000 gpm
Riverside #11 total
1,600 AFY
2,716 AFY1
7. G2-24010C City of Centralia 11/10/1975 Downing #10 and Tennis
Ct #1& 2
Primary/Supp 1,300 gpm 1,568/432 AFY Tennis Court WF total
2,000 gpm
Tennis Court WF total
2,000 AFY
(1,754/246)
4,284 AFY1
8. G2-
28212C
City of
Centralia
7/9/199
1
Eshom #9
and BP #1 and #2
(Inactive)
Partially
Supplemental
200 gpm 320 AFY Eshom #9 total
1,470 gpm
Eshom #9 total
2,246 AFY
(2,246) 4,604 AFY1, 2
9. G2-
28214C
City of
Centralia
7/9/199
1
Washington
#5 and Fords Prairie WF
Partially
Supplemental
1,400
gpm (Suppl.
Qi)
1,886 AFY See 564-D for
combined capacity of Washington Well
#5
Fords Prairie WF
total
2.800 gpm
See 564-D for
combined capacity of Washington Well #5
Fords Prairie WF total
2,258 AFY
(1,886)
6,490 AFY1, 2
10. G2-28215C City of Centralia 7/9/1991 K Street #4 and Fords
Prairie WF
Partially Supplemental 900 gpm (Suppl.
Qi)
1,214 AFY K Street #4 total
1,800 gpm
K Street #4 total
1,452 AFY
(1,452) 7,704 AFY1, 2
11. CG2-
00731 (LEWI-
15-01)
City of
Centralia
10/23/1
970
Eshom Road
Well
Primary 70 gpm 6 AFY See G2-28212C for combined capacity of
Eshom Well #9 7,710 AFY1
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-4
Total 7,710AFY1, 3 6,770 gpm
(9.75 MGD)
9,666 AFY
+5,452 AFY
supplemental
6770 gpm
(9.75 MGD)
7,710AFY
Claims
S2-
302347CL3
City of
Centralia
Pending
Applications
G2-28782 City of
Centralia
3-18-
1993
North Tower
Well
N/A 700 gpm 1,129 AFY Pending Pending
G2-22908 City of
Centralia
3-15-
2000
Related to
Eshom Well cleanup
N/A 4,000
gpm
6,440 AFY Pending Pending
S2-30405 City of Centralia 4-13-2007 Skookumchuck River N/A 26 cfs unknown Pending Pending
G2-30763 City of
Centralia
1-31-
2020
Groundwater
Borst Park
NA 8,333
gpm
8, 961 AFY Pending Pending
Notes:
1 The cumulative annual quantities shown in this column are for groundwater rights only, and do include the North Fork Newaukum River (NFNR) water right, the
exercise of which would limit some of these groundwater rights to supplemental (non-additive) status.
2 The “supplemental to existing rights” limitation in these groundwater rights refers to a specific condition in the state Reports of Examination (ROEs) relating to the
NFNR water right. There is no intention expressed in the documentation for these water rights to make the annual quantity supplemental to the City’s other
groundwater rights. To the extent the NFNR water rights are not exercised, this water right is an alternative to that source, and is interpreted as additional annual
groundwater quantity in Column 5. As of the publication of this plan, these rights allow Centralia to access 3,420 AFY of the 5,376 AFY (64%) of the NFNR right.
3 This claim is for the same source as the NFNR vested right (see Note 1), but was not necessary when filed because the water right was certificated under the
Water Code as a change certification.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-5
North Fork Newaukum River
From 1914 until late 1991, the City’s major source of supply was a diversion from the North Fork
of the Newaukum River. A Notice of Appropriation of Water was filed with Lewis County on
September 20, 1912, for a quantity of 10 cfs (6.5 mgd). A Certificate of Change in Point of
Diversion (POD) was issued to the City on May 19, 1923, by the State Supervisor of Hydraulics
(Vol. 1, Page 31). This certificate authorized the POD to be changed from the SE 1/4 of SW 1/4,
Section 20, Township 14 N., Range 1 E. W.M. to a point in the SW 1/4 of the SE 1/4 of Sec. 20,
T. 14 N., R.1 E. W.M. The City’s claim to a vested right under the Notice of Appropriation, as
amended by the Certificate of Change, was confirmed by Lewis County Superior Court Decree
No. 22433, dated October 4, 1954. The priority date for this pre-code vested right is likely 1912
or earlier. The quantity confirmed was 4.8 mgd, the capacity of the source transmission main at
that time. This water right was certified without an annual limitation and qualifies as a “pumps
and pipes” water right in good standing per RCW 90.03.330(3). Calculated as a continuous
withdrawal, 4.8 mgd is equivalent to 3,333 gpm, and totals 5,376 AF/year. The quantities of 4.8
mgd and 5,376 AF/yr are therefore shown in Table 7-1 as the primary water rights related to this
source.
The Newaukum River source has been out of use since 1991 due to catastrophic failure of the
reservoir, but the water right is still valid and is used as the primary water right that supports
ground water rights issued as supplemental (non-additive) to this water right. (See text below
regarding G2-28212, G2-28214, and G2-28215).
Pre-Code Ground Water Declarations
The City established three vested rights to groundwater prior to the adoption of the Ground
Water Code in 1945, which were confirmed in certificates issued in 1948.
Certificate No. 562-D, with a 1937 priority date, allows a 700 gpm instantaneous withdrawal rate
and an annual withdrawal of 186 AF/yr from the North Tower Well. In 1996, the City applied for
a change of point of withdrawal to the new Tennis Court well field, which was approved by
Ecology on May 14, 1998.
Certificate No. 563-D, with a 1937 priority date, allows a 900 gpm instantaneous withdrawal and
an annual withdrawal of 238 AF/yr from the City’s K Street Well #4. In 2002, the City applied for
a change to Certificate 563-D to add the Fords Prairie Well Field (also known as the Port Wells)
as an additional place of withdrawal, which was approved with no additional conditions affecting
total instantaneous or annual quantity.
Certificate No. 564-D, with a 1937 priority date, authorizes 1,400 gpm and 372 AF/yr from the
City’s Washington Well #5. In 2002, the City applied for a change to Certificate 564-D to add the
Fords Prairie Well Field (also known as the Port Wells) as an additional place of withdrawal,
which was approved with no additional conditions affecting total instantaneous or annual
quantity.
Eshom Well
Certificate 4491-A, with a priority date of September 10, 1957, authorizes 1,200 gpm and 1,920
AF/yr from the Eshom Well, with no supplemental conditions or limitations. In 1992, the City
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-6
applied for a change to Certificate 4491-A to add two new well sites as alternative sources due
to contamination detected in the Eshom Well. Ecology approved the change application, adding
the Borst Park wells under Certificate 4491-A, and issued a superseding certificate (G2-
*04714C), which confirmed the quantity of this water right as 1,200 gpm and 1,920 AF/yr, with
no supplemental limitation.
Riverside Well
Certificate G2-00168C, with a priority date of September 28, 1960, authorizes 1,000 gpm and
1,600 AF/yr from the Riverside Well. The report of examination dated November 18, 1960 mistakenly calculated the City’s pre-existing total annual quantity of water rights at only 1,600
AF/yr, and approved the water right for 640 AF/yr of primary plus 1,600 AF/yr of supplemental
annual quantity. The annual quantity was later reduced in the certificate to 1,600 AF/yr. The
ROE and Permit for this water right include an “aggregate cap limitation” that states, “The total
annual withdrawal under this application shall be limited to 2,240 acre-feet less any quantity
withdrawn under existing rights.” While this language does not affect the scope of the City’s
existing water rights, in light of the City’s self-assessment that it already possessed more than
2,240 AF/yr of primary water rights, Certificate G2-000168 is interpreted as wholly supplemental
as to annual quantity.
The Riverside Well is not currently in use due to a determination by WSDOH that it is “under the
influence of surface water” and requires treatment. That means that this water right cannot
currently be accessed by the City. While this is not a primary water right, it is a candidate for a
change application to add another ground water source as necessary.
Downing and Tennis Court Wells
Certificate G2-24010C, with a priority date of November 10, 1975, authorizes 1,300 gpm and
2,000 AF/yr from the Downing Well. In 1996, the City applied for a change in the point of
withdrawal from the Downing Well to the new Tennis Court Wells in Borst Park. Ecology
approved the change in 1998. The superseding certificate for this water notes that of the 2,000
AF/yr of annual quantity, 1,568 AF/yr is a primary right and 432 AF/yr is a supplemental right,
which is how the City interprets this water right.
1991 Ground Water Applications
In 1991, after landslides impacted the Newaukum River source, the City filed three applications
to permit additional ground water sources as an alternative supply. These water rights were
approved as alternative sources to the Newaukum River, but were not limited as supplemental
to the City’s other groundwater rights.
Application G2-28212 requested an additional 200 gpm (320 ac-ft/year) from the Eshom Well
and the two Borst Park Wells. The application was approved, permit granted, and certificate G2-
28212C was issued. The 320 AF/yr is supplemental to the Newaukum River water right, but not
to other groundwater rights.
Application G2-28214 requested 1,400 gpm continuously from the Washington Well. The
application was approved, permit granted, and certificate G2-28214C was issued for 1,400 gpm
and 1,886 AF/yr. The annual quantity of G2-28214C is supplemental to the Newaukum River
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-7
water right, but not to other City ground water rights. The instantaneous quantity of 1,400 gpm
issued under G2-28214C, however, is supplemental to the 1,400 gpm issued under Certificate
564-D, because the intent of this right was to increase the total authorized annual quantity from
this well, not the rate of instantaneous withdrawal. In 2001, the City applied to the Lewis County
Water Conservancy Board to add the Fords Prairie Wellfield to this water right and to Certificate
564-D, which was subsequently approved by the Board and Ecology.
Application G2-28215 requested 900 gpm continuously from the K Street Well. The application
was approved, permit granted, and certificate G2-28215C was for 900 gpm and 1214 AF/yr. The
annual quantity of G2-28215C is supplemental to the Newaukum River water right, but not to
other City ground water rights. The instantaneous quantity of 900 gpm issued under G2-
28215C, however, is supplemental to the 900 gpm issued under Certificate 563-D, because the
intent of this right was to increase the total authorized annual quantity from this well, not the rate
of instantaneous withdrawal. In 2001, the City applied for a change to Certificate G2-28215 to
add the Fords Prairie Wellfield as an additional place of withdrawal, which was approved with no
additional conditions affecting total instantaneous or annual quantity.
Eshom Road Well – Mobile Home Park Consolidation and Appeal
In 2015, the City acquired water right certificate G2-00731C from a mobile home park as part of
a consolidation of the mobile home park’s water system into the City’s municipal system. The
City applied to the Lewis County Water Conservancy Board to change the purpose and place of
use of this water right to the City’s municipal service area and to change the point of withdrawal
to the Eshom Road Well. The Board approved the application in the full amount of the original
certificate’s quantity, 70 gpm and 7 AF/yr. Ecology modified the Board’s order, reducing the
annual quantity to 5.3 AF/yr. The City appealed Ecology’s modification order to the Pollution
Control Hearings Board (PCHB). Following discovery and negotiations, the City and Ecology
agreed to settle the appeal at a higher annual quantity of 6.0 AF/yr, representing the highest
annual quantity of metered historical use of water by the mobile home park.
The City’s appeal of Ecology’s order and the settlement agreement focused on the validity of
inchoate municipal purpose water rights following a consolidation-type of transfer to a larger
municipal water system. Ecology, WSDOH, and the Washington Water Utility Council are
meeting and negotiating an update to Ecology’s policies and procedures regarding inchoate
water right consolidations as a result of the City’s appeal.
7.1.2 Pending Water Right Applications
There are four pending applications for new water rights by the City. They include G2-28782
which was filed in March 1993 for an additional 700 gpm from the North Tower Well, and G2-
29908 which was filed in March 2000 for 4,000 gpm for two wells to be used in conjunction with
the cleanup effort for the Eshom well, also with the intent to later use this source for municipal
supply.
In addition, the City filed an application in April 2007 for 26 cubic feet per second (cfs) for a new
surface water right from the Skookumchuck River in follow-up to the discussion presented in
Section 7.1.3. No action has been taken on this application by Ecology at this time.
Tables 7-1 and 7-2 summarize the pending applications.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-8
7.1.3 Skookumchuck River
The City initiated negotiations in 1967 with the private utility PacifiCorp relating to PacifiCorp’s
development on the Skookumchuck River (Surface Water Permit No. 14966 and Reservoir
Permit No. R-359). A draft agreement was developed in May 1967, but was never signed by the
two parties. The draft agreement set forth an option for the City to acquire up to 2 mgd from the
reservoir for its own use or for an industry of its choice.
The City also initiated negotiation with PacifiCorp many years ago to ratify a Memorandum of
Understanding (MOU) by which the City would have access to up to 8.8 mgd of water from the
development in exchange for some share of the expense to operate and maintain the reservoir.
TransAlta is the successor to PacifiCorp and is the current holder of the Skookumchuck River
water rights. TransAlta is in the process of transferring its water right into a water bank managed
by the State’s Trust Water Program, with the intention of mitigation credits being sold to
interested users. This is expected to be approved and operating in 2021. The City recognizes
the value of purchasing these mitigation credits as a means of developing new groundwater
sources to meet forecasted demands, notably wholesale and potential new large user demands.
The City would look to expand its pumping capacity within the existing aquifer after acquisition
of mitigation credits.
On January 31, 2020, the City filed an application with Ecology for 8 mgd of groundwater near
the confluence of the Skookumchuck and Chehalis Rivers for future use. This is approximately
5,556 gpm instantaneous, or 8,961 acre-feet per year annually. The City, with their consultant
Pacific Groundwater Group, is assisting Ecology in processing the application and anticipates
approval in late 2021 or early 2022. Ecology will determine how much groundwater the City can
develop and how much mitigation credit is needed from the TransAlta water bank.
The City has discussed providing wholesale water to the City of Chehalis through what is
currently an emergency intertie. Chehalis would purchase the wholesale water to supplement
their local supply, particularly during peak demand times in the summer. Centralia and Chehalis
working to establish an agreement for up to 3 mgd of wholesale water on an average and max
day basis. Deliveries could start as early as 2022 depending on the timing of establishing a
wholesale contract.
7.1.4 Comparison of Water Rights with Future Water Demand
Appendix N is the City’s water rights self-assessment in Department of Health’s format and
includes a comparison of existing water rights to current usage from all sources and to the
future demand forecast. This table includes the North Fork Newaukum River surface water right
as an existing water right, even though this source is not currently being utilized, because this
water right is tied to several of the City’s groundwater rights.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-9
The average day demand (ADD) without conservation for the ten- year forecast period (2031) is
5.31 mgd which equates to 5,945 AF/yr, with a maximum day requirement (MDD) of 9.77
mgd. The 20-year (2041) forecast is for an ADD of 8.41 mgd which equates to 9,415 AF/yr,
with a MDD of 15.47 mgd (would require continuous pumping at 10,740 gpm). The 50-year
(2071) forecast is for an ADD of 13.00 mgd, which equates to 14,565 AF/yr, with a MDD of
23.93 mgd, which is equivalent to 16,615 gpm.
Within the 20-year planning horizon, the City’s water rights are sufficient to meet forecasted
demands. In the 50-year planning horizon, the City has sufficient water rights to meet ADD, but
would require additional instantaneous capacity to meet MDD. This additional capacity will be
provided by the Skookumchuck River water right, described in section 7.1.3.
7.2 Source Capacity Evaluation
The source capacity analyses presented below examine the ability of the City’s existing sources
of supply to meet current and projected future water demands. The analyses are conducted by
comparing the City’s water demand forecast, as presented in Section 3, with current source
(i.e., groundwater well and/or booster pump station) capacities. Capacity is analyzed for the
following four criteria:
• Ability to provide MDD with sources operating for 24 hours per day (DOH requirement)
• Ability to provide MDD with sources operating for 20 hours per day (DOH
recommendation)
• Ability to provide ADD with sources operating 20 hours per day with the largest source
offline (DOH recommendation)
• For open pressure zones, ability to provide fire storage replenishment during M DD with
sources operating 24 hours per day (DOH recommendation)
Closed pressure zones require the two following analyses:
• Ability to provide peak hour demand (DOH requirement)
• Ability to provide peak hour demand with the largest pump offline (DOH
recommendation)
• Ability to meet fire flow requirements in closed zones is analyzed in the distribution
system analysis (Chapter 9).
Deficiencies noted in these analyses form the basis for supply-related improvements included in
the capital improvement program presented in Chapter 13.
7.2.1 Total System Capacity
According to DOH planning requirements, sources of supply must be sufficient to meet needs
on a maximum day demand (MDD) basis. This must hold true for the system as a whole, as well
as for each “open” pressure zone that has storage.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-10
The source capacity analysis for the City’s entire system is summarized in Table 7-2. Two wells
were not included: the Washington Well, which is considered available only for emergency
situations, and the Riverside Well, which is currently inactive.
Three demand forecasts are considered in this analysis: a baseline forecast focusing on the
current retail service area, a forecast adding the regional wholesale demands to the baseline,
and a f orecast adding the industrial allowance to the baseline and regional demands.
As shown in Table 7-2, existing source capacities are capable of meeting maximum day
demands in the baseline forecast currently and through the ten-year planning horizon. Sources
become inadequate in the 20-year planning horizon by several hundred gallons per day. In the
forecasts incorporating regional wholesale demands and industrial allowance, sources become
inadequate by the 10-year planning horizon.
Based on this approach, the analysis indicates that development of additional sources should
take place within the next 10 years. The timing of additional source development could be linked
to activation of regional wholesale deliveries and expected activation of new large industrial
customers. As previously noted, the City has begun such efforts related to the Skookumchuck
River water rights. The City plans to make use of these newly acquired water rights to expand
overall groundwater production. These plans are further described in the capital improvement
program (Chapter 13).
Figures 7-1 and 7-2 graphically display the relationship between the three demand scenarios,
current available source, and total water rights for average day and max day demands,
respectively.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-11
Table 7-2. Source Capacity for the Full System
2021 2031 2041 2071 Max (5)
Fords Prairie & Eshom Wells (2,200 gpm)3,168,000 3,168,000 3,168,000 3,168,000 3,168,000
Tennis Court Well No. 1 (600 gpm)864,000 864,000 864,000 864,000 864,000
Tennis Court Well No. 2 (1,200 gpm)1,728,000 1,728,000 1,728,000 1,728,000 1,728,000
Washington Well (1,000 gpm) (1)0 0 0 0 0
K Street Well (750 gpm) (2)1,080,000 1,080,000 1,080,000 1,080,000 1,080,000
Riverside Well (inactive) (3)0 0 0 0 0
6,840,000 6,840,000 6,840,000 6,840,000 6,840,000
5,112,000 5,112,000 5,112,000 5,112,000 5,112,000
Available Source: 20-hour Pumping (gpd)
Fords Prairie & Eshom Wells (2,200 gpm)2,640,000 2,640,000 2,640,000 2,640,000 2,640,000
Tennis Court Well No. 1 (605 gpm)720,000 720,000 720,000 720,000 720,000
Tennis Court Well No. 2 (1,200 gpm)1,440,000 1,440,000 1,440,000 1,440,000 1,440,000
Washington Well (1,000 gpm) (1)0 0 0 0 0
K Street Well (750 gpm) (2)900,000 900,000 900,000 900,000 900,000
Riverside Well (inactive) (3)0 0 0 0 0
Total Available Source (gpd)5,700,000 5,700,000 5,700,000 5,700,000 5,700,000
4,176,000 4,176,000 4,176,000 4,176,000 4,176,000Baseline Demands
Projected ERUs and Demand (4)
Equivalent Residential Units (ERU's)14,382 17,537 22,309 32,775 20,295
Average Day Demand (gpd)2,195,214 2,676,837 3,405,169 5,002,732 3,097,826
Maximum Day Demand (gpd)4,039,195 4,925,380 6,265,510 9,205,026 5,700,000
Fire Flow Requirement (gpd)1,500,000 1,500,000 1,500,000 1,500,000 1,500,000
Capacity Analysis Surplus/(Deficiency)
MDD - 24 hr capacity 2,800,805 1,914,620 574,490 (2,365,026)1,140,000
MDD - 20 hr capacity 1,660,805 774,620 (565,510) (3,505,026)0
ADD with Largest Source Offline - 20 hr capacity 1,080,786 599,163 (129,169) (1,726,732)178,174
Fire Storage Replinishment During MDD - 24 hr capacity 2,300,805 1,414,620 74,490 (2,865,026)640,000Baseline + Regional Wholesale
Projected ERUs and Demand (4)
Equivalent Residential Units (ERU's)14,382 28,219 41,963 52,429 20,295
Average Day Demand (gpd)2,195,214 4,307,272 6,405,169 8,002,732 3,097,826
Maximum Day Demand (gpd)4,039,195 7,925,380 11,785,510 14,725,026 5,700,000
Capacity Analysis Surplus/(Deficiency)
MDD - 24 hr capacity 2,800,805 (1,085,380) (4,945,510) (7,885,026)1,140,000
MDD - 20 hr capacity 1,660,805 (2,225,380) (6,085,510) (9,025,026)0
ADD with Largest Source Offline - 20 hr capacity 1,080,786 (1,031,272) (3,129,169) (4,726,732)178,174
Fire Storage Replinishment During MDD - 24 hr capacity 2,300,805 (1,585,380) (5,445,510) (8,385,026)640,000
Baseline + Regional Wholesale + Industrial Allowance
Projected ERUs and Demand (4)
Equivalent Residential Units (ERU's)14,382 34,770 55,065 85,186 20,295
Average Day Demand (gpd)2,195,214 5,307,272 8,405,169 13,002,732 3,097,826
Maximum Day Demand (gpd)4,039,195 9,765,380 15,465,510 23,925,026 5,700,000
Capacity Analysis Surplus/(Deficiency)
MDD - 24 hr capacity 2,800,805 (2,925,380) (8,625,510) (17,085,026)1,140,000
MDD - 20 hr capacity 1,660,805 (4,065,380) (9,765,510) (18,225,026)0
ADD with Largest Source Offline - 20 hr capacity 1,080,786 (2,031,272) (5,129,169) (9,726,732)178,174
Fire Storage Replinishment During MDD - 24 hr capacity 2,300,805 (3,425,380) (9,125,510) (17,585,026)640,000
Notes:
1.Washington Well is an emergency source and is not available for
maximum day demand.
2.K Street Well is a seasonal source and is available during periods of peak demand.
3.
4.
5.Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
Projected ERUs and demand forecasts taken from Demand Forecast Summary table.
Riverside Well is inactive and the source is unavailable.
Year
Available Source: 24-hour Pumping (gpd)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source, Largest Offline (gpd)
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-12
Figure 7-1. Annual Source Capacity Analysis
Figure 7-2. Instantaneous Source Capacity Analysis
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-13
7.2.2 Cooks Hill Pressure Zone
Table 7-3 presents the source capacity analysis for the Cooks Hill Pressure Zone. The existing
pump station is deficient in its ability to meet projected 2041 water demands, due to the
significant amount of growth planned for in the Cooks Hill area. The supply deficiency of
approximately 124,000 gpd (MDD at 20-hour source capacity) in 2041 could be addressed by
increasing the capacity of the pump station. The capital improvement program (see Chapter 13)
includes a project meeting this need.
Table 7-3. Evaluation of Source Adequacy for Cooks Hill
2021 2031 2041 Max (2)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)254 699 1,680 1,140
Average Day 38,773 106,648 256,409 174,000
Maximum Day 71,342 196,232 471,793 320,160
Fire Storage Requirement (1,000 gpm for 2 hours)120,000 120,000 120,000 120,000
Available Source: 24 hour pumping (gpd)
Cooks Hill Pump 1 (145 gpm)208,800 208,800 208,800 208,800
Cooks Hill Pump 2 (145 gpm)208,800 208,800 208,800 208,800
417,600 417,600 417,600 417,600
208,800 208,800 208,800 208,800
Available Source: 20 hour pumping (gpd)
Cooks Hill Pump 1 (145 gpm)174,000 174,000 174,000 174,000
Cooks Hill Pump 2 (145 gpm)174,000 174,000 174,000 174,000
348,000 348,000 348,000 348,000
174,000 174,000 174,000 174,000
MDD - 24 hr capacity 346,258 221,368 (54,193)97,440
MDD - 20 hr capacity 276,658 151,768 (123,793)27,840
ADD with Largest Source Offline - 20 hr capacity 135,227 67,352 (82,409)0
Fire Storage Replinishment During MDD - 24 hr capaci 306,258 181,368 (94,193)57,440
Notes:
1.
2.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Capacity Analysis Surplus/(Deficiency)
7.2.3 Ham Hill Pressure Zone
Table 7-4 presents the source capacity analysis for the Ham Hill Pressure Zone. As indicated in
the table, the Ham Hill Booster Pump Station is capable of meeting water demands in this
pressure zone beyond the 20-year time frame.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-14
Table 7-4. Evaluation of Source Adequacy for Ham Hill
2021 2031 2041 Max (2)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)85 94 101 708
Average Day 12,924 14,335 15,396 108,000
Maximum Day 23,781 26,377 28,328 198,720
Fire Storage Requirement (1,000 gpm for 2 hours)120,000 120,000 120,000 120,000
Available Source: 24 hour pumping (gpd)
Ham Hill BPS Pump 1 (90 gpm)129,600 129,600 129,600 129,600
Ham Hill BPS Pump 2 (90 gpm)129,600 129,600 129,600 129,600
259,200 259,200 259,200 259,200
129,600 129,600 129,600 129,600
Available Source: 20 hour pumping (gpd)
Ham Hill BPS Pump 1 (90 gpm)108,000 108,000 108,000 108,000Ham Hill BPS Pump 2 (90 gpm)108,000 108,000 108,000 108,000
216,000 216,000 216,000 216,000
108,000 108,000 108,000 108,000
MDD - 24 hr capacity 235,419 232,823 230,872 60,480
MDD - 20 hr capacity 192,219 189,623 187,672 17,280
ADD with Largest Source Offline - 20 hr capacity 95,076 93,665 92,604 0
Fire Storage Replinishment During MDD - 24 hr capacity 195,419 192,823 190,872 20,480
Notes:
1.
2.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Capacity Analysis Surplus/(Deficiency)
7.2.4 Davis Hill Pressure Zone
Being a “closed” pressure zone, the sources for the Davis Hill Pressure Zone must be sufficient
to meet peak hour demands (PHD).
As indicated in Table 7-5, the Davis Hill Booster Pump Station is deficient in its ability to meet
projected 2031 peak hour water demands due to the significant amount of growth potential in
the Davis Hill area. The supply deficiencies could be addressed by an upgrade of the pump
station. The capital improvement program (see Chapter 13) includes a project meeting this
need. The planned project would not only address the supply deficiency, but would also allow
for reconfiguring of the pump station to accommodate a potential future Upper Davis Hill
Reservoir if needed, to which it would then pump.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-15
Table 7-5. Evaluation of Source Adequacy for Davis Hill
2021 2031 2041 Max (3)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)56 271 756 307
Average Day (gpd)8,616 41,378 115,375 46,791
Maximum Day (gpd)15,854 76,136 212,290 86,096
Fire Flow Requirement (1,000 gpm for 2 hours)120,000 120,000 120,000 120,000
Peak Hour (gpm) (2)50 138 298 150
Available Source: 24 hour pumping (gpd)
Davis Hill Pump 1 (50 gpm)72,000 72,000 72,000 72,000
Davis Hill Pump 2 (50 gpm)72,000 72,000 72,000 72,000
Davis Hill Pump 3 (50 gpm)72,000 72,000 72,000 72,000
216,000 216,000 216,000 216,000
144,000 144,000 144,000 144,000
100 100 100 100
Available Source: 20 hour pumping (gpd)
Davis Hill Pump 1 (50 gpm)60,000 60,000 60,000 60,000
Davis Hill Pump 2 (50 gpm)60,000 60,000 60,000 60,000
Davis Hill Pump 3 (50 gpm)60,000 60,000 60,000 60,000
180,000 180,000 180,000 180,000
120,000 120,000 120,000 120,000
PHD with all Pumps Online (gpm)100 12 (148)0
PHD with Largest Pump Offline (gpm)50 (38)(198)(50)
Notes:
1.
2. PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F]
3.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
(C & F values obtained from Table 5-1 in DOH Oct. 2019 WSDM)
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Capacity Analysis Surplus/(Deficiency)
Total Available Source, Largest Offline (gpm)
7.2.5 Zenkner Valley Pressure Zone
Table 7-6 presents the source capacity analysis for the Zenkner Valley Pressure Zone, a
“closed” pressure zone. As indicated in the table, the Zenkner Valley Booster Pump Station is
deficient in its ability to meet projected peak hour water demands with the largest source offline
in this pressure zone throughout the planning period. The supply deficiency of approximately 50
gpm could be addressed by an upgrade of the pump station. The capital improvement program
(see Chapter 13) includes a project to upgrade this pump station. Similar to the situation at
Upper Davis Hill, this project would allow for reconfiguring of the pump station to accommodate
a potential future Zenkner Valley Reservoir.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-16
Table 7-6. Evaluation of Source Adequacy for Zenkner Valley
2021 2031 2041 Max (3)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)71 78 84 158
Average Day (gpd)10,770 11,946 12,830 24,143
Maximum Day (gpd)19,817 21,981 23,607 44,423
Fire Flow Requirement (1,000 gpm for 2 hours)120,000 120,000 120,000 120,000
Peak Hour (gpm) (2)57 61 64 100
Available Source: 24 hour pumping (gpd)
Zenkner Pump 1 (50 gpm)72,000 72,000 72,000 72,000
Zenkner Pump 2 (50 gpm)72,000 72,000 72,000 72,000
144,000 144,000 144,000 144,000
72,000 72,000 72,000 72,000
50 50 50 50
Available Source: 20 hour pumping (gpd)
Zenkner Pump 1 (50 gpm)60,000 60,000 60,000 60,000
Zenkner Pump 2 (50 gpm)60,000 60,000 60,000 60,000
120,000 120,000 120,000 120,000
60,000 60,000 60,000 60,000
PHD with all Pumps Online (gpm)43 39 36 0
PHD with Largest Source Offline (gpm)(7)(11)(14)(50)
Notes:
1.
2. PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F]
3.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
(C & F values obtained from Table 5-1 in DOH Oct. 2019 WSDM)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source, Largest Offline (gpm)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Capacity Analysis Surplus/(Deficiency)
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
7.2.6 Winterwood Estates Pressure Zone
Table 7-7 presents the source capacity analysis for the Winterwood Estates Pressure Zone, a
“closed” pressure zone (meaning the analysis evaluates peak hour pumping capacity). As
indicated in the table, the Winterwood Estates Booster Pump Station is capable of meeting
water demands in this pressure zone beyond the 20-year time frame.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-17
Table 7-7. Evaluation of Source Adequacy for Winterwood Estates
2021 2031 2041 Max (3)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)71 78 84 734
Average Day (gpd)10,770 11,946 12,830 112,009
Maximum Day (gpd)19,817 21,981 23,607 206,096
Fire Flow Requirement (1,000 gpm for 2 hours)120,000 120,000 120,000 120,000
Peak Hour (gpm) (2)57 61 64 300
Available Source: 24 hour pumping (gpd)
Winterwood Pump 1 (150 gpm)216,000 216,000 216,000 216,000
Winterwood Pump 2 (150 gpm)216,000 216,000 216,000 216,000
432,000 432,000 432,000 432,000
216,000 216,000 216,000 216,000
150 150 150 150
Available Source: 20 hour pumping (gpd)
Winterwood Pump 1 (150 gpm)180,000 180,000 180,000 180,000Winterwood Pump 2 (150 gpm)180,000 180,000 180,000 180,000
360,000 360,000 360,000 360,000
180,000 180,000 180,000 180,000
PHD with all Pumps Online (gpm)243 239 236 0
PHD with Largest Source Offline (gpm)93 89 86 (150)
Notes:
1.
2. PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
3.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
(C & F values obtained from Table 5-1 in DOH Oct. 2019 WSDM)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source, Largest Offline (gpm)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Capacity Analysis Surplus/(Deficiency)
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
7.2.7 Seminary Hill Pressure Zone
Table 7-8 presents the source analysis for the Seminary Hill Pressure Zone, a “closed” pressure
zone. As indicated in the table, the Seminary Hill Booster Pump Station is capable of meeting
water demands in this pressure zone beyond the 20-year time frame.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-18
Table 7-8. Evaluation of Source Adequacy for Seminary Hill
2021 2031 2041 Max (3)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)155 172 185 1,404
Average Day (gpd)23,694 26,281 28,225 214,296
Maximum Day (gpd)43,598 48,357 51,934 394,305
Fire Flow Requirement (1,000 gpm for 2 hours)120,000 120,000 120,000 120,000
Peak Hour (gpm) (2)93 100 105 500
Available Source: 24 hour pumping (gpd) (2)
Seminary Pump 1 (250 gpm)360,000 360,000 360,000 360,000
Seminary Pump 2 (250 gpm)360,000 360,000 360,000 360,000
720,000 720,000 720,000 720,000
360,000 360,000 360,000 360,000
250 250 250 250
Available Source: 20 hour pumping (gpd) (2)
Seminary Pump 1 (250 gpm)300,000 300,000 300,000 300,000Seminary Pump 2 (250 gpm)300,000 300,000 300,000 300,000
600,000 600,000 600,000 600,000
300,000 300,000 300,000 300,000
PHD with all Pumps Online (gpm)407 400 395 0
PHD with Largest Source Offline (gpm)157 150 145 (250)
Notes:
1.
2. PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
3.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
(C & F values obtained from Table 5-1 in DOH Oct. 2019 WSDM)
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
Capacity Analysis Surplus/(Deficiency)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source, Largest Offline (gpm)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
7.2.8 Future Widgeon Hill Pressure Zone
Widgeon Hill is an undeveloped area located to the south of the City. Widgeon Hill was recently
moved into the City of Chehalis’ UGA, but Centralia continues to consider the source demands
of a potential Widgeon Hill pressure zone since the area remains in Centralia’s retail service
area. Provision of water service to this area will require a new pump station and reservoir. Table
7-9 presents the source capacity analysis for the Widgeon Hill Pressure Zone. A 320 gpm pump
station (two pumps at 160 gpm) would be required to meet this zone’s forecasted demands in
2041.
September 2021 DRAFT
Section 7 - Source of Supply Analysis 7-19
Table 7-9. Evaluation of Source Adequacy for Future Widgeon Hill Pressure Zone
2021 2031 2041 Max (2)
Projected ERUs and Demand (1)
MDD Equivalent Residential Units (ERU's)0 372 1,230 1,258
Average Day 0 56,824 187,698 192,000
Maximum Day 0 104,556 345,365 353,280
Fire Storage Requirement (1,000 gpm for 2 hours)0 120,000 120,000 120,000
Available Source: 24 hour pumping (gpd)
Widgeon Hill Pump 1 (160 gpm)0 230,400 230,400 230,400
Widgeon Hill Pump 2 (160 gpm)0 230,400 230,400 230,400
0 460,800 460,800 460,800
0 230,400 230,400 230,400
Available Source: 20 hour pumping (gpd)
Widgeon Hill Pump 1 (160 gpm)0 192,000 192,000 192,000Widgeon Hill Pump 2 (160 gpm)0 192,000 192,000 192,000
0 384,000 384,000 384,000
0 192,000 192,000 192,000
MDD - 24 hr capacity 0 356,244 115,435 107,520
MDD - 20 hr capacity 0 279,444 38,635 30,720
ADD with Largest Source Offline - 20 hr capacity 0 135,176 4,302 0
Fire Storage Replinishment During MDD - 24 hr capacity 0 316,244 75,435 67,520
Notes:
1.
2.
Year
Projected ERUs and demand forecasts taken from Zone Demand Forecast.
Maximum ERUs to be served with current sources based on limiting factor of capacity analysis.
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Total Available Source (gpd)
Total Available Source, Largest Offline (gpd)
Capacity Analysis Surplus/(Deficiency)
7.3 Interties
The City of Centralia has an emergency intertie with the City of Chehalis. As noted in section
7.1.3, this intertie is likely to be converted into a wholesale supply intertie to the City of Chehalis
within the next few years. Centralia maintains no other interties with adjacent utilities.
This page is intentionally left blank.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-1
8.Storage Capacity Analysis
This section presents a capacity analysis of the City of Centralia’s (City) water storage facilities.
Adequacy of the existing facilities is first examined, followed by recommendations for future
storage improvements.
8.1 Evaluation of Existing Storage Facilities
The design standards for storage facilities presented in Section 6 were used to analyze the
adequacy of the City’s existing reservoirs for each pressure zone where storage is currently
provided. The ERU and demand forecasts utilized for these analyses are the same as those
used for the source capacity analyses presented in Section 7.
It is important to note what potential regional wholesale demands are not factored into these
storage capacity analyses, as it is assumed that storage will be provided by the utilities
receiving wholesale supply (i.e., Centralia will not be responsible for providing fire suppression
or standby storage to wholesale customers).
8.1.1 Central Zone
The Davis Hill and Seminary Hill reservoirs presently provide 7.0 million gallons (MG) of storage
to the Central Zone. As depicted in Table 8-1, this is more than sufficient to meet the storage
needs of this zone within the ten-year time horizon. If the industrial allowance is not considered,
existing storage capacities remain sufficient to provide needed volumes beyond 2041.
However, considering the additional demands represented by the industrial allowance, there is a
storage deficiency of approximately 1.7 MG in this zone by 2041. Some projects listed in the
City’s capital improvement program address a portion of this potential deficiency by connecting
the Central Zone to some of the higher pressure zones via pressure reducing valves. This will
make the storage in these upper zones available to the Central Zone, allowing the noted
deficiency to be partially corrected. Table 8-2 presents the revised Central Zone storage
analysis, with the incorporation of Cooks Hill, Zenkner Hill, and Widgeon Hill reservoir storage
volumes.
It is also noted that the deficiency associated with the industrial allowance identified in Tables 8-
1 and 8-2 is due solely to the additional standby storage demands imposed by potential future
large industrial use. The assumptions used in defining these standby needs are the same as
those used for calculating standby storage requirements for the rest of the City’s system.
Standby requirements exerted on the City’s system may be less than assumed here if a
particular industry has lower standby needs or can meet its own requirements through self-
provided (i.e., on-site) storage. Such reductions in potential City system standby needs should
be examined prior to development of additional storage facilities to meet future industrial needs.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-2
Table 8-1. Evaluation of Storage Adequacy for Central Zone (Considering Davis Hill
and Seminary Hill Reservoirs Only)
2021 2031 2041
Max - 20 year
horizon(11)
Retail Service Area - Baseline Demand
Equivalent Residential Units (ERU's)14,043 16,744 20,528 23,474
Average Day Demand (gpd)2,143,517 2,555,854 3,133,364 3,583,054
Maximum Day Demand (gpd)3,944,072 4,702,771 5,765,390 6,592,820
ADD - Industrial Allowance (gpd)0 1,000,000 2,000,000 2,000,000
MDD - Industrial Allowance (gpm)0 694 1,389 3,472
PHD (gpm)4,444 5,982 7,857 10,859
Fords Prairie and Eshom (2,220 gpm)2,664,000 2,664,000 2,664,000 2,664,000
Tennis Court Well No. 1 (600 gpm)720,000 720,000 720,000 720,000
Tennis Court Well No. 2 (1,200 gpm)1,440,000 1,440,000 1,440,000 1,440,000
K Street Well (750 gpm) - Seasonal 900,000 900,000 900,000 900,000
Washington Well (1,000 gpm) - Emergency 0 0 0 0
5,724,000 5,724,000 5,724,000 5,724,000
4,200,000 4,200,000 4,200,000 4,200,000
Operational Storage (gal)(4)1,272,539 1,272,539 1,272,539 1,272,539
Equalizing Storage (gal)(5)70,378 300,994 582,264 1,032,669
Fire Flow Storage (gal)(6)1,500,000 1,500,000 1,500,000 1,500,000
Standby Storage - No Industrial Allowance (gal)(7)2,808,600 3,348,875 4,105,573 4,694,792
Standby Storage - Includes Industrial Allowance (gal)(7)2,808,600 4,659,151 6,726,126 7,315,344
Greater than 30 psi at highest meter (gal)(8)1,342,917 1,573,534 1,854,803 2,305,208
Greater than 20 psi at highest meter - No Industrial Allowance (gal)(9)4,151,517 4,922,408 5,960,376 7,000,000
Greater than 20 psi at highest meter - With Industrial Allowance (gal)(9)4,151,517 6,232,685 8,580,929 9,620,553
Davis Hill 4,500,000 4,500,000 4,500,000 4,500,000
Seminary Hill 2,500,000 2,500,000 2,500,000 2,500,000
7,000,000 7,000,000 7,000,000 7,000,0005,657,083 5,426,466 5,145,197 4,694,792
Davis Hill 4,500,000 4,500,000 4,500,000 4,500,000
Seminary Hill 2,500,000 2,500,000 2,500,000 2,500,000
7,000,000 7,000,000 7,000,000 7,000,000
2,848,483 2,077,592 1,039,624 0
2,848,483 767,315 (1,580,929) (2,620,553)
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)
(10)
(11)
Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either standby or fire flow
storage.
The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation of the highest customer (~320 ft).
Maximum ERUs served by Available Storage located solely in the Central Zone.
Required Fire Flow Storage = 5,000 gpm x 5 hours.
Existing Storage Greater Than 20 psi (gal)(10)
Total Existing Storage at 20 psi (gal)
Storage Surplus/(Deficiency) at 20 psi - With Industrial Allowance (gal)
Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153 gpd/ERU).
Available source assumes source pumps are on for 20 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Required operational storage is based on observed tanks levels fluctuations of 3.4 feet.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] . PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM)
Storage Surplus/(Deficiency) at 20 psi - No Industrial Allowance (gal)
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Existing
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-3
Table 8-2. Evaluation of Storage Adequacy for Central Zone
(Considering PRV-Connections to Upper Pressure Zones)
2021 2031 2041
Max - 20 year
horizon(11)
Retail Service Area - Baseline DemandEquivalent Residential Units (ERU's)14,297 17,443 22,208 26,571
Average Day Demand (gpd)2,182,290 2,662,502 3,389,773 4,055,813
Maximum Day Demand (gpd)4,015,414 4,899,003 6,237,182 7,462,696
ADD - Industrial Allowance (gpd)0 1,000,000 2,000,000 2,000,000
MDD - Industrial Allowance (gpm)0 694 1,389 3,472
PHD (gpm)4,523 6,200 8,381 11,826
Fords Prairie and Eshom (2,220 gpm)2,664,000 2,664,000 2,664,000 2,664,000
Tennis Court Well No. 1 (600 gpm)720,000 720,000 720,000 720,000
Tennis Court Well No. 2 (1,200 gpm)1,440,000 1,440,000 1,440,000 1,440,000
K Street Well (750 gpm) - Seasonal 900,000 900,000 900,000 900,000Washington Well (1,000 gpm) - Emergency 0 0 0 0
5,724,000 5,724,000 5,724,000 5,724,000
4,200,000 4,200,000 4,200,000 4,200,000
Operational Storage (gal)(4)1,390,413 1,390,413 1,390,413 1,390,413
Equalizing Storage (gal)(5)82,268 333,700 660,896 1,177,649
Fire Flow Storage (gal)(6)1,500,000 1,500,000 1,500,000 1,500,000
Standby Storage - No Industrial Allowance (gal)(7)2,859,403 3,488,613 4,441,540 5,314,236
Standby Storage - Includes Industrial Allowance (gal)(7)2,859,403 4,798,890 7,062,092 7,934,789
Greater than 30 psi at highest meter (gal)(8)1,472,681 1,724,113 2,051,310 2,568,062
Greater than 20 psi at highest meter - No Industrial Allowance (gal)(9)4,332,085 5,212,726 6,492,849 7,882,298
Greater than 20 psi at highest meter - With Industrial Allowance (gal)(9)4,332,085 6,523,003 9,113,402 10,502,851
Davis Hill 4,500,000 4,500,000 4,500,000 4,500,000
Seminary Hill 2,500,000 2,500,000 2,500,000 2,500,000Zenkner Reservoir 0 0 148,077 148,077
Cooks Hill Reservoir 0 262,352 262,352 262,352
Widgeon Hill Reservoir 0 107,692 107,692 107,692
7,000,000 7,370,044 7,518,121 7,518,121
5,527,319 5,645,931 5,466,812 4,950,059
Davis Hill 4,500,000 4,500,000 4,500,000 4,500,000Seminary Hill 2,500,000 2,500,000 2,500,000 2,500,000
Zenkner Reservoir 0 0 175,000 175,000
Cooks Hill Reservoir 0 407,298 407,298 407,298
Widgeon Hill Reservoir 0 300,000 300,000 300,000
7,000,000 7,707,298 7,882,298 7,882,2982,667,915 2,494,572 1,389,449 0
2,667,915 1,184,295 (1,231,104) (2,620,553)
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)(10)
(11)
Required Fire Flow Storage = 5,000 gpm x 5 hours.Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage. Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either standby or fire flow
The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation of the highest customer (~320 ft).
Maximum ERUs served by Available Storage located solely in the Central Zone.
Available source assumes source pumps are on for 20 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Required operational storage is based on observed tanks levels fluctuations of 3.4 feet.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] . PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM)
Existing Storage Greater Than 20 psi (gal)(10)
Total Existing Storage at 20 psi (gal)
Storage Surplus/(Deficiency) at 20 psi - No Industrial Allowance (gal)
Storage Surplus/(Deficiency) at 20 psi - With Industrial Allowance (gal)Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153 gpd/ERU).
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Existing
Total Available Source (gpd)
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-4
8.1.2 Cooks Hill
The Cooks Hill Reservoir provides 760,000 gallons of storage to the Cooks Hill Pressure Zone.
As depicted in Table 8-3, this is more than sufficient to meet the storage needs of this zone
within the ten-year time horizon. The slight deficiency that is depicted for the 20 psi requirement
at the 20-year time horizon (2041) is based on increased standby storage needs. However,
based on DOH regulations, storage volumes at elevations providing less than 20 psi to the
highest service can be considered available to meet standby storage needs. There is sufficient
volume (i.e., more than 350,000 gallons) of this type of storage (which is used to elevate fire
flow and equalizing storage) to meet this stated 20 psi related “deficiency”. Adequate f ire flow
storage is available above 20 psi beyond the planning horizon. Therefore, there are no overall
storage deficiencies in this zone.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-5
Table 8-3. Evaluation of Storage Adequacy for Cooks Hill
2021 2031 2041 Max(11)
Retail Service Area
Equivalent Residential Units (ERU's)254 699 1,680 1,474
Average Day Demand (gpd)38,773 106,648 256,409 225,049
Maximum Day Demand (gpd)71,342 196,232 471,793 414,090
PHD (gpm)132 280 586 522
Cooks Hill Pump 1 (145 gpm)174,000 174,000 174,000 174,000
Cooks Hill Pump 2 (145 gpm)174,000 174,000 174,000 174,000
348,000 348,000 348,000 348,000
174,000 174,000 174,000 174,000
Operational Storage (mg)(4)70,374 70,374 70,374 70,374
Equalizing Storage (mg)(5)0 5,738 51,665 42,048
Fire Flow Storage (mg)(6)120,000 120,000 120,000 120,000
Standby Storage (mg)(7)50,803 139,738 338,818 294,877
Greater than 30 psi at highest meter (mg)(8)70,374 76,112 122,039 112,422
Greater than 20 psi at highest meter (mg)(9)190,374 215,850 460,857 407,298
Cooks Hill 262,352 262,352 262,352 262,352
262,352 262,352 262,352 262,352
191,978 186,240 140,314 149,931
Cooks Hill 407,298 407,298 407,298 407,298
407,298 407,298 407,298 407,298
216,924 191,448 (53,558)0
216,924 211,186 165,260 174,877
(1)
(2)(3)
(4)(5)
(6)(7)(8)(9)
(10)
(11)
Storage Surplus/(Deficiency) at 30 psi (mg)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Existing
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (mg)(10)
Total Existing Storage at 30 psi (mg)
Required Fire Flow Storage = 1,000 gpm x 2 hours.
Existing Storage Greater Than 20 psi (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg) - Standby Storage
Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (152
gpd/ERU).
Available source assumes source pumps are on for 20 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Required operational storage is based on observed tanks levels fluctuations of 11 feet.
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] . PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM)
Storage Surplus/(Deficiency) at 20 psi (mg) - Fire Flow Storage
Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing and the greater of either standby
or fire flow storage.
The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation of the highest customer
(~420 ft).Maximum ERUs served by Available Storage located solely in the Cooks Hill Zone.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-6
8.1.3 Ham Hill
Together, the two Ham Hill Reservoirs provide 760,000 gallons of storage to the Ham Hill
Pressure Zone. As depicted in Table 8-4, this is more than sufficient to meet the storage needs
of this zone within the 20-year time horizon. It should be noted that approximately half of the
Ham Hill Reservoir storage is considered dead storage, as it serves to elevate the effective
storage to appropriate elevations in the standpipes.
Table 5-2 notes that Ham Hill Tank 1 is currently not in use. Therefore, the analysis includes
additional line items depicting surplus or deficiency considering Ham Hill Tank 1 offline. In this
scenario, the Ham Hill zone has insufficient storage at 20 psi.
There is one service next to the reservoir at an elevation of approximately 480 feet. This service
is excluded from the elevation-based calculations below so as not to trigger a 20 psi related
deficiency in the reservoir.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-7
Table 8-4. Evaluation of Storage Adequacy for Ham Hill
2021 2031 2041 Max(11)
Retail Service Area
Equivalent Residential Units (ERU's)85 94 101 555
Average Day Demand (gpd)12,924 14,335 15,396 84,689
Maximum Day Demand (gpd)23,781 26,377 28,328 155,828
PHD (gpm)64 69 72 249
Ham Hill Pump 1 (100 gpm)144,000 144,000 144,000 144,000
Ham Hill Pump 2 (100 gpm)144,000 144,000 144,000 144,000
288,000 288,000 288,000 288,000
144,000 144,000 144,000 144,000
Operational Storage (gal)(4)38,351 38,351 38,351 38,351
Operational Storage - Ham Hill 1 Offline (gal)(4)34,121 34,121 34,121 34,121
Equalizing Storage (gal)(5)0 0 0 7,358
Fire Flow Storage (gal)(6)120,000 120,000 120,000 120,000
Standby Storage (gal)(7)16,934 18,783 20,172 110,966
Greater than 30 psi at highest meter (gal)(8)38,351 38,351 38,351 45,709
Greater than 20 psi at highest meter (gal)(9)158,351 158,351 158,351 165,709
Ham Hill 1 19,203 19,203 19,203 19,203
Ham Hill 2 63,095 63,095 63,095 63,095
82,298 82,298 82,298 82,298
43,948 43,948 43,948 36,589
20,515 20,515 20,515 13,157
Ham Hill 1 38,665 38,665 38,665 38,665
Ham Hill 2 127,044 127,044 127,044 127,044
165,709 165,709 165,709 165,709
7,358 7,358 7,358 0
(27,077) (27,077) (27,077) (34,436)
Ham Hill 1 70,000 70,000 70,000 70,000
Ham Hill 2 230,000 230,000 230,000 230,000
300,000 300,000 300,000 300,000
141,649 141,649 141,649 134,291
67,420 67,420 67,420 60,061
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)
(10)
(11)
Storage Surplus/(Deficiency) at 30 psi (gal) - Ham Hill 1
Offline
Storage Surplus/(Deficiency) at 20 psi (gal) - Ham Hill 1
Offline
Storage Surplus/(Deficiency) at 0 psi (gal) - Ham Hill 1
Offline
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Existing
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] .
Existing Storage Greater Than 20 psi (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Existing Available Storage (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 0 psi (mg)
Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153
gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Required operational storage is based on observed tanks levels fluctuations of 12 feet.
The storage volume available in existing reservoirs at 30, 20, and 0 psi is based on the elevation of the highest
customer (~460 ft).
Maximum ERUs served by Available Storage located solely in the Ham Hill Zone.
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM) Required Fire Flow Storage = 1,000 gpm x 2 hours.Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either
standby or fire flow storage.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-8
8.2 Evaluation of Future Storage Facilities
As indicated in Section 8.1, the City’s existing storage facilities provide sufficient volume to meet
the needs associated with current and projected 20-year levels of water demand, with the
possible exceptions noted relating to potential future large industrial growth.
However, it is also acknowledged that the City maintains some small “closed” pressure zones,
for which there is no gravity storage currently provided. At the current levels of demand, these
zones and their associated pump stations operate sufficiently to meet needs. But if significant
development is proposed for these zones in the future, the City may elect to incorporate gravity
storage in these areas, which include Upper Davis Hill, Zenkner Hill, and Upper Seminary Hill.
Such reservoirs would serve primarily to meet growth needs, but would also bolster fire
suppression reliability. Fire flow deficiencies that currently exist in some of the City’s boosted
zones are currently planned to be resolved through pipeline replacements and pump station
upgrades. However, potential future reservoirs could also meet these needs. The sizing of
such facilities to meet these needs is provided in the subsections that follow. At the end of this
section, the preliminary sizing of a potential future reservoir to serve the Widgeon Hill area, a
portion of the City’s UGA that is presently undeveloped, is also provided.
It is important to note that these future reservoirs will likely be fully funded through developer
contributions, as it will be significant development pressure that triggers their implementation.
8.2.1 Upper Davis Hill Reservoir
The Davis Hill Pressure Zone is unable to achieve required fire flows, as discussed in Section
9.6. While this is primarily a function of undersized distribution pipes, fire suppression reliability
would also be enhanced with the addition of gravity water storage, thus eliminating the reliance
upon fire pumps. Such storage would also serve additional growth in this area, which will likely
be the primary trigger for implementation of storage in this zone.
The analysis assumes the reservoir would come online between the 10- and 20-year planning
horizons. A storage reservoir with a volume of 250,000 gallons is sufficient to meet these needs,
as shown in Table 8-5. This does not account for any dead storage, which may be required
dependent upon final siting of the reservoir.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-9
Table 8-5. Evaluation of Storage Adequacy for Upper Davis Hill
2021 2031 2041 Max(11)
Retail Service Area
Equivalent Residential Units (ERU's)56 271 756 935
Average Day Demand (gpd)8,616 41,378 115,375 142,687
Maximum Day Demand (gpd)15,854 76,136 212,290 262,545
PHD (gpm)50 138 298 354
Davis Hill Pump 1 (50 gpm)72,000 72,000 72,000 72,000
Davis Hill Pump 2 (50 gpm)72,000 72,000 72,000 72,000
Davis Hill Pump 3 (50 gpm)72,000 72,000 72,000 72,000
216,000 216,000 216,000 216,000
144,000 144,000 144,000 144,000
Operational Storage (gal)(4)0 0 25,000 25,000
Equalizing Storage (gal)(5)0 0 29,664 38,040
Fire Flow Storage (gal)(6)0 0 120,000 120,000
Standby Storage (gal)(7)0 0 151,173 186,960
Greater than 30 psi at highest meter (gal)(8)0 0 54,664 63,040
Greater than 20 psi at highest meter (gal)(9)0 0 205,837 250,000
Upper Davis Reservoir 0 0 96,154 96,154
0 0 96,154 96,154
0 0 41,490 33,114
Upper Davis Reservoir 0 0 250,000 250,000
0 0 250,000 250,000
0 0 44,163 0
Upper Davis Reservoir 0 0 250,000 250,000
0 0 250,000 250,000
0 0 44,163 0
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)
(10)
(11)
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] .
Existing Storage Greater Than 20 psi (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Existing Available Storage (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 0 psi (mg)
Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153
gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Operational storage is estimated at 10% of reservoir volume.
The storage volume available in existing reservoirs at 30, 20, and 0 psi is based on the elevation of the highest
customer (~400 ft).Maximum ERUs served by Available Storage located solely in the Upper Davis Hill Zone.
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM) Required Fire Flow Storage = 1,000 gpm x 2 hours.Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either
standby or fire flow storage.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-10
8.2.2 Zenkner Hill Reservoir
Similar to Upper Davis Hill, portions of the Zenkner Valley Pressure Zone are unable to achieve
required fire flows. While this is primarily a function of undersized distribution pipes, fire
suppression reliability would also be enhanced with the addition of gravity water storage, thus
eliminating the reliance upon fire pumps. Such storage would also serve additional growth in
this area, which will likely be the primary trigger for implementation of storage in this zone.
A storage reservoir with a volume of 175,000 gallons is sufficient to meet these needs, as
shown in Table 8-6. This does not account for any dead storage, which may be required
dependent upon final siting of the reservoir.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-11
Table 8-6. Evaluation of Storage Adequacy for Zenkner Hill
2021 2031 2041 Max(11)
Retail Service Area
Equivalent Residential Units (ERU's)71 78 84 661
Average Day Demand (gpd)10,770 11,946 12,830 100,942
Maximum Day Demand (gpd)19,817 21,981 23,607 185,733
PHD (gpm)57 61 64 268
Zenkner Pump 1 (50 gpm)72,000 72,000 72,000 72,000
Zenkner Pump 2 (50 gpm)72,000 72,000 72,000 72,000
144,000 144,000 144,000 144,000
72,000 72,000 72,000 72,000
Operational Storage (gal)(4)0 0 17,500 17,500
Equalizing Storage (gal)(5)0 0 0 25,238
Fire Flow Storage (gal)(6)0 0 120,000 120,000
Standby Storage (gal)(7)0 0 16,810 132,262
Greater than 30 psi at highest meter (gal)(8)0 0 17,500 42,738
Greater than 20 psi at highest meter (gal)(9)0 0 137,500 175,000
Zenker Reservoir 0 0 148,077 148,077
0 0 148,077 148,077
0 0 130,577 105,339
Zenkner Reservoir 0 0 175,000 175,000
0 0 175,000 175,000
0 0 37,500 0
Zenkner Reservoir 0 0 175,000 175,000
0 0 175,000 175,000
0 0 37,500 0
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)
(10)
(11)
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] .
Existing Storage Greater Than 20 psi (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Existing Available Storage (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 0 psi (mg)
Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153
gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Operational storage is estimated at 10% of reservoir volume.
The storage volume available in existing reservoirs at 30, 20, and 0 psi is based on the elevation of the highest
customer (~400 ft).Maximum ERUs served by Available Storage located solely in the Zenkner Hill Zone.
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM) Required Fire Flow Storage = 1,000 gpm x 2 hours.Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either
standby or fire flow storage.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-12
8.2.3 Upper Seminary Hill Reservoir
Similar to Upper Davis Hill and Zenkner Valley, portions of the Seminary Hill Pressure Zone are
unable to achieve required fire flows. While this is primarily a function of undersized distribution
pipes, fire suppression reliability would also be enhanced with the addition of gravity water
storage, thus eliminating the reliance upon pumping to fight fires. Such storage would also
serve additional growth in this area, which will likely be the primary trigger for implementation of
storage in this zone.
A storage reservoir with a volume of 300,000 gallons is sufficient to meet these needs, as
shown in Table 8-7. This does not account for any dead storage, which may be required
dependent upon final siting of the reservoir.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-13
Table 8-7. Evaluation of Storage Adequacy for Upper Seminary Hill
2021 2031 2041 Max(11)
Retail Service Area
Equivalent Residential Units (ERU's)155 172 185 658
Average Day Demand (gpd)23,694 26,281 28,225 100,390
Maximum Day Demand (gpd)43,598 48,357 51,934 184,717
PHD (gpm)93 100 105 289
Seminary Pump 1 (250 gpm)360,000 360,000 360,000 360,000
Seminary Pump 2 (250 gpm)360,000 360,000 360,000 360,000
720,000 720,000 720,000 720,000
360,000 360,000 360,000 360,000
Operational Storage (gal)(4)0 30,000 30,000 30,000
Equalizing Storage (gal)(5)0 0 0 0
Fire Flow Storage (gal)(6)0 120,000 120,000 120,000
Standby Storage (gal)(7)0 34,436 36,983 131,538
Greater than 30 psi at highest meter (gal)(8)0 30,000 30,000 30,000
Greater than 20 psi at highest meter (gal)(9)0 150,000 150,000 161,538
Upper Seminary Hill Reservoir 0 92,308 92,308 92,308
0 92,308 92,308 92,308
0 62,308 62,308 62,308
Upper Seminary Hill Reservoir 0 161,538 161,538 161,538
0 161,538 161,538 161,538
0 11,538 11,538 0
Upper Seminary Hill Reservoir 0 300,000 300,000 300,000
0 300,000 300,000 300,000
0 150,000 150,000 138,462
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)
(10)
(11)
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] .
Existing Storage Greater Than 20 psi (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Existing Available Storage (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 0 psi (mg)
Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153
gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Operational storage is estimated at 10% of reservoir volume.
The storage volume available in existing reservoirs at 30, 20, and 0 psi is based on the elevation of the highest
customer (~500 ft).Maximum ERUs served by Available Storage located solely in the Upper Seminary Hill zone.
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18 (C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM) Required Fire Flow Storage = 1,000 gpm x 2 hours.Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either
standby or fire flow storage.
September 2021 DRAFT
Section 8 – Storage Capacity Analysis 8-14
8.2.4 Widgeon Hill Reservoir
There is potential for growth within the Widgeon Hill area within the 20-year time frame. Though
Widgeon Hill is part of the City of Chehalis’ UGA, Centralia continues to consider the need for
storage in the area since it remains within the Centralia retail service area. Future water system
infrastructure needed to provide service to this area would include a storage reservoir. A
reservoir with a volume of 300,000 gallons is sufficient to meet the projected 20-year growth
needs, as shown in Table 8-8. This does not account for any dead storage, which may be
required dependent upon final siting of the reservoir.
Table 8-8. Evaluation of Storage Adequacy for Widgeon Hill
2021 2031 2041 Max(11)
Retail Service Area
Equivalent Residential Units (ERU's)0 372 1,230 1,251
Average Day Demand (gpd)0 56,824 187,698 190,927
Maximum Day Demand (gpd)0 104,556 345,365 351,305PHD (gpm)0 173 446 452
Widgeon Hill Pump 1 (160 gpm)230,400 230,400 230,400 230,400
Widgeon Hill Pump 2 (160 gpm)230,400 230,400 230,400 230,400
460,800 460,800 460,800 460,800
230,400 230,400 230,400 230,400
Operational Storage (gal)(4)0 30,000 30,000 30,000
Equalizing Storage (gal)(5)0 0 18,843 19,833
Fire Flow Storage (gal)(6)0 120,000 120,000 120,000
Standby Storage (gal)(7)0 74,455 245,937 250,167
Greater than 30 psi at highest meter (gal)(8)0 30,000 48,843 49,833
Greater than 20 psi at highest meter (gal)(9)0 150,000 294,780 300,000
Widgeon Hill Reservoir 0 107,692 107,692 107,692
0 107,692 107,692 107,692
0 77,692 58,849 57,859
Widgeon Hill Reservoir 0 300,000 300,000 300,0000300,000 300,000 300,000
0 150,000 5,220 0
Widgeon Hill Reservoir 0 300,000 300,000 300,000
0 300,000 300,000 300,000
0 150,000 5,220 0
(1)
(2)(3)(4)(5)
(6)(7)(8)(9)
(10)
(11)
Storage Surplus/(Deficiency) at 30 psi (gal)
Year
Projected ERUs and Demand(1)
Available Source (gpd)(2)
Total Available Source (gpd)
Multi-Source Credit (gpd)(3)
Required Storage Calculations
Required Storage
Existing Storage Greater Than 30 psi (gal)(10)
Total Existing Storage at 30 psi (gal)
Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes] .
Existing Storage Greater Than 20 psi (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 20 psi (mg)
Existing Available Storage (mg)(10)
Total Existing Storage at 20 psi (mg)
Storage Surplus/(Deficiency) at 0 psi (mg)Notes:
Projected demands taken from Chapter 3. ERUs calculated as Average Day Demand / ERU water use factor (153
gpd/ERU).
Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate. Multi-source credit assumes largest source is out of service. Operational storage is estimated at 10% of reservoir volume.
The storage volume available in existing reservoirs at 30, 20, and 0 psi is based on the elevation of the highest
customer (~570 ft).Maximum ERUs served by Available Storage located solely in the Widgeon Hill Zone.
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18(C & F values obtained from Table 5-1 in DOH Dec 2009 WSDM) Required Fire Flow Storage = 1,000 gpm x 2 hours.Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU). Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of either
standby or fire flow storage.
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-1
9. Distribution System Analysis
This section presents analysis of the City of Centralia’s (City) distribution system. Hydraulic modeling was performed to evaluate the adequacy of existing facilities for conveying current and
future flows, and to aid in determining improvements that would ensure future viability of the distribution system.
9.1 Methodology
As required by DOH, the City’s water distribution system was analyzed and deficiencies were identified for the following two conditions: peak hour demands (PHD), and maximum day demands (MDD) plus fire flow. All modeling calculations were performed within the WaterGEMS software produced by Bentley.
Pressure is the primary hydraulic parameter analyzed via computer modeling to identify system deficiencies. The target minimum system operating pressure is 30 pounds per square inch (psi) during peak hour demand conditions. During fire flow conditions, a residual pressure of 20 psi must be maintained throughout the analyzed pressure zone. Available fire flow is also limited by keeping pipe velocities below a maximum velocity of 10 feet per second.
The general methodology of this hydraulic modeling analysis was to examine the current
distribution system during various demand and fire flow conditions. According to the above pressure criteria, deficiencies were noted and distribution system improvements proposed. Further analysis was performed to verify that additional improvements associated with growth of the City meet the minimum distribution system criteria. All distribution system improvements, relating either to remedy of current deficiencies or accommodation of future growth are presented in Section 13.
9.2 Demand Allocation
Section 3 presents information on City water demands for the existing system and provides an estimate of projected water demands for the 10-year and 20-year planning horizons. For the hydraulic model, the demand forecast was used to determine the total demand for customers within the City’s service area.
As part of the demand forecast, the forecasted demand for each pressure zone was determined as described in Section 3. The forecasted demands by pressure zone were allocated in the model by equally distributing the pressure zone demands to the model junctions within the pressure zone. These allocated demands include both revenue and non-revenue demands.
As such, demands were allocated across every node in the model with the exclusion of some nodes that are located on a transmission line or near a storage reservoir, pump station, or PRV station. A thorough review of the system was conducted, checking to see if demands were assigned to nodes in a reasonable manner.
Demands were allocated in the model for average day, maximum day, and peak hour demand conditions.
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-2
9.3 Calibration
A critical step in the development of a hydraulic model, prior to using it as a tool to analyze system performance, is calibration. Calibration consists of measuring pressure and flows in the field and comparing them with the same pressures and flows simulated in the model. For the previous 2013 Water System Plan, a steady-state calibration was completing using a total of 12 hydrant tests.
As part of the 2021 Water System Plan, an additional four hydrant tests were completed in the Central Zone, two of which focused on new piping installed in the northwest corner of the system. The test locations were selected to provide adequate coverage for each pressure zone and to maximize the friction losses across the system by placing the test locations as far from sources of water for each pressure zone as possible.
For the hydrant test, a pressure gage was placed on the “residual” hydrant and pressure was measured under normal operating (where no hydrant was flowing) or “static” conditions. Once the
pressure was recorded, a second hydrant was opened and the flow at this hydrant was measured using a pitot gage. While the second hydrant was open, the pressure was observed and recorded (once the gage readings stabilized) at the residual hydrant.
To conduct calibration, the system operations or boundary conditions are recorded during the time the hydrant tests are conducted. Boundary conditions of concern typically include system demands, reservoir levels, well operation, and pump station flows.
For the City, the levels in the reservoirs were recorded for each hydrant test occurring in the system. Pump station and well operations were also recorded. Demands were allocated as described above, with total demand adjusted to match the calculated average demand for the day of the field testing.
Adjustments of model friction factors were made within the system to achieve steady state calibration. Friction factors were adjusted based on pipe material and age as summarized in Table 9-1. Table 9-2 contains the field data collected for the hydrant tests and the results of the modelsimulations both before and after making the friction factor adjustments in Table 9-1. One of thefour tests (Test #4) was not used for steady state calibration because the field measurementsindicated a pressure drop not reasonably predicted by the model. Even when adjusting all pipesin the model to have a friction factor of C = 160, the model was predicting a much greater dropthan what was measured in the field. This may be caused by a valve not fully closing in the fieldthat was planned for the test. For the other tests, possible errors may occur due to measurementdifferences in pressure, flow, and elevation data assumed in the mode. However, after makingthe friction factor adjustments, the model results much better aligned to the field measurementsas seen in Table 9-2.
Comparing the model results with the field measurements for static pressures indicates the overall accuracy of the model node elevations, tank elevations, and PRV settings under normal demand conditions. As shown in Table 9-2, the simulated model pressures, with the exception of one, indicate a reasonable match between modeled and observed conditions.
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-3
Table 9-1. Adjusted pipe friction factor assumptions
Material Installation Decade
Hazen-Williams
Friction Factor, C
Asbestos Cement All 145
Cast Iron Unknown, Prior to 1950 90
Cast Iron 1950 110
Cast Iron 1960 115
Cast Iron 1970 130
Cast Iron 1980 140
Ductile Iron Unknown 135
Ductile Iron Prior to 1950 120
Ductile Iron 1950 130
Ductile Iron 1960 through 2000 140
Ductile Iron 2010 through 2020 150
Galvanized Iron Prior to 1970 100
Galvanized Iron 1970 and later 120
PVC All 150
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-4
Table 9-2. Calibration Results
Hydrant
Test No.
Pressure
Zone
Fire flow
(gpm)
FIELD Static
Pressure
(psi)
MODEL
Static
Pressure
(psi)
Static
Pressure
Difference
(psi) a
FIELD
Residual
Pressure
(psi)
MODEL
Residual
Pressure
(psi)
Field
Pressure
Drop (psi) b
Model
Pressure
Drop (psi) c
Difference
in Field and
Model
Pressure
Drops (psi)d
Based on original model friction factors
1 Central 1,405 105 101.4 -3.6 78 52.0 27 49.4 22.4
2 Central 1,405 105 101.5 -3.5 75 55.9 30 45.6 15.6
3 Central 920 95 97.7 2.7 30 2.5 65 95.2 30.2
4 Central 1,405 100 99.2 -0.8 80 19.5 20 79.7 59.7
Based on revised model friction factors
1 Central 1,405 105 105.8 0.8 78 67.4 27 38.4 11.4
2 Central 1,405 105 105.7 0.7 75 69 30 36.7 6.7
3 Central 920 95 98.2 3.2 30 30.6 65 67.6 2.6
4 Central 1,405 100 100.3 0.3 80 50.1 20 50.2 30.2
Footnotes: a Calculated: Model Static Pressure (psi) minus Field Static Pressure (psi) b Calculated: Field Residual Pressure (psi) minus Field Static Pressure (psi) c Calculated: Model Residual Pressure (psi) minus Model Static Pressure (psi)
d Calculated: Model Pressure Drop (psi) minus Field Pressure Drop (psi)
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-5
9.4 Modeling Scenarios
In accordance with WAC 246-290-230, a minimum pressure of 30 psi must be maintained at all customer connections under peak hour demand (PHD) conditions with equalizing storage depleted in the reservoirs. A minimum of 20 psi must be maintained for fire flows under MDD
conditions with equalizing and fire flow storage depleted. If these criteria could not be met, improvements were identified and through an iterative trial-and-error process, implemented until pressure criteria could be satisfied with a minimum of total pipe and facility additions.
A number of steady state hydraulic analyses were completed for each pressure zone for existing (2021), ten-year (2031), and twenty-year (2041) demand conditions. These considered peak hour demand and fire flow demand (MDD plus fire flow) conditions. Table 9-3 describes the modeling
scenarios conducted, and the sequence within which they were performed. The results of the peak hour and fire flow analyses are described in greater detail below.
Table 9-3. Modeling Scenarios
Description Demand Purpose
Maximum pressure Static (zero) demand with full tanks Evaluate system for maximum
possible pressures
Existing Year Peak Hour 2021 Peak Hour Demand Evaluate system
Existing Year Fire Flow 2021 Maximum Day Demand plus fire
flow
Evaluate system
Plan Year 10 Peak Hour Plan Year 10 Peak Hour Demand Evaluate system performance
and develop CIP for peak hour
conditions
Plan Year 10 Fire Flow Plan Year 10 Maximum Day Demand
plus fire flow
Evaluate system performance
and develop CIP for Plan Year
10 fire flow conditions
Plan Year 20 Peak Hour Plan Year 20 Peak Hour Demand Evaluate system and develop
CIP for Plan Year 20 peak hour
conditions
Plan Year 20 Fire Flow Plan Year 20 Maximum Day Demand
plus fire flow
Evaluate system performance
and develop CIP for Plan Year
20 fire flow conditions
9.5 Maximum Pressure Analysis Results
The DOH Water System Design Manual recommends that working pressures in the distribution
system should be limited to 80 psi. A model run was completed with static (zero) distribution
system demands with storage facilities at their full level which represents a scenario of the
highest possible pressures in the distribution system.
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-6
The analysis found that most of the Central pressure zone is around 100 psi with a few areas
having pressures as high as 115 psi. In the same scenario, the lowest pressures in the Central
zone are several service connections near the intersection of E Main St and S Baker Street
(about 900 feet north of the Seminary Hill Tank) with pressures around 20 psi.
In cases where a customer is concerned about high pressure and potentially adverse effects on
in-premise plumbing, it is the customer’s responsibility to install and maintain their own
individual pressuring reducing valve on their side of the meter. Typically, City customers
implement this approach only when pressures are frequently in excess of 100 psi.
A map of maximum distribution system pressures is given in Figure 9-2.
9.6 Peak Hour Analysis Results
Figure 9-3 presents the PHD pressure results for 2021 while Figure 9-4 presents the PHD pressure results 2041 with 20-year capital improvement plan (CIP) piping, with both having operational and equalizing storage depleted. There are two areas of the distribution system with low pressures (less than 30 psi).
There is an area of low pressure in the vicinity of the Seminary Hill Reservoir (near the intersection of E Main St and S Baker St) due to the local topography. This includes a multifamily unit that connects at a lower elevation and uses a small booster pump station to provide pressure. A double-check backflow assembly is installed on the complex’s fire system, and it is inspected annually. Additionally, an in-line check valve is installed on the City’s side of the booster pump.
Another area of low pressure is on Blanchard Rd at the end of the piping connected to the Central
zone. Figure 9-3 shows that this area currently has a pressure of 24 psi. Figure 9-4 shows that with 2041 PHD, the pressure drops to 15 psi.
There are other services that are affected with delivery pressures between 20 and 30 psi. Historically, there have not been complaints from any of the affected customers and no new development is planned at these locations. However, as discussed in Section 9.6, these areas not only have low pressures during PHD, but also limit available fire flow if including these areas as part of the 20 psi minimum pressure constraint.
To resolve the low pressures around S Baker St, the low pressure area could be connected to the Seminary Hill pressure zone. This could be done by adding approximately 1,300 feet of piping from the Seminary Hill pump station north along Seminary Hill Rd and the south along Baker St. Service connections with low pressures would then shift to the newly installed pipe. This is shown on Figure 9-1. While the piping in the Central Zone would continue to have pressures below 30 psi, they can then be considered transmission pipe (instead of distribution pipe) which has a minimum required pressure of 5 psi.
September 2021 DRAFT
Section 9 – Distribution System Analysis 9-7
Figure 9-1. Baker Street Modifications
The area of low pressure on Blanchard Rd can be resolved by installing approximately 900 feet of water line on Blanchard Rd closing the gap between the Central and Cooks Hill Zones. The low pressure area would then become part of the Cooks Hill Zone. An isolation valve would then be added to separate the Cooks Hill and Central Zones.
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FIGURE 9-2
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Document Path: G:\Projects\Washington\City_of_Centralia_003437\WSP_Update_10215634\Map_Docs\Figure 9-2 - Maximum Pressures.mxd
*Service Area is the City'sWater Rights Place of Use
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
Æ Well
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Æ Pump Station
ÀPRV
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Diameter (inches)
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City of Centralia Water System PlanApril 2021
FIGURE 9-3
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Document Path: G:\Projects\Washington\City_of_Centralia_003437\WSP_Update_10215634\Map_Docs\Figure 9-3 - 2021 PHD Pressures.mxd
*Service Area is the City'sWater Rights Place of Use
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
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Æ Pump Station
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Existing Pipe
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE 9-4 - 2041 PHD PRESSURES.MXD2041 PEAK HOUR PRESSURE MAP WITH 20-YEAR CIP
City of Centralia Water System PlanApril 2021
FIGURE 9-4
¯0 0.5 1 Mile
*Service Area is the City'sWater Rights Place of Use
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
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Æ Pump Station
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September 2021 DRAFT
Section 9 – Distribution System Analysis 9-11
9.6 Fire Flow Analysis Results
The available fire flow for 2021 (assuming the existing system and current levels of demand) is provided in Figure 9-5. The amount of fire flow deficiency compared to fire flow goals for 2021 is provided in Figure 9-6. Figure 9-7 provides the available fire flow for 2041 while Figure 9-8
provides the fire flow deficiency for 2041 (assuming future demand levels and 20-year capital projects have been implemented).
Numerous deficiencies have been identified in the model, mostly a result of inadequately sized piping throughout portions of the system and inadequately sized booster pump stations for the elevated pressure zones. Improvements have been listed that improve or eliminate these deficiencies in the future. These improvements are described in more detail in Section 13 (Capital
Improvement Program). A portion of the deficiencies listed do not have an assigned improvement, because the Annual Small Waterline Replacement program will address the deficiency.
Throughout the Central pressure zone, available fire flow is limited due to the 20 psi pressure constraint being reached at the lower pressure area near Baker Street discussed in Section 9.6. The improvement discussed in Section 9.6 helps to resolve this.
There are three areas that have larger 5,000 gpm fire flow goals. This includes the Port of Centralia Park II located at the northwest end of the system that currently has an available fire flow of approximately 3,500 gpm. Similarly, the current available fire flow for the Industrial Drive area is approximately 3,000 gpm. The Galvin Road industrial area has an available fire flow of approximately 2,500 gpm. Projects have been identified in the CIP to address these deficiencies and increase available fire flow in these areas above 5,000 gpm.
Other areas of deficiencies shown on Figure 9-6 have projects identified in Section 13 to address
those deficiencies.
Figure 9-8 does show some areas that continue to have deficiencies. However, these areas are either located in low pressure areas (such as near a reservoir), a single hydrant located on a dead-end main that is limited by the velocity constraint, or have hydrants in the vicinity that do not have a deficiency.
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE 9-5 - 2021 FIRE FLOW MAP.MXD2021 AVAILABLE FIRE FLOW MAP
City of Centralia Water System PlanApril 2021
FIGURE 9-5
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*Service Area is the City'sWater Rights Place of Use
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
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Æ Reservoir
Æ Pump Station
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Existing Pipe
Diameter (inches)
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE 9-6 - 2021 FIRE FLOW DEFICIENCIES.MXD2021 FIRE FLOW DEFICIENCIES
City of Centralia Water System PlanApril 2021
FIGURE 9-6
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Document Path: G:\Projects\Washington\City_of_Centralia_003437\WSP_Update_10215634\Map_Docs\Figure 9-6 - 2021 Fire Flow Deficiencies.mxd
*Service Area is the City'sWater Rights Place of Use
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City of Centralia UGA
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City of Centralia Water System PlanApril 2021
FIGURE 9-7
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City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
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Æ Pump Station
ÀPRV
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Diameter (inches)
<6
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\FIGURE 9-8 - 2041 FIRE FLOW DEFICIENCIES.MXD2041 FIRE FLOW DEFICIENCIES WITH 20-YEAR CIP
City of Centralia Water System PlanApril 2021
FIGURE 9-8
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Document Path: G:\Projects\Washington\City_of_Centralia_003437\WSP_Update_10215634\Map_Docs\Figure 9-8 - 2041 Fire Flow Deficiencies.mxd
*Service Area is the City'sWater Rights Place of Use
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
Æ Well
Æ Reservoir
Æ Pump Station
ÀPRV
Existing Pipe
Diameter (inches)
<6
8
10
12
16
18
24
Fire Flow Deficiency
0%
0-25%
25-50%
50-75%
75-100%
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10.Regulatory Compliance Program
This chapter provides a review of current Washington Administrative Code (WAC) 246-290 and federal drinking water regulations pursuant to the Safe Drinking Water Act (SDWA), and an assessment of the City’s compliance for the period between 2013 and 2020 (referred to as
“compliance period” for the remainder of this chapter). This chapter describes system components in regard to applicable regulations, monitoring practices, and compliance status. It also identifies possible future regulations and assesses the implications for the City.
10.1 Safe Drinking Water Act and Washington
Administrative Code
The federal regulatory framework directing water quality is the Safe Drinking Water Act (SDWA) and its 1986 and 1996 Amendments. The SDWA and Amendments, administered by the U.S. Environmental Protection Agency (EPA), provide the framework for the operation and monitoring of public water supply systems. Washington State has incorporated these regulations into State law and has assumed primacy for administration.
Washington State law incorporates the SDWA and its amendments as Chapter 246-290 of the Washington Administrative Code (WAC 246-290). The Washington State Department of Health (DOH) administrates and enforces these WAC codes. As a Group A public water system, the City is required to meet drinking water quality regulations and conform to monitoring and reporting requirements as described by WAC 246-290.
10.2 System Overview
The City of Centralia’s potable water system consists of two primary sources of supply, the Tennis Court Wellfield (two wells) and the Port District Wellfield (three wells); a seasonal peak demand source, the K Street Well; and an emergency source, the Washington Well. The City’s sources of supply and operational status are summarized in Table 10-1.
Table 10-1. Water Sources and Operational Status
Source Status Type
Tennis Court Wellfield Primary Source 2 wells
Port District Wellfield Primary Source 3 wells
K Street Seasonal 1 well
Washington Emergency 1 well
Borst Park Off-line 1 well
Downing Off-line 1 well
Riverside Off-line 1 well
Beginning in 1999 the City began to transition its source of supply. In October of that year the City brought the Tennis Court Wellfield on-line and removed the Borst Park source from service. In February 2001, the Riverside well was removed from service. Finally, in June 2003 the City
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brought the Port District Wellfields on-line. Per DOH monitoring requirements, only the Tennis Court, Port District and K Street sources are identified for monitoring.
Both primary sources are treated by air stripping, to raise pH for corrosion control at the Tennis Court site, and to remove contaminants at the Port District site. Water is disinfected with chlorine in the form of sodium hypochlorite and fluoridated before entering the distribution system. As a 100% groundwater system that does not purchase water from another purveyor, the City is responsible for complying with the regulations pertaining to groundwater sources shown in Table 10-2.
Table 10-2. Applicable Safe Drinking Water Act Regulations
Rule Description
National Primary Drinking Water Requirements (1976) Physical and chemical
Radionuclides Rule (1976) Gross alpha and beta emitters, radium-226, and radium-228
Phase I (VOCs) and Phase II and Phase V (IOCs and
SOCs) – 1989, 1993, and 1994 respectively
Volatile organic chemicals (VOCs), inorganic chemicals
(IOCs), and synthetic organic chemicals (SOCs)
Lead and Copper Rule (1992) and Lead and Copper
Rule Minor Revisions (2000)
Lead and copper and treatment for corrosion control
Consumer Confidence Rule (1998) Water quality compliance reporting to customers
Public Notification Rule (2000) Notification of public after water quality violation
Stage 1 Disinfectants/Disinfection By-Products Rule
(2002)
Disinfectant residual, total trihalomethanes (TTHMs),
and haloacetic acids (HAA5)
Radionuclides Rule (2003) Radionuclides
Arsenic Rule (2006) Arsenic
Stage 2 D/DBP Rule (2006) TTHMs, HAA5
Groundwater Rule (2007) Fecal indicators in groundwater
Revised Total Coliform Rule (2013) Coliform Bacteria
Unregulated Monitoring Rule 4 (UCMR4) (2018)Monitoring for contaminants included on assessment and screening lists
10.3 Summary of Effective Source Water Quality
Regulations
The City conducts water quality monitoring in compliance with EPA and DOH requirements. The City annually reviews its Water Quality Monitoring Report (WQMR), as issued by DOH, and communicates any issues, or asks for clarification, with the State.
The approaches to monitoring for various parameters are outlined below, along with a summary of monitoring violations during the prior compliance period. Details regarding the City’s water
quality results are contained within DOH’s Sentry database system, accessible online at DOH’s website.
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10.3.1 Source and Treatment Regulations
National Primary Drinking Water Standards
National Primary Drinking Water Standards are currently set for 87 contaminants. Maximum contaminant levels (MCLs) and maximum contaminant level goals (MCLGs) have been established for 77 contaminants, while the remaining ten have treatment technique requirements. A constituent’s MCL is generally based on its public health goal (PHG), which is the level of a contaminant in drinking water below which there is no known or expected health risk. Regulated constituents include microbial contaminants, inorganic chemicals (IOCs), volatile organic chemicals (VOCs), synthetic organic chemicals (SOCs), radionuclides, and disinfection
by-products (DBPs).
The EPA regulates most of the chemical contaminants through the rules known as Phase I, II, IIb, and V. The EPA issued the four rules regulating 69 contaminants over a five-year period as it gathered, updated, and analyzed information on each contaminant’s presence in drinking water supplies and its health effects. Since the Phase V Rule, MCLs for additional contaminants have been established through new regulations, such as the Arsenic Rule, and must be adopted
by DOH.
The EPA has also established secondary standards for 15 contaminants to address the aesthetic quality of drinking water. These secondary standards have also been adopted within the WAC. Because the federal standards primarily address taste and odor, rather than health issues, they are often used only as a guideline. For new community water systems, the DOH requires treatment for secondary MCL (SMCL) exceedances under WAC 246-290-320 (3)(d).
For existing public water systems, the WAC stipulates that the required follow-up action be determined by DOH based on the degree of consumer acceptance of the water quality and their willingness to bear the cost of meeting the secondary standard.
Current primary and secondary MCLs for inorganic and organic constituents, respectively, are documented in the following subsections.
Phase I, II and V Regulations
Phase I, II, and V of the federal Primary Drinking Water Regulations set maximum contaminant levels (MCLs) for 15 inorganic compounds (IOCs), 33 synthetic organic compounds (SOCs), and 21 volatile organic compounds (VOCs). WAC 246-290-300 and 246-290-390 defer to the federal rules and require testing based on a “vulnerability of occurrence” assessment. WAC 246-290-300 stipulates that regulated IOCs, VOCs and SOCs are to be monitored on 12 to 36-month sampling cycles depending on the contaminant. The primary drinking water regulationsapply to all the sources that are not classified as emergency sources.
As part of the Phase II Rule, systems with a significant amount of asbestos-cement (AC) pipe must conduct periodic asbestos monitoring in the distribution system. In Washington State, DOH has historically required systems that contain more than 10% AC pipe in their distribution system to comply with the monitoring requirement. These systems must collect one sample in the distribution system at a location served by AC pipe and under conditions where asbestos
contamination is most likely to occur. Approximately 21% of the City’s pipes are AC pipe, therefore the City conducts asbestos monitoring.
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City’s Status
The City has a waiver to monitor for IOCs every nine years at all sources. The most recent samples were collected in summer 2019, and the next sampling round is due in 2028.
The City is on a standard nine year asbestos monitoring schedule. The most recent sample was collected in summer 2013, and the next sample is due in summer 2022.
The City must monitor for VOCs every three years at the Port District wellfield and K Street well, and every 6 years at the Tennis Court wellfield. Regarding SOCs, herbicide monitoring must occur once every nine years. Pesticides and soil fumigants must be monitored every three years at all sources. Nitrates are required to be sampled at each source every year.
No exceedances were observed for any Phase I, II, or V contaminants during the prior compliance period.
Arsenic Rule
The original arsenic MCL of 0.050 mg/L was established as part of the 1975 National Interim Primary Drinking Water Regulations. After years of additional health effects research and cost/benefit analysis, the EPA published the final Arsenic Rule in January 2001 with an effective date of January 2006. The Arsenic Rule revised the arsenic MCL downward to 0.010 mg/L and identified several best available treatment technologies for compliance. As with other primary MCLs, compliance with the new arsenic MCL is based on the running annual average of results collected for each entry point to the distribution system. The rule makes arsenic monitoring requirements consistent with monitoring for other IOCs regulated under the Phase II/V standardized monitoring framework. However, if arsenic is detected above the MCL in any individual sample, the system must increase the frequency of monitoring at that sampling point to quarterly.
City’s Status
During the prior compliance period, there have been no MCL exceedences.
Radionuclides
The Radionuclides Rule became effective in 1978 and is part of the Primary Drinking Water Regulations. Current radionuclide MCLs include limits for radium-226, radium-228, adjusted gross alpha emitters, gross beta and photon emitters, and uranium. Monitoring for radionuclides must be conducted either annually for four years or once every four years depending on system contaminant levels. Combined radium, gross alpha, and uranium sampling is required once every three, six, or nine years, depending on a system’s average contaminant levels. Table 10-3 summarizes the current radionuclide MCLs.
Under this rule, monitoring for radionuclides must be conducted at each entry point to the distribution system. Systems were required to conduct an initial round of monitoring between 2003 and 2007, unless earlier radionuclide data was accepted for use in grandfathering by DOH. Thereafter, the required monitoring frequency is determined by DOH and depends on
system contaminant levels observed during initial monitoring. The rule allows for eliminating the
analysis of radium-226 and uranium for a particular source if gross alpha results are ≤ 5 pCi/L
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and 15 pCi/L, respectively. Similarly, monitoring for beta and photon emitters may be waived by DOH if the system is deemed not vulnerable to these contaminants.
Table 10-3. Radionuclide Rule MCLs
Contaminant MCLs
Radium – 226, Radium – 228 5 pCi/L (Combined)
Gross Alpha Particles 15 pCi/L
Gross Beta and Photon Emitters 4 mrem/yr1
Uranium 30 µg/L
City’s Status
The City is on a standard six-year monitoring schedule for radionuclides at all sources. During the prior compliance period, there have been no radionuclide exceedances.
Unregulated Contaminant Monitoring Rule
The EPA issued the first Unregulated Contaminant Monitoring Rule (UCMR) in 1999, with requirements that were effective from 2001 through 2006. The UCMR required public water systems to perform monitoring and reporting of specified contaminants to investigate their occurrence. The UCMR accomplished the following:
•Established three lists of contaminants, categorized by available analytical methods.
•Required that large Public Water Systems (PWSs) and some small PWSs monitor forList 1 contaminants.
•Required that selected large and small PWSs monitor List 2 contaminants.
•Required systems to submit data to the EPA and the State.
•Required systems to include detected contaminants in the Consumer ConfidenceReport.
The EPA did not require List 3 monitoring under the UCMR since analytical methods were not established before 2005.
Unregulated Contaminant Monitoring Rule 2
In August 2005, the EPA proposed a second Unregulated Contaminant Monitoring Rule (UCMR2) that includes two lists of contaminants; some systems are required to monitor for these contaminants. The rule became final in February 2007. According to the final rule, all
PWSs serving more than 10,000 people are required to conduct assessment monitoring for 10 contaminants on the Assessment Monitoring List (i.e., List 1) at distribution system entry-points twice during a 12-month period between January 2008 and December 2010. Systems serving more than 100,000 people are required to conduct screening monitoring for 15 contaminants on the Screening Survey List (i.e., List 2). All analyses are to be conducted by laboratories that are EPA approved for the contaminants in consideration.
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Unregulated Contaminant Monitoring Rule 4
USEPA issued the UCMR4 in 2016, with requirements that were effective from 2018 through 2020. The UCMR4 required systems to conduct monitoring for specified contaminants to investigate their occurrence. All systems serving more than 10,000 persons are required to monitor for 10 List 1 cyanotoxins during a four-consecutive-month period from March 1, 2018, to November 31, 2020. All systems serving more than 10,000 persons will also be required to monitor for 20 List 1 additional contaminants during a 12-month period between January 1, 2018, and December 31, 2020. The 20 List 1 additional contaminants consist of metals, pesticides, HAA, alcohols, semivolatile chemicals, and indicators.
City’s Status
The City is required to monitor only for those contaminants found on the UCMR 2’s List 1, Assessment Monitoring, consisting of 10 chemical contaminants for which standard analytical methods are available. The City is in compliance with this requirement.
Groundwater Rule
The Groundwater Rule (GWR) was promulgated on November 8, 2006 and became effective in December 2009. It applies to all public water systems that use groundwater, unless the groundwater sources are under the influence of surface water or groundwater and surface water are blended prior to treatment (neither of which applies to Centralia). The GWR contains the
following primary elements:
• Sanitary surveys
• Source water monitoring
• Corrective action treatment requirements
• Public notification requirements.
Systems were required to comply with all requirements except for the sanitary surveys requirement by December 1, 2009. States were required to conduct the first cycle of sanitary surveys by December 31, 2012.
Further details on each primary element are below.
Sanitary Surveys
The GWR requirement for sanitary surveys builds on existing requirements related to the SWTR and related rules. However, the GWR adds requirements for frequency, scope of surveys, survey documentation, and corrective actions. DOH must conduct sanitary surveys every three years, or five years if the system meets specified performance criteria. The sanitary survey must include eight elements:
• Source
• Treatment
• Distribution system
• Finished water storage
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•Pumps, pump facilities, and controls
•Monitoring, reporting, and data verification
•System management and operation
•Operator compliance with State requirements.
If DOH identifies a significant deficiency during the course of the sanitary survey, the State must
notify the system within 30 days and may specify the appropriate corrective action. The system has 120 days to take the corrective action or develop a State-approved plan for achieving compliance.
Source Water Monitoring
Systems which do not provide (and demonstrate via monitoring) 4-log treatment of viruses at groundwater sources may be required to conduct source water monitoring for fecal indicators.
The GWR specifies two types of source monitoring: assessment monitoring and triggered monitoring. DOH may require systems to conduct assessment source water monitoring for fecal indicators on a case-by-case basis at each source. Groundwater systems will be required to conduct triggered source water monitoring within 24 hours of a positive distribution system total coliform sample to determine whether the coliform presence is due to fecal contamination of the source. Triggered monitoring requires systems to collect a source water sample from each
groundwater source in use when the positive sample occurred (or at sources requested by DOH).
DOH will determine whether groundwater systems must conduct assessment source water monitoring and will specify the appropriate fecal indictor. The GWR indicates that States could require systems to monitor for E. coli, enterococci, or coliphage.
Corrective Action Treatment Requirements
If it is determined that a system has a significant deficiency, either through the results of a sanitary survey or source water monitoring, the system will be required to implement corrective actions. The GWR specifies that corrective actions are:
•Correct significant deficiencies
•Provide an alternative source of water
•Eliminate the source of contamination
•Provide treatment that reliably achieves at least 4-log treatment of viruses.
Public Notification Requirements
The GWR also establishes requirements for notifying the public according to the type of violation incurred by the groundwater system. This is addressed in more detail in Section 10.4.3.
City’s Status
The City is in compliance with the GWR.
Both primary sources are treated by air stripping, to raise pH for corrosion control at the Tennis Court site, and to remove contaminants at the Port District site. Water is disinfected with
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chlorine in the form of sodium hypochlorite and fluoridated before entering the distribution system.
Source Water Protection Programs
The Safe Drinking Water Act (Section 1428) established a Wellhead Protection Program (WHPP) to protect groundwaters that contribute to public water systems. DOH has expanded those Federal source protection regulations to include all Group A community and non-community water systems, including groundwater, GUI, and filtered and non-filtered surface water sources. Accordingly, DOH has developed regulations that require all Group A water systems that maintain and operate their own sources to implement a WHPP (WAC 246-290-135(3)), or a Watershed Control Program (WCP) (WAC 246-290-135(4)), or any combination thereof, as deemed appropriate by the State. More detail is provided in Chapter 11.
Secondary National Drinking Water Regulations
In addition to the parameters listed above, the City voluntarily monitors its sources for levels of several compounds to that can impact the aesthetic quality of water. The SDWA secondary maximum contaminant levels (SMCLs) provide a guide to utilities that choose to monitor these parameters. These SMCLs are not enforceable in terms of providing safe drinking water; rather, the SMCLs address aesthetic characteristics. The City is not required to monitor the parameters listed in Table 10-4, but includes these parameters in their monitoring program as a proactive step to ensure customer satisfaction.
Table 10-4. Secondary Drinking Water Parameters
Parameter Requirement
Unit SMCL
Chloride mg/L 250 Fluoride mg/L 4 Iron mg/L 0.3 Manganese mg/L 0.05 Silver mg/L 0.1 Sulfate mg/L 250 Zinc mg/L 5 Color color units 15 Conductivity umhos/cm4 700 Hardness mg/L NA Sodium mg/L NA
10.3.2 Distribution System Regulations
Coliform Rule
Coliform bacteria describe a broad category of organisms routinely monitored in potable water supplies. Though not all coliform bacteria are pathogenic in nature, they are relatively easy to identify in laboratory analysis. If coliform bacteria are detected, then pathogenic organisms may also be present. Bacterial contamination in a water supply can cause a number of waterborne diseases, therefore these tests are strictly monitored and regulated by DOH.
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The EPA published the Revised Total Coliform Rule (RTCR) in February 2013 with minor corrections in February 2014. The RTCR is the revision to the 1989 Total Coliform Rule (TCR) and is intended to improve public health protection. Provisions of the RTCR include:
•Setting a maximum contaminant level goal (MCLG) and maximum contaminant level
(MCL) for E. coli for protection against potential fecal contamination.
•Setting a total coliform treatment technique (TT) requirement.
•Requirements for monitoring total coliforms and E. coli according to a sample siting plan
and schedule specific to the PWS.
•Provisions allowing PWSs to transition to the RTCR using their existing TCR monitoring
frequency, including PWSs on reduced monitoring under the existing TCR.
•Requirements for seasonal systems to monitor and certify the completion of state-
approved start-up procedures.
•Requirements for assessments and corrective action when monitoring results show that
PWSs may be vulnerable to contamination.
•Public notification (PN) requirements for violations.
•Specific language for CWSs to include their Consumer Confidence Reports (CCRs)
when they must conduct an assessment or if they incur an E. coli MCL violation.
City’s Status
The City performs coliform monitoring as outlined in its Coliform Monitoring Plan. A map and list of sampling locations is provided as Appendix I. The City currently collects 30 samples per month with the exception of June, July, and August, when only 20 samples per month are collected from sites throughout the distribution syst em. As additional sample sites are required, they are selected based on population served, system hydraulics, average and maximum residence times and adequate representation of each pressure zone.
The City is in compliance with the Total Coliform Rule and WAC 246-290-300. The City has consistently met regulatory sampling requirements and samples have not exceeded the regulatory limit of more than one positive sample per month.
Stage 1 Disinfectants/ Disinfection By-Products Rule
Stage 1 of the Disinfectants/Disinfection By-Products (D/DBP) Rule was promulgated in December 1998 and revised in January 2001. The D/DBP Rule became effective in Jan uary 2002 and replaced the former Trihalomethane Rule. The D/DBP Rule sets MCLs for disinfection byproducts including total trihalomethanes (TTHMs), the sum of five haloacetic acids (HAA5), chlorite and bromate and maximum residual disinfectant levels (MRDLs) for disinfectants including chlorine, chloramine, and chlorine dioxide. It also includes monitoring, reporting and public notification requirements for these compounds and sets several MCLGs for specific DBP species. Table 10-5 summarizes the Stage 1 D/DBP Rule parameters and monitoring requirements for water systems that use both groundwater and surface water so urces, and provide chlorine disinfection.
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Table 10-5. Stage I D/DBP Monitoring Requirements
Chemicals MCL or MRDL Number of Samples Sample Locations
TTHM MCL 80 µg/L 4 per quarter per disinfected source.
1 at max. residence time; 3 at average residence time in distribution system.
HAA5 MCL 60 µg/L Same as TTHM requirement. At same location as TTHM requirement
Chlorine MRDL 4.0 mg/L Same as number of total coliform samples collected monthly
Same location as total coliform samples.
Stage 2 Disinfection By-Products Rule
The Stage 2 DBPR was promulgated by the EPA on January 4, 2006 and was adopted by DOH in WAC 246-290. The key provisions of the Stage 2 DBPR consist of:
• An Initial Distribution System Evaluation (IDSE) to identify distribution system locations
with high DBP concentrations. Further information is provided below.
• Site-specific locational running annual averages (LRAAs) instead of system-wide RAAs
to calculate compliance data. LRAAs will strengthen public health protection by
eliminating the potential for groups of customers to receive elevated levels of DBPs on a
consistent basis.
The MCLs for TTHM and HAA5 remain unchanged from the Stage 1 DBPR at 0.080 and 0.060
mg/L, respectively, although they will now be calculated as LRAAs.
The IDSE is the first step in Stage 2 DBPR compliance. Its intent is to identify sampling locations for Stage 2 DBPR compliance monitoring that represent distribution system sites with high TTHM and HAA5 levels. For systems serving more than 500 people, three options were available for the IDSE:
• 40/30 Waiver, which allows systems with no samples exceeding TTHM and HAA
concentrations of 40 and 30 μg/L, respectively, during 8 consecutive quarters to apply to
waive the IDSE requirements.
• Standard Monitoring Program (SMP), which involves a 1-year distribution system
monitoring effort to determine locations that routinely show high THM4 and HAA5
concentrations.
• System-Specific Study (SSS), based on historical data and a system model.
City’s Status
The City applied for a 40/30 Certificate based on their Stage 1 TTHMs and HAAs compliance monitoring results. The City was granted the certification and was not required to submit an IDSE report. The City completed its Stage 2 D/DBP Compliance Monitoring Plan on [DATE]. The City’s D/DBP Compliance Monitoring Plan is shown in Appendix K.
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The City chlorinates at the outlet of the Port District and Tennis Court Wellfields. The City currently collects annual samples at the Port District Wellfield and at 1622 Gold St representing the maximum residence time in the distribution system and test for HAAs and TTHMs. No exceedances were observed during the prior compliance period
Lead and Copper Rule
Lead and copper are heavy metals that may be found in household plumbing materials and water service lines. Lead can cause a variety of adverse health impacts, including delaying physical and mental development in infants and children. Copper can cause aesthetic issues in addition to short-term and long-term negative health impacts. The Lead and Copper Rule (LCR)
establishes monitoring requirements, action levels, and compliance requirements to control the levels of these metals at customers’ taps.
Under the LCR, water systems are required to perform monitoring of standing water samples at customer taps to determine if more than 10% of homes that meet certain criteria exceed the lead and copper action levels of 0.015 mg/L and 1.3 mg/L, respectively. If these action levels cannot be met, systems must implement public education and a corrosion control treatment
strategy for meeting these levels.
In 2004, the EPA initiated a review of LCR implementation across the nation. This effort was focused on determining whether national lead levels are increasing. As a result of this effort, the EPA identified several targeted changes to the existing regulation that would meet short-term goals for improving implementation of the LCR. These revisions, which were finalized in October 2007 and became effective in December 2007, are intended to enhance LCR implementation in
the areas of monitoring, treatment, customer awareness, and lead service line replacement. Additionally, these revisions focus on improving compliance with public education requirements to ensure that consumers receive meaningful and timely information that assists in limiting exposure to lead in drinking water. Table 10-6 provides a summary of the LCR revisions.
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Table 10-6. Lead and Copper Rule Revisions
Activity Rule Revision
Monitoring
•Clarify language in the rule regarding the number of samples required and thenumber of sites from which samples should be collected.
•Modify definitions for monitoring and compliance periods to make it clear thatall samples must be taken in the same calendar year.
•Clarify the reduced monitoring criteria that would prevent small and mediumwater systems above the lead action level or large systems deemed to no longermeet Optimum Corrosion Control Treatment fro m remaining o n a reducedmonitoring schedule.
Treatment or Source Water Changes
•Require water systems to provide advanced notification to the primacy agencyof intended changes in treatment or source water that could impact long-termwater quality.
•The primacy agency must approve the planned changes using a process that will allow the states and water systems to take as much time as needed for systemsand states to consult about potential problems.
Customer Awareness and Public Education
•Require utilities to provide a notification of tap water monitoring results forlead to owners and/or occupants of homes and buildings that are part of theutility’s sampling program.
•Changes to the content, delivery, and time frame of public education regardinglead action level exceedances. Systems must partner with additionalorganizations to disseminate the message to at-risk populations.
•Requires educational statements about lead in drinking water to be included inall Consumer Confidence Reports.
Lead Service Line Replacement •Require utilities to reconsider previously “tested-out” lead service lines whenresuming lead service line replacement programs.
The EPA promulgated further revisions to the LCR, in December 2020. The goals of the final rule are:
•Provide greater and more effective protection of public health
•Better identify high levels of lead
•Improve reliability of lead tap sampling results•Strengthen corrosion control treatment (CCT) requirements
•Expand consumer awareness
•Improve risk communication•Accelerate lead service line replacement (LSLR)
The final rule mostly focuses on lead. The rule incorporates a trigger level for lead of 10 micrograms per liter (90th percentile). A sample at this concentration triggers additional planning, monitoring, and treatment requirements.
A key focus of the rule are lead service lines (LSLs). The rule requires water systems to inventory their LSLs and establish and LSL removal plan (or demonstrate the absence of LSLs) within three years of rule publication. The inventory must be updated annually. The results of lead monitoring determine the rate at which the utility must replace LSLs:
•If P90 > 15 ug/L, the system must replace 3% of LSLs per year based on a 2-year rollingaverage for at least 4 consecutive 6-month monitoring period
•If P90 > 10 ug/L to 15 ug/L, LSL replacement goals will be developed in consultationwith the regulatory agency for two consecutive 1-year monitoring periods
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The rule contains guidance on how these plans should be developed. These regulations also affect priorities for sample collection.
More information about the LCR can be found on the EPA website: EPA - Lead and Copper Rule
City’s Status
The City performs at-the-tap monitoring for lead and copper at 30 locations with a frequency of one sample every three years. The City has consistently maintained compliance with lead and
cooper action levels and the broader monitoring and notification requirements of the LCR. The City last sampled for lead and copper in June 2020. The next sampling event is due by June 2023.
With the promulgation of the 2020 LCR revisions, the City will develop a plan to achieve compliance with the new regulations.
10.3.3 Other Regulations
Consumer Confidence Reports (CCR) and Public Notification Rule
Under the CCR Rule promulgated in 1998, community water systems are required to provide an annual Consumer Confidence Report (CCR) on the quality of their drinking water and levels of detected contaminants, if any. The annual report must be supplied to all customers and must include:
• Information on the source of drinking water;
• A brief definition of terms;
• If regulated contaminants are detected, the maximum contaminant level goal (MCLG), the maximum contaminate level (MCL), and the level detected;
• If an MCL is violated, information on health effects; and
• If EPA requires it, information on levels of unregulated contaminants.
While the CCR addresses annual “state-of-the-water” reports, the Public Notification Rule (PNR)
directs utilities in notifying customers of acute violations when they occur.
The PNR was revised in May 2000 and outlines public notification requirements for violations of MCLs, treatment techniques, testing procedures, monitoring requirements, and violations of a variance or exemption. If violations have the potential for “serious adverse effect,” consumers and the State must be notified within 24 hours of the violation. The notice must explain the violation, potential health effects, corrective actions, and whether consumers need to use an
alternate water source. Notice must be made by appropriate media or posted door-to-door. Less serious violations must be reported to consumers within 30 days, in an annual report, or by mail or direct delivery service within one year depending on the severity of the violation. The 2000 revisions also provide the rule Administrator the option of requiring public notification of unregulated contaminants.
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City’s Status
The City is in compliance with the CCR Rule. Annual CCRs have been published as required. No acute violations have occurred since the promulgation of these rules and therefore the PNR has not been implemented. A copy of Centralia’s 2020 CCR is in Appendix J.
10.4 Anticipated Monitoring Requirements
Anticipated future regulatory requirements are summarized in Table 10-7. This table includes ongoing programs to introduce new regulatory requirements, under the Unregulated Contaminant Monitoring Rule and the Contaminant Candidate List, as well as specific rules and regulations currently under consideration. A brief description of anticipated requirements under each rule is provided herein.
Table 10-7. Anticipated Future Regulations
Proposed Rule Affected Contaminants Proposed Publication Date a
Unregulated Contaminant Monitoring Rule 5 (UCMR5) Various parameters December 2021
Per- and Poly-Fluroaklyl Substances (PFAS)
Monitoring requirements for PFOA a nd PFOS; potential future requirements for other PFAS
TBD
a Effective and compliance dates were obtained from the Federal Register and EPA’s Drinking Water Website and
represent the best information available as of the date of this report.
Unregulated Contaminant Monitoring Rule 5
The EPA proposed a fifth Unregulated Contaminant Monitoring Rule 5 (UCMR5) in summer 2020, and expects to publish the final rule in December 2021. UCMR5 will specify assessment monitoring for a list of 30 contaminants, 29 of which are under the Per- and Poly-Fluroalkyl Substances (PFAS) category. This monitoring will be required during a 12-month period between 2023 and 2025.
Per- and Poly-Fluoroalkyl Substances
PFAS are a group of man-made chemicals manufactured and used in a variety of industries since the 1940s. The EPA initially established a provisional lifetime health advisory level (HAL) for perfluorooctanesulfonic acid (PFOS) and perfluorooctanoic acid (PFOA) in 2009. Six PFAS were included in the third Unregulated Contaminant Monitoring Rule (UCMR 3). The two most frequently detected PFAS during UCMR 3 were PFOS and PFOA. As a result, the EPA replaced the provisional HAL with a formal HAL for these two compounds, individually or combined, of 70 nanograms per liter (ng/L) in 2016. The EPA has not yet incorporated PFAS monitoring into Safe Drinking Water Act requirements.
Washington State initiated rulemaking related to PFAS in December 2017. The State Board of Health determined that a state action level (SAL) is the best way to set a standard for PFAS. A
September 2021 DRAFT
Section 10 – Regulatory Compliance Program 10-15
SAL is the concentration of a contaminant or group of contaminants without a maximum contaminant level (MCL) established to protect public health. If exceeded, a SAL triggers required monitoring, follow-up actions, and public notification. There is currently a draft rule that establishes SALs for five PFAS compounds:
• PFOA – 10 nanograms/liter (ng/L)
• PFOS – 15 ng/L
• PFHxS – 70 ng/L
• PFNA – 14 ng/L
• PFBS – 860 ng/L
The draft rule will require community water systems monitor for these chemicals once every three years. The draft rule also establishes monitoring, reporting, public notice and follow-up action requirements. DOH maintains fact sheets on their webpage describing these requirements. The City will stay appraised as these requirements are formalized.
The EPA developed a PFAS Action Plan in February 2019 with seven goals:
1. Conduct the Maximum Contaminant Level (MCL) process for PFOS and PFOA, and evaluate information to determine if a broader class of PFAS should be regulated.
2. Strengthen enforcement authorities and clarify cleanup strategies by designating PFOS and PFOA as hazardous substances and develop interim groundwater cleanup recommendations.
3. Determine if PFAS should be added to the Toxics Release Inventory and if rules to prohibit the use of certain PFAS should be developed.
4. Include additional PFAS in UCMR 5 that were not previously part of UCMR 3.
5. Increase research related to PFAS, including improved detection and measurement methods.
6. Utilize EPA enforcement tools, when necessary, to address PFAS exposure in the environment and assist states in enforcement activities.
7. Develop a risk communication toolbox for federal, state, tribal, and local partners to use with the public.
In February 2020, EPA announced that it is proposing to regulate PFOS and PFOA under the Safe Drinking Water Act (SDWA). EPA is seeking information related to other PFAS and comments on potential monitoring requirements and regulatory approaches for PFAS. If a positive regulatory determination is finalized, EPA would begin the process for establishing a National Primary Drinking Water Regulation for PFOS and PFOA. As previously noted, some of
these contaminants will be required under UCMR5 monitoring. Other regulations related to these substances may come in the future at an undetermined date. The City will monitor how these regulations evolve.
September 2021 DRAFT
Section 10 – Regulatory Compliance Program 10-16
10.5 Laboratory Certification
The City utilizes an independent, DOH-certified laboratory for water quality testing. The contact information for this laboratory is listed below.
Lewis County Enviro Lab - Chehalis 360 NW North St. Chehalis, WA 98532 (360) 740-1222
10.6 Summary of Regulatory Status by Source and
Component
Review of water quality data for the most recent monitoring period, 2013 - 2020, indicates that the City has been in compliance with all effective federal and State drinking water regulations. Table 10-8 summarizes applicable regulations and the City’s compliance status.
10.7 Summary of Monitoring Requirements and Plans
Currently, the City is required to conduct source water monitoring at the Tennis Court and Port District wellfields and the K Street Well. Table 10-9 provides a summary of water quality monitoring requirements for the City. The table includes the parameters to be monitored, sampling location and frequency. Table 10-9 is intended to be a guide; detailed requirements are available in WAC 246-290.
September 2021 DRAFT
Section 10 – Regulatory Compliance Program 10-17
Table 10-8. Summary of Applicable Regulations and Compliance Status
Regulation Requirements Status Compliance Status
Phase I, Phase II, Phase V Regulations •Written Plan
•Monitoring
•Waivers granted for herbicides, insecticides,inorganics, and VOCs
•Monitoring conducted per DOH directed monitoring Plan and waivers
•Meets MCLs Yes
Arsenic Rule •Monitoring •Monitors
•Meets MCL Yes
Radionuclides •Monitoring •Monitors
•Meets MCLs Yes
Unregulated Contaminant Monitoring Rule
•Monitor for listedcontaminants under UCMR1and UCMR2
•Monitors
•Meets MCL Yes
Source Water Protection Program •Wellhead Protection Plan •Approved plan Yes
Groundwater Rule •Sanitary Surveys, sourcewater monitoring TBD
Yes
Total Coliform Rule •Written Plan
•Monitoring
•Monitors throughoutdistribution system•Meets monitoringrequirements•Approved plan
Yes
Lead and Copper Rule •Monitoring
•Treatment Optimization
•Monitors
•Optimized for corrosioncontrol Yes
Stage I D/DBP Rule •Written Plan
•Monitoring •Monitors D/DBPs throughoutdistribution system
•Meets MCLs Yes
Stage 2 D/DBO Rule •Written Plan
•Monitoring •Monitor D/DBOs throughdistribution system
•Meets MCLs Yes
CCR and Public Notification Rules •Annual Reports
•Reporting as needed
•Consumer Confidence Reports published annually Yes
September 2021 DRAFT
Section 10 – Regulatory Compliance Program 10-18
Table 10-9. Summary of Existing Monitoring Requirements
Parameter Regulatory Requirement Location Schedule/Status Inorganic Chemicals Asbestos Primary Drinking Water Regulations Distribution system One sample every nine years
Regulated Inorganics Primary Drinking Water Regulations All sources One sample every three years Nitrate Primary Drinking Water Regulations All sources One sample annually
Lead Copper Lead and Copper Rule Customer taps One set of 30 samples every three years
Radionuclides
Gross Alpha Emitters Gross Beta Emitters Radium 226 and 228 Uranium
Radionuclides All sources Once every four years
Organic Chemicals VOCs Phase I K Street Tennis Court Port District
One sample every three years
SOCs (herbicides, general pesticides and insecticides) Phase II & V Point of entry into distribution system1 None. Waivers granted
Dioxin, endothall, Diquat, Glyphosate, EDB & other soil fumigants
Phase II & V Point of entry into distribution system1 None. Waivers granted
Baceteriological Total Coliform Total Coliform Rule Throughout distribution system 30 samples per month
Chlorine Residual SWTR Throughout distribution system Same as Total Coliform sites
Disinfection By-Products Total Trihalomethanes (TTHM) Haloacetic Acids (HAA5) Stage I D/DBP Rule 4 per disinfected source: 3 at average hydraulic residence time, 1 at maximum residence time
One sample per treatment plant per year
September 2021 DRAFT
Section 11 – Source Protection Program 11-1
11.Source Protection Program
This section provides a summary of the City of Centralia’s (City) existing Wellhead Protection
Plan (WHPP), as well as updates to some sections of the WHPP.
11.1 Summary of Existing Wellhead Protection Plan
The existing WHPP was prepared under the State of Washington Wellhead Protection Program
approved by EPA in 1994. The program is administered by the Department of Health (DOH),
which approved the City’s plan in 1999. The WHPP has two main components: wellhead
protection area delineation, and pollution prevention planning. Both of the components are
summarized briefly below. The existing WHPP is incorporated by reference into this Water
System Plan (WSP).
As part of the wellhead protection area delineation effort, the plan includes a description of the
geology and hydrogeology of the area and compilation of well characteristics. The plan also
includes 6-month, 1-, 5-, and 10-year estimations of time-of-travel zones for the City’s water
supply wells, based upon a numerical model. The time-of-travel zones extend generally to the
east of the wellfields due to the westerly direction of the regional groundwater flow.
The pollution prevention planning component of the WHPP contains an inventory of potential
contaminant sources, a spill response assessment, contingency planning, and a pollution
prevention plan. The list of known and potential contaminant sources was originally compiled in
1999, based on information obtained from a “windshield survey” and State and Federal
databases. General categories of potential contaminants were then ranked according to relative
risk. The sites posing the highest risk to ground water quality are: (1) known contaminated
sites, (2) commercial and industrial facilities within the protection areas, (3) transportation and
storage of hazardous materials, and (4) stormwater facilities.
The spill response assessment provides a discussion of the organization, lines of
communication, and strategies that the City employs to address spill situations. The
contingency planning section describes options available to the City in the event that some well
supplies become contaminated or are otherwise unavailable. One of the options discussed in
the contingency plan is the expansion of pumping capacity and provision of treatment at the
Eshom Well. This has taken place since the initial development of the WHPP, with the addition
of the two Fords Prairie Wells and the Fords Prairie Treatment Facility.
The WHPP also presents ground water management strategies, including budgetary costs for
implementation. Recommended management strategies include both regulatory and non-
regulatory approaches. Examples of key strategies that the City continues to implement
include:
•Implement a ground water quality monitoring program within the Wellhead Protection
Management Area.
September 2021 DRAFT
Section 11 – Source Protection Program 11-2
•Pursue the clean-up of known contaminated sites (e.g., the Fords Prairie Aquifer
Restoration Project).
•Update the potential contaminant source inventory every two years.
•Communicate with local agencies about the nature of their wellhead protection needs, and
explore improved coordination among programs which might affect land use, environmental
protection, and spill response.
•Communicate regularly with property owners within the Wellhead Protection Management
Area regarding their responsibility for pollution prevention, and seek their participation in all
information activities.
11.1.1 Wellhead Protection Plan Update
Since the development of the 1999 WHPP, there have been changes within the City water
system that impact the WHPP. The most significant changes occurred between 2000 and 2004,
and were documented within the WHPP update discussion included in the 2005 WSP. No other
significant changes have occurred within the system since 2004. However, key system
characteristics that were described in the 2005 WSP and which are still pertinent as of this
version of the WSP because they represent material updated since the original 1999 WHPP,
are summarized below.
Since the prior WSP update, the City contracted with Pacific Groundwater Group to re-delineate
the groundwater time-of-travel zones in the Fords Prairie area, reviewed and updated the
potential contaminant sources, and established a nitrates monitoring program for the Centralia
Outwash Gravel Aquifer (COGA).
11.2 Well Pumping Characteristics and Wellhead
Protection Management Area
The original Wellhead Protection Management Area, or buffer zone, was created based upon
the delineated time-of-travel zones for all wells used by the City at the time the WHPP was
developed (i.e., in 1999). This included pumping by the North Tower, Washington, and K Street
Wells (located in the eastern portion of the City). The buffer zone was then modified in the
WHPP (i.e., expanded to the west) to reflect anticipated future conditions (i.e., assuming
pumping of Eshom and Tennis Court Wells, and reduced pumping of the easterly wells
mentioned above). However, the upgradient (i.e., northeasterly) portion of the buffer zone
remained unchanged, although the City anticipated significantly reduced pumping of the
easterly wells. Even though this portion of the buffer zone is far beyond the 10-year time-of-
travel zone for the westerly wells that are currently utilized, it was retained so as to reflect a
conservative approach in terms of managing the City’s wellhead area.
The majority of the City’s supply is currently obtained from the two Tennis Court Wells and the
three wells in the Fords Prairie area. Information about the City’s source water pumping
facilities is contained in Table 5-1.
September 2021 DRAFT
Section 11 – Source Protection Program 11-3
As part of a recent SEPA review process for a diesel emission fluid (DEF) manufacturing facility,
it was noted that the proposed facility is located within the one-year Wellhead Protection Area
(WHPA) delineated by the Washington State Department of Health (DOH) for Fords Prairie
Wells 1 and 2. Additionally, a perchloroethylene (PCE) plume is known to exist downgradient of
the Trailer Village Laundromat within the Eshom Well’s WHPA. The Eshom Well has had a few
detections of PCE in the past. The addition of the Fords Prairie Wellfield to the supply profile
influences the groundwater mechanics of the Eshom Well, rendering the prior delineated WHPA
inaccurate.
For these reasons, the City requested that PGG update the capture zones using recent
groundwater elevation data and methods that take groundwater flow and aquifer properties into
account to assess whether the proposed DEF facility is within the capture zone. Additionally, the
City requested that the 1999 Eshom well WHPA be re-delineated due to concerns about its
accuracy. The updated capture zones, or Wellhead Protection Management Area, is shown on
Figure 11-1.
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G:\PROJECTS\WASHINGTON\CITY_OF_CENTRALIA_003437\WSP_UPDATE_10215634\MAP_DOCS\WELLHEADPROTECTIONANDCONTAMINATION.MXDWELLHEAD PROTECTION AREA AND POTENTIAL CONTAMINATION SITESFIGURE 11-1
City of Centralia Water System PlanApril 2021
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City of Centralia UGA
Service Area
Mapped Extent of Centralia Outwash Gravel Aquifer
Proposed DEF Facility Parcels
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(with Combined Pumping Rates*)
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5 and 10-year (3,000 gpm)
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1-year
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* See "Capture Zone Delineation" sectionof text for additional details.
September 2021 DRAFT
Section 11 – Source Protection Program 11-5
11.3 Inventory of Potential Contaminant Sources
Section B1 of the original 1999 WHPP contains an inventory of potential contaminant sources.
Within this discussion are summary results of a “windshield survey” of the Wellhead Protection
Management Area, and information obtained from State and Federal contaminant site
databases. This information becomes outdated as activities change within the City. Therefore,
updates are required every two years.
The information presented below represents an update to the database search, current as of
2021.
Database Search
For the 1999 WHPP, several data sets were reviewed to obtain information on known and
potential sources of contamination. These included Department of Ecology (Ecology)
databases (those available in July 1998) for:
•Confirmed and Suspected Contaminated Sites
•Leaking Underground Storage Tanks
•Underground Storage Tanks
•Hazardous Waste Generators (RCRA generators)
Since that time, Ecology has changed the way it maintains these databases. All information of this nature is now compiled into a single database (i.e., the Facility Site Identification Database),
accessible via the Internet. This database was searched in April 2021 and data were
downloaded and mapped alongside the updated WHPAs to determine the list of potential
contaminant sources. This includes sites such as underground storage tanks, leaking
underground storage tanks, hazardous waste generators, hazardous waste management
activities, and State clean-up sites.
The database search identified 83 sites located within the management area. Figure 11-1
provides the locations of these sites, and Table 11-1 provides details regarding each site.
September 2021 DRAFT
Section 11 – Source Protection Program 11-6
Table 11-1. Inventory of Potential Contaminant Sources
FID
DOE Facility
ID Site name Type of Point Source Ecology Program
Within
1-Yr
Travel
Zone
Within
5-Yr
Travel
Zone
Within
10-Yr
Travel
Zone
1 1155 Northwest Hardwoods Inc Fill Air Qual Local Authority Reg Air Quality Y
Emergency/Haz Chem Rpt TIER2 HAZARDOUS WASTE Y
State Cleanup Site TOXICS Y
Underground Storage Tank TOXICS Y
Landfill SOLIDWASTE Y
Industrial SW GP WATER QUALITY Y
2 1169 TRAILER VILLAGE Voluntary Cleanup Sites TOXICS Y
State Cleanup Site TOXICS Y
3 1178 TRI COUNTY TRUCK & DIESEL Underground Storage Tank TOXICS Y
4 1179 Pacific Pride Tiger Town Underground Storage Tank Toxics Y
5 4445 CCP Composites US LLC Centralia Northpark Industrial SW GP WATER QUALITY Y
6 4857 S & S Mobile Salvage Revised Site Visit Program HAZARDOUS WASTE Y
7 5133 Dan Hull Dist Inc Industrial Sw Gp Water Quality Y
Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y
8 5828 Centralia Sports Fields Construction Sw Gp Water Quality Y
9 9077 Lewis County Alberta Dr Underground Injection Control WATER QUALITY Y
10 11554 The Chronicle Print Shop Revised Site Visit Program HAZARDOUS WASTE Y
11 15431 Rite Aid 5284 Hazardous Waste Generator HAZARDOUS WASTE Y
September 2021 DRAFT
Section 11 – Source Protection Program 11-7
FID
DOE Facility
ID Site name Type of Point Source Ecology Program
Within
1-Yr
Travel
Zone
Within
5-Yr
Travel
Zone
Within
10-Yr
Travel
Zone
12 15476 FERRELLGAS DBA BLUE RHINO NW CENTRALIA Emergency/Haz Chem Rpt TIER2 HAZARDOUS WASTE Y
13 18316 LEWIS COUNTY PW BIG HANAFORD PIT Sand and Gravel GP WATER QUALITY Y
14 34876 UNFI Incorporated Centralia Industrial SW GP WATER QUALITY Y
Hazardous Waste Generator HAZARDOUS WASTE Y
15 58132 TIME OIL CO JACKPOT FOOD MART CENTRALIA Emergency/Haz Chem Rpt TIER2 HAZARDOUS WASTE Y
16 NA Northwest Hardwoods Landfill State Cleanup Site TOXICS Y
17 94602 City of Centralia Light Department State Cleanup Site TOXICS Y
LUST Facility TOXICS Y
Underground Storage Tank TOXICS Y
18 150947 Jiffy Lube Store 2050 Emergency/Haz Chem Rpt Tier2 Hazardous Waste Y
19 NA Rogers Machinery Underground Storage Tank TOXICS N
20 3904592 Safeway Fuel 1495 Underground Storage Tank Toxics Y
21 4949613 DR ZIGS RADIATOR SHOP Underground Storage Tank TOXICS Y
22 6114444 AT&T WIRELESS CENTRALIA Emergency/Haz Chem Rpt TIER2 HAZARDOUS WASTE Y
23 6337826 At&T Centralia Emergency/Haz Chem Rpt Tier2 Hazardous Waste Y
24 6436724 Borst Park Bp Underground Storage Tank Toxics Y
25 7435285 I5 Foodmart Underground Storage Tank Toxics Y
26 7504507 Grassers Auto Wrecking State Cleanup Site Toxics Y
27 7629299 CENTRALIA STREET SHOP Underground Storage Tank TOXICS Y
28 7999433 Centralia Port Northpark Dr Enforcement Final Hazardous Waste Y
September 2021 DRAFT
Section 11 – Source Protection Program 11-8
FID
DOE Facility
ID Site name Type of Point Source Ecology Program
Within
1-Yr
Travel
Zone
Within
5-Yr
Travel
Zone
Within
10-Yr
Travel
Zone
29 9497073 STERLING BREEN CRUSHING Enforcement Final WATER QUALITY Y
Sand and Gravel GP WATER QUALITY Y
30 10759868 American Pacific Industries Hazardous Waste Generator HAZARDOUS WASTE Y
31 11411147 Qwest Communications Co Centralia Emergency/Haz Chem Rpt Tier2 Hazardous Waste Y
32 14253896 KIWANIS VOCATIONAL HOMES FOR YOUTH Underground Storage Tank TOXICS Y
33 16317171 Arco 6184 Underground Storage Tank Toxics Y
34 24541718 CASCADE HAULING & CONSTRUCTION Underground Storage Tank TOXICS Y
35 25117314 Symons Frozen Foods Inc F St Emergency/Haz Chem Rpt Tier2 Hazardous Waste Y
36 33637331 Providence Centralia Hospital Centralia Non Enforcement Final Ecology Action Site Y
37 43722518 Napavine Drug Lab 2 Hazardous Waste Generator HAZARDOUS WASTE Y
38 49314784 Kellys Body Shop Revised Site Visit Program Hazardous Waste Y
39 51251146 DULIN CONSTRUCTION INC Underground Storage Tank TOXICS Y
40 51864166 CENTRALIA PARKS & RECREATION Underground Storage Tank TOXICS Y
41 52768442 Precision Laboratory Plastics LLC Hazardous Waste Generator HAZARDOUS WASTE Y
42 54295862 Chevron 93124 LUST Facility Toxics Y
Underground Storage Tank Toxics Y
Voluntary Cleanup Sites Toxics Y
Hazardous Waste Generator Hazardous Waste Y
43 56646196 Reliance Food Center Inc Underground Storage Tank Toxics Y
LUST Facility Toxics Y
September 2021 DRAFT
Section 11 – Source Protection Program 11-9
FID
DOE Facility
ID Site name Type of Point Source Ecology Program
Within
1-Yr
Travel
Zone
Within
5-Yr
Travel
Zone
Within
10-Yr
Travel
Zone
Emergency/Haz Chem Rpt TIER2 HAZARDOUS WASTE Y
44 58139141 MINKS COUNTRY MARKET Underground Storage Tank TOXICS Y
45 62917955 RELIABLE ENTERPRISES Underground Storage Tank TOXICS Y
46 63264888 Elan Painting Inc Hazardous Waste Generator Hazardous Waste Y
Underground Storage Tank TOXICS Y
Industrial SW GP WATER QUALITY Y
47 73886322 TOLEDO TELEPHONE CO INC Underground Storage Tank TOXICS Y
48 77567317 SUPERIOR MUFFLER PARKWAY ENTERP Underground Storage Tank TOXICS Y
49 77889162 DARRELL PRICE Underground Storage Tank TOXICS Y
Revised Site Visit Program HAZARDOUS WASTE Y
50 77975549 Qwest Corporation W00832 Hazardous Waste Generator Hazardous Waste Y
Haz Waste Management Activity Hazardous Waste Y
Underground Storage Tank TOXICS Y
51 83676636 Gold Beach Investment Properties Inc Hazardous Waste Generator HAZARDOUS WASTE Y
52 84673392 LEWIS COUNTY DISTRIBUTORS INC Underground Storage Tank TOXICS Y
53 87285554 Texaco 638021033 Lust Facility Toxics Y
Voluntary Cleanup Sites Toxics Y
54 91259769 Toads Auto Machine Hazardous Waste Generator HAZARDOUS WASTE Y
55 NA Lincoln Creek Lumber Underground Storage Tank TOXICS Y
56 93874971 JC OCONNOR CONSTRUCTION INC Underground Storage Tank TOXICS Y
September 2021 DRAFT
Section 11 – Source Protection Program 11-10
FID
DOE Facility
ID Site name Type of Point Source Ecology Program
Within
1-Yr
Travel
Zone
Within
5-Yr
Travel
Zone
Within
10-Yr
Travel
Zone
57 94628852 Crescent Ave Drug Lab Hazardous Waste Generator HAZARDOUS WASTE Y
58 96441174 CONRAD MOVING & STORAGE Underground Storage Tank TOXICS Y
59 96829392 Willamette Valley Company Emergency/Haz Chem Rpt Tier2 Hazardous Waste Y
Industrial SW GP Water Quality Y
60 3084551 Parkway Mobile Home Park Underground Storage Tank Toxics Y
61 97749373 Lian Kenneth Residence Hazardous Waste Generator HAZARDOUS WASTE Y
62 98895788 Lewis Cnty Fire Dist 12 Centralia Underground Storage Tank TOXICS Y
Hazardous Waste Generator HAZARDOUS WASTE Y
63 99386131 Unocal SS 4722 LUST Facility Toxics Y
Underground Storage Tank Toxics Y
Voluntary Cleanup Sites Toxics Y
Emergency/Haz Chem Rpt TIER2 HAZARDOUS WASTE Y
64 99996974 WA DOT I-5 Blakeslee To Grand Mound Widening 401CZM Project Site Ecology Action Site Y
Non Enforcement Final Ecology Action Site Y
September 2021 DRAFT
Section 11 – Source Protection Program 11-11
11.4 Nitrate Monitoring Program
The City has concerns about the potential for nitrate contamination in the COGA. The recharge
area for the COGA is designated a Critical Aquifer Recharge Area (CARA), and encompasses
much of the City to the north and west of the Skookumchuck River and Chehalis River
confluence. Septic systems within the City limits and in unincorporated areas of the Urban
Growth Area (UGA) overlie the CARA and may cause nitrate contamination within the shallow
aquifer. Most septic systems overlying the CARA are in the Fords Prairie and Waunch Prairie
areas. Most of the City’s active production wells are in the Fords Prairie area, so nitrogen
loading in this part of the City is of greatest concern. Other point sources of nitrate
contamination, such as livestock facilities, stormwater infiltration features, and wastewater
facilities, can contribute nitrates to the COGA as well.
To address this concern the City worked with PGG to characterize the presence of nitrates in
the COGA and develop a nitrogen monitoring program. The City installed six monitoring wells in
July 2019 and will use several other existing wells to monitor for nitrates. The first nitrate
monitoring program sample was taken in December 2019, with quarterly monitoring beginning in
June 2020.
The City is creating a baseline dataset so seasonal concentration variability may be observed.
Monitoring data as of March 2021 are presented in Figure 11-2. The data show nitrate
concentrations at monitoring sites relative to each other. There is no clearly observed seasonal
nitrate trend. The City will continue to collect and review this data to look for trends in nitrate
concentrations in the COGA.
Figure 11-2: Nitrate concentrations at monitoring program sites, December 2019 –
March 2021
This page is intentionally left blank.
September 2021 DRAFT
Section 12 – Operations and Maintenance Program 12-1
12. Operations and Maintenance Program
12.1 Organizational Structure
The City of Centralia (City) uses a Council/Manager form of government. Elected positions
include those for the Mayor and each of the six Council members. The City Manager and
directors of each administrative department are filled by appointment. Of these departments, the
Public Works Department has responsibility for the management and operation of the City’s
water system.
The Public Works Department is located at 1100 North Tower Avenue and is headed by the
Public Works Director. Responsibilities of this position include overall management of all
operations including implementation of City policy and contractual commitments of the City.
A Water Operations Manager, under the direction of the Public Works Director, organizes and
administers the day-to-day operations and maintenance of the water system. Figure 12-1
provides a diagram of the organizational structure of the Public Works Department staff involved
in water system operations.
12.2 Personnel Certification
Pursuant to Chapter 246-292 WAC, the City is required to have certified operators. Certified
personnel are required for positions that are in direct charge of a public water system or major
segments of the system and are responsible for monitoring or improving water quality.
Some level of certification is required for most City water system operator positions. All certified
personnel must renew their certificates annually. They must demonstrate their continued
professional growth in the field by accumulating three related college credits or continuing
education units (CEUs) every three years. The City will continue training and assistance for all
staff in obtaining their certification and in meeting the three-year CEU requirements. This will
assist both the operators and the City in maintaining an efficient level of water system
operations. A listing of Water System Operations Personnel and their level of certification as of
March 2021 is included in Table 12-1.
City Council
City Manager
Rob Hill
Public Works Director
Kim Ashmore
Water Utilities Operations Manager
Andy Oien
Distribution Customer Service Production/Storage/
Telemetry
Lead Water Tech
Aaron Brandt
Water Tech
Casey Brady
Water Tech
Alan Teitzel
Water Tech
Kory Rogers
Water Tech
Logan James
Lead Customer
Service Tech
Brent Fuller
Customer Service
Tech
Jake Botten
Remote Systems
Lead
Mike Gray
Remote Systems
Tech
Chris Stone
Remote Systems
Tech
Reid Zucati
Water Quality
Specialist
Charlie Chambers
Figure 12-1. City of Centralia Organizational Chart
September 2021 DRAFT
Section 12 – Operations and Maintenance Program 12-3
Table 12-1. Personnel Certification
Staff Person Title Certification
Andy Oien Water Operations Manager WDS; WTPO-3; CCS; WDM-3
Aaron Brandt Lead Water Technician WDS; WTPO-2; WDM-2
Logan James Water Technician CCS; WDS
Kory Rogers Water Technician WDM-2; CCS; WDS
Casey Brady Water Technician WDS; CCS; WDM-2
Alan Teitzel Water Technician WDS; CCS; WTPO-2; WDM-2
Brent Fuller Lead Water Customer Service Technician WDS; CCS
Jake Botten Customer Service Technician WDM-1
Mike Gray Remote Systems Lead Technician WDS; WDM-2; WTPO-2
Chris Stone Remote Systems Technician CCS; WDM-2; WTPO-2
Reid Zucati Remote Systems Technician WTPO-1; WDS
Charlie Chambers Water Quality Technician CCS; WDS; WDM-2
Notes
WDS: Water Distribution Specialist WDM: Water Distribution Manager
CCS: Cross Connection Specialist WTPO: Water Treatment Plant Operator
WTPOIT: Water Treatment Plant Operator-In-Training BAT: Backflow Assembly Tester
12.3 Daily Operations
12.3.1 General
Centralia has a well-organized system of day-to-day monitoring and inspection to ensure that
the water system is kept in good operating condition. Daily operations and maintenance are
carried out by Water Utility staff under the direction of the Water Operations Manager.
Troubleshooting, adjustments, and repairs are also a part of the daily operations program.
Routine operations procedures for various system components are described below.
12.3.2 Sources
Each well, while in operation, is visited daily by a service technician, who observes conditions,
checks pump status, and observes water level in the well.
12.3.3 Storage
Daily reservoir checks are carried out to monitor water levels, chlorine residuals, pH, and
provide security. Operators check fences, gates, and locks for evidence of intrusion. Reservoirs
are drained, cleaned, and inspected once per year.
12.3.4 Booster Facilities
Each booster pump station is inspected weekly. This includes a check of the pumps, flow
meters, pressure gauges, and controls as well as overall physical condition of the station.
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12.3.5 Service Meters
Water service meters are inspected in response to customer requests or when other evidence
suggests a meter has become inoperative.
12.3.6 Dead-end Lines
Dead-end lines have blow-offs operated weekly to maintain chlorine residual.
12.4 Emergency Response Plan
State Department of Health (DOH) requirements for a Water System Plan (WSP) specify that an
Emergency Response Plan (ERP) be included in the Operations Program. The purpose of an
ERP is to guide personnel through system malfunctions, natural disasters, and other events
affecting routine system operation.
The major elements in this ERP include a description of system vulnerability, contingency plan,
and emergency response procedures. Since potential emergency situations are varied, a
response plan that is flexible enough to adapt to most conditions is important. Proper staffing,
training, and communication, as well as a suitable inventory of maintenance and repair parts,
are also basic to the ERP.
12.4.1 Vulnerability Overview
In January 2004, the City of Centralia performed a Vulnerability Assessment in accordance with
the Environmental Protection Agency (EPA) Bio-Terrorism Preparedness and Response Act of
2002. All Utility facilities were assessed and rated with regard to acts of bio-terrorism. Results
were sent to the EPA and integrated into this Emergency Response Plan. As a result of the
Vulnerability Assessment, the City added active alarm systems to the Fords Prairie Wellfield,
the Seminary Hill and Davis Hill Reservoirs, and the North End Shop.
12.4.2 America’s Water Infrastructure Act (AWIA)
AWIA requires that all community water systems serving populations greater than 3,300
persons conduct a Risk and Resilience Assessment (RRA) of the risks to, and resilience of,
their system, and update their Emergency Response Plan accordingly. The RRA is required to
include the following elements:
•Risk to the system from malevolent acts and natural hazards
•Resilience of the infrastructure, including supervisory control and data acquisition(SCADA)/cyber resilience
•Monitoring practices of the system
•Financial infrastructure of the system
•Use, storage, or handling of various chemicals by the system
•Operation and maintenance of the system
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The RRA provides a review of the vulnerability of the City’s critical assets, which incorporates
risks caused by both natural hazards and human-caused threats. This RRA summary report
documents the process and results of the RRA, providing the City with an understanding of
which assets in the system are most critical, along with potential mitigation measures that can
be considered to address the identified risk in the water system. The City certified its RRA to the
administrator of the U.S. Environmental Protection Agency (EPA) by the deadline (June 30,
2021).
The RRA must be reviewed at least every 5 years to determine if revisions are required
because of changes to the water system. Upon review, the water system must recertify the RRA
if there are no revisions or certify a revision to the RRA. The City is also required to update its
Emergency Response Plan (ERP) within 6 months of each RRA certification so that the revised
ERP includes information from the latest RRA. The ERP update must also be certified to the
EPA. As of publication of this plan, the City is updating its ERP, which must be certified by
December 31, 2021.
12.4.3 Contingency Plan
The contingency plan presented herein is intended to serve as a guide to City personnel for
developing response procedures. It provides an emergency roster, gives guidelines for
determining priority service customers, describes DOH notification procedures, suggests
methods for organizing repair parts and materials, sets water service priorities, establishes
basic personnel responsibilities, and presents a general field response procedure.
Emergency Roster
An up-to-date Emergency Call Up Roster is provided in Table 12-2. It has been prepared
containing personnel and suppliers’ names and phone numbers. A copy of this list is displayed
at the Utility Office, City Hall, and Fire and Police Departments. In the event of an emergency,
additional personnel should be assigned as deemed necessary by supervision.
Table 12-2. City of Centralia Emergency Contacts
Contact Phone Number
Fire/Police/Medical 911
DOH Regional Engineer (360) 236-3018
DOH Emergency Contact (after hours) 1-877-481-4901
Department of Ecology Spill Response 800-258-5990
County Environmental Services 360-740-1217
County Environmental Health 360-740-2718
Electric Utility 360-330-7512
Pump Service 888-644-6686
Electrician 360-736-9907
Media Contact (KELA) 360-736-3321
Media Contact (KITI) 360-736-1355
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Call Before You Dig 811
Engineering Consultant (HDR) (360) 570-4400
Priority Service List
The City plans to develop a Priority Service List, to protect individuals and/or organizations who
are dependent upon an uninterrupted supply of water and/or strict water quality requirements.
Public information and education concerning this service is important to encourage those in
need of special water service to contact the City for inclusion on the list. Possible candidates for
this service might include individuals on home-care kidney dialysis equipment or other medical
facilities and organizations requiring uninterrupted water for specialized commercial or industrial
processes.
DOH Notification
The Public Works Director, or their designee, will immediately notify the DOH District Engineer
in the event that water shutdown is threatened or required for more than 24 hours, water quality
is determined to be unacceptable, or whenever a public health risk associated with the water
system is detected.
Material Supplies
The City maintains a computerized inventory of repair and replacement parts that permits an
immediate determination of readiness to respond to an emergency. The inventory is updated
monthly as purchase invoices and crew reports are received. The quantity and type of materials
in storage are checked periodically against the computer printout to ensure accuracy.
Priorities
When used for drinking, water quality should meet all applicable State and federal drinking
water quality standards. Furthermore, priorities of water usage are rated in the following order.
•Fire Fighting (Life Threatening)
•Drinking
•Fire Fighting (Property Threatening)
•Sanitary
•Industrial
•Commercial
This usage priority rating is a general guideline only. Decisions by City officials regarding water
allocation during emergencies may vary from this on the basis of prevailing conditions.
Responsibilities
The following are responsibilities for administrative and technical personnel in the event of an
emergency.
•Mayor and City Manager
o Keep public informed.
•Public Works Director
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o Keep Mayor, Manager, and public informed.
o Maintain contact with Water Operations Manager.
o Assess disaster/damage.
o Determine or authorize emergency response.
o Prepare warning information for users.
o Oversee operations.
• Water Operations Manager
o Keep Public Works Director informed.
o Maintain contact with crew(s).
o Assess available equipment and resources.
o Formulate plan for corrective action.
o Execute response action.
o Document incident and response action.
• Field Staff
o Take immediate action to protect life.
o Note damage and apparent cause.
o Notify Water Utility office.
o Keep Water Supervisor informed.
o Assist in taking corrective action.
• Office Staff
o Contact emergency services, as appropriate.
o Answer incoming phone calls.
o Maintain radio contact with crews.
• Police Chief
o Maintain crowd and traffic control.
o Provide security.
• Fire Chief
o Provide fire control.
o Provide emergency aid.
General Field Response
The initial reaction by City personnel to an emergency is to take prompt action to remove any
immediate threat to public health or safety. Where appropriate, bystanders may be warned,
traffic diverted, valves shut off, dangerous materials removed, or other necessary action taken,
provided it can be done without further risk to the public or City staff.
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Next, the Water Operations Manager is contacted and informed as to the damage and apparent
cause. This individual can then dispatch a crew to isolate the problem or damaged facility.
Meanwhile, the damage is more thoroughly assessed and a determination made as to the
materials and equipment necessary for correction. It may be necessary to decide between a
temporary solution that can be accomplished quickly and a permanent one that may take more
time. It is essential that the City’s repair supplies inventory and a list of materials suppliers are
kept up-to-date and readily accessible to avoid unnecessary delay in restoration of service.
Throughout the emergency, radio contact is maintained between work crews, the Water
Operations Manager, and other key participants to enhance coordination of the corrective effort.
It is important that City administrators are kept appraised of the emergency to permit proper
public notification.
12.4.3 Emergency Response Actions
A summary of system components potentially impacted by various types of emergencies is
shown in Table 12-3. Actions to be taken in response to several of these situations are
described below.
Table 12-3. Potential Disaster Effects
Disaster Type Storage Wells
Transmission
Network
Distribution
System
Telemetry and
Control System
Power Supply
System
Earthquake X X X X X X
Severe windstorm X X X X
Ice/snow storm (freezing conditions) X X X X X
Flooding X X X X
Fire X X X X
Volcanic eruption X X X X X X
Drought X
Contamination of
water supply X X X
Water main break X X X X X X
Vandalism X X X X X X
Explosion/bomb blast X X X X X X
Nuclear warfare X X X X X X
Bio-Terrorism X X X X X X
Emergency: Earthquake
Description - A major earthquake, with a magnitude of 5.0 or greater on the Richter scale, and
intensity of 9 or greater on the Modified Mercalli scale, could disrupt the source, transmission,
pumping, storage, and distribution components of the water system. In addition, power failures
and interruption to conventional transportation and communication systems may occur.
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Response - Water personnel will anticipate critical water use needs for fire fighting and medical
facilities resulting from an earthquake. These should be given due priority in assessing the
emergency, preparing damage reports, and organizing repair efforts. Crews are equipped to
maintain constant radio contact, barricade hazardous areas, shut off valves to isolate broken
mains, move soil and debris, turn off water services, and make repairs. They are also prepared
to help residents secure a safe supply of drinking water.
Since they are hidden from view and at least as susceptible to ground movement as above-
ground structures, pipelines, wells, and other buried facilities require closer attention in the
event of an earthquake. The water system will be checked thoroughly for any unexplained drop
in line pressure, reduction in flow rate, pump failure, leakage, or other signs of damage.
Emergency: Flooding
Description - Centralia’s location at the confluence of the Chehalis and Skookumchuck Rivers
makes it vulnerable to floods in either drainage basin. The largest potential flood impacts on
Centralia’s water system are inundation and contamination of wells, loss of power, and washed
out mains. Other important impacts include overload of the wastewater plant, inundation of other
structures, transportation disruptions, and competing demands on City resources.
Response - Water personnel will anticipate the facilities that will most likely be impaired by
flooding. All major system components, however, must be checked thoroughly to assess
physical damage as well as evidence of contamination. Particular attention should be given to
wells in low-lying areas and all locations where mains cross flooded streams. Once collected,
damage reports can be evaluated to determine the items that need immediate attention to
assure continued water service.
Crews are equipped to maintain constant radio contact, construct temporary diversion dams,
barricade hazardous areas, shut off valves to isolate broken mains, pump or bail flooded
facilities, move soil and debris, turn off water services, and make repairs. They are also
prepared to help residents secure a safe supply of drinking water. The City’s ample water
storage capacity is an important resource that can be utilized until sources, that have been
inactivated by flooding or other natural disasters, can be returned to service.
Emergency: Power Failure
Description - Short- and long-term interruptions in power supply can occur for a variety of
reasons and may or may not be associated with emergencies which would otherwise affect the
water system. In addition, power outages may be localized to one or more blocks or may affect
the entire region. Facilities most affected by this type of emergency include source and booster
pumping, telemetry equipment, and communications systems.
Response - In addition to their field response, water personnel will immediately contact the City
Light Department to determine the nature, extent, and expected duration of the power outage.
Reservoirs would enable several days of uninterrupted water service to the Central, Cooks Hill,
and Ham Hill zones, under moderate demand conditions. The Davis Hill, Zenkner, and
Seminary Hill zones, however, rely on continuous pumping and would require backup power to
serve water to customers while electrical service was down.
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Emergency: Contamination of Source of Supply
Description - Contamination can occur in the groundwater supplies and may be the result of
man-made practices or natural occurrences. The system’s wells tap into open, relatively shallow
aquifers in and near the City which can be susceptible to contamination from various land uses.
Should a chemical spill or severe erosional condition contaminate a supply during the peak
demand period, some curtailment of service may be necessary.
Response - Initial response will be to isolate the affected source from the rest of the system.
Next, it will be necessary to determine the specific cause and remove it as quickly as possible.
This may be a simple matter such as in the event of a minor spill or may require a long period of
time, resources, and specialized assistance for larger, more complicated problems. Appropriate
measures for source removal and site cleanup should be determined according to the type,
location, nature, and entry path of the contaminant.
In addition to their field response, City personnel will ensure that appropriate health authorities
are contacted. At a minimum, this includes the Lewis County Environmental Health Director and
the DOH Regional Engineer. Staff need to determine, if possible, the extent of contamination in
the system and prepare an appropriate public information program.
Emergency: Emergency Bio-Terrorism
Description – An act of bio-terrorism could affect the entire water system, from production to
storage and distribution. In addition, power supply and facilities control could be interrupted,
causing additional failures.
Response – Personnel will respond to alarms in place for power control and intrusion. They will
notify the proper individuals who will re-establish control, isolate the system, test as needed,
and notify customers of outage. Utility managers will notify the proper authorities and ensure
support to affected areas until safe return to service is assured.
12.4.4 Public/Press Information
As a public water supplier, the City has an obligation to properly inform its customers of
emergencies which may affect water service. Wherever possible, press releases and other
public statements will be prepared in advance and delivered through a designated
spokesperson. According to the extent and type of emergency, the Mayor, City Manager, Public
Works Director, or Water Operations Manager may be an appropriate choice for this role. This
individual must have a good understanding of the water system and the emergency at hand. In
addition, she/he must be trained in public information and liability issues in order to provide
assurance that essential information is presented in a manner which best serves the public
interest.
12.5 Routine and Preventive Maintenance
Good preventive maintenance is both cost-effective and a deterrent to emergency conditions.
By following a set schedule of maintenance activities, the City can ensure efficient and reliable
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system operation, extend life of equipment, and provide an early warning of mechanical
breakdown. The City follows a schedule of monitoring and maintaining facilities throughout the
distribution system. The maintenance reporting procedures for the system are included in
Appendix L. Also in Appendix L are sample notification letters used for cross-connection control
as well as customer complaint forms.
Records of maintenance activities are kept on separate forms for wells, treatment facilities,
reservoirs, valves, hydrants, pump, meters, and cross connection control devices.
Preventive maintenance also requires adequate security to prevent or discourage unauthorized
use, theft, or vandalism to City facilities. All major equipment is securely locked while
unattended. This includes all buildings, vaults, sources, reservoirs, material storage areas, and
fences designed to secure such facilities. Brush, tall grass, and trees are trimmed back from
security fences to improve surveillance and thus discourage potential trespassers. The major
facilities are also included in routine police and sheriff’s department security patrols, and nearby
residents are be encouraged to report suspicious activities.
12.6 Water Quality Public Notification, Record Keeping,
and Customer Complaint Procedures
12.6.1 Public Notification
The City is required to provide periodic reports to DOH which summarize the results of water
quality testing. If any MCLs are exceeded, both DOH and the public must be notified in
accordance with methods specified in WAC 246-290-71001 through 246-290-71007.
DOH, through WAC 246-290-71001 (which in turn references 40 CFR 141.201 through 208) has
defined situations that require water purveyors to notify customers of what the circumstances
are and what actions are being taken to address certain acute issues. Violations and other
situations are categorized into three tiers, based upon the degree of potential adverse impacts
to human health. The most common situations listed in the three tiers are as follows:
Tier 1 (details found in Table 1 of 40 CFR 141.202 (a))
a) Violation of the MCL for total coliforms when fecal coliform or E. coli are present in the
system, or when there is a failure to test for fecal coliform or E. coli when required.
b) Violation of the MCL for nitrate, nitrite, or total nitrate and nitrite, or failure to perform
required confirmation sampling.
c) Certain situations when there is a violation of the MRDL for chlorine dioxide.
d) Certain situations when there is a violation of the turbidity MCL.
e) Certain situations when there is a violation of the Surface Water Treatment Rule, Interim
Enhanced Surface Water Treatment Rule, or Long Term 1 Enhanced Surface Water
Treatment Rule treatment technique requirement.
f) Occurrence of a waterborne disease outbreak or other waterborne emergency.
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g)Other violations or situations with significant potential to have serious adverse effects on
human health.
Tier 2 (details found in Table 1 of 40 CFR 141.203 (a))
a)All MCL, MRDL, and treatment technique requirement violations, except those classified
as Tier 1.
b)Violations of the monitoring and testing procedure requirements, where DOH determines
that a Tier 2 notice is required rather than a Tier 3 notice.
c)Failure to comply with the terms and conditions of any variance or exemption in place.
Tier 3 (details found in Table 1 of 40 CFR 141.204 (a))
a)Monitoring violations that do not fall under Tiers 1 or 2.
b)Failure to comply with a testing procedure that does not fall under Tiers 1 or 2.
c)Operation under a variance or exemption.
d)Availability of unregulated contaminant monitoring results.
e)Exceedance of the fluoride secondary MCL.
In addition, WAC 246-290-71001 requires that purveyors notify customers when the system is
issued a departmental order, fails to comply with a departmental order, or is issued a category
red operating permit.
Public notification distribution requirements are set forth according to the Tier system. In
general, the timing and manner of public notifications are as follows:
Tier 1 (details found in 40 CFR 141.202 (b) and (c))
a)Public notice shall be provided as soon as possible but no later than 24 hours after the
system learns of the violation.
b)DOH shall be contacted as soon as possible but no later than 24 hours after the system
learns of the violation.
c)At a minimum, one of the following forms of delivery is to be used:
a.Broadcast media (radio, television).
b.Conspicuous posting.
c.Hand delivery of notice.
d.Another method approved by DOH.
Tier 2 (details found in 40 CFR 141.203 (b) and (c))
a)Public notice shall be provided as soon as possible but no later than 30 days after the
system learns of the violation.
b)The public notice must be repeated every three months as long as the violation or
situation persists, unless DOH determines that another frequency is warranted.
c)At a minimum, the form of delivery must meet the following:
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a. Mail or direct delivery.
b. Any other method reasonably calculated to reach other persons regularly served by
the system, such as publication in a local newspaper, posting in public places, etc.
Tier 3 (details found in 40 CFR 141.204 (b) and (c))
a) Public notice shall be provided no later than one year after the system learns of the
violation or situation.
b) The public notice must be repeated every year as long as the violation or situation
persists.
c) Instead of individual Tier 3 notices, an annual report may be used to detail all violations
and situations that occurred during the year.
d) The form of delivery is to meet the same requirements as that for Tier 2 notices.
12.6.2 Recordkeeping
The City is also responsible for maintaining certain records for specified periods. These
requirements are listed in Table 12-4.
Table 12-4. Retention of Records of Operation and Analysis
Event Period of Retention
Bacteriological Analysis 5 years
Turbidity Analysis 5 years
Chemical Analysis 10 years
Records of Action Taken to Correct MCL
Violations
3 years after last violation.
Records Regarding a Variance or Exemption 10 years following expiration of Variance or
Exemption.
Records Concerning Public Notification 3 years after Date of Notification.
Chlorine Residual 3 years (copies sent to DOH monthly)
12.6.3 Customer Complaints
All customer complaints are reviewed and addressed in a timely manner. Most water utility
related complaints are associated with leaks that are fixed as quickly as the utility can respond
to them. The City maintains a log of all customer complaints related to water quality.
12.7 Cross Connection Control Program
As stipulated by WAC 246-290-490, all cross connections between the City’s water system and
a non-potable supply of water are prohibited. It is the purveyor’s responsibility to prevent
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contamination of the public water system by cross connections. An effective program requires
coordination between the purveyor, customer, building inspector, and health department. Basic
to an effective program is enabling local ordinances and trained personnel to enforce and
monitor the elimination of cross connections.
Centralia’s cross connection control regulations are established by City Ordinance No. 2123,
passed by the City Council in March 2004. The Ordinance prohibits the presence of cross
connections and directs that water service be discontinued or refused to customers which fail to
comply.
The City’s Cross Connection Control Program is provided in Appendix M. This document
contains the details regarding how the cross connection program is implemented.
12.8 System Reliability
12.8.1 Summary of Water System Reliability Characteristics
Water Right Adequacy
As discussed in Section 7, the City’s water rights are more than adequate to meet water
demands within the 20-year planning horizon and beyond.
Source Reliability
The City utilizes multiple groundwater sources; thus, if one of their primary wellfields is
unavailable for maintenance purposes or other reasons, the other sources can be relied upon to meet demands.
During an emergency, the City also has an intertie with the City of Chehalis that can be opened
to provide an additional supply.
The City will be increasing its source reliability by developing additional groundwater sources,
using water rights acquired from TransAlta.
Facility Reliability
Analyses of the City’s source, pumping and storage facilities are provided in Sections 7 and 8.
As noted in those portions of this WSP, the City’s distribution storage reservoirs provide
sufficient standby storage to meet more than two days of average day demand. Pump stations
serving boosted pressure zones contain two pumps, with each capable of meeting maximum
day (and where necessary in closed pressure zones, peak hour) demands.
12.8.2 Water Shortage Response Planning
Emergency response planning is a key component of overall water system reliability. Part of
emergency response is the development of a Water Shortage Response Plan (WSRP) that
details actions taken during various levels of water shortages. During minor water shortages,
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only public information and voluntary conservation measures may be necessary to ensure
adequate water supply. During extreme shortages, mandatory curtailment and rationing may be
required.
Having a WSRP plan in place provides the City with an established plan on how to address
shortages. It assists customers in understanding what they can do to reduce water usage and
what to expect if the shortages become more severe.
The City’s WSRP is contained within Chapter 15.05 of the Centralia Municipal Code (see
Appendix C). The plan provides a three-stage approach to addressing a water supply shortfall
event. Each stage provides an increasingly aggressive set of actions to be implemented as
drought conditions become more severe.
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13.Capital Improvement Program
This chapter describes the methodology used in developing the City’s water system Capital
Improvement Program (CIP), and presents the costs and schedules for projects planned for implementation between 2021 and 2041.
13.1 Development of CIP
The CIP was prepared by first identifying projects that address water system needs or
deficiencies, as documented in earlier chapters of the WSP. In addition, recurring or annual capital
projects related to system maintenance (e.g., water main replacement programs) have also been
included in the list of improvements.
A 20-year implementation schedule of the projects was then developed. Generally, projects of
higher priority (i.e., those that address current system needs) were scheduled for implementation
within the 10-year planning horizon (2021-2031). Projects that serve anticipated future needs
associated with system growth, or are less critical to system operation, were scheduled for
implementation between 2031 and 2041. Detailed scheduling of the higher priority projects was
based primarily upon the City’s existing forecast of project implementation timelines. Where
applicable, the timing of water system projects has been coordinated with sewer and street
improvements planned for the same locations.
Planning-level (AACE1 Class 5) cost estimates have been developed for each capital project included in the 2021-2041 CIP. Generally, each project cost includes the following components:
•Base construction cost. Includes all labor and material costs needed to construct aproject. For pipeline and valving projects, construction costs were estimated based uponunit construction costs derived from bid tabulations for recent and similar Lewis andThurston County water distribution projects.
•Sales tax. Calculated as 8.2 percent (the 2021 local tax rate) of the base constructioncost.
•Construction contingency. Takes into account the uncertainties associated withestimating project costs at this planning level. Calculated as 30 percent of the total of baseconstruction plus sales tax.
•Design engineering. Includes City and consultant design costs, and other related costitems, such as permitting and construction administration. For most projects, this iscalculated as 25 percent of the base construction cost. However, a higher percentage ofthe base construction cost is used for projects with more complex design or permittingneeds.
1 Association for the Advancement of Cost Engineering.
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These elements are summed to determine the total project-level cost estimate for a project, as expressed in 2021 dollars. Planning-level cost estimates are summarized in Table 13-1 and project locations are indicated in Figure 13-1.
Schedule and Cost of Improvements (in thousands of 2021 dollars) (1)Project No.Description Purpose of Project (2)Financing Source(3)Base Project Cost (2021 Dollars)2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 10-yr CIP TOTAL 20-yr CIP TOTALWater System ProjectsWater SupplyWS-1 Borst Park Groundwater Treatment Facility Growth/Improve LT 17,600 721 1,061 8,687 8,948 19,417 17,600 37,017Water StorageWR-1 Upper Davis Hill Reservoir (0.25 MG)Growth Dev 550 0 739 739WR-2 Zenkner Hill Reservoir (0.175 MG)Growth Dev 382 0 513 513WR-3 Upper Seminary Hill Reservoir (0.30 MG)Growth Dev 656 0 882 882WR-4 Widgeon Hill Reservoir (0.30 MG)Growth Dev 656 0 882 882Water Pump StationsWB-1 Upgrade Cooks Hill Booster PS (110 gpm)Deficiency OI 365 0 491 491WB-2 Upgrade Davis Hill Booster PS (300 gpm and 1,000 gpm Fire Pump)Deficiency OI 365 0 491 491WB-3 Upgrade Zenkner Valley Booster PS (1,000 gpm Fire Pump)Deficiency OI 323 0 434 434WB-4 Upgrade Seminary Hill Booster PS (1,000 gpm Fire Pump)Deficiency OI 532 0 715 715WB-5 Upgrade Gleason Booster PS (1,000 gpm Fire Pump)Deficiency OI 532 0 715 715WB-6 New Widgeon Hill Booster PS (320 gpm)Growth Dev 748 0 1,006 1,006Water Distribution System (Piping)WD-1 Annual Piping Renewal and Replacement (Annual Cost)Improve OI 78 78 80 83 85 88 90 93 96 99 102 894 894 1,787
WD-2 (Number not Used)
WD-3 Leak Detection Improve OI 15 15 15 16 16 17 17 18 18 19 20 172 172 344
WD-4 Upsize Lines from 6" to 8" on Roanoke St (2,200 LF)Deficiency OI 764 0 1,027 1,027
WD-5 Upsize Lines from 6" to 8" in Davis Hill Zone (1,500 LF)Deficiency OI 520 0 698 698
WD-6 Upsize Lines from 6" to 8" on Zenkner Valley Rd (1,900 LF)Deficiency OI 657 677 677 0 677
WD-7 Complete Loop with 6" in Zenkner Valley Zone (500 LF)Deficiency OI 138 142 142 0 142
WD-8 Upsize Lines from 4" to 8" on Logan, Yakima, And Madrona (800 LF)Deficiency OI 275 284 284 0 284
WD-9 Upsize Lines from 6" to 8" on Seminary Hill Rd (19,000 LF)Deficiency OI 6,535 0 8,782 8,782
WD-10 Upsize Lines from 4" to 8" on Military Rd (2,350 LF)Deficiency OI 811 0 1,089 1,089
WD-11 Upsize Lines to 12" and install new 12" loop in Graf Rd area (2,700 LF)Deficiency OI 1,116 0 1,500 1,500
WD-12 Upsize Lines from 2" to 10" on Scammon Creek Rd (1,600 LF)Deficiency OI 551 0 740 740
WD-13 Upsize Lines from 4" to 8" on Blanchard Rd (3,900 LF)Deficiency OI 1,346 1,386 1,386 0 1,386
WD-14 Upsize Lines from 2" to 8" on Blanchard Rd (3,000 LF)Improve OI 1,039 1,070 1,070 0 1,070
WD-15 (Number not Used)
WD-16 Add 8" on Joppish Rd (5,300 LF)Deficiency OI 1,834 1,889 1,889 0 1,889
WD-17 Complete Loop with 12" on Goodrich Rd (4,500 LF)Growth Dev 1,850 0 2,486 2,486
WD-18 Add 8" Line to connect to reservoir (1,500 LF)Growth Dev 626 0 842 842
WD-19 Upsize Lines from 2" to 6" on High Street (860 LF)Improve OI 243 0 326 326
WD-20 Upsize Lines to 6" on Latona, Aurora and Denny (1,260 LF)Improve OI 351 0 471 471
WD-21 Upsize Lines from 2" to 6" on Orton Street (1,090 LF)Improve OI 305 0 410 410
WD-22 Upsize Lines from 2" to 6" on Buckner (1,550 LF)Improve OI 427 0 574 574
WD-23 Add 12" Lines on Blair and 8" lines on Delano and Padrick (9,520 LF)Growth Dev 3,582 0 4,814 4,814
WD-24 Add 6" Lines on Delano and Padrick Roads, and 6" and 8" lines in UGA (6,290 LF)Growth Dev 2,172 0 2,919 2,919
WD-25 Add 6" Lines off Reynolds (West side of UGA) (4,280 LF)Growth Dev 1,161 0 1,561 1,561
WD-26 Add 6" and 8" Lines off Reynolds (East side of UGA) (6,630 LF)Growth Dev 2,281 0 3,066 3,066
WD-27 Add 8" Lines in Cooks Hill area (North and West Portions of UGA) (10,000 LF)Growth Dev 3,443 0 4,627 4,627
WD-28 Add 8" Lines in Cooks Hill area (South Portions of UGA) (3,000 LF)Growth Dev 1,039 0 1,397 1,397
WD-29 Add 6" Lines in Game Farm UGA area (West portion) (10,510 LF)Growth Dev 2,831 0 3,804 3,804
WD-30 Add 6" Lines in Game Farm UGA area (South portion) (11,360 LF)Growth Dev 3,059 0 4,112 4,112
Table 13-1. Capital Improvement Program (2021-2041)2031-2041 (4)
Schedule and Cost of Improvements (in thousands of 2021 dollars) (1)Project No.Description Purpose of Project (2)Financing Source(3)Base Project Cost (2021 Dollars)2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 10-yr CIP TOTAL 20-yr CIP TOTALTable 13-1. Capital Improvement Program (2021-2041)2031-2041 (4)WD-31 Add 12" Lines (upstream of new Widgeon Hill booster station) (2,100 LF)Growth Dev 870 0 1,170 1,170WD-32 Add 12" Lines (from Widgeon Hill booster station to new reservoir) (3,540 LF)Growth Dev 1,454 0 1,954 1,954WD-33 Add 8" and 12" Lines (Widgeon Hill transmission to South) (5,800 LF)Growth Dev 2,249 0 3,022 3,022WD-34 Add 8" and 12" Lines (Widgeon Hill transmission to East) (8,240 LF)Growth Dev 3,197 0 4,297 4,297WD-35 Widgeon Hill 8" PRV Growth Dev 107 0 143 143WD-36 Extend 8" Lines on Blanchard (1,740 LF)Improve OI 611 0 821 821WD-37 Cooks Hill 8" PRV Improve OI 107 0 143 143WD-38 Upsize Lines from 10" to 12" on Reynolds and Pearl Street (2,360 LF)Improve OI 965 0 1,297 1,297WD-39 Upsize lines from 4" and 6" to 8" on Spring Lane (1,410 LF)Improve OI 490 0 658 658WD-40 Add 6" Lines on Central Blvd (900 LF)Growth Dev 246 0 330 330WD-41 Add 6" Lines on Roswell Road and upsize 2" to 8" (2,070 LF)Growth Dev 565 0 759 759WD-42 Add 6" Lines South of Summerside (1,750 LF)Growth Dev 474 0 637 637WD-43 Add 6" Lines West of Scammon Creek (890 LF)Growth Dev 244 0 328 328WD-44 Add 6" Lines on Nick Road (840 LF)Growth Dev 230 0 309 309WD-45 Add 8" Lines South of South Street (1,660 LF)Growth Dev 581 0 780 780WD-46 Add 8" Lines on Scott-Johnson Road (680 LF)Growth Dev 244 0 328 328WD-47 Zenkner 8" PRV Improve OI 107 0 143 143WD-48 Upsize lines from 6" to 8" on State, 2" and 4" to 8" on Alvord (5,250 LF)Improve OI 1,975 0 2,654 2,654WD-49 Add 8" lines on Spring Lane (2,430 LF)Growth Dev 918 0 1,234 1,234WD-50 Upsize lines from 6" to 10" on S Scheuber Rd (6,200 LF)Deficiency OI 2,153 0 2,893 2,893
WD-51 New 12" loop from Kuper Rd (2,100 LF) and upsize 10" to 12"on Sandra Ave (100 LF)Deficiency OI 909 937 937 0 937
WD-52 Upsize lines from 10" to 14" on Industrial Dr (1,000 LF)Deficiency OI 413 0 555 555
WD-53 Install new 12" on Gallaher Rd (1,000 LF) and upsize 10" to 14" on Galvin Rd (300 LF)Deficiency OI 537 0 722 722
WD-54 Upsize pipes to 6" on E 2nd St and B St (2,300 LF)Deficiency OI 644 0 866 866
WD-55 Install new 8" piping on Seiminary Hill Rd and S Baker St (1300 LF)Deficiency OI 451 0 607 607
WD-56 Replace 18" Gravity Line Phase 1 (16"; Ham Hill to McAtee; 3,915 LF)Improve OI 898 925 925 0 925
WD-57 Replace 18" Gravity Line Phase 2 (8"; McAtee to east; 31,600 LF)Improve OI 6,320 8,246 8,246 0 8,246
Water Operations and Management (5)
WM-1 Wellhead Protection Plan Updates O&M OI 13 13 15 17 45 45 91
WM-2 Water System Plan Updates O&M OI 91 159 159 214 374
WM-3 Conservation Plan Implementation O&M OI 13 13 13 15 15 16 17 89 89 179
WM-4 (Number not Used)
WM-5 Water Rate Study O&M OI 39 44 44 59 103
Total Costs of Water System Improvements 89,875 106 8,154 1,160 8,789 9,111 138 111 114 134 8,561 36,377 97,839 134,216
Notes:(1)Costs are escalated from Base Project Cost (2021 dollars) to stated year of construction, assuming a 3% annual increase in costs.(2)Purpose of Project: Deficiency = Addresses deficiencies identified in the Water System Plan; Improve = Does not address a deficiency, but improves overall system operation/reliability; Growth = Required to address growth/expansion of the distribution system; O&M = Necessary for proper system maintenance.(3)Source of Funding: OI = Operating Income; Dev = Developer Funded/Contributed; LT = Long Term Debt.(4)Total costs associated with projects implemented in 2031 through 2041. Specific years of project implementation are noted where applicable.(5)One-time O&M expenditures that are covered by O&M funds, not through the capital budget.
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City of Centralia Water System PlanAugust 2021
FIGURE 13-1
¯0 0.5 1 Mile
*Service Area is the City'sWater Rights Place of Use
City of Centralia
City of Centralia UGA
City of Centralia Service Area*
City of Centralia RetailService Area
City of Chehalis WaterService Area
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Æ Pump Station
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Water Pipe
Diameter (inches)
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CIP Projects
"PRV CIP (20-year CIP)
Pump Station CIP (20-year CIP)
Reservoir CIP (20-year CIP)
Pump Station CIP (10-year CIP)
Waterline (10-year CIP)
Waterline (20-year CIP)
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-6
To account for inflation and the increase of construction costs over time, the base project-level costs have been escalated to their anticipated year of construction. It is impossible to predict accurately the rate at which construction costs will increase over the 2021-2041 period; however, a conventional method to estimate such increases is to examine cost index trends of past years.
The City used the Engineering News Record Construction Cost Index history to determine the appropriate rate of cost increase throughout the planning horizon. The national indices indicate construction costs increased at an annual average of approximately 3% from 2013-2019. The timeframe excludes 2020 due to the potential effects of the COVID-19 pandemic on cost increases. Therefore, 3% annual cost growth was used to determine costs of projects in future years.
Where applicable, design costs are scheduled one year in advance of construction costs, to reflect
the phasing typically used for larger projects.
13.1.1 Source and Treatment (WS) Improvements
Borst Park Groundwater Treatment Facility (WS-1, 10-year CIP): This item refers to the
development of a new groundwater treatment facility, to be located at Borst Park. Using water
rights acquired from TransAlta, this project will involve the rehabilitation of the two existing wells,
development of new groundwater wells, and design/construction of a new treatment facility similar
in nature to the Tennis Court treatment facility, providing for chlorination, corrosion control (via air
stripping), and fluoridation. This will be an on-going project, consisting of many phases, from
planning to design and then construction. The project cost included in Table 13-1 is based on
preliminary, conceptual-level engineering that was conducted in 2021, and includes costs related
to new wells, a treatment facility, connection to the distribution system, and associated design
and permitting costs.
13.1.2 Water Reservoir (WR) Improvements
The following improvements consist of new reservoirs. While projects WR-1 through WR-3 would
increase reliability and fire flow availability in specific existing areas of the distribution system,
they likely will be implemented only when triggered by growth or development pressures in each
specific area. This is most certainly true of WR-4, which will not be implemented if the Widgeon
Hill area is not developed. As such, all reservoir projects are planned for implementation after the
10-year planning horizon, as growth pressures in these areas are assumed to be minimal during
the near term.
Upper Davis Hill Reservoir (WR-1, 20-year CIP): This project consists of the construction of a
new 250,000 gallon storage reservoir to serve the Davis Hill pressure zone. The tank will provide
an additional level of reliability to the pressure zone, address existing fire flow deficiencies, and
support anticipated growth. This improvement is not needed solely to address existing fire flow
deficiencies if the pump station upgrade project (WB-2) and associated pipeline projects (WD-4
and WD-5) are implemented. Therefore, it is assumed this project will be implemented only if
triggered by growth needs.
Zenkner Hill Reservoir (WR-2, 20-year CIP): This project consists of the construction of a new
175,000 gallon storage reservoir to serve the Zenkner Valley pressure zone. The tank will provide
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-7
an additional level of reliability to the pressure zone, and will address existing fire flow deficiencies.
This improvement is not needed solely to address existing fire flow deficiencies if the pump station
upgrade project (WB-3) and associated pipeline project (WD-7) is implemented.
Upper Seminary Hill Reservoir (WR-3, 20-year CIP): This project consists of the construction
of a new 300,000 gallon storage reservoir to serve the Seminary Hill pressure zone. The tank will
provide an additional level of reliability to the pressure zone, and will address existing fire flow
deficiencies. This improvement is not needed solely to address existing fire flow deficiencies if
the pump station upgrade projects (WB-4 and WB-5) and associated pipeline project (WD-9) is
implemented, or if it is determined that existing available fire flows are sufficient to meet needs in
this area.
Widgeon Hill Reservoir (WR-4, 20-year CIP): This project consists of the construction of a new
300,000 gallon storage reservoir to serve the Widgeon Hill pressure zone. The tank will support
anticipated growth in this area that was previously within the City’s Urban Growth Area (UGA)
area, but which has been recently transferred to the City of Chehalis’ water service area.
13.1.3 Water Booster Pump Station (WB) Improvements
The following projects consist of improvements to existing booster pump stations or construction
of new pump stations. Similar to the reservoir projects described in the previous section, the
implementation of these improvements will likely be triggered by growth or development
pressures in their respective portions of the distribution system. As such, they are planned for
beyond the 10-year planning horizon.
Cooks Hill Booster Pump Station Upgrade (WB-1, 20-year CIP): This project consists of an
upgrade to the existing Cooks Hill pump station. The station will be modified to provide 110 gpm
of additional pumping capacity, in order to meet projected 20-year supply deficiencies (as
discussed in Section 7.2.3).
Davis Hill Booster Pump Station Upgrade (WB-2, 20-year CIP): This project consists of an
upgrade to the existing Davis Hill pump station. The station will be modified to provide 300 gpm
of pumping capacity, in order to meet projected 20-year peak hour demand (as discussed in
Section 7.2.5) and increase fire flow pumping capacity to 1,000 gpm. If the Upper Davis Hill
Reservoir is installed, the peak hour demand deficiencies are eliminated without upgrading the
pump station and fire flow is supplied by the reservoir.
Zenkner Valley Booster Pump Station Upgrade (WB-3, 20-year CIP): This project consists of
an upgrade to the existing Zenkner Valley pump station. The station will be modified to increase
the fire flow pumping capacity. If the Zenkner Hill Reservoir is installed, no improvement is necessary to the pump station as fire flow will be provided by the reservoir.
Seminary Hill Booster Pump Station Upgrade (WB-4, 20-year CIP): This project consists of
an upgrade to the existing Seminary Hill pump station. The station will be modified to provide
1,000 gpm of fire flow pumping capacity. If the Upper Seminary Hill reservoir is installed, no
improvement is necessary to the pump station as fire flow will be provided by the reservoir.
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-8
Gleason Booster Pump Station Upgrade (WB-5, 20-year CIP): This project consists of an
upgrade to the existing Gleason pump station. The station will be modified to provide 1,000 gpm
of fire flow pumping capacity. If the Upper Seminary Hill reservoir is installed, no improvement is
necessary to the pump station as fire flow will be provided by the reservoir.
Widgeon Hill Booster Pump Station (WB-6, 20-year CIP): This involves construction of a 320
gpm pump station to serve anticipated growth in the Widgeon Hill area. The station will be
designed to operate in conjunction with the Widgeon Hill Reservoir (see note above about this
area now being in the City of Chehalis UGA).
13.1.4 Water Distribution System (WD) Improvements
Annual Piping Renewal and Replacement (WD-1, 10-year CIP): This item refers to the
continuation of the City’s existing water main replacement program. The goal of the program is to
reduce the City’s amount of unaccounted-for water by the replacement of aging and deteriorated
pipelines. This program is a component of the City’s conservation program, as discussed in
Section 4.
Leak Detection (WD-3, 10-year CIP): This consists of annual investigations by leak detection
specialists to identify leaks in the water distribution system. This City typically conducts leak
detection over a two-three week period each year, with the goal of investigating the entire system
every four years. This aids in prioritizing projects in the renewal and replacement program.
Upsize Waterlines on Roanoke St (WD-4, 20-year CIP): This project involves the upsizing of 6”
main on Roanoke Street and a 2” between Prairie Rose Street and Roanoke Street with
approximately 2,200 LF of 8” pipe to address fire flow deficiencies.
Upsize Waterlines in Davis Hill Zone (WD-5, 20-year CIP): This project involves the upsize of
the 6” waterline in Roanoke Street within the Davis Hill zone with approximately 1,500 LF of 8’
pipe to address fire flow deficiencies.
Upsize Waterlines on Zenkner Valley Rd (WD-6, 10-year CIP): This project involves increasing
the existing unlooped 6” AC waterline on Zenkner Valley Road from Pearl St to Northridge Dr with
approximately 1,900 LF of 8” pipe to address fire flow deficiencies.
Complete Loop in Zenkner Valley Zone (WD-7, 10-year CIP): This project creates a loop
between Zenkner Valley Road and Northridge Drive with approximately 500 LF of 6” pipe to
address fire flow deficiencies.
Upsize Waterlines on Logan, Yakima, and Madrona (WD-8, 10-year CIP): This project
increases the existing 4” waterline on Logan Street with approximately 800 LF of 8” pipe to
address fire flow deficiencies.
Upsize Waterlines on Seminary Hill Road (WD-9, 20-year CIP): This project increases the
existing 6” waterline on Seminary Hill Road in the Seminary Hill zone with approximately 19,000
LF of 8” pipe to address fire flow deficiencies.
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-9
Upsize Waterlines on Military Road (WD-10, 20-year CIP): This project increases the existing
4” waterline on Military Road with approximately 2,350 LF of 8” pipe to address fire flow
deficiencies.
Upsize Waterlines on Graf Road (WD-11, 20-year CIP): To address fire flow deficiencies, this
project upsizes 200 LF of 6” AC pipe on Scheuber Rd north of the Graf Rd intersection to 12”
pipe. The project also upsizes 1,100 LF of 4” AC pipe on Graf Rd to 12” pipe. The project also
extends the Graf Rd piping to tie in with piping on Scammon Creek Rd by adding 1,400 LF of new
12” pipe.
Upsize Waterlines on Scammon Creek Road (WD-12, 20-year CIP): This project increases the
existing 2” waterline on Scammon Creek Road with approximately 1,600 LF of 10” pipe to address
fire flow deficiencies.
Upsize Waterlines on Blanchard Road (WD-13, 10-year CIP): This project increases the
existing 4” waterline on Blanchard Road with approximately 3,900 LF of 8” pipe to address fire
flow deficiencies.
Upsize Waterlines on Blanchard Road (WD-14, 10-year CIP): This project increases the
existing 2” waterline continuing west on Blanchard Road with approximately 3,000 LF of 8” pipe.
8” Waterline on Joppish Road (WD-16, 10-year CIP): This project installs approximately 5,300
LF of 8” waterline on Joppish Road to create a loop to River Heights Road and increase fire flow
in the Cooks Hill zone.
Create Loop on Goodrich Road (WD-17, 20-year CIP): This project installs approximately 4,500
LF of 12” waterline from Harrison Avenue along Goodrich Road to create a loop to a dead end 6”
waterline to allow for future growth.
Upper Davis Hill Reservoir 8” waterline Connection (WD-18, 20-year CIP): This project
installs approximately 1,500 LF of 8” waterline in the Davis Hill zone to connect to the Upper Davis
Hill Reservoir.
Upsize Small Diameter Waterlines in Central Part of City (WD-19 through WD-22, 20-year
CIP): These projects increase small diameter piping in the central part of the City with 6”
waterlines.
New Pipes to Serve Growth in Northern Part of City (WD-23 through WD-26, 20-year CIP):
These projects involve the construction of new distribution mains in the northern portion of the
City to extend water service to newly developed areas.
New Pipes to Serve Growth in Cooks Hill Area (WD-27 through WD-30, 20-year CIP): These
projects involve the construction of new distribution mains to extend water service to newly
developed areas in the Cooks Hill pressure zone as well as the Game Farm area (i.e., near the
high school).
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-10
New Pipes to Serve Growth in Widgeon Hill Area (WD-31 through WD-34, 20-year CIP):
These projects involve the construction of new distribution mains in and around the Widgeon Hill
pressure zone to extend water service to areas of potential new development.
Widgeon Hill PRV (WD-35, 20-year CIP): This project involves the construction of a pressure
reducing valve (PRV) to allow water from the Widgeon Hill pressure zone to flow into the Central
Zone, to aid in maintaining pressures (i.e., during fire fighting or other high flow events).
8” Waterline on Blanchard Road (WD-36, 20-year CIP): This project installs approximately
1,750 LF of 8” waterline on Blanchard Road to create a connection to the existing waterline on
Blanchard for the installation of the Cooks Hill PRV (WD-37).
Cooks Hill PRV (WD-37, 20-year CIP): This project involves the construction of a PRV to allow
water from the Cooks Hill pressure zone to flow into the Central Zone, to aid in maintaining
pressures (i.e., during fire fighting or other high flow events). The PRV station should be located
at an elevation below the highest service connections in the Central Zone along Blanchard Road
to allow these high elevation (low pressure) connections to shift to the Cooks Hill Zone.
New and Upsized Pipes to Serve Growth throughout the City (WD-38 through WD-46 and
WD-49, 20-year CIP): These projects involve the upsizing of some existing lines and construction
of new distribution mains in various areas to be developed throughout the Central pressure zone.
Zenkner Hill PRV (WD-47, 20-year CIP): This project involves the construction of a PRV to allow
water from the Zenkner Valley pressure zone to flow into the Central Zone, to aid in maintaining
pressures (i.e., during fire fighting or other high flow events). This project should only be
completed if the Zenkner Hill Reservoir (WR-2) is completed.
Address Fire Flow Deficiencies on State and Alvord Streets (WD-48, 20-year CIP): This
project involves the upsizing of distribution mains in State and Alvord Streets to address fire flow
requirements.
Address Fire Flow Deficiencies on S Scheuber Rd (WD-50, 20-year CIP): This project
involves the upsizing of the existing 6” PVC distribution main on S Scheuber Rd south of the Graf
Rd intersection with 6,200 LF of 10” pipe to allow for fire flow goals to be reached for the full
stretch of piping along S Scheuber Rd.
Port of Centralia Park II Fire Flow Improvements (WD-51, 10-year CIP): The current available
fire flow for the Port of Centralia Park II is approximately 3,500 gpm but has a fire flow goal of
5,000 gpm. This project includes several distribution improvements to reach the fire flow goal for
the area.
•Extend the waterline on Robert Thompson Rd to the east and then south to Kuper Rd with
2,100 LF of 12” pipe to create a loop to feed the Port of Centralia Park II.
•Upsize approximately 100 LF of 10” CI pipe on Sandra Ave just north of the intersection
with Ives Rd with 12” to eliminate a bottleneck of 10” pipe.
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-11
• Adjust the PRV settings of the Eshom Rd PRV (located at the intersection of Eshom Rd
and Galvin Rd) with a 100 psi setting.
Industrial Drive Fire Flow Improvements (WD-52, 20-year CIP): The current available fire flow
for the Industrial Dr area is approximately 3,000 gpm but has a fire flow goal of 5,000 gpm. This
project upsizes the existing 10” CI pipe (1,000 LF) on Industrial Dr to 14” to reach the fire flow
goal for the area.
Galvin Rd Industrial Area Fire Flow Improvements (WD-53, 20-year CIP): The current
available fire flow for the industrial area along Galvin Rd is approximately 2,500 gpm but has a
fire flow goal of 5,000 gpm. This project adds approximately 1,000 LF of 12” along Gallaher Rd
between Galvin Rd and Northpark Dr to create a new pipe loop. The project also upsizes 300 LF
of 10” DI with 14” on Galvin Rd between Steelhamer Ln and Eshom Rd to remove a bottleneck in
the system.
Address Fire Flow Deficiency on B Street (WD-54, 20-year CIP): This project would upsize
the existing 6” CI and 2” GI pipe on E 2nd St from N Tower Ave to B St, and the existing 2” PVC,
6” CI, and 4” AC pipe on B St from E 2nd St to E 6th St with 2,300 LF of 6” pipe to improve fire
flows.
Address Low Pressure Area around Baker Street (WD-55, 20-year CIP): This project would
shift a portion of the Central zone to the Seminary Hill zone along Baker Street and Seminary Hill
Road that currently experience low pressures and limit available fire flow to the rest of the Central
zone. This would be done by installing approximately 1,300 LF of 8” from the discharge side of
the Seminary Hill Pump Station along Seminary Hill Road and Baker Street.
Replace 18” Gravity Main from Ham Hill to McAtee – Phase 1 (WD-56, 10-year CIP): This
project will replace approximately 3,915 linear feet of existing 18-inch water main with 16-inch
pipe from Ham Hill Road to McAtee Road, abandon an existing water main, and install valves and
two fire hydrants. The existing water main is old and prone to leaks. Due to the location of the line
it is difficult to find and repair the leaks. Replacing the line using pipe bursting technology allows
the City to replace the main without excavating on steep hillsides, private property and the China
Creek Phase 1 property. This method saves time, money and reduces construction impacts to
area residents. The addition of two fire hydrants improves fire protection for area residents.
Replace 18” Gravity Main from Ham Hill to McAtee – Phase 2 (WD-57, 10-year CIP): This
project will replace approximately 31,600 linear feet of existing 18-inch water main with 8-inch
pipe from McAtee Road to the east. The City will replace the difficult to access and wetland
sections as a matter of priority, then replace the remaining pipes in multiple stages.
13.2 Operational and Management Improvements
Operational and management (O&M) improvements are listed in Table 13-1 and are summarized
below. These represent one-time O&M expenditures that are paid for through O&M funds, not
through the capital budget.
Wellhead Protection Plan Updates (WM-1): This item refers to the periodic updates and
implementation actions associated with the wellhead protection plan (e.g., updates to the
September 2021 DRAFT
Section 13 – Capital Improvement Program 13-12
inventory of potential contaminant sources). Budget is provided every four years to address this
need.
Water System Plan Updates (WM-2): This consists of the periodic (i.e., every ten years) update
to the water system plan.
Conservation Plan Implementation (WM-3): This includes annual costs associated with
implementation of the conservation plan. This covers items such as public education (e.g., mailed
and distributed brochures), consumer assistance, etc. Other, more costly conservation activities
are considered separately, such as annual pipeline renewal and replacement (WD-1) and leak
detection (WD-3).
Water Rate Study (WM-5): This item refers to periodic rate studies. For budgeting purposes, it
is assumed a rate study is conducted once every 5-10 years.
September 2021 DRAFT
Section 14 – Financial Plan 14-1
14.Financial Plan
14.1 Introduction
The effective implementation of a Water System Plan (WSP) is dependent upon accurately
developing a document that can be financially supported by the utility, will meet State and local regulatory requirements, and provides the flexibility to deal with unforeseen changes. Requirements from the Department of Health (DOH) are outlined in WAC 246-290-654, which include:
(j)Financial program, including demonstration of financial viability by providing:
(i)A summary of past income and expenses;
(ii)A one-year balanced operational budget for systems serving one thousand or
more connections or six-year balanced operations budge for systems servingless than one thousand connections;
(iii)A plan for collecting the revenue necessary to maintain cashflow stability and to
fund the capital improvement program and emergency improvements; and
(iv)An evaluation that has considered:
a.The affordability of water rates; and
b.The feasibility of adopting and implementing a rate structure that encourageswater demand efficiency.
The discussion below presents elements of this WSP which address each of these issues. It is important to note that the financial plan presented herein is an overview of the water system financial position.
A crucial component of the review is how the water system Capital Improvement Plan (CIP) will be reflected in the analysis. Identifying both the cost and timing of CIP projects to be pursued, as well as how they will be funded (Bonds, Grants, Rate Revenue, Loans and/or combinations of each), can significantly impact the water utility’s rate revenue requirement.
Based on how these projects are approached from a financial perspective, the review takes an in-depth look at financial performance measures such as the debt service coverage ratio, as well as any existing obligations to fund reserves or renewal and replacements.
This chapter also projects the utility’s financial position over time to gauge the relative merits or consequences of specific CIP financing strategies. Monitoring actual changes in financial performance over time will also help indicate when and where actions may be needed to maintain or improve the utility’s financial health throughout the process.
The City completed a rate study in 2019. The rate study was used as a basis for developing the financial forecast for this chapter along with the City’s updated budget.
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Section 14 – Financial Plan 14-2
14.2 Past Period Financial History
The past five years of financial information for the water utility (Table 14-1) were examined to gain an understanding of the past performance of the utility, and at the same time, gain perspective on its current financial status.
Table 14-1. Historical Revenues and Expenses FY 2015-2019
Account Name 2015 Actual 2016 Actual 2017 Actual 2018 Actual 2019 Actual Operating Revenue Charges for Services $5,095,014 $5,039,204 $5,188,714 $5,430,915 $5,597,080 Interest Earnings 10,609 28,783 45,774 133,687 163,552 Interfund Loan Repayment 75,120 225,219 0 0 0 Capital Facility Charges 95,893 150,923 257,312 219,628 218,065 Miscellaneous 37,063 21,087 172,534 34,408 935,075 Total Operating Revenue $5,313,700 $5,465,216 $5,664,334 $5,818,637 $6,913,772 Operating Expenses Salaries $1,211,549 $1,219,655 $1,317,570 $1,226,730 $1,285,972 Benefits 577,221 534,563 579,514 593,525 606,531 Supplies 256,896 227,818 215,364 291,443 220,214 Other Services & Charges 686,855 811,690 797,442 1,142,771 955,605 Intergovernmental 0 5,084 5,349 33,382 0 Interfund 741,287 733,241 758,652 751,700 812,420 Total Operating Expenses $3,473,808 $3,532,050 $3,673,891 $4,039,551 $3,880,741 Debt Service Debt Principal $439,647 $435,256 $435,775 $435,898 $379,411 Debt Interest 44,482 39,400 33,486 28,094 22,393 Total Debt Service $484,128 $474,656 $469,261 $463,992 $401,804 Capital Outlay Total Capital Outlay $1,289,850 $880,782 $1,338,718 $1,229,707 $1,596,201 Fund Balance Used $0 $0 $0 $0 $0 Operating Revenues Less Expenses, Debt, & Capital Outlay $65,913 $577,728 $182,464 $85,388 $1,035,026
As can be seen from Table 14-1, the City has been able to fund both O&M and capital costs with rate revenue. During the FY 2015 through FY 2019 period, the City’s capital costs have averaged $1.3 million per year. The amount of revenue remaining after all costs is largely dependent on the level of capital spending that year. Excess revenue remaining at the end of the year are held in reserve to be used for future capital needs. The City has a policy to increase their water rates at inflationary levels on an annual basis.
14.3 Development of the Financial Plan
The development of the six-year financial plan is intended to demonstrate the City’s ability to meet its capital improvement needs, while maintaining sufficient rate levels to support those needs. The financial plan was developed to review the projected revenues and expenses of the water system for Fiscal Years (FY) 2021-2026. The City’s FY 2020 water system budget was used as a starting point. Cost projections for future years were obtained by applying annual escalation factors to the City’s 2020 budget in addition to the capital plan proposed in this WSP. The escalation factors used to project the financials were obtained from the 2019 rate study.
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Section 14 – Financial Plan 14-3
14.3.1 Water Utility Revenues
The first component of the financial plan reviews the revenues of the water system. There are two primary types of revenues received from operations: rate revenues and miscellaneous revenues. Rate revenues are projected to be $5,977,234 in FY 2020. While the demand forecast in Chapter 3 of this WSP uses a growth rate of approximately 1.76 percent for residential customer categories, the financial plan assumes revenue growth from water rates will be lower than this, at 0.5% (see
Table 14-2). Using the lower growth rate was consistent with the 2019 rate study and it is generally a good approach when forecasting revenue to be conservative with revenue estimates.
Table 14-2. Escalation Factors
Budget Projected
FY 2020 FY 2021 FY 2022 FY 2023 FY 2024 FY 2025 FY 2026
Revenues:
Customer Growth Budget 0.50% 0.50% 0.50% 0.50% 0.50% 0.50%
Expenses:
Labor Budget 3.50% 3.50% 2.25% 2.25% 2.25% 2.25%
Benefits Budget 7.50% 7.50% 7.50% 7.50% 7.50% 7.50%
General Inflation Budget 2.00% 2.00% 2.00% 2.00% 2.00% 2.00%
Interest: 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00%
New Debt Service:
Revenue Bond
Term in Years 20 20 20 20 20 20 20
Rate 5.00% 5.00% 5.00% 5.00% 5.00% 5.00% 5.00%
Issuance Cost 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00%
With these assumed growth rates, rate revenues are anticipated to increase to approximately $6,128,167 by FY 2026. Miscellaneous revenues total $90,000 in FY 2020 and increase to approximately $95,000 in FY 2026. Total revenues available to offset the operating and capital needs of the water system total $5,967,285 in FY 2020, increasing to $6,223,657 by FY 2026.
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Section 14 – Financial Plan 14-4
Figure 14-1. Revenue Projections
14.3.2 Water Utility Expenses
The second part of the financial plan is a review of the expenses of the utility. These include operating & maintenance expenses, capital outlays funded from rates, taxes/transfer payments, and debt service. These items are summarized below.
Operation & Maintenance Expenses. The FY 2020 budget was used as a starting point for the O&M expenses of the water system. O&M expenses were categorized into salaries, benefits, supplies, and other services and charges. Annual escalation factors (Table 14-2) were applied to the FY 2020 costs to obtain projected costs. It should be noted that no extraordinary costs were assumed as part of the projected costs. O&M expenses begin at $3,796,356 in FY 2020 and are projected to rise to $4,695,236 in FY 2026.
Capital Improvement Projects from Rates. Capital improvement projects are related to the infrastructure of the water utility. Capital improvement projects are of an ongoing basis and are generally divided into three types or categories. These categories are capital improvements which are related to renewal and replacements, growth related facilities, and regulatory related improvements. Renewal and replacements are, as the name suggests, the replacement of existing and worn out (depreciated) facilities. Growth related facilities, on the other hand, are those related to system expansion, system upgrades and new customers. Regulatory improvements are those mandated by State or Federal agencies for items like water quality.
One goal of the analysis developed herein is to generally fund capital projects from rates in an amount equal to or greater than the annual depreciation expense for the water utility. Depreciation expense was $747,000 per the 2018 financial statement. The City has been funding an average of $1.26 million per year from current rate revenue exceeding the 2018 annual depreciation of
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Section 14 – Financial Plan 14-5
$747,000. It should be noted that depreciation expense will not cover the cost of renewal and replacement of existing infrastructure due to the impacts of inflation.
The capital projects outlined in Section 13 of this WSP document are incorporated as a part of th is financial plan (see Table 14-3). Capital project costs for the six-year period 2021-2026 range from $93,000 to $9.1 million per year. The funding for these projects is provided from a combination of rate revenue, capital facility charges, and new debt beginning in 2024
Taxes. The water system has two tax obligations. First, the state utility excise tax is calculated as 5.029% of the rate revenues of the utility. Second, interfund taxes are calculated as 10% of the rate revenue. Total taxes for the time period range from $867,000 in FY 2020 to $1,165,000 in FY 2026. The projected tax payments for the period assumes no tax rate change over time.
Debt Service. There are currently three outstanding debt issues related to the water system. One issue is from the Washington State Drinking Water Revolving Fund (SRF) and two are from the Washington State Public Works Trust Fund (PWTF). The total debt obligations for all three loans combined are approximately $400,000 in FY 2020. Each of the debt issues currently outstanding are set to mature during the analysis period. The PWTF loan is scheduled to mature in FY 2022 while the remaining two SRF loans are scheduled to mature in FY 2023 and FY 2024.
A low interest loan amount of $12 million is included in FY 2024 for $5 million, and FY 2025 for $7.5 million (see Table 14-3). An interest rate of 1.58 percent, 1 percent issuance fee and term of 20 years was assumed for the projected low interest loan.
Figure 14-2. Water Utility Expenses
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Section 14 – Financ ial Plan 14-6
Table 14-3. Summary of Capital Construction Fund
FY 2020 FY 2021 FY 2022 FY 2023 FY 2024 FY 2025 FY 2026
Beginning Fund Balance $7,085,649 $8,316,066 $9,186,573 $2,380,277 $2,853,773 $668,837 $395,433
Plus:
Annual Capital Transfer 3,812,103 770,547 1,115,276 1,490,341 1,451,421 1,146,378 1,250,662
Grants 0 0 0 0 0 0 0
Interest Income 0 83,161 91,866 23,803 28,538 6,688 3,954
Total Beginning Fund Balance $10,897,751 $9,169,773 $10,393,715 $3,895,717 $4,335,904 $1,821,904 $1,650,049
Less: Capital Projects
Budgeted Capital Projects $2,581,686 $0 $0 $0 $0 $0 $0
Water Supply 0 0 721,000 1,060,900 8,687,180 8,947,795 0
Water Storage 0 0 0 0 0 0 0
Water Pump Stations 0 0 0 0 0 0 0
Water Distribution System 0 92,948 7,406,027 98,609 101,567 104,614 107,752
Total Capital Outlays $ 2,581,686 $92,948 $8,127,027 $1,159,509 $8,788,746 $9,052,409 $107,752
Plus: Outside Funding Sources
Excess Operational Fund Balance $0 $0 $0 $0 $0 $0 $0
Capital Facility Charges 0 109,748 113,589 117,565 121,679 125,938 130,346
Revenue Bond Proceeds 0 0 0 0 0 0 0
New Low-Interest Loan Proceeds 0 0 0 0 5,000,000 7,500,000 0
Total Outside Funding Sources 0 109,748 113,589 117,565 5,121,679 7,625,938 130,346
Ending Fund Balance $8,316,066 $9,186,574 $2,380,277 $2,853,772 $668,838 $395,433 $1,672,643
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Section 14 – Financial Plan 14-7
The capital improvement financing plan above assume that all the projects outlined in the master plan will be completed. The major funding sources for the capital projects are assumed to be a combination of rates, Capital Facility Charges (CFCs) and low-interest loans. It is helpful that the City’s current debt is set to mature within the analysis period rather than issuing new debt on top of
existing debt service. A result of using revenue bonds and low interest loans for financing purposes will be an increase in debt service which will have a direct impact on rates because the level of new debt exceeds the amount of debt that is scheduled to mature. This combination of financing capital is appropriate and prudent for purposes of reviewing the financial/rate viability of the proposed plan. It should be noted that the City has other funding sources available for capital improvements such as grants and loan programs. These other funding sources are discussed in more detail below.
It should be noted that the City has significant capital improvement projects outside of the time period reviewed. It is important during the development of rates that these future projects be included in the rate setting discussion as they can have significant impacts.
14.3.3 External Sources of Funds
There are outside agency grants and loan funding programs that can be used to fund a portion of the City’s Capital Improvement Plan (CIP). The City has in the past been effective at securing these grant and loan funds and should continue to closely monitor future opportunities to obtain these potential funding sources which allow the City to minimize rate impacts . It is important to note that these sources rarely provide full funding of a construction project. The City will need to supplement these funds with other sources of revenue to ensure that implementation of the recommended capital improvement projects occurs. Provided below is a summary of potential funding sources that may be applicable to the City’s upcoming capital improvement projects.
•Drinking Water State Revolving Fund
•Public Works Trust Fund
•Rural Development
•Water Infrastructure Finance and Innovation Act
•Other External Funding Sources
A brief description of these funding sources is provided below.
Drinking Water State Revolving Fund (DWSRF). DOH manages these funds. Under the
reauthorized Safe Drinking Water Act (SDWA), funding is appropriated to states to develop their Drinking Water State Revolving Fund (DWSRF) loan programs. Each state receives annual
allocations in the form of a Capitalization Grant. DWSRF loans are available to all community public water systems, and non-profit, non-community public water systems, except federally owned and state-owned systems. Loans are provided to water systems for capital improvements that increase public health protection and compliance with regulations. Additionally, loans are intended to protect the health of the people of Washington by ensuring safe and reliable drinking water.
Loans ranked and awarded to communities based on an established scoring criterion. As of 2014
US steel and iron products are required for projects fully or partially funded by the DWSRF. Loans must focus on construction and address a single identified problem or need. If multiple areas are applicable and in need of funding separate loan applications must be submitted. A few notable ineligible projects and activities include projects that focus on future population growth and water systems expansion and purchase of water rights.
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Section 14 – Financial Plan 14-8
Subsidized loans are granted to communities based on affordability determined by an affordability index based on the community’s median household income and the water systems water rates. Subsidized loans are awarded based on available funds with a maximum subsidy of 50% princip al forgiveness.
The interest rates of the loan are generally 1.0 to 1.5 percent based on a community affordability index calculation. Non-subsidized loans are also assessed a 1.0 percent loan fee. interest rate, with a 1.0 percent loan fee, for a term of up to 20 years and a maximum of $5 million. No local
match is necessary for the loan.
Public Works Board Loan (Public Works Trust Fund). The Public Works Board (PWB) Loan program is a loan program set up by the Legislature to assist cities, towns, counties, or special
districts with funding for different types of public works projects. The program is administered by the Washington State Department of Commerce. Eligible projects include repair, replacement or creation of domestic water systems, sanitary sewer systems storm water sewer systems roads, streets, solid waste and recycling facilities and bridges. Eligible project must meet policy objectives which include:
•Efficient use of State Resources
•Preservation and enhancement of health and safety
•Abatement of pollution and protection of the environment
•Creation of new, family wage jobs, and avoidance of shifting existing jobs from oneWashington State community to another
•Foster economic development
•Efficiency in delivery of goods and services transportation
•Reduce the overall cost of public infrastructure.
There are three types of loans available, construction, pre-construction and emergency. Projects
are awarded based on a scoring method that is then ranked against all other applicants. PWB Loans are awarded to communities by scoring applications based on a set of predetermined criteria then funding the highest scores until budgeted funds are exhausted.
The maximum loans per biennial budget are $10 million for construction, $1 million for both pre-construction and emergency loans. The terms are variable based on need but can range from 1 to 20 years for construction and emergency loans and a maximum of 5 years for pre-construction loans. No local match is required for PWBL loans. Debt service coverage is not imposed on the PWBL loan. The interest rates for non-distressed communities are established by multiplying the average of 11 general obligation bond index rates by 50%.
Communities that are determined to be distressed, as measured by an affordability index similar to the DWSRF, may receive loan forgiveness of up to 5% of principal for construction loans.
U.S. Department of Agriculture, Rural Development (RD). Loan monies are available to rural areas with less than 10,000 population. This program is funded RD for the preliminary engineering, design, construction, and start-up of new water system facility projects. The application process allows for a thorough review of the engineering, environmental, and financial impacts of proposed projects before extending a loan offer. The RD loan program offers interest rates lower than municipal bonds and up to a 40-year term. The RD loan program requires some form of interim financing, as loan monies are made available after completion of the construction activity.
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Section 14 – Financial Plan 14-9
U.S. Environmental Protection Agency, Water Infrastructure Finance and Innovation Act (WIFIA). The program is eligible for a broad range of water and wastewater infrastructure projects. Interest rates are set at U.S. Treasury rates and can be financed over a maximum of 35 years from substantial completion of the project. The program is limited to a minimum of $20 million for large
communities and $5 million for communities with a population less than 25,000. A key limitation to the program is that the loan amount cannot exceed 49 percent (%) of the total project costs and the project cannot exceed 80 percent (%) of federal funding.
Provided below are additional funding sources available to the City for funding capital improvements.
Other External Funding Sources
Revenue Bonds. Revenue bonds are another external source of funding for capital projects. The sale of revenue bonds is the most common source of funds for construction of major utility improvements. Water rate revenue and charges are the main source of funds for debt service (principal and interest) payments. A key benefit of revenue bonds is the exemption of federal income tax.
A determination of the utility’s ability to repay debt is an important consideration. A debt service coverage ratio (total revenue, less O&M and tax expenses, divided by the debt service payments requiring a coverage ratio) is calculated and the utility’s finances are reviewed in order to verify debt payments will be feasible. Coverage ratios of 1.25 (25 percent more than the debt payment) are typical, but coverage of 1.5 is a more prudent financial target for financial planning purposes.
Utility Local Improvement Districts/Special Assessment Districts. Similar to revenue bonds, other bond financing approaches include utility local improvement districts (ULIDs), special assessment districts (SADs) and other funding for projects that serve and benefit a limited service area within the City’s total service area. The costs of those improvements are shared only by those customers benefiting from those improvements.
Developer Contributions. Some projects are identified in the capital improvement program with an expectation to be funded through developer projects. Where possible, the City attempts to leverage development related projects to lower costs of City funded capital projects.
While the above list of possible funding opportunities for the City is not exhaustive, it does highlight the most probable outside funding sources available to the City for its capital improvement program. Provided below is a summary of a key resource that may be helpful for the City to identify possible funding opportunities.
Infrastructure Assistance Coordinating Council. One key resource in identifying other funding programs is the Infrastructure Assistance Coordinating Council (Council). The Council is a non-profit organization comprised of state and local agencies whose function is to provide assistance in securing funding for infrastructure repair and development. The purpose of the Council is to assist local governments in coordinating funding efforts for infrastructure improvements. This is an important resource as the Council will be aware of any new funding opportunities that may arise.
14.4 Summary of the Financial Projections
A summary of the financial plan and resulting financial status of the water system is provided in Table 14-4. This is an abbreviated summary of the detailed analysis that was developed for the City, summarizing the major elements of the City’s analysis, along with its findings.
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Section 14 – Financial Plan 14-10
As can be seen from Table 14-4, in order for the City to fund the full capital plan (as detailed in Table 14-3), new low interest loans and rate adjustments will be required. The plan shown in Table 14-4 uses potential additional rate adjustments of 6 percent (%) for FY 2022 through FY 2024 and3 percent (%) per year thereafter. The rate adjustments shown are cumulative in each year.
Therefore, the total cumulative adjustment required to rates over the six-year period is projected tobe 26.08 percent (%).
Two additional indicators of financial viability are reserve levels and debt service coverage ratios. As can be seen in Table 14-4, the debt service coverage ratio is currently 4.53. This indicates strong financial results and will remain above 2.70 during the analysis period after rate adjustments are incorporated.
Table 14-5 shows that the minimum balance for the working capital reserve is 60 days of O&M expenses and taxes. This equates to a minimum reserve of $792,000 in FY 2020, rising to $923,000 in FY 2026. The working capital reserve target is projected to be met in all years of the forecast period.
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Section 14 – Financial Plan 14-11
Table 14-4. Summary of the Revenue Requirements FY 2020 to 2026
Budget Projected
FY 2020 FY 2021 FY 2022 FY 2023 FY 2024 FY 2025 FY 2026
Revenue Rate Revenue $5,876,973 $5,977,234 $6,007,120 $6,037,156 $6,067,342 $6,097,678 $6,128,167 Miscellaneous Revenue 90,013 90,502 92,524 93,198 93,887 94,703 95,490 Total Sources of Funds $5,966,986 $6,067,736 $6,099,644 $6,130,354 $6,161,229 $6,192,381 $6,223,657 Expenses O&M Expenses $3,796,356 $3,925,528 $4,060,489 $4,201,567 $4,349,111 $4,503,494 $4,665,115 Additional O&M to Support CIP 155,896 12,991 26,762 0 0 58,487 30,121 Capital Outlays from Rates 393,197 770,547 1,115,276 1,490,341 1,451,421 1,146,378 1,250,662 Taxes 867,468 899,676 958,453 1,021,044 1,087,721 1,125,958 1,165,536 Debt Service 287,589 284,823 282,056 151,174 116,834 0 0 New Debt Service 0 0 0 0 296,466 741,165 741,165
Total Revenue Requirements $5,500,505 $5,893,566 $6,443,037 $6,864,125 $7,301,552 $7,575,482 $7,852,599 Balance/(Deficiency) of Funds $466,481 $174,170 ($343,188) ($733,566) ($1,140,186) ($1,383,101) ($1,629,218) Total Increase/(Decrease) as a % of Rates -7.94%-2.91%5.71% 12.15% 18.79% 22.68% 26.59% Potential Rate Adjustment 0.00%(1) 6.00% 6.00% 6.00% 3.00% 3.00%
Additional Revenue with Rate Adjustment $0 $360,427 $746,192 $1,158,959 $1,382,627 $1,615,071 Net Balance/(Deficiency) of Funds $466,481 $174,170 $17,239 $12,626 $18,774 ($474) ($14,146)
Additional Rate Adjustment After Proposed -7.94%-2.91%-0.29%-0.21%-0.31%0.01% 0.23%
Average Residential Bill Comparison After Proposed Rate Adjustment $58.37 $59.03 $62.57 $66.33 $70.31 $72.41 $74.59 Monthly Bill Difference $0.00 $0.66 $3.54 $3.75 $3.98 $2.11 $2.17 Cumulative Bill Difference $0.00 $0.66 $4.20 $7.96 $11.94 $14.04 $16.22 Debt Service Coverage Ratio - All Debt Before Rate Increase 4.53 4.80 4.30 6.63 1.75 0.79 0.55 After Proposed Rate Increase 4.53 4.80 5.58 11.56 4.56 2.73 2.82 (1)FY 2021 is a scheduled consumer price index adjustment (CPI) of 1.13%, no additional adjustment proposed.
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Section 14 – Financial Plan 14-12
Table 14-5. Summary of Reserves FY 2020 to FY 2026
Budget Projected
FY 2020 FY 2021 FY 2022 FY 2023 FY 2024 FY 2025 FY 2026
Operating Reserve
Beginning Reserve Fund Balance $608,000 $615,000 $795,320 $820,512 $840,048 $865,049 $873,225
Plus: Balance of Funds 8,603,486 180,320 25,192 19,535 25,001 8,177 (5,414)
less: Transfer of Surplus to Capital Fund (8,596,486) 0 (0) (0) 0 0 0
Ending Fund Balance $615,000 $795,320 $820,512 $840,048 $865,049 $873,225 $867,812
Minimum 60 Days (O&M + Transfers) $792,283 $795,320 $820,513 $840,048 $865,049 $900,793 $923,452
Capital Reserves
Beginning Reserve Fund Balance $7,085,649 $8,316,066 $9,186,573 $2,380,277 $2,853,773 $668,837 $395,433
plus: Rate Funded System Reinvestment 3,812,103 770,547 1,115,276 1,491,637 1,453,594 1,146,378 1,250,662
plus: Capital Facility Charges 0 109,748 113,589 117,565 121,679 125,938 130,346
plus: Loan Proceeds 0 0 0 0 5,000,000 7,500,000 0
plus: Interest Earnings 0 83,161 91,866 23,803 28,538 6,688 3,954
less: Funds Used for Capital Projects (2,581,686) (92,948) (8,127,027) (1,159,509) (8,788,746) (9,052,409) (107,752)
Ending Fund Balance $8,316,066 $9,186,573 $2,380,277 $2,853,773 $668,837 $395,433 $1,672,643
Target Ending Fund Balance (1.5% of Plant in Service) $464,510 $466,366 $468,303 $468,372 $473,927 $474,001 $474,077
Equipment Replacement Reserve
Beginning Reserve Fund Balance $854,548 $861,685 $832,083 $880,466 $788,392 $886,987 $988,381
Plus: Balance of Funds 86,699 94,095 95,509 97,737 98,595 101,395 104,259
less: Transfer of Surplus to Capital Fund (79,562) (123,698) (47,126) (189,810) 0 0 0
Ending Fund Balance $861,685 $832,083 $880,466 $788,392 $886,987 $988,381 $1,092,640
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Section 14 – Financial Plan 14-13
14.5 Review of the City’s Current Water Rates
The City has adopted water rates to meet their financial requirements. Table 14-6 shows the current adopted water rates of the City for one customer category: single-family residential customers inside City limits. For this category of water use the rate structure includes a minimum monthly charge, plus an “inclined block” structure that applies higher rates at higher levels of consumption. This type of rate structure encourages customers to manage their water
consumption. The typical monthly bill for an Inside-City residential customer with a 3/4” meter and 10 CCF usage would be $59.03 per month. Customers outside City limits have a similar rate structure but with higher rate levels.
Table 14-6. Overview of the City’s Current (2021) Water Rates for Single-Family
Residential Customers
Category Charge 2021 Minimum Monthly Charge Inside City Limits - Single Family Residential ¾ inch meter $21.53/month 1 inch meter $29.27/month 1 ½ inch meter $45.60/month 2 inch meter $68.24/month
2021 Consumption Charge Inside City Lim its - Single Family Residential Block One (0-5 ccf) $3.20/ ccf Block Two (6-15 ccf) $4.30/ ccf
Block Three (Over 15 ccf) $5.33/ ccf CCF = One Hundred Cubic Feet
Rates for customer categories other than single-family residential also include a minimum monthly charge, but apply uniform rates instead of inclined block rates. These rate structures apply to multi-family residential, commercial/industrial and irrigation customers. These categories are also broken down into Inside-City and Outside-City categories, with differing rates for each.
Another aspect of the water systems water rates that should be considered is affordability to the customers. A common method of determining if water rates are affordable is to calculate the water rates as a percentage of median household income. The Environmental Protection Agency (EPA) has historically stated that the annual water cost billed to customers that is in excess of 2 percent of Median Household Income (MHI) is considered unaffordable. Table 14-7 summarizes the affordability calculation where the average annual single-family bill with 10 CCF of consumption is shown as a percent of MHI.
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Section 14 – Financial Plan 14-14
Table 14-7. EPA Affordability Calculation
2017 2018 2019 2020 2021
Median Household Income (MHI) $39,324 $40,815 $42,449 $43,595 $44,772
Estimated Annual Single Family Water Bill $656 $671 $686 $700 $708
Water Costs as % of MHI 1.7% 1.6% 1.6% 1.6% 1.6%
For table 14-7 above, MHI was taken from the US Census Bureau for the City of Centralia. 2020 and 2021 MHI were estimated using the 10-year average MHI annual growth of 2.7%. For the City of Centralia water rates to exceed the EPA 2% affordability threshold, Rates would have to increase in excess of 126%.
In 2026 the affordability threshold is estimated to be 1.7% after adjusting MHI by 2.7% per year and the potential water rate adjustments. Table 14-8 summarizes the single-family water rates with the assumed rate adjustments proposed in 14-4.
Table 14-8. Overview of the City’s Potential Future Water Rates for Single-Family Residential Customers
Category 2022 2023 2024 2025 2026 Minimum Monthly Charge Inside City Limits - Single Family Residential ¾ inch meter $ 22.82 $ 24.19 $ 25.64 $ 26.41 $ 27.20 /month 1 inch meter 31.03 32.89 34.86 35.91 36.98 /month 1 ½ inch meter 48.34 51.24 54.31 55.94 57.62 /month 2 inch meter 72.33 76.67 81.27 83.71 86.22 /month Consumption Charge Inside City Limits - Single Family Residential Block One (0-5 ccf) $ 3.39 $ 3.60 $ 3.81 $ 3.93 $ 4.04 /ccf Block Two (6-15 ccf) 4.56 4.83 5.12 5.28 5.43 /ccf Block Three (Over 15 ccf) 5.65 5.99 6.35 6.54 6.73 /ccf
14.6 Conclusion
Potential rate increases are needed to cover the capital projects in this plan. The City has successfully acquired low interest loans in the past and this plan assumes they will fund portions of the capital plan with new low interest loans which will allow for rates to remain as low as possible.
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City of Centralia | A-1
Appendix A. WFI
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City of Centralia | A-2
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RETURN TO: Central Services - WFI, PO Box 47822, Olympia, WA, 98504-7822
ONE FORM PER SYSTEM
WATER FACILITIES INVENTORY (WFI)
FORM
Quarter:
Updated:
Printed:
1
12/13/2019
6/30/2021
WFI Printed For:
Submission Reason:
On-Demand
Pop/Connect
Update
1. SYSTEM ID NO. 2. SYSTEM NAME 3. COUNTY 4. GROUP 5. TYPE
12200 D CENTRALIA PUBLIC WORKS - WATER LEWIS A Comm
6. PRIMARY CONTACT NAME & MAILING ADDRESS 7. OWNER NAME & MAILING ADDRESS
ANDY N. OIEN [MANAGER]
1100 N TOWER AVENUE
CENTRALIA, WA 98531
CENTRALIA WATER DEPARTMENT,
CITY OF
KIM ASHMORE
1100 N TOWER AVENUE
CENTRALIA, WA 98531
P.W. DIRECTOR
STREET ADDRESS IF DIFFERENT FROM ABOVE STREET ADDRESS IF DIFFERENT FROM ABOVE
ATTN ATTN
ADDRESS ADDRESS
CITY STATE ZIP CITY STATE ZIP
9. 24 HOUR PRIMARY CONTACT INFORMATION 10. OWNER CONTACT INFORMATION
Primary Contact Daytime Phone:(360) 330-7512 Owner Daytime Phone:(360) 330-7512
Primary Contact Mobile/Cell Phone:(360) 508-6083 Owner Mobile/Cell Phone:(360) 520-9197
Primary Contact Evening Phone:(xxx)-xxx-xxxx Owner Evening Phone:
Fax: (360) 330-7516 E-mail: xxxxxxxxxxxxxxxxxxxx Fax: E-mail: xxxxxxxxxxxxxxxxxxxx
11. SATELLITE MANAGEMENT AGENCY - SMA (check only one)
Not applicable (Skip to #12)
Owned and Managed SMA NAME:SMA Number:
Managed Only
Owned Only
12. WATER SYSTEM CHARACTERISTICS (mark all that apply)
Agricultural Hospital/Clinic Residential
Commercial / Business Industrial School
Day Care Licensed Residential Facility Temporary Farm Worker
Food Service/Food Permit Lodging Other (church, fire station, etc.):
1,000 or more person event for 2 or more days per year Recreational / RV Park _______________________________________
_______
13. WATER SYSTEM OWNERSHIP (mark only one)14. STORAGE CAPACITY (gallons)
Association County Investor Special District
City / Town Federal Private State 8,000,000
- SEE NEXT PAGE FOR A COMPLETE LIST OF SOURCES -
Page:1DOH 331-011 (Rev. 06/03)DOH Copy
WATER FACILITIES INVENTORY (WFI) FORM - Continued
CENTRALIA PUBLIC WORKS - WATER CommA LEWIS12200 D
5. TYPE4. GROUP 3. COUNTY 1. SYSTEM ID NO. 2. SYSTEM NAME
15 16
SOURCE NAME
17
INTERTIE
18
SOURCE CATEGORY
19
USE
20 21
TREATMENT
22
DEPTH
23 24
SOURCE LOCATION
Source NumberLIST UTILITY'S NAME FOR SOURCE
AND WELL TAG ID NUMBER.
Example: WELL #1 XYZ456
IF SOURCE IS PURCHASED OR
INTERTIED,
LIST SELLER'S NAME
Example: SEATTLE
INTERTIE
SYSTEM
ID
NUMBER WELL WELL FIELD WELL IN A WELL FIELD SPRING SPRING FIELD SPRING IN SPRINGFIELD SEA WATER SURFACE WATER RANNEY / INF. GALLERY OTHER PERMANENT SEASONAL EMERGENCY SOURCE METERED NONE CHLORINATION FILTRATION FLUORIDATION IRRADIATION (UV) OTHER DEPTH TO FIRST OPEN INTERVAL IN FEET CAPACITY (GALLONS PER MINUTE) 1/4, 1/4 SECTION SECTION NUMBER TOWNSHIP RANGES01 12250/Chehalis-Kresky Ave (2 Way)12250 P X Y X 3125 SW SE 20 14N 02W
S02 North Tower AFC731 X X Y X X 72 400 SE NE 05 14N 02W
S03 K Street AFC723 X X Y X X 93 750 SW NW 05 14N 02W
S04 ESHOM AFC729 WW X X Y X 72 1200 NE NW 07 14N 03W
S05 Riverside AFC724 CT6 Required X X Y X X 80 700 NW SW 05 14N 02W
S06 Washington AFC722 X X Y X 88 1000 NW NW 05 14N 02W
S07 Downing AFC730 X X Y X X 147 700 SW SW 28 15N 02W
S08 Borst WF (S10 & 11) CT6 Required X X Y X 38 2012 NW NE 07 14N 02W
S09 Tennis Court WF (S012 & 13)X X Y X X 51 1805 SW NE 14N 02W
S10 Borst Park Well #1 AFC728 WW X X Y X 38 812 NW NE 07 14N 02W
S11 Borst Park Well #2 AFC727 WW X X Y X 40 1200 NW NE 07 14N 02W
S12 Tennis Court Well #1 AFC725 WW X X Y X X 55 605 NE SW 06 14N 02W
S13 Tennis Court Well #2 AFC726 WW X X Y X X 51 1300 NE SW 06 14N 02W
S14 Fords Prairie #1 WW X X N X 40 600 NW NE 01 14N 03W
S15 Fords Prairie #2 WW X X N X 38 400 NW NE 01 14N 03W
S16 Port District WF (S04,14,15)X X Y X X X 38 2200 NW NE 01 14N 03W
Page:2DOH 331-011 (Rev. 06/03)DOH Copy
WATER FACILITIES INVENTORY (WFI) FORM - Continued
1. SYSTEM ID NO. 2. SYSTEM NAME 3. COUNTY 4. GROUP 5. TYPE
12200 D CENTRALIA PUBLIC WORKS - WATER LEWIS A Comm
ACTIVE
SERVICE
CONNECTIONS
DOH USE ONLY!
CALCULATED
ACTIVE
CONNECTIONS
DOH USE ONLY!
APPROVED
CONNECTIONS
25. SINGLE FAMILY RESIDENCES (How many of the following do you have?)7202 Unspecified
A. Full Time Single Family Residences (Occupied 180 days or more per year)5682
B. Part Time Single Family Residences (Occupied less than 180 days per year)0
26. MULTI-FAMILY RESIDENTIAL BUILDINGS (How many of the following do you have?)
A. Apartment Buildings, condos, duplexes, barracks, dorms 510
B. Full Time Residential Units in the Apartments, Condos, Duplexes, Dorms that are occupied more than 180 days/year 1520
C. Part Time Residential Units in the Apartments, Condos, Duplexes, Dorms that are occupied less than 180 days/year 0
27. NON-RESIDENTIAL CONNECTIONS (How many of the following do you have?)
A. Recreational Services and/or Transient Accommodations (Campsites, RV sites, hotel/motel/overnight units)0 0
B. Institutional, Commercial/Business, School, Day Care, Industrial Services, etc.831 831
28. TOTAL SERVICE CONNECTIONS 8033
29. FULL-TIME RESIDENTIAL POPULATION
A. How many residents are served by this system 180 or more days per year?17170
30. PART-TIME RESIDENTIAL POPULATION JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
A. How many part-time residents are present each month?
B. How many days per month are they present?
31. TEMPORARY & TRANSIENT USERS JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
A. How many total visitors, attendees, travelers, campers, patients
or customers have access to the water system each month?9130 9130 9130 9460 9460 10660 10660 10660 9460 9130 9130 9130
B. How many days per month is water accessible to the public?30 30 30 30 30 30 30 30 30 30 30 30
32. REGULAR NON-RESIDENTIAL USERS JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
A. If you have schools, daycares, or businesses connected to your
water system, how many students, daycare children and/or
employees are present each month that are NOT alrealy included in
the residential population?
9301 9301 9301 9301 9301 2042 2042 2042 9301 9301 9301 9301
B. How many days per month are they present?30 30 30 30 30 30 30 30 30 30 30 30
33. ROUTINE COLIFORM SCHEDULE JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
30 30 30 30 30 20 20 20 30 30 30 30
34. NITRATE SCHEDULE QUARTERLY ANNUALLY ONCE EVERY 3 YEARS
(One Sample per source by time period)
35. Reason for Submitting WFI:
OtherNew System Inactivate Update - No Change Update - Change Re-Activate
36. I certify that the information stated on this WFI form is correct to the best of my knowledge.
SIGNATURE: DATE:
PRINT NAME: TITLE:
Name Change
Page:3DOH 331-011 (Rev. 06/03)DOH Copy
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Page:4DOH 331-011 (Rev. 06/03)DOH Copy
WS ID WS Name
CENTRALIA PUBLIC WORKS - WATER12200
Total WFI Printed:1
Page:1DOH 331-011 (Rev. 06/03)DOH Copy
DOH Copy
To:
To:
To:
To
:
To
:
WFI Printed For:
Source Use:
Source Type:
Water System Expanding
Services:
Full-Time Population From:
On-Demand
ALL
ALL
ALL
ALL
ALL
Approved Connection Count
From:
ALLALL
Active Connection Count From:
SMA Name:
SMA Number:
Owner Number:
Water System Update Date
From:
Water Status Date From:
Water System Status:
Water System Is New:
Permit Renewal Quarter:
Type:
Group:
Region:
County:
Water System Name:
Print Copies For:
Print Data on Distribution Page:
Water System Id(s):
ALLALL
ALL
ALL
ALL
ALLALL
ALL
ALL
ALL
ALL
ALL
ALL
-- Any --
ALL
ALL
12200D
6/30/2021Report Create Date:
Water Facilities Inventory (WFI)
ALL ALL
Page:2DOH 331-011 (Rev. 06/03)DOH Copy
September 2021 DRAFT
City of Centralia | B-1
Appendix B. Intertie agreement with
Chehalis
September 2021 DRAFT
City of Centralia | B-2
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September 2021 DRAFT
City of Centralia | C-1
Appendix C. Centralia Municipal Code
Water Utility Policies
September 2021 DRAFT
City of Centralia | C-2
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September 2021 DRAFT
City of Centralia | D-1
Appendix D. Local Government
Coordination
September 2021 DRAFT
City of Centralia | D-2
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September 2021 DRAFT
City of Centralia | E-1
Appendix E. SEPA Checklist
September 2021 DRAFT
City of Centralia | E-2
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SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 1 of 15
SEPA ENVIRONMENTAL CHECKLIST
Purpose of checklist: Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental
impact statement will be prepared to further analyze the proposal.
Instructions for applicants: This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use “not applicable” or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision-making process.
The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact.
Instructions for Lead Agencies: Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents.
Use of checklist for nonproject proposals: For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non-projects) questions in Part B - Environmental Elements –that do not contribute meaningfully to the analysis of the proposal. A. Background [HELP] 1. Name of proposed project, if applicable: City of Centralia 2021 Water System Plan
2. Name of applicant: City of Centralia, Public Works Department
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 2 of 15
3. Address and phone number of applicant and contact person:
Mr. Kim Ashmore
Public Works Director
City of Centralia
1100 N. Tower Ave.
Centralia, WA 98531
(360) 330-7512
4. Date checklist prepared: August 11, 2021 5. Agency requesting checklist: Washington State Department of Health 6. Proposed timing or schedule (including phasing, if applicable): Approval of plan in 2021. Implementation of plan over twenty (20) year period with plan updates every ten (10) years.
7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. Yes. The plan includes capital improvements related to water system improvements, as well as proposed development of a new source of supply at Borst Park using Skookumchuck River water rights.
8. List any environmental information you know about that has been prepared, or will be
prepared, directly related to this proposal. None other than what is contained in the plan.
9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. Zoning and planning changes affecting the City’s water service area may impact projects described in the plan.
10. List any government approvals or permits that will be needed for your proposal, if known. Determination of consistency with planning assumptions by the Centralia Department of Community Development and Lewis County Community Development Department. Approval by Centralia City Council. Approval by WA State Department of Health.
11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) Water System Plan Update for the City of Centralia water system, serving approximately 7,200 service connections and 18,500 persons from several groundwater wells. The Plan was developed to meet the requirements of WAC 246-290 and provide comprehensive planning to meet the future water supply requirements for the service area served by the City of Centralia.
12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 3 of 15
map, if reasonably available. While you should submit any plans required by the agency, you
are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The City of Centralia’s water system service area is located in northern Lewis County, Washington. See Figure 1-1 in the Plan. B. Environmental Elements [HELP]
1. Earth [help] a. General description of the site: (circle one): Flat, rolling, hilly, steep slopes, mountainous, other _____________ Areas include varied terrain, though much of future system expansion will likely take place in hilly areas. b. What is the steepest slope on the site (approximate percent slope)? Unknown; slope of area varies.
c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. Plan includes a large area, which includes all of the listed soil types.
d. Are there surface indications or history of unstable soils in the immediate vicinity? If so,
describe. Soils in the vicinity of specific construction projects will be evaluated during the design of each project.
e. Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Requirements for filling and grading will be evaluated during the design of specific construction projects.
f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Proper construction practices should minimize erosion.
g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? This will be evaluated as new facilities are designed.
h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Proper construction practices will minimize runoff from the site and restore disturbed areas as quickly as possible to prevent erosion.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 4 of 15
2. Air [help] a. What types of emissions to the air would result from the proposal during construction,
operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. Typical emissions from construction and construction equipment during construction of specific projects.
b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe.
N/A
c. Proposed measures to reduce or control emissions or other impacts to air, if any: Proper mufflers and air emissions control equipment devices will be maintained on construction equipment. Disturbed areas will be wetted to control dust. 3. Water [help] a. Surface Water: [help] 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. North Fork Newaukum River, Skookumchuck River, Chehalis River, China Creek, and several small unnamed streams.
2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Future projects described in Plan may include work near or crossing surface water bodies. Detailed construction descriptions and plans have not yet been developed.
3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material.
Information not available at this time.
4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known.
Information not available at this time.
5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. Exact locations of future projects is unknown. Mitigation measures from any work that may occur within a floodplain will be addressed during the design of that work.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 5 of 15
6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge.
None are anticipated.
b. Ground Water: [help] 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. Yes. Water will be withdrawn from existing and future groundwater wells, to provide potable water supply to the City of Centralia. No discharges to groundwater are anticipated.
2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals. . . ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. Does Not Apply
c. Water runoff (including stormwater): 1) Describe the source of runoff (including storm water) and method of collection
and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater will be diverted around construction sites. Stormwater drainage will be considered during the design of new facilities.
2) Could waste materials enter ground or surface waters? If so, generally describe. Proper construction practices will prevent waste materials from entering ground or surface waters. 3) Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe.
No
d. Proposed measures to reduce or control surface, ground, and runoff water, and drainage
pattern impacts, if any:
Anticipated project measures include diversions of stormwater around construction sites, proper dewatering practices, and consideration of stormwater drainage during design of new facilities. Wellhead protection is addressed in this Plan as well (see Section 11).
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 6 of 15
4. Plants [help] a. Check the types of vegetation found on the site:
____deciduous tree: alder, maple, aspen, other
____evergreen tree: fir, cedar, pine, other ____shrubs
____grass
____pasture
____crop or grain
____ Orchards, vineyards or other permanent crops. ____ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other
____water plants: water lily, eelgrass, milfoil, other
____other types of vegetation
No detailed survey of the area was taken. However, there is a wide range of vegetation in the service area, including most listed above. b. What kind and amount of vegetation will be removed or altered?
Specific types of vegetation removed during future work is unknown.
c. List threatened and endangered species known to be on or near the site.
Not researched. This will be evaluated during implementation of specific projects.
d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any:
This will be considered during implementation of specific projects.
e. List all noxious weeds and invasive species known to be on or near the site.
Not researched. This will be evaluated during implementation of specific projects.
5. Animals [help] a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. No detailed survey of the area was taken. However, several of the animals and birds listed below may exist in the area. Examples include: birds: hawk, heron, eagle, songbirds, other:
mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other ________ b. List any threatened and endangered species known to be on or near the site. Not researched. This will be evaluated during implementation of specific projects.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 7 of 15
c. Is the site part of a migration route? If so, explain. Not researched. This will be evaluated during implementation of specific projects. d. Proposed measures to preserve or enhance wildlife, if any: Exact locations of future projects and wildlife mitigation measures will be addressed during specific project design.
e. List any invasive animal species known to be on or near the site. Not researched. This will be evaluated during implementation of specific projects.
6. Energy and Natural Resources [help] a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will be used for heating, lighting, pumping, and telemetry associated with some projects. Gasoline and diesel fuel will be used for construction equipment and generators.
b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. Generally, no. However, proposed storage reservoirs will block some sun, affecting adjacent properties.
c. What kinds of energy conservation features are included in the plans of this proposal?
List other proposed measures to reduce or control energy impacts, if any: Energy efficient pumps and equipment will be used wherever possible.
7. Environmental Health [help] a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. Proper safety precautions will be taken when buried utilities are encountered during trenching operations. No other hazards are known.
1) Describe any known or possible contamination at the site from present or past uses. Not researched. This will be evaluated during implementation of specific projects.
2) Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. This will be evaluated during implementation of specific projects.
3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. This will be evaluated during implementation of specific projects.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 8 of 15
4) Describe special emergency services that might be required. This will be evaluated during implementation of specific projects. 5) Proposed measures to reduce or control environmental health hazards, if any: This will be evaluated during implementation of specific projects.
b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)?
None
2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indi-
cate what hours noise would come from the site. Short-term noise during construction from construction activities and long-term background noise from booster station pumps.
3) Proposed measures to reduce or control noise impacts, if any: Booster station pumps will be installed inside a pump house or in a vault. Proper mufflers will be used on all construction equipment.
8. Land and Shoreline Use [help] a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The Plan affects many areas with various uses, ranging from undeveloped to residential, commercial, and industrial. See Figure 2-1 in the Plan for a depiction of City zoning. The plan itself has no effect on current land use.
b. Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use?
Not recently.
1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how:
No.
c. Describe any structures on the site.
The service area is large and contains many residential, commercial, recreational, and public
structures.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 9 of 15
d. Will any structures be demolished? If so, what?
None anticipated, but depends upon final selection of new reservoir and pump station sites.
e. What is the current zoning classification of the site?
Varies throughout the service area, including residential, commercial, industrial, and public (see Figure 2-1).
f. What is the current comprehensive plan designation of the site?
Varied, similar to the above-mentioned zoning classifications.
g. If applicable, what is the current shoreline master program designation of the site?
Depends upon final selection of sites for new facilities.
h. Has any part of the site been classified as a critical area by the city or county? If so, specify.
Depends upon final selection of sites for new facilities.
i. Approximately how many people would reside or work in the completed project? The service area population is expected to increase from an estimated 18,458 people in 2020 to a projected 26,280 people in 2040.
j. Approximately how many people would the completed project displace? No displacement anticipated.
k. Proposed measures to avoid or reduce displacement impacts, if any: Does Not Apply
L. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The Plan has been reviewed by Lewis County Community Development Department and the City of Centralia Department of Community Development to ensure consistency with applicable comprehensive plans, land use plans, and planning assumptions, including growth rates.
m. Proposed measures to reduce or control impacts to agricultural and forest lands of long-term commercial significance, if any: None anticipated
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 10 of 15
9. Housing [help] a. Approximately how many units would be provided, if any? Indicate whether high, mid-
dle, or low-income housing. Does Not Apply
b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. Does Not Apply
c. Proposed measures to reduce or control housing impacts, if any: Does Not Apply
10. Aesthetics [help] a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? The tallest proposed structures are likely to be new water reservoirs that could be as much as 120 feet high. Final site selection and acquisition will determine the height of the reservoirs. Exterior building material will be selected during design.
b. What views in the immediate vicinity would be altered or obstructed? Depends on selection of reservoir sites.
c. Proposed measures to reduce or control aesthetic impacts, if any: Aesthetic impacts, exteriors, and landscaping will all be considered during design of future facilities.
11. Light and Glare [help] a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Unknown at this time.
b. Could light or glare from the finished project be a safety hazard or interfere with views? Unknown at this time. Light or glare that is a safety hazard or interferes with views is not anticipated. c. What existing off-site sources of light or glare may affect your proposal?
Does Not Apply
d. Proposed measures to reduce or control light and glare impacts, if any:
Impacts from light and glare will be considered during design of future facilities.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 11 of 15
12. Recreation [help] a. What designated and informal recreational opportunities are in the immediate vicinity?
Many parks and recreational facilities exist in the service area.
b. Would the proposed project displace any existing recreational uses? If so, describe.
Unknown at this time.
c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any:
Mitigation of impacts on recreation will be considered during design of future facilities.
13. Historic and cultural preservation [help] a. Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers ? If so, specifically describe.
Not researched. This will be evaluated during implementation of specific projects.
b. Are there any landmarks, features, or other evidence of Indian or historic use or occupation?
This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources.
This will be evaluated during implementation of specific projects
c. Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of
archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc.
This will be evaluated during implementation of specific projects
d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required.
Mitigation of impacts on historic and cultural sites will be considered during design of
future facilities.
14. Transportation [help] a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any.
Major public streets and highways are shown on Figure 1-1 in the Plan.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 12 of 15
b. Is the site or affected geographic area currently served by public transit? If so, generally
describe. If not, what is the approximate distance to the nearest transit stop?
No.
c. How many additional parking spaces would the completed project or non-project proposal have? How many would the project or proposal eliminate?
Does Not Apply
d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). Access roads to reservoir and pump station sites may be required. New or replacement water lines in existing streets will require repair of the streets. e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. Does Not Apply
f. How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? A significant increase in vehicular trips is not anticipated. Visits to pump stations and reservoir sites for inspection and maintenance will be necessary. Vehicular traffic will increase temporarily during construction when construction workers drive to and from the construction sites.
g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. None are anticipated. h. Proposed measures to reduce or control transportation impacts, if any: None are anticipated.
15. Public Services [help] a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. Water services will be provided as dictated by need. Water service by itself will not cause the need for public services to increase.
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 13 of 15
b. Proposed measures to reduce or control direct impacts on public services, if any. Growth within the service area will be determined by zoning, land use, and needs or restrictions. Water services will be provided based on need. Projects in the Plan will improve water service and fire protection in the service area.
16. Utilities [help] a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other ___________ Depends upon locations of future facilities.
b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed.
Depends upon the specific needs for each future facility.
C. Signature [HELP] The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: ___________________________________________________
Name of signee __________________________________________________
Position and Agency/Organization ____________________________________
Date Submitted: _____________
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 14 of 15
D. Supplemental sheet for nonproject actions [HELP] (IT IS NOT NECESSARY to use this sheet for project actions) Because these questions are very general, it may be helpful to read them in conjunction with the list of the elements of the environment. When answering these questions, be aware of the extent the proposal, or the types of activities likely to result from the proposal, would affect the item at a greater intensity or at a faster rate than if the proposal were not implemented. Respond briefly and in general terms. 1. How would the proposal be likely to increase discharge to water; emissions to air; pro- duction, storage, or release of toxic or hazardous substances; or production of noise? Water service alone does not cause any of the mentioned situations. Some minor temporary impacts may occur during construction.
Proposed measures to avoid or reduce such increases are:
Proper construction practices will avoid or reduce temporary impacts.
2. How would the proposal be likely to affect plants, animals, fish, or marine life? The projects proposed in this Plan are not anticipated to affect plants, animals, fish, or marine life. Measures for protection or conservation will be considered during project design.
Proposed measures to protect or conserve plants, animals, fish, or marine life are: Design decisions and construction procedures will follow all proper procedures and practices to minimize impacts on plants, animals, fish, and marine life.
3. How would the proposal be likely to deplete energy or natural resources? Energy will be used to construct new facilities and operate equipment after facilities are constructed. There will be an increase in ground and surface water withdrawal corresponding to growth projections outlined in the Plan.
Proposed measures to protect or conserve energy and natural resources are: Appropriate reviews, approvals, and permits will be obtained before planned construction projects so as to protect and conserve energy and natural resources. The Plan includes a water conservation plan identifying activities to be implemented by the City. Energy-efficient equipment will be considered wherever possible.
4. How would the proposal be likely to use or affect environmentally sensitive areas or areas designated (or eligible or under study) for governmental protection; such as parks,
SEPA Environmental checklist (WAC 197-11-960) July 2016 Page 15 of 15
wilderness, wild and scenic rivers, threatened or endangered species habitat, historic or
cultural sites, wetlands, floodplains, or prime farmlands?
No such effects are anticipated.
Proposed measures to protect such resources or to avoid or reduce impacts are: All regulations concerning sensitive or protected areas will be followed during implementation of projects described in the Plan. 5. How would the proposal be likely to affect land and shoreline use, including whether it would allow or encourage land or shoreline uses incompatible with existing plans? No such effects are anticipated.
Proposed measures to avoid or reduce shoreline and land use impacts are:
None
6. How would the proposal be likely to increase demands on transportation or public services and utilities? The Plan responds to a projected increase in needs for water service resulting from projected population growth in the service area. Increase in demands on public services and utilities resulting from growth will be determined by zoning, land use plans, and restrictions or needs. Water service in itself will not increase the demand for public services.
Proposed measures to reduce or respond to such demand(s) are:
Source development, storage construction, and transmission and distribution system improvements.
7. Identify, if possible, whether the proposal may conflict with local, state, or federal laws or requirements for the protection of the environment. The Plan is consistent with good management practices for water resources and does not conflict with current laws and regulations. The Plan conforms with all laws and requirements for the protection of the environment.
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September 2021 DRAFT
City of Centralia | F-1
Appendix F. Reclaimed Water
September 2021 DRAFT
City of Centralia | F-2
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September 2021 DRAFT
City of Centralia | G-1
Appendix G. Communication from Fire
Marshal
September 2021 DRAFT
City of Centralia | G-2
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1
To:Andy Oien
Subject:RE: [External]RE: Water System Plan--Fire Flows
From: Kevin Anderson <kanderson@riversidefire.net>
Sent: Thursday, April 29, 2021 5:28 PM
To: Andy Oien <AOien@cityofcentralia.com>
Subject: [External]RE: Water System Plan‐‐Fire Flows
CAUTION:This email originated from outside the City of Centralia's network. Do not click links or open attachments unless you are expecting this email and know the contents are safe.
Andy,
The fire flow requirement for one and two family dwellings, Group R‐3 and R‐4 buildings and townhouses is listed at
1000 GPM for 1 hour for square footage under 3,600. This information is included in Table B105.1(1) of the 2018 edition
of the International Fire Code. This flow requirement exists for the areas within the Centralia City Limits only. For one
and two family dwellings within the City’s UGA, the Washington Survey and Ratio Bureau’s ‘Tender Credit’ flow
requirement of a minimum of 250 GPM for 30 minutes has been adopted per CMC 18.04.010.
At present, there are no known areas within the City’s water system that would require a fire flow exceeding 5000 GPM
for 5 hours.
At present, there are no known areas of concern within areas zoned for commercial/industrial development. All new
construction will be required to comply with existing fire flow provisions of IFC, Appendix B.
To address future system development, the greatest areas of existing weakness occur where supplying residential
development within the UGA areas. The Mayberry Rd/Rancho Rd area is one example of where access to hydrants is
inadequate.
Please let me know if you need any additional information.
Thanks!!
Kevin Anderson
Assistant Chief & Fire Marshal
Riverside Fire Authority
1818 Harrison Ave
Centralia, WA 98531
(O)360‐736‐3975
(C)360‐508‐6455
From: Andy Oien
Sent: Wednesday, April 28, 2021 10:22 AM
To: Kevin Anderson
Subject: Water System Plan‐‐Fire Flows
Hello Kevin,
2
The Water Dept. is updating the Water System Plan, as per the DOH requirements. This is typically done every six
years. The last plan had 1,000 GPM minimum for residential, and the maximum of 5,000 GPM for 5 hours.
1. Are the assumptions/minimum requirements noted in the last WSP still applicable? A few related sub questions
are:
a. Is there a new standard minimum or goal for single‐family residential, different than 1,000 GPM?
b. Is there an area served by the City where the RFA needs/wants more than 5,000 GPM for 5 hours
(coming from multiple hydrants)
2. Are there any specific commercial/industrial areas of concern that RFA has? If so where are those and what is
the nature of the issue? Specifically, is there a flow you would like to see in certain areas that you think is not
presently available from the water distribution system? The point of this question is not that the City is
suggesting the water dept. will necessarily be upgraded to meet the desire, but it is something that we could
factor into the analysis while working with the hydraulic model.
Thank you,
Andy Oien
Water Operations Manager
Centralia Public Works
360.330.7512
This document may not be a confidential document. Emails and text messages sent by City employees and City Council
members during the course of business, may constitute a public record, making this communication subject to the
Washington State Public Records, RCW Chapter 42.56. This document may be available to the public for disclosure
September 2021 DRAFT
City of Centralia | H-1
Appendix H. Construction Standards and
Specs for Water
September 2021 DRAFT
City of Centralia | H-2
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Water
Centralia Guidelines 04/21 2-1
CHAPTER 2
WATER 2.01 General
Any extension of the City of Centralia Water System must be approved by the City of Centralia
Public Works Department. All extensions must meet or exceed the requirements of the Washington
State Department of Health, the adopted City of Centralia Water Comprehensive Plan and the
Riverside Fire Authority.
It is the developer's responsibility, as part of designing and planning for any development, to ensure
that adequate water for both domestic use and fire protection will be provided. The developer must
show, on the proposed plans, how water will be supplied and whether adequate water volumes at
acceptable pressure and velocity will be attained in case of fire. An engineering analysis will be
required if it appears that the system might be inadequate.
Anyone who wishes to connect to the City's water system should contact the Public Works
Department for a water connection fee estimate. The estimate will show the approximate cost that
will be due to the City for a water line connection.
Before any water meters will be put into service, all public works improvements must be completed
and approved, including the granting of right-of-way or easements, as-built drawings submitted and
accepted, and all applicable fees must be paid.
Issuance of building permits for new construction of single-family subdivisions shall not occur until
final City of Centralia Public Works Department approval is given. For commercial projects, building permits may be issued upon completion and acceptance of the required fire protection facilities. A construction bond, in accordance with Section 1.14 of the Guidelines, will be required for the remaining public works improvements. Certificate of Occupancy will not be issued until final City of Centralia Public Works Department approval is given for all improvements. 2.02 Design Standards The design of any water extension/connection shall conform to City standards and any applicable standards as set forth herein and in Sections 1.02 and 1.06. The layout of extensions shall provide for the future continuation and/or "looping" of the existing system as determined by the City. In addition, main extensions shall be extended as required in Section 1.18. The "General Notes" found in the Standard Detail Section shall be included on any plans dealing with water system design.
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Centralia Guidelines 04/21 2-2
2.03 Main Line
2.03.1 Water mains shall be sized to provide adequate domestic plus fire flow at the required
residual pressure. Fire flow requirements will be determined by the Riverside Fire
Authority. However, the quantity of water required will in no case be less than 750 GPM at
20 psi residual pressure.
The minimum water main size where a fire hydrant is required shall be 6 inches in diameter
where looped and 8 inches in diameter to the last fire hydrant where not looped, as long as
fire flow and domestic requirements can be met. Larger size mains are required in specific
areas outlined in the Centralia Water Comprehensive Plan. Nothing shall preclude the City
from requiring the installation of a larger sized main in areas not addressed in the Water
Comprehensive Plan if the City determines a larger size is needed to meet fire protection and
domestic requirements or for future service.
All water mains 6 inches in diameter and larger which may be extended or looped, will end
with an approved gate valve and blind flange, so as to not interrupt service when further
extension work takes place. 2.03.2 All pipe for water mains shall have push-on type flexible gasketed joints and shall comply with one of the following types: Ductile Iron Pipe: Shall conform to AWWA C151 Class 52 and have a cement mortar lining conforming to AWWA C104. All pipes shall be joined using non-restrained joints which shall be rubber gaskets, push-on type, conforming to AWWA C111. Ductile iron pipe is required for all new water mains 12 inches in diameter and larger, and for all fire hydrant laterals. PVC Pipe: Sizes from 4 to 10 inches in diameter shall meet AWWA C900 standards. No solvent weld joint pipe will be allowed in the City system. 2.03.3 All fittings for ductile iron pipe or PVC pipe shall be ductile iron compact fittings conforming to AWWA C153 or AWWA C110 and C111. All shall be cement mortar lined conforming to AWWA C104. All fittings shall be connected by flanges or mechanical joints. Where required, mega-lug retainer glands shall be used. In special cases on steep slopes pipe restraints may be required as directed by the City Engineer. If required the pipe restraint system will be a 600 series as manufactured by Romal Industries, Inc. 2.03.4 All ductile iron pipe shall have brass wedges inserted at all joints for continuity to allow surface tracing by pipe locator.
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Centralia Guidelines 04/21 2-3
All PVC pipe shall have a toning (tracer) wire installed with it. The wire shall be 12 gauge
coated copper wire and shall be taped to the top of the pipe to prevent movement during
backfilling. It shall be laid loosely enough to prevent stretching and damage, and shall be
brought up and tied off at the valve body or meter setting.
2.03.5 The minimum cover for all water mains from top of pipe to finish grade shall be
30 inches or as approved.
2.04 Connection to Existing Water Main
The developer's engineer shall be responsible for determining the scope of work for connection to
existing water mains. A minimum of ten working days’ notice is required to schedule taps, or cut-
ins. A right-of-way permit is required prior to connection to an existing main.
It is the contractor's responsibility to field verify the location and depth of the existing mains and the
fittings required to make the connections to the existing mains.
2.05 Service Interruption
The contractor shall give the City a minimum of ten working days’ notice of any planned connection
to an existing pipeline. This includes all cut-ins and live taps. Notice is required so that any
disruptions to existing services can be scheduled. The City will notify customers involved or affected 24 hours in advance of the water service interruption. The contractor shall make every effort to schedule water main construction with a minimum interruption of water service. In all situations, the City shall dictate scheduling of water main shutdowns so as not to impose unnecessary shutdowns during specific periods to existing customers. The contractor is responsible for providing the necessary excavation and shoring to provide access to the existing water main for the City to make the tap. The excavating and shoring shall conform to L & I standards for worker safety. In the event the contractor does not have shoring conforming to L & I standards, the City will shut the job down until such shoring is in place. 2.06 Hydrants 2.06.1 The lead from the service main to the fire hydrant shall be ductile iron cement mortar lined Class 52, no less than 6 inches in diameter and a maximum of 50 feet in length. Greater than 50-foot lengths will require oversizing, as designed by an engineer. 2.06.2 Fire hydrants shall have two, 2.5-inch outlets and one 4.5-inch pumper port outlet. Threads shall be #498. The valve opening shall be 5.25-inch diameter. The hydrant shall have a positive and automatic barrel drain and shall be of the "safety" or breakaway style. A Storz coupler shall be provided for the pumper port.
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Centralia Guidelines 04/21 2-4
Hydrants shall be Dresser M & H Reliant Style 929 or Mueller Centurion. All hydrants shall
be bagged until the system is approved.
2.06.3 The Public Works Department and Riverside Fire Authority work together to insure that
adequate hydrant spacing and installation are achieved.
Unless otherwise required by the governing authority, the following guidelines shall apply
for hydrant number and location:
1. At least one hydrant shall be installed at all intersections.
2. Hydrant spacing of 250 feet shall be required in all areas except single-family and
duplex residential areas.
3. Hydrant spacing shall be as required by the International Fire Code.
4. When any portion of a proposed building is in excess of 150 feet from a water supply
on a public street, on-site hydrants shall be required. Such hydrants shall be located per the Riverside Fire Authority and easements for such hydrants shall be granted to the City. 2.06.4 Fire hydrants shall be set as shown in standard detail number 2-12. 2.06.5 Requirements regarding use, size and location of a fire department connection (FDC) and/or post indicator valve will be determined by the Riverside Fire Authority. Location of FDC’s shall be shown on water plans. 2.06.6 Fire hydrants must be installed, tested and accepted prior to the issuance of a building permit. 2.07 Valves All valves and fittings shall be ductile iron with ANSI flanges or mechanical joint ends; All existing valves shall be operated by City employees only. Valves shall be installed in the distribution system at sufficient intervals to facilitate system repair and maintenance, but in all cases there shall be at least one valve every 600 feet. Generally, there shall be two valves on each tee and three valves on each cross. Specific requirements for valve spacing will be made at the plan review stage. 2.07.1 System Gate Valves, 4 to 12 inches: The design, materials and workmanship of all gate valves shall conform to AWWA C515, latest revision. Gate valves shall be resilient wedge non-rising stem (NRS) with two internal O-ring stem seals. Gate valves shall be Mueller, M & H, Waterous, Kennedy, or American AVK. Gate valves shall be used on all 2 to 10 inches in diameter lines.
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Centralia Guidelines 04/21 2-5
2.07.2 Butterfly Valves: Shall conform to AWWA C504, Class 250, with ductile iron short body
and O-ring stem seals. Butterfly valves shall be Mueller, Dresser, Pratt, or American
Darling.
2.07.3 Valve Box: All valves shall have a standard R 910 ductile iron water valve box set to grade,
with a 6-inch ASTM 3034 SDR 35 PVC riser from valve to within 4 to 6 inches of valve
box. If valves are not set in paved area, a 3-foot by 3-foot by 4-inch concrete pad shall be set
around each valve box at finished grade. In areas where valve box falls in road shoulder, the
ditch and shoulder shall be graded before placing asphalt or concrete pad. Valve box lids
shall be ductile iron and marked "water". See standard drawing 2-09.
2.07.4 Tapping Valves: All tapping valves shall be resilient seal, full open models manufactured by
Mueller, Kennedy, or Clowe.
2.08 Casing
Steel casing pipe shall be schedule 20 steel or equal. Casing pipe and spacers shall be sized for pipe
being installed. The casing pipe shall be sand-packed after the water pipe is installed.
2.09 Air and Vacuum Release Valve
Air and vacuum release valves (ARV) shall be APCO 147C or Clay valve combination air release
valve. Installation shall be as shown on standard drawing 2-13.
The installation shall be set at the high point of the line when required. Where possible, pipes are to be graded to prevent the need for an ARV. ARV’s may not be required when services are in the vicinity. 2.10 Blowoff Assembly If a fire hydrant is not located at the end of a dead end main, a blowoff assembly is required. On water mains which will be extended in the future, the valve which operates the blowoff assembly shall be the same size as the main and provided with a concrete thrust block. The pressure rating for blowoff assemblies shall be 200 psi. Adequate drainage must be available for use of the assembly under operating conditions. Installation is to be as shown on standard drawing 2-08. 2.11 Backflow Prevention All water system connections to serve buildings or properties with domestic potable water which have a private well, fire sprinkler or fire service system, or irrigation system on site shall comply with the minimum backflow prevention requirements as established by the Washington State Department of Health (DOH) and City of Centralia, Centralia Municipal Code (CMC). Other potentially hazardous situations not listed here but covered in these regulations must also comply.
Water
Centralia Guidelines 04/21 2-6
The installation of required backflow assemblies and/or air gaps is vital to protect the existing water
system and users from possible contamination. All backflow prevention assemblies shall be of a
type and model approved by DOH and/or the City and shall be installed as required.
The City shall have the authority to perform inspections on all backflow prevention assemblies
connected to the City's water system and shall be provided access to the premises to inspect.
The owner of the property is required to submit the results of the initial and annual thereafter
tests/inspections of all assemblies, made by a state-certified Backflow Assembly Tester, promptly to
the Water Utility. All assemblies not passing a test must be repaired immediately. Water service
may be disconnected for failed tests, failure to test as required, improper installation or by-passing
an assembly or air gap.
The Water Utility (Centralia Public Works) shall receive the certificate for testing of all backflow
prevention assemblies before the certificate of occupancy is released on any building. A list of approved testers may be obtained from DOH or the City. Riverside Fire Authority will test the fire line and obtain the certificate for underground piping. The Riverside Fire Authority will under no circumstances test their portion of underground until the Centralia Public Works has observed test and approved their main up to the fire line. 2.12 Service Connection 2.12.1 All service connections relating to new development shall be of the appropriate size and installed by the developer at the time of main line construction. After the lines have been constructed, tested and approved, the owner may apply for a water meter. The City will install a water meter after the application has been made and all applicable fees have been paid. Water meters will only be set after the entire system is inspected and approved. 2.12.2 When water is desired to a parcel fronting an existing main but not served by an existing service, an application must be made to the City. Upon approval of the application and payment of all applicable fees, the City will tap the main, and install the meter and box. 2.12.3 Service lines shall be domestic, type K soft copper tubing, minimum pressure class 200 psi,
grade SIDR 9 copper tube size. HDPE Class 200 psi CTS (¾-inch and 1-inch services only)
may be used. Services larger than 1-inch diameter may be Schedule 40 PVC. Service lines
shall be installed a minimum of 45 degrees off the main. Tracer wire (12-gauge coated wire)
shall be installed on HDPE and PVC service lines as described in Section 2.03.4.
Service saddle shall be ductile iron with double stainless steel straps. All clamps shall have
a rubber gasket.
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Centralia Guidelines 04/21 2-7
Corporation stops shall be all U.S. brass and shall be Ford or Mueller with cc threads
conforming to AWWA C800 unless using a service saddle. If using a service saddle, threads
will be I.P.T. Stainless steel inserts shall be used with compression grip nut.
2.12.4 Single water meters will not be allowed for service to more than one building. An approved
backflow prevention system must be installed in conjunction with any master meter. Any
deviations from this must be granted by the City Engineer and Centralia Public Works
Director.
2.12.5 Services larger than 2-inch shall contact the Centralia Water Department to determine the
appropriate vault size for the meter.
2.12.6 All facilities listed on the Department of Health Cross Connection Control Table 9 are
required to have backflow prevention devices on the service line.
2.13 Required Separation Between Water Lines and Sanitary Sewers
The basic separation requirements apply to all gravity and pressure sewers of 24-inch diameter or
less; larger sewers may create special hazards because of flow volumes and joint types and
accordingly require additional separation requirements. The special construction requirements given
are for the normal conditions found with sewage and water systems. More stringent requirements
may also be necessary in areas of high groundwater, unstable soil conditions, and so on. Any site
conditions not conforming to conditions described in this section will require assessment and
approval of the appropriate state and local agencies. 2.13.1 Horizontal and Vertical Separation (Parallel): A minimum horizontal separation of 10 feet between sanitary sewers and any existing potable water line and a minimum vertical separation of 18 inches between the bottom of the water line and the crown of the sewer shall be maintained. The distance shall be measured edge to edge. See Figure 2-1 of Standard Plan 2-19. 2.13.2 Unusual Conditions (Parallel): When local conditions prevent the separations described above, a sewer may be laid closer than 10 feet horizontally or 18 inches vertically to a water line upon approval by the City Engineer provided: 1. It is laid in a separate trench from the water line. 2. The elevation of the crown of the sewer line must be at least 18 inches below the bottom of the water line. When this vertical separation cannot be obtained, the sewer shall be constructed of materials and joints that are equivalent to water main standards of construction and shall be pressure tested to ensure water tightness prior to backfilling. Adequate restraint should be provided to allow testing to occur. 3. Additional mitigation efforts, such as impermeable barriers, may be required. 4. The sanitary sewer may not be placed closer than 5 feet from a water line. See Figure 2-2 of Standard Plan 2-19.
Water
Centralia Guidelines 04/21 2-8
2.13.3 Vertical Separation (Perpendicular):
The contractor shall maintain a minimum of 18 inches of vertical separation between
sanitary sewers and water mains. If minimum vertical separation is not met, then standards
for water-sewer separation in Department of Ecology's Criteria for Sewage Works Design
shall apply.
The longest standard length of water pipe shall be installed so that the joints will fall
equidistant from any sewer crossing. In some cases where minimum separation cannot be
maintained, it will be necessary to encase the sewer line in ductile iron pipe. See water main
general notes Number 14.
2.14 Irrigation
All irrigation systems shall be installed with an approved backflow prevention assembly approved
by DOH and/or City of Centralia.
Irrigation sprinklers shall be installed so as not to wet any public street or sidewalk.
2.15 Staking
All surveying and staking shall be done by an engineering or surveying firm capable of performing
such work. The engineer or surveyor directing such work shall be licensed by the State of Washington. Staking shall be maintained throughout construction. A pre-construction meeting shall be held with the City Engineer before staking has is begun. All construction staking shall be inspected by the City Engineer prior to construction. The minimum staking of water lines shall be as follows: 2.15.1 The centerline alignment shall be staked every 25 feet (50 feet in tangent sections) with cuts and/or fills to bottom of trench, maintaining 36 inches of cover over pipe. Centerline cuts are not required when road grade is to finished subgrade elevation. 2.15.2 The location of all fire hydrants, hydrant flanges elevations, tees, water meters, and other fixtures shall be staked within the cut or fill to finished grade.
Water
Centralia Guidelines 04/21 2-9
2.16 Trench Excavation
2.16.1 Clearing and grubbing where required shall be performed within the easement or public
right-of-way as permitted by the City and/or governing agencies. Debris resulting from the
clearing and grubbing shall be disposed of by the owner or contractor in accordance with the
terms of all applicable permits and/or regulations.
2.16.2 Trenches shall be excavated to the line and depth designated by the City to provide a
minimum of 30 inches of cover over the pipe. Except for unusual circumstances where
approved by the City, the trench sides shall be excavated vertically and the trench width shall
be excavated only to such widths as are necessary for adequate working space as allowed by
the governing agency. The trench shall be kept free of water until joining is complete.
Surface water shall be diverted so as to not enter the trench. The developer/contractor shall
maintain sufficient pumping equipment on the job to insure that these provisions are carried
out.
2.16.3 The contractor shall perform all excavation of every description and whatever substance
encountered and boulders, rocks, roots, and other obstructions shall be entirely removed or
cut out to the width of the trench and to a depth 6 inches below water main grade. Where materials are removed from below water main grade, the trench shall be backfilled to grade with material satisfactory to the City and thoroughly compacted. 2.16.4 Trenching and shoring operations shall not proceed more than 100 feet in advance of pipe laying without approval of the City, and shall be in conformance with Washington Industrial Safety and Health Administration (WISHA) and Occupational Safety and Health Administration (OSHA) safety standards. 2.16.5 The bottom of the trench shall be finished to grade with hand tools in such a manner that the pipe will have bearing along the entire length of the barrel. The bell holes shall be excavated with hand tools to sufficient size to make up the joint. 2.16.6 The contractor shall maintain the presence of a "competent person", as defined by the Washington State Department of Labor and Industries, when any trench excavation and backfill work is being done at the project site. 2.17 Thrust Blocking Location of thrust blocking shall be shown on plans. Thrust block concrete shall be Class B poured against undisturbed earth. A plastic barrier shall be placed between all thrust blocks and fittings. See standard drawings number 2-10 and 2-18 for thrust block locations and calculations.
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Centralia Guidelines 04/21 2-10
2.18 Backfilling
Backfilling shall not commence until the pipe installation has been inspected and approved.
Backfilling and surface restoration shall closely follow installation of pipe so that not more than 100
feet is left exposed during construction hours without approval of the City. Selected backfill
material shall be placed and compacted around and under the water mains by hand tools to a height
of 6 inches above the top of the water main. The remaining backfill shall be compacted to 95
percent of the maximum density in traveled areas, 90 percent outside traveled areas. Where
governmental agencies other than the City have jurisdiction over roadways, the backfill and
compaction shall be done to the satisfaction of the agency having jurisdiction. If suitable backfill
material, as determined by the City, is not available from trenching operations, the City may order
the placing of bedding conforming to WSDOT/APWA Standard Specifications Section 9-03.15
around the water main and gravel base conforming to Section 9-03.10, same document, for
backfilling the trench. At the conclusion of each day the trench shall be totally backfilled or steel
plates shall be used so that no open excavation is left overnight.
2.19 Street Patching and Restoration
See Sections 4.15 and 4.16 for requirements regarding street patching and trench restoration.
2.20 Hydrostatic Tests
Prior to the acceptance of the work, the contractor shall conduct a hydrostatic test on the installation in accordance with Section 7-09.3(23) of the current version of the Washington State Department of Transportation Standard Specifications. Any leaks or imperfections developing under said pressure shall be remedied by the contractor. The main shall be tested between valves. Insofar as possible, no hydrostatic pressure shall be placed against the opposite side of the valve being tested. Test pressure shall be maintained while the entire installation is inspected by the City. The contractor shall provide all necessary equipment and shall perform all work connected with the tests. Tests shall be made after all connections have been made and the roadway section is constructed to subgrade. This is to include any and all connections as shown on the plan. The contractor shall perform the test to assure that the equipment to be used for the test is adequate and in good operating condition and that the air in the line has been released before requesting the City to witness the test. Only authorized personnel shall operate isolation valves. See Section 2.11 for testing responsibilities for backflow prevention devices.
Water
Centralia Guidelines 04/21 2-11
2.21 Sterilization and Flushing
Sterilization of water mains shall be accomplished by the contractor in accordance with the
requirements of DOH and AWWA standards and in a manner satisfactory to the City. At no time
shall chlorinated water from a new main be flushed into a body of fresh water. This is to include
lakes, rivers, streams, drainage ways, and any and all other waters where fish or other natural water
life can be expected.
When proper chlorine concentration has been established throughout the line, the valves shall be
closed and the line left undisturbed for 24 hours. The line shall then be thoroughly flushed. Water
samples will then be taken by the contractor in the presence of the City’s Inspector, at least 24 hours
after the flushing. Should the initial treatment result in an unsatisfactory bacteriological test, and/or
the water in the new line(s) fail to hold a chlorine residual, the chlorination procedure shall be
repeated by the contractor until satisfactory results are obtained. Samples can only be taken on
Mondays, Tuesdays, and Wednesdays until noon, due to lab scheduling constraints. Testing and
sampling shall take place after all underground utilities are installed and compaction of the backfill
within the roadway section is complete. The developer/contractor is responsible for the cost of all
testing.
2.22 Pump Station
When a pump station is required to provide the necessary flows for a new development, the
developer shall construct and be responsible for all cost of the pump station. The new pump station
shall be designed by a licensed engineer to City of Centralia standards. The standards will be provided to the developer at the time of design. A pump station will only be allowed when there is no gravity alternative. The City will make the final determination on whether a pump station will be allowed. 2.23 Electrical All electrical and housing for electrical equipment used for storage and/or distribution shall be designed to Centralia Public Works Development Standards at the time of development. The standards will be provided by the City.
Water
Centralia Guidelines 04/21 2-12
LIST OF DRAWINGS
CHAPTER 2: WATER
Drawing Title Number
Water Main Installation General Notes
Typical Meter Placement ........................................................................................................... 2-01
3/4" Single Meter Service .......................................................................................................... 2-02
1" Single Meter Service ............................................................................................................. 2-03
1 1/2" Single Meter Service ....................................................................................................... 2-04
2" Single Meter Service ............................................................................................................. 2-05
3/4" - 1" Dual Meter Service ..................................................................................................... 2-06
1"- Dual Meter Service .............................................................................................................. 2-07
2" Blowoff Assembly ................................................................................................................. 2-08
2″ Blowoff Assembly (Non-Pavement Areas) ........................................................................ 2-08A
Standard Valve Box ................................................................................................................... 2-09
Standard Blocking Detail ........................................................................................................... 2-10 Live Tap and Cut in Tee ............................................................................................................ 2-11 Fire Hydrant ............................................................................................................................... 2-12 Air and Vacuum Valve Assembly ............................................................................................. 2-13 Double Check Detector Assembly w/Fire Dept. Connections .................................................. 2-14 Double Check Detector Assembly w/o Fire Dept. Connections ............................................... 2-15 Double Check Valve Assembly - Small (Below Ground Installation) ...................................... 2-16 Reduced Pressure Backflow Assembly ..................................................................................... 2-17 Thrust Loads .............................................................................................................................. 2-18 Water and Sewer Separation Detail ........................................................................................... 2-19
September 2021 DRAFT
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Appendix I. Coliform Monitoring Plan
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Coliform Monitoring Plan for: 12200D Centralia Public Works-Water Department
A. System Information Plan Date: 2018
Water System Name
Centralia Water Department
County
Lewis
System I.D. Number
12200D
Name of Plan Preparer
Andy Oien
Position
Water Manager
Daytime Phone
360-508-6083
Sources: DOH Source Number, Source
Name, Well Depth, Pumping Capacity
S01 - 12250/Chehalis-Kresky Ave (2 Way) intertie,
S02 – N. Tower Well – inactive, monitoring well location
S03 - K Street AFC723, 93 ft, 750 gpm
S04 - ESHOM AFC729 WW, 72 ft, 1200 gpm
S05 - Riverside AFC724 CT6 Required, inactive
S06 - Washington AFC722, 88 ft, 1000 gpm, inactive CT6
S07 - Downing AFC730, 147 ft, 700 gpm, inactive
S08 - Borst WF (S10 & 11), 38 ft, 2000 gpm, inactive CT6
S09 - Tennis Court WF (S012 & 13), 69 ft, 1800 gpm
S10 - Borst Park Well #1 AFC728 WW, 72 ft, 812 gpm
S11 - Borst Park Well #2 AFC727 WW, 65 ft, 700 gpm
S12 - Tennis Court Well #1 AFC725 WW, 87 ft, 605 gpm
S13 - Tennis Court Well #2 AFC726 WW, 69 ft, 1300 gpm S14 - Fords Prairie #1 WW, 70 ft, 600 gpm S15 - Fords Prairie #2 WW, 66 ft, 400 gpm S16 - Port District WF (S04,14,15), 66 ft, 2200 gpm
Storage: List and Describe Seminary Hill Reservoir-4.5 MG, Davis Hill
Reservoir-2.5 MG, Cooks Hill Reservoir-
760,000 gallons, Ham Hill Reservoir-230,000 gallons.
Treatment: Source Number & Process S09 &S16 provide chlorination, fluoridation,
and aeration. S03 provides chlorination and
fluoridation.
Pressure Zones: Number and name Central, Davis Hill, Seminary Hill, Ham Hill, Cooks Hill, Winterwood Estates, Zenkner
Valley.
Population by Pressure Zone TBD, population has changed since 2013 WSP. Central Zone supplies water to the majority of Centralia’s population.
Number of Routine Samples Required Monthly by Regulation: 30
Number of Sample Sites Needed to Represent the Distribution System: 30
*Request DOH Approval of Triggered Source Monitoring Plan?Yes No
*If approval is requested a fee will be charged for the review. B. Laboratory Information
Laboratory Name
Lewis County Water Lab
Office Phone 360-748-2718
After Hours Phone 360-748-2718
Address
2025 NE Kresky Avenue
Chehalis WA 98532
(360) 740-2718
Cell Phone 360-740-2718
Email
Hours of Operation
8:00-5:00 M-F
Contact Name
Vanessa Ruelas
Emergency Laboratory Name
Water Management
Office Phone 253-531-3121
After Hours Phone 253-531-3121
Address
1515 80th St E, Tacoma, WA 98404
Cell Phone - -
Email customerservice@watermanagment.com
Hours of Operation
8am-5pm M-F, Saturday 9am-12pm
Contact Name
Laura Tankersley
C. Wholesaling of Groundwater
Yes No
We are a consecutive system and purchase groundwater from another water system.
If yes, Water System Name:
Contact Name:
Telephone Numbers
Office - - After Hours - -
We sell groundwater to other public water systems.
If yes, Water System Name:
Contact Name:
Telephone Numbers
Office - - After Hours - -
If yes, Water System Name:
D. Routine, Repeat, and Triggered Source Sample Locations*
See 4 attachments.
Location/Address for
Routine Sample Sites
X1. 3630 Southworth 1-1. 3508 Galvin S___16
1-2. 3630 Southworth S___16
1-3. 1504 Eshom S___16
S___
S___
X2. 1621 Harrison 2-1. 1741 Harrison S___16
2-2. 1621 Harrison S___16
2-3. 1509 Harrison S___16
S___
S___
X3. 2600 Reynolds 3-1. 2640 Reynolds S___16
3-2. 2600 Reynolds S___16
3-3. 2424 Reynolds S___16
S___
S___
X4. 939A W Roanoke 1-1. 939 W Roanoke S___16
1-2. 939A W Roanoke S___16
1-3. 2314 Woodhaven S___16
S___
S___
X5. 2318 N Pearl 2-1. 2311 N Pearl S___16
2-2. 2318 N Pearl S___16
2-3. 2404 N Pearl S___16
S___
S___
X6. 3008A Zenkner Valley 3-1. 401 George Anthony S___16
3-2. 3008A Zenkner Valley S___16
3-3. 3010 Zenkner Valley S___16
S___
S___
X7. 816A W 6th 2-1. 814 W 6th S___16
2-2. 816A W 6th S___16
2-3. 801 W 6th S___16
S___
S___
X8. 606A W 7th 3-1. 1231 N Washington S___16
3-2. 606A W 7th S___16
3-3. 1228 N Washington S___16
S___
S___
Location/Address for
Repeat Sample Sites
Groundwater Sources for
Triggered Sample Sites**
Location/Address for
Routine Sample Sites
X9. 1217 N Tower 1-1. 1210 N Tower S___16
1-2. 1217 N Tower S___16
1-3. 1220 N Tower S___16
S___
S___
X10. 1100 N Tower 2-1. 1117 N Tower S___16
2-2. 1100 N Tower S___16
2-3. 1027 N Tower S___16
S___
S___
X11. 1326 Maple Valley 3-1. 1205 Marion S___16
3-2. 1326 Maple Valley S___16
3-3. 1415 Winterwood S___16
S___
S___
X12. 924A Ham Hill 1-1. 916 Ham Hill S___16
1-2. 924A Ham Hill S___16
1-3. 1014 Ham Hill S___16
S___
S___
X13. 1707 Seminary Hill 2-1. 1701 Seminary Hill S___09
2-2. 1707 Seminary Hill S___09
2-3. 1802 Seminary Hill S___09
S___
S___
X14. 1000 Seminary Hill 3-1. 925 Seminary Hill S___09
3-2. 1000 Seminary Hill S___09
3-3. 1410 Seminary Hill S___09
S___
S___
X15. 220 N Tower 2-1. 208 N Tower S___09
2-2. 220 N Tower S___09
2-3. 305 N Tower S___09
S___
S___
X16. 512 N Tower 3-1. 544 N Tower S___09
3-2. 512 N Tower S___09
3-3. 500 N Tower S___09
S___
S___
Location/Address for
Repeat Sample Sites
Groundwater Sources for
Triggered Sample Sites**
Location/Address for
Routine Sample Sites
X17. 1815 Cooks Hill 1-1. 1809 Cooks Hill S___09
1-2. 1815 Cooks Hill S___09
1-3. 1900 Cooks Hill S___09
S___
S___
X18. 619 Harrison 2-1. 701 Harrison S___09
2-2. 619 Harrison S___09
2-3. 609 Harrison S___09
S___
S___
X19. 1201 Belmount 3-1. 1100 Harrison S___16
3-2. 1201 Belmont S___16
3-3. 1305 Belmont S___16
S___
S___
X20. 1211 Harrison 1-1. 1215 Harrison S___16
1-2. 1211 Harrison S___16
1-3. 1107 Johnson S___16
S___
S___
X21. 902 Johnson 2-1. 908 Johnson S___16
2-2. 902 Johnson S___16
2-3. 2320 Borst S___16
S___
S___
X22. 3320 Borst 3-1. 3306 Borst S___09
3-2. 3320 Borst S___09
3-3. 3323 Borst S___09
S___
S___
X23. 1818 Harrison 2-1. 1732 Harrison S___16
2-2. 1818 Harrison S___16
2-3. 1905 Harrison S___16
S___
S___
X24. 3123A Cooks Hill 3-1. 3421 Cooks Hill S___09
3-2. 3123A Cooks Hill S___09
3-3. 3119 Cooks Hill S___09
S___
S___
Location/Address for
Repeat Sample Sites
Groundwater Sources for
Triggered Sample Sites**
Location/Address for
Routine Sample Sites
X25. 1820 Cooks Hill 1-1. 1740 Cooks Hill S___09
1-2. 1820 Cooks Hill S___09
1-3. 1900 Cooks Hill S___09
S___
S___
X26. 1004 Ellsbury 2-1. 910 Ellsbury S___09
2-2. 1004 Ellsbury S___09
2-3. 1218 Borthwick S___09
S___
S___
X27. 600 W Locust 3-1. 420 Centralia College
Blvd S___09
3-2. 600 W Locust S___09
3-3. 718 Centralia College
Blvd S___09
S___
S___
X28. 1107 Grand 1-1. 1030 S Gold S___09
1-2. 1107 Grand S___09
1-3. 1126 S Gold S___09
S___
S___
X29. 1410 S Tower 2-1. 1315 S Tower S___09
2-2. 1410 S Tower S___09
2-3. 206 E Floral S___09
S___
S___
X30. 1622 S Gold 3-1. 1610 S Gold S___09
3-2. 1622 S Gold S___09
3-3. 1704 S Gold S___09
S___
S___
X31. 2-1. S___
2-2. S___
2-3. S___
S___
S___
X32. 3-1. S___
3-2. S___
3-3.S___
S___
S___
Location/Address for
Repeat Sample Sites
Groundwater Sources for
Triggered Sample Sites**
*NOTE: If you need more than three routine samples to cover the distribution system, attach additional sheets as needed.
** When you collect the repeats, you must sample every groundwater source that was in use when the original routine sample was collected. Important Notes for Sample Collector:
• Sample early in each month
• Sample M-W only (per County Lab rules)
• Use only pre-designated sites each month
• Use good sample techniques
• Document anything usual at sample locations that may impact water quality
• Notify Water Manager if any problems arise
E. Reduced Triggered Source Monitoring Justification (add sheets as needed):
We will sample both Tennis Court and Fords Prairie Wellfield in the event coliform is
found in a routine sample. Both TC and FP Wellfields provide all the source water for
the City. If our seasonal well (K ST) was operating we would sample there also.
F. Routine Sample Rotation Schedule
Month Routine Site(s) Month Routine Site(s)
January 30, S09 & S16 July 20, S09 & S16
February 30, S09 & S16 August 20, S09 & S16
March 30, S09 & S16 September 30, S09 & S16
April 30, S09 & S16 October 30, S09 & S16
May 30, S09 & S16 November 30, S09 & S16
June 20, S09 & S16 December 30, S09 & S16
G. Level 1 and Level 2 Assessment Contact Information
Name Mike Gray
Office Phone 360-330-7512 After Hours Phone 360-520-3636
Address 1100 N Tower Ave
Email
mgray@cityofcentralia.com
Name Andy Oien
Office Phone 360-330-7512 After Hours Phone 360-330-7512 Address 1100 N Tower Ave
Email
aoien@cityofcentralia.com
H. E. coli-Present Sample Response
Distribution System E. coli Response Checklist
Background Information Yes No N/A To Do List
We inform staff members about activities within the distribution
system that could affect water quality.
We document all water main breaks, construction & repair
activities, and low pressure and outage incidents.
We can easily access and review documentation on water main breaks, construction & repair activities, and low pressure and outage incidents.
Our Cross-Connection Control Program is up-to-date.
We test all cross-connection control devices annually as required,
with easy access to the proper documentation.
We routinely inspect all treatment facilities for proper operation.
We identified one or more qualified individuals who are able to
conduct a Level 2 assessment of our water system.
We have procedures in place for disinfecting and flushing the water system if it becomes necessary.
We can activate an emergency intertie with an adjacent water system in an emergency.
We have a map of our service area boundaries.
We have consumers who may not have access to bottled or boiled
water.
There is a sufficient supply of bottled water immediately available to our customers who are unable to boil their water.
We have identified the contact person at each day care, school, medical facility, food service, and other customers who may have
difficulty responding to a Health Advisory.
We have messages prepared and translated into different languages to ensure our consumers will understand them.
We have the capacity to print and distribute the required number of
notices in a short time period.
Policy Direction Yes No N/A To Do List
We have discussed the issue of E. coli-present sample results with our policy makers.
If we find E. coli in a routine distribution sample, the policy makers want to wait until repeat test results are available before issuing advice to water system customers.
(Cont.)
Distribution System E. coli Response Checklist
Potential Public Notice Delivery Methods Yes No N/A To Do List
It is feasible to deliver a notice going door-to-door.
We have a list of all of our customers’ addresses.
We have a list of customer telephone numbers or access to a Reverse 9-1-1 system.
We have a list of customer email addresses.
We encourage our customers to remain in contact with us using social media.
We have an active website we can quickly update to include
important messages.
Our customers drive by a single location where we could post an advisory and expect everyone to see it.
We need a news release to supplement our public notification process.
Distribution System E. coli Response Plan
If we have E. coli in our distribution system we will immediately:
1. Call DOH.
2. Collect repeat and triggered source samples per Part D. Collect additional investigative samples as
necessary.
3. Inspect our water system facilities, including FP and TC Treatment plants.
4. Talk with Water Department Staff to see if anything usual has occurred.
5. Review new construction work, water main breaks, and any pressure outages that may have
occurred recently.
6. Look for unprotected cross connections, review known protected cross connections in the area.
7. Discuss with DOH whether to issue a Health Advisory based on the findings of steps 3-6.
E. coli-Present Triggered Source Sample Response Checklist –
All Sources
Background Information Yes No N/A To Do List
We review our sanitary survey results and respond to any recommendations affecting the microbial quality of our water supply.
We address any significant deficiencies identified during a sanitary
survey.
There are contaminant sources within our Wellhead Protection Area that could affect the microbial quality of our source water, and If yes, we can eliminate them.
We routinely inspect our well site(s).
We have a good raw water sample tap installed at each source.
After we complete work on a source, we disinfect the source, flush, and collect an investigative sample.
Public Notice Yes No N/A To Do List
We discussed the requirement for immediate public notice of an E.
coli-present source sample result with our water system’s governing body (board of directors or commissioners) and received direction from them on our response plan.
We discussed the requirement for immediate public notice of an E. coli-present source sample result with our wholesale customers and encouraged them to develop a response plan.
We have prepared templates and a communications plan that will help us quickly distribute our messages.
E. coli-Present Triggered Source Sample Response Checklist – Source S__*
Alternate Sources Yes No N/A To Do List
We can stop using this source and still provide reliable water service to our customers.
We have an emergency intertie with a neighboring water system that we can use until corrective action is complete (perhaps for several months).
We can provide bottled water to all or part of the distribution system for an indefinite period.
We can quickly replace our existing source of supply with a more protected new source.
Temporary Treatment Yes No N/A To Do List
This source is continuously chlorinated, and our existing facilities can provide 4-log virus treatment (CT = 6) before the first customer.
If yes, at what concentration? ___1__ mg/L
We can quickly introduce chlorine into the water system and take advantage of the existing contact time to provide 4-log virus treatment to a large portion of the distribution system.
We can reduce the production capacity of our pumps or alter the configuration of our storage quantities (operational storage) to increase the amount of time the water stays in the system before the first customer to achieve CT = 6.
We can alter the demand for drinking water (maximum day or peak hour) through conservation messages to increase the time the water is in the system prior to the first customer in order to achieve 4-log virus treatment with chlorine.
*NOTE: If your system has multiple sources, you may want to complete a separate checklist for each source.
E. coli-Present Triggered Source Sample Response Plan – Source S01-S16
If we have E. coli in Source S01-S16 water we will immediately:
1. Call DOH.
2. Look for an alternate uncontaminated source—try a different well or wellfield
3. Increase free chlorine residual to 1 MG/L before first customer
4. Notify all customers through broadcast media, signage, and phone calls
5. Investigate the problem, talk with Water Department Staff to see if anything usual has occurred.
6. Provide bottled water as a backup.
7. Begin compliance monitoring per DOH directions.
System Map
September 2021 DRAFT
City of Centralia | J-1
Appendix J. Consumer Confidence Report
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City of Centralia | J-2
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The City of Centralia is proud to report that of the more than 100 possible contaminants we regularly test for at
our water supply sources, we have not exceeded any State or Federal limits. The City of Centralia will notify you
immediately if there is ever any reason for concern about our water.
2020 Water Quality Report
Inside this issue:
Water Sources 1
Health Information 1
Lead and Copper 2
Water Conservation 2
Backflow Prevention 2
Water Quality
Monitoring Results 3
Contact Information 4
City of Centralia Public works
MAY 2021
WATER SOURCES
Last year the City of Centralia provided water for its customers from the Tennis
Court and the Port District well fields. In 2020 City wells delivered 739 million
gallons of water to approximately 7,150 service connections through more than
136 miles of pipe.
Centralia’s water is classified as groundwater, meaning it comes from drilled wells.
Underground water can be susceptible to contamination from above ground
activities that might leak contaminants through the ground to the aquifer. It’s
everyone’s responsibility to protect our drinking water. To help protect
groundwater, dispose of used oil, gas, pesticides, insecticides, etc. properly. Don’t
pour them on the ground or into sinks or toilets. Contact our local Hazo - Hut for
hazardous waste information and recycling at (360) 740-1221.
Drinking water, including bottled water, may reasonably be expected to contain at least small amounts of
some contaminants. The presence of contaminants in drinking water does not necessarily indicate that the
drinking water poses a health risk. More information about contaminants and potential health effects can be
obtained by calling the Environmental Protection Agency hotline at 1-800-424-4372 (Region 10 - Pacific
Northwest) or going to the EPA Region 10 (Pacific Northwest) website.
It is important to remember that some people may be more vulnerable to contaminants in drinking water
than the general population. Immuno-compromised people with cancer undergoing chemotherapy, people
who have undergone organ transplants, people with HIV/AIDS or other immune system disorders, some
elderly, and infants can be particularly at risk from infections. These people should seek advice from their
health care providers about drinking water. EPA/CDC guidelines on appropriate means to lessen the risk
of infection by cryptosporidium and other microbial contaminants are available from the Safe Drinking
Water hotline at 1-800-426-4791.
HEALTH INFORMATION
Contaminants that may be present in groundwater before treatment include: Microbial contaminants, from
broken sewer lines, septic systems, agricultural livestock operations and wildlife. Inorganic contaminants, such as
salts and metals, which can be naturally occurring or result from urban storm water runoff, industrial or
domestic wastewater discharges, oil and gas production, mining or farming. Pesticides and herbicides from a
variety of sources such as agriculture and residential uses. Radioactive contaminants which are naturally
occurring. Organic chemical contaminants, including synthetic and volatile organic chemicals, which are
by-products of industrial processes and petroleum production and can also come from gas stations, urban storm
water runoff, and septic systems.
The primary treatment methods for water supplied to Centralia consumers are air stripping, chlorination, and
fluoridation. Air stripping is described on page 2. Chlorine is used to disinfect the water supply. The level of
chlorine in the water at any one time is between 0.2 and 1.2 parts per million (ppm). The EPA has established
that the Maximum Residual Disinfectant Level (MRDL) of chlorine added to drinking water as 4 ppm and the
Maximum Residual Disinfectant Level Goal (MRDLG) also as 4 ppm. Fluoride is added to aid in the
prevention of tooth decay. Fluoride levels are maintained at values between 0.5 and 0.9 ppm. The EPA has
established the Maximum Contaminant Level Goal (MCLG) for fluoride added to the water as 4 ppm.
Page 2 2020 Water Quality Report
The Tennis Court and Port District well fields were designed to help Centralia comply with Lead and Copper regulations and
to lower corrosion by increasing the pH of the water through air stripping. Air stripping is a treatment process where large
volumes of air are forced through the water to remove dissolved gases and volatile substances. Since the Tennis Court and
Port District well air strippers have been on line, the pH of our water has increased from approximately 6.7 to 7.7.
Based upon our test results, pH adjustment has been effective in reducing lead and copper levels in our drinking water to
levels that are well below the Federal/State maximum contamination level. Even so, we are required to provide the
following notice from the Environmental Protection Agency about the health effects of lead and copper.
“Infants and children who drink water containing lead in excess of the action level could experience delays in their
physical or mental development. Children could show slight deficits in attention span and learning abilities. Adults who
drink this water over many years could develop kidney problems or high blood pressure. Some people who drink water
containing copper in excess of the action level over a relatively short amount of time could experience gastrointestinal
distress. Some people who drink water containing copper in excess of the action level over many years could suffer liver
or kidney damage. People with Wilson’s Disease should consult their personal doctor.”
As a result of the City’s excellent water quality, the Department of Health has reduced our sample schedule to thirty samples
once every three years. Thirty samples were collected and analyzed in 2020; all the samples were below the action levels for
lead and copper (see water quality monitoring results on page 3).
LEAD AND COPPER
The Water Department continued to take an active role in water conservation in 2020. We repaired 101 leaks, of which 27
were main breaks and 74 service lines. Also, 20 service lines were replaced. These repairs, when added up, saved millions of
gallons of lost water in 2020. The Water Department has a radio read meter system that has a customer leak detection
function built in. This system notifies us of possible leaks on the customer side of the meter that will save the customer
money when it is repaired.
Collection of data is a major part of water conservation efforts. The Water Department records information on water
production, consumption, and sales of water as well as water used to clean reservoirs, control dust, fight fires, and flush the
water system. The Water Department also has information available on how customers can reduce the amount of water they
use.
WATER CONSERVATION
What is backflow? Backflow occurs when potentially contaminated water (or other substances) enters into the public water
system or consumers’ drinking water through cross-connection to a private well or other unprotected source such as a yard
sprinkler system.
Washington Administrative Code 246-290-490 requires water purveyors to implement a cross-connection control program.
City of Centralia adopted Ordinance No. 1786 in March of 2004 to protect its drinking water from cross-connections by
requiring backflow prevention devices under certain specific conditions.
ALL INSTALLERS OF BACKFLOW ASSEMBLIES (THIS INCLUDES PLUMBING CONTRACTORS, LANDSCAPE
CONTRACTORS OR PRIVATE CITIZENS) MUST OBTAIN A PLUMBING PERMIT FROM THE BUILDING INSPECTOR AT
CITY HALL. FAILURE TO DO SO MAY RESULT IN THE WATER BEING SHUT OFF TO PROTECT THE HEALTH AND
SAFETY OF CENTRALIA RESIDENTS.
If you have any questions, or would like help identifying potential backflow hazards, please contact the staff at the Centralia
Public Works Water Department, (360) 330-7512.
BACKFLOW PREVENTION
This table shows some of the results of water quality monitoring by the City of Centralia. TEST RESULTS SHOW THAT
YOUR WATER MEETS OR SURPASSES ALL FEDERAL AND STATE STANDARDS FOR PUBLIC DRINKING WATER. The
water quality information presented in the table is from the most recent round of testing done in accordance with the
regulations. All data shown was collected during the last calendar year unless otherwise noted in the table. Not all of the
specific contaminant groups such as volatile organic chemicals (VOCs), inorganic chemicals (IOCs), or synthetic organic
chemicals (SOCs) are required to be monitored every year. The Washington State Department of Health has reduced the
monitoring requirements for these groups because previous testing has shown that our sources meet all applicable EPA and
Department of Health standards. Volatile organic chemicals were tested for in 2020 and all were non-detectable. Inorganic
chemicals were tested for in 2020 and all were in compliance with Department of Health standards. A complete list of
contaminant information can be obtained by calling Centralia Public Works at (360) 330-7512.
We are required to monitor your drinking water for specific contaminants on a regular basis. Results of regular monitoring
are an indicator of whether or not your drinking water meets health standards.
AL (action level): The highest level of a contaminant that is allowed in drinking water. MCL (maximum contaminant level): The highest level of a contaminant that is allowed in drinking water. MCLs are
set as close to the MCLGs as feasible using the best available technology.
MCLG (maximum contaminant level goal): The level of a contaminant in drinking water below which there is no
known or expected risk to health, allowing an adequate margin of safety.
mg/L (milligrams per liter):
MRDL (maximum residual disinfectant level): The highest level of a disinfectant allowed in drinking water. There is
convincing evidence that addition of a disinfectant (chlorine) is necessary for control of microbial contaminants.
MRDLG (maximum residual disinfectant level goal): The level of a drinking water disinfectant below which there is no
known or expected risk to health. MRDLGs do not reflect the benefits of the use of disinfectants to control microbial
contaminants.
pCi/L (Pico Curies per liter): A measure of radioactivity. EPA considers 50 pCi/L to be the level of concern for beta
particles.
ppb (parts per billion)/μg/L (micrograms per liter): Equivalent to 1/2 of a dissolved aspirin tablet in approximately
50,000 gallons of water.
ppm (parts per million)/mg/L (milligrams per liter): Equivalent to 1/2 of a dissolved aspirin tablet in approximately
50 gallons of water.
N/A (Not applicable or not available) ND (Not detectable) < (Indicates less than)
* (Date of most recent sampling)
WATER QUALITY MONITORING RESULTS FOR 2020
Page 3 2020 Water Quality Report
Contaminant Unit MCL MCLG Maximum Test Results Sample Range Compliance Major Sources of Contamination
Radium 228 (2015)* pCi/L 5 0 ND N/A Yes Erosion of natural deposits
Arsenic (2019)* ppb 10 10 <0.001 N/A Yes Erosion of natural deposits; runoff from industrial or
agricultural uses
Copper (2020)* ppm (AL) 1.3 1.3 <0.077 <0.02-0.077 Yes Corrosion of household
plumbing systems
Lead (2020)* ppb (AL) 0.015 0 <0.0013 <0.001-0.0013 Yes Corrosion of household plumbing systems
Nitrate (2020)* ppm 10 10 4.83 2.28-4.83 Yes Runoff from fertilizer use; leaching from septic tanks; erosion of natural deposits
Total Trihalomethanes (TTHM) (2020)* ppm 80 N/A 2.28 1.34-9.51 Yes By-product of drinking water chlorination
Haloacetic Acids (HAA) (2020)* ppb 60 N/A ND ND-1.31 Yes By-product of drinking water chlorination
The City of Centralia’s Department of Health System
ID number is 12200D
If you have any questions regarding this report or
need more information,
please contact Centralia Public Works:
Phone: (360) 330-7512
Fax: (360) 330-7516
Mail: 1100 North Tower Avenue
Centralia, Washington 98531
Additional Information:
EPA Safe Drinking Water Hotline 1-800-426-4791
Department of Health
Southwest Operations (360) 236-3030
Para obtener una versión en español, visite una de
nuestras ubicaciones:
500 N Perla,
Torre 1100 N
o en el sitio web de nuestra ciudad @
www.cityofcentralia.com
Updated April, 2021 sp
Page 4
September 2021 DRAFT
City of Centralia | K-1
Appendix K. D/DBP Compliance
Monitoring Plan
September 2021 DRAFT
City of Centralia | K-2
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* Surface water systems who serve less than 500 population
* Surface water systems who serve between 500‐3,300 population on reduced monitoring
* Groundwater systems who serve less than 10,000 population
* Groundwater systems who serve 500‐99,999 population on reduced monitoring
For more information, refer to the Reference Sheets on the separate tabs
System Name:
PWSID#:
Population:
Type of Source Water:
Completed by:
Date:
Monitoring Requirments
Monitoring Frequency:
Number of TTHM Samples Required:
Number of HAA5 Samples Required:
Monitoring Locations and Month Assigned
Monitoring Location
(Name of Site)Month Assigned
2318 N. Pearl ST June
1622 S. Gold ST June
Determining Compliance for TTHM and HAA5
To qualify for reduced monitoring:
If your system is on reduced annual monitoring, to remain on reduced monitoring:
Disinfectant Residual Monitoring
Chlorine residuals must be measured at the same time and place as routine or repeat coliform samples
MRDL for chlorine and chloramines = 4.0 mg/l as Cl2
Determining Compliance for disinfectant residuals
DBP Monitoring Plan
(Annual Schedule)
Centralia Public Works‐‐Water
12200D
This template should be used by:
The TTHM LRAA must be less than or equal to 0.040 mg/l AND the HAA LRAA must be less than or equal to
0.030 mg/l at each monitoring location.
Annual
2
2
Our system is required to monitor annually. Compliance will be achieved if the TTHM and the HAA5 at each
monitoring location is less than or equal to 0.080 mg/L for TTHM and less than or equal to 0.060 mg/l for HAA5.
If these levels are exceeded the monitoring frequency will be increased to quarterly.
17,170
Groundwater
Andy Oien
8/18/2021
The TTHM LRAA must be less than or equal to 0.060 mg/l AND the HAA LRAA must be less than or equal to
0.045 mg/l at each monitoring location. If these levels are exceeded, but the MCL is not exceeded, the
monitoring frequency will be returned to quarterly.
Compliance is based on the running annual average (RAA) of 12 consecutive months
Daily residual measurements will / will not be included in the compliance calculations (circle one)
(Attach a distribution map with sample locations. You will need to print a hard copy for your records and make
it available upon request. You do not need to submit a copy to DOH. If you need this publication in an alternate
format, call (800) 525‐0127. For TTY/TDD call (800) 833‐6388.)
2318 N Pearl StTTHMHAA5FP
1622 S Gold StTTHMHAA5TC
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Stage 2 DBP Monitoring PlanDistribution Map of Sample Locations
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September 2021 DRAFT
City of Centralia | L-1
Appendix L. Maintenance Reporting
Procedures
September 2021 DRAFT
City of Centralia | L-2
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September 2021 DRAFT
City of Centralia | M-1
Appendix M. Cross Connection Control
Program
September 2021 DRAFT
City of Centralia | M-2
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September 2021 DRAFT
City of Centralia | N-1
Appendix N. Water Rights Self-
Assessment
September 2021 DRAFT
City of Centralia | N-2
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Water Right Self-Assessment Form for Water System Plan Mouse-over any link for more information. Click on any link for more detailed instructions. Water Right Permit, Certificate, or Claim # *If water right is interruptible, identify limitation in yellow section below WFI Source # If a source has multiple water rights, list each water right on separate line Existing Water Rights Qi= Instantaneous Flow Rate Allowed (GPM or CFS) Qa= Annual Volume Allowed (Acre-Feet/Year) This includes wholesale water sold Current Source Production – Most Recent Calendar Year Qi = Max Instantaneous Flow Rate Withdrawn (GPM or CFS) Qa = Annual Volume Withdrawn (Acre-Feet/Year) This includes wholesale water sold 10-Year Forecasted Source Production (determined from WSP) This includes wholesale water sold 20-Year Forecasted Source Production (determined from WSP) This includes wholesale water sold Primary Qi Maximum Rate Allowed Non-Additive Qi Maximum Rate Allowed Primary Qa Maximum Volume Allowed Non-Additive Qa Maximum Volume Allowed Total Qi Maximum Instantaneous Flow Rate Withdrawn Current Excess or (Deficiency) Qi Total Qa Maximum Annual Volume Withdrawn Current Excess or (Deficiency) Qa Total Qi Maximum Instantaneous Flow Rate in 10 Years 10-Year Forecasted Excess or (Deficiency) Qi Total Qa Maximum Annual Volume in 10 Years 10-Year Forecasted Excess or (Deficiency) Qa Total Qi Maximum Instantaneous Flow Rate in 20 Years 20-Year Forecasted Excess or (Deficiency) Qi Total Qa Maximum Annual Volume in 20 Years 20-Year Forecasted Excess or (Deficiency) Qa S2-CV1P31 North Fork Newaukum R. 7.4 cfs = 3,333 gpm 5,376 Cert. 562-D S09 700 186 Cert. 563-D S03 900 238 Cert 564-D S06, S14, S15 1,400 372 G2-*04714 (Cert. 4491-A) S04 1,200 1,920 G2-00168C S05 1,000 1,600 G2-24010C S09 1,300 1,568 432 G2-28212C S04 200 320 G2-28214C S06, S14, S15, S16 1,400 1,886 G2-28215C S03 900 1,214 CG2-00731 (LEWI-15-01) S04 70 6 TOTALS = 10,1031 9,6661 2,741 4,029 2,259 5,451 6,782 8,3212 5,945 10,7262 10,740 4,3632 9,415 7,2562 Column Identifiers for Calculations: A B C =A-C D =B-D E = A-E F =B-F G =A-G H =B-H PENDING WATER RIGHT APPLICATIONS: Identify any water right applications that have been submitted to Ecology. Application Number New or Change Application? Date Submitted Quantities Requested Primary Qi Non-Additive Qi Primary Qa Non-Additive Qa G2-28782 New, for S02 3-18-1993 700 1129 G2-22908 New, for Eshom well cleanup 3-15-2000 4000 6440 S2-30405 New – Skookumchuck River 4-13-2007 26 cfs Not stated G2-30763 New- Borst Park, et alia 1-31-2020 8,333 8,961 NOTES: 1. The cumulative total of groundwater rights only, without counting the inactive Newaukum River source, is 7,710 afy of additive Qa and 6,770 gpm of additive Qi. 2. The G2-30763 water right application is expected to be approved and active by the 10-year planning horizon and is therefore incorporated in the total Qi and Qa water rights in the 10- and 20- year planning horizon calculations.
INTERTIES: Systems receiving wholesale water complete this section. Wholesaling systems must include water sold through intertie in the current and forecasted source production columns above. Name of Wholesaling System Providing Water Quantities Allowed In Contract Expiration Date of Contract Currently Purchased Current quantity purchased through intertie 10-Year Forecasted Purchase Forecasted quantity purchased through intertie 20-Year Forecasted Purchase Forecasted quantity purchased through intertie Maximum Qi Instantaneous Flow Rate Maximum Qa Annual Volume Maximum Qi Instantaneous Flow Rate Current Excess or (Deficiency) Qi Maximum Qa Annual Volume Current Excess or (Deficiency) Qa Maximum Qi 10-Year Forecast Future Excess or (Deficiency) Qi Maximum Qa 10-Year Forecast Future Excess or (Deficiency) Qa Maximum Qi 20-Year Forecast Future Excess or (Deficiency) Qi Maximum Qa 20-Year Forecast Future Excess or (Deficiency) Qa 1 2 3 TOTALS = Column Identifiers for Calculations: A B C =A-C D =B-D E =A-E F =B-F G =A-G H =B-H INTERRUPTIBLE WATER RIGHTS: Identify limitations on any water rights listed above that are interruptible. Water Right # Conditions of Interruption Time Period of Interruption 1 2 3 ADDITIONAL COMMENTS: 1. The “Wellfield” designation approved for certain EWUA water rights include Wells 1, 1R, 2, 3, 4, 5, 6, 7A, 7B, 7C, 8, 9, 10, and 12 …...