Chehalis Water System Plan 2012
City of Chehalis
2011 Water System Plan
(Adopted February 2012)
Prepared By:
HDR Engineering, Inc.
606 Columbia Street NW, Suite 200
Olympia, WA 98501
(360) 570‐4400
City of Chehalis i Contents
Water System Plan February 2012
Contents
1. Introduction ................................................................................................... 1-1
1.1. System Overview ............................................................................................... 1-1
1.2. Planning Objectives ............................................................................................ 1-2
1.3. SEPA Review ..................................................................................................... 1-2
1.4. Organization of Water Comprehensive Plan ...................................................... 1-2
2. System Description ......................................................................................... 2-1
2.1. Ownership and Management ............................................................................. 2-1
2.2. System Background ........................................................................................... 2-1
2.3. Service Area ....................................................................................................... 2-4
2.4. Land Use and Zoning ......................................................................................... 2-4
2.5. System Facilities ................................................................................................ 2-9
2.5.1. Source of Supply .................................................................................... 2-9
2.5.2. Pressure Zones .................................................................................... 2-12
2.5.3. Storage Facilities .................................................................................. 2-14
2.5.4. Pump Stations ...................................................................................... 2-16
2.5.5. Treatment Facilities .............................................................................. 2-19
2.5.6. Pressure Reducing Valve Stations ....................................................... 2-19
2.5.7. Transmission and Distribution Pipe ...................................................... 2-19
2.5.8. Service Connections ............................................................................. 2-20
2.5.9. Interties ................................................................................................. 2-20
3. Related Plans, Agreements and Policies ........................................................ 3-1
3.1. Related Plans and Agreements .......................................................................... 3-1
3.1.1. Growth Management Act ........................................................................ 3-2
3.1.2. Related Plans ......................................................................................... 3-2
3.1.3. City Water Purchase Agreements .......................................................... 3-3
3.2. Future Service Area and Service Area Agreement ............................................ 3-4
3.3. Service Area Polices .......................................................................................... 3-4
3.3.1. Duty to Serve .......................................................................................... 3-4
3.3.2. Wholesaling of Water.............................................................................. 3-5
3.3.3. Wheeling of Water .................................................................................. 3-5
3.3.4. Annexation Policy ................................................................................... 3-5
3.3.5. Satellite/Remote Systems ....................................................................... 3-5
3.3.6. Design and Performance Standards ....................................................... 3-5
3.3.7. Rates for Outside Retail Customers ....................................................... 3-6
3.3.8. Formation of Local Improvement Districts Outside City Limits ............... 3-6
3.3.9. Urban Growth Areas ............................................................................... 3-6
3.3.10. Latecomer Agreements .......................................................................... 3-6
3.3.11. Oversizing ............................................................................................... 3-6
3.3.12. Cross-Connection Control Program ........................................................ 3-7
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Water System Plan February 2012
3.3.13. Extension Policy ..................................................................................... 3-7
4. Planning Data and Demand ............................................................................ 4-1
4.1. Demographics – Historical and Projected .......................................................... 4-1
4.2. Water Use Characteristics .................................................................................. 4-2
4.2.1. Production and Peaking Factor .............................................................. 4-2
4.2.2. Customer Categories, Connections, and Consumption .......................... 4-5
4.2.3. Water Balance, Non-Revenue, and Leakage ......................................... 4-7
4.2.4. Water Use Factors and Equivalent Residential Units ............................. 4-9
4.3. Demand Forecast ............................................................................................. 4-10
4.3.1. Demand Forecast Methodology ............................................................ 4-10
4.3.2. Demand Forecast Results .................................................................... 4-12
5. Conservation Program .................................................................................... 5-1
5.1. Conservation Requirements and Compliance Summary .................................... 5-1
5.2. Existing Conservation Program .......................................................................... 5-4
5.3. Conservation Measure Evaluation...................................................................... 5-5
5.4. 2010-2015 Conservation Program ..................................................................... 5-7
6. Distribution Facilities Design and Construction Standards ............................ 6-1
6.1. Project Review Procedures ................................................................................ 6-1
6.2. Construction Standards ...................................................................................... 6-2
7. System Analysis .............................................................................................. 7-1
7.1. Water Rights Analysis ........................................................................................ 7-1
7.2. Source Capacity Analysis ................................................................................... 7-7
7.2.1. Design Criteria ........................................................................................ 7-7
7.2.2. Source Capacity Evaluation .................................................................... 7-7
7.3. Storage Capacity Analysis................................................................................ 7-12
7.3.1. Design Criteria ...................................................................................... 7-12
7.3.2. Storage Capacity Evaluation ................................................................ 7-14
7.4. Distribution System Analysis ............................................................................ 7-20
7.4.1. Analysis Methodology ........................................................................... 7-20
7.4.2. System Components ............................................................................ 7-20
7.4.3. Water Demand Allocation ..................................................................... 7-20
7.4.4. Calibration............................................................................................. 7-21
7.4.5. Modeling Scenarios .............................................................................. 7-23
7.4.6. Peak Hour Analysis Results ................................................................. 7-23
7.4.7. Fire Flow Analysis Results .................................................................... 7-28
7.5. Impacts of Potential District No.5 Demands ..................................................... 7-33
7.5.1. Water Rights ......................................................................................... 7-33
7.5.2. Source Capacity ................................................................................... 7-34
7.5.3. South End Booster Pump Station Capacity .......................................... 7-37
City of Chehalis iii Contents
Water System Plan February 2012
7.5.4. Storage Capacity .................................................................................. 7-37
7.5.5. Distribution System Capacity ................................................................ 7-37
7.5.6. Summary of Potential Impacts .............................................................. 7-38
8. Water System Reliability and Source Protection ........................................... 8-1
8.1. Source Reliability ................................................................................................ 8-1
8.1.1. Summary of System Reliability Characteristics ...................................... 8-1
8.1.2. Water Shortage Response Planning ...................................................... 8-1
8.1.3. Watershed Planning ............................................................................... 8-2
8.2. Source Protection ............................................................................................... 8-2
8.2.1. Watershed Control Program Requirements ............................................ 8-3
8.2.2. North Fork Newaukum Watershed Control Program .............................. 8-3
8.2.3. Chehalis River Watershed Control Program ........................................... 8-5
8.2.4. Future Watershed Protection Efforts ...................................................... 8-7
9. Water Quality .................................................................................................. 9-1
9.1. Introduction and Approach ................................................................................. 9-1
9.2. System Overview and Water Quality Compliance Responsibility ....................... 9-1
9.3. Drinking Water Regulatory Framework .............................................................. 9-1
9.4. Overview of Drinking Water Regulations and Chehalis’ Compliance ................. 9-3
9.4.1. Treatment Regulations ........................................................................... 9-3
9.4.2. Finished Water Regulations .................................................................... 9-7
9.4.3. Distribution System Regulations ........................................................... 9-13
9.4.4. Consumer Confidence and Public Notification Rules ........................... 9-20
9.5. Recently Promulgated and Anticipated Drinking Water Regulations ................ 9-21
9.6. Labs Used for Chehalis’ Sample Analyses....................................................... 9-23
9.7. Response to Customer Inquiries and Complaints ............................................ 9-24
9.8. Summary of Regulatory Status and Monitoring Requirements ........................ 9-24
10. Maintenance and Operations Program ......................................................... 10-1
10.1. Water System Management and Personnel ..................................................... 10-1
10.2. Operator Certification ....................................................................................... 10-2
10.3. System Operations and Control ....................................................................... 10-3
10.3.1. Management and Operation of Water Supply Sources ........................ 10-3
10.3.2. SCADA and Telemetry System ............................................................ 10-4
10.3.3. Storage Reservoirs ............................................................................... 10-4
10.3.4. Pump Stations ...................................................................................... 10-5
10.3.5. Treatment Facilities .............................................................................. 10-6
10.3.6. Preventative Maintenance Program ..................................................... 10-8
10.3.7. Equipment, Supplies, and Chemical Listing ....................................... 10-10
10.4. Comprehensive Monitoring Program .............................................................. 10-10
10.5. Emergency Response Program ..................................................................... 10-10
10.5.1. Water System Personnel Emergency Call-up List .............................. 10-10
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Water System Plan February 2012
10.5.2. Notification Procedures ....................................................................... 10-13
10.5.3. Vulnerability Analysis .......................................................................... 10-14
10.5.4. Contingency Operational Plan ............................................................ 10-15
10.6. Safety Procedures and Programs .................................................................. 10-19
10.7. Cross-Connection Control Program ............................................................... 10-20
10.8. Record Keeping and Reporting ...................................................................... 10-21
11. Capital Improvement Program ..................................................................... 11-1
11.1. Development of CIP ......................................................................................... 11-1
11.2. Planned Projects .............................................................................................. 11-5
11.2.1. Water Supply ........................................................................................ 11-5
11.2.2. Water Storage....................................................................................... 11-5
11.2.3. Water Pump Stations ............................................................................ 11-6
11.2.4. Water Distribution System (Piping) ....................................................... 11-6
11.2.5. Water Maintenance and Operations ..................................................... 11-7
12. Financial Plan ............................................................................................... 12-1
12.1. Past Financial History ....................................................................................... 12-1
12.2. Review of the City’s Water Rates ..................................................................... 12-1
12.3. Development of the Financial Plan ................................................................... 12-2
12.3.1. Internal Sources of Funds..................................................................... 12-4
12.3.2. External Sources of Funds ................................................................... 12-4
12.4. Summary of the Financial Projections .............................................................. 12-7
12.5. Rate Impacts .................................................................................................... 12-7
12.6. Summary .......................................................................................................... 12-8
Tables
2-1 Water System Information .............................................................................................. 2-1
2-2 City of Chehalis Land Use .............................................................................................. 2-4
2-3 City of Chehalis Zoning .................................................................................................. 2-5
2-4 Pressure Zones ............................................................................................................ 2-12
2-5 Storage Facilities .......................................................................................................... 2-15
2-6 Pump Stations .............................................................................................................. 2-18
2-7 Pressure Reducing Valves ........................................................................................... 2-19
2-8 Water System Piping .................................................................................................... 2-20
2-9 Interties with Adjacent Purveyors ................................................................................. 2-20
3-1 Plans Reviewed ............................................................................................................. 3-1
3-2 City Water Purchase Agreements .................................................................................. 3-1
3-3 Other City Agreements ................................................................................................... 3-2
4-1. Demographics for Chehalis Retail Service Area ............................................................ 4-2
4-2. 2007-2009 Average Production (million gallons) ........................................................... 4-4
4-3. Peaking Factor – Average Day to Maximum Day .......................................................... 4-4
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Water System Plan February 2012
4-4. Number of Connections ................................................................................................. 4-5
4-5. 2007-2009 Average Water Consumption (million gallons) ............................................. 4-5
4-6. Water Balance (2009) .................................................................................................... 4-8
4-7. Distribution System Leakage and Non-Revenue Water (million gallons) ....................... 4-9
4-8. Water Use Factors and ERUs (2007-2009 Average) ................................................... 4-10
4-9. Demand Forecast (Without Additional Conservation) .................................................. 4-13
4-10. Demand Forecast (With Additional Conservation) ....................................................... 4-14
5-1. Compliance with Water Use Efficiency Rule Requirements ........................................... 5-2
5-2. Conservation Measure Evaluation ................................................................................. 5-6
7-1. Existing Water Rights Status .......................................................................................... 7-3
7-2. Forecasted Water Rights Status-6 Years ....................................................................... 7-4
7-3. Forecasted Water Rights Status-20 Years ..................................................................... 7-5
7-4. Forecasted Water Rights Status-50 Years ..................................................................... 7-6
7-5(a.) Source Capacity Analysis for Total System
(Treatment Plant – Maximum Day Demand) .................................................................. 7-9
7-5(b). Source Capacity Analysis for Total System
(Raw Water Transmission Systems – Maximum Day Demand) .................................... 7-9
7-5(c). Source Capacity Analysis for Total System
(Raw Water Transmission System & Water Rights – Average Day Demand) ............. 7-10
7-6. Source Capacity Analysis for High Level Zone ............................................................ 7-11
7-7. Source Capacity Analysis for Valley View Zone .......................................................... 7-11
7-8. Source Capacity Analysis for South End Zone ............................................................ 7-12
7-9. Source Capacity Analysis for Centralia-Alpha Zone .................................................... 7-12
7-10. Storage Capacity Analysis for Main Zone .................................................................... 7-15
7-11. Storage Capacity Analysis for High Level Zone ........................................................... 7-17
7-12. Storage Capacity Analysis for Valley View Zone ......................................................... 7-19
7-13. Calibration Results ....................................................................................................... 7-22
7-14. Modeling Scenarios ...................................................................................................... 7-23
7-15. Peak Hour Demand Pressure Results ......................................................................... 7-24
7-16. Selected Fire Flow Location Results ............................................................................ 7-32
7-17. Water Rights Analysis with District No. 5 ..................................................................... 7-34
7-18. Source Capacity Analysis with District No. 5 ............................................................... 7-36
7-19. South End BPS Capacity Analysis with District No. 5 .................................................. 7-37
8-1. Inventory of Potential Contaminant Sources .................................................................. 8-8
9-1. Effective Federal Drinking Water Regulations Applicable to Chehalis ........................... 9-2
9-2. Timeline for Chehalis’ LT2 Compliance ......................................................................... 9-7
9-3. Primary Inorganic Chemicals - Regulatory Levels and Chehalis’ Monitoring Results ... 9-9
9-4. Synthetic Organic Chemicals - Regulatory Levels ....................................................... 9-10
9-5. Volatile Organic Chemicals - Regulatory Levels and Chehalis’ Monitoring Results .... 9-11
9-6. UCMR2 Monitoring Results (data from 2009) .............................................................. 9-13
9-7. Stage 1 D/DBP Rule – Regulatory Levels and Chehalis’ Monitoring Results
(2004 to 2009) .............................................................................................................. 9-16
9-8. Raw Water TOC (2004 to 2009) .................................................................................. 9-16
9-9. Timeline for Chehalis’ Stage 2 DBP Compliance ......................................................... 9-18
9-10. Lead and Copper Rule Revisions ................................................................................ 9-19
9-11. Lead and Copper – Regulatory Levels and Chehalis’ Monitoring Results ................... 9-20
9-12. Recently Promulgated and Anticipated Drinking Water Regulations ........................... 9-21
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Water System Plan February 2012
9-13. Summary of Applicable Regulations and Compliance Status ...................................... 9-25
9-14. Summary of Monitoring Requirements ......................................................................... 9-26
10-1. Water System Certification Information ........................................................................ 10-3
10-2. Current Maintenance Tasks ......................................................................................... 10-8
10-3. Emergency Call-up Roster ......................................................................................... 10-11
11-1. Capital Improvement Program (2010 – 2029) .............................................................. 11-3
12-1. Summary of Five-Year Financial History (million $) ..................................................... 12-1
12-2. Overview of the City’s Current Water Rates ................................................................ 12-2
12-3. Summary of Water Capital Improvement Projects (million $)....................................... 12-4
12-4. Summary of the City’s Six-Year Financial Plan (million $) ........................................... 12-7
12-5. Summary of the Six-Year Rate Adjustment Transition Plan......................................... 12-7
12-6. Summary of the Rate Impacts ($/Month) to a Typical Residential Customer .............. 12-7
Figures
1-1. Location Map .................................................................................................................. 1-1
2.1 Organization Chart ......................................................................................................... 2-3
2.2 Service Area ................................................................................................................... 2-6
2.3 Land Use ........................................................................................................................ 2-7
2.4 Zoning ............................................................................................................................ 2-8
2.5 Water System Facilities ................................................................................................ 2-10
2.6 Water System Hydraulic Profile ................................................................................... 2-11
2.7 Topography .................................................................................................................. 2-13
4.1. Production by Source (2007–2009) ............................................................................... 4-3
4.2. Annual Production (1999–2009) .................................................................................... 4-3
4.3. Monthly Production (2007–2009 Average) ..................................................................... 4-4
4.4. Consumption by Customer Category (2007–2009) ........................................................ 4-6
4.5. Monthly Distribution of Consumption (2007–2009) ........................................................ 4-7
4.6. Demand Forecast Methodology ................................................................................... 4-11
4.7. Demand Forecast Summary (Without Conservation)................................................... 4-15
4.8. Demand Forecast by Sector (ADD Without Conservation) .......................................... 4-15
7.1. Storage Components ................................................................................................... 7-13
7.2. 2009 Peak Hour Pressure Map .................................................................................... 7-25
7.3. 2015 Peak Hour Pressure Map .................................................................................... 7-26
7.4. 2029 Peak Hour Pressure Map .................................................................................... 7-27
7.5. 2009 Fire Flow Deficiency Map .................................................................................... 7-29
7.6. 2015 Fire Flow Deficiency Map .................................................................................... 7-30
7.7. 2029 Fire Flow Deficiency Map .................................................................................... 7-31
8.1. Inventory of Potential Contaminant Sources ................................................................ 8-17
8.2. Inventory of Potential Contaminant Sources - UGA ..................................................... 8-18
11.1. Capital Improvement Projects ...................................................................................... 11-4
City of Chehalis vii Contents
Water System Plan February 2012
Appendices
A. SEPA Checklist and Determination of Non-Significance
B. Water Facilities Inventory
C. City of Centralia Water Intertie Agreement
D. City of Chehalis Ordinance 695-B System Policies
E. Water/Sewer/Storm Application Process Guidance Documents
F. Application for Services and Fee Schedules
G. Thousand Trails Water Service Agreement
H. City of Chehalis Wastewater Facilities Plan Excerpt
I. Development Engineering Standards
J. Water Shortage Response Plan
K. Watershed Plan Agreement
L. Cross-Connection Control Plan
M. Detailed Financial Analysis
N. Plan Review Comments
O. Coliform Monitoring Plan
Section 1
Introduction
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Water System Plan February 2012
1. Introduction
The City of Chehalis (City) distributes drinking water within a large area in Lewis County,
Washington. The City has prepared this 2011 Water Comprehensive Plan (WCP)1 reflecting its
continued commitment to providing safe and reliable water supplies to its retail and wholesale
customers.
As required by the State of Washington (Chapter 246-290-100 Washington Administrative
Code), this Plan describes the City’s water distribution facilities, operations and compliance with
state and federal drinking water regulations. It identifies capital project needs for the next six
years and 20 years, as well as the City’s financial plan to fund these needs.
1.1. System Overview
Prior to 1914, the Washington Oregon
Corporation, the Chehalis Water Company and
the Lewis County Water Company, all under
private ownership, furnished water for the City.
The water was obtained from wells and from
the Newaukum River south of the City. The
water was pumped to an open reservoir
located above NE Franklin Street.
Because the existing sources suffered from
water quality and quantity problems, in 1909
the City started working on acquiring another
source of supply. In 1912, the citizens of
Chehalis approved a bond issue to provide
funds to construct a supply line from the North
Fork of the Newaukum River (North Fork) to
the City, construct a new reservoir, make improvements in the distribution system, and buy out
the existing water suppliers.
Since its original construction in 1914, the City’s water distribution system has continued to
evolve. Much of the system has been replaced and upsized to meet growing demands. The
original wood stave transmission line from the North Fork was replaced with ductile iron pipe.
Additional storage, pumping and distribution facilities have been added to accommodate growth.
In response to the passage of the Federal Safe Drinking Water Act (SDWA), the City was
required to eliminate customers that were receiving raw water from the transmission line. This
was accomplished in 1979 by installing a “return line” to provide treated water to those
customers previously connected to the transmission line. In addition, in order to improve water
quality and disinfection capabilities and to ensure compliance with provisions of the SDWA, the
City covered the five million gallon Main Reservoir in 1994.
Further information on the City’s service area, facilities and operations is presented in
subsequent chapters of this WCP.
1 This WCP is dated 2011 as that is the year it was submitted to the State Department of Health.
However, the development of the WCP occurred primarily in 2009 and 2010. As such, 2009 is
considered the base (or planning year), with 2015 considered the six-year planning horizon and 2029
considered the 20-year planning horizon. This is reflected in the demand forecast, system analysis, and
capital improvement and financial programs.
Figure 1-1. Location Map
City of Chehalis 1-2 Chapter 1
Water System Plan February 2012
1.2. Planning Objectives
This WCP updates the previous Plan issued in January 2004 and has the following objectives:
Provide updated estimates of expected population growth in the City’s retail and
wholesale service area, to enable planning for new facilities or upgrades to existing
facilities.
Update the City’s computerized model of the distribution system to reflect construction of
new mains and other facilities in recent years. This model is a key working tool to
evaluate adequacy of City facilities and plan for improvements.
Update the City’s Capital Improvement Plan (CIP) and review financial needs for
implementation.
Reflect new conditions and operating controls related to installation of the 18th St
Booster Pump Station with its effect on the southern portion of the system and the
Kennicott and Yates Reservoirs.
Address new provisions of State Law enacted in the Municipal Water Law (MWL) of
2003. These provisions include a new rule on water-use efficiency planning by
municipal water systems; new requirements for documenting consistency of water
system plans with local land-use plans; and other elements.
1.3. SEPA Review
The City has prepared an Environmental Checklist under provisions of the State Environmental
Policy Act (SEPA). Based on the checklist, a Determination of Non-Significance (DNS) has
been issued. The Checklist and DNS are attached as Appendix A.
1.4. Organization of Water Comprehensive Plan
This Water Comprehensive Plan is organized in the following chapters:
Chapter 1: Introduction
Chapter 2: System Description
Chapter 3: Related Plans, Agreements and Policies
Chapter 4: Planning Data and Demand Forecast
Chapter 5: Conservation Program
Chapter 6: Distribution Facilities Design and Construction Standards
Chapter 7: System Analysis
Chapter 8: Water System Reliability and Source Protection
Chapter 9: Water Quality Compliance
Chapter 10: Maintenance and Operations
Chapter 11: Capital Improvement Program
Chapter 12: Financial Program
In addition to these chapters, the Appendices to this Plan contain extensive information related
to the topics listed above.
Section 2
System Description
City of Chehalis 2-1 Chapter 2
Water System Plan February 2012
2. System Description
This chapter provides a general overview of the water system, including information on the
City’s management, water service area, history, wholesale customers and adjacent purveyors.
A detailed description of the City’s existing water facilities is also included in this chapter.
2.1. Ownership and Management
The City of Chehalis provides water service to customers both inside and outside Chehalis City
Limits. Specific data about the system can be found in the Water Facilities Inventory (included
in Appendix B) that the City files annually with the Washington State Department of Health
(DOH). Pertinent information from the City’s most recent Water Facilities Inventory is
summarized in Table 2-1.
Table 2-1 Water System Information
System Name: City of Chehalis
System Type: Group A Community Water System
System ID Number: 12250P
Type of Ownership: Local Government
Location: Lewis, WA
Service Connections: 3,540
Population Served: 7,185
Source: N. Fork Newaukum – 2,300 gpm
Chehalis River – 4,860 gpm
Chehalis’ water division is managed within the Public Works Department under the direction of
the Public Works Director. The Director provides overall management and policy direction, and
coordinates internal and external communication. The actual day-to-day operation of the utility
is performed by staff in the Water Division under the direction of the Water Superintendent.
2.2. System Background
Prior to 1914, the Washington Oregon Corporation, the Chehalis Water Company and the Lewis
County Water Company, all under private ownership, furnished water for the City. The water
was obtained from wells and from the Newaukum River south of the City. The water was
pumped to an open reservoir located above NE Franklin Street.
Because the existing sources suffered from water quality and quantity problems, in 1909 the
City started working on acquiring another source of supply. In 1912, the citizens of Chehalis
approved a bond issue to provide funds to construct a supply line from the North Fork of the
Newaukum River (North Fork) to the City, construct a new reservoir, make improvements in the
distribution system, and buy out the existing water suppliers.
City of Chehalis 2-2 Chapter 2
Water System Plan February 2012
As the City of Chehalis was starting to develop a water source on the North Fork, the City of
Centralia was proceeding along similar lines. This concurrent development raised the question
as to which city had initial rights to the river water. Although the State Supreme Court ruled in
1913 that Chehalis had prior right to the water from the North Fork, this issue continued to
plague the two cities. In ensuing years, the North Fork began experiencing periods of low flows,
which caused Chehalis to install a booster pump on the gravity line to increase the capacity
from the North Fork source. Although the booster pump increased the flows for Chehalis, it also
decreased the flows available to Centralia since their intake facilities were immediately
downstream. This resulted in the City of Centralia suing Chehalis to prevent the use of the
pumping facility. In 1954, the Washington Supreme Court ruled that:
The City of Chehalis was entitled to the first 2.8 mgd of water from the North Fork.
The City of Centralia was entitled to the next 4.8 mgd.
The City of Chehalis was entitled to any remaining available water from the North Fork
(in excess of 7.6 mgd).
Chehalis had a period of five years to develop an alternative source to supplement the
water from the North Fork.
The City’s attempts to find wells of sufficient quantity and quality to meet the supplemental
needs failed. The City began to pursue plans to construct a water intake on the Chehalis River.
Since the quality of the Chehalis River water was determined to be unacceptable without
treatment, plans also included the construction of a water treatment plant. The alternate source
on the Chehalis River was completed in 1961 along with the transmission line and treatment
plant. Since completion of the treatment plant, all water entering the water system from both
sources has received treatment.
Since its original construction in 1914, the City’s water distribution system has continued to
evolve. Much of the system has been replaced and upsized to meet growing demands. The
original wood stave transmission line from the North Fork was replaced with ductile iron pipe.
Additional storage, pumping and distribution facilities have been added to accommodate growth.
In response to the passage of the Federal Safe Drinking Water Act (SDWA), the City was
required to eliminate customers that were receiving raw water from the transmission line. This
was accomplished in 1979 by installing a “return line” to provide treated water to those
customers previously connected to the transmission line. In addition, in order to improve water
quality and disinfection capabilities and to ensure compliance with provisions of the SDWA, the
City covered the five million gallon Main Reservoir in 1994.
The City last completed a WSP in 2004. That plan proposed over $10,430,000 of
improvements composed of pump stations, water lines, reservoirs and treatment plant
improvements. The following list of major improvements has since been completed:
18th St Raw and Finished Water Booster Pump Station
Controls and Automation of Filter Plant (Phases I - IV)
Reconstruct the drain line at Kennicott and High Level Reservoirs, and replace altitude
vault at Kennicott Reservoir to provide access
City of Chehalis 2-3 Chapter 2
Water System Plan February 2012
Figure 2.1 Organization Chart
Chuck Moses
Lloyd Gruginski
Treatment Plant OP
Stan Zydek
Distribution OP I
Don Schmitt
Distribution OP II
Herta Fairbanks
Public Works
Director
Nichole Paulis
Office Manager
Dave Vasilauskas
Water
Superintendent
Russ Cox
Engineering Tech III
Gary Cabe
Treatment Plant OP II
Leonard J. Smith
Meter Reader/ Maint I
Francis Landry
Journeyman Elect /
Equip Maint Tech
Kyle Knapp
Meter Reader
City of Chehalis 2-4 Chapter 2
Water System Plan February 2012
2.3. Service Area
The City of Chehalis Water System currently (as of January 2010) serves 3,540 water services,
of which 2,790 are residential services. The exact acreage of the City’s water service area
cannot be easily determined since there are some large parcels outside the City (along Jackson
Highway and North Fork Road) that are served by the Chehalis Water System. The service
area includes approximately 2,895 acres inside the City Limits and approximately 2,464
additional acres in the Urban Growth Area (UGA). Figure 2.2 shows the City of Chehalis Water
System Retail Service Area, which is coincident with the UGA boundary, with the exception that
approximately 230 additional customers outside of the UGA (i.e., in the South End and
Centralia-Alpha pressure zones, along Jackson Highway and North Fork Road) receive service
from the City. At this time, the City’s Future Service Area is the same as its Retail Service Area.
The City’s Existing Service Area (i.e., where service is currently provided to customers) is
defined as all areas where distribution piping currently exists, as depicted on Figure 2.5.
Other utilities provided within the Chehalis water service area include a sewerage collection and
treatment system, telephone, electrical, cable TV, and natural gas. For most of the area, the
sewerage utility is owned and operated by Chehalis and serves connections both inside and
outside the City Limits. Local telephone services are provided by QWEST. Lewis County PUD
No. 1 is the local electrical provider. Puget Sound Energy provides natural gas. Comcast
provides cable TV in the area.
2.4. Land Use and Zoning
Various land uses are present within the City of Chehalis. Table 2-2 summarizes the land uses
within the City, and the amount of land comprised by each, both inside City Limits and within the
UGA. Figure 2.3 shows the City’s land use graphically.
Table 2-2 City of Chehalis Land Use
City Limits UGA
Type Area (ac)
% of
Service
Area Area (ac)
% of
Service
Area
Agriculture 266 7.5% 485 15.2%
Industrial 89 2.5% 259 8.1%
Commercial 284 8.0% 172 5.4%
Mining/Forestry 76 2.1% 214 6.7%
Public 437 12.3% 59 1.8%
Residential 638 18.0% 881 27.7%
Transportation/Utility 474 13.3% 60 1.9%
Undeveloped 744 20.9% 789 24.8%
Roads 545 15.3% 26 8.0%
No data - 10 0.3%
Total 3,554 3,185
Source: Lewis County, 2010 parcel data
City of Chehalis 2-5 Chapter 2
Water System Plan February 2012
Similarly, Table 2-3 and Figure 2.4 present the zoning within Chehalis’ City Limits and in the
UGA.
Table 2-3 City of Chehalis Zoning
City Limit UGA
Type Area (ac)
% of
Service
Area Area (ac)
% of
Service
Area
Industrial 366 10.3% 1224 38.4%
Commercial 1471 41.4% 707 22.2%
Residential 878 24.7% 1226 38.5%
Public Facility 839 23.6% 28 0.9%
Total 3,554 3,185
Source: City of Chehalis, 2009 Official Zoning Map
City of ChehalisUrban Growth BoundaryCity of Chehalis City LimitsCity of NapavineCity of Centralia55Retail Service AreaShoreySnivelyHillcrestWallace #2Logan HillHewitt RoadRiverside RoadArmstrong RoadThousand TrailsNewaukum HeightsNewaukum Valley Golf CourseNorth Fork RdCentralia Alpha RdS Scheuber RdProffitt RdOppelt RdLucas Creek RdCoal Creek RdRice RdTune RdHewitt RdShorey Rd Yates RdBishop RdJones RdLogan Hill RdRogers RdSalze r V alley RdH ig hway 603Jackson HwySenn RdMacomber RdTauscher RdHaight RdHamilton RdReinke RdP le as a n t V a lley R d Kruger RdNewaukum Valley RdPier RdPattee RdLittle Hanaford RdMaurin RdKirkland RdNix RdB ec k R d
Carroll RdH a mi lto n Rd NPollman RdRosebrook RdVista RdDevereese RdRush RdRibelin RdTillicum DrLabree RdDonahoe RdUrquhart RdBrown Rd EAlpha WayBerry RdChehalis Valley DrH u rd R d
Sanderson RdKaul RdKennicott RdPeterson RdTwin Oaks RdShafer RdLiteral RdSalzer RdIn te rstate AveTaylor RdHillburger Rd Pfirter RdBrowning RdRoberts Dr Sears RdSturdevant Rd
Aylesworth RdBria n D r North Star DrC h ilvers RdHabein RdSteveson RdHaskins RdGoldmyer DrT re v or L n
Airport RdHighway 603
Shorey RdKennicott RdBrown Rd ETaylor RdLabree RdB is h o p R dH igh w a y 60 3 Yates RdCentralia Alpha RdCentralia Alpha RdBrown Rd EHewitt RdB ish o p R dNorth Fork RdHighway 603J ack s on H wyJa ckson H w yCentralia Alpha RdBrown Rd ERice RdLogan Hill RdSalzer Valley RdH ig h way 603
Coal Cre e k RdRush RdRush RdS Gold StGrand AveSW 20th StHami lto n Rd
Bond R d
N National AveNW Florida AveNE Kresky AveN E H ills id e D rNW Airport Rd
NE C o al Creek RdNW River StSW C h ehal is Ave Kirkland RdNW State AveSW 21st StSE Maple DrS E E ve rg ree n D rStan Hedwall LoopNW Shoreline DrSW 9th StSW 4th StSW 7th StS E Su m m it R d
SW 2nd StS E A da m s Ave
SW 11th StS M arket BlvdNW Quincy Pl
NW Middle StNW Front St NW North StNE Kresky AveRush R d
NE Kresky AveNW State Ave ¯05,00010,0002,500FeetFigure 2.2Service AreaLegendChehalis Urban Growth BoundaryChehalis City LimitsAdjacent CityWholesale Customers (No Water Purchase Agreement)Wholesale Customers (With Water Purchase Agreement)HighwayRoadRetail Service AreaCITY OF CHEHALISWATER SYSTEM PLAN6
City of Chehalis
City Limits
City of Chehalis
UGA
5
6 Proffitt RdCentralia Alpha Rd
Coal Cr e e k Rd
Rice RdTune RdShor
ey RdBishop RdS Scheu b er R dLogan Hill Rd
Yates Rd
Rogers Rd
Salzer Valley Rd
Macomber RdHaight Rd Hamilton RdReinke RdNewaukum Valley Rd Pier Rd
Maurin Rd
Jackson Hwy
Highway 603
Nix RdH
a
milto
n R
d N
Kirkland RdDevereese RdCarroll RdRush RdRibelin RdTillicum Dr
Labree RdTaylor RdDonahoe RdUrquhart Rd
Brown Rd E Cristler RdChehalis Valley D rSa n de rso n RdKaul RdKennicott Rd Shafer RdP e ters on RdS alzer RdInterstate AveHillburger RdRoberts DrSears RdSturdevant R
dRiverside Rd W
Wallac
e Rd
North Star DrHabein RdH illcr es t R d
Haskins RdGoldmyer DrTre
vo
r L
n
A irpo rt R dArmstrong Rd
Pa
nora
m
a DrKennicott RdJa
cks
o
n Hw
yBrown Rd EJ
ac
kson Hwy
Ri
ce RdHig
h
w
a
y 6
0
3Shorey RdBis
hop Rd
Ja
c
ks
o
n Hw
y
Hig
h
wa
y
6
0
3Hi
ghwa
y 6
0
3
Rush RdYa te s R d
Brown Rd ESalzer Valley RdJackson Hwy
Highway 603
Jackson H
w
y
Jackson H
wyCoal Creek Rd
Bis
h
op Rd
Labree Rd
Brown Rd ERush RdS Gold StGrand AveSW 20th StSW Pa
cific A
v
e
Ha
milt
on RdBond RdN National AveNW Florida AveNE Kresky AveSW 19th StN
E Hillside DrNW Air
port
RdSW 18th StNE C
oal Creek Rd
NW River St
SW Salsbury AveSW Ch
ehalis Av
e
Rice RdKirkland Rd
SW Sylvenus St NW St
ate AveSE Maple Dr
S
E Evergre
en Dr
NW Shoreline Dr
S W 9 th S tS W 4t h S tS W 6th S tSE S
u
mmit Rd
S W 2n d StS
E A
da
m
s A
ve
S W 11 th S tS Market BlvdNW Qui
ncy PlNW Middle St
NW Front StNW North St
SW 17th StSW Elzina St
N
W Arkansas Way NE Kresky AveNE Kre s ky A ve
Rus
h Rd¯
0 2,500 5,0001,250
Feet
Figure 2.3
Land Use Map
CITY OF CHEHALIS
WATER SYSTEM PLAN
Source of Data: Lewis County, 2010 Parcel Data
Legend
No Data
Agriculture
Industrial
Commercial
Mining / Foestry
Residential
Public / Quasi Public
Transportation / Utility
Undeveloped
Highway
Road
Chehalis
Chehalis UGA
City of Chehalis
City Limits
5
6
City of Chehalis
UGAProffitt RdCentralia Alpha Rd
Coal Cr e e k Rd
Rice RdTune RdShor
ey RdBishop RdS Scheu b er R dLogan Hill Rd
Yates Rd
Rogers Rd
Salzer Valley Rd
Macomber RdHaight Rd Hamilton RdReinke RdNewaukum Valley Rd Pier Rd
Maurin Rd
Jackson Hwy
Highway 603
Nix RdH
a
milto
n R
d N
Kirkland RdDevereese RdCarroll RdRush RdRibelin RdTillicum Dr
Labree RdTaylor RdDonahoe RdUrquhart Rd
Brown Rd E Cristler RdChehalis Valley D rSa n de rso n RdKaul RdKennicott Rd Shafer RdP e ters on RdS alzer RdInterstate AveHillburger RdRoberts DrSears RdSturdevant R
dRiverside Rd W
Wallac
e Rd
North Star DrHabein RdH illcr es t R d
Haskins RdGoldmyer DrTre
vo
r L
n
A irpo rt R dArmstrong Rd
Pa
nora
m
a DrKennicott RdJa
cks
o
n Hw
yBrown Rd EJ
ac
kson Hwy
Ri
ce RdHig
h
w
a
y 6
0
3Shorey RdBis
hop Rd
Ja
c
ks
o
n Hw
y
Hig
h
wa
y
6
0
3Hi
ghwa
y 6
0
3
Rush RdYa te s R d
Brown Rd ESalzer Valley RdJackson Hwy
Highway 603
Jackson H
w
y
Jackson H
wyCoal Creek Rd
Bis
h
op Rd
Labree Rd
Brown Rd ERush RdS Gold StGrand AveSW 20th StSW Pa
cific A
v
e
Ha
milt
on RdBond RdN National AveNW Florida AveNE Kresky AveSW 19th StN
E Hillside DrNW Air
port
RdSW 18th StNE C
oal Creek Rd
NW River St
SW Salsbury AveSW Ch
ehalis Av
e
Rice RdKirkland Rd
SW Sylvenus St NW St
ate AveSE Maple Dr
S
E Evergre
en Dr
NW Shoreline Dr
S W 9 th S tS W 4t h S tS W 6th S tSE S
u
mmit Rd
S W 2n d StS
E A
da
m
s A
ve
S W 11 th S tS Market BlvdNW Qui
ncy PlNW Middle St
NW Front StNW North St
SW 17th StSW Elzina St
N
W Arkansas Way NE Kresky AveNE Kre s ky A ve
Rus
h RdI
P
A
W
F
G
U
C
¯
0 2,500 5,0001,250
Feet
Figure 2.4
Zoning MapLegend
Chehalis
Chehalis UGA
Single Family - Low Density
Single Family - Med Density
Multi Family - Med Density
Multi Family - High Density
Light Industry
Heavy Industry
Public Facility
Office Commercial
Freeway Oriented Commercial
General Commercial
Central Business District
Residential UGA
Light Industry UGA
Public Facility UGA
Commercial UGA
Port Boundary
A = Airport
C = Cemetery
F = Fairgrounds
G = Government
H = Hospital
I = Institution
P = Park/Playground
S = School
U = Utility
W = Wetland
CITY OF CHEHALIS
WATER SYSTEM PLAN
Source of Data: City of Chehalis, 2009 Official Zoning map
City of Chehalis 2-9 Chapter 2
Water System Plan February 2012
2.5. System Facilities
The City of Chehalis operates a water treatment plant that receives its water supply from the
North Fork Newaukum and Chehalis Rivers. In the distribution system, there are five pressure
zones served by the water treatment plant, six reservoirs, five pump stations, and a pipeline
distribution network. The City’s major distribution system facilities are shown on Figure 2.5. A
schematic profile of the existing system is shown in Figure 2.6. The City’s booster stations
include four primary booster stations, which transfer water from one pressure zone to another,
and one which only boosts pressure internally within the southern portion of the main pressure
zone.
2.5.1. Source of Supply
The City currently has two sources of supply, the North Fork of the Newaukum River and the
Chehalis River.
North Fork of the Newaukum River
This supply system includes intake facilities and equipment consisting of a bar screen, traveling
screen, turbidity monitoring and chlorination equipment, and approximately 17.5 miles of raw
water transmission line and a booster pump station. The chlorination equipment is not currently
in use. The North Fork is the City’s primary source of water. The intake site is situated
approximately 17 miles from the City, approximately 10 miles east of Jackson Highway, in
Section 20, Township 14 North, Range 1 East, W.M. The watershed of the intake encompasses
an area of about 18 square miles, predominately owned by the Weyerhaeuser Company.
Chehalis owns the property immediately around the intake and an easement for the pipeline
through Weyerhaeuser property to a County road. Elevations in the watershed range from 600
to 2,800 feet. The area has been logged and is now covered with brush, alder, and Douglas Fir
forests of various ages. Re-logging of the seasoned second growth timber has taken place in
portions of the watershed.
Until 1993, the Cities of Centralia and Chehalis conducted the intake operations jointly and
shared operational costs. Provisions of the SDWA prohibited the City of Centralia from using
“untreated water” from this source. In 1993, the City of Centralia curtailed their operations and
in 1994 ceased their participation in sharing costs associated with the intake.
The WTP Operators monitor and report on water quality and are responsible for daily operation
and maintenance of intake facilities.
Chehalis River
The Chehalis River pump station and intake were constructed on the bank of the Chehalis River
near Riverside Road in 1961-62. This supply system includes an intake, consisting of a wooden
crib lined with rock to act as a screen through a 4-foot diameter steel pipe (CMP) to a reinforced
concrete wet well, an automatically cleaned traveling screen, a pump station and 8,000 feet of
raw water transmission line. The watershed encompasses a large area and is under multiple
ownerships and land uses.
The system is manually operated and serves to augment flow from the North Fork during peak
use periods. This source also provides a backup in the event of a failure or problem with the
North Fork Supply.
a`a`a`a`a`!!8+CSouth End BPSYates ReservoirKennicott Reservoir18th St BPSCentralia-Alpha BPSValley View Reservoir (2)Valley View BPSHigh Level ReservoirMain ReservoirHigh Level BPSWater TreatmentPlantChehalis River Raw Water BPSCity of Chehalis Urban Growth BoundaryCity of ChehalisCity LimitsCity of NapavineCity of CentraliaIntertie with City of CentraliaNewaukum River Intake556North Fork RdCentralia Alpha RdP roffitt RdLucas Creek RdOppelt RdCoal Creek RdS Scheuber RdRice RdTune RdBeck RdH ig h wa y 603Hewitt RdShorey Rd Yates RdBishop RdJackson Hw yKirkland RdLogan Hill RdRogers RdTauscher RdKruger RdSenn RdSalzer Valle y RdMacomber RdHaight RdHamilton RdReinke RdCarroll RdN e w a uk u m V al le y R d Pier RdPattee RdMaurin RdJones RdNix RdHa m ilto n R d N Rosebrook RdP leasant V a lley R dPollman RdVista RdLittle Hanaford RdDevereese RdRush RdRibelin RdTillicum DrLabree RdBerry RdAlpha WayMiddle Fork RdBrown Rd WUrquhart RdBrown Rd ECristler RdChehalis Valley DrH u rd R dSanderson RdBrowning RdKaul RdKennicott RdPeterson RdDluhosh RdShafer RdLiteral RdSalzer RdIn te rstate AveTaylor RdHillburger Rd Pfirter RdAllen RdRoberts Dr Sears RdSturdevant Rd
Riverside Rd WAylesworth RdW allac e R dNorth Star DrHabein RdHillcrest RdSteveson RdHaskins RdGoldmyer DrT rev o r L n
Airport RdArmstrong RdHighway 603Ja c ks o n H w y
B ish o p R d
Highway 603Ja cks on H w yTaylor RdCentralia Alpha RdCentralia Alpha RdHighwa y 6 0 3Hewitt RdRush RdBrown Rd ECentralia Alpha RdH igh w a y 6 0 3 North Fork RdRice Rd
C oal Cre e k RdJ a c ks on H w yJ ackso n H w ySalzer Valley RdJa ck s o n Hw yBrown Rd EShorey RdLogan Hill RdB is h op RdJa ck so n H w y
Labree RdMiddle Fork RdBrown Rd ERush RdS Gold StSW 20th StS W Pac ific A v e
Hamilton R d
Bond Rd
Grand AveN National AveNW Florida AveNE Kresky AveSW 19th StN E H ills ide D rNW Airport Rd SW 18th StN E C o al Creek RdNW River StSW Salsbury AveSW C h e hal is Av e Rice RdKirkland RdSW Sylvenus StNW State AveS E E ve rg ree n D rNW Shoreline DrSW 9th StSW 4th StSW 2nd StS E A da m s A ve
SW 11th StS M arket BlvdNW Quincy Pl
NW Middle StNW Front St NW North StSW 17th StSW Elzina StNW State Ave
R u sh Rd
NE Kresky AveNE Kresky Ave¯05,00010,0002,500FeetFigure 2.5Water System FacilitiesLegend!!8North Fork Diversiona`ReservoirPump Station+CWater Treatment PlantWaterline6" - 10">= 12"Chehalis Raw WaterNorth Fork Raw WaterAdjacent CityChehalis City LimitsChehalis UGAPressure ZoneCentralia AlphaHigh LevelHillcrest Private WaterMainSouth EndValleyview/FairviewCITY OF CHEHALISWATER SYSTEM PLAN
City of Chehalis 2-12 Chapter 2
Water System Plan February 2012
2.5.2. Pressure Zones
Elevations within the City’s Retail Service Area range from 166 to 620 feet, as shown in Figure
2.7. Topographic considerations are significant because the City seeks to maintain normal
service pressures between 30 and approximately 100 psi. In areas with higher operating
pressures, individual customers are responsible for installing and maintaining their own
pressure reducing valves (PRVs) to reduce pressures to an acceptable range.
The nominal hydraulic gradelines (HGLs) and the range of service elevations and pressures for
each of the City’s pressure zones are summarized in Table 2-4. Pressure zone boundaries and
major water system facilities are shown in Figure 2.5, and the hydraulic relationship among
pressure zones, reservoirs, pump stations and PRVs is shown in Figure 2.6.
Table 2-4 Pressure Zones
Pressure Zone
Minimum Service
Elevation (ft)
Maximum Service
Elevation (ft)
Minimum Static
Service Pressure (psi)
Maximum Static
Service Pressure (psi)
Main 166 319 32 102
High Level 288 525 34 143
Valley
View/Fairview 514 620 31 81
South End 262 320 79 104
Centralia Alpha 300 320 118 127
Main Zone
The Main Zone is provided storage by the Main, Kennicott, and Yates reservoirs. This pressure
zone supplies water to all other zones in the system.
High Level Zone
The High Level Zone is supplied by the High Level Reservoir via the High Level Booster Pump
Station.
Valley View/Fairview Zone
The Valley View Zone is supplied by Valley View Reservoirs No. 1 and 2 via the Valley View
(Prospect) Booster Pump Station. The Fairview Zone is supplied via a PRV from the Valley
View Zone.
South End Zone
The South End Zone is supplied by the South End Booster Pump Station. There is no reservoir
in this zone, and system pressures are determined by the operation of the pump station. This
zone also provides water to the Centralia-Alpha Zone.
Centralia-Alpha Zone
The Centralia-Alpha Zone is supplied by the Centralia-Alpha Booster Pump Station. There is no
reservoir in this zone, and system pressures are determined by the operation of the pump
station.
City of Chehalis Urban Growth BoundaryCity of ChehalisCity LimitsCity of NapavineCity of Centralia556300400500200200300400300200200300400500500500600250200300400500300350400200300200300400¯05,00010,0002,500FeetFigure 2.7TopographyLegendContour100 ft25 ftAdjacent CityChehalis City LimitsChehalis UGAPressure ZoneCentralia AlphaHigh LevelHillcrest Private WaterMainSouth EndValleyview/FairviewCITY OF CHEHALISWATER SYSTEM PLAN
City of Chehalis 2-14 Chapter 2
Water System Plan February 2012
2.5.3. Storage Facilities
The City has six reservoirs that serve five pressure zones throughout the City for a total of
6,656,000 gallons of storage. A summary of these facilities is presented in Table 2-5.
Main Reservoir
The Main Reservoir has a capacity of five million gallons and is located adjacent to the water
treatment plant at Dobson Park on SE Parkhill Drive. It was constructed in 1927 as an open
facility with an overflow elevation of 403 feet. The reservoir is divided in half by a concrete wall
and either half can operate independent of the other. In 1994, a counter balanced Hypalon
floating cover was installed in anticipation of increased regulations and the need to improve
water quality to meet disinfection requirements. A polyethylene fabric was installed at the same
time to enhance the reservoir’s reliability.
This reservoir is the primary storage facility for the distribution system and its pressure zones.
The water level is controlled by regulating water volumes through the treatment plant and
adjusting flows from the intakes. The reservoir is fenced and all hatches are secured and
locked.
Kennicott Reservoir
The Kennicott Reservoir is a concrete reservoir with a capacity of one million gallons. It was
constructed off of Kennicott Road in 1983. The reservoir serves the Main Zone and has an
overflow of 398 feet. There is an altitude valve installed to prevent overflow. The valve is
located in a vault below the reservoir. The reservoir was installed to alleviate low fire flows and
high demand spikes in the southerly portion of the City.
Yates Reservoir
The Yates Reservoir is a riveted steel reservoir with a capacity of 500,000 gallons. It was
constructed in 2002 off of Yates Road to serve the Main Zone. The overflow elevation is 403.5
feet. The reservoir was constructed to offset demands placed on the system by the new electric
generation plant on Bishop Road.
High Level Reservoir
The concrete High Level Reservoir has a capacity of 89,000 gallons. It was constructed in 1947
in McFadden Park to serve a higher pressure zone. The reservoir has an overflow of 618 feet
and is supplied by the High Level Pump Station. The pumps are signaled to start when the
reservoir level drops four feet below the overflow. The reservoir can be bypassed to provide
water to the High Level Zone customers directly from the pump station during reservoir
maintenance.
Valley View Reservoirs
There are two steel reservoirs that serve the Valley View Zone. One was installed in 1979 with
a capacity of 67,000 gallons to serve a new development. A second 67,000 gallon reservoir
was installed in 1996 to allow development of additional residential sites adjacent to the original
subdivision. Both reservoirs are located at the top of the hill east of South Market Boulevard,
southeast of McFadden Park, and have an overflow of 703 feet.
Water is supplied to the reservoirs by the Valley View (Prospect) Pump Station. The pumps are
signaled to start when the water level drops by 3.5 feet from the maximum level. The two
reservoirs can be individually isolated to continue to provide water to customers during
maintenance.
City of Chehalis 2-15 Chapter 2 Water System Plan February 2012 Table 2-5 Storage Facilities Facility Type Location Year Built Capacity (mg) Diameter (ft) Base Elevation (ft) Overflow Elevation (ft) Zone Served Supply Source Main Reservoir Concrete SE Parkhill Dr 1927 5.0 Varies 383 403 Main Water Treatment Plant Kennicott Reservoir Concrete Kennicott Rd 1983 1.0 84 374 398 Main 18th St Booster PS Yates Reservoir Steel Yates Rd 2002 0.5 56 376 403 Main 18th St Booster PS High Level Reservoir Concrete McFadden Park 1947 0.089 32 603 618 High Level High Level Booster PS Valley View Reservoir No. 1 Steel SE Prospect St 1979 0.067 12.67 631 703 Valley View, Fairview Prospect Ave Booster PS Valley View Reservoir No. 2 Steel SE Prospect St 1996 0.067 12.67 631 703 Valley View, Fairview Prospect Ave Booster PS
City of Chehalis 2-16 Chapter 2
Water System Plan February 2012
2.5.4. Pump Stations
High Level Pump Station
The high-level pump station is located in Dobson Park, adjacent to the water treatment plant.
The pump house is constructed of concrete block and although it is over fifty years old, the
structure is in good shape. The station is equipped with two 30 hp centrifugal pumps which
according to manufacturer’s documentation, are rated at 265 gpm. However, flow and hour
meter records indicated the pump capacity is between 320 and 360 gpm. The pumps draw
water from the Main Zone between the Main Reservoir and the meter to the Main Zone. Only
one pump is operated at a time. The pumps are manually rotated on a monthly basis. Both
pumps have been rebuilt in recent years. The pumps operate automatically and are controlled
by a level sensor in the High Level reservoir.
The station has an auxiliary generator with a manual transfer switch located in a wood structure
next to the pump station.
The pumps and related facilities are inspected twice per week. Remote-sensing flow meters are
installed at the station with the remote reader located at the treatment plant. The facility is
fenced.
Valley View Pump Station (Prospect)
The Valley View pump station is located on Prospect Street near Evergreen Drive. There are
two 30 hp centrifugal pumps rated at 125 gpm each. Level sensors in the Valley View reservoir
control the pumps that alternate automatically.
The pump station is checked on a daily basis. The station is equipped with telemetry and
meters for recording pump use and water pumped. The pump station has auxiliary power.
South End Pump Station
The South End pump station is located on Jackson Highway near Yates Road in a modern
above ground structure. There are two 10 hp centrifugal pumps rated at 300 gpm each. Both
pumps are variable speed and operate off a pressure sensor, which is set to maintain
approximately 90 psi. This pressure zone has no storage and fire hydrants; therefore, the
pumps must run continuously and have a capacity to meet peak hour demand. The pump
station is fenced and is equipped with an auxiliary generator. The station is equipped with both
an hour meter and flow meter.
Centralia-Alpha Pump Station
This pump station is located on the North Fork Road at the intersection of the Centralia-Alpha
Road. The station is housed in a concrete block building. There are two 10 hp centrifugal
pumps rated at 100 gpm each that provide water to customers on the easterly end of the North
Fork Road. Both pumps are variable speed and operate off a pressure sensor which is set to
maintain approximately 90 psi. No storage is provided with the system; therefore, the pumps
must run continuously. In order to maintain chlorine residuals beyond the station, a hypochlorite
injection system is operated based on incoming chlorine residual. The pump station is fenced
and is equipped with an auxiliary generator. The station is equipped with both an hour and flow
meter.
City of Chehalis 2-17 Chapter 2
Water System Plan February 2012
18th Street Pump Station
This pump station is located at the southwestern corner of the intersection of S Market Blvd and
SW 18th St. The station was constructed in 2008 inside a concrete building and provides both
raw and finished water pumping with separate facilities for each. The raw water pump is rated
at 2,300 gpm and is used to augment conveyance of flow from the North Fork Intake into the
water treatment plant. The finished water pumps, three in total, are rated at a combined 1,200
gpm. These pumps are variable speed and manually operated by the City based on the level in
the Yates Reservoir, with typically two pumps operating at a time.
City of Chehalis 2-18 Chapter 2 Water System Plan February 2012 Table 2-6 Pump Stations Facility Year Station Built/(Pump Replaced) Supply HGL Pressure Zone Served Pump No. Pump Manufacturer Pump Model Capacity (gpm) Rated Head (ft) Speed (rpm) Motor Power (hp) Backup Power High Level Pump Station 1947/(1996) 403 High Level 1 Gould Century Berkely B2EPBLS 265 300 3,600 30 Yes 1947/(1996) 403 High Level 2 Gould Century Berkely B2EPBLS 265 300 3,600 30 Yes Valley View (Prospect) Pump Station 1979/(2006) 403 Valley View, Fairview 1 American Marsh 2L1X2-10A/RV 128 417 3,500 28 Yes 1979/(2006) 403 Valley View, Fairview 2 American Marsh 2L1X2-10A/RV 128 417 3,500 28 Yes South End Pump Station /(1999) 403 South End 1 Aermotor GF300-10T 300 110 3,450 10 Yes /(1999) 403 South End 2 Aermotor GF300-10T 300 110 3,450 10 Yes Centralia-Alpha Pump Station 1978 - 9 Varies Centralia-Alpha 1 Siemens C810A 118 180 3,500 10 Yes Varies Centralia-Alpha 2 Siemens C810A 118 180 3,500 10 Yes 18th St Pump Station 2008 403 Main 1 Grundfos CR90-2-2 440 155 3,540 25 2008 403 Main 2 Grundfos CR90-2-2 440 155 3,540 25 2008 403 Main 3 Grundfos CR90-2-2 440 155 3,540 25 2008 598 Raw Water 1 2,300 1,750 40 Chehalis River Pump Station 1961/(1961) 246’-272’ Raw Water 1 Worthington Corporation 12H110 W5 1,200 1,770 100 Yes 1961/(1991) 246’-272’ Raw Water 2 Jacuzzi 14LC 1,940 68 1,760 150 Yes 1961/(1993) 246’-272’ Raw Water 3 Fairbanks Morse Pomona Turbine 6927 1,950 1,770 150 Yes
City of Chehalis 2-19 Chapter 2
Water System Plan February 2012
2.5.5. Treatment Facilities
The treatment plant, constructed in 1960 and 1961, was designed for a peak production of 4.8
MGD. The treatment plant can receive raw water form either the North Fork or the Chehalis
River. The plant is a conventional treatment process, consisting of flash mixing, flocculation,
sedimentation, filtration and chlorination. The plant also provides pH adjustment/control and
fluoridation. The water surface elevation (maximum) at the treatment plant is 415.7 feet.
2.5.6. Pressure Reducing Valve Stations
Table 2-7 summarizes the pressure reducing valves (PRVs) installed in the system.
Table 2-7 Pressure Reducing Valves
Station/Location Zone Size (in) Setting
(psi)
Elevation
(ft)
HGL
(ft)1 From To
Fairview PRV Valley
View Fairview 2 52 347 467
6 52 347 467
Interstate Ave PRV2 Main Main 8 NA 191 NA
Snively Ave PRV2 Main Main 8 NA 198 NA
18th St Pump Station PRV2 Main Main 8 NA 223 NA
1. Hydraulic grade line (HGL) calculated based on pressure setting and elevation.
2. These PRVs are in combination with check valves dividing the portion of the Main Zone that is boosted by the 18th St Pump
Station.
2.5.7. Transmission and Distribution Pipe
Transmission and distribution consists of pipes ranging in size from 2-inches to 18-inches in
diameter that carry water through a network of over 100 miles of pipe. The transmission lines
from the North Fork and Chehalis River are 17.5 miles of ductile and cast iron pipe and 1.5
miles of tar wrapped steel pipe, respectively. The North Fork transmission line was installed in
1976 and the Chehalis River transmission line in 1961-62.
The distribution system contains over 82 miles of pipe and ranges in age from one to over 100
years. Most of the lines installed prior to the late 1960s are gray cast iron. Those installed
since the late 1960s are made of ductile iron. Distribution system piping six inches and more in
diameter is shown on Figure 2.3.
City of Chehalis 2-20 Chapter 2
Water System Plan February 2012
Table 2-8 Water System Piping
Diameter
(inches)
Total
Length
(feet) AC CI DI PVC
Tar
Wrapped
Steel
2 3,114 3,089 25
4 43,711 5,215 36,190 2,305
6 144,751 94,983 49,768
8 107,436 31,357 75,775 304
10 29,702 14,172 15,530
12 134,490 1,333 133,158
14 17,305 17,305
16 88,131 84,032 4,099
18 7,812 7,812
Total 576,451
Notes:
Transmission Lines are included and consist of 16” DI and 18” tar wrapped steel pipes.
AC = asbestos cement
CI = cast iron
DI = ductile iron
PVC = polyvinyl chloride
2.5.8. Service Connections
There are currently 3,540 service connections served by Chehalis, of which 2,790 are
residential services for an active residential population of 7,185.
2.5.9. Interties
The cities of Centralia and Chehalis have constructed an emergency intertie on Kresky Avenue
just north of Salzer Creek, connecting the two cities’ water systems. The intertie is currently
unmetered, but has two valves, one operated by each city. Operation requires cooperation and
specific action by both cities. The purpose of this intertie is to provide each city with a source of
water, although limited, from the other’s water system, during emergency conditions. This
intertie cannot supply either city with all the water it normally requires. It can, however, help
mitigate each city’s supply shortages during emergency conditions. Chehalis will coordinate
with the City of Centralia in submitting the necessary information to request approval of this
intertie in 2012.
The static pressures of the two cities’ water systems are not equal but they are compatible.
Chehalis’ main zone reservoir overflow is 403 feet in elevation; Centralia’s reservoir elevation is
417 feet. It is anticipated that during emergencies a portion of the water system in need will be
isolated and served by the other city’s system. The cities have a formal agreement requiring
notification and both cities operating their respective valves in order to use the intertie. The
Centralia Intertie Agreement is included in Appendix C.
Table 2-9 Interties with Adjacent Purveyors
Purveyor Location
Valve Size
(in) Purpose
City of Centralia Kresky Ave and Scott-Johnson Rd 12 Emergency Supply
Section 3
Related Plans, Agreements and Policies
City of Chehalis 3-1 Chapter 3
Water System Plan February 2012
3. Related Plans, Agreements and
Policies
3.1. Related Plans and Agreements
Several plans and studies are related to the Water System Plan and elements contained within
these related plans can have an impact on the planning required in this plan. The Washington
State Growth Management Act of 1990 (GMA) is the most significant and is discussed below. A
list of other related plans follows in Table 3-1. In accordance with the Municipal Water Law, the
City has obtained signed consistency statement checklists from the City’s community
development department and Lewis County, to document that this WSP’s planning is consistent
with local area planning. Copies are provided in Appendix N.
Table 3-1 Plans Reviewed
No. Planning Document
1 City of Chehalis, Water System Plan (2004)
2 City of Centralia, Comprehensive Water Plan (2006)
3 Lewis County Comprehensive Plan (1999, updated 2009)
The City is a party to three agreements for the purchase of City water. These agreements and
some basic information about them are provided in Table 3-2. The agreements are discussed
further in Section 3.1.3. A fourth agreement, that has not yet been exercised, was signed in
2004, regarding future provision of water to Lewis County Water and Sewer District No. 5.
Table 3-2 City Water Purchase Agreements
# Agreement Type
Year of
Formal
Agreement Party to Agreement
1 Water Purchase Contract 1973 Newaukum Hill Water Association
2 Municipal Services Agreement 2001 PacifiCorp (formerly Chehalis Power)
3 Water Service Agreement 1983X Thousand Trails, Inc.
4 Interlocal Agreement 2004 Lewis County Water and Sewer District
No. 5
In addition to the water purchase agreements identified in Table 3-2, the City also has entered
into an agreement with the City of Centralia for an emergency intertie (Table 3-3) on the
extreme north end of the City’s system where the two water system boundaries convene. This
intertie is only to be used for emergency purposes. The full agreement can be found in
Appendix C.
City of Chehalis 3-2 Chapter 3
Water System Plan February 2012
Table 3-3 Other City Agreements
# Agreement Type
Year of
Formal
Agreement Party to Agreement
1 Agreement for Water System Intertie 1999 City of Centralia
3.1.1. Growth Management Act
The Growth Management Act (GMA) requires that county and city governments in rapidly
growing counties develop plans for managing anticipated growth. The GMA provides a
framework for coordination and comprehensive planning to help local communities manage their
growth in a manner that makes sense for each community. The GMA calls for urban growth
areas where growth will be encouraged and can be supported with adequate facilities. At the
same time, it encourages setting aside other areas for rural uses and resource protection.
Establishing these urban growth areas is a major step for local communities to take in managing
their growth. Local communities are required to design urban growth areas to include “areas
and densities sufficient to accommodate the county’s expected growth for the succeeding 20
years” (GMA, Section 12, RCW 36.70A.12O). Communities will then review and revise their
plan every ten years to assure that projected growth for the next ten years can be
accommodated. To provide for this growth, local communities will need a thorough
understanding of what land is available, is suitable for growth with their communities and may
realistically be developed.
The GMA required those counties either mandated to perform growth planning or those counties
volunteering to perform such planning to develop a comprehensive plan addressing county
growth. Cities within each county were required to establish urban growth areas within which
urban levels of utility service would be provided. Each comprehensive plan was expected to set
figures for existing and future populations, as well as establish land use policies. Such policies
encourage future growth within these urban growth areas for reducing sprawl and its attendant
utility and transportation problems.
The cities of Centralia and Chehalis have established urban growth areas to aid in the GMA
planning effort. Within these boundaries, efforts will be made to meet urban levels of service
established by urban standards. Outside of the urban growth area, only rural standards will
need to be met. This structure will provide the most efficient way to spend limited resources in
trying to provide high quality and safe water service to the residents of Chehalis and Lewis
County.
3.1.2. Related Plans
The following plans were used in the preparation of this Water System Plan:
City of Chehalis, Water System Plan, 2004. This plan evaluated the Chehalis water
system and made recommendations for improvements to meet anticipated growth. The
plan is required to account for the 20-year horizon. It evaluated in detail the growth
requirements for the first 6-year period and on a more general basis, the balance of the
20 years. All of the recommendations made in this plan have been implemented or are
currently being implemented. This plan is mandated by the Washington State
City of Chehalis 3-3 Chapter 3
Water System Plan February 2012
Department of Health (DOH) and is required to be updated every 6 years. This plan was
reviewed to obtain system history. Information contained in the plan that is still current
has been incorporated into this update.
City of Centralia, Comprehensive Water Plan, 2005. This plan focused on the City of
Centralia’s service area and was reviewed to ensure that the City’s planning efforts do
not conflict with those in effect for this adjacent jurisdiction.
Lewis County Comprehensive Plan, 1999, updated 2009. This plan was coordinated
under the Urban Growth Management Program. This plan deferred UGA designations
to the nine incorporated cities within Lewis County (Centralia, Chehalis, Morton,
Mossyrock, Napavine, Pe Ell, Toledo, Vader, and Winlock).
3.1.3. City Water Purchase Agreements
The City currently provides water to three entities under a contractual arrangement. The first is
Newaukum Hill Water Association (Newaukum Hill), serving the subdivision of Newaukum
Heights. The second is PacifiCorp (formerly Chehalis Power), serving a steam generating
power plant on the south end of the City’s system. The third is Thousand Trails Campground,
which receives North Fork Newaukum water from the City’s raw water line. A fourth agreement
is in place, regarding Lewis County Water and Sewer District No. 5 (District), which has not yet
been exercised.
Newaukum Hill Water Association
This agreement was originally entered into by the City and Newaukum Hill in 1973. The
contract states:
“Whereas, the Seller owns and operates a water supply distribution system with
a capacity currently capable of serving the present customers of the Seller’s
system and the estimated number of water users to be served by the said
Purchaser as shown in the plans of the system now on file in the office of the
Purchaser…”
The City is currently providing water service under the terms of this agreement.
PacifiCorp
The City provides water to PacifiCorp (formerly Chehalis Power) under a contract entered into in
2001. This contract allows PacifiCorp to use water on demand up to an established contract
limit, which is set on a not-to-exceed basis on both a maximum day demand and an annual
demand amount. The maximum terms of this contract have been used in developing the
demand forecast for the City which can be found in Chapter 4 of this Plan. The City is currently
providing water service under the terms of this agreement.
Thousand Trails
Thousand Trails Campground is served directly from the North Fork Newaukum raw water line.
This service is metered but is charged a reduced rate to reflect the lower cost of supplying the
untreated water. The Water Service Agreement with Thousand Trails is included as Appendix
G. The City is currently providing raw water service under the terms of this agreement
City of Chehalis 3-4 Chapter 3
Water System Plan February 2012
Water District No. 5
The City signed an interlocal agreement (ILA) with Lewis County Water and Sewer District No. 5
in 2004. This ILA outlines the District’s request for the purchase of water to aid in meeting the
water supply needs associated with a large proposed development (i.e., the Birchfield Fully
Contained Community). The proposed development is located to the south and east of the City,
and is not within the City’s Retail or Future Service Area.
The proposed development has not yet been approved by Lewis County. It is awaiting further
review and action at the County level, as of the writing of this water system plan update. At this
time, it is unclear as to whether or not the City will provide water to the District. If it does, the
amount and timing of such water provision is uncertain. The City will only serve District No. 5 if
doing so has no adverse effect on the City’s ability to serve the current and future customers
within its service area.
3.2. Future Service Area and Service Area Agreement
The service area, which is the urban growth area designated for the City of Chehalis, is not
anticipated to change in the foreseeable future. It is shown on Figure 1.1.
3.3. Service Area Polices
The City’s formally established water system policies are defined in Ordinance Numbers 865-B
and 866-B, 2011. These ordinances can be found in Appendix D. In addition, the City has
established a number of administrative, operational and development policies. The policies and
this ordinance address general system responsibilities, rates and charges, connection and
construction standards, water services, administration, application procedures, water uses, etc.
They have developed slowly over time, as the City Council has needed to address specific
issues. The City has developed a “guidance document” titled Water/Sewer/Storm Application
Process which can be found in Appendix E. Specific applications for service and current fee
schedules are included in Appendix F.
3.3.1. Duty to Serve
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 13.04.020(B) of Ordinance
866-B (see Appendix D), and in more detail in the Water/Sewer/Storm Application Process
outlined in Appendix E. An applicant may be required to obtain a building or plumbing permit for
the premises where water is being requested.
City of Chehalis 3-5 Chapter 3
Water System Plan February 2012
Ordinance 866-B and the Water/Sewer/Storm Application Process also address the approach to
assessing when and where service will be provided to applicants whose premises are located
within or outside the UGA. If the proposed service is outside City Limits but within the UGA, a
Utility Service Annexation Agreement must be obtained from the City. If the proposed service is
not within either City Limits or the UGA, water service is not available except under special
circumstances, as determined by the Public Works Department.
3.3.2. Wholesaling of Water
The City currently has no specific policy on wholesaling of water. The City provides water to a
number of small water systems, as depicted on Figure 2.2. With one exception (Thousand
Trails), all water provided is metered and charged at the standard commercial rate.
3.3.3. Wheeling of Water
“Wheeling” refers to the practice of transferring or allowing the transfer of water from one water
distribution system through another purveyor’s transmission line(s) or distribution system in
order to deliver water from one location to another. Typically, wheeling occurs on larger
systems where distribution systems are close together and where service areas are expansive.
The City of Chehalis does not presently wheel water to/from any other entity, has no policy on
wheeling of water, and it is highly improbable that the issue or opportunity would present itself.
3.3.4. Annexation Policy
The City of Chehalis has established an annexation policy whereby any property outside the
corporate limits of the City desiring water and/or sewer service must sign and execute an
annexation agreement. This annexation agreement provides that the property owner will not
block any attempts by the City to annex the property requesting water and/or sewer service.
3.3.5. Satellite/Remote Systems
Noncontiguous or separate (often-remote) water systems that use separate facilities and
infrastructure and may be served by a different source are referred to as satellite systems. The
City of Chehalis currently does not operate nor has responsibilities associated with any satellite
water systems. The City has further established a policy whereby they will not provide water to
proposed satellite systems within or adjacent to the existing service area. Developments or
areas requesting water service that are accepted by the City for connection to the City’s existing
infrastructure are responsible for providing improvements and infrastructure that meet City
standards prior to connection. Such improvements and infrastructure shall be turned over to the
City for ownership and operation after construction and approval.
3.3.6. Design and Performance Standards
The City has established Development Guidelines and Public Works Standards that provide
directions for property owners, developers and others connected to or desiring connection to the
Chehalis water system.
Contained within the Development Guidelines and Public Works Standards are the water
system construction standards. These Standards have been approved by DOH. Copies of
City of Chehalis 3-6 Chapter 3
Water System Plan February 2012
these Development Guidelines and Public Work Standards are available at the Public Works
Department.
3.3.7. Rates for Outside Retail Customers
The City of Chehalis has established rates for retail water customers located outside the city
limits. This rate structure follows the City’s inside the city limits rate structure with a 10%
increase. The rationale for this difference is that travel time for operational and maintenance
tasks are generally greater outside the City and the connection densities are generally less
reducing the efficiency of general operations and maintenance of the outside the city limits
system components.
3.3.8. Formation of Local Improvement Districts Outside City
Limits
The City is supportive of working cooperatively with property owners outside the city limits to
develop financing strategies which includes providing technical assistance in the formation of
local improvement districts (LID) for the provision of water and/or sewer service when and
where an LID is the most feasibly option.
3.3.9. Urban Growth Areas
The City has adopted an urban growth area, which has been accepted by Lewis County. The
City plans land use and utilities infrastructure for this area. Developers and end users will
finance line extensions and other required infrastructure.
3.3.10. Latecomer Agreements
The City has a policy whereby developers and property owners required to install improvements
can establish latecomer agreements to provide for reimbursement as subsequent connections
are made. In order to establish a latecomer agreement and fee structure, the developers or
property owners must submit a proposal supporting such fees and charges to the Public Works
Director. If accepted, the Public Works Director will establish the latecomer fees and require
their collection at the time water connections are made to these improvements. The City will
then pass on such payments to the developers or property owners that originally provided for
the utility improvements.
3.3.11. Oversizing
In accordance with state law, the City has established minimum waterline sizing criteria. In the
event future development may require a larger line than the standards might otherwise dictate,
the City may require the individual(s) providing for such line extensions to increase the size to
the level that it has determined to be necessary to provide for future services. The City may
also elect to participate in such line extension oversizing by paying the difference in costs or a
portion of the difference in costs over the line size that meets city standards. Latecomer
agreements may also be implemented to facilitate the reimbursement of oversizing costs by
those future developments that could directly benefit form such work.
City of Chehalis 3-7 Chapter 3
Water System Plan February 2012
3.3.12. Cross-Connection Control Program
The City has developed a Cross-Connection Control Program in accordance with state
regulations. The Cross-Connection Control Program is detailed in Section 10.7 of this plan.
This program provides the City with the means of controlling and preventing cross connections
by either removing the cross-connection or requiring the installation of an approved backflow
prevention assembly to protect the City’s water supply.
The City’s cross connection control program requires that an initial evaluation take place at the
time application for new service is reviewed. System-wide surveys are conducted and those
services where the potential for cross connection exists are required to provide back-flow
prevention devices. The City will inspect all premises where the potential for cross connection
exists. Owners/operators of the facilities that have cross connection control devices are
required to annually test them and demonstrate to the City that they are in satisfactory working
order.
3.3.13. Extension Policy
The Development Guidelines and Public Works Standards clearly delineate that developers
and/or property owners as responsible for the costs to extend water lines. These guidelines and
standards also identify specific requirements with which such line extensions must comply.
Section 4
Planning Data and Demand
City of Chehalis 4-1 Chapter 4
Water System Plan February 2012
4. Planning Data and Demand
This chapter discusses planning data and the City of Chehalis’ demand forecast. The
information is presented in three main sections: the first section summarizes historical and
projected demographic data for Chehalis; the second section summarizes Chehalis’ water use
characteristics including production, consumption, water balance, and water use factors; and
the third section combines the demographics and the water supply characteristics to develop
Chehalis’ demand forecast for the next 20 years and provides a longer term estimate of demand
needs for a 50 year time horizon.
4.1. Demographics – Historical and Projected
Two demographic units were analyzed for this water system plan. The demographic units are
listed below and information is provided regarding how the demographic units relate to the
demand forecast.
Population: Population growth is presented to provide the growth context, and is used
as the basis for growth projections where other variables are not forecasted directly.
Single Family Households: The number of single family households is the
demographic unit used for the residential component of the demand forecast.
Table 4-1 presents recent demographic data as well as projections for the forecasting period.
The demographics are for Chehalis’ retail service area and reflect the timing of providing service
within that area, as described in Chapter 2. The population and single family household
demographics are based on data from the Washington State Office of Financial Management
(OFM), which develops demographic projections for all of Washington State. The most recent
data set from OFM is based upon the 2000 Census. The OFM data was used to develop
population numbers for the years 2003 through 2009. Population numbers for 2010 and beyond
are based upon the 2007 through 2009 average growth rate of the OFM data. Single family
household figures for the years 2003 through 2009 are based on actual number of reported
single family connections from the City. Data for single family connections in 2010 and beyond
was based upon the actual growth rate experienced by the City of Chehalis for single family
connections from 2008 to 2009.
City of Chehalis 4-2 Chapter 4
Water System Plan February 2012
Table 4-1 Demographics for Chehalis Retail Service Area
Calendar
Year Plan Year
Population
Single Family (SF)
Households
Total Total
Qty1
Annual
Increase2 Qty3
Annual
Increase4
2003 n/a 7,010 n/a n/a n/a
2004 n/a 6,980 -0.4% 2,574 n/a
2005 n/a 6,990 0.1% 2,599 1.0%
2006 n/a 7,025 0.5% 2,629 1.2%
2007 n/a 7,045 0.3% 2,658 1.1%
2008 n/a 7,215 2.4% 2,737 3.0%
2009 n/a 7,185 -0.4% 2,790 1.9%
2010 1 7,240 0.8% 2,844 1.9%
2011 2 7,295 0.8% 2,899 1.9%
2012 3 7,350 0.8% 2,955 1.9%
2013 4 7,406 0.8% 3,012 1.9%
2014 5 7,462 0.8% 3,071 1.9%
2015 6 7,519 0.8% 3,130 1.9%
2016 7 7,576 0.8% 3,191 1.9%
2017 8 7,634 0.8% 3,253 1.9%
2018 9 7,692 0.8% 3,316 1.9%
2019 10 7,751 0.8% 3,380 1.9%
2020 11 7,810 0.8% 3,445 1.9%
2021 12 7,869 0.8% 3,512 1.9%
2022 13 7,929 0.8% 3,580 1.9%
2023 14 7,989 0.8% 3,649 1.9%
2024 15 8,050 0.8% 3,720 1.9%
2025 16 8,111 0.8% 3,792 1.9%
2026 17 8,173 0.8% 3,865 1.9%
2027 18 8,235 0.8% 3,940 1.9%
2028 19 8,298 0.8% 4,017 1.9%
2029 20 8,361 0.8% 4,094 1.9%
2059 50 10,495 0.8% 7,279 1.9%
1. Quantity (Population): 2003-2009 historical population based upon WA State Office of Financial Management
Population Estimates. 2010 population and beyond calculated based upon average annual increase 2007-2009 of
this data.
2. Annual Increase (Population): 2003-2009 growth based on actual percentage increase calculated from OFM
Population Estimates. 2010 and beyond based upon average of 2007-2009 growth for this same data.
3. Quantity (SF Households): 2003-2009 historical number of connections provided by City. 2010 and beyond based
upon actual 2008-2009 growth for City-reported SF connections.
4. Annual Increase (SF Households): 2003-2009 growth based on actual percentage increase calculated from City-
reported SF connections. 2010 and beyond based upon 2009 growth for City-reported SF connections.
4.2. Water Use Characteristics
4.2.1. Production and Peaking Factor
Chehalis’ water source is surface water from the Newaukum and Chehalis Rivers. The
Newaukum River is Chehalis’ primary source and the Chehalis River is used primarily for the
summer peak season. Figure 4.1 shows the percent of supply from each source, for the most
recent three years.
City of Chehalis 4-3 Chapter 4
Water System Plan February 2012
Figure 4.1 Production by Source (2007–2009)
Newaukum
Source, 91%
Chehalis
Source, 9%
Figure 4.2 shows an eleven year history of Chehalis’ water production. Water production has
ranged from a low of 651 million gallons (mg) in 2006 to a high of 788 mg in 2000. Table 4-2
shows the 2007-2009 average production from each Chehalis source. The total 2007–2009
average production was 684 mg. The most recent 3-year average production by month is
shown in Figure 4.3. As with most water utilities, Chehalis’ production increases in the summer
months due to irrigation use.
Figure 4.2 Annual Production (1999–2009)
City of Chehalis 4-4 Chapter 4
Water System Plan February 2012
Table 4-2 2007-2009 Average Production (million gallons)
Month Newaukum Source Chehalis Source Total Percent
Jan 41.1 7.0 48 7%
Feb 44.2 0.0 44 6%
Mar 46.7 2.9 50 7%
Apr 41.4 2.1 44 6%
May 41.9 4.8 47 7%
Jun 47.0 6.0 53 8%
Jul 63.3 10.0 73 11%
Aug 74.6 10.4 85 12%
Sep 67.6 5.3 73 11%
Oct 55.1 10.0 65 10%
Nov 50.1 0.0 50 7%
Dec 50.1 3.0 53 8%
Total 623.1 61.4 684 100%
Percent 91% 9% 100%
Figure 4.3 Monthly Production (2007–2009 Average)
0
10
20
30
40
50
60
70
80
90
100
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov DecMillion GallonsMonth
Table 4-3 shows the maximum day versus average day peaking factors for the most recent
three years. The maximum day peaking factor has ranged from 1.7 to 2.72, however the City
experienced a major main break in 2007; therefore, 2007 was excluded from the calculation of
system-wide peaking factor. The average peaking factor for 2008 – 2009 was 1.98.
Table 4-3 Peaking Factor – Average Day to Maximum Day
Peak Day MGD Average Day MGD Peaking Factor
2007 5.07 1.86 2.72
2008 3.30 1.94 1.70
2009 4.12 1.83 2.26
2008-2009 avg peaking factor1 1.98
1. The City experienced a major main break in 2007; therefore 2007 was excluded from the peaking
factor calculation to normalize results.
4.2.2. Customer Categories, Connections, and Consumption
Chehalis has the following two customer categories:
City of Chehalis 4-5 Chapter 4
Water System Plan February 2012
Residential: Single family residential buildings that are within Chehalis’ service area.
Commercial: All non-residential customers and multi-family customers that are within
Chehalis’ service area.
Table 4-4 provides the number of connections from 2004 to 2009. At the end of 2009, Chehalis
had 3,540 connections, the vast majority of which (77%) were single family residential. Chehalis
experienced a 12% decrease in the number of commercial connections in 2009, reducing the
total number of connections from 3,592 in 2008 to 3,540 in 2009. This decline is due to the
current economic conditions causing several smaller businesses in the area to close their doors.
The average number of connections for the three year period of 2007 – 2009 was 3,544.
Table 4-4 Number of Connections
Customer Category 2004 2005 2006 2007 2008 2009
2007-2009 Average
# %
Number of Connections
Residential 2,574 2,599 2,629 2,658 2,737 2,790 2,728 77%
Commercial 801 820 833 843 855 750 816 23%
Total 3,375 3,419 3,462 3,501 3,592 3,540 3,544 100%
Annual Increase in Number of Connections by Year
Residential 1.0% 1.2% 1.1% 3.0% 1.9% 2.0%
Commercial 2.4% 1.6% 1.2% 1.4% -12.3% -3.2%
Total 1.3% 1.3% 1.1% 2.6% -1.4% 0.8%
Table 4-5 provides the average consumption by customer category and by month, over the last
3 years.
Table 4-5 2007-2009 Average Water Consumption (million gallons)
Customer Category Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Percent
Residential 9.0 11.5 7.6 10.8 8.8 11.8 7.7 18.8 15.8 15.5 10.0 11.7 139 29%
Commercial 19.2 18.6 19.3 21.2 19.5 22.6 29.0 33.9 52.4 40.4 38.8 21.8 337 71%
Total 28 30 27 32 28 34 37 53 68 56 49 33 476 100%
% of Total 6% 6% 6% 7% 6% 7% 8% 11% 14% 12% 10% 7% 100%
The monthly distribution of actual water use may differ somewhat from this representation since consumption numbers are based
on meter read dates.
Consumption for some months was normalized using the average of all available data from the same months of other represented
years.
Figure 4.4 shows the allocation between the customer categories. The majority (71%) of
Chehalis’ water is used by commercial customers. The residential customers account for 29%
of the consumption.
City of Chehalis 4-6 Chapter 4
Water System Plan February 2012
Figure 4.4 Consumption by Customer Category (2007–2009)
Residential
29%
Commercial
71%
The peaking aspect of Chehalis’ production was discussed in Section 4.2.1. Both customer
categories were examined to evaluate their contribution to system-wide peaking. The
commercial category drives most of the system’s peaking profile. The residential customers
contribute to the same peaking period as the commercial customers; however, their peak is not
as significant as the commercial category. Figure 4.5 graphically represents each customer
category’s peaking characteristic.
City of Chehalis 4-7 Chapter 4
Water System Plan February 2012
Figure 4.5 Monthly Distribution of Consumption (2007–2009)
0
10
20
30
40
50
60
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov DecMillion GallonsMonth
Residential
Commercial
Customers with large water demands are of interest because their demand could have
significant impact on the overall demand for Chehalis. Therefore, Chehalis’ 20 largest
customers from 2003 to 2009 were reviewed to determine whether they require special
treatment for the demand forecast. Special treatment was deemed appropriate for one
customer, Chehalis Power, which is one of Chehalis’ largest customers. Chehalis Power is the
only customer with a water purchase contract that could have significant impacts on the City’s
water production if the full contract terms are exercised since the contract defines a maximum
amount of water to be made available on demand for Chehalis Power. Water use by Chehalis
Power constitutes approximately 5% of Chehalis’ production and approximately 8% of the non
residential consumption. However, under the contract terms for water purchase, Chehalis
Power could represent up to 9% of Chehalis’ production. Therefore, the full contract terms were
used to represent Chehalis Power’s demand component in this forecast.
4.2.3. Water Balance, Non-Revenue, and Leakage
A water balance is an accounting for all water that is produced. Table 4-6 shows Chehalis’
2009 water balance. The table is a slightly modified version of the format recommended for use
by the American Water Works Association’s Water Loss Committee.
The water balance allocates the Water Produced to different categories at three different levels.
Level 1 simply allocates the water to either Revenue Water or Non-Revenue Water. Revenue
Water generates income while Non-Revenue Water does not. Chehalis’ 2009 water production
is divided into 78% Revenue Water and 22% Non-Revenue Water.
City of Chehalis 4-8 Chapter 4
Water System Plan February 2012
Table 4-6 Water Balance (2009)
Level 1 Level 2 Level 3
Volume
(mg)
% of
Production
Water
Production
Revenue
Water
Billed
Authorized
Consumption
1. Billed Water Exported 0 0%
2. Billed Metered
Consumption 5171 77.5%
3. Billed Unmetered
Consumption 0 0%
Non-
Revenue
Water
Unbilled
Authorized
Consumption
4. Unbilled Metered
Consumption 292 4.4%
5. Unbilled Unmetered
Consumption 113 1.6%
Apparent Losses
6. Unauthorized
Consumption 04 0%
7. Customer Metering
Inaccuracies 04 0%
Real Losses
8. Known Leakage at Filter
Plant 5 0.8%
9. Assumed Leakage 1055 15.7%
TOTAL 6676 100%
1. Data Source: "Utility Data - Water" spreadsheet provided by City staff.
2. Provided by City Staff as "Other Authorized Consumption" and includes filter plant backwash, contractor hydrants, and
City owned facilities.
3. Includes hydrant flushing
4. The City does not have an estimate of these categories; therefore "0" was used.
5. Water Production minus all other categories.
6. Data Source: "Well Production Totals" spreadsheet provided by City staff.
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, filter
plant backwashing, firefighting, City-owned facilities, and unbilled contractor use.
Chehalis’ 2009 unbilled authorized consumption is estimated at 6%.
Apparent Losses: Includes unauthorized uses and customer meter inaccuracies, both
of which are lost revenue opportunities. Chehalis had no quantitative information to
estimate these quantities and therefore zero was used as a default.
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. Chehalis’ 2009
real losses are estimated at 15.7%.
Level 3 simply further splits water into additional sub-categories to support further estimation
and water management.
Table 4-7 shows a longer history of some of the water balance elements, namely distribution
system leakage and non-revenue water. The table shows numbers from 2003 to 2009.
City of Chehalis 4-9 Chapter 4
Water System Plan February 2012
Washington State’s Water Use Efficiency Rule defines distribution system leakage as water
production (and purchases, if applicable) minus authorized consumption. Under the Rule,
distribution system leakage cannot exceed 10%, based on a 3-year rolling average. Chehalis
began reporting its annual distribution system leakage in 2009 (for the 2008 calendar year), and
compliance will be determined in 2011, when the 2010 leakage numbers are known. The
average from the most recent 3 years shows that the 2007–2009 average distribution system
leakage has been 24% of water production. In 2007, Chehalis experienced a major main break
that resulted in significant water losses. Therefore, the 2007 leakage number was very high
(30% of production). The 2008 and 2009 leakage numbers were much lower (26% and 16% of
production, respectively). Chehalis’ ability to meet the leakage standard for the 2007-2009
compliance period will be impacted by the high 2007 number. However, the longer range data
suggests that leakage is approaching the DOH standard of 10%.
Non-revenue water as a percent of billed consumption is used to develop the non-revenue
component of the demand forecast. Since 2007 was an anomalous year in terms of non-
revenue water and the amount of non-revenue water has been steadily and significantly
decreasing since 2004, the 2009 non-revenue water percentage was used to develop the
demand forecast. The 2009 non-revenue water was 29% (note this is a different value than
leakage, which was 16% in 2009).
Table 4-7 Distribution System Leakage and Non-Revenue Water (million gallons)
Year
Water
Produced1
Authorized Consumption
Distribution
System Leakage4 Non-Revenue Water5
Billed
Consumption2
Unbilled
Consumption3 Qty
Percent of
Production Qty
Percent of
Billed
Consumption
2003 768 412 51.9 304 40% 356 87%
2004 779 391 52.7 336 43% 388 99%
2005 761 392 51.4 318 42% 369 94%
2006 651 420 44.0 188 29% 232 55%
2007 679 432 45.8 201 30% 247 57%
2008 708 479 47.8 182 26% 229 48%
2009 667 517 45.1 105 16% 150 29%
2007-2009
Average6 684 476 46.2 162 24% 209 44%
1. Data Source: "Water Use" spreadsheet provided by City staff.
2. Data Source: "Residential-Commercial Users" spreadsheet provided by City staff, results normalized for meter misreads.
3 For 2009, this number was estimated by City staff. For the other years, the 2009 percent of unbilled consumption as a
percent of water produced (6.8%) was applied to the water production.
4. Distribution system leakage is defined in the 2007 Water Use Efficiency Rule as water production minus authorized
consumption.
5. This calculation is water production minus billed consumption. These numbers are used to develop the non-revenue portion
of the demand forecast. Note that the demand forecast uses the 2009 number, which is more indicative of anticipated future
non revenue water trends.
6. Data is presented for six years to show a lengthy history; however the average uses 2007 - 2009 to focus on current trends.
4.2.4. Water Use Factors and Equivalent Residential Units
Water use factors were calculated for three customer categories: residential, non residential and
large non residential. Table 4-8 shows the inputs and the results of the calculations. For the
residential category, the water use factor is 140 gallons per day (gpd) per household. For the
non residential category, the water use factor is 385 gpd per connection, and for large non
residential the water use factor is 30,810 gpd per connection.
City of Chehalis 4-10 Chapter 4
Water System Plan February 2012
Table 4-8 Water Use Factors and ERUs (2007-2009 Average)
Customer Category Sales (gpd)4 Connections
Consumption Per
Connection (gpd) Number of ERUs8
Residential1 381,006 2,7285 1407 2,728
Non Residential2 306,286 7966 385 2,188
Large Non Residential Users3 616,198 20 30,810 4,401
Total 1,303,490 n/a n/a 9,317
1. This includes single family residential.
2. This includes commercial, industrial, and multi-family uses, but does not include the top 20 users.
3. Large Non Residential Users represent the top 20 non residential users connected to the system.
4. Data Source: "Utility Data - Water" and "Top 20 users" spreadsheet provided by City staff.
5. This is the number of single family households and is based on data in Table 4-4.
6. This is the number of non-residential connections and is based on data in Table 4-4.
7. This number, 140 gallons per day, is the City of Chehalis’ ERU value. ERUs, or equivalent residential units, are a
method of representing water use by non-residential customers as an equivalent number of residential customers.
Chehalis' ERU value is the average amount of water used by a residential connection, calculated by dividing residential
consumption by the number of residential connections.
8. The number of ERUs in any customer category is calculated by dividing that customer category's water sales by the
ERU value.
Table 4-8 also shows the number of Equivalent Residential Units, or ERUs, in each customer
category. ERUs are a method of representing water use by non-residential customers as an
equivalent number of residential customers. Chehalis’ ERU value is 140 gallons per day, which
is the average amount of water used by a single family household. Chehalis’ ERU value is
calculated by dividing residential consumption by the number of single family households. The
number of ERUs for each customer category is obtained by dividing the consumption for a
customer category by 140. The 2007-2009 average number of ERUs was 9,317.
4.3. Demand Forecast
4.3.1. Demand Forecast Methodology
The methodology used to develop the demand forecast is shown in Figure 4.6. The basic
process is to combine demographic data with water use factors to develop the retail demands.
Demands are also developed for non-revenue water. The retail and the non-revenue demands
are summed to create the total average day demand. To generate the total maximum day
demand, a peaking factor is applied to the average day demand. More details on each step are
provided below.
City of Chehalis 4-11 Chapter 4
Water System Plan February 2012
Figure 4.6 Demand Forecast Methodology
OFM and City
of Chehalis
Growth Data
Step 1
Demographics
Step 3 Retail
Demand
Step 4 Non
Revenue
Water
Step 2 Water
Use Factors
Chehalis’ Water
Use
Characteristics
Step 5 Total
Average Day
Demand
Step 6 Total
Maximum
Day Demand
Peaking
Factor
Step 1 Demographics
Demographics were developed per the methodology described in Section 4.1.
Step 2 Water Use Factors
Water use factors were developed per the methodology described in Section 4.2.4.
Step 3 Retail Demand
The demographic projections (from Step 1) were multiplied by the water use factors (from Step
2) to generate the demand for the residential and non-residential customer categories. Key
assumptions used in developing the non-residential demand forecast include:
The maximum allowable usage by Chehalis Power, per the existing water purchase
contract, is assumed.
An allowance for large industrial demands is included, to reflect the possibility of
unspecified water use associated with industrial expansion. For planning purposes, this
allowance is calculated by applying an industrial unit demand factor of 1,500 gpd1 per
acre to all industrial zoned land within the City Limits and UGA (1,590 acres). This
arrives at an allowance of 2.4 mgd. This amount is assumed to be same for both ADD
and MDD (i.e., the maximum day peaking factor is not applied to it).
1 Source: Wastewater Engineering Treatment and Reuse, Fourth Edition; Metcalf and Eddy.
From pages 162-163, typical design values for industrial developments range from 1,000 to 1,500
gpd per acre for light industrial, to 1,500 to 3,000 gpd per acre for medium industrial. For
planning purposes, Chehalis has assumed potential future industrial development at the upper
end of light and lower end of medium industrial water usage (1,500 gpd per acre).
City of Chehalis 4-12 Chapter 4
Water System Plan February 2012
Demands were developed for the large non residential category, influenced by the maximum
allowable usage by Chehalis Power per the existing water purchase contract.
Step 4 Non-Revenue Demand
The sum of all demands was multiplied by the 2009 “non-revenue water as % of billed
consumption" from the water balance table, which is 29%.
Step 5 Total Average Day Demand (ADD)
The average day demand was calculated by adding the demands from all preceding steps.
Step 6 Total Maximum Day Demand (MDD)
To generate the total maximum day demand, a peaking factor was applied to the average day
demand. A peaking factor of 1.98 was used, which is the peaking factor developed from
Chehalis’ 2008 – 2009 average day to maximum day demand.
Step 7 Conservation Adjustment
The methodology outlined in Steps 1 through 6 creates a baseline demand forecast. This
baseline forecast was then adjusted for conservation.
The conservation adjustment was accomplished by reducing the water use factors in future
years by 10%. The residential water use factor shifts from 140 gpd per household without
conservation to 126 gpd per household assuming conservation. Non residential and large non
residential (less Chehalis power) were each also reduced by 10% to reflect conservation.
Chehalis plans to continue conservation efforts throughout the planning period, therefore the
water use factors are held constant for all years within the planning period.
4.3.2. Demand Forecast Results
The projected demands are provided in Table 4-9 and Table 4-10. Table 4-9 shows the
demand without additional conservation while Table 4-10 incorporates conservation. The tables
show the demand forecast for years 1 through 6, as well years 7 through 20, for the planning
period of 2010 through 2029. In addition, projections have been included for year 50 (2059).
The tables also include historical demands for 2003 to 2009. The demands for 2009 were
projected, although 2009 is not within the 20-year planning period for this water system plan.
Table 4-9 shows the total average day demand increasing from 1.9 mgd in 2010 which is Year 1
of the water system planning period to 4.7 mgd in 2029 which is Year 20 of the water system
planning period. The maximum day demand is expected to increase from 4.3 mgd in 2010 to
7.5 mgd in 2029.
Figure 4.7 shows a graph of the average day and maximum day demands. Figure 4.8 shows
the various components of the average day demand in order to provide information about the
relative impact of each component. Both of these figures use the demand without additional
conservation, in order to be conservative.
City of Chehalis 4-13 Chapter 4 Water System Plan February 2012 Table 4-9 Demand Forecast (Without Additional Conservation) Calendar Year Plan Year Demographics Water Use Factors (gpd)3 Demand Average Day Demand (ADD mgd) 4 Maximum Day Demand (MDD mgd)14 Non-Residential Population1 Single Family Households (SF HH)2 Per Single Family Household Residential5 Small Non Residential6 Large Non Residential7 Chehalis Power8 Large Industrial Allowance9 Total Non Residential10 Subtotal11 Non-Revenue12 Total13 MDD less Chehalis Power MDD Chehalis Power 1999 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 2.05 3.78 2000 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 2.16 3.69 2001 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 2.03 3.60 2002 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 2.02 3.49 2003 n/a 7,010 n/a n/a 0.26 0.33 0.48 0.06 0.00 0.86 1.13 0.98 2.10 4.51 2004 n/a 6,980 2,574 n/a 0.30 0.31 0.44 0.03 0.00 0.77 1.07 1.06 2.14 4.12 2005 n/a 6,990 2,599 n/a 0.28 0.27 0.49 0.03 0.00 0.79 1.07 1.01 2.09 4.23 2006 n/a 7,025 2,629 n/a 0.35 0.16 0.63 0.01 0.00 0.80 1.15 0.64 1.78 3.43 2007 n/a 7,045 2,658 n/a 0.33 0.27 0.54 0.04 0.00 0.85 1.18 0.68 1.86 5.07 2008 n/a 7,215 2,737 n/a 0.39 0.30 0.53 0.08 0.00 0.92 1.31 0.63 1.94 3.30 2009 n/a 7,185 2,790 140 0.42 0.35 0.57 0.09 0.00 1.00 1.42 0.41 1.83 3.45 0.85 4.30 2010 1 7,240 2,844 140 0.40 0.35 0.57 0.16 0.00 1.09 1.48 0.43 1.91 3.47 0.85 4.32 2011 2 7,295 2,899 140 0.41 0.35 0.58 0.16 0.00 1.09 1.50 0.43 1.93 3.51 0.85 4.36 2012 3 7,350 2,955 140 0.41 0.36 0.58 0.16 0.00 1.10 1.51 0.44 1.95 3.54 0.85 4.39 2013 4 7,406 3,012 140 0.42 0.36 0.58 0.16 0.00 1.11 1.53 0.44 1.97 3.58 0.85 4.43 2014 5 7,462 3,071 140 0.43 0.36 0.59 0.16 0.00 1.11 1.54 0.45 1.99 3.62 0.85 4.47 2015 6 7,519 3,130 140 0.44 0.37 0.59 0.16 0.00 1.12 1.56 0.45 2.01 3.66 0.85 4.51 2016 7 7,576 3,191 140 0.45 0.37 0.60 0.16 0.00 1.13 1.58 0.46 2.03 3.70 0.85 4.55 2017 8 7,634 3,253 140 0.46 0.37 0.60 0.16 0.00 1.14 1.59 0.46 2.05 3.74 0.85 4.59 2018 9 7,692 3,316 140 0.46 0.37 0.61 0.16 0.00 1.14 1.61 0.47 2.07 3.78 0.85 4.63 2019 10 7,751 3,380 140 0.47 0.38 0.61 0.16 0.00 1.15 1.62 0.47 2.09 3.83 0.85 4.68 2020 11 7,810 3,445 140 0.48 0.38 0.62 0.16 0.00 1.16 1.64 0.48 2.12 3.87 0.85 4.72 2021 12 7,869 3,512 140 0.49 0.38 0.62 0.16 0.00 1.17 1.66 0.48 2.14 3.91 0.85 4.76 2022 13 7,929 3,580 140 0.50 0.39 0.63 0.16 0.00 1.17 1.67 0.49 2.16 3.96 0.85 4.81 2023 14 7,989 3,649 140 0.51 0.39 0.63 0.16 0.00 1.18 1.69 0.49 2.18 4.00 0.85 4.85 2024 15 8,050 3,720 140 0.52 0.39 0.64 0.16 0.00 1.19 1.71 0.50 2.20 4.04 0.85 4.89 2025 16 8,111 3,792 140 0.53 0.39 0.64 0.16 0.00 1.20 1.73 0.50 2.23 4.09 0.85 4.94 2026 17 8,173 3,865 140 0.54 0.40 0.64 0.16 0.00 1.20 1.75 0.51 2.25 4.14 0.85 4.99 2027 18 8,235 3,940 140 0.55 0.40 0.65 0.16 0.00 1.21 1.76 0.51 2.27 4.18 0.85 5.03 2028 19 8,298 4,017 140 0.56 0.40 0.65 0.16 0.00 1.22 1.78 0.52 2.30 4.23 0.85 5.08 2029 20 8,361 4,094 140 0.57 0.41 0.66 0.16 2.40 3.63 4.20 0.52 4.72 6.68 0.85 7.53 2059 50 10,495 7,279 140 1.02 0.51 0.83 0.16 2.40 3.90 4.92 0.73 5.65 8.51 0.85 9.36 1. From Table 4-1. 2. From Table 4-1. 3. From Table 4-8. 4. ADD for 2003-2009 are based on actual data. 5. This category represents demand for single-family residential customers only and is calculated by multiplying the number of single family households by the average water use factor per household. 6. This represents all non-single-family residential customers of the City except for the 20 top users. This category includes multi-family since they are charged and tracked as commercial customers. The average 2007 - 2009 growth rate for all customer connections (0.8% annual increase) was used rather than for just commercial customers since this class of customers was significantly impacted by the present economic conditions and this impact is not expected to continue throughout the planning period. 7. Large non-residential demand is projected to increase at the same rate as small non-residential demand (0.8% annual increase). 8. Demand forecast based on maximum allowable usage by Chehalis Power per existing contract. 9. Reflects an allowance for unspecified large industrial demands. Beginning in 2029, this allowance is 2.4 mgd, based upon a unit demand factor of 1,500 gpd per acre applied to all industrial zoned land within the City Limits and UGA (1,590 acre). 10. Total of all non-residential demands. 11. The sum of residential and non-residential demands. 12. The subtotal ADD demand multiplied by the 2009 non-revenue water as a percent of consumption. 13. The sum of the retail demands, plus the non-revenue water. 14. The total ADD for all water use (except Chehalis Power and the Large Industrial Allowance) multiplied by a peaking factor of 1.98, which is the average peaking factor of 2008 - 2009, plus the total maximum contract amount for Chehalis Power and the Large Industrial Allowance. 2007 was excluded from this calculation due to a major line break.
City of Chehalis 4-14 Chapter 4 Water System Plan February 2012 Table 4-10 Demand Forecast (With Additional Conservation) Calendar Year Plan Year Demographics Water Use Factors (gpd)3 Demand Average Day Demand (ADD mgd)4 Maximum Day Demand (MDD mgd)14 Population1 Non-Residential Single Family Households (SF HH)2 Per Household Residential5 Small Non Residential6 Large Non Residential7 Chehalis Power8 Large Industrial Allowance9 Total Non Residential10 Subtotal11 Non-Revenue12 Total13 MDD less Chehalis Power MDD Chehalis Power 1999 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.00 2000 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.00 2001 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.00 2002 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.00 2003 n/a 7,010 n/a n/a 0.26 0.33 0.48 0.06 0.00 0.86 1.13 0.98 2.10 4.46 2004 n/a 6,980 2,574 n/a 0.30 0.31 0.44 0.03 0.00 0.77 1.07 1.06 2.14 4.53 2005 n/a 6,990 2,599 n/a 0.28 0.27 0.49 0.03 0.00 0.79 1.07 1.01 2.09 4.42 2006 n/a 7,025 2,629 n/a 0.35 0.16 0.63 0.01 0.00 0.80 1.15 0.64 1.78 3.78 2007 n/a 7,045 2,658 n/a 0.33 0.27 0.54 0.04 0.00 0.85 1.18 0.68 1.86 3.94 2008 n/a 7,215 2,737 n/a 0.39 0.30 0.53 0.08 0.00 0.92 1.31 0.63 1.94 4.11 2009 n/a 7,185 2,790 140 0.39 0.30 0.57 0.09 0.00 0.95 1.34 0.39 1.73 3.26 0.85 2.99 2010 1 7,240 2,844 139 0.39 0.30 0.57 0.16 0.00 1.03 1.43 0.41 1.84 3.33 0.85 3.05 2011 2 7,295 2,899 137 0.40 0.27 0.52 0.16 0.00 0.95 1.35 0.39 1.74 3.13 0.85 2.95 2012 3 7,350 2,955 136 0.40 0.28 0.52 0.16 0.00 0.96 1.36 0.39 1.75 3.15 0.85 2.97 2013 4 7,406 3,012 134 0.40 0.28 0.53 0.16 0.00 0.97 1.37 0.40 1.77 3.18 0.85 2.99 2014 5 7,462 3,071 133 0.41 0.28 0.53 0.16 0.00 0.97 1.38 0.40 1.78 3.20 0.85 3.00 2015 6 7,519 3,130 132 0.41 0.28 0.53 0.16 0.00 0.98 1.39 0.40 1.79 3.23 0.85 3.02 2016 7 7,576 3,191 132 0.42 0.28 0.54 0.16 0.00 0.98 1.40 0.41 1.81 3.26 0.85 3.05 2017 8 7,634 3,253 132 0.43 0.29 0.54 0.16 0.00 0.99 1.42 0.41 1.83 3.30 0.85 3.08 2018 9 7,692 3,316 132 0.44 0.29 0.55 0.16 0.00 1.00 1.43 0.42 1.85 3.34 0.85 3.11 2019 10 7,751 3,380 132 0.44 0.29 0.55 0.16 0.00 1.00 1.45 0.42 1.87 3.38 0.85 3.14 2020 11 7,810 3,445 132 0.45 0.29 0.55 0.16 0.00 1.01 1.46 0.42 1.89 3.41 0.85 3.17 2021 12 7,869 3,512 132 0.46 0.29 0.56 0.16 0.00 1.02 1.48 0.43 1.91 3.45 0.85 3.20 2022 13 7,929 3,580 132 0.47 0.30 0.56 0.16 0.00 1.02 1.49 0.43 1.93 3.49 0.85 3.23 2023 14 7,989 3,649 132 0.48 0.30 0.57 0.16 0.00 1.03 1.51 0.44 1.95 3.53 0.85 3.26 2024 15 8,050 3,720 132 0.49 0.30 0.57 0.16 0.00 1.04 1.52 0.44 1.97 3.57 0.85 3.29 2025 16 8,111 3,792 132 0.50 0.30 0.58 0.16 0.00 1.04 1.54 0.45 1.99 3.61 0.85 3.32 2026 17 8,173 3,865 132 0.51 0.31 0.58 0.16 0.00 1.05 1.56 0.45 2.01 3.66 0.85 3.36 2027 18 8,235 3,940 132 0.52 0.31 0.58 0.16 0.00 1.06 1.57 0.46 2.03 3.70 0.85 3.39 2028 19 8,298 4,017 132 0.53 0.31 0.59 0.16 0.00 1.06 1.59 0.46 2.05 3.74 0.85 3.42 2029 20 8,361 4,094 132 0.54 0.31 0.59 0.16 2.40 3.47 4.01 0.47 4.47 6.19 0.85 7.04 2059 50 10,495 7,279 132 0.96 0.39 0.74 0.16 2.40 3.69 4.65 0.65 5.30 7.83 0.85 8.68 1. From Table 4-1. 2. From Table 4-1. 3. 2009 from Table 4-8. 2011 through 2015 reflect a water use factor reduced by a total reduction of 4,167 gpd per year for the 6-yr planning period for the residential class of customers to reach the City's water use efficiency goal of 25,000 gpd by 2015. Water use factors after 2015 are not changed from 2015 levels and will be adjusted at the next update to reflect current goals. 4. ADD for 2003-2009 are based on actual data. 5. This category represents demand for single-family residential customers only and is calculated by multiplying the number of single family households by the average water use factor per household. 6. This represents all non-single-family residential customers of the City except for the 20 top users. This category includes multi-family since they are charged and tracked as commercial customers. The average 2007 - 2009 growth rate for all customer connections (0.8% annual increase) was used rather than for just commercial customers since this class of customers was significantly impacted by the present economic conditions and this impact is not expected to continue throughout the planning period. 7. Large non-residential demand is projected to increase at the same rate as small non-residential demand (0.8% annual increase). 8. Demand forecast based on maximum allowable usage by Chehalis Power per existing contract. 9. Reflects an allowance for unspecified large industrial demands. Beginning in 2029, this allowance is 2.4 mgd, based upon a unit demand factor of 1,500 gpd per acre applied to all industrial zoned land within the City Limits and UGA (1,590 acre). 10. Total of all non-residential demands. 11. The sum of residential and non-residential demands. 12. The subtotal ADD demand multiplied by the 2009 non-revenue water as a percent of consumption. 13. The sum of the retail demands, plus the non-revenue water. 14. The total ADD for all water use (except Chehalis Power and the Large Industrial Allowance) multiplied by a peaking factor of 1.98, which is the average peaking factor of 2008 - 2009, plus the total maximum contract amount for Chehalis Power and the Large Industrial Allowance. 2007 was excluded from this calculation due to a major line break.
City of Chehalis 4-15 Chapter 4
Water System Plan February 2012
Figure 4.7 Demand Forecast Summary (Without Conservation)
Figure 4.8 Demand Forecast by Sector (ADD Without Conservation)
Section 5
Conservation Program
City of Chehalis 5-1 Chapter 5
Water System Plan February 2012
5. Conservation Program
This chapter summarizes the City’s compliance with conservation planning requirements,
actions the City has taken to promote water use efficiency, and the conservation program the
City will implement from 2010 through 2015.
5.1. Conservation Requirements and Compliance
Summary
The conservation planning requirements that must be addressed in water system plans are
contained in the following Washington State Department of Health (DOH) documents and State
law:
Water Use Efficiency Rule (January 2007)
Water Use Efficiency Guidebook (DOH, July 2007)
The Water Use Efficiency 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 six year water system planning cycle.
Table 5-1 lists the requirements of the Water Use Efficiency Rule and shows that the City is in
compliance with these requirements. There are seven main categories of requirements: 1)
water meters, 2) data collection, 3) distribution system leakage, 4) water use efficiency goals, 5)
water use efficiency program, 6) demand forecast, and 7) performance reports.
City of Chehalis 5-2 Chapter 5 Water System Plan February 2012 Table 5-1 Compliance with Water Use Efficiency Rule Requirements Category WAC1 Section Compliance Date Requirement Chehalis in Compliance? 1. Meters 246-290-496 Fully metered by January 22, 2017. Submit metering plan by July 1, 2008. 1. Meter all sources. Yes. All sources are metered. 2. Meter all service connections. Yes. All service connections are metered. 3. For systems not fully metered: Create meter installation plan, perform activities to minimize leakage until fully metered, and report annually on installation and leak minimization actions. N/A, since Chehalis is fully metered. 2. Data Collection 246-290-100 WSPs submitted after January 22, 2008. 1. Provide monthly and annual production/purchase numbers for each source. Yes. These data are provided in this water system plan update. 2. Provide annual consumption by customer class. Yes. These data are provided in this water system plan update. 3. Provide "seasonal variations" consumption by customer class. Yes. These data are provided in this water system plan update. 4. Evaluate reclaimed water opportunities. Yes. This information is provided in this water system plan update. 5. Provide annual quantity supplied to other public water systems. Yes. The Springbrook system records water delivered to Newaukum Heights (listed as a commercial customer). 6. Consider water use efficiency rate structure. Yes. This information is provided in this water system plan update. 3. Distribution System Leakage 246-290-820 First report completed by July 1, 2008. First compliance determination made by July 1, 2010. 1. Calculate annual volume and percent using formula defined in the Rule. Yes. The City has calculated water loss in 2008 and 2009 for performance reports submitted to DOH. 2. Report annually: annual leakage volume, annual leakage percent, and, for systems not fully metered, meter installation progress and leak minimization activities. Yes. The City submitted annual reports to DOH for calendar years 2008 and 2009. 3. Develop water loss control action plan (if leakage is over 10% for 3 year average). Yes. The City is tracking water loss and has taken significant steps toward reducing distribution system leakage over the first 3 yr period studied (2007-2009) and will continue to do so. 4. Goals 246-290-830 Goals established by January 22, 2008. 1. Establish measurable (in terms of water production or usage) conservation goals and re-establish every 6 yrs. Provide schedule for achieving goals. Yes. The City Council adopted Resolution No. 4-2009 establishing a water use efficiency goal. The annual Performance Report submitted for calendar year 2009 addressed progress towards 2. Use a public process to establish the goals.
City of Chehalis 5-3 Chapter 5 Water System Plan February 2012 Category WAC1 Section Compliance Date Requirement Chehalis in Compliance? 3. Report annually on progress. achieving the goal. 5. Efficiency Program 246-290-810 WSPs submitted after January 22, 2008. 1. Describe existing conservation program. Yes. This information is contained in the conservation chapter of this water system plan update. 2. Estimate water saved over last 6 years due to conservation program. 3. Describe conservation goals. 4. Describe how customers will be educated on efficiency practices. 5. Describe conservation programs for next 6 years including schedule, budget, and funding mechanism. 6. Describe how efficiency program will be evaluated for effectiveness. 7. Implement or evaluate 1-12 measures, depending on size. (6 measures for systems like Chehalis having 2,500 to 9,999 connections.) Yes. The City evaluated seven measures, as reported in this water system plan update. 8. Estimate projected water savings from selected measures. 9. Estimate leakage from transmission lines (if not included in distribution system leakage). Yes. This information is included in the conservation chapter of this water system plan update. 6. Demand Forecast 246-290-100 WSPs submitted after January 22, 2008. 1. Provide demand forecast reflecting no additional conservation. Yes. This information is included in the demand chapter of this water system plan update. 2. Provide demand forecast reflecting savings from efficiency program. 3. Provide demand forecast reflecting all "cost effective" evaluated measures. 7. Performance Reports 246-290-840 First report completed by July 1, 2008. 1. 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. The City submitted annual reports for calendar years 2008 and 2009 as required. 2. Submit annually by July 1 to DOH and customers and make available to the public. 1 WAC = Washington Administrative Code
City of Chehalis 5-4 Chapter 5
Water System Plan February 2012
5.2. Existing Conservation Program
The City’s current conservation program includes the following activities:
Water Meters: The City fully meters water production and water sales to all customers. Large
customer meters are tested regularly; and 10% of service meters are replaced each year.
Customer Outreach: The City provides water consumption history on customer bills; lists
water conservation tips in the City’s annual Consumer Confidence Report distributed by mail to
all customers; and makes DOH conservation brochures available to the public at City Hall. In
addition the City’s quarterly newsletter includes promotional information on water conservation.
Water Supply Characteristics Information: The City informs its customers of water supply
characteristics, using the Consumer Confidence Report.
Schools Outreach: The City sponsors a module on water conservation for the 5th-Grade
science curriculum in the Chehalis School District. The curriculum uses the WaterWiseTM
Program, purchased from Resource Action Programs in Modesto, CA. The City also holds an
annual class with 10-grade students in the School District to promote awareness of water use
and water conservation opportunities. This class includes a take-home exercise to measure
common uses of water in the home.
Residential Kits: Water saving kits are distributed via the 5th Grade science curriculum
described above. The WaterWiseTM curriculum includes a kit with several water-saving devices,
including: high-efficiency showerhead, bathroom faucet aerator, kitchen faucet aerator, rain
gauge, toilet leak-detection tablets and instructions, a flow-rate test bag; and assorted water
information and kit instructions. Approximately 350 kits were distributed from 2006-2009.
Rate Structure: The City has a uniform rate structure that bills customers for every unit of
consumption.
Reclaimed Water: The City produces Class A reclaimed water at its wastewater treatment
plant. Currently this water is delivered to a poplar tree farm for irrigation use during periods of
low flow in the river (less than 1,000 cfs). The basis for this activity is described in an excerpt
from the City’s wastewater facilities plan, as provided in Appendix H. The discussion in this
excerpt also considers other potential future uses of reclaimed water within the City (e.g.,
irrigation of City parks and school areas). At this time, the City has no plans to expand its
reclaimed water program, due to the significant costs involved with conveying reclaimed water
to other use sites. However, such program expansion will be periodically reviewed, particularly
in light of pending regulatory changes associated with the State’s Reclaimed Water Rule
Revision process, which is ongoing as of 2011.
Water Loss Management: The 2004 Water System Plan identified measuring and managing
water losses as a key element of the City’s water use efficiency program. Data collected at that
time suggested water losses could be in excess of 30% of water produced. The plan
recommended investments in large meters in the supply system and treatment plant to improve
quantification of water produced and treated; replacement of customer meters to improve
quantification of water sold; leak detection for water distribution piping; and corrective actions
based on the outcomes of these efforts. Several of these recommended actions have been
implemented since 2004. Since 2004 City staff have determined that inadequate accounting of
City of Chehalis 5-5 Chapter 5
Water System Plan February 2012
uses at the water filter plant explained most of the difference between water production and
water sales identified at that time. These uses are now measured and accounted for.
Leak detection efforts in recent years have identified some leaks in the distribution system, at
levels typical of many water systems. The State standard for distribution system leakage is no
more than 10% of water produced and purchased, calculated on a rolling three-year basis
beginning with years 2007-09. Chehalis’ most recent three year average indicates a distribution
system leakage of 24% which is above the state standard; however, the City has been working
to further define all authorized uses of both metered and unmetered water including fire fighting,
construction, flushing, treatment plant uses, and uses at City facilities and is honing in on
distribution system leakage that is actually indicative of realized leaks. Table 4-7 in Chapter 4
presents the historical distribution system leakage.
During the most recent four years (2006 – 2009), 10 to 20 miles of piping were surveyed each
year. Leaks that have been identified have been repaired.
The Newaukum River transmission line is routinely monitored for potential leakage by
comparing diversion data from the intake with metered inflows at the water treatment plant.
Transmission line leaks are occasionally identified and promptly repaired. For example, a leak
estimated at 500 gpm was identified and repaired in 2008.
5.3. Conservation Measure Evaluation
The combination of conservation program actions described above likely have reduced the
City’s total water use somewhere in the range of 1% to 5% over the past six years, compared
with consumption that would have occurred without these actions. It is difficult to fully quantify
the actual impact of conservation efforts because of a number of situations that have impacted
the City data. The two most significant impacts to City data include a billing system conversion
that significantly enhanced the reliability of the City’s consumption data and the increased level
of awareness by City staff to more closely track unmetered but authorized water use.
The City hired HDR Engineering in 2007 to provide an evaluation of water conservation
opportunities. A range of conservation measures was evaluated, targeting the City’s largest
customer class, single-family residential customers. Results of the evaluation are summarized
as follows:
City of Chehalis 5-6 Chapter 5
Water System Plan February 2012
Table 5-2 Conservation Measure Evaluation
Conservation Measure
Potential
New
Participants
Water Savings
at Full
Implementation
(gpd)
Water
Savings Over
Measure
Lifetimes
(ccf)
Total
Cost over
Plan
Period
Average
Cost per
Year
Cost per
ccf saved
Toilets - 1.6 gpf ultra low
flow toilets (ULFT) 96 5,539 8,107 $32,948 $4,707 $4.06
Toilets - 1.0 gpf high
efficiency toilets (HET) 258 3,483 42,488 $59,340 $8,477 $1.40
Toilets - leak detection 646 3,069 10,480 $1,885 $269 $0.18
Showerheads - 2.0 gpm 1,291 4,358 31,898 $7,746 $1,107 $0.24
Faucet aerators bathroom
- 1.0 gpm 1,170 5,967 43,670 $2,925 $418 $0.07
Clotheswashers -
residential capacity (in
unit)
401 5,785 36,693 $44,500 $6,357 $1.21
Outdoor Irrigation Kits 878 2,167 7,402 $11,414 $1,631 $1.54
Of these conservation measures, three are being implemented under the existing conservation
program. Toilet leak detection, faucet aerators and showerheads are distributed in water saving
kits through the Schools program.
The evaluation included development of a cost-effectiveness standard. The Chehalis River
source is more expensive to operate per unit of water produced, compared with the Newaukum
River source. Reduced need for water in the summer months would permit less water to be
produced from the Chehalis River source. Operational costs of the Chehalis River source from
2007 were assessed, including power costs for pumping, and treatment chemical costs (alum,
chlorine, fluorosilicate, and lime). Based on this evaluation, the total per-unit cost of production
from this source was estimated to be $0.11 per ccf. Most of the water conservation measures
evaluated have a per-unit cost that was considerably higher than this standard, meaning that
implementation costs would be greater than money saved due to reduced water production. On
this basis, the conservation measures were judged not to be cost effective on a pure financial
basis.
Consideration has been given to whether the measures considered would be cost effective if
costs were shared with another jurisdiction, such as the City of Centralia. While marketing and
administrative costs would be reduced, the majority of the costs shown above are unit costs for
equipment, and those costs would not change significantly due to cost sharing. With such a
large differential between the cost-effectiveness standard of $0.11 per ccf and the unit costs
shown above, cost-sharing would not make these measures cost-effective.
The City Council considered the range of measures evaluated, and determined that costs for
most of the measures were too high and would not provide social or community benefits
commensurate with these costs. Therefore an expanded program with additional conservation
measures was not selected for implementation. The City will instead continue implementing its
current conservation program.
City of Chehalis 5-7 Chapter 5
Water System Plan February 2012
5.4. 2010-2015 Conservation Program
The Chehalis City Council adopted a water-use efficiency goal in 2009 (Resolution 4-2009).
This goal is to achieve a year-round average reduction of 25,000 gallons per day by 2015. This
is to be measured compared with what demand would be in 2015 if the City’s conservation
program were not continued.
During the six-year planning period for this Water System Plan update, the City will continue to
implement the conservation program described in Section 5.2. It is estimated that this program
will be sufficient to achieve the City’s adopted goal for water savings. Program
accomplishments and City water demands will be reviewed annually in conjunction with
preparation of the annual Performance Report to DOH required under the Water Use Efficiency
Rule.
Section 6
Distribution Facilities Design and Construction Standards
City of Chehalis 6-1 Chapter 6
Water System Plan February 2012
6. Distribution Facilities Design and
Construction Standards
This chapter provides an overview of the City’s design and construction requirements for new
facilities.
6.1. Project Review Procedures
For new water system facilities, the City has specific project review procedures. These review
procedures are described in detail in the Section 12.04, Development Engineering Standards, of
the City’s Municipal Code. The general steps that must be followed for project review are
summarized below.
Applicant submits a written request for water and/or sewer availability.
After completing a review, the City will return a written response to the applicant
summarizing the requirements and conditions for water service.
Applicant submits an application for a developer extension agreement with payment of
an administration fee.
City’s written response will either deny the application, approve the application, or
approve the application subject to specific conditions.
Upon approval of the application the applicant and the City enter into a formal
agreement.
Project designs are submitted to the City by the applicant’s engineer for review. All
designs must include a current Professional Engineer’s (PE) stamp and signature.
Upon final approval of the construction drawings, and submittal of required permits and
fees, a pre-construction conference will be held.
Construction may begin following the pre-construction conference.
Individual water system project designs must be forwarded to the Washington State Department
of Health (DOH) for additional review and approval, except those distribution-related projects
that are eligible for the alternative review process. As defined in WAC 246-290-125(2), projects
related to the construction of new or upsized distribution mains do not need to be submitted to
DOH if the utility meets the following criteria:
1. An approved updated WSP is on file with DOH that includes standard construction
specifications for distribution mains; and,
2. A completed Construction Completion Report for Distribution Main Projects for each
project is maintained on file.
The City meets both of these criteria and does not typically submit plans to DOH for new or
replacement distribution mains.
City of Chehalis 6-2 Chapter 6
Water System Plan February 2012
6.2. Construction Standards
The City’s water distribution facility design and construction standards, including standard detail
drawings, are contained in its Development Engineering Standards (Section 12.04 of the City’s
Municipal Code). The most up-to-date version of the Code is available on the City’s website.
The current version of Section 12.04, as of the preparation of this water system plan update, is
provided in Appendix I.
Section 7
System Analysis
City of Chehalis 7-1 Chapter 7
Water System Plan February 2012
7. System Analysis
This chapter provides an evaluation of the City’s ability to meet current and projected water
supply needs. Source and storage capacity analyses are presented, followed by an evaluation
of the distribution system piping network. System deficiencies are described throughout the
chapter, and how they relate to identified capital improvements presented in Chapter 11.
7.1. Water Rights Analysis
The City has two surface water sources for their water rights, the North Fork Newaukum River
and the Chehalis River. Table 7-1 (Existing Water Rights Status), shows the details for each of
the water rights, the City’s existing water consumption, and the current excess in water rights.
Tables 7-2 through 7-4 show the same information for the water rights, with the 6-year, 20-year,
and 50-year projected demands and the differences between the City’s existing water rights and
the projected demands for each of these planning periods. The City has no plans at this time for
any increases or changes in their existing water rights for these planning periods.
The City’s Chehalis River water right is Surface Water Certificate No. 11303, and is for 11.6
cubic feet per second (cfs) and 980 acre-feet per year (AF/yr). This certificate has a priority date
of November 26, 1957, and was issued by the Department of Ecology on February 18, 2009.
This recently issued certificate was reduced significantly from the City’s Surface Water Permit
for this water use that was issued in 1959 for 15 cfs, with no specified annual quantity. This
permit had received a number of extensions of time to put the authorized amount of water to
beneficial use. By their letter dated May 9, 2008, Ecology informed the City that they would
issue the certificate for this reduced amount based on the amount of water that the City had put
to beneficial use.
The City has two documents for their North Fork Newaukum water rights. The first is Water
Right Claim No. 302347, in the amounts of 4.34 cfs and 3,136 AF/yr. This claim was filed by the
City on June 30, 1998 during the open period for filing and registering Water Right Claims, and
stated that the date of first putting water to use was in 1914. This 1914 date of first putting this
water to use is considered as the priority date for this water right claim. Since this date of first
putting water to beneficial use preceded the State Surface Water Code adopted in 1917, this
claim is considered as a vested water right. The other document the City has for the North Fork
Newaukum River is Surface Water Certificate No. 1185 and is for 10 cfs as an instantaneous
quantity with no specified annual quantity. This certificate was issued in May 1930 with a priority
date of February 6, 1923.
As is shown in Tables 7-1 through 7-4, the total amounts of the City’s two surface water
certificates and water right claim exceed the City’s existing and projected demands, including
the 50-year projections, on both an instantaneous and annual basis. There are however, other
conditions which can impact the amount of water that the City can withdraw under their existing
water rights.
One of these restrictions is that the City’s total existing and projected demands far exceed, on
an annual quantity basis, their water right for 980 AF/yr from the Chehalis River. In addition, on
this source, there is a low flow limitation on the City’s water right which states the use of water
City of Chehalis 7-2 Chapter 7
Water System Plan February 2012
under this right be regulated so that the flow in the Chehalis River shall not be reduced to 50 cfs
or less immediately below the pump intake as a result of pumping from this water right.
Under normal operating conditions, the North Fork Newaukum River provides the primary
source of supply, with the Chehalis River supplementing this supply during peak demand
periods. However, if operational conditions were to change and the Chehalis River would be
considered the primary supply, it would be necessary for at least a portion of the City’s water
rights from the North Fork Newaukum River be utilized in order to meet the City’s existing and
projected demands on an annual quantity basis.
In addition, there are other limitations associated with the City’s source of supply on the North
Fork Newaukum, one being the limited amount of source water available at certain times of the
year, and the other being the capacity of the existing pipeline to the water treatment plant, both
on an instantaneous basis. The City’s total instantaneous quantity of their water right certificate
and water right claim on the North Fork is 14.34 cfs while the current pipeline capacity to the
plant is only approximately 5.1 cfs.
Since the water from the Chehalis and Newaukum sources is combined before entering the
water treatment plant, the capacity of the water treatment plant is also a limitation on the
amount of water that can be processed for treatment. The current effective capacity of the water
treatment plant is 4.8 mgd (7.44 cfs), so this is the maximum rate of flow on an instantaneous
basis that can be processed through the water treatment plant currently. This 4.8 mgd (7.44 cfs)
is much less than the City’s total instantaneous water rights of 25.94 cfs. In 20 years, the
treatment plant capacity is projected to be 7.0 mgd. However, maximum day demands are
projected to potentially exceed this capacity if additional large industrial growth is realized.
Therefore, additional plant capacity, and/or additional sources of supply, will be needed to meet
long-term maximum day needs.
In summary, the City’s total water rights are not limiting factors for system operation relative to
existing and projected demands.
City of Chehalis 7-3 Chapter 7 Water System Plan February 2012 Table 7-1. Existing Water Rights Status Permit, Certificate or Claim # Name of Rightholder or Claimant Priority Date Source Name/ Number Primary or Supplemental Existing Water Rights Existing Consumption Current Water Right Status (Excess/Deficiency) Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume(Qa) AF/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) Af/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) AF/yr Permit/ Certificate 1.SWC 1185 Chehalis 02/06/23 North Fork Newaukum Primary 10/6.45 2,240(1) NA(2) NA(2) NA(2) NA(2) 2.SWC 11303 Chehalis 11/26/57 Chehalis R. Primary 11.6/7.48 980 NA(2) NA(2) NA(2) NA(2) Claims 1. S2-302347 CL Chehalis 1914 North Fork Newaukum Primary 4.34/2.8 3,136 NA(2) NA(2) NA(2) NA(2) Total 25.94 cfs/ 16.73 mgd 6,356 AF/yr 5.67 mgd 7.44 cfs/ 4.8 mgd(3) 2,051 AF/yr(4)1.83 mgd 18.5 cfs/ 11.93 mgd 4,305 AF/yr 3.84 mgd Intertie Name/Identifier Name of Purveyor Providing Water Existing Limits on Intertie Water Use Existing Consumption through Intertie Current Intertie Supply Status (Excess/Deficiency) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) 1.Chehalis/ Centralia City of Centralia Emergency only Emergency only NA NA NA NA Total Pending Water Right Applications Name on Application Date SubmittedPrimary or SupplementalMaximum Instantaneous Flow Rate (Qi) Requested Maximum Annual Volume (Qa) Requested1. NA-None 1) No Qa specified on SWC 1185. 2,240 AF/yr shown in 2004 Water System Plan 2) Consumption from the Newaukum and Chehalis River sources varies based upon river levels, water quality conditions, etc. Therefore, total consumption is compared against total water rights. 3) Based on current effective plant capacity of 4.8 mgd. 4) Demand forecast from Chapter 4.
City of Chehalis 7-4 Chapter 7 Water System Plan February 2012 Table 7-2. Forecasted Water Rights Status-6 Years Permit, Certificate or Claim # Name of Rightholder or Claimant Priority Date Source Name/ Number Primary or Supplemental Existing Water Rights Forecasted Water Use From Sources (6 Year Demand) Forecasted Water Right Status (Excess/Deficiency) Maximum Instantaneous Flow Rate(Qi) cfs/mgd Maximum Annual Volume(Qa) AF/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) Af/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) AF/yr Permit/ Certificate 1.SWC 1185 Chehalis 02/06/23 North Fork Newaukum Primary 10/6.45 2,240(1) NA(2) NA(2) NA(2) NA(2) 2.SWC 11303 Chehalis 11/26/57 Chehalis R. Primary 11.6/7.48 980 NA(2) NA(2) NA(2) NA(2) Claims 1. S2-302347 CL Chehalis 1914 North Fork Newaukum Primary 4.34/2.8 3,136 NA(2) NA(2) NA(2) NA(2) Total 25.94 cfs/ 16.73 mgd 6,356 AF/yr 5.67 mgd 7.44 cfs/ 4.8 mgd(3) 2,253 AF/yr 2.01 mgd(4) 18.5 cfs/ 11.93 mgd 4,103 AF/yr 3.66 mgd Intertie Name/Identifier Name of Purveyor Providing Water Existing Limits on Intertie Water Use Existing Consumption through Intertie Current Intertie Supply Status (Excess/Deficiency) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) 1.Chehalis/ Centralia City of Centralia Emergency only Emergency only NA NA NA NA Total Pending Water Right Applications Name on Application Date SubmittedPrimary or SupplementalMaximum Instantaneous Flow Rate (Qi) Requested Maximum Annual Volume (Qa) Requested1. NA 1) No Qa specified on SWC 1185. 2,240 AF/yr shown in 2004 Water System Plan 2) Consumption from the Newaukum and Chehalis River sources varies based upon river levels, water quality conditions, etc. Therefore, total consumption is compared against total water rights. 3) Based on current effective plant capacity of 4.8 mgd. 4) Demand forecast from Chapter 4.
City of Chehalis 7-5 Chapter 7 Water System Plan February 2012 Table 7-3. Forecasted Water Rights Status-20 Years Permit, Certificate or Claim # Name of Rightholder or Claimant Priority Date Source Name/ Number Primary or Supplemental Existing Water Rights Forecasted Water Use From Sources (20 Year Demand) Current Water Right Status (Excess/Deficiency) Maximum Instantaneous Flow Rate(Qi) cfs/mgd Maximum Annual Volume(Qa) AF/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) Af/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) AF/yr Permit/ Certificate 1.SWC 1185 Chehalis 02/06/23 North Fork Newaukum Primary 10/6.45 2,240(1) NA(2) NA(2) NA(2) NA(2) 2.SWC 11303 Chehalis 11/26/57 Chehalis R. Primary 11.6/7.48 980 NA(2) NA(2) NA(2) NA(2) Claims 1. S2-302347 CL Chehalis 1914 North Fork Newaukum Primary 4.34/2.8 3,136 NA(2) NA(2) NA(2) NA(2) Total 25.94 cfs/ 16.73 mgd 6,356 AF/yr 5.67 mgd 11.65 cfs/ 7.53 mgd(3) 5,291 AF/yr 4.72 mgd(3) 14.29 cfs/ 9.20 mgd 1065 AF/yr 0.95 mgd Intertie Name/Identifier Name of Purveyor Providing Water Existing Limits on Intertie Water Use Existing Consumption through Intertie Current Intertie Supply Status (Excess/Deficiency) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) 1.Chehalis/ Centralia City of Centralia Emergency only Emergency only NA NA NA NA Total Pending Water Right Applications Name on Application Date SubmittedPrimary or SupplementalMaximum Instantaneous Flow Rate (Qi) Requested Maximum Annual Volume (Qa) Requested1. NA 1) No Qa specified on SWC 1185. 2,240 AF/yr shown in 2004 Water System Plan 2) Consumption from the Newaukum and Chehalis River sources varies based upon river levels, water quality conditions, etc. Therefore, total consumption is compared against total water rights. 3) Demand forecast from Chapter 4.
City of Chehalis 7-6 Chapter 7 Water System Plan February 2012 Table 7-4. Forecasted Water Rights Status-50 Years Permit, Certificate or Claim # Name of Rightholder or Claimant Priority Date Source Name/ Number Primary or Supplemental Existing Water Rights Forecasted Water Use From Sources (50 Year Demand) Current Water Right Status (Excess/Deficiency) Maximum Instantaneous Flow Rate(Qi) cfs/mgd Maximum Annual Volume(Qa) AF/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) Af/yr Maximum Instantaneous Flow Rate (Qi) cfs/mgd Maximum Annual Volume (Qa) AF/yr Permit/ Certificate 1.SWC 1185 Chehalis 02/06/23 North Fork Newaukum Primary 10/6.45 2,240(1) NA(2) NA(2) NA(2) NA(2) 2.SWC 11303 Chehalis 11/26/57 Chehalis R. Primary 11.6/7.48 980 NA(2) NA(2) NA(2) NA(2) Claims 1. S2-302347 CL Chehalis 1914 North Fork Newaukum Primary 4.34/2.8 3,136 NA(2) NA(2) NA(2) NA(2) Total 25.94 cfs/ 16.73 mgd 6,356 AF/yr 5.67 mgd 14.48 cfs/ 9.36 mgd(3) 6333 AF/yr 5.65 mgd(3) 10.85 cfs/ 7.37 mgd 23 AF/yr 0.02 mgd Intertie Name/Identifier Name of Purveyor Providing Water Existing Limits on Intertie Water Use Existing Consumption through Intertie Current Intertie Supply Status (Excess/Deficiency) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) Maximum Instantaneous Flow Rate (Qi) Maximum Annual Volume (Qa) 1.Chehalis/ Centralia City of Centralia Emergency only Emergency only NA NA NA NA Total Pending Water Right Applications Name on Application Date SubmittedPrimary or SupplementalMaximum Instantaneous Flow Rate (Qi) Requested Maximum Annual Volume (Qa) Requested1. NA 1) No Qa specified on SWC 1185. 2,240 AF/yr shown in 2004 Water System Plan 2) Consumption from the Newaukum and Chehalis River sources varies based upon river levels, water quality conditions, etc. Therefore, total consumption is compared against total water rights. 3) Demand forecast from Chapter 4.
City of Chehalis 7-7 Chapter 7
Water System Plan February 2012
7.2. Source Capacity Analysis
7.2.1. Design Criteria
According to DOH planning requirements, sources of supply must be sufficient to meet
maximum day demands (MDD). This must hold true for each pressure zone within a system, as
well as for the system as a whole. In addition, for any “closed” pressure zone (i.e., a zone that
has no storage, and for which pressure is maintained by pumping), sources must be sufficient to
meet peak hour demands (PHD). The source capacity analyses presented below examine the
ability of the City’s existing sources of supply to meet these requirements. Tables 7-5 through
7-9 summarize the evaluation of source capacities for the City’s total system and the High
Level, Valley View, South End, and Centralia-Alpha Zones, respectively. These analyses are
conducted by comparing the City’s water demand forecast, presented in Chapter 4, with current
source capacities. All evaluations assume 24-hour-per-day source operation.
7.2.2. Source Capacity Evaluation
Full System
There are multiple factors and system components that impose limitations upon the source
capacity of the City’s water system. To adequately consider all such factors, three analyses
were prepared to evaluate full system source capacity.
Source Capacity Analysis 1 – Water Treatment Plant Capacity (Maximum Day Demand)
All water supplied to the City’s distribution system currently passes through the water treatment
plant (WTP). Therefore, this source capacity evaluation for the system as a whole considers the
capacity of the WTP compared against full system-wide demands. The current rated capacity of
the WTP is 4.8 mgd. As noted in Table 7-5(a), this is sufficient to meet the current and
projected 6-year MDD. However, the WTP capacity is unable to meet the projected 20-year
MDD. At this point a supply deficiency of approximately 2,730,000 gpd is identified. The
deficiency increases to 4,560,000 gpd by 2059.
However, in addition to this assessment, a more detailed analysis of WTP operations was
conducted in conjunction with the preparation of this WSP. That analysis indicated that
operation of the WTP at or near the rated capacity is difficult to maintain for extended periods of
time. This is due primarily to a lack of automation associated with the control of flow through the
WTP. Currently, rates of influent raw water and filter effluent flow are managed with manually-
adjusted valves. This, combined with very little hydraulic freeboard or equalization throughout
the plant, results in challenging operations at high flow rates. As discussed in Chapter 11, the
City is planning to address this issue through implementation of flow control automation.
Additional capacity increases are also discussed in Chapter 11, associated with plant
improvements that have the potential to result in capacity re-ratings up to approximately 7.0
MGD, the original design flow rate for the plant, in the future.
As shown in Table 7-5(a), this increased plant capacity is still not adequate to fully support
potential 20-year demand projections, due primarily to the large increase in demand
represented by the large industrial allowance. The supply deficiency in 2029 is approximately
0.5 mgd. It is possible that during the plant re-rating process, additional modifications may be
identified that can increase plant capacity to meet this additional level of demand. The City will
evaluate such expansions in more detail during the re-rating process. This, in conjunction with
City of Chehalis 7-8 Chapter 7
Water System Plan February 2012
continued tracking of the likelihood for large industrial demand growth, will inform the City’s
decisions regarding additional potential treatment plant modifications in the long-term.
Source Capacity Analysis 2 – Raw Water Transmission System Capacities (Maximum Day
Demand)
The City’s primary water source in recent years has been the North Fork Newaukum River.
Water is conveyed to the WTP from the intake via gravity in 17.5 miles of mostly 16-inch
diameter, mostly ductile iron, transmission main. The 18th Street Booster Pump Station contains
a 2,000 gpm raw water pumping facility that boosts capacity of the transmission system.
Previous analyses, summarized in the 2004 WSP, have determined that the capacity of the
transmission line is approximately 2.8 mgd (without pumping). With booster pumping, capacity
of the transmission line is maximized at 3.31 mgd. Since there have been no material
modifications to this transmission system in recent years, these capacity values were not re-
assessed during development of this WSP Update. Therefore, the capacity of the system to
convey water from the North Fork source is assumed to be 3.31 mgd, a value which is noted as
being significantly less than the water rights associated with the North Fork, as described in
Section 7.1.
Water from the Chehalis River source is pumped to the WTP via a raw water pump station with
a capacity of 4,860 gpm (7.0 mgd), through an 18-inch welded steel pipeline. Cursory analysis
of pipeline capacity, based upon steel pipe pressure ratings, indicates that theoretically the
pipeline capacity should be greater than the pump station capacity, although it is noted that
historically the pipeline has never conveyed more than approximately 4.0 mgd at peak periods,
and that flows have rarely reached even this amount. Therefore, the integrity of this aging
transmission main is unproven at high flow rates.
Therefore, this capacity analysis considers the ability of the two raw water transmission systems
to meet MDD. As noted in Table 7-5(b), the transmission systems are sufficient to meet the
MDD throughout the 50-year planning period.
Source Capacity Analysis 3 – Raw Water Transmission System Capacities and Water
Rights (Average Day Demand)
While the above analysis indicates that the raw water transmission system capacities of the two
surface water sources (considered in combination) are sufficient to meet current and projected
MDD needs, it is important to note that the City’s Chehalis River water right has an annual
quantity (Qa) that is significantly more limiting than its instantaneous quantity (Qi). The City’s Qa
is 0.87 mgd (based on 980 AF/yr), as opposed to a Qi of 7.48 mgd (based on 11.6 cfs).
Therefore, by considering the most limiting factor for each raw water transmission system (water
line capacity for the North Fork, and annual water rights for the Chehalis), an analysis is made
of the ability of these capacities to support Average Day Demand (ADD).
As noted in Table 7-5(c), the capacities are sufficient to meet the current and projected 6-year
ADD. However, the system is unable to meet the projected 20-year ADD. At this point a
capacity deficiency of approximately 0.5 mgd is identified, similar to the deficiency noted under
Analysis 1 regarding the re-rated treatment plant’s deficiency in meeting MDD. The average
day deficiency increases to 1.5 mgd by 2059.
The possibility of increasing North Fork transmission system capacity, without the need for
upsizing the transmission main, will be further evaluated in conjunction with potential 18th Street
City of Chehalis 7-9 Chapter 7
Water System Plan February 2012
Booster Pump Station improvements and the possibility of an additional treatment plant located
closer to this source, as noted in Projects PS-4 and S-7 in Chapter 11. This, in conjunction with
continued tracking of the likelihood for large industrial demand growth, will inform the City’s
decisions regarding the nature and timing of such long-term improvements.
Table 7-5(a). Source Capacity Analysis for Total System (Treatment Plant –
Maximum Day Demand)
Year
2009 2015 2029 2059 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 13,071 14,357 33,714 40,357 15,407
Average Day Demand gpd) 1,830,000 2,010,000 4,720,00 5,650,000 2,156,949
Maximum Day Demand (gpd) 4,300,000 4,510,000 7,530,000 9,360,000 4,800,000
Evaluation of Existing Sources
Available Existing Source (mgd) (2)
Water Treatment Plant
Current Capacity (4.8 mgd) 4,800,000 4,800,000 4,800,000 4,800,000 4,800,000
Total Available Source - (gpd) 4,800,000 4,800,000 4,800,000 4,800,000 4,800,000
Source Surplus/(Deficiency) - Existing Source (gpd) 500,000 290,000 (2,730,000) (4,560,000) 0
Evaluation of Future Sources
Available Future Source (mgd)
Water Treatment Plant
Future Potential Capacity (7.0 mgd) NA NA 7,000,000 7,000,000 NA
Total Available Source - (gpd) NA NA 7,000,000 7,000,000 NA
Source Surplus/(Deficiency) – Future Source (gpd) NA NA (530,000) (2,360,000) NA
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use factor (140
gpd/ERU).
(2) Source pumps are operating at the current stated production rate (i.e. 4.8 mgd).
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Table 7-5(b). Source Capacity Analysis for Total System (Raw Water Transmission
Systems – Maximum Day Demand)
Year
2009 2015 2029 2059 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 13,071 14,357 33,714 40,357 43,784
Average Day Demand gpd) 1,830,000 2,010,000 4,720,00 5,650,000 6,129,798
Maximum Day Demand (gpd) 4,300,000 4,510,000 7,530,000 9,360,000 10,310,000
Evaluation of Existing Sources
Available Existing Source (mgd) (2)
North Fork Newaukum Transmission Line (3.31 mgd) 3,310,000 3,310,000 3,310,000 3,310,000 3,310,000
Chehalis Raw Water Pump Station (7.0 mgd) 7,000,000 7,000,000 7,000,000 7,000,000 7,000,000
Total Available Source - (gpd) 10,310,000 4,800,000 10,310,000 10,310,000 10,310,000
Source Surplus/(Deficiency) - Existing Source (gpd) 6,010,000 5,800,000 2,780,000 950,000 0
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use factor (140
gpd/ERU).
(2) Capacities at the current stated rate.
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
City of Chehalis 7-10 Chapter 7
Water System Plan February 2012
Table 7-5(c). Source Capacity Analysis for Total System (Raw Water Transmission
System & Water Rights – Average Day Demand)
Year
2009 2015 2029 2059 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 13,071 14,357 33,714 40,357 29,857
Average Day Demand gpd) 1,830,000 2,010,000 4,720,00 5,650,000 4,180,004
Evaluation of Existing Sources
Available Existing Source (mgd) (2)
North Fork Newaukum Transmission Line (3.31 mgd) 3,310,000 3,310,000 3,310,000 3,310,000 3,310,000
Chehalis Raw Annual Water Rights (0.87 mgd) 870,000 870,000 870,000 870,000 870,000
Total Available Source - (gpd) 4,180,000 4,800,000 4,180,000 4,180,000 4,180,000
Source Surplus/(Deficiency) - Existing Source (gpd) 2,350,000 2,170,001 (539,998) (1,469,997) 0
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use factor (140
gpd/ERU).
(2) Capacities at the current stated rate.
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Boosted Pressure Zones
Source capacity evaluations were conducted independently for each of the City’s boosted
pressure zones, which are supplied water through booster pump stations. Tables 7-6 through
7-9 present the results of these analyses. Because the High Level and Valley View Zones are
“open” zones and have storage reservoirs that provide for equalization to aid in meeting peak
hour demands, source capacities in these zones are compared against MDD. By contrast, the
South End and Centralia-Alpha Zones are “closed” zones, meaning there is no storage present
to support any portion of demand. Therefore, source capacities in these zones are compared
against PHD. The South End Zone analysis includes the demands of the Centralia-Alpha Zone,
since all water conveyed to these two zones is supplied through the South End Booster Pump
Station.
In each case, existing source capacities at the pump stations are sufficient to meet current and
projected demands. Therefore, no source capacity improvements are identified to address any
such deficiencies.
City of Chehalis 7-11 Chapter 7
Water System Plan February 2012
Table 7-6. Source Capacity Analysis for High Level Zone
Year
2009 2015 2029 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 177 194 224 >500
Average Day Demand (gpd) 24,714 27,195 31,418 NA
Maximum Day Demand (gpd) 48,933 53,846 62,207 NA
Evaluation of Existing Sources
Available Source (mgd)(2)
High Level Booster Pump Station (360 gpm) 518,400 518,400 518,400 518,400
Total Available Source - (gpd) 518,400 518,400 518,400 518,400
Source Surplus/(Deficiency) - (gpd) 469,467 464,554 456,193 NA
Notes:
(1) Projected ERUs and demands from Chapter 2. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Source pumps are operating at the maximum production rate (i.e., for 24 hours per day). Assumes only one
pump is operational.
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Table 7-7. Source Capacity Analysis for Valley View Zone
Year
2009 2015 2029 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 150 165 191 >500
Average Day Demand (gpd) 20,987 23,094 26,680 NA
Maximum Day Demand (gpd) 41,554 45,726 52,827 NA
Evaluation of Existing Sources
Available Source (mgd)(2)
Valley View (Prospect) Booster Pump Station (125 gpm) 180,000 180,000 180,000 180,000
Total Available Source - (gpd) 180,000 180,000 180,000 180,000
Source Surplus/(Deficiency) - (gpd) 138,446 134,274 127,173 NA
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Source pumps are operating at the maximum production rate (i.e., for 24 hours per day). Assumes only one
pump is operational.
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
City of Chehalis 7-12 Chapter 7
Water System Plan February 2012
Table 7-8. Source Capacity Analysis for South End Zone
Year
2009 2015 2029 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 321 353 408 775
Average Day Demand (gpd) 44,916 49,425 57,100 108,494
Maximum Day Demand (gpd) 88,934 97,862 113,059 214,819
Peak Hour Demand (gpm) 153 164 183 300
Evaluation of Existing Sources
Available Source (2)
South End Boosted Pump Station (300 gpm) 300 300 300 300
Total Available Source - (gpm) 300 300 300 300
Source Surplus/(Deficiency) - (gpm) 147 136 117 0
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Source is defined as operating at maximum rate to meet peak hour demands. Assumes only one pump is
operational.
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
Table 7-9. Source Capacity Analysis for Centralia-Alpha Zone
Year
2009 2015 2029 Max(3)
Projected ERUs and Demand (1)
Equivalent Residential Units (ERU's) 60 66 77 160
Average Day Demand (gpd) 8,434 9,281 10,722 22,455
Maximum Day Demand (gpd) 16,699 18,376 21,229 44,460
Peak Hour Demand (gpm) 52 55 60 100
Evaluation of Existing Sources
Available Source (2)
Centralia-Alpha Booster Pump Station (100 gpm) 100 100 100 100
Total Available Source - (gpm) 100 100 100 100
Source Surplus/(Deficiency) - (gpm) 48 45 40 0
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Source is defined is operating at maximum rate to meet peak hour demands. Assumes only one pump is
operational.
(3) Maximum ERUs to be served with current sources, based on maximum production rate (i.e., 24 hours per day).
7.3. Storage Capacity Analysis
7.3.1. Design Criteria
According to DOH requirements, water system storage volume is comprised of five separate
components:
Operating volume
Equalizing volume
City of Chehalis 7-13 Chapter 7
Water System Plan February 2012
Fire flow volume
Standby volume
Dead volume
These required volume components are illustrated in Figure 7.1. All storage components are
described in more detail below.
Figure 7.1 Storage Components
Operating and Dead Storage Volumes
Operating volume is the water that lies between low and high water storage elevations set by
City operations staff to control system pumps and flow control valves. Dead volume is the
volume at the bottom of the tank that cannot be used because it is physically too low to provide
sufficient pressures. Operational and dead volumes are subtracted from total storage to
determine the effective storage available for equalizing, standby, and fire flow.
Equalizing Volume
Equalizing volume is the total volume needed to moderate daily fluctuations in diurnal demands
during periods when the demand exceeds the capacity of the supply system. Equalizing volume
requirements are greatest on the day of peak demand. Operation of a properly balanced
system results in replenishment of storage facilities during times of day when the demand curve
is below the capacity of the supply system, and depletion of storage facilities when the demand
exceeds the supply capacity. The equalizing volume of a storage tank must be located at an
elevation that provides a minimum pressure of 30 pounds per square inch (psi) to all customers
served by the tank.
Fire Flow Volume
The required fire flow volume for a given pressure zone is calculated as the required fire flow
multiplied by the required duration, as established by the local fire authority. Required fire flows
and durations vary across the City’s service area, as it includes multiple zoning designations.
More detail is provided below in Section 7.3. The maximum fire flow volume considered in this
analysis is 3,000 gpm for 3 hours, within the main pressure zone.
City of Chehalis 7-14 Chapter 7
Water System Plan February 2012
The fire flow volume of a storage tank must be located at an elevation that provides a minimum
pressure of 20 psi to all customers served by the tank. DOH allows for the “nesting” of standby
and fire flow storage, with the larger used for the storage volume. For the purpose of this plan,
the standby and fire flow storage volumes are nested, as the City Fire Department has
approved of this practice.
Standby Volume
Standby volume is required to supply reasonable system demands during a foreseeable system
emergency or outage. A key concept is that establishing standby volume involves planning for
reasonable system outages – those that can be expected to occur under normal operating
conditions, such as a pipeline failure, power outage or valve failure. Major system emergencies,
such as those created by an earthquake, are intended to be covered by emergency system
operations planning, since construction of sufficient reserve volume to accommodate sustained
system demands under emergency conditions is not economically feasible.
DOH has established guidelines for determining minimum required standby volume. This
component is calculated as the greater of: two times the average day demand, less multi-
source credit; or 200 gallons times the number of ERUs served by the storage facility. The
multi-source credit is applicable only for pressure zones that have multiple sources of supply,
and allows the required standby storage volume in such instances to be reduced. The credit
assumes the largest source of supply is out of service; thus, it is calculated as the total source
available to a particular pressure zone, or zone combination, less the capacity of the largest
source. No credit is allowed for zones having only one source of supply.
7.3.2. Storage Capacity Evaluation
Main Zone
The Main, Kennicott, and Yates Reservoirs provide storage to the Main Zone. As indicated in
Table 7-10, the largest storage volume requirement for this zone is for standby storage (which
includes standby storage associated with the South End and Centralia-Alpha pressure zones).
Because the system has only one source of supply (the WTP), no multi-source credit is
applicable to the zone.
While there is sufficient storage capacity to accommodate current and six-year demand
projections, there is a deficiency of 5.08 million gallons associated with the 20-year planning
horizon, due primarily to a significant standby storage need related to the large industrial
allowance factored into the demand forecast. A large storage reservoir will be needed in the
Main Zone to address this deficiency, if standby storage is to be provided to future high water-
use industrial customers. Also as noted in the High Level and Valley View Zone evaluations
(see below), the City has plans to develop new storage facilities in these boosted zones. During
design of such facilities, the City will explore the possibility of making storage volumes in these
zones available to the Main Zone (via pressure reducing valve connections between the zones).
Through such measures, the City will increase the reliability of storage provided to the Main
Zone.
City of Chehalis 7-15 Chapter 7
Water System Plan February 2012
Table 7-10. Storage Capacity Analysis for Main Zone
Year
2009 2015 2029 Max(11)
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's) 12,745 13,998 33,299 17,654
Average Day Demand (gpd) 1,784,299 1,959,711 4,661,902 2,471,607
Maximum Day Demand (gpd) 4,209,513 4,410,428 7,414,966 5,423,021
Available Source (gpd)(2)
Water Treatment Plant
Current Capacity (4.8 mgd) 4,800,000 4,800,000 4,800,000 4,800,000
Total Available Source (gpd) 4,800,000 4,800,000 4,800,000 4,800,000
Multi-Source Credit (gpd)(3) 0 0 0 0
Required Storage Calculations (gal)
Operational Storage (4) 986,360 986,360 986,360 986,360
Equalizing Storage (5) 193,750 253,310 1,147,883 442,577
Standby Storage (6) 3,568,599 3,919,422 9,323,804 4,943,213
Fire Flow Storage (7) 540,000 540,000 540,000 540,000
Required Storage
Greater than 30 psi at highest meter (8) 1,180,110 1,239,670 2,134,243 1,428,937
Greater than 20 psi at highest meter (9) 4,748,709 5,159,093 11,458,047 6,372,151
Existing Storage Greater Than 30 psi (gal)(10)
Main Reservoir 3,767,308 3,767,308 3,767,308 3,767,308
Kennicott Reservoir 389,237 389,237 389,237 389,237
Yates Reservoir 146,820 146,820 146,820 146,820
Total Existing Storage at 30 psi 4,303,365 4,303,365 4,303,365 4,303,365
Storage Surplus/(Deficiency) at 30 psi (gal) 3,123,254 3,063,694 2,169,122 2,874,427
Existing Storage Greater Than 20 psi (gal)(10)
Main Reservoir 5,000,000 5,000,000 5,000,000 5,000,000
Kennicott Reservoir 1,000,000 1,000,000 1,000,000 1,000,000
Yates Reservoir 372,151 372,151 372,151 372,151
Total Existing Storage at 20 psi 6,372,151 6,372,151 6,372,151 6,372,151
Storage Surplus/(Deficiency) at 20 psi (gal) 1,623,442 1,213,058 (5,085,896) 0
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
(3) Multi-source credit assumes largest source is out of service.
(4) Required operational storage is based on observed typical tank levels fluctuations.
(5) Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Main Zone Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18+ South End PHD + High
Level BPS Capacity + Valley View BPS Capacity
(C & F values obtained from Table 5-1 in DOH 2009 WSDM)
(6) Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
(7) Required Fire Flow Storage = 3,000 gpm x 3 hours.
(8) Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
(9) Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of
standby or fire flow storage.
(10) The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation of the highest
customer (~319 ft).
(11) Maximum ERUs served by Available Storage located solely in the Main Zone.
City of Chehalis 7-16 Chapter 7
Water System Plan February 2012
High Level Zone
The 89,000 gallon High Level Reservoir provides gravity storage to the High Level Zone. As
noted in Table 7-11, this reservoir is not sufficient to meet current or projected future needs. A
deficiency of approximately 55,000 gallons exists.
The largest storage volume requirement for this zone is for fire suppression (120,000 gallons).
Because this is the cause of the deficiency, the City has two options by which to address this
situation. Fire suppression requirements can be satisfied through a combination of storage
and/or pumping capacity. Therefore the City’s options are:
1. Construct new/additional storage capacity to provide at least 55,000 gallons of additional
storage volume.
2. Upgrade the High Level Booster Pump Station to provide pumping capacity that can
make up the 55,000 gallon deficiency. This would involve replacing the current 360 gpm
pumps with ones having a capacity of approximately 510 gpm. This is based on the
following calculations:
a. The fire suppression storage deficiency of 55,000 gallons equates to a flow need of
460 gpm over a 2-hour period (assumed fire duration). (The existing available fire
suppression storage volume satisfies the remainder of the 1,000 gpm fire flow need
over the 2-hour period.)
b. The 2029 MDD flow rate is 43 gpm (calculated as the MDD of 62,207 gpd divided by
24 hours and 60 minutes per hour).
c. Therefore, if pumping capacity at the High Level Booster Pump Station were to
satisfy the storage volume deficiency, the total capacity of each pump would be 506
gpm (460 gpm for fire flow plus 46 gpm for domestic needs).
As presented in Chapter 11, the City has scheduled both the reservoir and pump station
improvements in its capital improvement program. This recognizes that the pump station option
would be less costly and may be more feasible to implement in the near-term, while
acknowledging that the new reservoir option is a more reliable solution, and may offer other
benefits such as increased zone pressures if the new reservoir were located at a higher
elevation. The City will continue to explore both options, with implementation informed by the
nature and pace of development in the zone.
City of Chehalis 7-17 Chapter 7
Water System Plan February 2012
Table 7-11. Storage Capacity Analysis for High Level Zone
Year
2009 2015 2029 Max(11)
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's) 177 194 224 NA
Average Day Demand (gpd) 24,714 27,195 31,418
Maximum Day Demand (gpd) 48,933 53,846 62,207
Available Source (gpd)(2)
Pump 1 (360 gpm) 518,400 518,400 518,400
Pump 2 (360 gpm) 518,400 518,400 518,400
Total Available Source (gpd) 1,036,800 1,036,800 1,036,800
Multi-Source Credit (gpd)(3) 518,400 518,400 518,400
Required Storage Calculations
Operational Storage (mg)(4) 24,136 24,136 24,136
Equalizing Storage (mg)(5) 0 0 0
Standby Storage (mg)(6) 35,305 38,850 44,882
Fire Flow Storage (mg)(7) 120,000 120,000 120,000
Required Storage
Greater than 30 psi at highest meter (mg)(8) 24,136 24,136 24,136
Greater than 20 psi at highest meter (mg)(9) 144,136 144,136 144,136
Existing Storage Greater Than 30 psi (mg)(10)
High Level Reservoir No. 1 89,000 89,000 89,000
Total Existing Storage at 30 psi (mg) 89,000 89,000 89,000
Storage Surplus/(Deficiency) at 30 psi (mg) 64,864 64,864 64,864
Existing Storage Greater Than 20 psi (mg)(10)
High Level Reservoir No. 1 89,000 89,000 89,000
Total Existing Storage at 20 psi (mg) 89,000 89,000 89,000
Storage Surplus/(Deficiency) at 20 psi (mg) (55,136) (55,136) (55,136)
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
(3) Multi-source credit assumes largest source is out of service.
(4) Required Operational Storage is based on current operating levels (i.e., first source is called when reservoir
level drops 4').
(5) Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
(C & F values obtained from Table 5-1 in DOH 2009 WSDM)
(6) Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
(7) Required Fire Flow Storage = 1,000 gpm x 2 hours.
(8) Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
(9) Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of
standby or fire flow storage.
This assumes standby and fire flow storage are nested, as allowed by the City Fire Department.
(10) The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation of the highest
customer (~525 ft).
(11) Maximum ERUs served by Available Storage located solely in the High Level Zone. Not calculated as there is
presently a deficiency.
City of Chehalis 7-18 Chapter 7
Water System Plan February 2012
Valley View Zone
The two 67,000 gallon Valley View Reservoirs provides gravity storage to the Valley View Zone.
As noted in Table 7-12, these reservoirs are not sufficient to meet current or projected future
needs. A deficiency of approximately 71,000 gallons exists.
The primary cause for the deficiency is the elevation of available storage relative to the highest
customer service elevations. Only a portion of the reservoirs (approximately the top 40 percent)
are available at elevations that can provide 20 psi to the highest connections. Therefore, more
than half of the current reservoir volume is dead storage, providing the lift needed to support 20
psi.
Because these reservoirs operate with separated inlet/outlet pipes (meaning there is a
dedicated transmission main from the Valley View Booster Pump Station to the reservoirs), the
City has two options by which to address this storage deficiency. Those options are:
1. Construct new/additional storage capacity to provide at least 71,000 gallons of additional
storage volume available via gravity to the pressure zone. This would require
substantial dead storage volumes if a traditional standpipe reservoir design were
employed.
2. Install a new booster pump station located at or near the existing reservoirs, which would
operate to boost water from the reservoirs into the distribution system only under
situations when reservoir water level drops to a certain point (e.g., primarily under fire
flow conditions). Therefore, under normal operating conditions, this new booster pump
station would not be utilized, since the upper-most portions of the reservoirs are
sufficient to meet operational and equalizing needs of the zone. However, the existing
dead storage volumes would be put to beneficial use when needed for fire suppression
or standby needs.
As presented in Chapter 11, the City has scheduled both the reservoir and pump station
improvements in its capital improvement program. This recognizes that the pump station option
would be less costly and may be more feasible to implement in the near-term, while
acknowledging that the new reservoir option is a more reliable long-term solution. The City will
continue to explore both options, with implementation informed by the nature and pace of
development in the zone.
City of Chehalis 7-19 Chapter 7
Water System Plan February 2012
Table 7-12. Storage Capacity Analysis for Valley View Zone
Year
2009 2015 2029 Max(11)
Projected ERUs and Demand(1)
Equivalent Residential Units (ERU's) 150 165 191 NA
Average Day Demand (gpd) 20,987 23,094 26,680
Maximum Day Demand (gpd) 41,554 45,726 52,827
Available Source (mgd)(2)
Pump 1 (125 gpm) 180,000 180,000 180,000
Pump 2 (125 gpm) 180,000 180,000 180,000
Total Available Source (gpd) 360,000 360,000 360,000
Multi-Source Credit (gpd)(3) 180,000 180,000 180,000
Required Storage Calculations
Operational Storage (mg)(4) 6,610 6,610 6,610
Equalizing Storage (mg)(5) 0 0 0
Standby Storage (mg)(6) 29,981 32,991 38,114
Fire Flow Storage (mg)(7) 120,000 120,000 120,000
Required Storage
Greater than 30 psi at highest meter (mg)(8) 6,610 6,610 6,610
Greater than 20 psi at highest meter (mg)(9) 126,610 126,610 126,610
Existing Storage Greater Than 30 psi (mg)(10)
Valley View Reservoir No. 1 5,920 5,920 5,920
Valley View Reservoir No. 2 5,920 5,920 5,920
Total Existing Storage at 30 psi (mg) 11,839 11,839 11,839
Storage Surplus/(Deficiency) at 30 psi (mg) 5,230 5,230 5,230
Existing Storage Greater Than 20 psi (mg)(10)
Valley View Reservoir No. 1 27,709 27,709 27,709
Valley View Reservoir No. 2 27,709 27,709 27,709
Total Existing Storage at 20 psi (mg) 55,419 55,419 55,419
Storage Surplus/(Deficiency) at 20 psi (mg) (71,191) (71,191) (71,191)
Notes:
(1) Projected ERUs and demands from Chapter 4. ERUs calculated as Average Day Demand / ERU water use
factor (140 gpd/ERU).
(2) Available source assumes source pumps are on for 24 hours in a day, at the maximum production rate.
(3) Multi-source credit assumes largest source is out of service.
(4) Required Operational Storage is based on current operating levels (i.e., first source is called when reservoir
level drops 3.5').
(5) Required Equalizing Storage is equal to [(PHD - Total Available Source) x 150 minutes].
PHD : (Maximum Day Demand per ERU / 1440) * [(C) * (N) + F] + 18
(C & F values obtained from Table 5-1 in DOH 2009 WSDM)
(6) Required Standby Storage is the greater of (2*ADD less multi-source credit) or (200 gallons per ERU).
(7) Required Fire Flow Storage = 1,000 gpm x 2 hours.
(8) Total required storage greater than 30 psi is equal to the total of operational and equalizing storage.
(9) Total required storage greater than 20 psi is equal to the total of operational, equalizing, and the greater of
standby or fire flow storage.
This assumes standby and fire flow storage are nested, as allowed by the City Fire Department.
(10) The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation of the highest
customer (~620 ft).
(11) Maximum ERUs served by Available Storage located solely in the Valley View Zone. Not calculated as there
is presently a deficiency.
City of Chehalis 7-20 Chapter 7
Water System Plan February 2012
7.4. Distribution System Analysis
7.4.1. Analysis 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 WaterCAD
software produced by Bentley.
7.4.2. System Components
The WaterCAD software allows all pipes and junction nodes in the City’s distribution system to
be entered into one complete model, which consists of approximately 800 pipes and 600
junction nodes, along with a pressure reducing station, reservoirs, and pump stations.
As part of this WSP update, the City’s existing model was updated to include recent changes to
the system. Pipe and node locations were adjusted according to the City’s current piping layout
CAD file. Elevations in the model were adjusted with County topographic data.
In addition, dimensions of the reservoirs and configuration of the pump stations were checked
and adjusted based on record drawings and discussions with City staff regarding facility controls
and operations. The PRV settings were also adjusted according to staff input.
7.4.3. Water Demand Allocation
Chapter 4 presents information on water demands for the City’s water system for the existing
system and provides an estimate of projected water demands for the 6-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.
Demand allocation (i.e., spatial distribution of demand within the system) was determined by
zoning within the distribution system with demand nodes being either residential or non-
residential demands depending on the associated land use. Demands were assigned values for
residential or non-residential based upon pressure zone. The total number of customers was
taken into account to ensure that each zone had a total water demand that resembled actual
water use in a particular zone.
As such, demands were allocated across every node in the model with the exclusion of some
nodes that were 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.
After the demand allocation process was conducted, the total historical system demand was
adjusted with multipliers for each pressure zone to match the demand forecast numbers
presented in Chapter 4. Demands were developed for average day, maximum day and peak
hour conditions. Model demands include a global adjustment for non-revenue water. Demand
allocation was assumed to be the same for the existing system, 6-year and 20-year planning
horizons.
City of Chehalis 7-21 Chapter 7
Water System Plan February 2012
7.4.4. 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
City steady-state calibration, a total of 17 hydrant tests were conducted by City staff during the
week of December 28, 2009. 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, pump station flows, and PRV settings (or flows if recorded).
For the City, the levels in the Main, Kennicott, and Yates Reservoirs were recorded for each
hydrant test occurring in the system with the levels in the High Level and Valley View tank
recorded only for the hydrant tests that occurred in the elevated zones. The flow rates were
recorded for the High Level, Valley View, and South End Pump Stations during each flow test,
as well. 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 demands, controls and friction factors (based on pipe age and material)
were made within the system to achieve steady state calibration. Table 7-13 contains the field
data collected for the hydrant tests and the results of the model simulations. Three of the 17
tests were not used for steady state calibration because the field measurements were not
reasonable for their location in the system. These tests included a test on a 4” water main and
two tests on dead end lines in the extremities of the system. These tests were regarded as
outliers and omitted from the calibration.
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 7-13, the simulated model pressures, with the exception
of three, were within four psi of the observed field pressures, which indicates a reasonable
match between modeled and observed conditions. The three tests for which the static pressure
did not closely match between the field and model occurred in areas with varied topography.
The two-foot contours used to set all the model nodes is not detailed enough to capture the
localized terrain variations in such areas.
Comparing the modeled and observed drop in pressure between static conditions and those
when a hydrant is flowing aids in determining whether the model piping is connected correctly
and whether appropriate friction factors have been used. Table 7-13 shows that for the twelve
tests, only one of the tests had a difference of five psi or greater. For the purposes of
comprehensive planning, the City’s model is considered to be well calibrated for steady state
conditions.
City of Chehalis 7-22 Chapter 7 Water System Plan February 2012 Table 7-13. Calibration Results 1 Hydrant Test No. Gage Node ID Pressure Zone Gage Node Elev (ft) FIELD Static Pressure (psi) MODEL Static Pressure (psi) Static Pressure Difference (psi) 1 Fireflow (gpm) FIELD Residual Pressure (psi) MODEL Residual Pressure (psi) Residual Pressure Difference (psi) Field Pressure Drop (psi) 2 Model Pressure Drop (psi) 3 Difference in Field and Model Pressure Drops (psi)4 1 J-584 Main 176.0 104 96.4 -7.6 1395 85 77.7 -7.3 19.0 18.7 -0.3 2 J-588 Main 173.9 99 97.2 -1.8 1313 67 65.9 -1.1 32.0 31.3 -0.7 3 J-590 Main 174.0 99 97 -2.0 834 81 79.8 -1.2 18.0 17.2 -0.8 4 J-120 Main 170.0 106 96.3 -9.7 1320 89 80 -9.0 17.0 16.3 -0.7 5 650 Main 178.4 95 95.1 0.1 1344 86 81.8 -4.2 9.0 13.3 4.3 6 2680 High Level 405.3 79 95.9 16.9 250 63 78.4 15.4 16.0 17.5 1.5 7 J-596 Main 178.0 96 95.2 -0.8 1237 86 83.4 -2.6 10.0 11.8 1.8 8 J-602 Main 191.8 90 89 -1.0 1149 80 79.3 -0.7 10.0 9.7 -0.3 9 J-83 Valley View 585.8 47 50.1 3.1 400 35 38.2 3.2 12.0 11.9 -0.1 10 2080 Main 203.5 84 81.2 -2.8 698 51 46.8 -4.2 33.0 34.4 1.4 11 2300 Main 221.2 74 75.2 1.2 1119 68 62 -6.0 6.0 13.2 7.2 12 J-616 Main 228.7 69 71.7 2.7 951 63 63 0.0 6.0 8.7 2.7 13 J-620 Main 253.4 60 61 1.0 834 55 54.9 -0.1 5.0 6.1 1.1 14 J-510 Main 266.0 56 55.2 -0.8 300 52 54.2 2.2 4.0 1.0 -3.0 Notes: (1) Calculated: Model Static Pressure (psi) minus Field Static Pressure (psi) (2) Calculated: Field Residual Pressure (psi) minus Field Static Pressure (psi) (3) Calculated: Model Residual Pressure (psi) minus Model Static Pressure (psi) (4) Calculated: Model Pressure Drop (psi) minus Field Pressure Drop (psi)
City of Chehalis 7-23 Chapter 7
Water System Plan February 2012
7.4.5. Modeling Scenarios
The City has a distribution system with approximately 110 miles of pipe. Some of these pipes
were installed more than 50 years ago and are reaching the end of their useful lives. Aging
infrastructure, inadequately sized pipes and increasing demands all contribute to areas of low
pressure during peak hour demands and substandard fire flows at locations or areas where the
existing system cannot provide adequate service during existing and future maximum day
demand conditions. The model was used to identify improvements that would increase the
distribution system capacity to meet the required level of service for static pressures and fire
flows.
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 (2009), six-year (2015), and twenty-year (2029) demand conditions. These considered
peak hour demand and fire flow demand (MDD plus fire flow) conditions. Table 7-14 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 7-14. Modeling Scenarios
Description Demand Purpose
Existing Year Peak Hour 2009 Peak Hour Demand Evaluate system
Existing Year Fire Flow 2009 Maximum Day Demand plus fire flow Evaluate system
Plan Year 6 Peak Hour Plan Year 6 Peak Hour Demand Evaluate system performance and
develop CIP for peak hour
conditions
Plan Year 6 Fire Flow Plan Year 6 Maximum Day Demand plus
fire flow
Evaluate system performance and
develop CIP for Plan Year 6 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
7.4.6. Peak Hour Analysis Results
Figures 7.2 through 7.4 present the PHD pressure results for 2009, 2015, and 2029
respectively. Table 7-15 provides a summary of the pressure distribution amongst the model
nodes, organized by pressure zone. These results are used to identify areas of low pressure
(<30 psi) and areas of high pressure (>80 psi).
City of Chehalis 7-24 Chapter 7
Water System Plan February 2012
As readily observed in the figures, the only areas of low pressure (<30 psi) during PHD are
directly around the reservoirs (where there are no services) and at one node in the Main Zone in
proximity to the WTP (where again there are no services). Therefore, no significant areas of low
pressure are observed throughout the system.
By contrast, there are many nodes (more than half) which experience pressures greater than 80
psi. The highest system pressures are observed in the lower elevation portions of the High
Level Zone. This is of concern to the City due to the presence of aging AC pipe in this portion of
the system, which is susceptible to failure at high pressures. This is the primary driver for pipe
replacement projects planned for in this zone, as described in Chapter 11.
No other improvements have been identified solely to address pressure-related deficiencies.
Table 7-15. Peak Hour Demand Pressure Results
2009 Node Pressure by Pressure Zones
Pressure Zone <30 psi 30-80 psi >80 psi
Main Zone 1 170 270
High Level Zone 0 8 22
Valleyview Fairview 0 29 2
Centralia Alpha Zone 0 0 7
South End Zone 0 1 14
Total 1 208 315
2015 Node Pressure by Pressure Zones
Pressure Zone <30 psi 30-80 psi >80 psi
Main Zone 1 173 267
High Level Zone 0 8 22
Valleyview Fairview 0 29 2
Centralia Alpha Zone 0 0 7
South End Zone 0 1 14
Total 1 211 312
2029 Node Pressure by Pressure Zones
Pressure Zone <30 psi 30-80 psi >80 psi
Main Zone 1 174 266
High Level Zone 0 8 22
Valleyview Fairview 0 29 2
Centralia Alpha Zone 0 0 7
South End Zone 0 1 14
Total 1 212 311
`````!8CM a rk et B lvd
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`````!8CM a rk et B lvd
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S W C h e h a lis A v e CITY OF CHEHALISWATER SYSTEM PLAN
`````!8CM a rk et B lvd
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S W C h e h a lis A v e CITY OF CHEHALISWATER SYSTEM PLAN
City of Chehalis 7-28 Chapter 7
Water System Plan February 2012
7.4.7. Fire Flow Analysis Results
Fire flow analysis results are provided in Figures 7.5 through 7.7 for 2009, 2015, and 2029,
respectively. These figures indicate the locations and magnitudes of fire flow deficiencies
throughout the system. Detailed results for select, key locations are summarized in Table 7-16.
Improved fire flow conditions in the future at the select locations are a result of planned capital
improvement projects, which are described in detail in Chapter 11. The improvements that are
related to fire flow are specifically called out in Chapter 11, and are comprised primarily of
pipeline looping and upsizing.
No improvements are planned for certain areas of dead end or small diameter piping, since no
significant development is anticipated in these locations. Examples include Coal Creek Road
(ID D) and the dead end 4” main off of Airport Road (ID H).
`
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High Level Reservoir
Valley View Reservoir
Valley View Pump Station
18th St Pump Station
Kennicott Reservoir
Yates Reservoir
South End Pump Station
Chehalis River Pump Station
!(D
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Figure 7.5
2009 Fire Flow Deficiency Map
Legend
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CITY OF CHEHALIS
WATER SYSTEM PLAN
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2015 Fire Flow Deficiency Map
Legend
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South End
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CITY OF CHEHALIS
WATER SYSTEM PLAN
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Figure 7.7
2029 Fire Flow Deficiency Map
Legend
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Chehalis UGA
Pressure Zone
Centralia Alpha
High Level
Hillcrest Private Water
Main
South End
Valleyview/Fairview
CITY OF CHEHALIS
WATER SYSTEM PLAN
City of Chehalis 7-32 Chapter 7 Water System Plan February 2012 Table 7-16. Selected Fire Flow Location Results Pressure Zone ID Location Pipe Diameter Notes Fire Flow Goal (gpm) 2009 Available Fire Flow (gpm) 2015 Available Fire Flow (gpm) 2029 Available Fire Flow (gpm) Main A Kresky Ave 12" Dead end 12" - Multiple hydrants 3000 ~2590 ~2550 ~2870 Main B NE Grove St and Kresky Ave 8" Dead end 8" - Multiple hydrants 3000 1660-1960 1580-1940 1660-2080 Main C National Ave north of Kresky Ave 8" Dead end 8"-multiple hydrants 3000 1670-2734 1670-2740 3200-4000 Main D Coal Creek Rd 4" Small diameter piping - Multiple hydrants 1000 ~750 ~750 ~750 Main E Multiple Locations along Louisiana Ave 8" & 12" Dead end portion of system 3000 1990-2880 2200-2850 2440-5000 Main F NE State Ave 6" Dead end 6" 3000 1350 4000 5000 Main G Airport Rd 8" Dead end 8" - Multiple hydrants 3000 1920-2790 1965-2230 2030-3150 Main H Airport Rd 4" Dead end 4" 3000 660 660 660 Main I Downtown Central business district 4" & 6" Small diameter piping - Multiple hydrants 3000 1000-2300 1000-2300 3400-5000 High Level J Jefferson Ave and Cascade Ave 4" Dead end 4" 1500 442 442 1430 Main K Louisiana Ave and Airport Rd 6" Dead end 6" 3000 1595 1624 1660 Main L Multiple Hydrants along Florida Ave and Shoreline Dr 4" 4" waterline not sufficient to provide flow 1000 400-600 400-600 400-600 High Level M Multiple locations 6" & 8" Deficiency due to pipe diameter 1000 500-760 500-760 820-1700 Valley View N Multiple locations 6" & 8" Deficiency due to available head and pipe diameter 1000 500-800 500-800 750-1200 Main O 17th St and Market Blvd 6" Dead end 6" 3000 1510 1510 3550 Main P 13th St and Interstate Ave 6" Dead end 6" 3000 1500 1500 3925 Main Q SW 18th St 6" Dead end 6"- Multiple hydrants 1000 ~600 ~600 ~580 Main R Sturdevent Rd from Sears Rd to Habien Rd 8" Dead end 8" - Multiple hydrants 3000 2150-2545 2200-2670 1950-2370 Main S Bishop Rd and Borovec Rd 8" Dead end 8" - Multiple hydrants 3000 2141-2714 3000-5000 2500-4100 Main T North Star Dr and Rush Rd 12" Dead end 12" - Multiple hydrants 3000 2460-2500 4000-5000 3500-4600 Main U State Ave and Prindle St 6" Small diameter piping 3000 2200 2200 2300
City of Chehalis 7-33 Chapter 7
Water System Plan February 2012
7.5. Impacts of Potential District No.5 Demands
As presented in Section 3.1.3, the 2004 interlocal agreement (ILA) with Lewis County Water and
Sewer District No. 5 (District) regarding a request by the District for the purchase of wholesale
water supply from the City would aid the District in meeting the future water supply needs
associated with a large proposed development (i.e., the Birchfield Fully Contained Community).
As further noted in Section 3.1.3, the nature and extent of any supply obligations in the ILA and
the amount and timing of such wholesale water provision are uncertain at this time. However, in
order to responsibly plan for potential future stresses upon the City’s water system, the
evaluation below considers the possible impacts of District water demands on the City’s system
capacity analyses presented earlier in this chapter. The following discussion and analysis of
potential wholesale water supply to the District is for planning purposes only and does not
constitute or imply a water supply or contractual commitment in any respect.
The following are key assumptions used in this evaluation:
District Water Demands at Buildout. In a letter from the District to the City dated
March 7, 2011, the District presents a buildout projected average day demand (ADD)
water supply need of 0.4 mgd that cannot be met by the District’s own supplies. The
associated maximum day demand (MDD) need is projected to be 0.7 mgd. These are
the flow rates the District plans to request of the City. The District plans to
accommodate peak diurnal, instantaneous demands through the District’s own
equalizing storage. Therefore, the peak hour demand (PHD) that the District would exert
upon the City’s water system at full buildout is calculated as 486 gpm (i.e., MDD evenly
provided over the course of 24 hours).
Timing of District Water Demands. As noted above there is uncertainty regarding the
timing of the potential District water demands. So as not to presume what the rate of
growth will be, the analyses below simply consider what the impacts to the City’s system
would be if full buildout were to occur within the City’s 20-year planning horizon (i.e., by
2029). No estimation of intermediate levels of demand in interim years is made. The
purpose of this approach is to evaluate potential system impacts at the 20-year horizon,
as well as the longer-term 50-year horizon where applicable.
The following analyses utilize the assumptions above in exploring potential impacts of the
District’s buildout demands upon various components of the City’s water system.
7.5.1. Water Rights
Table 7-17 provides a summary evaluation of the ability of the City’s existing water rights1 to
support its own demands, and those of the District, into the future. While water rights are
sufficient to support the City’s long-term needs through the 50-year planning horizon, the
existing annual water rights (Qa) are not sufficient to accommodate the full buildout of the
District during this same time period.
1 It is important to note that this analysis pertains to water rights, and does not consider other potential
source limitations, such as actual surface water availability. It is recognized that under certain low flow
conditions, there may not be sufficient water physically available at the point of the City’s diversions to
fully realize existing water rights. A detailed analysis of such conditions and potential associated
limitations has not been prepared in conjunction with this water system plan.
City of Chehalis 7-34 Chapter 7
Water System Plan February 2012
Table 7-17. Water Rights Analysis with District No. 5
Year
2009 2015 2029 2059
Annual (Qa) Water Rights Analysis
Considering City Demands (1)
Existing Annual Water Rights, Qa (mgd) 5.67 5.67 5.67 5.67
City Water Demand, ADD (mgd) 1.83 2.01 4.72 5.65
Water Rights Surplus/(Deficiency) (mgd) 3.84 3.66 0.95 0.02
Considering City and District Demands (2)
Existing Annual Water Rights, Qa (mgd) 5.67 5.67 5.67 5.67
City Water Demand, ADD (mgd) 1.83 2.01 4.72 5.65
District Water Demand, ADD (mgd) 0 0 0.40 0.40
Water Rights Surplus/(Deficiency) (mgd) 3.84 3.66 0.55 (0.38)
Instantaneous (Qi) Water Rights Analysis
Considering City Demands (1)
Existing Instantaneous Water Rights, Qi (mgd) 16.73 16.73 16.73 16.73
City Water Demand, MDD (mgd) 4.80 4.80 7.53 9.36
Water Rights Surplus/(Deficiency) (mgd) 11.93 11.93 9.20 7.37
Considering City and District Demands (2)
Existing Instantaneous Water Rights, Qi (mgd) 16.73 16.73 16.73 16.73
City Water Demand, MDD (mgd) (3) 4.80 4.80 7.53 9.36
District Water Demand, MDD (mgd) 0 0 0.70 0.70
Water Rights Surplus/(Deficiency) (mgd) 11.93 11.93 8.50 6.67
Notes:
(1) Water rights and City demand information taken from Tables 7-1 through 7-4.
(2) Water rights and City demand information taken from Tables 7-1 through 7-4. District demand
information based on assumptions described earlier in Section 7.5.
(3) As noted in Tables 7-1 through 7-4, the MDD depicted for 2009 and 2015 is the current rated capacity
of the water treatment plant. In future years, the MDD is the actual projected MDD for the City, given
that it will exceed the current plant capacity.
7.5.2. Source Capacity
Table 7-18 provides a summary evaluation of the ability of the City’s existing source capacity to
support its own demands, and those of the District, into the future. As presented in Section
7.2.2, the City has evaluated three source capacity scenarios, reflecting different limitations
imposed by various system elements. These are as follows.
Scenario 1 – Water Treatment Plant Capacity (MDD). This analysis compares the
treatment plant capacity with MDD. As noted in Table 7-18, and previously in Section
7.2.2, the treatment plant capacity (even assuming it is rerated to 7.0 mgd in the near
future) is not sufficient to meet the City’s own projected long-term demands. There is a
supply deficiency of 0.53 mgd and 2.36 mgd at the 20-year and 50-year planning
horizons, respectively, should no improvements be made. This deficiency is increased
to 1.23 mgd (20-year) and 3.06 mgd (50-year) with the addition of District buildout
demands.
Scenario 2 – Raw Water Transmission System Capacity (MDD). This analysis
compares the capacities of the raw water transmission systems associated with the
City’s two sources with MDD. As noted in Table 7-18, and previously in Section 7.2.2,
the raw water transmission systems are sufficient to meet the City’s own projected long-
term demands. These capacities are also sufficient to support District buildout
demands.
City of Chehalis 7-35 Chapter 7
Water System Plan February 2012
Scenario 3 – Raw Water Transmission System Capacity and Annual Water Rights
(ADD). This analysis compares the average day limiting factor for both sources with
ADD. For the North Fork Newaukum, the limiting factor is the transmission system
capacity, while for the Chehalis the limiting factor is annual water rights. As noted in
Table 7-18, and previously in Section 7.2.2, the City’s combined average day source
capacity is not sufficient to meet the City’s own projected long-term demands without
system improvements. There is a supply deficiency of 0.54 mgd and 1.47 mgd at the
20-year and 50-year planning horizons, respectively. This deficiency is increased to
0.94 mgd (20-year) and 1.87 mgd (50-year) with the addition of District buildout
demands.
City of Chehalis 7-36 Chapter 7
Water System Plan February 2012
Table 7-18. Source Capacity Analysis with District No. 5
Year
2009 2015 2029 2059
Source Capacity Analysis 1 (Treatment Plant, MDD)
Considering City Demands (1)
Treatment Plant Capacity (mgd) (3) 4.80 4.80 7.00 7.00
City Water Demand, MDD (mgd) 4.30 4.51 7.53 9.36
Treatment Plant Capacity Surplus/(Deficiency) (mgd) 0.50 0.29 (0.53) (2.36)
Considering City and District Demands (2)
Treatment Plant Capacity (mgd) (3) 4.80 4.80 7.00 7.00
City Water Demand, MDD (mgd) 4.30 4.51 7.53 9.36
District Water Demand, MDD (mgd) 0 0 0.70 0.70
Treatment Plant Capacity Surplus/(Deficiency) (mgd) 0.50 0.29 (1.23) (3.06)
Source Capacity Analysis 2 (Raw Water Transmission, MDD)
Considering City Demands (4)
Raw Water Transmission System (mgd) (6) 10.31 10.31 10.31 10.31
City Water Demand, MDD (mgd) 4.30 4.51 7.53 9.36
Raw Water Transmission Capacity Surplus/(Deficiency) (mgd) 6.01 5.80 2.78 0.95
Considering City and District Demands (5)
Raw Water Transmission System (mgd) (6) 10.31 10.31 10.31 10.31
City Water Demand, MDD (mgd) 4.30 4.51 7.53 9.36
District Water Demand, MDD (mgd) 0 0 0.70 0.70
Raw Water Transmission Capacity Surplus/(Deficiency) (mgd) 6.01 5.80 2.08 0.25
Source Capacity Analysis 3 (Raw Water Transmission & Water
Rights, ADD)
Considering City Demands (7)
Raw Water Transmission System/Water Rights, Qa (mgd) (9) 4.18 4.18 4.18 4.18
City Water Demand, ADD (mgd) 1.83 2.01 4.72 5.65
Transmission / Water Rights Surplus/(Deficiency) (mgd) 2.35 2.17 (0.54) (1.47)
Considering City and District Demands (8)
Raw Water Transmission System/Water Rights, Qa (mgd) (9) 4.18 4.18 4.18 4.18
City Water Demand, ADD (mgd) 1.83 2.01 4.72 5.65
District Water Demand, ADD (mgd) 0 0 0.40 0.40
Transmission / Water Rights Surplus/(Deficiency) (mgd) 2.35 2.17 (0.94) (1.87)
Notes:
(1) Treatment plant capacity and City demand information taken from Table 7-5(a).
(2) Treatment plant capacity and City demand information taken from Table 7-5(a). District demand information
based on assumptions described earlier in Section 7.5.
(3) Current rated capacity (4.8 mgd) is assumed for years 2009 and 2015. Planned future rated capacity (7.0 mgd)
is assumed for years 2029 and 2059.
(4) Raw water transmission system capacity and City demand information taken from Table 7-5(b).
(5) Raw water transmission system capacity and City demand information taken from Table 7-5(b). District
demand information based on assumptions described earlier in Section 7.5.
(6) As presented in Section 7.2.2, the raw water transmission system is comprised of the following primary
elements:
North Fork Newaukum Transmission Line: 3.31 mgd capacity (assuming 18th Street BPS is operating)
Chehalis River Water Pump Station: 7.0 mgd capacity
(7) Raw water transmission system and water rights capacity and City demand information taken from Table 7-
5(c).
(8) Raw water transmission system and water rights capacity and City demand information taken from Table 7-
5(c). District demand information based on assumptions described earlier in Section 7.5.
(9) On an average day basis, the North Fork Newaukum Transmission Line capacity (3.31 mgd) is the limiting
factor for that source, while annual water rights (0.87 mgd) are the limiting factor for the Chehalis River
source. See Section 7.2.2 for details.
City of Chehalis 7-37 Chapter 7
Water System Plan February 2012
7.5.3. South End Booster Pump Station Capacity
If the City were to supply water to the District, all such water would pass through the South End
Booster Pump Station (BPS). Table 7-19 provides a summary evaluation of the ability of the
South End BPS to support the City’s own demands, and those of the District, into the future.
This analysis is only done through the 20-year planning horizon, as detailed 50-year City
demand projections were not established for the South End pressure zone. While the current
BPS capacity is sufficient to support the City’s needs through the 20-year planning horizon, it is
not sufficient to accommodate the full buildout of the District during this same time period.
Table 7-19. South End BPS Capacity Analysis with District No. 5
Year
2009 2015 2029
South End BPS Analysis
Considering City Demands (1)
South End BPS Capacity (gpm) (3) 300 300 300
City Water Demand, PHD (gpm) 153 164 183
South End BPS Capacity Surplus/(Deficiency) (gpm) 147 136 117
Considering City and District Demands (2)
South End BPS Capacity (gpm) (3) 300 300 300
City Water Demand, PHD (gpm) 153 164 183
District Water Demand, PHD (gpm) 0 0 486
South End BPS Capacity Surplus/(Deficiency) (gpm) 147 136 (369)
Notes:
(1) South End BPS capacity and City demand information taken from Table 7-8.
(2) South End BPS capacity and City demand information taken from Table 7-8. District demand
information based on assumptions described earlier in Section 7.5.
(3) The South End BPS currently contains two pumps, each with an approximate capacity of 300 gpm.
In order to maintain redundancy, only one pump is assumed operational in this analysis.
7.5.4. Storage Capacity
The ILA indicate that the City is not envisioned to support the District’s storage capacity needs.
The primary storage components of fire suppression and standby storage are to be provided
entirely by the District to meet their own needs. Furthermore, because the District’s PHD draw
upon the City’s system will be no greater than its MDD withdrawn evenly over a 24-hour period,
the District’s demands have no impacts upon the City’s equalizing storage. Therefore, District
demands at the levels described earlier impose no impacts to the City’s storage volume
capacities.
7.5.5. Distribution System Capacity
As noted in Section 7.5.3, all water potentially provided to the District would be conveyed from
the City through the southern portion of its water system. Existing hydraulic conditions in that
part of the system limit the amount of water that can be transmitted from the treatment plant to
the south without adversely impacting velocities and system pressures. As noted in Chapter 11
(Capital Improvement Program), the City is planning for improvement projects to address this
issue in order to meet its own future needs through the 20-year planning horizon. Those
projects include:
City of Chehalis 7-38 Chapter 7
Water System Plan February 2012
Project PS-4 (18th Street BPS Upgrade). A capacity upgrade of approximately 2,000
gpm is needed to support 20-year demand growth in the southern portion of the system.
To accommodate the additional demands potentially imposed by the District, this
capacity upgrade would need to be increased by an additional 486 gpm.
Project D-16 (16” Main from 11th St and Market Blvd to Yates Reservoir). This
project involves installation of 21,000 feet of 16-inch transmission main, and is required
in conjunction with Project PS-4, to meet 20-year City demands. To accommodate the
additional demands potentially imposed by the District, this capacity upgrade would
likely involve a 24-inch main instead of a 16-inch main, based on hydraulic modeling
done as part of this water system plan update. As demand conditions change in the
future, further hydraulic modeling will be necessary to re-evaluate this issue and confirm
pipe upsizing needs.
7.5.6. Summary of Potential Impacts
The analyses presented above are summarized below. It is noted that the City’s Capital
Improvement Program (CIP), presented in Chapter 11, contains projects that are defined to
address City needs. The magnitude and timing of those projects may be impacted if the City
were to provide water to the District at the levels described in this chapter. Such impacts are
described in the summary below, along with other needed improvements that are not on the
City’s CIP, as they are not required to solely address City needs.
Water Rights. There is a deficiency of approximately 0.38 mgd in the ability of the
City’s existing annual water rights to support 50-year City demand growth and that of the
District.
o Potential CIP Impact/Need: Acquisition of additional water rights. This is not
currently on the City’s CIP, as it is not needed to address City needs alone.
Supply Capacity (Treatment Plant, MDD). There is a deficiency of approximately 3.0
mgd in the ability of the City’s existing treatment plant to support 50-year maximum day
City demand growth and that of the District.
o Potential CIP Impact/Need: The City’s CIP Projects S-4 and S-7 are two possible
alternatives that can address the City’s needs. The addition of District demands
would increase the scope/magnitude of the projects and would likely accelerate the
implementation time frame.
Supply Capacity (Transmission System / Water Rights, ADD). There is a deficiency
of approximately 1.87 mgd in the combined ability of the City’s existing raw water
transmission system and annual water rights to support 50-year average day City
demand growth and that of the District.
o Potential CIP Impact/Need: Acquisition of additional Chehalis River water rights
and/or upgrades to the North Fork Newaukum River transmission system capacity
may be required to resolve this deficiency. However, this need may be lessened if
the City pursues CIP Project S-7, as discussed further below.
South End BPS Capacity. There is a deficiency of approximately 370 gpm in the ability
of the City’s existing South End BPS to support 20-year City demand growth and that of
the District.
City of Chehalis 7-39 Chapter 7
Water System Plan February 2012
o Potential CIP Impact/Need: Increase capacity of the South End BPS. This is not
currently on the City’s CIP, as it is not needed to address City needs alone.
Distribution System Capacity. Hydraulic conditions limit the flow of water that can be
conveyed from the treatment plant to the southern portion of the system without
adversely impacting system velocities and pressures. The City has identified potential
projects to address this issue, as noted below. Each project would require an increase
in its capacity to accommodate District demands in addition to City demands.
o Potential CIP Impact/Need: Two strategies have been evaluated by the City, as
follows. The strategies will be further evaluated as growth occurs in the City, to
determine the most cost-effective approach for the City.
CIP Projects S-4, PS-4, and D-16. Collectively these projects would serve to
increase the capacities of the existing treatment plant, the 18th St BPS, and the
transmission piping extending into the southern portion of the system. This
resolves supply deficiencies noted earlier and addresses the hydraulic limitations
associated with moving water south. Each of these projects would be impacted if
the City were to meet District buildout demands in addition to its own.
CIP Project S-7. This project involves development of a second treatment facility
located in the southern portion of the system. Implementation of this project may
lessen the magnitude of the three projects noted above, or eliminate the need for
them, due to water supply being provided in close proximity to significant future
demands in the southern portion of the system, as opposed to that water needing
to come from the northern location of the existing treatment plant. The capacity
of such a plant would need to be increased if the City were to meet District
buildout demands in addition to its own.
Section 8
Water System Reliability and Source Protection
City of Chehalis 8-1 Chapter 8
Water System Plan February 2012
8. Water System Reliability and Source
Protection
This chapter provides an evaluation of system reliability, with respect to the ability of the City’s
supply strategy to meet system demands under a variety of conditions, including during
emergency situations. Descriptions of the City’s source protection efforts are also included in
this chapter.
8.1. Source Reliability
8.1.1. Summary of 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’s sources of supply have a high degree of redundancy. Either the North Fork intake or
the Chehalis River intake can independently supply the average day demand and in most cases
the maximum day demand. Although water quality in the North Fork is better than that in the
Chehalis River, both sources meet DOH requirements.
An intertie with Centralia provides additional reliability, in that a portion of the City demands
could be met with supply from Centralia under emergency conditions.
Facility Reliability
An analysis of the City’s source, pumping and storage facilities is provided in Section 7. As
noted in that analysis, 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.
8.1.2. 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,
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.
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Water System Plan February 2012
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 recently developed WSRP is provided in Appendix J. The plan provides a four-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. The
four stages are:
Advisory Stage. The public is informed that a water shortage may occur and is
encouraged to use water wisely.
Voluntary Stage. This stage relies on voluntary cooperation to meet demand-reduction
goals. During this stage, the City will implement supply-side actions and recommend
voluntary actions for their retail customers.
Mandatory Stage. The City will implement more aggressive supply-side actions and will
limit or prohibit certain retail water use activities.
Emergency Stage. If supply conditions worsen and the mandatory stage does not meet
the required demand reduction, this stage will establish emergency restrictions, which
may include rate surcharges.
8.1.3. Watershed Planning
The mission of the Chehalis Basin Partnership is to coordinate local, tribal, state, federal and
private efforts to reduce the effects of flooding and maintain/enhance beneficial water uses
while at all times recognizing the relationship to economic health and sustainability within the
basin. The City of Chehalis has actively participated in the Partnership since its inception in
1997. Through the Partnership, the City has been able to provide input and influence the
development of regulations and standards that impact water quality and water rights
appropriations within the basin. Recent efforts completed by the Partnership that provide a
framework for water resource management in the basin include:
Chehalis Basin Watershed Management Plan (April 9, 2004)
Detailed Implementation Plan (June 2009 Update)
8.2. Source Protection
All Group A water systems must develop source water protection programs to protect, and if
possible, improve source waters used by public water systems. Identifying, monitoring, limiting
and controlling, to the extent feasible, all facilities and activities within the watershed or zone of
contribution that may adversely affect source water quality, accomplish this protection. This
source water protection is required under WAC 246-290-135, -668, and –690.
Purveyors utilizing groundwater must prepare a wellhead protection program, while those that
utilize surface water for their source water must prepare a watershed control program plan. The
term “watershed” refers to the hydrologic drainage basin up gradient of the utility’s surface water
intake. Since the City sources are both surface water sources, this chapter will detail each
watershed.
City of Chehalis 8-3 Chapter 8
Water System Plan February 2012
8.2.1. Watershed Control Program Requirements
Community water systems that use surface water can benefit by developing a watershed control
program to protect their water supply from current and future contamination. Control of the
watershed helps protect the land over which the water travels. The quality of water that
becomes the source water for the City is ultimately impacted by land uses of that watershed.
Increasing population and expanding economy are placing pressure on the land of both
watersheds. Although growth and land use changes may be inevitable in many communities,
the way in which growth takes place affects its impact on water quality. Two important
questions must be included in decisions regarding these watersheds. They are, "How will
increased development affect the quality of our water sources?” and, "How can we make
decisions that will allow our community to grow while protecting our water”?
With careful planning and a commitment to protect streams, rivers, and groundwater, land use
practices can be implemented that balance the need for jobs and economic development with
protection of the natural environment. Development that takes place without such
considerations, however, can lead to significant degradation of streams and ground water, and
loss of aquatic life.
All land uses have an effect on water quality, whether positive or negative. In forests and other
areas with adequate vegetative cover and little disturbance from humans, most rainfall soaks
into the soil rather than running off the ground, stream flows are steady, and water quality is
high. In built-up areas with pavement and buildings, little rainfall soaks into the soil causing high
runoff, stream flows with high peaks and low flows in between, and poorer water quality.
The watershed control program, according to WAC 246-290, must address, at a minimum, the
following elements:
1. Watershed Description and Characteristics;
2. Identification of Activities and Land Uses Detrimental to Water Quality;
3. Watershed Management and Control Measures;
4. Monitoring Program; and
5. System Operations.
Each of these elements is described in the following sections for the City’s two sources.
8.2.2. North Fork Newaukum Watershed Control Program
Watershed Description and Characteristics
The Newaukum River watershed is within State Water Resource Inventory Area (WRIA) number
23, as shown in Figure 8-1. The Newaukum source is designated by DOH as source 1 (S01).
The intake is located on the following property: Beginning at the point located 600 feet North of
the Southwest corner of the Southeast quarter of Section 20, Township 14 N Range 1E of W.M.,
running North 500 feet; thence East 283 feet; thence South 45 degrees East 283 feet; thence
South 350 feet; thence West 500 feet to the place of beginning. The property at the source
intake is approximately 5.9 acres located in Lewis County, Washington. The Newaukum River
travels northwest and enters the Chehalis River about three-quarters of a mile west of the City
of Chehalis.
City of Chehalis 8-4 Chapter 8
Water System Plan February 2012
The Newaukum River watershed is about 155 square miles and the headwaters are in
forestlands about 25 miles East of Chehalis. The watershed of the source intake itself is an
area about 18 square miles that is owned by the Weyerhaeuser Company. The City owns the
previously described land around the intake and has an easement for the raw water pipeline
through Weyerhaeuser property to North Fork Road. The elevation of the intake is 598 feet and
is the beginning of 17.6 miles of pipe that carries the raw water by gravity to the treatment plant.
A detailed discussion of water rights and infrastructure capacity is included in Section 7.
Identification of Activities and Land Uses Detrimental to Water Quality
The land owned by Weyerhaeuser is used primarily as a timber resource. Therefore, logging is
the major activity in this watershed. The areas that have been logged have been since replanted
with evergreens and are covered with brush, alder and other deciduous trees. This will
eventually regenerate the source of timber but can have an immediate impact on the water
quality unless care is taken to reduce runoff and erosion before the ground cover is established.
In the early 1990’s a landslide resulted from a 100-year storm event. This caused the river to
become temporarily unsuitable as a source for the City. The City relied on the alternate source
(S02), the Chehalis River, until repairs were completed at the North Fork and the turbidity
lowered to treatable levels.
Such adverse impacts of heavy rains were observed more recently during the heavy storms of
2007-2008, which resulted in flooding and significant erosion in the Chehalis Basin.
A review of Ecology’s Facility/Site Identification Database in January 2011 revealed no point
sources of potential contamination located within the Newaukum’s watershed area.
Watershed Management and Control Measures
The most recent Watershed Plan agreement with Weyerhaeuser, Department of Natural
Resources, City of Centralia, and City of Chehalis was signed in 1990 (see Appendix K). The
City keeps a copy of the Weyerhaeuser forest practices applications on file. Further controls on
the watershed are as follows:
Wildlife Control. Wildlife populations are kept under control by Weyerhaeuser. The
Department of Fisheries monitors the fish population and streams.
Hazardous Material Control.- Weyerhaeuser has on file a copy of the City’s emergency
response procedures in the event of any release of hazardous materials.
Security. Weyerhaeuser has locked gates that restrict all but authorized personnel. The
only human activities authorized in the watershed are the Weyerhaeuser and City
employees and hunters. Signs are also posted listing watershed restrictions.
Monitoring Program
Monitoring of the intake is by a combination of continuous turbidity readings and source water E
coli, or fecal coliform, bacteria samples. The frequency of source water samples must be at
least 10% of the Total Coliform Rule samples as covered in the Coliform Monitoring Plan. If at
anytime the turbidity exceeds 5.0 NTU, staff must collect additional raw water samples for E
coli.
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Water System Plan February 2012
System Operations
Water quality at the Newaukum River intake is monitored on a daily basis. A river-monitoring
log is kept which records the data, time, river elevations, weather, temperature and rainfall.
Alarms at several key points alert City staff of readings outside the normal range for turbidity,
river level, and power outage.
8.2.3. Chehalis River Watershed Control Program
Watershed Description and Characteristics
The Upper Chehalis sub basin above the Newaukum River drains about 450 square miles and
is shown in Figures 8-1 and 8-2. The watershed is located in Lewis, Pacific and Cowlitz
Counties. The main tributaries include the Main Fork, the South Fork, Elk Creek and Stillman
Creek.
The Chehalis River originates in the Willapa Hills, which are part of the Coast Range.
Generally, the elevation is below 2,400 feet with Baw Faw Peak being the highest point at 3,110
feet. The river valley on the main fork broadens out below Pe Ell and on the South Fork at the
Lewis County/Cowlitz County line. The elevation at Centralia is 185 feet.
The Chehalis River is the principal river in this sub basin. Its headwaters are south of Pe Ell.
The river flows northeast toward Chehalis then turns northwest and eventually empties into
Grays Harbor. The mean annual discharge of the upper Chehalis River at the U.S. Geological
Survey (USGS) gauging station near Doty is 575.4 cfs. A peak flow of 27,500 cfs was recorded
here on January 9, 1990. A low mean flow recorded for the Chehalis River at this station was
18 cfs in 1953 (USGS, 1992).
Identification of Activities and Land Uses Detrimental to Water Quality
Various studies conducted in conjunction with development of the Chehalis Basin Watershed
Management Plan have summarized existing water quality data in the Chehalis River Basin,
and added to the available data through additional monitoring. A most recent such effort is
documented in the State-of-the-River Report for the Chehalis River Basin, 2006-2009 (Green, et
al.; September 14, 2009). Through this work, which began in 2006, water samples were
collected and analyzed at 83 sites on a monthly basis, with the following parameters evaluated:
dissolved oxygen, pH, temperature, turbidity, and fecal coliform. All of these parameters have
historically been of concern in the basin due to the high degree of sediment runoff that is
observed, particularly during times of heavy rainfall.
In this work, dissolved oxygen levels varied widely across the basin, with lowest levels in the
mainstem Chehalis and at the downstream ends of tributaries near their confluence with the
Chehalis.
Turbidity tended to be highest during the winter months, particularly after storms and flood
events, and lowest during the summer months. Two different categories of high stream turbidity
conditions in Chehalis Basin streams were observed: 1) ongoing above-average but not
extreme turbidity, and 2) extreme high turbidity over a shorter interval during and following storm
events. Turbidity in the Chehalis River headwaters and other upper reaches was reflective of
the second category, and is what is observed at City’s Chehalis River source water.
City of Chehalis 8-6 Chapter 8
Water System Plan February 2012
Temperatures in excess of 18°C have been observed throughout the Chehalis River system in
most years. Since human activities have had a significant impact on the environment of the
Chehalis Basin for over a century, it is difficult to say whether the elevated temperatures that
have been observed represent "natural" conditions of the river.
As land uses change from forests and shorelines with riparian cover to developed lands,
siltation increases due to the increased erosion and runoff. This increased siltation is
detrimental to fish and other aquatic life. Siltation can affect water treatment by increasing the
demand on the clarification process. With increased siltation comes the increased risk of
microbiological contamination.
Inventory of Potential Contaminant Sources
In January 2011, an inventory of potential contaminant sources was developed using Ecology’s
Facility/Site Identification Database. This database lists any operation that is a potential or
active source of pollution. This includes gas stations, automotive stores, dry cleaners, gravel
pits, waste management sites, and industrial facilities. Table 8-1 summarizes the review of the
database, identifying all sites that were located within the 390,000 acre watershed area. The
table notes those sites located within the following areas of most notable concern:
Within a 0.25 mile buffer from the river or any major tributary.
Within the 100-year floodplain.
Within the City’s UGA.
The locations of all sites are noted on Figures 8-1 and 8-2. Following the database analysis,
City staff conducted a windshield survey to confirm information associated with approximately
30 sites located within the City, along the stretch of the Newaukum River, from its confluence
with the Chehalis upstream to the point where I-5 crosses the river.
Watershed Management and Control Measures
Watershed management actions that have already been taken or are underway in the Chehalis
River Basin include:
A non-point source pollution plan was completed by consensus of river basin users in
December 1992.
The Chehalis Basin Resources Alliance (a nonprofit organization not eligible for tax-
deductible gifts) was formed for fund raising and grant applications.
The Chehalis Basin Resource Trust (a nonprofit organization eligible for tax-deductible
gifts, easements, and bequests) was formed.
The Department of Ecology performs total maximum daily load (tmdl) studies on the
middle Chehalis River and tributaries.
Development of Chehalis Basin Watershed Management Plan (2004) and associated
Detailed Implementation Plan (2009)
City of Chehalis 8-7 Chapter 8
Water System Plan February 2012
System Operations
The system operations of the Chehalis River intake are patterned after the Newaukum River
intake. The operator monitors the turbidity on a daily basis when the intake is in operation and
records this value. An additional river-monitoring log is kept which records the data, time, river
elevations, weather, temperature and rainfall.
8.2.4. Future Watershed Protection Efforts
The City will periodically update its inventory of potential contaminant sources. In addition, the
City will develop an approach for notifying owners of those sites that are located within the
following geographical areas of interest:
Within a 0.25 mile buffer from the river or any major tributary.
Within the 100-year floodplain.
Within the City’s UGA.
City of Chehalis 8-8 Chapter 8 Water System Plan February 2012 Table 8-1. Inventory of Potential Contaminant Sources FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 0 208 AMERICAN CROSSARM & CONDUIT Federal (Superfund) Cleanup St Toxics Y Y 1 4610 Patricia Dobyns Non Enforcement Final Water Reservoirs 2 5495 KC TRUCK PARTS INC Industrial SW GP Water Quality 3 5503 ALUMINITE NORTHWEST Industrial SW GP Water Quality Y 4 5694 AKA ROCKSCAPES CERES HILL QUARRY Sand and Gravel GP Water Quality 5 5772 HOLLOWAY SPRINGS PHASES 2 & 3 Construction SW GP Water Quality Y 6 6182 HAMPTON LUMBER MILLS NAPAVINE RELOA Industrial SW GP Water Quality 7 6441 WALSH TRUCKING CO LTD NAPA Industrial SW GP Water Quality 8 6875 PE ELL STP Municipal IP Water Quality Y Y Biosolids Waste to Resource Y Y Enforcement Final Water Quality Y Y 9 6999 RIBELIN RD PROJECT Construction SW GP Water Quality Y 10 8538 Brunoff Farms Inc Dairy Water Quality Y 11 9021 FORMER ZIGLER DUMP SITE State Cleanup Site Toxics 12 9317 Altaquip Revised Site Visit Program Hazardous Waste Y 13 9542 WILLAPA HILLS TRAIL (Construction Complete) Construction SW GP Water Quality Y Y 14 9773 CHANDLER ROAD BRIDGE REPLACEMENT 55 CRP 2124 Construction SW GP Water Quality Y 15 10261 LEWIS COUNTY PW BUNKER PIT Sand and Gravel GP Water Quality Y 16 1160 UTILITY TRANSFORMER SERVICE State Cleanup Site Toxics 17 1171 EXTINE PETROLEUM State Cleanup Site Toxics 18 1181 EAGLE TRUCK STOP Underground Storage Tank Toxics LUST Facility Toxics State Cleanup Site Toxics 19 1970 RUSH ROAD PLAT Construction SW GP Water Quality 20 3150 MEZA PAVING ASPHALT PLANT Sand and Gravel GP Water Quality 21 3432 BTI TRUCK & DIESEL Revised Site Visit Program Hazardous Waste Y 22 3516 LEWIS COUNTY PW MESKILL PIT Sand and Gravel GP Water Quality Y 23 3657 Loves Travel Stop Construction SW GP Water Quality Y Y 24 10813 Chehalis Port Revised Site Visit Program Hazardous Waste Y 25 12527 BUTTEVILLE LUMBER COMPANY Industrial SW GP Water Quality 26 12980 FIRST CHRISTIAN CHURCH CHEHALIS Construction SW GP Water Quality Y
City of Chehalis 8-9 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 27 13651 Johnson Contracting Inc Wood Recycling Facility Recycling Waste to Resource 28 13727 INTERCITY ASSOCIATES Construction SW GP Water Quality 29 14519 HOLBROOK CHEHALIS LOG YARD Industrial SW GP Water Quality Y 30 14626 LAKESIDE INDUSTRIES BG DM70 Sand and Gravel GP Water Quality 31 15075 FORMER CHRISTIAN PROPERTY State Cleanup Site Toxics 32 15261 FRED MEYER DISTRIBUTION CENTER Industrial SW GP Water Quality Y 33 15400 HAMILTON RUSH ROAD FILL Construction SW GP Water Quality Y Y 34 16758 SHAFER RESIDENCE Revised Site Visit Program Hazardous Waste 35 17242 NEWAUKUM BRIDGE REPLACEMENT 20CRP2072 Construction SW GP Water Quality Y Y 36 17473 HAMILTON LABREE RD PCE Federal (Superfund) Cleanup St Toxics Y Y Minor Industrial Water Quality Y Y 37 17837 LEWIS COUNTY FOREST PRODUCTS Industrial SW GP Water Quality 38 17899 WA DOT QS L-107 RIVER ROAD QUARRY Sand and Gravel GP Water Quality 39 18739 PE ELL WTP Water Treatment Plant GP Water Quality Y 40 19986 NORTH FORK TIMBER CO Industrial SW GP Water Quality Y 41 21203 Ritchie Bros Napavine Lewis Co Construction SW GP Water Quality 42 22031 MCFARLAND CASCADE CURTIS POLE Industrial SW GP Water Quality Y 43 22211 Willapa Hills Trails Adna to PeEll Construction SW GP Water Quality Y 44 22403 Industrial Fabrication and Testing Industrial SW GP Water Quality Y 45 22876 TNT Radiator Service Revised Site Visit Program Hazardous Waste Y 46 23419 KIRKLAND ROAD PROJECT Construction SW GP Water Quality Y 47 23441 GOOD CRUSHING INC HALE RD Sand and Gravel GP Water Quality 48 23781 GOODS QUARRY TENNESSEE RD Sand and Gravel GP Water Quality 49 24336 LEWIS CO WORK OPPORTUNITY Industrial SW GP Water Quality Y 50 24868 BROWN RD QUARRY Sand and Gravel GP Water Quality 51 27355 HARDEL MUTUAL PLYWOOD CORP CHEHALIS Underground Storage Tank Toxics Y Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Air Qual Local Authority Reg Air Quality Y Industrial SW GP Water Quality Y 52 51246 Rosecrest Farm Dairy Water Quality Y 53 131290 Fred Meyer Regional Distribution Center Enforcement Final Ecology Action Site Y 401CZM Project Site Ecology Action Site Y
City of Chehalis 8-10 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 54 206825 United Rentals Northwest Inc Chehalis Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Y (Note: Site currently vacant, 2011.) 55 261456 BOISTFORT STORE PROPERTY Underground Storage Tank Toxics State Cleanup Site Toxics 56 609632 Centralia Coal Mine Pond 46A Dam Dam Site Water Reservoir 57 850351 TransAlta Centralia LLC Mining Pond 46 401CZM Project Site Ecology Action Site 58 1038862 JACK RASMUSSEN Non Enforcement Final Water Reservoir 59 1065194 JB Leonard Logging & Trucking Enforcement Final Spills 60 1253292 MFSA Columbia River Enforcement Final Spills 61 1342693 LEWIS COUNTY JAIL Underground Storage Tank Toxics Y 62 1346639 ALASKA PACFIIC POWDER CO CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste 63 1445133 OSBORN DAIRY Dairy Water Quality Y 64 1451927 JOHNSON QUALITY ROCK Sand and Gravel GP Water Quality 65 1634907 KOCH PROPERTY State Cleanup Site Toxics 66 1705108 Maple Water Farm Dairy Water Quality Y 67 1759295 Alliance Carpet Cushion Toxics Release Inventory Hazardous Waste Y 68 1795886 Northfork Construction Inc Enforcement Final Spills 69 1972223 Robert Feuchter Non Enforcement Final Water Reservoir Y 70 1998222 CHRIS CHENEY Non Enforcement Final Water Reservoir 71 2066756 SR 508 Emergency Repair Mit 401CZM Project Site Ecology Action Site 72 2105675 Javier Dominguez Enforcement Final Spills 73 2422484 Olympic Tug & Barge Columbia River Enforcement Final Spills 74 2519956 WA ECY Meskill Drop Box Staging Area Recycling Waste to Resource Y Y 75 2536497 JASON DIX Non Enforcement Final Water Reservoir Y Y 76 2567610 ALDERBROOK QUARRY INC Enforcement Final Water Quality Sand and Gravel GP Water Quality 77 2615349 MACMILLAN REST HOME TAP State Cleanup Site Toxics Y 78 2717237 Pe Ell Central Office Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Y 79 3106166 GUY BAUMAN Non Enforcement Final Water Reservoir Y 80 3121063 Hill Dairy Dairy Water Quality Y 81 3129697 FIRE MOUNTAIN FARMS MAINTENANCE FAC General Permit Storm Water Ind Water Quality Enforcement Final Waste to Resource
City of Chehalis 8-11 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 82 3336951 Chehalis Power LP Generation Facility Toxics Release Inventory Hazardous Waste Y Air Qual Local Authority Reg AIRQUAL Y Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Industrial SW GP Water Quality Y 83 3478711 Level 3 Communications Chehalis 2 Emergency/Haz Chem Rpt TIER2 Hazardous Waste 84 3780419 GLACIER NORTHWEST CHEHALIS PLANT Toxics Release Inventory Hazardous Waste Y Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Sand and Gravel GP Water Quality Y Underground Storage Tank Toxics Y State Cleanup Site Toxics Y Voluntary Cleanup Sites Toxics Y 85 3970661 WA DOT I5 Rush Rd to 13th St 401CZM Project Site Ecology Action Site Y Y (Note: Project is complete, 2011.) Non Enforcement Final Ecology Action Site Y Y 86 4053632 DANIEL CRISCOLA Non Enforcement Final Water Reservoir 87 4129347 NEWAKUM VALLEY GOLF COURSE Non Enforcement Final Water Reservoir Y 88 4253285 ABX AIR AIRBORNE EXPRESS WWH General Permit Storm Water Ind Water Quality Y Minor Industrial Water Quality Y 89 4411187 Elmer Cook Enforcement Final Spills 90 4426366 Business Enterprises Unlimited Inc Dairy Water Quality Y 91 4628664 John & Mary Mallonee Dairy Dairy Water Quality Y 92 4688227 CLARY LUMBER CO State Cleanup Site Toxics Industrial SW GP Water Quality 93 4882102 Doelman Curtis Dairy Dairy Water Quality Y Y 94 5090679 DEAN & VIOLA HAMILTON Non Enforcement Final Water Reservoir 95 5199325 360NETWORKS AMPLIFICATION FAC CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Emergency/Haz Chem Rpt TIER2 Hazardous Waste 96 5246439 NATIONAL FROZEN FOODS REPACK CORP Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Enforcement Final Water Quality Y Industrial IP Water Quality Y Industrial SW GP Water Quality Y 97 5343293 GARY HOLGATE Underground Storage Tank Toxics Y 98 5350746 CRESLINE NORTHWEST LLC Industrial IP Water Quality Y Industrial SW GP Water Quality Y
City of Chehalis 8-12 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 99 5628017 IMPERIAL FABRICATING CO CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Industrial SW GP Water Quality Y 100 5706820 TIM BOWERS PROPERTY State Cleanup Site Toxics 101 5930594 Rush Road Development 401CZM Project Site Ecology Action Site Non Enforcement Final Ecology Action Site 102 6029991 JOESPH BALMELLI - Dairy Non Enforcement Final Water Reservoir Y 103 6171496 ANDREW & LINDA STYGER Dairy Water Quality 104 6184334 JACKPOT STATION 385 Underground Storage Tank Toxics Y 105 6226476 Level 3 Communications Chehalis 3 Emergency/Haz Chem Rpt TIER2 Hazardous Waste 106 6424090 BALMELLI FAMILY LTD PARTNERSHIP - Dairy Non Enforcement Final Water Reservoir Y 107 6496113 Lester Creek Dam Dam Site Water Reservoir 108 6585978 DARYL GERMANN FARMS Dairy Water Quality 109 6760508 SKIP & JULIE VOETBERG Non Enforcement Final Water Reservoir 110 6785917 WILLIAM WOOTON Non Enforcement Final Water Reservoir Y 111 6802807 Onalaska Drop Box Recycling Waste to Resource 112 6826421 BUFFORD LAWSON Non Enforcement Final Water Reservoir Y 113 6878779 CHEHALIS CARDLOCK Underground Storage Tank Toxics Industrial SW GP Water Quality 114 7429066 Kesting Dairy Inc Dairy Water Quality 115 7457884 CENTURYTEL CURTIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Y 116 7586652 Doelman Chehalis Dairy Dairy Water Quality Y Y 117 7703608 Sun Ton Dairy Dairy Water Quality Y 118 8595768 Rush Road Extension 401CZM Project Site Ecology Action Site Y Non Enforcement Final Ecology Action Site Y 119 8649410 BOISFORT VALLEY WATER CORPORATION Non Enforcement Final Water Reservoir 120 8810012 RAY JOHNSTON Non Enforcement Final Water Reservoir Y 121 8817759 WEYERHAEUSER CO OFFICE PROPERTY LUST Facility Toxics Y Y Y Underground Storage Tank Toxics Y Y Y Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Y Y 122 9207593 NOW TRUCK STOP State Cleanup Site Toxics 123 9524376 HARMON PROPERTY State Cleanup Site Toxics Y 124 9540653 PETE F DE YOUNG DAIRY Dairy Water Quality 125 9554002 ROGER SCHANG Non Enforcement Final Water Reservoir Y 126 9803253 REED PROPERTY State Cleanup Site Toxics Y
City of Chehalis 8-13 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 127 9811992 LEWIS COUNTY WATER DIST NO 2 Enforcement Final Waste to Resource Enforcement Final Water Quality Municipal IP Water Quality Biosolids Waste to Resource 128 9893012 B & P Dairy Dairy Water Quality Y 129 9968638 PRYOR GIGGEY CO Toxics Release Inventory Hazardous Waste Y Industrial SW GP Water Quality Y 130 9986210 SR 508 Emergency Repair Mitigation 401CZM Project Site Ecology Action Site Non Enforcement Final Ecology Action Site 131 11511688 National Frozen Foods Corp Hazardous Waste Generator Hazardous Waste Y 132 11754555 WA DOT ZELLER PROPERTY Underground Storage Tank Toxics Y LUST Facility Toxics Y 133 12479761 UPS Chehalis Hazardous Waste Generator Hazardous Waste Y Industrial SW GP Water Quality Y 134 13252812 JANICE COX Underground Storage Tank Toxics LUST Facility Toxics 135 13571948 INLAND MARKET Underground Storage Tank Toxics State Cleanup Site Toxics Voluntary Cleanup Sites Toxics Enforcement Final Toxics 136 15579632 FREY PROPERTY Underground Storage Tank Toxics 137 16597985 WA DOT Chehalis Maintenance Facility Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 138 16997539 NAPAVINE SCHOOL DIST 14 Underground Storage Tank Toxics 139 17392422 BRENDAS COUNTRY MARKET Underground Storage Tank Toxics Y Y 140 17843758 French Cleaners Chehalis Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 141 17851175 PE ELL MINI MART Underground Storage Tank Toxics 142 18456994 LEWIS COUNTY UST 12399 Underground Storage Tank Toxics Y Hazardous Waste Generator Hazardous Waste Y 143 19684758 Larson Dairy Dairy Water Quality Y Non Enforcement Final Water Reservoir Y 144 21581514 Foseco Inc Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Toxics Release Inventory Hazardous Waste Y Toxics Release Inventory Hazardous Waste Y Hazardous Waste Generator Hazardous Waste Y
City of Chehalis 8-14 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 145 22529455 Greenbrier Rail Services Hazardous Waste Generator Hazardous Waste Y Industrial SW GP Water Quality Y Enforcement Final Water Quality Y 146 23134466 DOWNEYS SUBARU Underground Storage Tank Toxics Y 147 26338351 CHEHALIS LAM INC Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Hazardous Waste Generator Hazardous Waste Y Enforcement Final Spills Y 148 27413953 AUSTIN POWDER CO Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 149 31298872 WEYERHAEUSER WA TRUCK OPERATIONS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y (Note: Currently Tyle Equip. Rentals, 2011.) 150 31322271 Quali Cast Inc A Div of Atlas Foundry Toxics Release Inventory Hazardous Waste Y Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Industrial SW GP Water Quality Y Hazardous Waste Generator Hazardous Waste Y 151 31446544 Qualex Inc Industrial IP Water Quality Y 152 34254664 PPG Industries Inc Chehalis Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 153 34486189 QWEST COMMUNICATIONS CO NAPAVINE Emergency/Haz Chem Rpt TIER2 Hazardous Waste 154 36379963 Klein Bicycles Corp Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 155 37191343 Follette Dam Dam Site Water Reservoir 156 37389283 WALSH DOUBLE DIAMOND RANCH Dairy Water Quality Y Y 157 39118225 CASCADE HARDWOOD LLC Air Qual Local Authority Reg AIRQUAL Y Voluntary Cleanup Sites Toxics Y Industrial SW GP Water Quality Y 158 43754785 AMERICAN CROSSARM & CONDUIT CO Underground Storage Tank Toxics Y Y 159 44481543 WA DOT Chehalis William LUST Facility Toxics Y 160 44675548 PLEASANT VALLEY AREA 3 Sand and Gravel GP Water Quality 161 47445233 ALLENS GROCERY Underground Storage Tank Toxics State Cleanup Site Toxics 162 49366643 Aristocratic Cabinets Inc Chehalis Hazardous Waste Generator Hazardous Waste Y Hazardous Waste Planner Hazardous Waste Y Industrial SW GP Water Quality Y 163 49951617 MARKET ST MARKET Underground Storage Tank Toxics Y LUST Facility Toxics Y 164 51685491 DESKINS DAIRY Dairy Water Quality
City of Chehalis 8-15 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 165 51976976 SHELTON LAM & DECK Industrial SW GP Water Quality Y 166 53198956 LINCOLN PROPERTY LUST Facility Toxics Y 167 55172369 COAL CREEK SITE LUST Facility Toxics Underground Storage Tank Toxics 168 55615446 ADNA GROCERY Underground Storage Tank Toxics Y State Cleanup Site Toxics Y 169 55886223 Lewis Cnty Central Shop State Cleanup Site Toxics Underground Storage Tank Toxics Enforcement Final Toxics 170 57847147 LEWIS COUNTY CAR POOL LUST Facility Toxics Y Underground Storage Tank Toxics Y 171 57914337 WEST COAST MILLS UST 497002 Underground Storage Tank Toxics Y 172 58393465 DOTY GENERAL STORE Underground Storage Tank Toxics Y 173 59292584 AMERIGAS CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 174 59922731 WEYERHAEUSER CO PE ELL Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Industrial IP Water Quality Y Industrial SW GP Water Quality Y 175 61299173 CURTIS GENERAL STORE Voluntary Cleanup Sites Toxics Y Y 176 61797592 DASHMESH PETROLEUM Underground Storage Tank Toxics Y 177 62871853 RUSH ROAD TRAVEL CENTER Underground Storage Tank Toxics Y Y (Note: Being demolished, 2011.) 178 63722174 FERRELLGAS CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 179 65762992 WA STATE PATROL BAW FAW Underground Storage Tank Toxics 180 66967357 OLD GRADER SHOP Underground Storage Tank Toxics 181 68742314 LEWIS COUNTY UNION SHOP Underground Storage Tank Toxics Y Y Sand and Gravel GP Water Quality Y Y 182 73187952 CHEHALIS SCHOOL DISTRICT 302 LUST Facility Toxics Y Y Underground Storage Tank Toxics Y Y 183 74687269 USWCOM Napavine Co Emergency/Haz Chem Rpt TIER2 Hazardous Waste 184 74941111 Arco 4371 Underground Storage Tank Toxics Y Y 185 74959386 Conrad Industries Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Industrial SW GP Water Quality Y Industrial IP Water Quality Y Energy Recovery Waste to Resource Y
City of Chehalis 8-16 Chapter 8 Water System Plan February 2012 FID DOE Facility ID Site Name Type of Point Source Ecology Program Within 1/4 Mile River Buffer Within 100-yr Flood Plain Within UGA 186 74997943 WA DOT UST 6683 Underground Storage Tank Toxics Y 187 75867481 Claquato Farms Inc Dairy Water Quality 188 76334979 Providence Centralia Hospital Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y Underground Storage Tank Toxics Y Hazardous Waste Generator Hazardous Waste Y 189 79784917 Centralia Coal Mine Pond 46 Dam Dam Site Water Reservoir 190 81384988 Carlisle Lake Dam Dam Site Water Reservoir 191 81654784 Ethan Allen Farms Dairy Water Quality Y CAFO GP Water Quality Y 192 83451612 WORLDCOM CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 193 83483826 NORTHWEST ENERGETIC SVS CHEHALIS Emergency/Haz Chem Rpt TIER2 Hazardous Waste 194 84653941 ANNE J BROWN DBA BROWN MORTUARY SVC Underground Storage Tank Toxics Y 195 87318335 WEST COAST OIL CO PACIFIC PRIDE Underground Storage Tank Toxics Y 196 92683143 ROSBURG MIDDLE SCHOOL Underground Storage Tank Toxics Y 197 93652375 RUSH ROAD SHELL Underground Storage Tank Toxics LUST Facility Toxics Voluntary Cleanup Sites Toxics 198 93988422 Silverado Waterski Pond Dam Site Water Reservoir Y 199 97631448 INTERSTATE CHEVRON FOOD MART Underground Storage Tank Toxics Y Y 200 99131648 QWEST Chehalis Co Emergency/Haz Chem Rpt TIER2 Hazardous Waste Y 201 25692844 DOTY GARAGE TOWING Underground Storage Tank Toxics Y
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L o st Valley RdPerkins RdOppelt RdButts RdS Scheuber RdCamus RdRice R d Yates RdElk Creek RdChandler RdConrad RdSchmit Rd
Park RdCrego Hill RdBoone RdHart RdJackson Hwy SManners RdFrost RdBoyd RdLogan Hill RdKoons Rd
Gore RdPigeon Springs RdDluhosh RdWells RdTennessee RdLincoln Creek RdC o o ks H ill R d Winlock Vader RdBuckho rn R d Eadon RdBlake RdTooley RdLepisto RdBoistfort RdSenn RdDodge RdSears Rd
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Ray Rd
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S Military RdRo gers RdSeminary Hill RdBrown Rd WCalvin RdMerchant RdAugust RdK ahou t R dJustus RdBishop RdFrogner RdYoung RdRussell RdBones Rd
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5
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Chehalis Wastewater
Treatment Plant
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Figure 8-2
Inventory of Potential Contaminant Sources - UGA
Legend
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100 Year Flood Plain
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railroad
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Chehalis City Limits
Chehalis UGA
CITY OF CHEHALIS
WATER SYSTEM PLAN
Section 9
Water Quality
City of Chehalis 9-1 Chapter 9
Water System Plan February 2012
9. Water Quality
9.1. Introduction and Approach
This section reviews current state and federal drinking water quality regulations to assess
Chehalis’ compliance with these regulations between 2004 and 2008, based on water quality
data and information provided by the City. In addition, this section describes Chehalis’ efforts in
responding to customer complaints and to conduct additional monitoring for the purpose of
customer acceptability. Finally, this section reviews proposed and future possible regulations
and Chehalis’ needs in planning for future compliance.
The review includes the following:
System overview
Review of source water quality
Framework for regulating drinking water quality
Water quality regulations and compliance
Certified laboratories used for sample analysis
Response to customer complaints
Water quality monitoring conducted for customer acceptability
Regulations in effect after 2005 and anticipated regulations
Summary of Chehalis’ monitoring requirements
9.2. System Overview and Water Quality Compliance
Responsibility
The City of Chehalis has two sources of supply: the North Fork of the Newaukum River and the
Chehalis River. The Newaukum River provides the majority of the City’s supply and is
augmented with water from the Chehalis River intake during peak use periods. The City treats
this water at the Water Filtration Plant (WFP) through conventional treatment process consisting
of coagulation, flocculation, sedimentation, filtration, and addition of chlorine (to provide
disinfection and a disinfectant residual in the transmission and distribution systems). The plan
also provides pH adjustment/control and fluoridation (for dental health).
As a Group A public water systems, the City is required to follow Chapter 246-290 WAC that
implements the Safe Drinking Water Act (SDWA). The City is required to comply with the
monitoring requirements according to this chapter unless DOH allows the City to reduce these
requirements. The monitoring frequency may be decreased by DOH if the previous results
show the concentrations of various contaminants are below 50% of the MCL for that
contaminant.
9.3. Drinking Water Regulatory Framework
Washington State drinking water suppliers are subject to both federal and state drinking water
regulations. At the federal level, the Safe Drinking Water Act (SDWA) (1974) and SDWA
Amendments (1986 and 1996) give the United States Environmental Protection Agency
City of Chehalis 9-2 Chapter 9
Water System Plan February 2012
(USEPA) the responsibility of developing and administering national standards for drinking
water quality. Table 9-1 presents a list of federal drinking water regulations that have been
developed as part of the SDWA and amendments that are currently in effect between 2004 and
2009, which is the period under review for this Water System Plan (WSP) update. Additional
regulations that are recently being promulgated and anticipated to become effective in future are
discussed later in this chapter.
The Washington State Department of Health (DOH) is the primacy agency responsible for
ensuring that drinking water laws are implemented and enforced. Washington State must adopt
laws at least as stringent as federal regulations. When a federal drinking water law has yet to
be included in state drinking water codes, drinking water suppliers are responsible for meeting
federal regulatory requirements as put forth by the USEPA.
The Washington State law incorporating federal drinking water requirements is Washington
Administrative Code (WAC) 246-290 - Group A Public Water Systems. The City of Chehalis is a
Group A system: a drinking water system that provides water to 15 or more service connections
used by year-round residents for 180 or more days within a calendar year, or regularly serving
at least 25 year-round residents.
Table 9-1 Effective Federal Drinking Water Regulations Applicable to Chehalis
Rule and Date Rule Became Effective Parameters Regulated
National Primary Drinking Water Requirements (1976) Physical and chemical
Radionuclides Rule (1976) Gross alpha and beta emitters, radium-226, and radium-228
Total Trihalomethane Rule (1979) (1) Trihalomethanes
Phase I (VOCs) and Phase II and Phase V (IOCs and
SOCs) - 1989 and 1993, respectively
Volatile organic chemicals (VOCs), inorganic chemicals
(IOCs), and synthetic organic chemicals (SOCs)
Surface Water Treatment Rule (1990) Turbidity, disinfection, viruses, Giardia lamblia, and
disinfectant residual
Total Coliform Rule (1990) Coliform bacteria
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
Interim Enhanced Surface Water Treatment Rule
(1999)
Turbidity and Cryptosporidium
Unregulated Contaminant Monitoring Rule (2000) (2) Monitoring for contaminants included on assessment and
screening lists
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
Long Term 2 Enhanced Surface Water Treatment Rule
(2006)
Cryptosporidium
Unregulated Contaminant Monitoring Rule 2 (UCMR2)
(2007)
Monitoring for contaminants included on assessment and
screening lists
(1) Replaced by the Stage 1 Disinfectants/Disinfection By-Products Rule in 2002. (2) Replaced by the Unregulated
Contaminant Monitoring Rule 2 in 2006.
City of Chehalis 9-3 Chapter 9
Water System Plan February 2012
9.4. Overview of Drinking Water Regulations and
Chehalis’ Compliance
The regulations listed in Table 9-1 have been incorporated into WAC 246-290. The descriptions
of these regulations have been organized to reflect how they apply to Chehalis’ drinking water
processes:
Treatment Regulations – Surface Water Treatment Rule (SWTR), Interim Enhanced
SWTR, Long Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR).
Finished Water Regulations – Phase I, II, and V Rules (including asbestos which is
monitored in the distribution system), Radionuclides Rule, and Unregulated Contaminant
Monitoring Rule.
Distribution System Regulations – Total Coliform Rule, Lead and Copper Rule, and
Stage 1 Disinfectants/Disinfection By-Products (D/DBP) Rule, Stage 2 D/DBP Rule.
Consumer Confidence and Public Notification – Consumer Confidence Rule and Public
Notification Rule.
The following sub-sections describe Chehalis’ compliance with state and federal regulations
between 2004 and 2008.
9.4.1. Treatment Regulations
The Surface Water Treatment Rules apply to drinking water treatment processes. Compliance
with these regulations is based on treatment techniques instead of Maximum Contaminant
Levels (MCLs).
Surface Water Treatment Rules
Regulatory Requirements
The Surface Water Treatment Rule (SWTR) was issued in 1989 and applies to water systems
using surface water or groundwater under the influence of surface water (GUI). The SWTR
uses filtration and disinfection as treatment techniques to regulate the presence of turbidity,
Giardia lamblia, viruses, Legionella, and disinfectant levels in finished drinking water. A
minimum three log-removal/inactivation of Giardia (99.9%) and four log-removal/inactivation of
viruses (99.99%) are required under this rule.
In addition to treating water to meet removal/inactivation requirements for Giardia and viruses,
systems must meet performance criteria for turbidity and disinfection. With respect to turbidity,
systems must produce water with a turbidity of less than 0.5 nephelometric turbidity units
(NTUs) in 95 percent of the samples collected each month. This requirement is superseded by
IESWTR required discussed later in this section. To meet disinfection performance criteria,
systems must provide at least 0.2 milligrams per liter (mg/L) of residual disinfectant at the
distribution system entry point and a detectable level of disinfectant must be present throughout
the distribution system. WAC 246-290-654 provides compliance guidance pertinent to the
SWTR, and includes operating requirements for filtration treatment plants (coagulation,
flocculation, sedimentation and filtration). Finally, the SWTR and WAC 246-290-668 require
purveyors to develop and implement a DOH-approved watershed control program.
City of Chehalis 9-4 Chapter 9
Water System Plan February 2012
The Interim Enhanced Surface Water Treatment Rule (IESWTR) was issued in 2001 and builds
upon the SWTR without replacing it. The IESWTR strengthened filtration requirements for
combined filter effluent turbidity performance, requiring turbidity to be less than 0.3 NTU in at
least 95 percent of turbidity measurements per month. The maximum allowable finished water
turbidity was established as 1.0 NTU. Finally, the IESWTR requires systems to conduct
monitoring of individual filter effluent in addition to combined filter effluent monitoring, and all
new finished water storage facilities to be covered.
In addition, the IESWTR establishes a maximum contaminant level goal of zero for
Cryptosporidium and requires 2-log Cryptosporidium removal. If the PWS meets filtered water
turbidity criteria, it is assumed to achieve 2-log Cryptosporidium removal.
Chehalis’ Status
Chehalis demonstrates treatment effectiveness for Giardia lamblia cyst and Cryptosporidium
oocysts removal by filtration using the turbidity reduction method specified in WAC 246-290-
654. This method requires systems to demonstrate either 1) an 80% reduction in source water
turbidity based on an average of daily turbidity reductions for each calendar month; or 2) an
average daily filtered turbidity less than or equal to 0.1 NTU.
Chehalis operates their filtration plant to meet the 0.1 NTU criteria and easily meets the
IESWTR turbidity requirement of less than 0.3 NTU in 95 percent of measurements each
calendar month for systems with direct filtration and has not exceeded the maximum allowable
turbidity level of 1.0 NTU.
A review of turbidity performance summaries from 2007 to 2009 shows that average finished
water turbidity is typically less than 0.06 NTUs. Chehalis receives a 2.5-log removal credit for
Giardia and 2.0-log removal credit for Cryptosporidium for filtration at a rate up to 6 gallons per
minute per square foot (gpm/ft2). The data show that the City has very high inactivation ratios
and contact times and all monthly finished turbidity readings are below 0.1 NTU.
With respect to disinfectant residual, Chehalis continuously monitors disinfection residual,
chlorine at the distribution system entry point to ensure it stays above 0.2 mg/L, and at sites
throughout the distribution system to ensure the presence of a disinfectant residual. A Chem-
Trac chlorine analyzer is used to monitor the chlorine levels and alerts the operator at the plant
if the levels drop below 0.2-mg/L free chlorine. This data is monitored through the SCADA
system that controls the treatment plant. The lowest residual for the 24-hour period is part of
the monthly Surface Water Treatment Rule report.
The City is required to maintain a detectable residual throughout the distribution system or
collect heterotrophic bacteria cultures (HPC). This is to be done daily unless approved by DOH.
At a minimum, Chehalis is also required to measure a residual at the same time and location of
routine or repeat total coliform samples. Between 2004 and 2009, Chehalis’ disinfectant
residual sampling, which was conducted at the same sites and times as total coliform
monitoring, has indicated the presence of a disinfectant residual in all samples.
Chehalis had no treatment technique violations between 2004 and 2009 and is in compliance
with the Surface Water Treatment Rules.
City of Chehalis 9-5 Chapter 9
Water System Plan February 2012
Long Term 2 Enhanced Surface Water Treatment Rule
The Long Term 2 Enhanced Surface Water Treatment Rule (LT2 Rule) was promulgated in
January 2006 and became effective on March 6, 2006. This regulation applies to public water
systems using surface water or groundwater under the influence of surface water sources. This
rule was developed to protect drinking water consumers from microbiological pathogens,
especially Cryptosporidium. Cryptosporidium, which can be found in surface water supplies, is
of particular concern because it can cause cryptosporidiosis, a gastrointestinal illness that can
have severe impacts on people with weakened immune systems. Additionally, Cryptosporidium
is resistant to chlorination.
The rule will bolster existing regulations and provide a higher level of protection of your drinking
water supply by:
Targeting additional Cryptosporidium treatment requirements to higher risk systems
Requiring provisions to reduce risks from uncovered finished water storage facilities
Providing provisions to ensure that systems maintain microbial protection as they take
steps to reduce the formation of disinfection byproducts.
The LT2 Rule establishes the following types of requirements:
Two distinct rounds of source water monitoring for Cryptosporidium and E. coli
Profiling and benchmarking requirements
Treatment technique requirements
Microbial toolbox for meeting inactivation requirements
Covering finished water storage facilities
Sanitary surveys.
Filtered and unfiltered systems must conduct 12 or 24 months of source water monitoring for
Cryptosporidium to determine treatment requirements. To reduce monitoring costs, small filtered
water systems will first monitor for E. coli–a bacterium that is less expensive to analyze than
Cryptosporidium–and will be monitor for Cryptosporidium only if their E. coli results exceed
specified concentration levels. Bigger water systems need to monitor both E. coli and
Cryptosporidium.
Treatment: Filtered water systems will be classified in one of four treatment categories (bins)
based on their monitoring results. Most systems are expected to be classified in the lowest bin
and will face no additional requirements. Systems classified in higher bins must provide
additional water treatment to further reduce Cryptosporidium levels by 90 to 99.7 percent (1.0 to
2.5-log), depending on the bin. Systems will select from different treatment and management
options in a “microbial toolbox” to meet their additional treatment requirements. All unfiltered
water systems must provide at least 99 or 99.9 percent (2 or 3-log) inactivation of
Cryptosporidium, depending on the results of their monitoring.
Uncovered Finished Water Reservoirs: Systems that store treated water in open reservoirs must
either cover the reservoir or treat the reservoir discharge to inactivate 4-log virus, 3-log Giardia
lamblia, and 2-log Cryptosporidium. These requirements are necessary to protect against the
contamination of water that occurs in open reservoirs.
Disinfection Benchmarking: Systems must review their current level of microbial treatment
before making a significant change in their disinfection practice. This review will assist systems
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in maintaining protection against microbial pathogens as they take steps to reduce the formation
of disinfection byproducts under the Stage 2 Disinfection Byproducts Rule, which EPA is
finalizing along with the LT2ESWTR.
Monitoring starting dates are staggered by system size. The largest systems (serving at least
100,000 people) began monitoring in October 2006 and the smallest systems (serving fewer
than 10,000 people) began monitoring in October 2008. After completing monitoring and
determining their treatment bin, systems generally have three years to comply with any
additional treatment requirements. Systems must conduct a second round of monitoring six
years after completing the initial round to determine if source water conditions have changed
significantly.
Systems that are consecutive systems, purchasing some or all of their water from another
system, and systems that sell water wholesale must comply with the LT2 Rule on the same
schedule based on the largest system in the combined distribution system. A combined
distribution system consists of the interconnected wholesale systems and consecutive systems
that receive finished water from those wholesale system(s).
Chehalis’ Status
The City has submitted E. coli monitoring data collected between August 2005 and September
2007. These data were provided in lieu of collecting source monitoring data to comply with
LT2SWTR and were approved for the purpose of grandfathering. Based on the results, the
City’s initial bin classification is Bin 1.
Chehalis initiated the monitoring program for Cryptosporidium in April 2010. The sampling
location is just upstream of river intake at the Chehalis River. Sampling will continue until March
2012, taking one sample every month. The samples were collected and analyzed using USEPA
method 1623. In April, two samples were collected and analyzed. Cryptosporidium was not
detected in those samples. The monitoring will be conducted to determine whether Chehalis
would need to add any treatment under the proposed LT2. The monitoring will continue to
develop data that could be grandfathered for compliance with the initial monitoring requirement
of the LT2 Rule. Table 9-2 provides a schedule of the LT2 Rule requirements for Chehalis.
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Table 9-2 Timeline for Chehalis’ LT2 Compliance
Milestone
Date
(for Schedule 4
Water System)
Final LT2 Rule is issued January 4, 2006
Submit E. coli monitoring results for data to have grandfathered December 1, 2008
Uncovered finished water storage facilities must be covered or implement additional
treatment
April 1, 2009
Must begin 12 or 24 months of source water monitoring for Cryptosporidium April 2010
Complete initial round of source water monitoring for Cryptosporidium March 2012
Submit bin classification September 2012
System must install and operate additional treatment in accordance with their bin
classification
September 30, 2014
Begin second round of monitoring for E. coli and re-assess bin classification October 1, 2017
Begin second round of monitoring for Cryptosporidium and re-assess bin classification April 1, 2019
9.4.2. Finished Water Regulations
The Phase I, II, and V, Radionuclides, and Unregulated Contaminant Monitoring Rules apply to
drinking water after it has been treated (except for asbestos, which is regulated under Phase II
and is actually monitored in the distribution system). With the exception of the Unregulated
Contaminant Monitoring Rule, these regulations establish Maximum Contaminant Levels
(MCLs) for inorganic chemicals, synthetic and volatile organic chemicals, and radionuclides.
Phase I, II, and V Rules
Regulatory Requirements
Monitoring requirements and MCLs for inorganic (IOC), synthetic organic (SOC), and volatile
organic (VOC) chemicals are addressed by federal Organic, Synthetic Organic and Inorganic
Chemicals Phases I, II, and V Rules and WAC 246-290-300. Under Phases II and V, MCLs are
set for 16 inorganic, 30 synthetic, and 21 volatile organic contaminants. Required testing is
determined by DOH based on a vulnerability assessment. WAC 246-290-300 requires
monitoring of IOCs, VOCs, and SOCs at each source on 12- to 36-month sampling cycles,
depending on the contaminant and source type.
Table 9-3 presents a list of the inorganic chemicals (except asbestos) that Washington systems
must monitor for each year and the MCL for each parameter. These parameters are monitored
after treatment, before entering the distribution system. Systems that have a significant amount
of asbestos-cement piping must monitor for asbestos once every 9 years. Nitrate and nitrite are
measured each year and monitoring cannot be waived.
With respect to SOCs, systems are required to conduct monitoring twice every 3 years after
treating the water and before it enters the distribution system, unless DOH issues waivers.
Table 9-4 lists the SOCs and MCLs.
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Table 9-5 presents a list of the VOCs and MCLs. These samples are collected once per year
after treatment and before the water enters the distribution system.
Chehalis’ Compliance Status
Inorganic Chemicals (IOCs)
Chehalis’ monitoring results for inorganic chemicals are compared to the regulatory
requirements in Table 9-3. Chehalis monitors these parameters once every three years. The
table shows results of the samples collected from 2006 through 2009. As shown, none of these
parameters exceeded the MCL.
With respect to asbestos, Chehalis needs to monitor one sample every 9 years from distribution
system. Chehalis conducted monitoring in 2003 and will conduct the next round of monitoring in
2012.
Synthetic Organic Chemicals (SOCs)
SOCs include testing for herbicides (test method 515.1), pesticides (test method 525.2),
carbamates (test method 531.1) and paraquat (test method 549). DOH regulations require that
the SOC sample location be located from a point representative of the source after treatment
and prior to entry to the distribution system. In 1995 through 1996 the City reported several
positive synthetic organic chemical analysis results several of which were false positives and
should not have been reported. Later in 1997 and 2000, samples from the Newaukum River
(S01) found no detection of synthetic organic chemicals. From 2002 through 2004 the City had
sampling waiver on SOC’s. From 2004 through 2009, the monitoring schedule was 2 sample(s)
every 3 years for both Newaukum River (S01) and Chehalis River (S02). In 2009 DOH granted
waivers for sampling herbicides and insecticides (paraquat and carbamates) through December
2010 for both sources. However, for general pesticides the sampling schedule remained 2
sample(s) for every 3 years. The samples taken at the Main Reservoir (multiple sources) in
2007 and 2009 and at High Level Pumphouse (for S01) in 2009 were tested for pesticides
(PEST1) and all results were non-detect (ND).
Volatile Organic Chemicals (VOCs)
The testing for VOCs, which began in 1989, included eight chemicals. Phase II increased the
requirements to 18 contaminants. This group includes solvents, degreasers, and industrial
chemicals. The frequency for VOC sampling is 1 per 3 years unless the City has detection, then
the frequency becomes quarterly with an annual review. After 3 years without detection, the
City would be eligible for 1 sample per 3 years again. This frequency is currently to collect one
sample every three years for both Newaukum River (S01) and Chehalis River (S02). Chehalis
River water is added only during summer months to supplement Newaukum River water during
peaking period. A blended sample of both sources is, therefore, collected for Chehalis River
water.
Chehalis has conducted the required annual VOC monitoring. For the Newaukum River, water
samples were collected annually in September through November months. To monitor Chehalis
River water (S02), one blended sample of multiple sources (S01+S02) were collected annually
in summer months (June through August). Results are shown in
Table 9-5; all samples have had undetectable levels of VOCs.
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Table 9-3 Primary Inorganic Chemicals - Regulatory Levels
and Chehalis’ Monitoring Results
Parameter MCL Units
Observed Range
(2004 – 2009)
EPA Regulated
Antimony 0.006 mg/L <0.005 mg/L
Arsenic 0.05 mg/L <0.002 mg/L
Asbestos 7 million fibers/liter (longer
than 10 microns) N/A
Barium 2 mg/L <0.01 mg/L
Beryllium 0.004 mg/L <0.003 mg/L
Cadmium 0.005 mg/L <0.002 mg/L
Chromium 0.1 mg/L <0.01 mg/L
Cyanide 0.2 mg/L <0.05 mg/L
Fluoride 4.0 mg/L 0.8 – 1.0 mg/L
Mercury 2 µg/L <0.0005 mg/L
Nickel 0.1 mg/L <0.04 mg/L
Nitrate-N 10.0 mg/L (as N) 0.3 – 2.3 mg/L
Nitrite-N 1.0 mg/L (as N) <0.2 mg/L
Selenium 0.05 mg/L <0.005 mg/L
Thallium 0.002 mg/L <0.002 mg/L
EPA Regulated (Secondary) (1)
Iron 0.3 mg/L <0.1 mg/L
Manganese .05 mg/L <0.001 mg/L
Silver 0.1 mg/L <0.001 mg/L
Chloride 250 mg/L 4-5 mg/L
Sulfate 250 mg/L <1 mg/L
Zinc 5 Mg/L <0.2 mg/L
STATE Regulated
Hardness NA mg/L 32-36 mg/L
Conductivity 700 Umhos/cm 68-85
Sodium NA mg/L <5 mg/L
ND = Not detected
(1) The USEPA has established a recommended drinking water equivalent level 20 mg/L for sodium.
This is a non-enforceable guidance level. Additionally, in 2003, the USEPA made a regulatory
determination for sodium, indicating that setting an MCL would not provide “a meaningful
opportunity to reduce health risk.”
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Table 9-4 Synthetic Organic Chemicals - Regulatory Levels
and Chehalis’ Monitoring Results
Parameter (EPA Regulated)
MCL
(mg/L)
Chehalis’ Monitoring Results -
Range Shown for 2004 – 2009
Alachlor (Lasso) 0.002 ND
Aldicarb (Temik) (2) Not Applicable Not Analyzed
Aldicarb sulfone (2) Not Applicable Not Analyzed
Aldicarb sulfoxide (2) Not Applicable Not Analyzed
Atrazine 0.003 ND
Benzo[a]pyrene 0.0002 ND
Carbofuran (1) 0.04 Not Analyzed
Chlordane 0.002 ND
2,4-D 0.07 Not Analyzed
Dalapon 0.2 Not Analyzed
Di(2-ethylhexyl)adipate 0.4 ND
Di(2-ethylhexyl)phthalate 0.006 ND
Dibromochloropropane (1) 0.0002 Not Analyzed
Dinoseb 0.007 Not Analyzed
2,3,7,8-TCDD (Dioxin) (1) 3x10-8 State waiver through Dec 2010
Diquat (1) 0.02 State waiver through Dec 2010
Endothall (1) 0.1 State waiver through Dec 2010
Endrin 0.002 ND
Ethylene dibromide (1) 0.00005 State waiver through Dec 2010
Glyphosate1 (Rodeo, Round-up) 0.7 State waiver through Dec 2010
Heptachlor 0.0004 ND
Heptachlor epoxide 0.0002 ND
Hexachlorocyclopentadiene 0.05 ND
Hexacholorbenzene 0.001 ND
Lindane (BHC-gamma) 0.0002 ND
Methoxychlor 0.04 ND
Oxamyl (Vydate) 0.2 Not Analyzed
Pentachlorophenol 0.001 ND
Picloram 0.5 Not Analyzed
Polychlorinated biphenyls 0.0005 Not Analyzed
Simazine 0.004 ND
Toxaphene 0.003 ND
2,4,5-TP (Silvex) 0.05 Not Analyzed
NA = Not applicable
ND = Not detected
(1) Waived until December 2010.
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Table 9-5 Volatile Organic Chemicals - Regulatory Levels
and Chehalis’ Monitoring Results
Parameter Units MCL
Observed Range
(2004-2008)
1,1 – Dichloroethylene mg/L 0.007 ND1
1,1,1-Trichloroethane mg/L 0.2 ND
1,1,2-Trichloroethane mg/L 0.005 ND
1,2,4-Trichlorobenzene mg/L 0.07 ND
1,2-Dichloroethane mg/L 0.005 ND
1,2-Dichloropropane mg/L 0.005 ND
Benzene mg/L 0.005 ND
Carbon tetrachloride mg/L 0.005 ND
cis-1,2-Dichloroethylene mg/L 0.07 ND
Dichloromethane (methylene chloride) mg/L 0.005 ND
Ethylbenzene mg/L 0.7 ND
Monochlorobenzene (chlorobenzene) mg/L 0.1 ND
o-Dichlorobenzene mg/L 0.6 ND
p-Dichlorobenzene mg/L 0.075 ND
Styrene mg/L 0.1 ND
Tetrachloroethylene mg/L 0.005 ND
Toulene mg/L 1 ND
trans-1,2-Dichloroethylene mg/L 0.1 ND
Trichloroethylene mg/L 0.005 ND
Vinyl chloride mg/L 0.002 ND
Xylenes (total) mg/L 10 ND
ND = Not Detected.
Radionuclides
Regulatory Requirements
Regulatory requirements for radionuclides changed between 2000 and 2005. The original
Radionuclides Rule, which went into effect in 1978, was revised in December 2000, with these
revisions becoming effective during December 2003. Before 2003, WAC 246-290 required
systems to monitor gross alpha particle activity, radium-226, and radium-228. Systems were
required to conduct monitoring every 4 years for four consecutive quarters. If a system could
demonstrate that gross alpha activity was below 5 picocuries per liter (pCi/L), then the system
did not need to conduct monitoring for radium-226 and radium-228.
The new rule includes MCLs for the sum of radium-226 and radium-228 (5 pCi/L), adjusted
gross alpha emitters (15 pCi/L), gross beta and photon emitters (4 millirems per year
[mrem/year]), and uranium (0.03 mg/L). Systems are required to conduct initial monitoring
between 2003 and 2007, unless earlier radionuclide data can be used as grandfathered data.
Under the new rule, monitoring for radionuclides must be conducted at each entry point to the
distribution system. The required monitoring frequency will depend on system contaminant
levels seen during initial monitoring.
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Chehalis’ Compliance Status
Current monitoring frequency for radium 228 is 1 sample every three years for radium-228 and
gross alpha particle activity. The City has to monitor raw water from both the Newaukum and
Chehalis Rivers.
Samples collected on October 18, 2007 at the Main Reservoir after treatment and on June 28,
2007 at High Level Pumphouse – leaving the Main Reservoir were tested for Radium 228.
Another sample was collected on July 27, 2006 at the water treatment plant after treatment but
before the Main Reservoir and tested for Gross Alpha and Radium 228. All of these initial
samples indicated non-detectable levels of these radiological parameters. Because the level of
gross alpha emitters was below 15 pCi/L, Chehalis was not required to monitor uranium levels.
The City maintained compliance with these monitoring requirements and associated MCLs
between 2004 and 2009.
Arsenic Rule
The original arsenic MCL of 0.05 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 USEPA published the final Arsenic Rule in January 2001. The rule,
which became effective January 2006, revises the arsenic MCL downward to 0.010 mg/L and
identifies several best available treatment technologies (BATs) for compliance. Compliance
with the new MCL is based on the running annual average of monitoring results at 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 monitoring.
Chehalis’ Status
Chehalis’ IOC monitoring has not found detectable levels of arsenic in the source of supply.
Compliance with the lower arsenic MCL should not present a problem.
Unregulated Contaminant Monitoring Rule 2 (UCMR2)
The Unregulated Contaminant Monitoring Regulation supporting the second cycle (UCMR 2) of
monitoring was signed on December 20, 2006. The UCMR 2 requires monitoring for two lists of
25 contaminants using five analytical methods during 2008-2010. UCMR is a tool for the U. S.
Environmental Protection Agency (EPA) to find unregulated contaminants of concern in the
nation’s drinking water.
All public water systems (PWSs) serving more than 10,000 people, and 800 representative
PWSs serving less than 10,001 people are required to monitor for the 10 “List 1” contaminants
during a 12-month period between January 2008-December 2010. Systems serving more than
100,000 people (including both retail and wholesale customers) and selected smaller systems
will be required to conduct screening monitoring for 15 “List 2” contaminants on the Screening
Survey List. This list includes contaminants that will be monitored at distribution system entry
points and within the distribution system.
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Chehalis’ Status
As a system that supplies less than 10,000 people, Chehalis was required to conduct monitoring
for 10 “list 1” contaminants for 12 months during 2008 to 2010. The City has initiated a
monitoring program since 2009. Samples are taken at the entry point to the water treatment
plant.
Table 9-6 UCMR2 Monitoring Results (data from 2009)
Parameter Reported Value (ug/L)
BDE-100 <0.5
BDE-153 <0.8
BDE-47 <0.3
BDE-99 <0.9
Dimethoate <0.7
HBB <0.7
Terbufos sulfone <0.4
1,3-dinitrobenzene <0.8
RDX <1.0
TNT <0.8
Note: Reported values less than the Minimum Reporting Level (MRL) are displayed with a less than sign (<)
and the MRL.
9.4.3. Distribution System Regulations
The Total Coliform, Stage 1 Disinfectant/Disinfection By-products, and Lead and Copper Rules
apply primarily to the quality of drinking water present in the distribution system. These
regulations establish monitoring, MCLs, Maximum Residual Disinfectant Levels (MRDLs), and
action levels for regulated parameters.
Total Coliform Rule
Regulatory Requirements
The Total Coliform Rule (TCR) requires systems to monitor their distribution system for
coliforms, which are bacteria used to indicate the presence of potentially harmful bacteria, such
as E. coli O157:H7. If coliform bacteria are present, pathogenic organisms may also be present.
The pathogenic bacteria are usually in very low numbers, which may not be detected in routine
analysis, so are screened with the total coliform analysis. This total coliform monitoring is
required to ensure the distribution system is operated and maintained to prevent regrowth of
bacteria.
Under this rule, there are two types of violations: acute and non-acute.
An acute MCL violation for coliform is the presence of fecal coliform or E. coli in a repeat
sample, or, coliform presence in a repeat sample collected as a follow-up to a sample
indicating the presence of fecal coliform or E. coli.
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A non-acute MCL violation for coliform occurs when a system that collects 40 or more
coliform samples per month has more than 5.0 percent of the routine samples taken in 1
month test positive for the presence of total coliform.
Chehalis’ Status
The City is required to collect a minimum of 10 samples per calendar month. These samples,
analyzed for total coliform, must be collected at locations representative of each pressure zone.
Chehalis has been in compliance with the TCR for the 2005 to 2009 period. No positive total
coliform samples were found. Chehalis’ monitoring plan meets DOH requirements with respect
to content included in the plan.
Stage 1 Disinfectant and Disinfection By-Products Rule
Regulatory Requirements
Disinfection byproducts (DBPs) result from the reaction of natural organic matter (NOM) and
various inorganic precursors with chemical disinfectants. Some DBPs, such as
trihalomethanes, have been shown to cause cancer and negative reproductive health effects.
The Stage 1 DBPR is the first of a staged set of rules that will reduce the allowable levels of
DBPs in drinking water.
Disinfection byproduct sampling requirements began in 1979 with the total Trihalomethanes
(TTHMs) TTHM Rule, which had a maximum Contaminant Level (MCL) for TTHMs of 100 µg/L
based on a running annual average of samples collected within the distribution system. The
TTHMs is the summation of chloroform, bromodichloromethane, dibromochloromethane, and
bromoform. This rule was replaced by with the Stage 1 DBP Rule in 2001. In 2004, the federal
Stage 1 Disinfectant/Disinfection By-Product Rule came into effect for surface water systems
with less than 10,000 customers, and the TTHM MCL was reduced from 100 to 80 µg/L and an
MCL was added for the total of five haloacetic acids (HAA5) at 60 µg/L.
The HAA5 MCL applies to the summation of five HAAs: monochloroacetic acid, dichloroacetic
acid, trichloroacetic acid, bromoacetic acid, and dibromoacetic acid. Both MCLs are based on a
running annual average of quarterly samples collected within the distribution system. Systems
are required to collect samples based on water system type (surface or groundwater) and
number of treatment plants, and are required to develop a DBP monitoring plan.
Finally, the Stage 1 DBP Rule established a maximum residual disinfectant level (MRDL) for
chlorine of 4.0 mg/L, to be sampled at the same locations and frequency as TCR sampling. As
adopted in WAC 246-290, the Stage 1 DBP requirements were applied only to systems that add
a disinfectant to the drinking water supply.
The Rule also uses a treatment technique to reduce disinfection byproduct precursors and to
minimize the formation of unknown disinfection byproducts (DBPs). This treatment technique is
termed Enhanced Coagulation or Enhanced Precipitate Softening. It requires that a specific
percentage of influent total organic carbon (TOC) be removed during treatment.
Systems should also strive to meet at least one of the “alternative compliance criteria” if their
filter plant cannot achieve the specific TOC removal. The treatment technique uses TOC as a
surrogate for natural organic matter, the precursor material for DBPs.
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To maximize the opportunity of remaining in compliance, staff at a conventional treatment plant
should monitor and track all possible water quality parameters specified in the alternative
compliance criteria. In addition, the system should also calculate the percent removal of TOC
between the raw water and the treated water. The percent removal of TOC is called “Step 1.”
The specific percentages of TOC removal required under Step 1, through an enhanced
coagulation process, must occur between the raw water monitoring point and the treated water
monitoring point (also called "post-sedimentation"). The required removal of TOC ranges from a
15 percent reduction to as high as a 50 percent reduction. These percentages depend on the
source water TOC and the source water alkalinity levels at the time of sampling. The
percentage of TOC removal is calculated monthly. Since source water conditions will change
throughout the year, the removal requirements will likely change from month to month. The
following table, also called the “3-by-3 matrix,” shows these TOC removal percentages:
Source Water TOC
(mg/L)
Source Water Alkalinity (mg/L)
0-60 mg/L >60-120 mg/L >120 mg/L
>2.0 to 4.0 35% 25% 15%
>4.0 to 8.0 45% 35% 25%
>8.0 50% 40% 30%
If the plant values fall within the table above, the filter plant has met the Step 1 requirements for
that month. However, overall compliance cannot be determined until a running annual average
has been completed.
The system is not required remove TOC if they can meet one of the following six “alternative
compliance criteria”:
1. If the source water TOC is less than 2.0 mg/L (based on a running annual average) or
2. If the treated water TOC is less than 2.0 mg/L (based on a running annual average) or
3. If the source water Specific Ultraviolet Absorbance (SUVA) values are 2.0 L/mg-m or
less (annual average) or
4. If the treated water SUVA values are 2.0 L/mg-m or less (annual average) or
5. If the Total Trihalomethane (TTHM) levels are 0.040 mg/L or less and Haloacetic Acids
(HAA5) levels are 0.030 mg/L or less (annual averages) and the system uses only
chlorine for primary and residual disinfection or
6. If the following three running annual averages are met: source water TOC is 4.0 mg/L or
less, the source alkalinity is >60 mg/L, and the distribution system TTHM levels are
0.040 mg/L or less and HAA5 levels are 0.030 mg/L or less.
In relation to the sixth alternative compliance criteria (listed above), if the system meets these
TOC and alkalinity levels but not the TTHM and HAA5 levels, they may choose to make a clear
and irrevocable financial commitment to use technologies that limit TTHM to 0.040 mg/L or less
and HAA5 0.030 mg/L or less.
If a water system cannot meet the required annual averages for TOC removal or the alternative
compliance, DOH must approve the system’s request for “Step 2.” This is also called the
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“alternative minimum TOC removal” requirement. Step 2 is a series of quarterly jar tests
conducted over a year to determine the best possible TOC removal.
A system must apply for Step 2 requirements within 3 months of not meeting Step 1
requirements. Systems cannot apply for Step 2 without collecting at least one full year of TOC
and alkalinity data as outlined under Step 1. The reference of step 2 is in Chapter 3 of EPA’s
“Enhanced Coagulation and Enhanced Precipitate Softening Manual.”
Chehalis’ Status
Chehalis chlorinates at the inlet and outlet of the filtration treatment plant and rechlorinates at
the Centralia/Alpha pump station. The City currently collects quarterly 2 samples – one from
the main pressure zone and another one from Centralia/Alpha pressure zone representing
maximum residence time and tests for TTHMs and HAAs.
Table 9-7 summarizes Chehalis’ DBP monitoring results. Since initiating monitoring in 2004, the
City has been in compliance with the Stage 1 D/DBP Rule.
Table 9-7 Stage 1 D/DBP Rule – Regulatory Levels
and Chehalis’ Monitoring Results (2004 to 2009)
Parameter Units MCL RAA 2004
RAA
2005
RAA
2006
RAA
2007
RAA
2008
RAA
2009
Main Pressure Zone
TTHM g/L 80 41 51 38 49 48 56
HAA5 g/L 60 16 22 28 28 30 36
Centralia/Alpha Pressure Zone
TTHM g/L 80 51 58 66 75 56 72
HAA5 g/L 60 23 17 43 39 31 40
The City also monitors Total Organic Content (TOC) of raw water and finished water. Table 9-8
summarizes Chehalis’ raw water TOC. Both raw water and finished water TOC is less than 2.0
mg/L (based on a running annual average). Therefore, the system is not required to remove
TOC since they can meet “alternative compliance criteria” listed earlier in this section.
Table 9-8 Raw Water TOC (2004 to 2009)
Parameter Units RAA 2004
RAA
2005
RAA
2006
RAA
2007
RAA
2008
RAA
2009
Raw Water TOC mg/L 1.41 1.07 1.1 1.22 1.04 1.23
Stage 2 Disinfection/Disinfection By-Products Rule
The final Stage 2 DBP Rule was promulgated on January 4, 2006. The Stage 2 D/DBP Rule
has been developed by the USEPA to further reduce exposure to DBPs linked to bladder, rectal,
and colon cancers. This rule applies to community water and nontransient, noncommunity
water systems that serve drinking water treated with a primary or secondary disinfectant other
than ultraviolet (UV) treatment. The Stage 2 Rule does the following:
Changes the method of calculating DBP regulatory compliance to a locational running
annual average (LRAA) of quarterly samples, in which the system calculates a running
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annual average for each DBP monitoring location instead of calculating a running annual
average for the entire system.
Re-establishes the location and number of DBP monitoring sites. The rule requires
systems to conduct an Initial Distribution System Evaluation (IDSE) to select Stage 2
DBP monitoring locations in areas of the distribution system with elevated DBP levels.
Additionally, the final Stage 2 DBP Rule requires systems to determine monitoring
requirements based on retail population.
Establishes DBP operational evaluation levels. Systems are to calculate a system-
specific operational evaluation level which provides early warning, indicating a system
could exceed the MCL within the next year. A system with an operational evaluation
level greater than the MCL is required to conduct an operational evaluation, i.e.,
evaluating their distribution system operations to determine ways to reduce DBP levels.
The system is required to notify the State of an operational evaluation level exceedance
and submit evaluation results within 90 days of the exceedance. Consecutive systems
that purchase drinking water carrying a disinfectant are required to implement Stage 2
DBP requirements on the same schedule as the largest water system in their combined
distribution system.
The first step in complying with the Stage 2 D/DBP Rule is conducting an IDSE. The goal of the
IDSE is to identify areas that have routinely higher DBP concentrations than other areas in the
distribution system and use this information to select monitoring locations for long-term Stage 2
D/DBP compliance monitoring. The IDSE requirement can be met in four ways:
1. Very Small System Waiver – Systems serving less than 500 customers that qualify for
this waiver are exempt from IDSE requirements.
2. 40/30 Certification – This approach allows systems to meet the IDSE requirement by
certifying that all individual Stage 1 total trihalomethanes (TTHM) and haloacetic acids
(HAA5) compliance monitoring results or equivalent DBP data collected over a specified
2-year period have met the following criteria:
TTHM ≤ 40 µg/L
HAA5 ≤ 30 µg/L
Systems must submit the required documentation to the primacy agency.
3. Standard Monitoring Program (SMP) – Systems conduct 1 year of monitoring in the
distribution system to identify high DBP locations. Systems must submit an SMP plan
and IDSE report to the primacy agency as part of the IDSE process.
4. System Specific Study (SSS) -
SSS Using Existing Monitoring Data - Systems can meet IDSE requirements using
existing monitoring data. The USEPA has established criteria that the existing data
must meet in order to be used to meet the SSS requirement. Systems must submit
an SSS plan and/or IDSE report to the primacy agency as part of the IDSE process.
SSS Using Hydraulic Model - Systems can meet IDSE requirements using a water
distribution system hydraulic model. The USEPA has established criteria that the
hydraulic model must meet in order to be used for IDSE compliance. Systems must
City of Chehalis 9-18 Chapter 9
Water System Plan February 2012
submit an SSS plan and IDSE report to the primacy agency as part of the IDSE
process.
Systems that are consecutive systems, purchasing some or all of their water from another
system, and systems that sell water wholesale must comply with the Stage 2 Rule on the same
schedule based on the largest system in the combined distribution system. A combined
distribution system consists of the interconnected wholesale systems and consecutive systems
that receive finished water from those wholesale system(s). However, Stage 2 sampling
requirements are based on the retail population served by each individual system, not on the
combined distribution system.
Chehalis’ Status
Chehalis does not meet the criteria for the Very Small System Waiver or 40/30 certification due
to its system size and DBP monitoring results, respectively. Chehalis serves a population less
than 10,000 people and as a Schedule 4 Water System will continue to meet the compliance
schedule shown in Table 9-9.
Table 9-9 Timeline for Chehalis’ Stage 2 DBP Compliance
Milestone Date
Final Stage 2 DBP Rule is issued January 4, 2006
IDSE Plan due to primary agency April 1, 2008
Complete IDSE standard monitoring March 31, 2010
Prepare and submit IDSE Report July 1, 2010
Revise DBP monitoring plan October 1, 2013
System must begin complying with rule requirements July 2014
Compliance with the Stage 2 DBPR will be a complex process and will likely require significant
planning and resources. Chehalis selected the standard monitoring plan (SMP) approach for
the IDSE requirements of the rule and has recently completed and submitted its IDSE
monitoring plan under the Stage 2 Rule.
Lead and Copper Rule
Regulatory Requirements
Lead and copper are metals that may be found in household plumbing materials and water
service lines. Lead can cause a variety of negative 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 establishes action levels, monitoring, and compliance requirements
for lead and copper levels at customers’ taps. To meet the established action levels, 90 percent
of all samples must have lead levels equal to or less than 0.015 mg/L and copper levels equal to
or less than 1.3 mg/L. If these action levels cannot be met, systems must implement public
education and a corrosion control treatment strategy for meeting these levels.
City of Chehalis 9-19 Chapter 9
Water System Plan February 2012
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 9-10 provides a summary of the LCR revisions.
Table 9-10 Lead and Copper Rule Revisions
Activity Rule Revision
Monitoring
Clarify language in the rule regarding the number of samples required and the number of
sites from which samples should be collected.
Modify definitions for monitoring and compliance periods to make it clear that all samples
must be taken in the same calendar year.
Clarify the reduced monitoring criteria that would prevent small and medium water
systems above the lead action level or large systems deemed to no longer meet Optimum
Corrosion Control Treatment from remaining on a reduced monitoring schedule.
Treatment or
Source Water
Changes
Require water systems to provide advanced notification to the primacy agency of intended
changes in treatment or source water that could impact long-term water 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 systems and states to consult
about potential problems.
Customer
Awareness and
Public Education
Require utilities to provide a notification of tap water monitoring results for lead to
owners and/or occupants of homes and buildings that are part of the utility’s sampling
program.
Changes to the content, delivery, and time frame of public education regarding lead action
level exceedances. Systems must partner with additional organizations to disseminate the
message to at-risk populations.
Requires educational statements about lead in drinking water to be included in all
Consumer Confidence Reports.
Lead Service Line
Replacement
Require utilities to reconsider previously “tested-out” lead service lines when resuming
lead service line replacement programs.
Chehalis’ Status
In 1992, Chehalis collected forty samples for the initial lead and copper monitoring. The second
“round” of samples in 1993 was also forty samples. The first reduced monitoring was twenty
samples in 1994 and second (20) in 1995. After this period, Chehalis was granted a reduced
monitoring approval of 20 samples each three years. Tap sample results collected by Chehalis
in 2005, 2008, are presented in Table 9-11. This table demonstrates that Chehalis is in
compliance with LCR requirements. The next set of data will be collected between January
2009 and December 2011.
City of Chehalis 9-20 Chapter 9
Water System Plan February 2012
Table 9-11 Lead and Copper – Regulatory Levels and Chehalis’ Monitoring Results
Parameter
90th Percentile Results
MCL
(mg/L)
2002
(mg/L)
2004
(mg/L)
2005
(mg/L)
2006
(mg/L)
2007
(mg/L)
2008
(mg/L)
Lead 0.015 0.006 0.0008 0.0008 <0.002 <0.002
Copper 1.3 0.050 0.12 0.12 0.060 0.03
9.4.4. Consumer Confidence and Public Notification Rules
The Consumer Confidence and Public Notification Rules require systems to provide customers
with water quality information on an annual basis, and when a regulatory violation occurs.
Regulatory Requirements
Under the Consumer Confidence Report (CCR) Rule promulgated in 1998, community water
systems are required to provide an annual CCR on the source of their drinking water and levels
of any contaminants found. 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 levels goal (MCLG),
the maximum contaminant level (MCL), and the level detected.
If an MCL is violated, information on health effects.
If the USEPA requires it, information on levels of unregulated contaminants.
While the CCR provides an annual “state-of-the-water” report, 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 1 year, depending on the severity of the violation.
Chehalis’ Status
Chehalis did not have any MCL violations and has not needed to issue a public notification
during the period of 2004 to 2009. CCRs are distributed on an annual basis.
City of Chehalis 9-21 Chapter 9
Water System Plan February 2012
9.5. Recently Promulgated and Anticipated Drinking
Water Regulations
Since 2007, two new drinking water regulations have been promulgated that will have a direct
impact on the City. Additional applicable regulations are anticipated over the next several years
Table 9-12 presents a list of anticipated regulations, dates (some anticipated) of regulatory
milestones, and regulated parameters. In addition to these anticipated regulations, the City can
track potential regulations by keeping up-to-date with the Contaminant Candidate List (CCL).
The CCL is the primary source used by the USEPA for establishing priority contaminants that
may face future regulation. In February 2005, the USEPA issued the second CCL, which is
comprised of 51 contaminants (9 microbial and 42 chemical) included on the previous list. The
CCL-2 includes at least three parameters that the drinking water industry anticipates will be
regulated in the future: atrazine, methyl-t-butyl ether (MTBE), and perchlorate.
Table 9-12 Recently Promulgated and Anticipated Drinking Water Regulations
Regulation Anticipated Date Parameters
Radon Rule Proposed: 1999
Final: unknown Radon
Revised Total Coliform
Rule/Distribution System Rule Promulgation after 2010
Total Coliforms
Fecal Coliforms
E. coli
Potentially other distribution
system contaminants and sources
Radon Rule
A proposed Radon Rule was released in 1999 that provides two options for the maximum level
of radon allowable in public drinking water supplies. The SDWA has directed the USEPA to
propose and finalize an MCL for radon in drinking water, but also to make available a higher
alternative MCL (AMCL) accompanied by a multimedia mitigation (MMM) program to address
risks of radon exposure due to its occurrence in air. The proposed MCL and AMCL for radon are
300 pCi/L and 4,000 pCi/L, respectively. The drinking water standard that would apply to the
District depends on whether or not DOH develops an MMM program. Development of a final
radon rule has been delayed numerous times since the rule was first proposed. At present, it is
unclear when it will be finalized.
Chehalis’ Status
The City will need to keep track of the Radon Rule and determine the best manner of
compliance. Since there has been a significant amount of time between the Rule’s proposal and
when it may be finalized, it is possible that the final regulation will be significantly different from
the proposed Radon Rule.
City of Chehalis 9-22 Chapter 9
Water System Plan February 2012
Anticipated Revised Total Coliform Rule/Distribution System Rule
As part of its 6-year review of existing regulations, the USEPA has determined the need to
revise the TCR. Revisions may include requirements to address finished water quality in the
distribution system as well as to evaluate additional or alternative monitoring strategies that
would be more cost-effective and maintain or improve public health. As part of the USEPA’s
process for determining the appropriate revisions to this rule and the need for a future
Distribution System Rule, a series of white papers were developed by the USEPA and other
groups in 2002 to describe potential health risks in the distribution system. These papers cover
the topics of:
Intrusion
Cross-connection control
Aging infrastructure and corrosion
Permeation and leaching
Nitrification
Biofilms and bacterial growth
Covered storage
Decay in water quality over time
New or repaired water mains
In addition, the USEPA and the American Water Works Association (AWWA) are currently
preparing 10 issue papers related to the development of revisions to the current TCR. These
papers will cover the distribution system topics of:
Indicators of water quality
Effectiveness of disinfectant residuals
Compliance with the existing TCR
Assessment of distribution systems
Optimization of monitoring strategies
Hazard analysis and control strategies
Accumulation of inorganic contaminants
Nutrient availability
Causes of contaminant events and positive coliform samples
Total coliform sample invalidation
In September 2008, a Total Coliform Rule/Distribution System Rule Federal Advisory
Committee (FAC) reached an agreement-in-principle on revisions to the TCR and on what
information about distribution systems is needed to better understand and address possible
public health impacts from degradation of drinking water quality in distribution systems. It is
unlikely that a revised TCR will be promulgated prior to 2010.
With regard to a potential future Distribution System Rule, the FAC is considering the following:
(1) evaluation of available data and research on aspects of distribution systems that may create
risks to public health, (2) identification of priority data gaps, and (3) identification of data
collection approaches (such as a data collection rule and/or additional research).
City of Chehalis 9-23 Chapter 9
Water System Plan February 2012
Chehalis’ Status
It is likely that any developments with either rule will have an impact on Chehalis. Revisions to
the TCR are intended to reduce monitoring and reporting burdens while maintaining current
levels of public health protection. Any developments with either rule will likely have some impact
on the City. It is possible that these rules will require the use and documentation of best
management practices within the distribution system, and/or monitoring associated with some of
the topics covered in the issue papers listed above. Cross-connection control program
implementation and documentation may be a primary focus. As part of the agreement-in-
principle signed in September 2008, the most significant potential revision to the TCR includes
elimination of the non-acute MCL for total coliform. Rather, systems that exceed 5% positive
total coliform results in a given month will need to conduct a system assessment to identify and
correct any deficiencies that may have contributed to the positive results.
The City will continue to follow developments with the TCR revisions process, as well as any
potential developments associated with a future Distribution System Rule.
9.6. Labs Used for Chehalis’ Sample Analyses
Chehalis uses five laboratories to perform water quality testing, including a City of Chehalis
laboratory. Except for Lab/Cor, Inc. and Analytical Services, Inc., these laboratories are
certified by the DOH drinking water laboratory certification program for analyses methods.
Lab/Cor, Inc. and Analytical Services, Inc. have EPA approval for conducting EPA Method 1623
for Giardia and Cryptosporidium analysis. The contact information is listed below.
Water Management Laboratories
1515 80th St. E
Tacoma, WA 98404
Phone: 253-531-3121
Lab/Cor, Inc.
7619 6th Ave. NW
Seattle, WA 98117
Phone: 888-522-2674
State of Washington Department of Health Radiation Laboratory
PO Box 550501
1610 NE 150th St.
Shoreline, WA 98155
Phone: 206-361-2896
Lewis County Environmental Health Laboratory
360 NW. North St. Chehalis WA. 98532.
Phone: (360) 740-1231
Columbia Analytical Services Inc.
1317 South 13th. Ave. Kelso WA. 98626
Phone: (360) 577-7222
City of Chehalis 9-24 Chapter 9
Water System Plan February 2012
9.7. Response to Customer Inquiries and Complaints
The City of Chehalis keeps good documentation of all orders that are generated by a customer
call to Public Works. When a call for inquiry or complaint received, the information is
disseminated from the Public Works office to the water filter plant. Depending on the nature of
the issue, a work order is generated to deal with the situation. In case of a water taste, smell,
color or odor complaint, actions are initiated as soon as possible within the next available time
line. Usually it turns out to be a water filter system in a customer’s home making the odor or
smell. On occasion a Bacteriological (Bac-T) sample from a customer’s home and one close to
their water connection off the water system are collected to verify that integrity of the water
system. Once the tests are completed, customers are called in and given the results from the
Bac-t test.
9.8. Summary of Regulatory Status and Monitoring
Requirements
A review of Chehalis’ monitoring and compliance procedures and water quality monitoring
results indicates that Chehalis was in full compliance with all State and Federal regulations
during the review period. Table 9-13 summarizes Chehalis’ regulatory status from 2005 to
2009, including regulatory requirements and recommendations for continued compliance.
Table 9-14 presents a summary of water quality monitoring requirements. The table includes
the parameters to be monitored, sampling location, and frequency for existing and applicable
future regulations.
City of Chehalis 9-25 Chapter 9
Water System Plan February 2012
Table 9-13 Summary of Applicable Regulations and Compliance Status
Regulation Requirements Status Compliance? Recommendations
Surface Water
Treatment Rules
Operate treatment
such that removal
credit requirements
are met.
Meet turbidity
performance criteria
Monitor chlorine
residuals throughout
the distribution
system.
Maintain Watershed
Control Plan.
Chehalis operates the
Water Filtration Plant in a
manner to meet removal
requirements.
Chehalis has met turbidity
and chlorine
requirements.
Chehalis has a
documented watershed
control program.
Yes
Continue with existing
monitoring.
Maintain an updated
watershed control plan
Phase I, II, V Rules
Monitor finished
water for IOCs,
SOCs, and VOCs.
Monitor distribution
system for asbestos.
Conducted required
monitoring. Yes Continue with existing
monitoring.
Radionuclide Rule
Monitor for
regulated
radionuclides.
Conducted required
monitoring Yes
Monitor per
requirements
established by DOH.
Unregulated
Contaminant
Monitoring Rule 1
Monitor for listed
contaminants.
Conducted monitoring as
required. Yes No longer effective.
Total Coliform
Rule
Written Plan;
Monitoring.
Conducted required
monitoring and has plan. Yes Continue with existing
monitoring.
Total
Trihalomethane
Rule (1)
Monitoring.
Monitored at two
distribution system
locations.
Met MCL.
Yes No longer effective.
Stage 1 D/DBP
Rule
Written Plan;
Monitoring.
Monitors at two
distribution system
locations quarterly, has
levels below MCL, and
has developed a plan.
Yes Continue with existing
monitoring.
Lead and Copper
Rule
Written Plan;
Monitoring.
Monitors as part of
regional program.
Meets action levels.
Yes Continue with existing
monitoring.
CCR and Public
Notification Rules
Annual Reports.
Reporting as
needed.
Consumer Confidence
Reports published
annually.
Yes Continue with existing
reporting.
(1) This regulation was replaced with the Stage 1 D/DBP Rule in 2002.
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Table 9-14 Summary of Monitoring Requirements
Parameter Regulatory Requirement Location Frequency
Turbidity Surface Water Treatment
Rule
Before and after
treatment Continuously
Giardia lamblia inactivation Surface Water Treatment
Rule Treatment process Continuously
Cryptosporidium and E. coli LT2 Enhanced Surface
Water Treatment Rule Prior to treatment 24 consecutive months
Chlorine Residual Surface Water Treatment
Rule
Distribution system
entry point Continuously
Chlorine Residual Surface Water Treatment
Rule and Stage 1 D/DBP
Throughout
distribution system Monthly
Inorganic chemicals – except
asbestos Phase II, V Rules After treatment Once in 3 years
Asbestos Phase II Rule In distribution system Once every 9 years
Synthetic organic chemicals Phase II, V Rules After treatment Every 3 years (except for
waived SOCs)
Volatile organic chemicals Phase I, II, V Rules After treatment Once in 3 years
Radium-226, Radium-228,
gross alpha emitters, and
gross beta emitters
Radionuclides Rule After treatment 1 sample every 3 years
Total coliform Total Coliform Rule Throughout
distribution system
Eight samples per month as
per Coliform Monitoring
Plan
Disinfection By-Products
(TTHMs and HAA5) Stage 1 D/DBP Throughout
distribution system Quarterly 2 samples
Disinfection By-Products
(TTHMs and HAA5)
Stage 2 D/DBP – IDSE
requirement
Stage 2 Compliance
Throughout
distribution system
Throughout
distribution system
Depends on selected IDSE
compliance approach
Based on IDSE findings
Lead and copper Lead and Copper Rule
Customers’ taps
throughout the
distribution system
20 samples every 3 years
pH, alkalinity, and
temperature Lead and Copper Rule
Customers’ taps
throughout the
distribution system
Every 3 years (coinciding
with tap samples)
pH Lead and Copper Rule Distribution system
entry point Daily
Assessment List
Screening Survey List
(10 ‘list 1” contaminants)
UCMR2
Distribution system
entry point and within
distribution system
(depending on
parameter)
Quarterly for 12 months
during 2008 to 2010
Radon (Future Regulations) Radon Rule Distribution system
entry point Annually
Section 10
Maintenance and Operations Program
City of Chehalis 10-1 Chapter 10
Water System Plan February 2012
10. Maintenance and Operations Program
This chapter summarizes the programs and procedures used to ensure safe and reliable supply
of potable water to the City’s customers. It includes a description of water system management
and personnel, system operations and control, the emergency response program, safety
procedures, and the cross-connection control program.
10.1. Water System Management and Personnel
The Maintenance and Operations (M&O) Program of the Water System is the responsibility of
the City of Chehalis and is managed by the Public Works Department. The City, as owner and
operator of the water system, has the authority to set policy and rates for the system.
Ordinances affecting Public Works and are reviewed and approved by the City Council, but it is
the responsibility of the Public Works Department to implement policies and to maintain and
operate the water system.
The Chehalis Public Works Department is responsible for the Water System, Sanitary Sewer
System, Storm Water System, Street and Transportation Systems and Engineering and
Mapping. The Public Works Department employs 31.5 full-time persons, and seasonal help is
hired each summer to assist with maintenance and construction work.
Even though the Department’s employees have their own specific duties, shifting and sharing of
personnel and resources occurs regularly, as priorities and workload requirements dictate. An
organizational chart, pertaining to water system, along with roles and responsibilities is provided
as Figure 2-1. Water operations can be separated into three “branches” under the direction of
the Director. These branches include:
Water Division
Engineering Division
Administrative Support
The responsibilities for the Director and these branches, as they relate to the management of
the water system, are described below.
Director
The Director is responsible for ensuring that the mission adopted for the Water Utility is carried
out. The Director responsibilities include department administration, developing budgetary
requirements, assuring effective performance of the water system, project management, and
implementing City ordinances and utility policies regarding water service. The Director provides
strategic guidance on regional issues and managing key initiatives for the water system, such
as the Capital Improvement Program. Responsibilities also include dissemination of information
throughout the utility, across departments and to the public, community relations, public
information, purveyor communications, media relations, and employee communications.
City of Chehalis 10-2 Chapter 10
Water System Plan February 2012
Water Division
The Water Division is responsible, under the oversight of the Water Superintendent, for the
normal day-to-day operation of the utility. Figure 2-1 shows the Water Division personnel and
their roles and responsibilities.
The Water Division provides service to the customers of Chehalis 24 hours per day, 365 days
per year. The Division operates, maintains, and improves the source, treatment, and water
transmission and distribution system to protect public safety, public health, and the environment.
Preventive maintenance is provided by almost all members of the division depending on their
areas of expertise.
The Water Treatment Plant Operators are responsible for the operation of the filter plant,
monitoring the intake facilities, and share duties with the Water Distribution Specialists including
water quality monitoring, meter reading and repair, servicing customer accounts (connections
and disconnections), customer service and facilities maintenance. The Water Distribution
Specialists also are responsible for water service installation and repair, hydrant and valve
testing and maintenance, cross-connection control inspections, customer service, water line
repair and pump station operation and maintenance. These two classification share
responsibilities as priorities require.
The Water Superintendent is responsible for the Cross-Connection Control Program, trouble
shooting and maintenance of electrical and electronic components, circuitry and controls,
hydraulic and mechanical repair and recordkeeping.
Engineering Division
The Engineering Division provides technical support for all utility functions. The responsibilities
include project engineering, engineering inspection, development review coordination,
AutoCAD/GIS/GPS oversight, technical documentation and customer service.
Administrative Support
The administrative support staff provides support for all of Public Works. Their responsibilities
include administrative support, accounts payable, billing statements, payments, budget support,
receptionist duties, dispatching, correspondence, records management and customer service.
10.2. Operator Certification
Chehalis is committed to meeting the requirements of the Water Works Operator Certification
Program administered by the Washington State Department of Health (DOH). Under this
program, water systems must employ certified operators to carry out various water system
functions as part of their treatment and distribution systems.
Certification Requirements
Chehalis is classified as a “Group A” public water system. The Group A classification requires
that Chehalis have certified operators in charge of all active, daily, and technical operations of
the water system. In meeting this requirement, Chehalis maintains certified personnel
throughout the utility for a variety of water system operations.
City of Chehalis 10-3 Chapter 10
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A system of Chehalis’ size requires a Water Distribution Manager II or greater as the certified
operator. The City is further required to have those employees associated with water treatment
responsibilities certified as Water Treatment Plant Operator II. The Cross-Connection Control
Program requires a certified Cross-Connection Control Specialist I. All personnel in the water
division are certified at the level, or higher, appropriate for their responsibilities.
Table 10-1 shows all current water personnel and their certification level.
Table 10-1. Water System Certification Information
Position Staff Member Name Certification
Water Treatment Operator II Gary Cabe WDS, WTPO 3, WDM 3
Water Treatment Operator I Chuck Moses WTPO 3, WDM 3
Water Treatment Operator I Lloyd Gruginski WTPO 3
Meter Reader Kyle Knapp WDS, WDM 1, CCS
Equipment Maintenance Technician Frances Landry WPTO 2, CCs
Water Distribution Operator II Donald Schmitt WDM 2
Water Distribution Operator I Stan Zydek WDS, WTPO IT, WDM 3, CCS
Water Superintendent Dave Vasilauskas WTPO 1, WDM 2, CCS
Water Maintenance/Meter Reader I John Smith N/A
Certified operators are either on-site or on-call for all critical water system operations. Chehalis
also ensures that certified operators are in charge of all segments of the water system as
appropriate
Training
All certified personnel for Chehalis renew their certificates on an annual basis and enhance their
professional growth in the field by accumulating at least three college-related credits or
continuing education units (CEUs) every three years. Personnel meet the CEU requirements
through a combination of state and AWWA sponsored classes. State-sponsored classes
include those offered through Washington Environmental Training Resource Center (WETRC).
Examples of classes offered through this program include “Chlorination System Operation and
Maintenance” and “Basic Electrical” as well as many others.
10.3. System Operations and Control
The purpose of this element of the WSP is to provide a complete understanding of how
Chehalis operates its water system. This general description begins with an overview of how
Chehalis manages the water supplies from available sources and balances drinking water
demands with filter plant capacity. This overview is followed by a general description of how
Chehalis operates the filter plant, transmission and distribution system, including identification of
major system components, routine system operation, preventive maintenance, and equipment
supplies and chemical listings. It is important to note that the system operations and controls
described in this section are not hard and fast rules but represent general management
guidelines for operating the system.
10.3.1. Management and Operation of Water Supply Sources
Chehalis’ water sources consist of surface diversions from the North Fork Newaukum and
Chehalis Rivers. Operation of these sources to meet water demands varies with time of year,
City of Chehalis 10-4 Chapter 10
Water System Plan February 2012
hydrologic conditions, water quality and level of water consumption. Management of these
resources is the responsibility of Chehalis Filter Plant personnel with oversight from the Water
Superintendent.
North Fork Newaukum River
As described earlier, the North Fork intake is in a remote location 17 miles from the City and is
the City’s primary source of water. A simple weir structure diverts the water through a bar
screen where heavy material is removed. The water then passes through a traveling screen
and flows by gravity to the filter plant in town. A valve at the inlet to the filter plant controls the
volume of flow from the North Fork. The valve at the filter plant is adjusted based on the usage
within the system and water level in the main reservoir. The flow from the intake and through
the filter plant is kept at as constant a rate as possible by utilizing the storage of the main
reservoir as a buffer to system demands. Plant personnel read the flow meter, which is located
at the filter plant.
Chehalis River
The Chehalis River intake and pump station are located west of the City Center on the bank of
the Chehalis River. The Chehalis is used primarily as a backup to the North Fork and to
augment system needs when the supply from the North Fork is insufficient to meet system
demands. Filter plant personnel perform the operation of this station. The pumps are manually
controlled and require an operator’s presence for startup. To ensure its reliability and to purge
stagnant water from the transmission line, the Chehalis intake system is operated at least once
per month. At the same time, the auxiliary generator is operated under load. During monthly
tests and during startup, the water bypasses the filter plant to the Water Treatment Residual
Treatment Basin (WTRTB) to purge stagnant water. When used as a source, the pumps are
turned on and off manually to meet system demands.
10.3.2. SCADA and Telemetry System
The water system’s telemetry system is approximately 80% complete. The Chehalis River
Pump Station is scheduled for completion in 2011, and the WTRRB is scheduled to be
completed in the near future. The South End Pump Station and the Centralia/Alpha Pump
Station have a complete system that transmits station status and alarms to the filter plant during
normal working hours and to the alarm center when the plant is not staffed. The Valley View
Pump Station and High Level Pump Station are controlled by their respective reservoirs but do
not transmit information to a centralized control and data collection system.
10.3.3. Storage Reservoirs
The Main, Kennicott and Yates reservoirs provide storage to the main system. Their overflow
elevations are 403, 399 and 403.5, respectively. Water flows from the treatment plant to the
Main Reservoir and then into the system. The Kennicott and Yates reservoirs float off the
system and help to equalize flows and pressures during high usage periods.
The Kennicott Reservoir overflow is constructed four-feet lower than the other two reservoirs.
For this reason, an altitude valve was installed on the inlet of the Kennicott Reservoir to prevent
it from overflowing. The altitude valve closes when the Kennicott Reservoir is full, allowing
water to only flow out of the reservoir until the water level drops to a predetermined elevation.
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Then the altitude opens to allow normal operation until the reservoir is again full. In the past,
this situation caused long resident times in the reservoir, which depleted the chlorine residual.
However, due to growth and increased usage within the system, turnover in the reservoir has
increased and depleted chlorine residual is no longer a problem.
The Kennicott, Yates, and half of the Main Reservoir can be taken out of service for
maintenance and inspection without interrupting service. However, half of the Main Reservoir
must be on line for the filter plant to continue to operate. Maintenance requirements of these
facilities are minimal. The altitude valve at the Kennicott Reservoir needs calibration at least
once per year. Reservoirs are inspected regularly to ensure that all hatches are locked and
secure, general condition is observed for any signs of vandalism and condition of over flows and
vents are evaluated to make sure they are not blocked and that the screens are clean and in
place.
10.3.4. Pump Stations
High Level Reservoir and Pump Station
The High Level Pump Station draws water from the outlet of the Main Reservoir prior to the
meter and pumps to the High Level system. The output of this station is metered and is
recorded at the filter plant. The reservoir has a low-level alarm at the filter plant. There are two
pumps in the station but only one pump operates at any one time. The pumps are manually
rotated on a monthly basis. The pump is signaled to start when the water in the reservoir drops
4 feet below the maximum level. Routine operation and maintenance of the pump station
include cleaning the station, lubrication of pumps, reading and recording all meters, exercising
the generator and monitoring its fuel supply, and verifying all control point settings and alarms.
The reservoir is inspected regularly to ensure that all hatches are locked and secure, general
condition is observed for any signs of vandalism and condition of over flows and vents is
evaluated to make sure they are not blocked and that the screens are clean and in place.
Valley View Reservoirs and Pump Station
The Valley View Pump Station draws water from the main system and pumps through a
dedicated 4-inch line to the Valley View Reservoirs. The pumps are signaled to start when the
reservoir drops 3.5 feet below the maximum level. A new pump station was constructed to be
enclosed within an above ground building. The new station includes both flow and hour meters.
Meter information along with station status will be transmitted to the filter plant. Routine
operation and maintenance of the pump station include cleaning the station, lubrication of
pumps, reading and recording all meters, and verifying all control point settings and alarms.
The reservoirs are inspected regularly to ensure that all hatches are locked and secure, general
condition is observed for any signs of vandalism and condition of over flows and vents is
evaluated to make sure they are not blocked and that the screens are clean and in place.
South End Pump Station
This station pumps from the Main Zone and supplies water to users south of the City. The zone
has no storage therefore a pump must run continuously. The station has two variable speed
pumps that operate off a pressure sensor which is set to maintain 90 psi. The station also
includes an auxiliary generator. The station has an alternator, flow and hour meters, and
pressure sensors. Pump run status, pump run time, system pressure, and alarms are
transmitted to the filter plant. Routine operation and maintenance include cleaning the station,
City of Chehalis 10-6 Chapter 10
Water System Plan February 2012
lubrication of pumps, reading and recording all meters, exercising the generator and monitoring
its fuel supply, and verifying all control point settings and alarms.
Centralia/Alpha Pump Station
This station pumps from the South End zone and supplies users along the North Fork Road.
The zone has no storage therefore a pump must run continuously. The station has two variable
speed pumps that operate off a pressure sensor, which is set to maintain 90 psi. The station
also includes an auxiliary generator. The station has a hypochlorinator to maintain chlorine
residual. The system monitors incoming chlorine residual and adds chlorine to maintain
between a 0.5 and 1 ppm residual. The station has an alternator, flow and hour meters,
intrusion alarm, chlorine residual analyzer, and pressure sensors. Pump run status, system
pressure, chlorine residual, generator status and alarms are transmitted to the filter plant.
Routine operation and maintenance include cleaning the station, lubrication of pumps, servicing
& calibrating the chlorine analyzer, refilling chlorine solution, reading and recording all meters,
exercising the generator and monitoring its fuel supply, and verifying all control point settings
and alarms.
18th St Pump Station
This station was built to replace the Henderson pump station. It includes one pump for the
Newaukum raw water supply and three variable speed pumps for finished water. The finished
water pumps are a new development to the system which includes three PRV/Check Valve
stations that divide the Main Zone when the pump station is operating. Its primary purpose is to
boost pressures in the southern portion of the system and increase supply to the Yates
Reservoir. The pump station is manually operated but is planned to be fully automated in the
future.
10.3.5. Treatment Facilities
The Water Filter Plant, described in detail in Section 2, is operated 24 hours per day 7 days per
week and is staffed at least 8 hours per day Monday through Friday. On weekends and
holidays, operators perform essential treatment duties, including logging readings, record
keeping, backwashing filters, and other operational and maintenance duties as required. During
periods when no operating personnel are present, the alarms are forwarded to a 24-hour alarm
center which alert on-call personnel.
The water flow into the plant is maintained at a steady rate utilizing the Main Reservoir to buffer
the system demand. The current capacity of the plant is 4.8 mgd.
With the exception of the flocculation train, the filter plant has two separate equal capacity
treatment trains. This allows routine maintenance and backwashing of filters without shutting
down the treatment process.
As water enters the plant, chlorine is added followed by an injection into the flash mixer basin of
a flocculent containing poly-aluminum hydroxide. The plant has a 5,000-gallon flocculent
storage tank that provides over one year of capacity at average flow and over six months at
peak flow. The water then flows to two flocculation basins operating in series where mixing is
completed and floc is formed. The pre-settling basin follows the flocculation basin where the
heavier sediments are deposited. This basin commonly has three to four inches of sediment
buildup. These basins are cleaned semiannually by flushing the sediments out the mud valves.
City of Chehalis 10-7 Chapter 10
Water System Plan February 2012
Next, the water flows to the two sedimentation basins, which operate in parallel and have the
ability to be operated independently. These basins also require semiannual cleaning.
The final treatment is provided by two anthracite coal and rapid sand filters operating in parallel.
Either filter may be taken out of service while the other remains in use; this essentially divides
the capacity in half. The frequency of backwashes relates directly to the turbidity of the water.
Backwashes are prompted by filter head loss, reduction in filter flow velocities and turbidity
breakthrough caused by the accumulation of captured material on/in the filters. The filters are
generally backwashed at a frequency ranging from 48 to 72 hours. However, during high
turbidity periods backwashes may be required more often than once every 24 hours.
Backwashing is currently triggered and controlled manually by the operator. A project to
automate the controls at the Water Filter Plant is designed and will be implemented within this
WSP’s six-year planning horizon.
Backwashing is accomplished by gravity from two reservoirs located above the plant. Each
backwash requires one-half the capacity of the storage facility. The reservoirs are refilled
between backwashes by pumping from the clearwell prior to the main reservoir. The backwash
water flows by gravity to settling basins about a quarter of a mile from the plant after which the
water is released to Coal Creek. The two settling basins are each equipped with decanters and
can hold the equivalent of two backwashes.
After the filter, both lime and sodium silicofluoride are added to the water as slurry in the
clearwell before being discharged to the reservoir. The plant uses an average of 60 pounds of
lime per day. The source is readily available locally and the supply on hand is sufficient to last
three to four weeks. The lime feed rate is adjusted manually as dictated by pH tests and flow.
The plant uses an average of 20 pounds per day of sodium silicofluoride. The plant has over a
three months supply on hand. The chemical feed equipment is in good condition. Both lime
and sodium silicofluoride require specialized respirators and protective clothing for handling.
The treatment plant personnel are well versed in the use of this equipment and special handling
requirements and the proper MSDS sheets are available and properly posted.
Gas chlorine is used to provide disinfection and is fed to the raw water prior to the flash mixer
and again at the clearwell after treatment. Separate equipment is used at each of these
locations. The plants average chlorine usage is 33 pounds per day.
The plant utilizes a one-ton cylinder, with two 150-pound cylinders for back up. These cylinders
are connected with an automatic scale/switch-over system. The one-ton cylinder is received
half full and they are stored outside to comply with chlorine gas storage requirements. This
capacity equates to approximately 30 to 60 days of supply on hand depending on the time of
year. The plant has a chlorine leak detector/alarm system. The chlorinators are serviced
regularly and are in good condition.
Chlorine is highly corrosive and requires special handling. All plant personnel are well training
in the handling and operation of the chlorine equipment. A self-contained breathing apparatus
is available for emergency use. In addition, a repair kit for both the one-ton and 150-pound
cylinders is available onsite. Strict guidelines are posted for handling and emergency procedure
should a leak occur.
Laboratory chemicals are needed for a variety of required tests and analyses. Supplies are
ordered well in advance, with some chemicals shipped on a routine schedule. Laboratory
City of Chehalis 10-8 Chapter 10
Water System Plan February 2012
equipment includes a pH meter, spectrophotometer, and tabletop turbidimeter. The City has
backup lab equipment and access to this equipment at other City facilities. The proper MSDS
on all chemicals used are available and properly posted.
The plant has three continually monitoring/recording Hach 1720 turbidimeters, one for each of
the filters and one to monitor the water in the clearwell. These units are in good condition and
receive regular maintenance and calibration. The plant’s chart recorders are being phased out
and this function is being incorporated into the SCADA system. Currently the SCADA system is
used to collect data on plant and equipment operations.
The City is producing water of very high quality out of the current filter plant and has the
capability of providing treatment to a wide range of raw water conditions from both of the City’s
sources.
10.3.6. Preventative Maintenance Program
Good preventative 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
system operation, extend life of equipment, and provide early warning of mechanical
breakdown.
The City currently follows a schedule of monitoring and maintaining the facilities throughout the
distribution system. A complete list of operation and maintenance tasks is included in Table 10-
2.
Table 10-2. Current Maintenance Tasks
Operation and Maintenance Task Frequency
Annual
Quantity
Personnel
Required
Average
Hours
Total
Hours
Required
Intake Operations
Inspect/security facilities and equipment Daily 365 1 0.75 273.75
Recordkeeping Daily 365 1 0.75 273.75
Conduct Routine Maintenance Daily 365 1 0.50 182.5
Maintain Grounds and Facilities Daily 365 1 2.50 912.5
Inspect Watershed/Forest Practices Weekly 52 1 1.50 78
Raw Water Coliform Monitoring Monthly 12 1 2.00 24
Road Maintenance 5 days 5 3 8.00 120
Subtotal 1864.5
Water Treatment Operations
Water Quality Tests Daily 365 1 1.50 547.5
Recordkeeping/Reporting Daily 365 1 1.50 547.5
Adjust chemical feed, fill hoppers, backwash
filters calibrate turbidity monitoring
equipment, housekeeping, routine maintenance Daily 365 1 2.00 730
New/Replace/Maintain Equipment 80 days 80 1 8.00 640
Clean Settling Basins (Semi-Annual) 2 days 2 3 8.00 48
Reservoir Cleaning 5 days 5 1 8.00 40
Operate Chehalis River Pumps 12 days 12 2 1.00 24
Coliform Sampling 96 96 1 2.00 192
Water Quality Monitoring 1 1 20.00 20
Subtotal 2789
City of Chehalis 10-9 Chapter 10
Water System Plan February 2012
Operation and Maintenance Task Frequency
Annual
Quantity
Personnel
Required
Average
Hours
Total
Hours
Required
Customer Service
Meter Reading 1677/month 20124 1 0.05 1006.2
Delinquent Notification-Deliver Tags 100/month 1200 1 0.25 300
New Customer-Turn on 60/month 720 1 1.00 720
Close Customer Account 60/month 720 1 1.00 720
Emergency Turn-off/on 4/month 48 1 0.50 24
NSF Checks Turn-off/on 6/year 6 1 0.50 3
Delinquent Shut-off 300/year 300 1 0.25 75
Delinquent Lock-off/Turn-on 60/year 60 1 0.40 24
Subtotal 2872.2
Distribution
Reservoir & Pump Station Checks 260 days 260 1 3.00 780
Meter Changes/Repairs 140/year 140 2 2.00 560
Miscellaneous Repair (lids, boxes etc) 100/year 100 1 1.00 100
New/Replace Water Mains 30 days 30 7 8.00 1680
Install New Services 50/year 50 3 8.00 1200
Upgrade Services 33/year 33 2 4.00 264
Replace Services 16/year 16 3 12.00 576
Hydrant Replace/New 6/year 6 3 24.00 432
Hydrant Maintenance 6/year 6 2 2.50 30
Hydrant Flushing (Semi-Annual) 362/year 362 2 0.40 289.6
Hydrant Meters (Install-on/off) 14/year 14 1 1.00 14
Valve Exercising 300/year 300 2 0.35 210
Valve Replacement 0
Blow-off Dead End Lines (Bi-Monthly) 18/month 108 1 1.00 108
Maintain Equipment/Housekeeping 260 days 260 2 0.50 260
Fire Flow Testing 10/year 10 2 1.00 20
Subtotal 6523.6
Cross-Connection Control
Inspections 150/year 150 1 2.00 300
Administration Weekly 52 1 1.00 52
Recordkeeping/Clerical Weekly 52 1 1.00 52
Subtotal 404
Other
Construction Inspections 3 projects 3 1 20.00 60
Review Construction Plans 3/year 3 7 1.00 21
Locates 660/year 660 1 1.00 660
Inventory Parts Quarterly 4 2 8.00 64
Flagging/Traffic Control 36 days 36 2 8.00 576
Truck Driver 36 days 36 1 8.00 288
Safety Meetings Monthly 12 7 1.00 84
Safety Training/CEU Classes 16 hr/emp. 16 7 1.00 112
Vacation 20 days 20 7 8.00 1120
Sick Leave 12 days 12 7 8.00 672
Holidays 13 days 10 7 8.00 560
4217
Total Hrs. 18670.3
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Source facilities at the North Fork are monitored regularly for water quality, security and
operation. The Chehalis River intake is monitored and tested monthly. The filter plant is staffed
8 hours per day, five days per week. On weekends and holidays, operators perform essential
treatment duties including logging readings, recordkeeping, backwashing filters and other
operational and maintenance tasks as required. The booster pumps and reservoirs are
inspected, master meter read and recorded twice weekly. Chlorine residual and routine
bacteriological sample are taken from the distribution system weekly and dead-end lines are
blown-off bi-monthly.
Aside from the current routine and preventive maintenance performed by the City, there are
additional practices which would aid the City in ensuring even more reliable water service.
These practices include routine cleaning and inspection of all system reservoirs a least once
every five years. In addition, it is desired that system valves be inspected and exercised at a
minimum of once every three years. Fire hydrants should be maintained at least once every
two years. In preparing this WSP, the City has updated its system maps to include pipe size
and type, year of construction, valve location, hydrant location and significant system facilities
such as reservoirs and pump stations. These maps will aid the City in planning and recording
maintenance activities.
Service meters should be monitored and tested on a regular basis, and replaced as needed
every ten to fifteen years. Master meters should be monitored and tested on a regular basis.
10.3.7. Equipment, Supplies, and Chemical Listing
The City must be ready at all times to respond to routine and emergency maintenance needs.
Chehalis maintains a computerized inventory of repair and replacement parts that permit
immediate repair of most system failures. This inventory is updated monthly as invoices are
paid and work orders are processed. The City must also maintain sufficient operating chemicals
to allow continuous operation of source and treatment facilities. Depending on the availability of
the chemicals, sufficient supplies are stored to allow reasonable order and shipping times. A
complete list of suppliers is kept on file at the City. Manufacturers’ technical specifications on
major system components, such as the traveling screen or filter media, are kept on file at the
Public Works Office and at the filter plant.
10.4. Comprehensive Monitoring Program
The City’s water quality monitoring program is described in detail in Section 9.
10.5. Emergency Response Program
The Washington State Department of Health (DOH) requires the inclusion of an Emergency
Response Program (ERP) in the operations program under WAC 246-290. The purpose of an
ERP is to guide personnel through potential system malfunctions, natural disasters, and other
events that might alter routine system operation. The program is required to include a water
system personnel emergency call-up list, notification procedures for water quality emergencies,
a vulnerability analysis for the water system and contingency operational plans for the system
when normal operating procedures are not available. The City has an existing ERP, which
covers all departments.
10.5.1. Water System Personnel Emergency Call-up List
An Emergency Call Up Roster is shown in Table 10-3. An updated copy of this list with phone
numbers is kept at the Public Works Office and Central Dispatch. During non-working hours,
calls from the public are received at Central Dispatch. Depending on the nature of the
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Water System Plan February 2012
complaint, Central Dispatch contacts the appropriate on-call personnel. Alarms from the filter
plant, South End Pump Station and Centralia/Alpha Pump Station are received at the filter plant
during working hours and at a private alarm center after hours and on weekends. The alarm
center contacts the on-call personnel.
Table 10-3. Emergency Call-up Roster
City of Chehalis Other
City Hall 345-1042 Fire Dist. #5 Lewis Co. (raw water) 262-3320
Community Services 748-0271 Fire Dist. #6 Lewis Co. (raw water) 748-6019
Dispatch (aka Central Dispatch) 740-1105 Forest Manor (raw water) 748-7684
Locate, Inc. 206-943-8828
Filter Plant 748-4955 Emergency Pager 206-786-3286
Fire Services 748-3394 One Call Locate 800-424-5555
Billing (Contract #0030) 206-454-8888
Police Department 748-8605 MCI 800-624-9675
Wastewater Treatment Plant 767-6444 PUD of Lewis County 748-9261
Water Treatment Plant (aka Filter Plant) 748-4955 Pacific Cataract Laser Clinic 748-8632
City of Centralia Phone Repair Business Lines 800-214-8043
Centralia Fire Department 736-3975 Residential Lines 800-954-1211
Centralia Police Department 330-7680 Providence Hospital 736-2803
Centralia Public Works Department 330-7512 Sprint 800-521-0579
Centralia Street Department 330-7512 Tacoma Eastern Railway 206-383-2626
Centralia Water/Wastewater 330-7512 Utility Underground Locate Center 800-424-5555
Lewis County QWEST (Locate, Inc. Working hrs.) 800-954-1211
Emergency Management 740-1151 Emerg. Response during working hrs. 206-392-6412
Environmental Health 740-2745 Puget Sound Energy (Gas Division) 736-3383
Public Services 740-1122 800-999-4964
Public Works 740-1123
Area Supervisor, Dave Lykken:
Mobile 360-269-4292
Sheriff 748-9286 Pager 330-9662
State Home 740-9511
DOH Southwest Regional Office 360-236-3030 Burlington Northern Trouble Reports 800-832-5452 (Ext. 2)
Fax 360-664-8058 Longview/Kelso 360-578-2361
After Hours 800-833-6388 Chehalis School District Office 807-7200
Dept. of Ecology's Spill Response 360-407-6300 Comcast 800-266-2278
Chehalis Public Works Department Contact Phone Numbers
Phone Mobile Pager
During Business Hours: Public Works Office 748-0238
Water Treatment Plant 748-4955
After Business Hours: Water Superintendent 360-740-1633 269-0953
Public Works Director 269-3372 330-6103
Water On Call Person 330-3330
Filter Plant On Call Person 330-3580
Emergency 911
Problems Requiring Immediate Response (After Hours) 740-1105 (Central Dispatch)
748-3921 (Voice Mail) Non-Emergency (After Hours)
City of Chehalis 10-12 Chapter 10
Water System Plan February 2012
City of Chehalis Public Works Department Employee's Home Phone Numbers
Radio Phone Pager Cell
Administration
Director of PW 801 (360) 459-0136 330-6103
Public Works Dept. 800
Water Division
Vasilauskas, Dave, Water Superintendent 812 740-1633 330-6063 269-0953
Zydek, Stan, Water Dist. Specialist 813 983-3872 330-6440 269-2900
Cabe, Gary, W Treatment Operator 823 748-6245 269-1522
Gruginski, Lloyd 826 295-0321 269-0280
Moses, Chuck, W Treatment Operator 824 482-2012
Landry, Francis, Equip/Maint Tech 825 748-3696
Water Filter Plant 820 748-4955
On Call
Water 330-3330 269-3372
Public Works 748-0238
Water Filter Plant 748-4955
General Field Response
The initial reaction by City personnel to an emergency should be to take prompt action to
eliminate 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. Next, the
Water Superintendent, or their designee, should be contacted, and a crew dispatched to assess
the damage and determine the materials and resources necessary for correction. It is essential
that the City’s repair supplies inventory status report and list of material supplies be kept up-to-
date and readily accessible to avoid any unnecessary delay in restoration of service.
Throughout the emergency, contact should be maintained between work crews, the Water
Superintendent, and other key participants to enhance coordination with the citywide response
plan and to keep City administrators apprized of the emergency for proper public notification.
Responsibilities
The following responsibilities are suggested for administrative and technical personnel in the
event of an emergency.
Public Works Director
Keep City Manager and public informed
Act as liaison between the Water Superintendent and the City Manager
Assess disaster/damage
Prepare warning information for users
Water Superintendent
Oversee operations
Assess system damage
Assess available equipment and resources
City of Chehalis 10-13 Chapter 10
Water System Plan February 2012
Formulate plan for corrective action
Determine or authorize emergency response actions
Document incident and response action taken
Maintain contact with and approval from the Public Works Director
Field Staff
Take immediate action to protect life and property
Note damage and apparent cause
Notify Public Works office
Keep Water Superintendent informed
Assist in taking correction action
Office Staff
Contact County and other agencies as appropriate
Answer incoming phone calls
Maintain contact with crews
Police/Fire Chief
Maintain crowd and traffic control
Provide security
Provide fire control
Provide emergency aid
10.5.2. Notification Procedures
In general, the Water Superintendent or designee immediately notifies the DOH Regional
Engineer in the event that water is expected or required to be shutdown 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.
The Public Notification Rule revisions were implemented in June 2002. Included in these
changes was a reduction of the time for the water system utility to notify its customers of a Tier
1 violation from 72 hours to 24 hours. The Tier 1 violations include: fecal coliform positive
samples, failure to confirm a positive total coliform for fecal coliform bacteria, MCL violation for
nitrates, a loss of treatment whether through filtration failure or loss of disinfectant residual, a
turbidity reading exceeding 5.0 NTU, or a waterborne disease outbreak.
The City is developing a series of templates and fact sheets to provide all required language
and definitions. The goal is for these notices and fact sheets to be able to be prepared within
minutes of implementing emergency procedures developed and contained within the database.
Prior approval of these templates by the State Department of Health and City management will
enable the City staff to prepare any Tier 1 document containing all necessary language required
by the Health Department and City policies within a 24-hour period.
Another source of important information is the State Department of Health Drinking Water
homepage. This too contains templates that can be modified by City staff. Benefits of the city-
City of Chehalis 10-14 Chapter 10
Water System Plan February 2012
managed database include customized reports specific to the City, its treatment methods and
water sources.
10.5.3. Vulnerability Analysis
This is a brief overview of the vulnerability of the water system for the City of Chehalis.
Water Sources
The North Fork intake and the Chehalis River intake supply all of the water to the system. As
with all rivers, both of these sources are susceptible to both natural and manmade events and
conditions that could affect water quantity and quality. Natural events include drought,
earthquakes, landslides, flooding, fires and high rainfalls that could occur within the watersheds
upstream of the intakes thus affecting the reliability of the supply. Both watersheds include a
significant amount of forestry lands with timber management activities, logging and other forest
practices taking place, which could affect both quality and quantity. The Chehalis River intake is
also susceptible to flooding. All pumps and electrical controls are above record flood stage but
the station would be surrounded by water and therefore difficult to reach.
The Chehalis River and its tributaries flow through extensive dairy, farm and croplands as the
rivers meander along valley floors toward the location of the Chehalis River intake. These local
farm uses pose a risk to the quality of the water due to the introduction of contaminated runoff
and animal wastes into the rivers. The water quality of these river systems is potentially further
jeopardized by possible failure of septic systems and drain fields in these rural areas.
Responsible management of the water system requires the City to implement a watershed
management program. Details of the source water protection are included in the Watershed
Control Program, which is discussed in Chapter 8.
Both intakes are also susceptible to debris in the river, especially in the fall. Leaves and
branches impact the intake screens thus decreasing flow. Leaves also increase the biological
load to the water which may affect taste and odor, increase the risk of bacteria and increase the
concentration of organic compounds. If not removed during the pretreatment and filtration
process, these compounds may react with chlorine increasing the formation of disinfection
byproducts. Winter storms may also interrupt power and communication to the intake facility.
These facilities are susceptible to mechanical failure as well as power and telephone outages.
Mechanical failure is not a big concern because of the fact there are two separate sources of
water. Failure of the traveling screen during the fall, when deciduous trees are losing their
leaves, could disrupt or reduce flow. However, during most of the year it would have minimal
effect. Redundancy of the pumps at the Chehalis River intake lessens the impact of pump
failure. Both stations are equipped with auxiliary power, which will operate all of the equipment
at the North Fork and one pump at the Chehalis intake. Neither intake is dependent on
telephone lines for successful operation.
In the event that both intakes were out of service, the system could operate using water from
the storage reservoirs for a period of time. The 6.7 million gallons of storage constitutes more
than three days of average usage for the system. The intertie with the City of Centralia is also
available assuming the event did not disrupt Centralia’s water source as well. If the sources
were out of service, the City would need to take steps to limit water use throughout the system
and to notify fire personnel of the situation.
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Reservoirs
Vulnerability concerns for a reservoir center around the potential for damage to the structure
and/or contamination of its contents. The storage reservoirs were constructed and upgraded to
reduce the potential for vandalism. Each is completely sealed with locked hatches. However,
the reservoirs are susceptible to natural and man made disaster such as earthquakes and
vandalism. The Yates Reservoir constructed in 2002 was built to meet current seismic codes.
The seismic design of the other reservoirs is unknown and should be reviewed by a structural
engineer.
Vandalism cannot totally be prevented, but can be deterred. To this end, all reservoirs are
fenced and locked. The reservoirs sites are inspected on a frequent basis to ensure security.
Fencing and other security measures are part of the infrastructure protection that will be looked
at in the upcoming Vulnerability Assessment.
Booster Pump Stations
The booster pump stations are vulnerable to mechanical failure, vandalism, power and
telephone outages and earthquake. All of the stations have redundant pumps and controls,
standby power, and are fenced and locked.
Transmission and Distribution System
The transmission and distribution systems are susceptible to both man made and natural
disaster such as vandalism, pressure surges, contamination, corrosion, erosion, earthquake and
material failure. To reduce the number of breaks to the system construction standards
regarding pipeline material and construction have been established and are required of new
installations. In addition, standards are in place to require strategically place valves and looping
of lines to facilitate isolation of broken pipes while maintaining water service. Chehalis has an
up-to-date mapping system of pipes and valves and subscribes to the One-Call System that
facilitates the locating of facilities to prevent accidental dig ups. Chehalis has developed and
implemented a cross-connection control program to help eliminate foreign substances from
being accidentally back-siphoned into the water system.
The transmission lines are vulnerable in that they are single lines connecting the sources to the
filter plant. However, the sources are redundant so that either can be off line and the system
has sufficient water to operate which minimizes the threat to the system. This threat is further
reduced by the fact that the locations of the transmission lines are well documented which helps
prevent accidental dig ups.
10.5.4. Contingency Operational 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, establishes DOH notification
procedures, lists sources for locating and obtaining repair parts and materials, prioritizes the
duties of response personnel, and presents a skeleton field response procedure.
Emergency Roster
Public Works employees’ normal workweek is Monday through Friday. During off-hours,
weekends and holidays, on-call personnel are available on a rotating basis for first call out in
City of Chehalis 10-16 Chapter 10
Water System Plan February 2012
case of an after hour call or emergency. An Emergency Call Up Roster is shown in Table 10-3.
An updated copy of this list should be kept at the Public Works office, Central Dispatch, Fire and
Police Departments, the City’s emergency operations center (EOC) and other management
dispatch and emergency stations. In the event of an emergency, additional personnel should be
requested and assigned as deemed necessary by management.
Priority Service List
The City has developed a Priority Service List to protect individuals and/or organizations that
are dependent upon an uninterrupted supply of water and/or strict water quality requirements.
Public information/education concerning this service is important to enable those in need of
continuous water service to contact the City for inclusion on this list. The list includes
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 designee, should immediately notify the DOH Regional Engineer
in the event that water is expected or required to be shutdown 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 are paid and work orders are processed.
Priorities
When used for drinking, all water served by the City should meet all applicable State and
Federal drinking water quality standards. If the supply of water is not available to serve full
water system demands, the water that is available should be allocated based upon the following
usage ratings, which are listed from highest to lowest priority.
Fire fighting (life threatening)
Life sustaining
Medical
General drinking water needs
Fire fighting (property threatening)
Sanitary
Industrial
Commercial
Recreational/landscaping needs
Earthquake Response
Description - A major earthquake, with the magnitude of 5.0 or greater on the Richter scale, and
an 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,
City of Chehalis 10-17 Chapter 10
Water System Plan February 2012
power failures and interruption to conventional transportation and communication systems may
occur.
Response – Water personnel should anticipate critical water use needs for fire fighting or
medical facilities resulting from an earthquake. These should be given due priority in assessing
the emergency, preparing damage reports, and organizing repair efforts. Since they are hidden
from view and at least as susceptible to ground movement as above ground structures,
pipelines and other buried facilities require closer attention in the event of an earthquake. The
system should be checked thoroughly for any unexplained drop in line pressure, reduction in
flow rate, pump failure, leakage, or other signs of damage. Crews should be equipped to
maintain constant contact with the public works office and other field personnel, barricade
hazardous areas, shut off valves to isolate broken mains, turn off water services and make
repairs. They should also be prepared to help residents secure a safe supply of drinking water.
Flooding Response
Description – The City’s location in the Chehalis River valley makes it vulnerable to floods. The
greatest potential flood impacts on the City are inundation of the Chehalis River intake, loss of
power, high turbidity at the North Fork intake, and washed out mains. Other important impacts
include overload of the wastewater plant, inundation of other structures, transportation
disruption, and competing demands on City resources.
Response – Water personnel should anticipate the facilities that will most likely be impaired by
flooding. All major system components, however, must be checked thoroughly to assess
physical damage. Crews should be equipped to maintain constant contact with the public works
office and other field personnel, barricade hazardous areas, shut off valves to isolate broken
mains, turn off water services and make repairs. They should also be prepared to help
residents secure a safe supply of drinking water.
Power Failure Response
Description – Short-term and long-term interruptions in power 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 city blocks or may affect
the entire region. Facilities most affected by this type of emergency include: Chehalis River
intake, Water Filter Plant, booster pumping stations, telemetry equipment, and communication
systems.
Response – In addition to their field response, water personnel should immediately contact the
Public Utility District to determine the nature, extent and expected duration of the power outage.
The reservoir system capacity provides sufficient storage for several days at average usage. In
addition, all pumping and source facilities have either onsite auxiliary power or connections for
portable auxiliary power units. These auxiliary power sources should be brought on line and
maintained until power is restored. In the case of facilities run by portable auxiliary power units,
water personnel may need to operate them on a rotational basis due to limited availability of
mobile generator. A list and schedule of rotational system operations should be developed to
ensure service is maintained in priority areas of the system.
City of Chehalis 10-18 Chapter 10
Water System Plan February 2012
Contamination of Source of Supply Response
Description – Contamination can occur in the surface supplies and may be the results of man-
made practices or natural occurrences. The North Fork source can experience high turbidity
due to heavy run off and/or land slides up river from the intake. If the North Fork water is too
high in turbidity for the Filter Plant to adequately treat, the Chehalis River source may be
utilized. If a chemical spill or other chemical contamination occurs in the North Fork, the
Chehalis River source may not be available for a backup source since the Newaukum River
runs into the Chehalis River up stream of the Chehalis River intake. Distribution contamination
could also occur, possibly through back siphoning. Additional sources of contamination include
septic tank drain field effluent, urban storm runoff, pesticide leachate, landfill leachate,
petroleum storage leakage, chemical or petroleum spills, animal wastes, vandalism, and
volcanic fallout.
Response – Initial response should be to isolate the contaminated facility from the rest of the
system. Other appropriate measures will be determined according to the type, location, nature
and entry path of the contaminant. The area of contamination and specific cause should be
determined as quickly as possible and removed if feasible. This may be a simple matter such
as a minor spill or may be a more complicated problem requiring significant resources and
specialized assistance.
In addition to their field response, City personnel should ensure that appropriate health
authorities are contacted. At a minimum, this includes the DOH Regional Engineer and Lewis
County Environmental Health Director. These personnel will then work together to determine, if
possible, the extent of the contamination and prepare the appropriate public information
program.
Water Transmission Line Failure Response
Description – Rupture or leakage in the transmission line from either the North Fork or Chehalis
River intake could be the result of earthquake, pressure surge, vandalism, bomb blast,
construction, soil scour, corrosion or material failure. A major break could result in interruption
of the source and present a flood and erosion threat to adjacent landowners.
Response – Such an event requires prompt action by City personnel to isolate the damaged
section and minimize the impacts to the rest of the system. The size and nature of the rupture
must be evaluated promptly to ensure that adequate repair materials, excavation equipment,
de-watering facilities, and proper personnel are deployed. Temporary loss of either the North
Fork or the Chehalis River transmission line by itself would not present a water supply shortage
because of the redundancy of the other source. If both transmission lines were out of use at the
same time the storage capacity could supply the system for several days. In this event, the City
of Centralia should be contacted for the potential activation of the intertie.
Distribution Line Break Response
Description – Water distribution line breaks could be the result of earthquake, pressure surge,
vandalism, bomb blast, construction, soil scour, corrosion or material failure. Due to the
strategically placed valves and looped systems, most line breaks can be isolated and minimize
service outages.
City of Chehalis 10-19 Chapter 10
Water System Plan February 2012
Response – Such an event requires prompt action by City personnel to isolate the damaged
section and minimize the impacts to the rest of the system. The size and nature of the rupture
must be evaluated promptly to ensure that adequate repair materials, excavation equipment,
de-watering facilities, and proper personnel are deployed. In most cases, the initial response
person is capable of assessing the situation to determine the extent of the problem and course
of action to make the repair. This person is also responsible for notifying emergency
departments such as fire and police and the Water Superintendent if not already notified.
The repairs should be made in accordance with the standard procedure for water line repairs.
The City typically has sufficient materials on hand to address line break emergencies. Such
materials include repair clamps for all types and sizes of pipe that are in the system, ductile iron
pipe, various sizes of water main valves, chlorine for disinfection of repairs, copper tubing and
service fittings.
Gaseous Chlorine Leak
Description – Although the risk of chlorine leakage is low, there is a possibility that chlorine
facilities could be ruptured and leak gaseous chlorine. The cause of the rupture could vary from
a natural disaster to operator error or even vandalism.
Response – because chlorine gas is highly toxic, personnel who respond to such an emergency
must wear a self-contained breathing apparatus. Fire and police should be notified immediately
of the leak and potential danger. A repair kit for each size cylinder is kept on site and additional
kits are located at the Wastewater Treatment Facility. After the leak is fixed, all areas in which
the chlorine gas was dispersed should be fully ventilated. If large quantities of gas should leak,
residents within the area may have to be notified as to the presence of chlorine gas and advised
as to the proper precautionary measures.
No water should enter the City’s water distribution system without receiving proper chlorination.
Therefore, any failure of the chlorination facilities should be followed by a shut down of the filter
plant until repairs are complete.
10.6. Safety Procedures and Programs
The City is committed to the safety of its maintenance and operations staff and ensuring the
safe operation of all facilities. City personnel follow the safety procedures and training programs
shown below:
City Accident Prevention Program
State Labor & Industries, Division of Occupational Safety and Health (DOSH) standards
outlined in applicable sections of the WAC Chapters 296-24, 296-27, 296-45, 296-62,
296-155, and 296-800 including but not limited to:
o Trenching and Shoring Safety, Confined Spaces Safety, and Flagger Certification
o City Lock-Out Tag-Out Training
o First Aid/AED/CPR Training based on current American Heart Association and
DOSH guidelines
Water and Sewer Risk Management Pool – endorsed programs
Washington Environmental Training Center Certification Workshops
Certification Upgrades
City of Chehalis 10-20 Chapter 10
Water System Plan February 2012
The City Accident Prevention Program is adopted by resolution and updated as needed by the
City Safety Office, the Safety Committee, and the Management Team. City personnel are
routinely and regularly trained on all aspects of the safety programs to include the standards,
best practices, and safe work procedures. Safety training is provided in house and by subject
matter experts that are contracted on a regular basis.
10.7. Cross-Connection Control Program
The City follows these procedures in implementing its cross-connection control program:
Washington State Standards for Cross-Connections (WAC 246-290-490), the City of Chehalis
cross-connection control plan, Manual of Cross-Connection Control published by the University
of Southern California (USC Manual), and Cross-Connection Control Manual published by the
Pacific Northwest Section of the American Water Works Association (PNWS-AWWA) as they
presently exist and as they may, from time to time, be amended. The Cross-Connection Control
program is listed as 13.04.070, of the City’s Municipal Code (see Appendix L). Measures
enacted by the City in compliance with the program include the following:
Notification of Existing Connections - In 1994 and 2005 a questionnaire was sent to every
residential and commercial customer to determine locations that:
Had backflow assemblies
Needed to install backflow assemblies
Required plumbing inspections
Require additional investigation
Needed no further action
These were reviewed and the highest risk locations were inspected and required to install or
test existing backflow devices. A follow-up questionnaire was sent to commercial customers in
August of 2011, and questionnaires are scheduled to be sent to residential customers in the first
quarter of 2012.
The City has implemented the following practices and procedures:
Obtaining and managing data on reverse (back) flow prevention devices, wide (ongoing).
Inspecting and directing maintenance of privately owned devices (annually).
Testing and maintaining City-owned devices (annually).
Cross connection control focused on the most common and potentially harmful activities.
Inspections are to be prioritized from high hazard to low hazard businesses and facilities.
The hazard ranking is based on Table 9 in the WAC or in the USC Foundation Manual.
High hazard facilities may cause a cross contamination of sewage, industrial chemicals
or other wastes.
The City has recently developed a program to protect all of their customers and comply with the
Cross Connection regulations of DOH including:
Submit backflow reports to DOH (annually). This requirement began in 2002 with the
City being required to submit reports on each backflow inspection, incident, and
inventory of all backflow devices used within the water system. This report may be
obtained from DOH or submitted directly online at the DOH Cross Connection web page.
Implement a City water system tracking that is fully automated. Not having an up-to-
date cross connection database leads to incomplete records that cannot be readily
City of Chehalis 10-21 Chapter 10
Water System Plan February 2012
shared or accessed by users. Record keeping and data management shortfalls can
result in inadequate system maintenance and poor cost tracking. Newer versions of
popular Cross Connection Management software include add-ons that will prepare the
data for the annual DOH report.
Continued inspection and maintenance oversight of privately owned devices. Use of a
prioritized, risk-based approach by following Table 9 of the risk-based businesses has
been initiated.
Work with the local administrative authority and the City building inspectors, to ensure all
new buildings, and remodeling, renovation, and changes of use for existing building are
carefully reviewed to eliminate any potential cross connections.
A Washington State Certified Backflow Assembly Tester (BAT) must complete backflow
assembly testing within the Chehalis system. The City of Chehalis keeps an up to date list of
approved testers.
Chehalis occasionally uses water bill inserts to provide information to the public. Further
outreach could include information in the annual drinking water report (CCR), surveys or
additional mailings.
10.8. Record Keeping and Reporting
Water quality and compliance records must be retained by the water utility. Some data is
required, while some is operational, maintenance or complaint response in nature. Record
keeping requirements for the City are described in WAC 246-290-480.
Cross Connection. Records of the master list of service connections and premises
isolation shall be kept as long as the premises pose a hazard to the purveyor’s system.
Records regarding inventory shall be kept for five years or life of the approved backflow
prevention device whichever is less.
Source and Distribution analysis. Bacteriological and turbidity results shall be kept for
five years.
Daily source meter readings. These shall be kept for ten years. Other records of
operation and analyses not specific to water treatment shall be kept for three years.
Sanitary Survey. Correspondence and reports shall be kept for ten years after
completion of the survey.
Project reports. Construction document drawings and inspection reports shall be kept
for the life of the facility.
Daily treatment records. Chlorine residual, fluoride levels and other analysis must be
kept for a minimum of three years.
Records of action taken to correct violations. Violations of primary drinking water
standards shall be kept for least three years after the correction.
Backflow incidents. Backflow incidents and annual summary reports shall be kept for
five years.
Section 11
Capital Improvement Program
City of Chehalis 11-1 Chapter 11
Water System Plan February 2012
11. 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 2010 and 2029.
11.1. 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 WCP. 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 six-year planning horizon (2010-2015). Projects that serve
anticipated future needs associated with system growth, or are less critical to system operation,
were scheduled for implementation between 2016 and 2029. 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 4) cost estimates have been developed for each capital project
included in the 2010-2029 CIP. Generally, each project cost includes the following components:
Base construction cost. Includes all labor and material costs needed to construct a
project. For pipeline and valving projects, construction costs were estimated based
upon unit construction costs derived from bid tabulations for recent and similar Lewis
and Thurston County water distribution projects.
Sales tax. Calculated as 7.9 percent (the 2010 local tax rate) of the base construction
cost.
Construction contingency. Takes into account the uncertainties associated with
estimating project costs at this planning level. Calculated as 30 percent of the total of
base construction plus sales tax.
Design engineering. Includes City and consultant design costs, and other related cost
items, such as permitting and construction administration. For most projects, this is
calculated as 25 percent of the base construction cost. However, a higher percentage of
the base construction cost is used for projects with more complex design or permitting
needs.
These elements are summed to determine the total project-level cost estimate for a project, as
expressed in 2010 dollars. Planning-level cost estimates are summarized in Table 11-1 and
project locations are indicated in Figure 11.1.
1 Association for the Advancement of Cost Engineering.
City of Chehalis 11-2 Chapter 11
Water System Plan February 2012
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 2010-2029 period;
however, a conventional method to estimate such increases is to examine cost index trends of
past years.
The most comprehensive set of historical construction cost data in the United States is reflected
in the RS Means Historical Cost Indexes. The Olympia, Washington indexes indicate that
construction costs increased at an average rate of approximately six percent per year over the
years 2004-2007. This historic value is used to escalate construction project costs from base
year (2010) dollars to costs in the anticipated year of construction, recognizing that indices
during the years 2008-2009 reflect the economic downturn and may not accurately predict
potential future cost increases.
Where applicable, design costs are scheduled one year in advance of construction costs, to
reflect the phasing typically used for larger projects.
Schedule and Cost of Improvements (in thousands of dollars) (1)Project No.DescriptionPurpose of Project (2)Financing Source(3)Base Project Cost (2010 Dollars)2010 2011 2012 2013 2014 20156-yr CIP TOTAL20-yr CIP TOTALWater SupplyS-1 Water Treatment Plant Automation (Phase V)Deficiency OI/CF 400 449 449 449S-2 Redundant Flocculation BasinDeficiency OI/CF 640 119 682 801 801S-3 Water Treatment Plant Re-RatingGrowth OI/CF & Dev 35063 63S-4 Water Treatment Plant Capacity ExpansionGrowth Dev(6)(6)S-5 Settling Basins LinerDeficiency OI/CF 3800 606 606S-6 North Fork Newaukum Intake UpgradesDeficiency OI/CF 5000 1,198 1,198S-7 South End Water Treatment FacilityGrowth OI/CF & Dev 5,000100 100 7,969 8,069Water StorageST-1 New Valley View ReservoirDeficiency OI/CF & Dev 410648 648ST-2 New High Level ReservoirDeficiency OI/CF & Dev 330521 521ST-3 New Main Zone Reservoir (5 MG)Growth Dev 6,97011,064 11,064Water Pump StationsPS-1 High Level Pump Station ImprovementsDeficiency OI/CF & Dev 280 50 321 372 372PS-2 Valley View Booster Pump Station (Fire)Deficiency OI/CF & Dev 740 124 750 874 874PS-3 Centralia-Alpha Pump Station UpgradeDeficiency OI/CF 55098 98PS-4 18th St Pump Station Capacity Upgrade (2000 gpm)Growth Dev 450638 638Water Distribution System (Piping)D-1Annual Water main Replacement(5)O&MOI/CF 150 159 169 179 189 201 896 4,259 Annual 5,155D-2Louisiana Ave Extension - (1,400 LF -12")GrowthDev 390 64 371 434 434D-3I-5 Crossing - State Ave to Louisiana Ave (2,500 LF - 12")GrowthOI/CF & Dev 710 139 803 942 942D-417th St Loop - Complete loop from 18th St to 17th St (500 LF - 8")Deficiency OI/CF 130 138 138 138D-5Bishop Rd - Sturdevant Rd to Maurin Rd (3,000 LF - 12")GrowthDev 850 901 901 901D-6Bishop Rd - Maurin Rd to Borovec Rd (4,300 LF - 12")Growth Dev 1,210 1,283 1,283 1,283D-7Rush Rd - Oeschili Rd to Bishop Rd (1,400 LF - 12")GrowthOI/CF 390 413 413 413D-8Median St - National Ave to Kresky Ave (550 LF - 12")Deficiency OI/CF 1500 224 224D-9Increase 6" Main on National Ave (2,800 LF - 10")DeficiencyOI/CF 7400 1,103 1,103D-10Central Business District Improvements (5,000 LF - 8")Deficiency OI/CF 1,2400 1,848 1,848D-11Replace Main Reservoir Transmission Main (1,600 LF - 18")Deficiency OI/CF 5900 879 879D-12Interstate Ave - Complete Loop (500 LF - 8")GrowthDev 1300 194 194D-13Replace 4" and 6" mains in High Level Zone, Newgard Addition Ph I (Evergreen Dr., Parkhill to Prospect) & Additional Piping (7,000 LF - 10")DeficiencyOI/CF1,730200200 2,1702,370D-14Replace 4" main in neighborhood, Newgard Addition Phase II & Additional Piping (2,600 LF - 8")DeficiencyOI/CF65040 400440 298738D-15Replace 6" main in Valley View Zone (1,100 LF - 8")DeficiencyOI/CF2700 403403D-16Install 16" main from 11th St and Market Blvd to Yates Reservoir (21,000 LF - 16")GrowthDev6,5900 9,8349,834Water Maintenance and OperationsM-1Service Meter Replacement ProgramO&MOI/CF 25 25 25 25 25 25 25 150 150M-2Generator (North Fork Intake)O&MOI/CF 4054 54 54M-3Water System Plan UpdateO&MOI/CF 150201 201 689 889Total Costs of Water System Improvements32,325 25 3,182 1,177 1,473 1,085 1,704 8,647 44,707 53,355Notes:(1) Costs are escalated from Base Project Cost (2010 dollars) to stated year of construction, assuming a 6% 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; Growth = Required to address growth/expansion of the distribution system; O&M = Necessary for proper system maintenance.(3) Source of Funding: OI/CF = Operating Income and Connection Fees; Dev = Developer Funded/Contributed; LT = Long Term Debt. Any project listed as OI/CF & Dev is assumed to be funded 50/50 by these two sources.(4) Total costs associated with projects implemented in 2016 through 2029. Specific years of project implementation are noted where applicable. (5) Includes annually budgeted amount to cover unspecified project costs. These costs are escalated per Note 1 to account for construction cost increases.(6)This project is to be defined during the course of implementing Project S-3. Costs have not yet been developed for this long-term project.2016-2029 (4)Table 11-1. Capital Improvement Program (2010-2029)
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Water Treatment Plant
High Level Reservoir
Valley View Reservoir
Valley View Pump Station
18th St Pump Station
Kennicott Reservoir
Yates Reservoir
South End Pump Station
Chehalis River Pump Station
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Carroll RdHamilton Rd
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Salzer Valley Rd
Maurin Rd
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Holcomb RdHill
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Figure 11.1
Capital Improvement Map
Legend
CIP
2015
2029
Waterline
4"
6"
8"
10"
>=12"
Raw Water
`Reservoir
Pump Station
C Water Treatment Plant
Water
Railroad
Highway
Road
Chehalis City Limits
Chehalis UGA
Pressure Zone
Centralia Alpha
High Level
Hillcrest Private Water
Main
South End
Valleyview/Fairview
CITY OF CHEHALIS
WATER SYSTEM PLAN
CAPITAL IMPROVEMENT PROJECTS
ST-1: New Valley View Reservoir
ST-2: High Level Reservoir
ST-3: New Main Zone Reservoir
PS-1: High Level Pump Station Improvements
PS-2: Valley View Fire and Domestic Pump
PS-3: Centralia-Alpha Pump Station Upgrade
PS-4: 18th St Pump Station Capacity Upgrade
S-1: Water Treatment Plant Automation
S-2: Redundant Flocculation Basin
S-3: Water Treatment Plant Re-Rating
S-4: Water Treatment Plant Capacity Expansion
S-5: Settling Basins Liner
S-6: North Fork Newaukum Intake Upgrades
S-7: South End Water Treatment Facility
!(D-4
Note: Locations for S-6, ST-3, PS-3
and D-1 are not depicted because
project locations are to be determined
or are outside the view of this map.
D-1: Annual Water main Replacement
D-2: Louisiana Ave Extension- Extend 12" along
Louisiana Ave to City Limit
D-3: I-5 Crossing, State Ave to Louisiana Ave-
Install 12" under I-5 and replace exisitng 6"
D-4: 17th Ste Loop- 8" to complete loop in
High School
D-5: Bishop Rd- Install 12" along Bishop Rd
from Sturdevant Rd to Maurin Rd
D-6: Bishop Rd- 12" along Bishop Rd from
Maurin Rd to existing 12" on Bishop Rd
D-7: Rush Rd- 12" along Rush Rd from
Oescheli Rd to Bishop Rd
D-8: Median St- 12" on Median St from
Kresky Ave to National Ave
D-9: National Ave-10" to replace existing
6" on National Ave
D-10: Central Business District- 8" to replace
existing 6" in Downtown Central Business District
D-11: Main Reservoir- 18" to replace existing
14" transmission from Main Reservoir
D-12: Interstate Ave- 8" to complete loop on
Interstate Ave
D-13 High Level Zone- Replace existing 4" and
6" piping with 10" in High Level Zone (Newgard Ph 1)
D-14: Neighborhood: Replace existing 4" with
8" in development (Newgard Phase 2)
D-15: Valley View Zone- Replace 6" from Valley View
Reservoir with 8"
D-16: Install 16" main from 11th St and Market Blvd
to Yates Reservoir
City of Chehalis 11-5 Chapter 11
Water System Plan February 2012
11.2. Planned Projects
11.2.1. Water Supply
S-1: Water Treatment Plant Automation (Phase V) – Installation of automated flow control
valves on the raw water influent line and filter effluent lines, so as to better control WTP flow and
support operation at higher end of rated capacity. Includes associated controls, mechanical,
and electrical upgrades.
S-2: Redundant Flocculation Basin – Design and construction of a redundant flocculation
train, to enhance reliability and support potential rerating of the WTP.
S-3: Water Treatment Plant Re-Rating – Pilot testing and associated studies necessary to
support re-rating the WTP to a higher flow rate of approximately 7.0 MGD, consistent with the
original design flow rate for the plant.
S-4: Water Treatment Plant Capacity Expansion – Additional modifications and/or
expansions at the water treatment plant to increase capacity above the 7.0 MGD that is
anticipated to be achieved through projects S-2 and S-3. Such plant enhancements will be
identified and evaluated during the re-rating process. This project may not be necessary is S-7
is implemented.
S-5: Settling Basins Liner – Design and installation of a liner to reduce leakage from the
settling basins at the WTP.
S-6: North Fork Newaukum Intake Upgrades – This refers to potential future upgrades at the
North Fork Newaukum intake, including the potential construction of an impoundment to aid in
managing and maintaining flows during low flow periods.
S-7: South End Water Treatment Facility – This refers to construction of an additional water
treatment facility, located in the southern portion of the City’s UGA. With a projected capacity of
approximately 3.5 mgd, such a facility could be used to treat water from the North Fork
Newaukum River, without the need to convey raw water the entire distance it currently must
travel before being treated and sent back south to meet demands in the UGA. Implementation
of this project may resolve, at least in part, the current hydraulic limitation of raw water line
capacity, due to a shorter distance between the intake and the treatment facility location. More
detailed analysis of this potential future treatment facility will be conducted during the six-year
planning period, to determine its cost-effectiveness relative to other improvements in the CIP
(i.e., S-4, PS-4, and D-16) that would be required if this project not implemented.
11.2.2. Water Storage
ST-1: New Valley View Reservoir – A new reservoir, in addition to the two existing tanks, sized
at 160,000 gallons would be installed to satisfy fire flow volume requirements. (This project
would not be required if Project PS-2, below, is implemented.)
ST-2: New High Level Reservoir – A new reservoir (150,000 gallons) would be installed to
replace the existing reservoir, so as to provide sufficient fire suppression storage volume.
Further analysis is required to determine the optimum reservoir location and potential need for
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Water System Plan February 2012
PRVs to address higher pressures in the lower areas of the zone. (This project would not be
required if Project PS-1, below, is implemented.)
ST-3: New Main Zone Reservoir – A new reservoir to be located in the Main Zone, sized at
5,000,000 gallons with the primary purpose of meeting needs associated with potential future
large industrial demands and related storage requirements.
11.2.3. Water Pump Stations
PS-1: High Level Pump Station Improvements – Replacement of the existing high level pump
station pumps would offset fire flow storage volume requirement in the High Level Reservoir
which is currently deficient. New pumps would be sized at 510 gpm @ 250 ft of head. This
improvement could be conducted in lieu of Project ST-2.
PS-2: Valley View Booster Pump Station (Fire) – Installation of a booster pump station to
utilize the current dead storage of the existing two reservoirs in the Valley View Zone, so as to
address the current fire flow deficiencies. The fire pump should be sized with a capacity of
1,000 gpm @ 100 ft of head. A smaller domestic pump would also be included to provide for
operational flexibility. The project costs also assume auxiliary power is provided. This
improvement could be conducted in lieu of Project ST-1.
PS-3: Centralia-Alpha Pump Station Upgrade – Upgrades to the pump station, including
updating of mechanical and electrical systems.
PS-4: 18th Street Pump Station Upgrade – Capacity upgrade of 2,000 gpm to support 20-year
demands, including potential high water use industrial development in the southern portion of
the City and in the UGA. Consideration will also be given to potential upgrades on the raw
water pumping side to increase capacity in the raw water transmission system. This project
may not be necessary if S-7 is implemented.
11.2.4. Water Distribution System (Piping)
D-1: Annual Water Main Replacement – In order to routinely replace aging pipes in the
system, an annual water main replacement program is established.
D-2: Louisiana Ave Extension – Installation of 1,400 ft of 12-inch DI pipe along Louisiana Ave,
north of Walmart, to extend a waterline to the City Limits near Airport Road.
D-3: I-5 Crossing - State Ave to Louisiana Ave - Installation of 2,500 ft of 12-inch pipe to
replace existing 6-inch northwest of National Ave and Chamber of Commerce Way and bore
underneath I-5.
D-4: 17th St Loop - Complete loop from 18th St to 17th St – Installation of 500 ft of 8-inch
pipe from a dead end main on 17th Street at the high school to 18th Street to improve fire flow at
the hydrant on 17th Street.
D-5: Bishop Road - Sturdevant Road to Maurin Road – Install 3,000 ft of 12-inch DI pipe
along Bishop Road from Sturdevant Road to Maurin Road.
D-6: Bishop Road - Maurin Road to Borovec Road – Installation of 4,300 ft of 12-inch DI pipe
along Bishop Road from Maurin Road to Borovec Road.
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D-7: Rush Road - Oeschili Road to Bishop Road - Install 1,400 ft of 12-inch DI along Rush
Road from existing dead end 12-inch north of Bishop Road to an existing waterline on Oeschili
Road.
D-8: Median Street - National Ave to Kresky Ave – Install 550 ft of 12-inch DI along Median
Street from Kresky Ave to National Ave to improve fire flow to the hydrants along National Ave.
D-9: Increase 6" Main on National Ave – Replace the existing 6” along National Ave between
West Street and Chamber of Commerce Way with 2,800 ft of 10-inch DI to improve fire flow in
the area.
D-10: Central Business District Improvements – Replace approximately 5,000 ft of aging 6-
inch waterlines along State Ave, Pennsylvania Ave, and Geary Street with 8-inch DI to improve
fire flow, with additional looping north of Geary Street.
D-11: Replace Main Reservoir Transmission Main – Replace existing 14-inch transmission
main from the Main Reservoir to Market Blvd with 1,600 ft of 18-inch DI. This project will
improve capacity of transmission main.
D-12: Interstate Ave - Complete Loop – Complete a loop along Interstate Ave with 500 ft of 8-
inch DI.
D-13: Replace 4" and 6" mains in High Level Zone, Evergreen Drive from Parkhill to
Prospect (Newgard Addition Phase I and additional piping) – Replace aging 4-inch and 6-
inch waterlines with approximately 7,000 ft of 10-inch DI. Project will improve fire flow
deficiencies in the zone dues to small diameter piping.
D-14: Replace 4" main in neighborhood (Newgard Addition Phase II and additional
piping) – In the neighborhood north of Prospect Ave which includes Canyon Drive, Summit
Road, Carlesta Ave, Greenwood Ave, and Crestview Drive, replace existing small diameter
piping with approximate 2,600 ft of 8-inch DI.
D-15: Replace 6" main in Valley View Zone – Replace 6-inch main from the Valley View
Reservoirs along Prospect Ave to Valley View Way with 1,100 ft of 8-inch DI to improve fire flow
in the Valley View Zone.
D-16: Install 16" main from 11th St and Market Blvd to Yates Reservoir – In conjunction
with the increased capacity of the 18th St Pump Station (PS-4), 21,000 ft of 16” main is needed
to convey water efficiently to the Kennicott and Yates Reservoirs while maintaining reasonable
velocities and pressures in this portion of the distribution system. This project may not be
necessary if S-7 is implemented, since a significant portion of future demands in the UGA would
be met by the new treatment facility; thereby, reducing the amount of water that must be
conveyed from the existing treatment plant to the south.
11.2.5. Water Maintenance and Operations
M-1: Service Meter Replacement Program – This project involves installation of touch-read
capability on all service meters.
M-2: Generator (North Fork Intake) – This project involves installation of a replacement
generator (15kW) at the North Fork Newaukum River intake.
M-3: Water System Plan Update – This project involves the update to the Water System Plan,
required every six years.
Section 12
Financial Plan
City of Chehalis 12-1 Chapter 12
Water System Plan February 2012
12. Financial Plan
The City has a sound financial program in place to fund operations, maintenance activities and
capital improvements. This chapter provides an overview of the financial position of the City’s
water system and develops a financial plan to implement the programs and improvements
identified throughout this plan. This chapter reviews the sources of funds (revenues) and
applications of funds (expenses) for the water system. A financial plan is presented with
projected operating and capital costs of the system for the six-year period 2010 – 2015
(calendar years). The basis of the operating costs is the 2010 water system budget. The
capital costs are based on the capital improvements plan presented in Chapter 11.
12.1. Past Financial History
Table 12-1 Summary of Five-Year Financial History (million $)
2005 2006 2007 2008 2009
Sources of Funds
Total Rate Revenue $1.93 $2.09 $2.23 $2.35 $2.29
Total Miscellaneous Revenue 0.04 0.08 0.16 0.14 0.24
Total Revenue $1.97 $2.17 $2.39 $2.49 $2.53
Expenses
General O&M $1.06 $1.39 $1.78 $1.91 $1.96
Taxes and Transfers 0.19 0.27 0 0 0
Debt Service 0.06 0.09 0.06 0.06 0.19
CIP from Rates 0 0.11 0.75 2.15 0.39
Total Expenses $1.31 $1.86 $2.59 $4.12 $2.54
Balance/(Deficiency) of Revenue $0.66 $0.31 ($0.20) ($1.63) ($.01)
As can be seen in Table 12-1, the utility’s revenues have not kept pace with the utility’s
expenditures, causing a deficiency of funds in the years 2007-2009.
12.2. Review of the City’s Water Rates
The City’s current water rates are based upon a monthly meter charge with a consumption rate
for all water used. This rate structure is consistent with a conservation-based rate since
customers are being charged for the amount of water consumed with no monthly allowance
included in the monthly meter charge. The meter charge is assessed based upon the size of
the meter, with larger sizes being charged at a higher rate than smaller sized meters. In
addition, the City‘s rate schedule includes two classes of service: residential and commercial.
The consumption rate is the same for both classes of customers and meter sizes. The City’s
current municipal code includes rates for residential and commercial classes of service,
identified by year from 2005 through 2010, however, the City has not adjusted rates for either
residential or commercial customers beyond the levels depicted for 2007. The current rates for
residential and commercial customers are provided in Table 12-2.
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Water System Plan February 2012
Table 12-2 Overview of the City’s Current Water Rates
Meter Size Minimum Charge
Meter Charge Per Month
Residential 5/8 x ¾ inch $14.10
1 inch 20.23
1 ½ inch 42.68
2 inch 42.68
Commercial 5/8 x ¾ inch $15.80
1 inch 22.63
1 ½ & 2 inch 47.66
3 & 4 inch 125.03
6 inch 238.81
8 inch 375.34
Usage Charge Per CCF $2.09
12.3. Development of the Financial Plan
A financial plan was developed to address projected revenues and expenses of the water
system for 2010-2015. The six-year financial plan demonstrates the City’s ability to meet its
operational and capital improvement needs through rate revenue.
In developing the financial forecast, four cost components were reviewed; operating &
maintenance (O&M) expenses, taxes and transfer payments, debt service, and capital
improvements funded from rates. The City’s 2009 historical data and 2010 water system
budgets were used as a starting point. Projections for future years were obtained by applying
annual escalation factors. The escalation factors ranged from three percent to four percent
depending on the type of cost being escalated. Medical benefits were escalated at four percent
due to the recent trends and increases. Revenues from rates were escalated based on the
projected growth in demand for water through 2015 reported in Chapter 4 of this Plan.
Overall Revenues
The first component of the financial plan reviews the sources of funds of the water system.
There are two primary types of revenues received for operations:
Rate revenues – received from water sales to customers, and
Miscellaneous revenues – received from water hookup fees, investment interest, and
other miscellaneous revenue.
Rate revenues are projected to be $2.25 million in 2010. Revenue growth was projected at
0.8% during the planning period to match projected growth in demand from Chapter 4. This
procedure results in projected rate revenue of approximately $2.32 million in 2015.
Miscellaneous revenues have had a very volatile history and as such, were forecast at a
conservative level starting in 2011. The City’s “Other Revenue” category of income accounts for
$107,000 by 2015.
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Water System Plan February 2012
The total revenues, therefore, available to the operating and capital needs of the water system
total $2.4 million in 2010 and stay relatively stable, ending at $2.4 million by 2015, as shown
later in this chapter in Table 12-4.
The second part of the financial plan is a review of the applications of funds, or expenses, of the
utility. Applications of funds include operating & maintenance expenses, taxes/transfer
payments, debt service and capital improvement projects funded from rates. These costs are
summarized below, and are provided in Table 12-4, later in this chapter.
Operation & Maintenance Expenses – The 2010 budget was used as a starting point for the
O&M expenses of the water system. O&M expenses were categorized into operating expenses,
and administration. As stated previously, escalation factors were applied to the 2010 costs to
obtain projected costs for 2011 through 2015. It should be noted that no extraordinary costs
were assumed as part of the projected costs. O&M expenses are projected to range from $1.8
million in 2010 to $2.2 million in 2015.
Taxes and Transfer Payments – The water system pays the state public utility tax which is
calculated as 5.029% of the rate revenues of the utility. There is also a state B&O excise tax of
1.5% on various service fees. The City used to report taxes as a separately classified category
on its financial statements, however began combining the tax obligations into a general
operations category and therefore, no taxes are reflected in this section, but rather are
accounted for under operations and maintenance.
The City transfers funds from/to its operating reserve annually to balance out any balance or
deficiency of funds at the end of the year. Since the reserve fund is used to balance revenue
requirements, the transfer amount fluctuates from year to year, sometimes representing a
transfer to the reserve fund and in other years representing transfer from the reserve fund. In
all, the transfers total a combined value of $147,000 over the six year period.
Debt Service – There are currently three outstanding debt issues related to the water system:
two Public Works Trust Fund loans and one State Revolving Fund loan. The loans carry a debt
obligation of approximately $190,000 per year.
To fund future capital this financial plan assumes one bond issue in the amount of $2 million in
2011. The debt service associated with this bond issue is $167,000, which would start in 2011.
As shown in Table 12-4, the combined debt service of the existing and future debt issues of the
City total $358,000 per year.
Capital Improvement Projects Expenses and Funding – The capital improvement plan (CIP)
of the utility contains needed infrastructure improvements. The modeling for this Plan identified
a number of projects to improve overall system reliability. The CIP also contains a number of
renewal and replacement and growth-related projects. 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 and new customers.
This financial plan has incorporated the capital projects outlined in the previous sections of this
Plan.
The analysis developed herein assumes the City strives to fund capital projects from rates in an
amount equal to or greater than the annual depreciation expense for the water utility.
City of Chehalis 12-4 Chapter 12
Water System Plan February 2012
The total capital project costs for the six-year plan equals $10.5 million, or an annual average of
$1.8 million. Funding for the CIP will come from a mix of sources that include rate revenues,
developer contributions, and bonds.
Developer contributions are assumed to equal the cost of the projects identified as being funded
with developer contributions. Bonds finance $2 million in project costs over the projected six-
year period. A summary, by type of improvement planned along with assumed funding sources,
is presented in Table 12-3.
Table 12-3 Summary of Water Capital Improvement Projects (million $)
2010 2011 2012 2013 2014 2015
Capital Improvements
Water Maintenance and Operations $0.03 $0.03 $0.03 $0.03 $0.03 $0.28
Water Distribution System 0 3.16 0.58 0.58 0.33 1.00
Water Supply 0 0 0.45 0.12 0.68 0
Water Pump Stations 0 0 0.12 0.75 0.05 0.32
Undefined Projects/Capital Reserve 0.57 1.41 0 0 0 0
Total Capital Improvements $0.60 $4.60 $1.18 $1.47 $1.09 $1.60
Less: Outside Funding Sources
Capital Contributions (Developer Funds) $0 $2.25 $0.43 $0.37 $0.10 $0.56
Bonds 0 2.00 0 0 0 0
Reserve Funding 0 0 0.25 0.40 0.09 0.04
Total Outside Funding $0 $4.25 $0.68 $0.77 $0.19 $.60
Capital Improvements Funded From Rates $0.60 $0.35 $0.50 $0.70 $0.90 $1.00
This combination of financing capital is appropriate and prudent, balancing funding of projects
between existing and future customers as the improvements benefit both. The funding of capital
from rates, shown at the bottom of the table, is targeted toward funding at a level of annual
depreciation expense. In 2006 that expense was $263,000. The CIP from rates figure was
increased gradually over the planning period to reflect the impact of additional plant investment
on the depreciation figure. This funding source helps the City maintain a strong debt service
coverage ratio, which is important to maintaining lower interest rates on future revenue bonds.
The City maintains a strong debt service coverage ratio throughout the review period.
12.3.1. Internal Sources of Funds
Capital contributions in the form of capital facility charges provide the means of balancing the
cost requirements for new utility infrastructure to meet customer growth between existing
customers and new customers. This charge is accessed to new customers as they “buy-in” to
the system. By implementing fair and equitable CFCs, existing customers will not be burdened
by the cost of growth as these fees are used to pay for growth related capital or to offset the
debt payments related to the growth related capital.
12.3.2. External Sources of Funds
The City has been effective in the past at securing loan funds for CIP and should continue to
closely monitor future opportunities to obtain these potential funding sources. These funding
sources are listed and described below. It is important to note that these sources rarely provide
City of Chehalis 12-5 Chapter 12
Water System Plan February 2012
full funding of a construction project. As in the past, the City will need to supplement these funds
with other sources of revenue to ensure implementation of the recommended capital
improvement projects occurs.
Centennial Clean Water Fund
Drinking Water State Revolving Fund
Public Works Trust Fund
The Interagency Coordinating Council
Centennial Clean Water Fund (CCWF) – Managed by the Department of Ecology (Ecology) –
The CWTF is available to local governments and tribes for measures to prevent and control
water pollution. Both grants and loans are available on a yearly funding cycle.
CCWF is the largest State Grant Program. It provides grants for planning, design, and
construction of facilities and other activities related to water quality. The primary focus of the
program is pollution prevention and funding projects with a quantifiable water quality benefit.
The CCWF funding cycle requires that applications be submitted by mid-February.
Each public body is limited to a maximum of five funded projects per year, with a maximum of
$2.5 million available for each of two projects, and a limit of $250,000 per project for the
remaining three projects. Grant funding of 50 to 75 percent of a project’s cost is available
depending on the type of project.
Previously, funding from this program was not available to provide excess capacity, but must be
used to meet existing residential needs. The new language allows for projects which address
water quantity issues if they will improve the water quality. However, funding cannot be used
solely to provide a source of supply. Funds are available to protect a source of water supply, as
well as funding of water conservation or water reuse projects, if they can be shown to be the
cost-effective alternative to solve a water quality problem.
Drinking Water State Revolving Fund (DWSRF) – The Washington Department of Health
(DOH) manages these funds. In August 1996 Congress reauthorized the Safe Drinking Water
Act (SDWA) and appropriated funding for states to develop their Drinking Water State Revolving
Fund (DWSRF) loan programs. Each state receives annual allocations in the form of a
Capitalization Grant. In Washington State, the DWSRF is jointly managed by the Department of
Health (DOH) Division of Drinking Water and the Public Works Trust Fund Board (Board), along
with its partner, the Department of Community, Trade and Economic Development.
DWSRF loans are available to all community public water systems, and non-profit, non-
community public water systems, except federally and state owned systems. The loans may be
used to address SDWA health standard violations, replace infrastructure for SDWA compliance,
or consolidate supplies and acquire property if needed for SDWA compliance.
The terms of the loan are generally one percent less on interest than municipal utility revenue
bonds, and life of the loan can extend for the life of the facility up to a 20-year maximum. A ten
percent local match is required on all projects. In addition, eligible systems must demonstrate
“adequate operational, technical, and financial capability to maintain compliance,” have an
approved water system plan (WSP) to ensure the applicant project is included in the WSP
Capital Improvement Program, and meet other eligibility criteria.
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Water System Plan February 2012
Public Works Trust Fund – The Public Works Trust Fund (PWTF) loan program is a loan
program set up by the Legislature to assist cities, towns, counties, and special districts with
funding for different types of public works projects. The projects can include streets, roads,
drainage systems, water systems, and sanitary sewer systems. The emphasis of allocating
funds for is based on replacement and/or repair of existing systems. No funds are allocated to
install a new system. Rather, funds are granted to rehabilitate or replace an existing system
serving an existing population.
The loans are issued at up to a two percent interest rate for a maximum term of 20 years for
applications requesting 95 percent funding of the project. The interest rate decreases to 0.5
percent when the local government provides 15 percent of the project funding. A debt service
coverage requirement is not imposed on the PWTF loan.
Infrastructure Assistance Coordinating Council – One key resource in identifying other
funding programs is the Infrastructure Assistance Coordinating Council (Council). The Council
is comprised of state and local organizations whose function is to provide 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
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 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 interest paid on
them from federal income taxes. 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 debt requiring a coverage ratio) is calculated and the utility’s finances are
reviewed in order to verify payments 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. The financial
review generally includes both current and past budgets, financial statements, and budgetary
practices and polices, and reserve level balances.
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. Then the costs of those
improvements are shared only by those customers benefiting from those improvements.
While the above list of possible grant, loan and other funding opportunities for the City is not
exhaustive, it does however, highlight the most probable outside funding sources available to
the City for its capital improvements.
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Water System Plan February 2012
12.4. Summary of the Financial Projections
Table 12-4 Summary of the City’s Six-Year Financial Plan (million $)
2010 2011 2012 2013 2014 2015
Sources of Funds
Rate Revenues $2.25 $2.25 $2.27 $2.29 $2.30 $2.32
Miscellaneous Revenues 0.21 0.04 0.07 0.08 0.11 0.11
Total Sources of Funds $2.46 $2.29 $2.34 $2.37 $2.41 $2.43
Applications of Funds
O&M and Taxes $1.86 $1.91 $1.98 $2.05 $2.12 $2.19
Capital Imp. Funded Through Rates 0.60 0.35 0.50 0.70 0.90 1.00
Net Debt Service 0.19 0.36 0.36 0.36 0.36 0.35
Change in Working Capital (0.19) (0.03) 0.04 0.06 (0.02) (0.01)
Total Applications of Funds $2.46 $2.59 $2.88 $3.17 $3.36 $3.53
Balance/Deficiency of Funds $0 ($0.30) ($0.54) ($0.80) ($0.95) ($1.10)
Balance as a % of Rates 0.0% 14.1% 24.8% 36.7% 43.2% 50%
Other Financial Measures -
Operating Reserve $2.00 $1.97 $2.01 $2.07 $2.06 $2.04
Capital Reserve $0 $1.42 $1.17 $0.77 $0.68 $0.64
Debt Service Coverage Ratios:
Before Rate Adjustments 3.17 1.06 1.01 0.90 0.83 0.67
After Rate Adjustments 3.17 1.89 2.51 3.12 3.47 3.75
Table 12-5 Summary of the Six-Year Rate Adjustment Transition Plan
2010 2011 2012 2013 2014 2015
Phased-in Rate Adjustments 0.0% 15.0% 10.0% 10.0% 5.0% 5.0%
12.5. Rate Impacts
Table 12-6 Summary of the Rate Impacts ($/Month) to a Typical Residential
Customer [1]
$/Month Annual $ Change
Present Rate (2010) $35.00 $0.00
2011 40.25 5.25
2012 44.28 4.03
2013 48.70 4.43
2014 51.14 2.44
2015 53.69 2.56
[1] Assumes a 5/8” x 3/4” meter @ 10 CF.
City of Chehalis 12-8 Chapter 12
Water System Plan February 2012
12.6. Summary
This chapter has presented the historical and projected financial data for the City’s water utility,
including developing a rate transition plan to allow the City to accomplish all of the goals and
objectives listed in this plan. The required rate adjustments are not unusual or extraordinary in
nature, however, it should be noted that the current state of the economy has had significant
impacts on all utilities and the Lewis County area has been particularly affected by the downturn
in the economy. Growth has slowed to nearly nothing and thereby has significantly impacted
historical levels of customer growth. While this plan provides an estimate of costs and revenues
for the City’s system, the City will closely monitor and adjust this plan as necessary to ensure
that the most critical of goals and objectives are met. Details regarding the financial analysis
are provided in Appendix M.