HomeMy WebLinkAboutWater Plan Update _Final_Dec_2012CITY OF RENTON
WATER SYSTEM PLAN UPDATE
A COMPREHENSIVE WATER SYSTEM PLAN
2012
MAYOR
Denis Law
PUBLIC WORKS DEPARTMENT ADMINISTRATOR
Gregg Zimmerman
UTILITY SYSTEMS DIVISION STAFF
Lys Hornsby
Abdoul Gafour
J. D. Wilson
MAINTENANCE SERVICES DIVISION STAFF
Michael Stenhouse
Ray Sled
CITY COUNCIL
Rich Zwicker, President
Randy Corman, President Pro Tem
Terri Briere, Councilmember
Marcie Palmer, Councilmember
Don Persson, Councilmember
Greg Taylor, Councilmember
Ed Prince, Councilmember
PREPARED BY
City of Renton
with the assistance of
Carollo Engineers
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CITY OF RENTON
WATER SYSTEM PLAN UPDATE
TABLE OF CONTENTS
EXECUTIVE SUMMARY .............................................................................................. ES1-1
ES.1 INTRODUCTION ................................................................................................. ES-1
ES.2 EXISTING SYSTEM ............................................................................................ ES-3
ES.3 PLANNING DATA AND WATER DEMAND FORECASTS .................................. ES-5
ES.4 WATER USE EFFICIENCY AND CONSERVATION PLAN ................................ ES-7
ES.4.1 Planning Requirements ........................................................................... ES-7
ES.4.2 Metering ................................................................................................... ES-7
ES.4.3 Distribution System Leakage ................................................................... ES-7
ES.4.4 Conservation Plan ................................................................................... ES-7
ES.5 POLICIES, CRITERIA, AND STANDARDS ........................................................ ES-8
ES.6 WATER SUPPLY, WATER RIGHTS, AND WATER QUALITY ........................... ES-9
ES.6.1 Water Supply ........................................................................................... ES-9
ES.6.2 Water Rights ............................................................................................ ES-9
ES.6.3 Water Quality ........................................................................................... ES-9
ES.6.4 Recommended Water Supply Improvements ........................................ ES-10
ES.7 SYSTEM ANALYSIS ......................................................................................... ES-10
ES.8 OPERATIONS AND MAINTENANCE ............................................................... ES-10
ES.9 CAPITAL IMPROVEMENTS PLAN ................................................................... ES-10
ES.10 FINANCIAL ANALYSIS ..................................................................................... ES-13
CHAPTER 1 ....................................................................................................................... 1-1
INTRODUCTION ................................................................................................................ 1-1
1.1 PURPOSE .............................................................................................................. 1-1
1.2 AUTHORIZATION .................................................................................................. 1-1
1.3 OBJECTIVES ......................................................................................................... 1-1
1.4 LOCATION ............................................................................................................. 1-2
1.5 OWNERSHIP AND MANAGEMENT ...................................................................... 1-3
1.6 SYSTEM HISTORY ................................................................................................ 1-3
1.7 EXISTING SERVICE AREA CHARACTERISTICS ................................................ 1-7
1.7.1 Service Area Agreements ........................................................................... 1-7
1.8 ENVIRONMENTAL ASSESSMENT ....................................................................... 1-8
1.9 APPROVAL PROCESS .......................................................................................... 1-9
1.10 RELATED PLANS .................................................................................................. 1-9
1.11 ACKNOWLEDGEMENTS ..................................................................................... 1-10
CHAPTER 2 ....................................................................................................................... 2-1
EXISTING SYSTEM ........................................................................................................... 2-1
2.1 SYSTEM OVERVIEW ............................................................................................ 2-1
2.2 WATER SYSTEM DESCRIPTION ......................................................................... 2-4
2.2.1 Source of Supply ........................................................................................ 2-4
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2.2.1.1 Springbrook Springs (DOH Source S05) ...................................... 2-4
2.2.1.2 Wells 1, 2, and 3 (DOH Source S10 – Wellfield) .......................... 2-5
2.2.1.3 Well 8 (DOH Source S07) ............................................................ 2-6
2.2.1.4 Well 9 (DOH Source S09) ............................................................ 2-6
2.2.1.5 Emergency Well 3 (DOH Source S16) ......................................... 2-6
2.2.1.6 Well 5 (DOH Source S04) ............................................................ 2-7
2.2.1.7 Maplewood Wellfield (DOH Source S13) ..................................... 2-7
2.2.1.8 Well 4 (DOH Source S06) ............................................................ 2-8
2.2.1.9 Seattle Interties (DOH Source S08) ............................................. 2-8
2.2.2 Storage ..................................................................................................... 2-10
2.2.2.1 North Talbot Reservoir (Valley 196 Zone) .................................. 2-10
2.2.2.2 Mount Olivet Reservoir (Valley 196 Zone) .................................. 2-11
2.2.2.3 Highlands 435 Reservoir – 1.5-MG(Highlands 435 Zone) .......... 2-11
2.2.2.4 Highlands 435 Reservoir – 2-MG (Highlands 435 Zone) ............ 2-12
2.2.2.5 Highlands 565 Reservoir - 0.75-MG (Highlands 565 Zone) ....... 2-12
2.2.2.6 Hazen 565 Reservoir - 4.2-MG (Highlands 565 Zone) ............... 2-13
2.2.2.7 Rolling Hills 590 Reservoir (Rolling Hills 590 Zone) ................... 2-13
2.2.2.8 Rolling Hills 490 Reservoir (Rolling Hills 490 Zone) ................... 2-13
2.2.2.9 West Hill Reservoir (West Hill 495 Zone) ................................... 2-13
2.2.2.10 South Talbot Reservoir (South Talbot 350 Zone) ....................... 2-13
2.2.3 Booster Pump Stations ............................................................................. 2-15
2.2.3.1 Mt. Olivet Booster Pump Station ................................................ 2-15
2.2.3.2 Houser Way Booster Pump Station ............................................ 2-15
2.2.3.3 Monroe Avenue Booster Pump Station ...................................... 2-19
2.2.3.4 North Talbot Booster Pump Station ............................................ 2-19
2.2.3.5 Rolling Hills Booster Pump Station ............................................. 2-20
2.2.3.6 Tiffany Park Booster Pump Station ............................................ 2-20
2.2.3.7 Fred Nelson Booster Pump Station ............................................ 2-20
2.2.3.8 Maplewood Booster Pump Station ............................................. 2-20
2.2.3.9 South Talbot Booster Pump Station ........................................... 2-21
2.2.3.10 West Hill Booster Pump Station ................................................. 2-21
2.2.4 Pressure Zones and Pressure-Reducing Stations.................................... 2-21
2.2.5 Interties and Emergency Supply Sources ................................................. 2-30
2.2.6 Distribution System ................................................................................... 2-30
2.2.7 Source Treatment ..................................................................................... 2-35
2.2.8 Telemetry and SCADA ............................................................................. 2-35
CHAPTER 3 ....................................................................................................................... 3-1
PLANNING DATA AND WATER DEMAND FORECASTS ............................................... 3-1
3.1 POPULATION AND DEMOGRAPHIC TRENDS .................................................... 3-1
3.1.1 Historical Population and Demographics .................................................... 3-1
3.1.2 Population and Demographic Forecasts..................................................... 3-2
3.2 HISTORICAL CONNECTIONS AND WATER USE ................................................ 3-3
3.2.1 Historical Service Connections ................................................................... 3-3
3.2.2 Historical Source Production ...................................................................... 3-4
3.2.3 Historical Water Consumption by User Class ............................................. 3-5
3.2.4 Average Day, Maximum Day, and Peak Hour Demands ............................ 3-9
3.2.4.1 Average Day Demand .................................................................. 3-9
3.2.4.2 Maximum Day Demand ................................................................ 3-9
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3.2.4.3 Peak Hour Demand ...................................................................... 3-9
3.2.5 Seasonal Variation in Consumption by Customer Class .......................... 3-11
3.3 EQUIVALENT RESIDENTIAL UNITS .................................................................. 3-14
3.4 OTHER AUTHORIZED CONSUMPTION ............................................................. 3-15
3.5 UNACCOUNTED-FOR WATER ........................................................................... 3-15
3.6 ZONING DESIGNATIONS ................................................................................... 3-19
3.7 PROJECTED NUMBER OF CONNECTIONS ...................................................... 3-20
3.8 PROJECTED WATER DEMAND AND ERUs ...................................................... 3-22
3.8.1 Projected Equivalent Residential Units ..................................................... 3-23
3.8.2 Projected Average and Maximum Day Demands ..................................... 3-25
3.8.3 Potential Range in Future Water Demand ................................................ 3-28
3.8.4 Projected Range of Demands with Additional Conservation .................... 3-29
CHAPTER 4 ....................................................................................................................... 4-1
WATER USE EFFICIENCY AND CONSERVATION PLAN .............................................. 4-1
4.1 PLANNING REQUIREMENTS ............................................................................... 4-1
4.1.1 Data Collection ........................................................................................... 4-1
4.1.2 Demand Forecast ....................................................................................... 4-2
4.2 DISTRIBUTION SYSTEM LEAKAGE ..................................................................... 4-2
4.3 METERING ............................................................................................................. 4-5
4.4 CONSERVATION PLANNING ............................................................................... 4-5
4.4.1 Historic Conservation Program ................................................................... 4-8
4.4.1.1 Consumption History .................................................................... 4-8
4.4.2 Current Conservation Program ................................................................. 4-13
4.4.2.1 Municipal Water Law .................................................................. 4-13
4.4.2.2 Mandatory Measures .................................................................. 4-14
4.4.3 Proposed Conservation Program ............................................................. 4-15
4.4.3.1 Selected Measures ..................................................................... 4-15
4.4.3.2 Regional Conservation Participation .......................................... 4-16
CHAPTER 5 ....................................................................................................................... 5-1
POLICIES, CRITERIA AND STANDARDS ....................................................................... 5-1
5.1 INTRODUCTION .................................................................................................... 5-1
5.2 SERVICE AREA, POLICIES, AND STANDARDS .................................................. 5-1
5.3 SUMMARY OF POLICIES FOR WATER SYSTEM PLAN ..................................... 5-2
5.3.1 Service Area ............................................................................................... 5-2
5.3.1.1 Mission Statement ........................................................................ 5-2
5.3.1.2 Service Availability ........................................................................ 5-2
5.3.1.3 Government Consistency ............................................................. 5-2
5.3.1.4 Existing Water Service Area and Retail Water Service Area ....... 5-3
5.3.1.5 Future Retail Water Service Area ................................................. 5-3
5.3.1.6 Urban Growth Area ....................................................................... 5-3
5.3.1.7 Satellite/Remote Systems ............................................................ 5-3
5.3.1.8 Service for Annexations without Existing Municipal Water
Supplies ........................................................................................ 5-3
5.3.1.9 Service for Annexations with Existing Municipal Water
Supplies ........................................................................................ 5-4
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5.3.1.10 Service for Protection of Public Health ......................................... 5-4
5.3.1.11 Conditions for Service to Properties with Existing Private and
or Exempt Wells ........................................................................... 5-4
5.3.1.12 Requests for Assumption by Water Districts or Private Water
Systems ........................................................................................ 5-5
5.3.1.13 City Initiated Assumption of Water Districts or Private Water
Systems ........................................................................................ 5-5
5.3.1.14 Wholesaling Water ....................................................................... 5-5
5.3.1.15 Wheeling Water ............................................................................ 5-5
5.3.1.16 Water Service to Properties in King County and within Renton
Retail Water Service Area ............................................................ 5-6
5.3.2 Water Supply Planning and Management Policies ..................................... 5-6
5.3.2.1 Water Supply Planning ................................................................. 5-6
5.3.2.2 Regional Water Supply Planning .................................................. 5-7
5.3.2.3 Water Supply and Resources Management ................................. 5-7
5.3.2.4 Reclaimed Water Use ................................................................... 5-8
5.3.2.5 Conservation and Water Use Efficiency ....................................... 5-8
5.3.2.6 Water Shortage Response Plan ................................................... 5-8
5.3.2.7 Emergency Interties ...................................................................... 5-9
5.3.2.8 Water Quality ................................................................................ 5-9
5.3.2.9 Cross Connection Control ............................................................ 5-9
5.3.2.10 Wellhead Protection Program ....................................................... 5-9
5.3.2.11 Aquifer Protection Program .......................................................... 5-9
5.3.3 Water Main Extension And Service Ownership ........................................ 5-10
5.3.3.1 Orderly Extension of Utilities ...................................................... 5-10
5.3.3.2 Extension Across Full Frontage of Properties ............................ 5-10
5.3.3.3 Sizing of Water Mains ................................................................. 5-10
5.3.3.4 Requirements for Looping of Water Mains ................................. 5-11
5.3.3.5 Design of Water Main Extension ................................................ 5-11
5.3.3.6 Construction of Water Main Extension ....................................... 5-11
5.3.3.7 Oversizing of Water Main Extension .......................................... 5-11
5.3.3.8 Water Main Extension - Exception ............................................. 5-12
5.3.3.9 Water Service and Water Meter Ownership/Responsibility ........ 5-12
5.3.3.10 Requirement for Water Meters ................................................... 5-12
5.3.3.11 Water Main Extension by Developers ........................................ 5-12
5.3.3.12 Late-comer Agreements ............................................................. 5-12
5.3.4 System Reliability and Emergency Management Plan ............................. 5-13
5.3.4.1 Service Reliability ....................................................................... 5-13
5.3.4.2 Emergency Preparedness .......................................................... 5-13
5.3.4.3 Vulnerability Assessment ........................................................... 5-13
5.3.4.4 Multiple Sources of Supply ......................................................... 5-14
5.3.5 Fire Protection Policies ............................................................................. 5-14
5.3.5.1 Fire Protection Responsibility ..................................................... 5-14
5.3.5.2 Fire Flow Requirements for New Construction ........................... 5-14
5.3.5.3 Fire Flow Requirements for Existing Construction ..................... 5-14
5.3.5.4 Fire Flow Quantity ...................................................................... 5-15
5.3.5.5 Fire Flow Storage ....................................................................... 5-15
5.3.5.6 Fire Hydrants .............................................................................. 5-15
5.3.6 Financial Policies ...................................................................................... 5-15
5.3.6.1 Fiscal Stewardship ..................................................................... 5-15
5.3.6.2 Enterprise Fund – Self-sufficient Funding .................................. 5-15
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5.3.6.3 Rate Stabilization ........................................................................ 5-16
5.3.6.4 Operating Reserve ..................................................................... 5-16
5.3.6.5 Debt Service ............................................................................... 5-16
5.3.6.6 Bonds vs. Cash Expenditures: ................................................... 5-16
5.3.6.7 Comprehensive Planning ........................................................... 5-16
5.3.6.8 Equitable Rates .......................................................................... 5-16
5.3.6.9 Outside-City Rates ..................................................................... 5-17
5.3.6.10 Discounted Rates ....................................................................... 5-17
5.3.6.11 Other Fees and Charges ............................................................ 5-17
5.3.6.12 Ancillary Charges ....................................................................... 5-17
5.3.6.13 Inflation Rate .............................................................................. 5-17
5.3.7 Facilities Policies ...................................................................................... 5-18
5.3.7.1 System Pressure ........................................................................ 5-18
5.3.7.2 Velocity ....................................................................................... 5-18
5.3.7.3 Storage ....................................................................................... 5-18
5.3.7.4 Pipelines and Water Services ..................................................... 5-20
5.3.7.5 Booster Pumps ........................................................................... 5-21
5.3.7.6 Pressure Reducing Stations (PRV’s) .......................................... 5-21
5.3.7.7 Supervisor Control and Data Acquisition (SCADA) Telemetry
System ........................................................................................ 5-22
5.3.7.8 Construction Standards .............................................................. 5-22
5.3.7.9 Standard Useful Life for Design .................................................. 5-22
5.3.7.10 Facilities Maintenance ................................................................ 5-23
5.3.7.11 Joint Use Facilities ...................................................................... 5-23
5.3.8 Organizational Policies ............................................................................. 5-23
5.3.8.1 Structure ..................................................................................... 5-23
5.3.8.2 Project Review Procedures ........................................................ 5-24
5.3.8.3 Requirements for Outside Parties .............................................. 5-25
CHAPTER 6 ....................................................................................................................... 6-1
WATER SUPPLY, WATER RIGHTS, AND WATER QUALITY ........................................ 6-1
6.1 WATER SUPPLY RESOURCES ............................................................................ 6-1
6.1.1 Cedar Valley Aquifer ................................................................................... 6-2
6.1.1.1 Downtown Wells ........................................................................... 6-2
6.1.2 Springbrook Springs ................................................................................... 6-2
6.1.3 Maplewood Production Aquifer ................................................................... 6-3
6.1.3.1 Maplewood Wells ......................................................................... 6-3
6.1.4 Well 5A ....................................................................................................... 6-3
6.2 CONDITION OF SUPPLY SOURCES ................................................................... 6-4
6.3 CAPACITY OF SUPPLY SOURCES ...................................................................... 6-4
6.4 WATER RIGHTS .................................................................................................... 6-5
6.4.1 Existing Water Rights ................................................................................. 6-5
6.4.2 Forecasted Water Rights ............................................................................ 6-8
6.5 INTERTIES ........................................................................................................... 6-11
6.6 WATER QUALITY PLAN AND TREATMENT ...................................................... 6-11
6.6.1 Existing Water Quality .............................................................................. 6-12
6.6.2 Treatment ................................................................................................. 6-12
6.6.3 Water Quality Monitoring .......................................................................... 6-13
6.6.4 Corrosion Control Program ....................................................................... 6-16
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6.7 STATE AND FEDERAL REGULATORY REQUIREMENTS ................................ 6-17
6.7.1 Total Coliform Rule ................................................................................... 6-17
6.7.2 Stage 1 & 2 Disinfectants and Disinfection Byproducts Rules.................. 6-18
6.7.3 Ground Water Rule ................................................................................... 6-20
6.7.4 Radionuclides Rule ................................................................................... 6-20
6.7.5 Inorganic Chemical Analysis..................................................................... 6-21
6.7.6 Organic Chemical Analysis ....................................................................... 6-21
6.7.7 Lead and Copper ...................................................................................... 6-22
6.7.8 Future Regulations ................................................................................... 6-22
6.8 WELLHEAD PROTECTION PROGRAM .............................................................. 6-22
6.9 SYSTEM RELIABILITY ........................................................................................ 6-23
6.9.1 Reliability Efforts ....................................................................................... 6-23
6.9.2 Water Shortage Response Planning ........................................................ 6-24
6.10 LONG-RANGE WATER SUPPLY PLANNING ..................................................... 6-24
6.10.1 Regional Water Supply Issues.................................................................. 6-25
6.11 RECOMMENDED WATER SUPPLY IMPROVEMENTS ..................................... 6-27
CHAPTER 7 ....................................................................................................................... 7-1
SYSTEM ANALYSIS ......................................................................................................... 7-1
7.1 INTRODUCTION .................................................................................................... 7-1
7.2 OPERATIONAL AREAS ......................................................................................... 7-1
7.3 PUMP STATION ANALYSIS .................................................................................. 7-4
7.3.1 Existing System .......................................................................................... 7-4
7.3.1.1 Valley ............................................................................................ 7-4
7.3.1.2 West Hill 495 ................................................................................ 7-4
7.3.1.3 Highlands 435 ............................................................................... 7-6
7.3.1.4 Highlands 565 ............................................................................... 7-7
7.3.1.5 Rolling Hills 590 ............................................................................ 7-8
7.3.1.6 Rolling Hills 490 ............................................................................ 7-9
7.3.1.7 Talbot Hill 350 ............................................................................... 7-9
7.3.2 System Recommendations ....................................................................... 7-11
7.4 STORAGE ANALYSIS ......................................................................................... 7-11
7.4.1 Elements of Storage ................................................................................. 7-11
7.4.1.1 Operational Storage ................................................................... 7-11
7.4.1.2 Equalizing Storage ..................................................................... 7-14
7.4.1.3 Emergency Storage / Fire Storage ............................................. 7-16
7.4.1.4 Dead Storage Volume ................................................................ 7-18
7.4.2 Storage Analysis per Operational Area .................................................... 7-19
7.4.2.1 Valley Operational Area .............................................................. 7-19
7.4.2.2 West Hill 495 Operational Area .................................................. 7-20
7.4.2.3 Highlands 435 Operational Area ................................................ 7-21
7.4.2.4 Highlands 565 Operational Area ................................................ 7-22
7.4.2.5 Rolling Hills 590 Operational Area .............................................. 7-22
7.4.2.6 Rolling Hills 490 Operational Area .............................................. 7-23
7.4.2.7 Talbot Hill 350 ............................................................................. 7-24
7.4.3 Storage Recommendations ...................................................................... 7-24
7.4.4 2017 Improvements .................................................................................. 7-25
7.4.5 2031 Improvements .................................................................................. 7-25
7.5 DISTRIBUTION SYSTEM ANALYSIS .................................................................. 7-25
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7.5.1 Evaluation Criteria .................................................................................... 7-26
7.5.1.1 Fire Test Model Criteria .............................................................. 7-26
7.5.2 Pressure Analysis ..................................................................................... 7-31
7.5.3 Fire Flow Analysis..................................................................................... 7-31
7.5.4 Recommended Improvements .................................................................. 7-40
7.5.4.1 Pressure Zone Improvements .................................................... 7-40
7.5.4.2 Fire Flow Improvements ............................................................. 7-46
7.5.5 Annual Pipeline Replacement Program .................................................... 7-48
7.6 SUMMARY OF RECOMMENDATIONS ............................................................... 7-54
7.6.1 2017 Improvements .................................................................................. 7-54
7.6.2 2031 Improvements .................................................................................. 7-55
CHAPTER 8 ....................................................................................................................... 8-1
OPERATIONS AND MAINTENANCE ............................................................................... 8-1
8.1 WATER SYSTEM MANAGEMENT ........................................................................ 8-1
8.1.1 Normal Day-to-Day Operations .................................................................. 8-1
8.1.2 Preventive Maintenance ............................................................................. 8-1
8.1.3 Field Engineering ........................................................................................ 8-1
8.1.4 Water Quality Monitoring ............................................................................ 8-2
8.1.5 Emergency Response ................................................................................ 8-2
8.1.6 Cross Connection Control Plan .................................................................. 8-2
8.1.7 Capital Improvement Program .................................................................... 8-3
8.1.8 Budget Formulation .................................................................................... 8-3
8.1.9 Response to Complaints............................................................................. 8-3
8.1.10 Public and Press Contact ........................................................................... 8-4
8.1.11 Billing .......................................................................................................... 8-4
8.2 OPERATOR CERTIFICATION ............................................................................... 8-4
8.3 SYSTEM OPERATION ........................................................................................... 8-6
8.3.1 Identification of Major System Components ............................................... 8-6
8.3.2 Routine System Operation .......................................................................... 8-6
8.3.3 Preventive Maintenance Program .............................................................. 8-7
8.3.4 Equipment, Supplies, and Chemical Listing ............................................... 8-7
8.4 EMERGENCY RESPONSE PROGRAM ................................................................ 8-7
8.4.1 Water System Personnel Emergency Call-up List ...................................... 8-7
8.4.2 Notification Procedures – Water Quality Emergencies ............................... 8-8
8.4.3 Vulnerability Analysis .................................................................................. 8-8
8.4.4 Contingency Operational Plan .................................................................... 8-8
8.5 SAFETY PROCEDURES ....................................................................................... 8-9
8.6 CUSTOMER COMPLAINT RESPONSE PROGRAM ............................................. 8-9
8.7 RECORD KEEPING AND REPORTING ................................................................ 8-9
CHAPTER 9 ....................................................................................................................... 9-1
CAPITAL IMPROVEMENT PLAN ..................................................................................... 9-1
9.1 INTRODUCTION .................................................................................................... 9-1
9.2 CAPITAL PROJECTS ............................................................................................ 9-1
9.2.1 Projects to Address Future Water Supply Needs and Increase Storage
Capacity .......................................................................................... 9-1
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9.2.1.1 50-Year Water Supply Purveyor Contract with Seattle Public
Utilities .......................................................................................... 9-1
9.2.1.2 Future Reservoirs to Increase Storage and for Operational
Flexibility ....................................................................................... 9-2
9.2.2 Projects to Increase Water System Reliability and Redundancy ................ 9-4
9.2.2.1 Back-Up Power to Pump Stations and Production Wells
Pumps .......................................................................................... 9-4
9.2.3 Water Quality Improvements and Regulatory Compliance Projects ........... 9-5
9.2.3.1 Primary Disinfection for Wells PW-8, PW-9, EW-3 and
Springbrook Springs ..................................................................... 9-5
9.2.3.2 Well 5A Water Treatment Improvements ..................................... 9-6
9.2.4 Transmission and Distribution Pipelines Renewal and Replacement
Projects ........................................................................................... 9-6
9.2.4.1 Asset Management Plan for Renewal and Replacement of
Water Mains ................................................................................. 9-6
9.2.4.2 Water Main Replacement Projects to Increase Fire Flow
Capacity ........................................................................................ 9-6
9.2.4.3 Annual Water Main Replacement Program .................................. 9-7
9.2.4.4 Optimization of Pressure Zones in Distribution System ............... 9-7
9.2.4.5 Water Main Replacement in conjunction with Roadway
Improvements Projects ................................................................. 9-8
9.2.4.6 Rainier Avenue S. from S. Grady Way to S. 2nd St ..................... 9-8
9.2.4.7 SW 27th St - Strander Boulevard Water Main Extension ............. 9-8
9.2.4.8 Water Main Improvements in Redevelopment Areas ................... 9-8
9.2.4.9 Other On-Going Capital Programs and Plans .............................. 9-9
9.3 SUMMARY ............................................................................................................. 9-9
CHAPTER 10 ................................................................................................................... 10-1
FINANCIAL PROGRAM .................................................................................................. 10-1
10.1 INTRODUCTION .................................................................................................. 10-1
10.2 REVENUES AND FUNDING SOURCES ............................................................. 10-1
10.3 HISTORICAL FINANCIAL PERFORMANCE ....................................................... 10-2
10.4 FINANCIAL OUTLOOK ........................................................................................ 10-3
10.5 FUNDING FOR COMPREHENSIVE PLAN CAPITAL IMPROVEMENTS
RECOMMENDATIONS ........................................................................................ 10-7
10.6 WATER RATES .................................................................................................... 10-7
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LIST OF APPENDICES
Appendix A SEPA Checklist and DNS
Appendix B Agency Comment Letters and Responses
Appendix C Adopting Resolution
Appendix D Agreements
Appendix E Water Rights Documents
Appendix F System Maps
Appendix G Cross Connection Control Plan
Appendix H Drinking Water Quality Monitoring Plan
Appendix I Demographic Projection Methodology
Appendix J Standard Specifications & Details
Appendix K Hydraulic Modeling, Calibration, and Results
Appendix L Wellhead Protection Plan
Appendix M Water Reclamation Checklist
Appendix N Aquifer Monitoring Report
Appendix O Water Facilities Inventory Form
Appendix P Water Loss Control Action Plan
LIST OF TABLES
Table ES.1 Historical Average and Maximum Day Demand ...................................... ES-5
Table ES.2 Projected Average and Maximum Day Demands .................................... ES-6
Table ES.3 WUE Mandatory Measures ...................................................................... ES-8
Table ES.4 Short-Term (2012-2017) Water Capital Improvement Program
Summary ............................................................................................... ES-11
Table ES.5 Long-Term (2018-2031) Water Capital Improvement Program
Summary ..................................................................................................... 12
Table ES.6 Water Utility Fund - Forecasted Revenues, Expenses & Fund
Balances by Year ................................................................................. ES-14
Table 2.1 Pressure Zones by Geographical Area ....................................................... 2-2
Table 2.2 Active Supply Sources ................................................................................ 2-5
Table 2.3 All Interties of All Types .............................................................................. 2-9
Table 2.4 Existing Storage Facilities ........................................................................ 2-14
Table 2.5 Booster Pump Stations ............................................................................. 2-16
Table 2.6 Pressure Zones – Minimum and Maximum Service Pressures and
Elevations ................................................................................................. 2-23
Table 2.7 Pressure Zones by Operating Area .......................................................... 2-23
Table 2.8 Pressure Reducing Station ....................................................................... 2-26
Table 2.9a Pipe Inventory – Length by Diameter and Zone ....................................... 2-31
Table 2.9b Pipe Inventory – Length by Diameter and Material ................................... 2-31
Table 2.9c Pipe Inventory – Length by Material and Age ........................................... 2-32
Table 2.10 Water Main Replacements Since 2003 .................................................... 2-34
Table 3.1 Historical Demographics ............................................................................. 3-2
Table 3.2 Demographic Projections............................................................................ 3-2
Table 3.3 Historical Service Connections ................................................................... 3-3
Table 3.4 Historical Annual Water Production by Source ........................................... 3-5
Table 3.5 Historical Water Consumption by Customer Class ..................................... 3-7
TABLE OF CONTENTS
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Table 3.6 Historical Average and Maximum Day Demand ....................................... 3-11
Table 3.7 Seasonal Consumption by Customer Type (2004 - 2009) ........................ 3-14
Table 3.8 Historical Water Consumption per Account by Customer Class ............... 3-16
Table 3.9 Historical Number of ERUs by Customer Class ....................................... 3-17
Table 3.10 Historical Unaccounted-for Water ............................................................. 3-17
Table 3.11 Projected Average Annual Growth Rates by Customer Class .................. 3-22
Table 3.12 Projected Connections by Customer Type ............................................... 3-22
Table 3.13 Projected ERUs by Customer Type .......................................................... 3-23
Table 3.14 Projected Average and Maximum Day Demands ..................................... 3-26
Table 3.15 Projected Range in Future Demand ......................................................... 3-31
Table 4.1 Categories of Data Collection ..................................................................... 4-2
Table 4.2 Distribution System Losses (DSL) .............................................................. 4-3
Table 4.3 Connections by Customer Category – 2010 ............................................... 4-5
Table 4.4 Renton Historical, Current and Proposed Water Conservation
Measures .................................................................................................. 4-12
Table 4.5 WUE Mandatory Measures ....................................................................... 4-13
Table 4.6 Changes in Customer Class Rates ........................................................... 4-15
Table 4.7 Saving Water Partnership Conservation Measures and Strategies .......... 4-17
Table 6.1a Existing Water Rights Status ...................................................................... 6-6
Table 6.1b Existing Water Rights Status - Interties ...................................................... 6-7
Table 6.2a Forecasted Water Rights Status ................................................................. 6-9
Table 6.2b Forecasted Intertie Status ........................................................................ 6-10
Table 6.3 Source Treatment Goals and Effectiveness ............................................. 6-14
Table 6.4 Existing and Future Requirements of the Safe Drinking Water Act .......... 6-18
Table 7.1 Operational Areas and Pressure Zones ..................................................... 7-1
Table 7.2 Valley Source Capacity Analysis (Existing) ................................................ 7-5
Table 7.3 West Hill 495 Source Capacity Analysis (Existing) ..................................... 7-6
Table 7.4 Highlands 435 Source Capacity Analysis (Existing) ................................... 7-7
Table 7.5 Highlands 565 Source Capacity Analysis (Existing) ................................... 7-8
Table 7.6 Rolling Hills 590 Source Capacity Analysis (Existing) ................................ 7-9
Table 7.7 Rolling Hills 490 Source Capacity Analysis (Existing) .............................. 7-10
Table 7.8 Talbot 350 Source Capacity Analysis (Existing) ....................................... 7-10
Table 7.9 Operational Storage Volumes ................................................................... 7-12
Table 7.10 Diurnal Summer Demand by Operating Area(1) ........................................ 7-14
Table 7.11 Equalizing Storage Volumes..................................................................... 7-16
Table 7.12 Emergency Storage Volumes ................................................................... 7-17
Table 7.13 Maximum Fire Flows ................................................................................. 7-18
Table 7.14 Nested Fire and Emergency Volume ........................................................ 7-18
Table 7.15 Reservoir Dead Volume ............................................................................ 7-19
Table 7.16 Valley Storage Analysis (Existing) ............................................................ 7-20
Table 7.17 West Hill 495 Storage Analysis (Existing) ................................................. 7-21
Table 7.18 Highlands 435 Storage Analysis (Existing) ............................................... 7-21
Table 7.19 Highlands 565 Storage Analysis (Existing) ............................................... 7-22
Table 7.20 Rolling Hills 590 Storage Analysis (Existing) ............................................ 7-23
Table 7.21 Rolling Hills 490 Storage Analysis (Existing) ............................................ 7-23
Table 7.22 Talbot Hill 350 Storage Analysis (Existing) ............................................... 7-24
Table 7.23 Service Criteria for Required Fire Flow .................................................... 7-26
Table 7.24 Large Fire Requirements .......................................................................... 7-29
TABLE OF CONTENTS
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Table 7.25 System Fire Flows .................................................................................... 7-38
Table 7.26 New Pipes and Recommended Pipe Replacement for Fire Flow ............. 7-46
Table 7.27 Useful Life of Pipes ................................................................................... 7-50
Table 7.28 Pipe Length by Decade Installed and Material Type ................................ 7-51
Table 8.1 Staff Certification ........................................................................................ 8-5
Table 8.2 Operations & Maintenance Activities – Typical Year ................................ 8-11
Table 8.3 Water Maintenance Services Equipment List 2011 .................................. 8-15
Table 10.1 Water Utility Fund (Fund 405) ................................................................... 10-2
Table 10.2 Water Utility Fund (Fund 405) ................................................................... 10-5
Table 10.3 2012 City of Renton Water Commodity Rate Schedule ............................ 10-7
Table 10.4 2012 City of Renton Monthly Water Base Charge Rate Schedule ........... 10-8
LIST OF FIGURES
Figure ES.1 Service Area ............................................................................................ ES-2
Figure ES.2 Water Facility Locations .......................................................................... ES-4
Figure 1.1 Adjacent Purveyors ..................................................................................... 1-4
Figure 1.2 City of Renton Drinking Water Organization ............................................... 1-5
Figure 1.3 Service Area ............................................................................................... 1-6
Figure 2.1 Water Facility Locations ............................................................................. 2-3
Figure 2.2 Hydraulic Profile Schematic ...................................................................... 2-24
Figure 3.1 Average Water Production by Source (2004 to 2009) ................................ 3-6
Figure 3.2 Water Consumption Percentage by Customer Class (2004 to 2009) ......... 3-8
Figure 3.3 Historical Annual Water Consumed .......................................................... 3-10
Figure 3.4 Average Monthly Consumption, Including Wholesale (2004 to 2009) ...... 3-12
Figure 3.5 Average Seasonal Consumption by Customer Class (2004 to 2009) ...... 3-13
Figure 3.6 Historical Annual Water Production vs. Consumption .............................. 3-18
Figure 3.7 Renton Zoning Map .................................................................................. 3-21
Figure 3.8 Projected Number of ERUs ...................................................................... 3-24
Figure 3.9 Projected Average and Maximum Day Demand ....................................... 3-27
Figure 3.10 Potential Range in Future Demand Projections ........................................ 3-30
Figure 4.1 DSL 3-Year Rolling Average ....................................................................... 4-4
Figure 4.2 Water Use by Customer Category - 2010 ................................................... 4-6
Figure 4.3 Monthly Water Production 2010 ................................................................. 4-7
Figure 4.4 Average Annual Consumption Single-Family Connection .......................... 4-9
Figure 4.5 Total Consumption.................................................................................... 4-10
Figure 4.6 Annual Consumption per Connection ....................................................... 4-11
Figure 7.1 Water Facility Locations ............................................................................. 7-2
Figure 7.2 Hydraulic Profile Schematic ........................................................................ 7-3
Figure 7.3 Five Types of Storage Required ............................................................... 7-13
Figure 7.4 Fire Flow Requirements ............................................................................ 7-27
Figure 7.5 Large Fire Locations ................................................................................. 7-28
Figure 7.6 Nodes With High and Low Pressure 2017 ................................................ 7-32
TABLE OF CONTENTS
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Figure 7.7 Nodes With High and Low Pressure 2031 ................................................ 7-33
Figure 7.8 2017 1000-gpm Fire Deficiency ................................................................ 7-34
Figure 7.9 2017 3000-gpm Fire Deficiency ................................................................ 7-35
Figure 7.10 2031 1000-gpm Fire Deficiency ................................................................ 7-36
Figure 7.11 2031 3000-gpm Fire Deficiency ................................................................ 7-37
Figure 7.12 Areas of Improvement .............................................................................. 7-41
Figure 7.13 Area 1 – Kennydale 320/Highlands 435 Rezone Study ............................ 7-42
Figure 7.14 Area 2 – Rolling Hills Rezone Study ......................................................... 7-43
Figure 7.15 Area 3 – Talbot Hill Rezone Study ............................................................ 7-44
Figure 7.16 Area 4 – West Hills Rezone Study ............................................................ 7-45
Figure 7.17 Recommended Replacement for Fire ....................................................... 7-49
Figure 7.18 Pipes Reaching End of Useful Life ........................................................... 7-52
Figure 7.19 Map of Pipes Reaching End of Useful Life ............................................... 7-53
ACRONYMS & ABBREVIATIONS
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AC Asbestos Cement
accnt Account
ADD Average Day Demand
AF Acre-Feet
AFY Acre-Feet per Year
AMP Asset Management Program
AMR Automatic Meter Read
AWWA American Water Works Association
BPS Booster Pump Station
ccf Hundred Cubic Feet
CIP Capital Improvement Plan
CIP Cast Iron Pipe
City City of Renton
cf Cubic Feet
Council City Council
CPI-U Consumer Price Index
CT Contact Time
CT6 Chlorine Contact time of Six Minutes
CWA Cascade Water Alliance
D/DBPR Disinfectants / Disinfection Byproducts Rule
DIP Ductile Iron Pipe
DNS Determination of Non-significance
DOE Department of Ecology
ACRONYMS & ABBREVIATIONS
December 2012
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DOH Washington State Department of Health
DSL Distribution System Leakage
EAM Enterprise Asset Management
Ecology Washington State Department of Ecology
EIS Environmental Impact Statement
EPA U.S. Environmental Protection Agency
EPS Extended Period Simulation
ERU Equivalent Residential Units
FAZ Forecast Analysis Zone
fps feet per second
ft. Foot/feet
gal Gallon
Galv Galvanized Steel Pipe
GIS Geographic Information System
GMA Growth Management Act
gpd Gallons per Day
gpm Gallons per Minute
HDPE High Density Polyurethane Pipe
HGL Hydraulic Grade Line
HMI Human Machine Interface
in. Inches
IOC Inorganic Chemicals
ISO Insurance Service Office
ACRONYMS & ABBREVIATIONS
December 2012
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LF Linear Feet
MDD Maximum Day Demand
MG Million Gallon
mgd Million Gallons per Day
mg/day/ft Million Gallons per Day per Foot
mg/L Milligrams per Liter
MS Microsoft
MTU Master Telemetry Unit
MWL Municipal Water Law
MWS Municipal water suppliers
O & M Operations and Maintenance
PCE Tetrachloroethylene
pH A measure of the acidity or alkalinity of a solution
PHD Peak Hour Demand
Plan Water System Plan Update
PLC Programmable Logic Controller
PRV Pressure Reducing Valve
psi Pounds per square inch
PSRC Puget Sound Regional Council
PVC Polyvinyl-Chloride Pipe
PWTF Public Works Trust Fund
Qa Annual withdrawal volume
Qi Instantaneous Flow Rate
ACRONYMS & ABBREVIATIONS
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RCW Revised Code of Washington
RETS Renton Effluent Transfer System
RTU Remote Telemetry Unit
RUL Remaining Useful Life
RWSA Retail Water Service Area
SCADA Supervisory Control and Data Acquisition
SDWA Safe Drinking Water Act
SEPA State Environmental Policy Act
SOC Synthetic Organic Chemical
Spring Springbrook Springs
SPU Seattle Public Utilities
SRSS Seattle Regional Supply System
ST Steel Pipe
SWP Saving Water Partnership
TAZ Traffic Analysis Zones
TCR Total Coliform Rule
UCMR 3 Unregulated Contaminant Monitoring Rule 3
UGA Urban Growth Area
VOC Volatile Organic Chemical
WAC Washington Administrative Code
WLCAP Water Loss Control Action Plan
WUE Water Use Efficiency
WWTP Wastewater Treatment Plant
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WATER SYSTEM PLAN UPDATE
EXECUTIVE SUMMARY
This Water System Plan Update (Plan) has been developed in accordance with Chapter 246-
290 of the Washington Administrative Code (WAC), as presented in the Washington State
Department of Health (DOH) regulations for Group A Public Water Systems. This plan is
primarily an update to the City of Renton’s (City’s) 2005 Plan. The City of Renton water system
identification number is 71850 L.
The purpose of this Plan is to develop a long-term planning strategy for the City’s water service
area. Updated every six years, the Plan evaluates the existing system and its ability to meet the
anticipated requirements for water source, quality, transmission, storage, and distribution over a
twenty-year planning period. Water system improvement projects have been developed to meet
the changing demands of regulatory impacts, and population growth, as well as infrastructure
repair and replacement. The Plan also identifies planning level costs of the improvement
projects and provides a financial plan for funding the projects.
A State Environmental Policy Act (SEPA) Checklist and determination of non-significance (DNS)
has been prepared for this Plan. The City anticipates this Plan does not have probable
significant adverse impacts on the environment in accordance with the DNS under WAC 197-
11-340(2). The SEPA Checklist and DNS are included in Appendix A. This Plan is required to
meet state, county, and local requirements. The City will submit this plan to the DOH, the
Department of Ecology (DOE), King County, adjacent utilities, and local governments as part of
the Agency Review process. See Appendix B for the Comment Letters. The Adopting
Resolution will be included in Appendix C, upon Plan approval by the City Council.
ES.1 INTRODUCTION
The City is located within King County at the southeastern end of Lake Washington. Its water
system provides service to an area of approximately 16 square miles that is largely coincident
with the city limits. The water distribution system serves the valley floors and parts of five
surrounding hills: West Hill, the Highlands, Scenic Hill (also known as Renton Hill), Talbot Hill,
and Rolling Hills. The City currently serves customers within an elevation range of 11 feet to 476
feet.
The City’s water system provides service to a full-time residential population of approximately
54,000, approximately 20,000 temporary and transient users, and approximately 28,000 regular
non-residential users. In addition, the City supplies water on a wholesale basis to Skyway Water
and Sewer District through a single metered connection.
The City’s retail water service area (RWSA) is bordered by nine adjacent water systems. It is
unlikely that Renton’s RWSA will change much in the future due to the geography of the
surrounding areas and the fact that all of the surrounding areas are currently served by other
water purveyors. The only possible change to the City’s RWSA boundaries in the future is an
adjustment to the boundaries to include the area “Future Retail Water Service” shown in Figure
ES.1. Copies of service area agreements between the City and the adjacent water purveyors
are included in Appendix D and summarized in Chapter 1.
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December 2012 ES-3
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ES.2 EXISTING SYSTEM
The City owns and operates a multi-source municipal water system, which includes supply,
treatment, storage, and distribution of potable water to residential, commercial, industrial,
and wholesale customers. The City’s water distribution system consists of more than 1.6
million feet of pipeline. The water system facilities are shown in plan view in Figure ES.2.
Chapter 2 provides a description of each facility and any major changes since the last plan
update. Water supply sources include five wells (RW-1, RW-2, RW-3, PW-8, and PW-9) and
one spring (Springbrook Springs) that are used for normal supply. The City continues to
gather data for the Maplewood well field (Wells PW-11, PW-12, and PW-17) for the purpose
of obtaining perfected water right certificates for the wells. In addition, the City is a wholesale
customer of Seattle Public Utility (SPU). The City has six metered interties with the SPU
transmission mains.
As a result of Renton’s topography and geography, the City has 15 hydraulically distinct
pressure zones. Pumping throughout the water system is accomplished by nine online
booster pump stations (BPS) and two standby BPS that are located throughout the City.
Currently there are ten reservoirs in the system, strategically located to provide adequate
equalizing and fire flow reserves for all pressure zones. Pressure reducing valves (PRVs) are
used to supply lower pressure zones from higher pressure zones that contain water storage
reservoirs. The City has ten interties and three additional emergency interties.
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84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
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N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley Rd
Maplewood
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Fred
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Springbrook Springs
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Lake Washington
Cedar River
Green River
Panther Lake
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Lake Youngs
Green River
Springbrook Creek
Kent
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SWD Station #39
SWD Station #37
SWD Station #34
SWD Station #33
SWD Station #38
SkywayWholesale
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Boeing
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Coal Creek IntertieWD 90/Renton
Intertie
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Boeing Plant Meter -
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Figure ES.2
Water Facility Locations
Water System Plan Update
City of Renton
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Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
December 2012 ES-5
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ES.3 PLANNING DATA AND WATER DEMAND FORECASTS
Quantifying realistic future water demand is necessary for planning infrastructure projects
and securing adequate water supply to meet future needs. The City’s future water demand is
estimated for the RWSA based on current use and anticipated growth within the RWSA,
utilizing data provided in the Puget Sound Regional Council’s (PSRC’s) Population,
Households, and Employment Forecast database. Chapter 3 summarizes the current and
projected demographics; Appendix J provides a detailed description of the methodology used
for the projections.
In general, there is very little vacant land within the City’s current RWSA. Therefore, the
growth capacity within the City’s RWSA is limited. The majority of future growth is projected
to occur within the Regional Urban Center and the Sunset Area Community Planned Action
redevelopment boundaries.
The City’s historical production data was used to calculate the Average Day Demand (ADD)
and Maximum Day Demand (MDD) for each year from 2004 to 2009, as displayed in Table
ES.1. This data was used to determine that the average MDD/ADD peaking factor is 1.83.
Table ES.1 Historical Average and Maximum Day Demand
Year
Annual
Production
(ccf)
Average Day
Demand
(mgd)
Max. Day
Demand
(mgd)
Date of
Max. Day
Demand
Max. Day/Avg.
Day Peaking
Factor
2004 3,800,274 7.77 14.25 7/23/04 1.83
2005 3,617,002 7.41 13.02 8/12/05 1.76
2006 3,949,575 8.09 15.27 7/24/06 1.89
2007 3,959,812 8.12 14.75 7/11/07 1.82
2008 3,653,382 7.47 12.75 8/16/08 1.71
2009 3,707,785 7.60 14.81 7/29/09 1.95
Average 3,781,305 7.74 14.14 - 1.83
Table ES.2 shows the projected ADD, MDD and equivalent residential units (ERUs) for the
City from 2011 to 2071. Historical data from 2004 to 2009 indicate an average ERU water
use of 171 gallons per day (gpd) for the City of Renton. Projected ERUs were determined
using the growth projections described in Chapter 3. The projected ERUs do not include
distribution system leakage, (DSL) miscellaneous water use, or wholesale customer demand.
However, ADD and MDD values do include DSL, etc. The ADD and MDD projections were
utilized in the system and supply analysis.
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Table ES.2 Projected Average and Maximum Day Demands
Year Projected ADD1-4
(mgd)
Projected MDD5
(mgd) Projected ERUs
2011 8.15 15.12 36,167
2012 8.29 15.39 36,804
2013 8.43 15.65 37,437
2014 8.56 15.91 38,038
2015 8.70 16.16 38,632
2016 8.82 16.39 39,180
2017 8.94 16.62 39,729
2021 9.43 17.55 41,922
2031 10.58 19.7 47,285
2041 11.44 21.27 51,381
2051 11.93 22.15 53,678
2061 12.41 23.02 55,976
2071 12.88 23.89 58,234
Notes:
1. ADD = Projected ERUs x 171 gpd/ERU + Skyway Wholesale + SPU Water to Boeing + King
County WWTP Consumption + Other Authorized Consumption + Unaccounted-for Water.
2. Wholesale demand projections for Skyway from the 2005 Skyway Water and Sewer District
Comprehensive Plan - Water and Sewer Systems.
3. Other Authorized Consumption is estimated to be 0.57 percent of the total system demand.
4. Unaccounted-for Water is assumed to be 17.8 percent of total system demand.
5. MDD = 1.83 x ADD (Skyway maximum day to average day peaking factor is 3.34).
DSL fluctuated between 15.8 percent and 20.2 percent of the total City production between
2004 and 2009, with an average of 17.8 percent. The demand projections in Table ES.2
assume that unaccounted-for water will continue to account for roughly 17.8 percent of the
total City demand through year 2071. Chapter 4 includes a discussion of the actions to be
taken by the City to help meet the ten percent leakage goal.
Chapter 3 also presents a range of demand projections that was developed to evaluate the
impacts of varying build-out growth assumptions, DSL, and impacts of climate change.
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ES.4 WATER USE EFFICIENCY AND CONSERVATION PLAN
Chapter 4 presents the City’s Conservation and Water Use Efficiency Plan for the next six
years. During this period, the City will join the Saving Water Partnership, which will expand
the breadth and depth of the City’s conservation activities.
The Water Use Efficiency (WUE) rule, which was introduced by the Washington State
Legislature and came into effect in 2007, establishes that all municipal water suppliers must
use water more efficiently in exchange for water right certainty and flexibility to help them
meet future demand. The four fundamental elements to the WUE program are planning
requirements, metering requirements, distribution leakage standard, and conservation
planning and goal setting.
ES.4.1 Planning Requirements
The WUE rule requires the collection of production and consumption data on a regular basis.
These are utilized in this planning document to forecast future demand, describe water
supply characteristics, to aid in water management decision making, to calculate DSL,
evaluate the WUE program, and be submitted to the state in the annual WUE report.
ES.4.2 Metering
As required by the Municipal Water Law, all the City’s sources of supply, as well as interties
and purchases, are metered with production meters. The City also provides service metering
for its customers. All large service meters are tested annually and repaired as needed. Small
service meters are repaired or replaced on an as-needed basis.
ES.4.3 Distribution System Leakage
Municipal water suppliers must now meet a 10 percent or less DSL based on a 3-year rolling
average to comply with the WUE standard. Because the City’s DSL exceeds 10 percent, a
“Water Loss Control Action Plan” was developed (Appendix Q). Implementation of this plan,
which began in 2008, establishes compliance with the WUE rule. An additional measure that
should contribute to lowering of DSL is the City’s implementation of an automatic meter read
(AMR) program. A benefit of the AMR program will be to provide more time for operations
and maintenance staff to perform maintenance on small, as well as large meters, on a more
regular schedule.
ES.4.4 Conservation Plan
Current water conservation planning is governed by the WUE Rule. As a municipal water
supplier with more than 17,000 connections, the City is required to implement the five
mandatory measures and either implement or evaluate the two others. Table ES.3 presents
the mandatory measures and the City’s status for compliance.
December 2012 ES-8
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
Table ES.3 WUE Mandatory Measures
Must implement the following WUE measures: Status
Install production (source) meters Implemented
Install consumption (service) meters Implemented
Perform meter calibration Implemented / ongoing
Implement a water loss control action plan to control leakage
if exceeds 10%
Implemented / ongoing
Educate customers about water efficiency at least once per
year
Implemented /ongoing
Must evaluate or implement these WUE measures:
Evaluate rates that encourage water demand efficiency Implemented
Evaluate reclamation Implemented / reviewed
Since 1990, conservation programming has included school outreach, a speakers’ bureau,
fairs, and promotion of regional programs. The addition of the 12-month water consumption
history on water bills was started in 1992. Since 1994, the City of Renton has employed
increasingly complex tiered water pricing rates to encourage conservation. Other past and
present conservation efforts are explained in Chapter 4.
ES.5 POLICIES, CRITERIA, AND STANDARDS
The City manages its water utility and water system in accordance with established federal
and state regulations for public water systems. City policies and standards described in
Chapter 5 provide a consistent framework for the planning, design, construction,
maintenance, operation, and service of the City’s water system and water supply sources.
The City’s policies are grouped by major categories including:
Service Area.
Water Supply Planning and Management.
Water Main Extension and Service Ownership.
System Reliability and Emergency Management Plan.
Fire Protection.
Financial.
Facilities.
Organization.
December 2012 ES-9
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
ES.6 WATER SUPPLY, WATER RIGHTS, AND WATER QUALITY
Chapter 6 describes the City’s sources of supply, including the condition and capacity of its
sources, the water rights associated with its sources, and the water quality requirements for
its sources. This chapter also discusses the City’s interties as they are related to its source of
supply and provides a summary of Renton’s Wellhead Protection Program.
ES.6.1 Water Supply
Renton's supply is derived from five water sources: the Cedar Valley Aquifer, Springbrook
Springs, the Maplewood Aquifer, the recharge area for Well 5A, and SPU supply interties.
For the City's primary supply, it maintains and operates six wells within the Cedar Valley
Aquifer and three wells within the Maplewood Aquifer.
ES.6.2 Water Rights
Renton has developed independent water sources in order to maintain greater control over
the management and costs of its water supply. The City has 13 water right certificates and
five permits. Copies of the City's water rights certificates and permits are in Appendix E. In
issuing recent water rights certificates to the City, DOE has conditioned the permits with a
limitation on the total withdrawals by the City of 14,809 acre-feet per year (AFY).
The City does not anticipate applying for any new water rights or changes to its existing
water rights. The installed pumping equipment has the capacity to deliver the water equal to
the peak day requirements of the City’s system through 2025. During the current planning
period, the City anticipates that on infrequent occasions the demand will exceed the
instantaneous withdrawal water rights of the Cedar River sources and Springbrook Springs.
During these periods, the City plans to meet the demand by purchasing wholesale water
from SPU. The City estimates that it will begin to exceed its annual water right of 14,809
acre-feet (AF) as soon as 2031 or as late as 2081.
ES.6.3 Water Quality
The City’s water quality at its supply sources, storage facilities, and within its distribution
system satisfactorily meets state and federal requirements on a regular basis. Overall water
quality within the system is excellent with only minor aesthetics problems caused by iron,
manganese, and hydrogen sulfide.
During the last 21 years, the City has upgraded the treatment systems at its Springbrook
Springs and all downtown wells. Gaseous chlorine or sodium hypochlorite (Maplewood wells)
is added to all of the City's sources for disinfection, and sodium fluoride is also added to
prevent dental caries / cavities. Within the next six years, the City plans to provide Wells EW-
3, PW-8 and PW-9, and Springbrook Springs with primary disinfection.
The City has implemented a comprehensive and proactive water quality monitoring program.
It includes monitoring for operations, regulatory monitoring to meet the requirements of the
federal Safe Drinking Water Act, and monitoring to manage the City's aquifers. This program
is described in detail in Appendix H of this Plan. The City also has a Wellhead Protection
December 2012 ES-10
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
Plan, which was approved by DOH in December 1999. An updated Wellhead Protection Plan
is included as Appendix L.
ES.6.4 Recommended Water Supply Improvements
It is recommended that the City maintain and/or renew its existing intertie agreements with
adjacent purveyors as well as pursue additional interties in order to improve reliability and
supplement future peak demands. System reliability can be further improved by
implementing security improvements and considering installation of new PRVs and other
control valves when redevelopment occurs. Additional possible projects for improving supply
reliability are aquifer recharge and the use of reclaimed water.
ES.7 SYSTEM ANALYSIS
The City’s water distribution system was evaluated for deficiencies in the storage facilities,
pump stations, and pipelines. The system analysis yielded a number of recommended
improvements including pump station, reservoir, pipeline, and pressure zone improvements,
as summarized in Chapter 7. Projects to address deficiencies found in the year 2017 are of
higher priority than those to address deficiencies in the year 2031.
ES.8 OPERATIONS AND MAINTENANCE
A detailed review of the City’s water system operation and maintenance program was
performed. The City’s water system is maintenance-intensive, with its facilities for pumping,
water quality control, and emergency power generation. Chapter 8 describes water system
management, operator certification, system operation, the emergency response program,
safety procedures, the customer complaint response program, and record keeping and
reporting.
ES.9 CAPITAL IMPROVEMENTS PLAN
Chapter 9 summarizes planned and future water system improvement projects and programs
that are recommended in other chapters of this Plan and from other feasibility studies for the
City. The improvements are necessary to keep the system in compliance with all federal and
state regulations as well as to meet future water demand due to population growth within the
City’s RWSA. Capital projects are generally categorized into water supply, water quality and
treatment, storage facilities, pump stations, water main rehabilitation and replacement, major
maintenance, and regulatory compliance programs.
Projects identified in the current CIP document are summarized in Tables ES.4 and ES.5.
December 2012 ES-11
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
December 2012 ES-12
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
December 2012 ES-13
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
ES.10 FINANCIAL ANALYSIS
A summary of the City’s Water Utility financial status and its funding strategy for
recommended investments in the CIP for the 10-year planning period through 2020 is
provided in Chapter 10. The Water Utility operates as an enterprise fund and as such, it must
be self-sustaining. Water utility funds are accounted for and budgeted separately, but are
managed as a system with other City’s enterprises funds in accordance with the City’s
financial management policies.
The City accounts for its water revenues and other funding sources in two main separate
funds. Fund 405 is the Operating Fund for the City’s Water Utility. Fund 425 is the
Construction Fund for the Water Utility for the design, construction, and project management
of capital improvement projects. The Finance Department maintains the financial records for
the Water Utility.
Table ES.6 presents a projection of annual utility revenues, expenses, and fund balances for
the next 10 years (2011-2020). Transfers to the capital improvement fund included in Table
ES.6 represent anticipated funding needs for projects in the current (2011-2016) CIP. These
funds will be updated to reflect the recommendations cited in this plan for future budget and
rate projections.
December 2012 ES-14
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/ES.docx
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December 2012 1-1
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch01.docx
Chapter 1
INTRODUCTION
1.1 PURPOSE
The City prepared this Plan to document the status and analyze the future needs of the
water utility system. This Plan is largely an updated version of the City’s 2005 Plan. The
purpose of this Plan is to document changes to the City’s water system, to identify required
system modifications, and to appropriately outline capital improvements projects to meet
future water demands. Maintaining a current Plan is required to meet the regulations of the
DOH and the requirements of the Washington State Growth Management Act. This plan
complies with the requirements of DOH as set forth in the WAC 246-290-100, Water
System Plan.
This Plan contains timeframes, which are the intended framework for future funding
decisions and within which future actions and decisions are intended to occur. However,
these timeframes are estimates, and depending on factors involved in the processing of
applications and project work, and availability of funding, the timing may change from the
included timeframes. The framework does not represent actual commitments by the City of
Renton, which may depend on funding resources available.
1.2 AUTHORIZATION
Recognizing the importance of planning, developing, and financing water system facilities to
provide reliable service for the existing customers and to serve anticipated growth, the City
initiated the preparation of this Plan. In August 2010, the City selected the Carollo
Engineers team to assist the City in the preparation of the updated Plan in accordance with
applicable rules and regulations governing planning for water utility systems.
1.3 OBJECTIVES
This Plan has been prepared to serve as a guide for planning and designing future water
system facilities and to assist the City in using its water resources in the most efficient
manner possible. Identified in this Plan are system improvements intended to meet the
expanding and changing needs of the City. Specific objectives of this Plan are addressed
by individual chapters presented herein and include the following:
Develop a document that can be updated periodically as additional information on the
water system is obtained.
Description of Existing System (Chapter 2): Document the existing water system
supply, storage, and distribution facilities.
December 2012 1-2
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch01.docx
Planning Data and Water Demand Forecast (Chapter 3): Identify and estimate the
effect of future land uses and population trends on the water system. Document
historical water use and project future demands based on growth projections.
Water Conservation Program (Chapter 4): Identify the role that water use efficiency
will have in reducing future water requirements and how the City’s water conservation
program will be implemented.
Water System Policies, Criteria, and Standards (Chapter 5): Establish clear policies
and criteria relating to water service and within the City’s water system.
Water Supply and Water Rights (Chapter 6): Document existing and potential future
water supply and water rights, and discuss existing and forthcoming regulatory
requirements on the City water system.
System Analysis (Chapter 7): Update the computerized model for analysis of the
system. Assess the capability of the existing water system to meet existing and
projected future demands, identify water system deficiencies.
Operations Program (Chapter 8): Provide a comprehensive review of operations and
maintenance of system facilities.
Capital Improvement Program (Chapter 9): Develop a program of capital
improvements, including priorities for design and construction.
Financial Program (Chapter 10): Develop a plan for financial backing of required
system improvements.
Prepare an environmental checklist for City Council action on the proposed water
system plan. The checklist is to be reviewed by the various City departments for a
threshold determination.
Prepare a plan to comply with the requirements of the DOH.
1.4 LOCATION
The City of Renton is located within King County at the southeastern end of Lake
Washington. Interstate 405 (I-405) runs through the middle of the service area, from its
western boundary, up through its northern boundary. The Cedar River divides the City’s
RWSA between the north and south. Its water system provides service to an area of
approximately 16 square miles that is largely coincident with the city limits. The water
distribution system serves the valley floors and parts of five surrounding hills: West Hill, the
Highlands, Scenic Hill (also known as Renton Hill), Talbot Hill, and Rolling Hills. The City
currently serves customers within an elevation range of 11 feet to 476 feet. This range
creates a need for at least four separate pressure zones. However, physical barriers such
as hills and valleys often prevent the extension of a pressure zone from one location to
another. As a result of Renton’s topography and geography, the City has 15 hydraulically
distinct pressure zones.
December 2012 1-3
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch01.docx
the City’s RWSA is bordered by nine adjacent water systems: the Skyway Water and Sewer
District, Seattle Public Utilities, the City of Tukwila, the City of Kent, the Soos Creek Water
and Sewer District, the Cedar River Water and Sewer District, King County Water District
No. 90, the Coal Creek Utility District, and the Wasmeta Park Water System. Figure 1.1
shows the City’s neighboring water utilities, as well as the RWSA boundaries.
1.5 OWNERSHIP AND MANAGEMENT
The City has a City Council–Mayoral form of government. Members of the Council and the
Mayor are elected officials. The Mayor is the head of the executive branch of the
government and is the chief executive officer of the City government and as such has
general supervision over the several departments of the City and over all its interests.
Figure 1.2 shows the organization of the drinking water utility. With the exception of the
billing function, the operation of the utility falls under the supervision of the Administrator of
the Planning/Building/Public Works Department, Mr. Gregg Zimmerman. Some of the City
offices that provide support to the operation of the Drinking Water Utility are not shown on
the organizational chart. For example, the Human Resources/Risk Management
Department provides hiring, benefits, insurance, some types of training and other support to
the utility; the Information Services Division provides computer, networking and
telecommunications support; and the City Attorney’s Office provides legal support. Budgets
are formulated by the departments and are presented by the Mayor to the City Council for
approval. Expenditures for items in a Council-approved budget are approved by the
Administrator, the Mayor or the Council depending upon the amount of expenditure.
1.6 SYSTEM HISTORY
The history of the City’s system is well documented in the previous Water System Plans
prepared for the City by CH2M Hill in 1965, by RH2 Engineering in 1983 and 1990, by the
City and RH2 Engineering in 1998, and by the City and RW Beck in 2006. The detailed
information presented in those documents is not repeated in this document. For those
interested, the 1965, 1983, 1990, 1998 and 2006 Water System Plans are available from
the City. However, some of the history of the system is included in this plan for the sake of
convenience, details of which can be found primarily in Chapter 2. The City’s water system
provides service to a full-time residential population of approximately 54,000, approximately
20,000 temporary and transient users, and approximately 28,000 regular non-residential
users. In addition, the City supplies water on a wholesale basis to Skyway Water and
Sewer District through a single metered connection. The retail water service area (shown in
Figure 1.3), includes service to some parts of unincorporated King County. Chapter 2
provides a more detailed description of the development of the water system by facility.
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DRINKING WATER ORGANIZATION FIGURE 1.2 CITY OF RENTON WATER SYSTEM PLAN UPDATE
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Figure 1.3 Service Area Water System Plan Update City of Renton04,5009,000FeetOLegendRoadsRetail Water Service Area Future Retail Water Service Area City Limits Urban Growth Boundary Waterbody
December 2012 1-7
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch01.docx
1.7 EXISTING SERVICE AREA CHARACTERISTICS
The City’s RWSA boundaries were initially defined by the East King County Coordinated
Water System Plan (City of Renton Agreement CAG-075-89, October 18, 1989) and its
update (CAG-97-100, June 12, 1997) and by the Skyway Coordinated Water System Plan
(CAG-076-89, October 18, 1989). These boundaries were further refined by agreements
with the adjacent water purveyors: Skyway Water and Sewer District (CAG-03-197,
December 31, 2003), Soos Creek Water and Sewer District (CAG-083-91, August 6, 1991
and CAG-97-164, October 10, 1997), and Cedar River Water and Sewer District (CAG-99-
014, February 8, 1999). The RWSA boundaries are shown on Figure 1.3. It is unlikely that
the City’s RWSA will change very much in the future because of the geography of the
surrounding areas and the fact that all of the surrounding areas are currently served by
other water purveyors.
The only possible change to the City’s RWSA boundaries in the future is an adjustment to
the boundaries to include the area “Future Retail Water Service” shown in Figure 1.3. This
area was originally defined in the Skyway Coordinated Water System Plan and is also
described in service area agreement between the City and Skyway Water and Sewer
District. The area would only become part of the water service area upon annexation into
the City.
1.7.1 Service Area Agreements
Copies of current service area agreements are included in Appendix D. The following is a
list of the service area agreements that the City has with adjacent purveyors:
CAG-03-197 – Agreement between the City of Renton and the Skyway Water and
Sewer District for the Establishment of Water and Sewer Service Boundaries,
December 31, 2003.
Seattle Agreements – 1998.
City of Seattle Ordinance 119202, October 22, 1998:
– Interlocal Agreement between the City of Seattle and the City of Renton for use
of certain Renton right-of-way by Seattle and use of certain Seattle owned
property by Renton, November 9, 1998.
– Water Purveyor Contract between the City of Seattle and the City of Renton for
the Sale of Wholesale Water by Seattle to Renton, November 1, 1998.
– Lease Agreement No. 327-815 (18-23-5 SE) between the City of Seattle and
the City of Renton, November 9, 1998.
– Agreement for the Transfer of Water Service and Provision of Primary Fire
Service between the City of Seattle and the City of Renton, November 9, 1998.
City of Renton Ordinance 1544, Granting Franchise to City of Seattle for 36-inch
supply line in 132nd Avenue SE, May 1, 1956.
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CAG-02-123 – Agreement for the Sale of Water in an Emergency by the City of
Renton to the City of Renton, November 30, 2002.
CAG-99-014 - Agreement between the City of Renton and the Cedar River Water and
Sewer District for the Establishment of Service Boundaries, February 8, 1999.
CAG-97-100 – Agreement for Establishing Utility Service Boundaries as Identified by
the East King County Coordinated Water System Plan, June 12, 1997 (1996 Update
to Plan).
CAG-075-89 - Agreement for Establishing Utility Service Boundaries as Identified by
the East King County Coordinated Water System Plan, October 18, 1989.
CAG-076-89 - Agreement for Establishing Water Service Boundaries as Identified by
the Skyway Coordinated Water System Plan, October 18, 1989.
CAG-97-164 – City of Renton and Soos Creek Water and Sewer District Interlocal
Agreement for the Establishment of Service Boundaries, October 10, 1997
(Amendment)
CAG-083-91 - City of Renton and Soos Creek Water and Sewer District Agreement
for the Transfer of Facilities and for the Establishment of Service Boundaries, August
6, 1991.
CAG-93-097 – City of Renton and Bryn Mawr – Lakeridge Water and Sewer District –
Contract for Water Supply and Joint Storage and Transmission, January 1, 1993
(Bryn Mawr – Lakeridge Water and Sewer District is now part of Skyway Water and
Sewer District).
CAG-95-034 – Agreement for the Emergency Sale of Water between the City of
Renton and the City of Tukwila, March 21, 1995.
CAG-95-071 - Agreement for the Emergency Sale of Water between the City of
Renton and the City of Kent, May 17, 1995.
1.8 ENVIRONMENTAL ASSESSMENT
A State Environmental Policy Act (SEPA) Checklist and determination of non-significance
(DNS) has been prepared for this Plan. The City anticipates this Plan does not have
probable significant adverse impacts on the environment in accordance with the DNS under
WAC 197-11-340(2). Many of the projects proposed within the Plan will require subsequent
project specific environmental review and SEPA checklists as part of their preliminary and
final design process. The SEPA Checklist and DNS are included in Appendix A.
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1.9 APPROVAL PROCESS
This Plan is required to meet state, county, and local requirements. It complies with the
requirements of the DOH as set forth in the Washington Administrative Code (WAC) 246-
290-100. The City will submit this plan to the DOH, the DOE, King County, adjacent utilities,
and local governments as part of the Agency Review process. See Appendix B for the
Comment Letters. The Adopting Resolution will be included in Appendix C, upon Plan
approval by the City Council.
1.10 RELATED PLANS
The following plans are related to the City of Renton Water System Plan:
King County Comprehensive Plan, including 2008 King County Comprehensive Plan
Update (adopted October 6, 2008) and 2009 and 2010 technical updates.
City of Renton Comprehensive Plan (adopted November 1, 2004) and 2005 through
2010 updates.
East King County Coordinated Water System Plan (updated in 1996).
Skyway Coordinated Water System Plan (1989).
Sky Way Water and Sewer District Comprehensive Plan (approved update – 2005).
City of Tukwila Water System Plan (approved update – 2005).
Seattle Public Utilities Water System Plan (approved update – 2007).
City of Kent Water System Plan (approved update – 2009).
Soos Creek Water and Sewer District (approved update – 2005).
Cedar River Water and Sewer District (approved update – 2007).
King County Water District No. 90 Comprehensive Water System Plan (approved
update – 2009).
Coal Creek Utility District Comprehensive Plan (approved update - 2005).
City of Renton Water System Plan (approved update – 2006).
City of Renton Wastewater Plan (approved update – 2010).
The City is not aware of any inconsistencies between this plan and the plans listed above.
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1.11 ACKNOWLEDGEMENTS
Carollo Engineers and Pacific Groundwater Group, wish to acknowledge and thank the
following individuals for their efforts and assistance in completing this Plan:
Greg Zimmerman, Public Works Department Administrator.
Lys Hornsby, Utility Systems Division Manager.
Abdoul Gafour, Water Division Supervisor.
J. D. Wilson, Water Division Manager IV Utilities/GIS Engineer.
Raymond Sled, Water Operations Supervisor.
Tom Malphrus, Water Capital Projects Engineer.
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Chapter 2
EXISTING SYSTEM
2.1 SYSTEM OVERVIEW
The City owns and operates a multi-source municipal water system, which includes supply,
treatment, storage, and distribution of potable water to residential, commercial, industrial,
and wholesale customers. Service is provided to an area of approximately 16 square miles
and 17,400 retail customers (service connections) and one wholesale customer, Skyway
Water and Sewer District, via a single metered connection. The Water Service area is
shown on Figure 1.2 in Chapter 1 – Introduction.
Figure 2.1 presents the water facility locations. Water supply sources include five wells
(RW-1, RW-2, RW-3, PW-8, and PW-9) and one spring (Springbrook Springs) that are used
for normal supply. These wells are located in Liberty Park and Cedar River Park, pump
from a relatively shallow aquifer (Cedar River Delta Aquifer), and are referred to as the
Downtown Wells. Well EW-3 also pumps from this aquifer and is available as an
emergency back-up only. Well PW-5A, which can serve three pressure zones, is available
to use during high demand periods. However, the water from this well, as currently treated,
has less than desirable aesthetic quality due to iron, manganese, and ammonia in the raw
water. Well PW-5A pumps from a deep aquifer in the Kennydale area of north Renton.
The City continues to gather data for the Maplewood wellfield (Wells PW-11, PW-12, and
PW-17) for the purpose of obtaining perfected water right certificates for the wells. The
primary purpose of this wellfield is to provide an alternate source of supply in the event of
the contamination of the Downtown Wells. A secondary purpose of the wells is for
additional instantaneous flow during high demand periods. The permits for the wells set the
system wide annual withdrawal (Qa) to no more than the existing certificated Qa of
14,809.5 acre feet; i.e., the proposed annual water rights are supplemental, not additional.
The wells pump from a deep aquifer underlying the Maplewood Golf Course.
The City is a wholesale customer of SPU. The City has six metered interties with the SPU
transmission mains, which are available to serve wholesale water to the Renton distribution
system.
All water consumed in The City’s RWSA must pass through a well or spring and potentially
several pump stations. Because of this, the City’s water system is maintenance-intensive,
with facilities for pumping, water quality control, and emergency power generation.
Areas within the City’s RWSA may have similar elevations, but cannot be served as part of
the same pressure zone due to the geography. As an example, the pressure zones in the
Highlands area have not been extended across Maple Valley into the Renton Scenic Hill or
Talbot Hill areas, even though the elevations served on these two hills are similar. The
Cedar River Valley has provided a physical barrier that has precluded joining of
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hydraulically similar pressure zones. As a result of these physical barriers and the elevation
range served, 15 pressure zones are necessary, as shown in Table 2.1.
Table 2.1 Pressure Zones by Geographical Area
Pressure Zone Serves
VLY 196 Valley Floor
KD 218, KD 320, HLD 435, and HLD 565 Highlands and Kennydale areas
WH 300, EARL 370, and WH 495 West Hill and Earlington areas
SH 370 and RH 490 Scenic Hill and Rolling Hills areas
WTH 300, ETH 300, TH 350, RH 395, RH
490, and RH 590
Rolling Hills and East and West Talbot Hill
areas
Figure 2.1, Existing System, shows how water moves horizontally through the system.
Figure 2.2 is a hydraulic profile of the system and shows how water moves vertically
through the water system. All of the pressure zones are hydraulically interrelated with the
lowest pressure zone, the Valley 196 Zone, in the valley floor. Additionally, the Rolling Hills
and Highlands zones can be supplied from the Maplewood wellfield (79 Pressure Zone,
where 79 is the overflow elevation of clearwell). All supply to the system not consumed in
the Valley 196 Zone is pumped to higher pressure zones. It is desirable to have two or
more connections (or supply points) within each pressure zone that allow water to move
upward to a higher pressure zone, or downward to a lower pressure zone. This maximizes
system reliability by providing multiple paths or routes that the water can take when moving
between pressure zones.
Pumping is accomplished by nine online BPSs and two standby booster stations that are
located throughout the City. The water from the downtown wells and the artesian spring is
first pumped, or in the case of the spring flows, into the lowest pressure zone in the valley
floor, and then is pumped up to the West Hill, Highlands, Renton Hill, Talbot Hill, and
Rolling Hills Zones for consumption. Water from the Maplewood wells is pumped from a
post-treatment clearwell into the Highlands and Rolling Hills Zones. Water from PW-5A is
pumped into the Highlands 435 Zone. The two standby pump stations, one PRV station,
and one metered connection can supply water to the Rolling Hills / Talbot Hill service area
from interties with the Seattle Cedar River and Bow Lake transmission pipelines. One
intertie (PRV station) can supply water to the Earlington 370 Zone from the Seattle Bow
Lake transmission pipeline. One intertie (PRV station) can supply water to the Valley 196
Zone from the Seattle Bow Lake transmission pipeline.
Currently there are ten reservoirs in the system, strategically located to provide adequate
equalizing and fire flow reserves for all pressure zones. PRVs are used to supply lower
pressure zones from higher pressure zones that contain water storage reservoirs.
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Figure 2.1
Water Facility Locations
Water System Plan Update
City of Renton
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West Hill 495
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West Hill 300
Highlands 435
Kennydale 320
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Rolling Hills 490
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2.2 WATER SYSTEM DESCRIPTION
Several changes to the City’s water system have occurred since the completion of the 2006
Water System Plan Update. A description of each facility and any major changes are
summarized in the following sections.
2.2.1 Source of Supply
The City has nine supply sources that supply water from three aquifers and one artesian
spring. Each of the supply sources are described in detail below, including development
and improvements to each source. Table 2.2 lists the active supply sources and the rated
capacity of each. The table does not include the inactive source, Well 4, or the Seattle
interties.
2.2.1.1 Springbrook Springs (DOH Source S05)
Located at the south end of the City, Springbrook Springs (Spring) is an artesian spring and
was first used in 1909. The infiltration gallery was upgraded and a sanitary seal was added
in 1976 (project number W-0422). Chlorination was added in 1976 (W-0423). The
chlorination building is located approximately 300 yards from the infiltration gallery and is
adjacent to the transmission main. Fluoridation was added in 1986 (W-0851) via an addition
to the chlorination building. Corrosion control treatment to comply with the Lead & Copper
Rule (pH adjustment with sodium hydroxide) was added in 1999 (W-2238). A sodium
hydroxide storage building was added as part of this project.
The City has acquired ownership of a significant amount of property to form a watershed
directly surrounding the Spring. A chain link fence has been erected around the property to
restrict access to and activities within the watershed. The last segment of chain link fence
was installed in 2002 (W-2980).
The Spring provides direct service to the Valley 196 Zone. In June of 2010, a motorized
valve was added to the treatment facility to stop the flow of water when the chlorine residual
drops below a safe level. The power source is a 20-kW generator (propane fuel source).
The generator is auto-start and the transfer from commercial power to electric generator
power is automatic. Currently, flow control is via a manually set gate valve (throttling valve).
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Table 2.2 Active Supply Sources
Name
Water
Right
Status
Water
Right Qi
Maximum Physical
Capacity with
Installed Equipment Standby Power
(gpm)(gpm)(mgd)
Springbrook Certificate 1,050 1,050 1.51 Auto Start & Transfer
Well RW-1 Certificate 2,200 2,200 3.17 Auto Start & Transfer
Well RW-2 Certificate 2,200 2,200 3.17 Auto Start & Transfer
Well RW-3 Certificate 2,200 2,200 3.17 Auto Start & Transfer
Well PW-8 Certificate 3,500 3,500 5.04 Trailer-in / Manual
Well PW-9 Certificate 1,300 1,300 1.87 Trailer-in / Manual
Subtotal 12,450 12,450 17.93
Well PW-5A Certificate 1,500 1,250 1.44 Trailer-in / Manual
Subtotal 1,500 1,250 1.44
Well PW-11 Permit 2,500 2,500 3.60 None
Well PW-12 Permit 1,500 1,500 2.16 Trailer-in / Manual1
Well PW-17 Permit 1,500 1,500 2.16 Trailer-in / Manual1
Subtotal 5,500 5,500 7.92
Well EW-3 None2 1,500 1,500 1.44 Trailer-in / Manual
Notes:
1. Either PW-12 or PW-17, not both.
2. Emergency use only, when RW-1, RW-2, RW-3, PW-8, or PW-9 is out of service.
2.2.1.2 Wells 1, 2, and 3 (DOH Source S10 – Wellfield)
Wells PW-1 and PW-2 were originally drilled in 1942 and were replaced by Well RW-1
(DOH Source S01) and RW-2 (DOH Source S02) in 1988 (W-0880). Well PW-3 was
originally drilled in 1959 and the wellhead constructed in 1962 (W-0119) and was replaced
by Well RW-3 (DOH Source S03) (W-0880) which is co-located with RW-1 and RW-2 in a
wellhouse in Liberty Park adjacent to Houser Way N and the Cedar River. The water right
for PW-3 was transferred to RW-3. Project W-0880 included chlorination and fluoridation.
Corrosion control treatment to comply with the Lead & Copper Rule (pH adjustment with
sodium hydroxide) was added in 1999 (W-2238).
A manual transfer switch with Kirk-Key safety system was added in 1999 to allow the
wellhouse to be powered by a City-owned portable generator (W-2784). In 2007, an
emergency electrical power generation facility was constructed at the Mt. Olivet Reservoir
and BPS site to provide backup power for the Mt. Olivet BPS and Wells RW-1, RW-2, and
RW-3 (W-3239). A power transmission line was installed from the new power facility to an
automatic transfer switch located at the transformer adjacent to the wellhouse. Now the
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primary means of providing Wells 1, 2, and 3 with emergency backup electrical power is via
the power generation building and the automatic transfer switch. The portable generator
and manual transfer switch configuration remains as a secondary backup. The automatic
transfer switch, which was originally installed in 1988 (W-0880), was rebuilt in 2010.
Primary disinfection with continuous chlorine concentration monitoring – using a loop of
large diameter pipe in Liberty Park – was added to the three wells in 2003 (W-2893). Each
well is individually metered and is controlled by the elevation in the North Talbot Reservoir.
Additionally, in 2010 the backpressure control valves were converted to flow control valves
to prevent the flow rate from exceeding the water right Qi. The meters are located inside the
wellhouse. The wells are pumped into the Valley 196 Zone.
2.2.1.3 Well 8 (DOH Source S07)
Well PW-8 was drilled in 1968 and the wellhead constructed in 1969 (W-0310). The facility
is located in Cedar River Park adjacent to Interstate 405. Project W-0310 included
chlorination. Fluoridation was added in 1986 (W-0851). Corrosion control treatment to
comply with the Lead and Copper Rule (pH adjustment with sodium hydroxide) was added
in 1999 (W-2238). The electrical system was rehabilitated in 1990 (W-1020). The rehab
included an automatic transfer switch and stubbing out a 4-inch electrical conduit from the
main panel to the west side of the building for a future emergency power feed (refer to
WTR-13-0035, Emergency Power System Study, 1989). This is a metered source and is
controlled by the elevation in the North Talbot Reservoir. The meter is located in a vault
adjacent to the wellhouse. The well is pumped into the Valley 196 Zone.
2.2.1.4 Well 9 (DOH Source S09)
Well PW-9 was drilled in 1984 (W-0665) and the wellhead constructed in 1985 (W-0718). It
is located in Cedar River Park near where I-405 crosses State Route 169 (SR-169). Project
W-0718 included chlorination and stubbing out a 3½-inch electrical conduit from the main
panel to the west side of the building for a future emergency power feed (refer to WTR-13-
0035, Emergency Power System Study 1989). Fluoridation was added in 1986 (W-0851).
Corrosion control treatment to comply with the Lead & Copper Rule (pH adjustment with
sodium hydroxide) was added in 1999 (W-2238). This is a metered source and is controlled
by the elevation in the North Talbot Reservoir. The meter is located in a vault adjacent to
the wellhouse. The well is pumped into the Valley 196 Zone.
2.2.1.5 Emergency Well 3 (DOH Source S16)
Emergency Well EW-3R was drilled in 1999 (W-2315) and the wellhead constructed in
2003 (W-2915). It is located in Liberty Park near the intersection of Houser Way N and
Bronson Way N. This well replaced EW-3. EW-3 was the original Well PW-3. W-2315
included chlorination, fluoridation, and treatment for corrosion control. The project also
included switchgear and a receptacle to feed power from a portable generator set. This is a
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metered source and is controlled by the elevation in the North Talbot Reservoir. The meter
is located inside the wellhouse. The well is pumped into the 196 Zone.
2.2.1.6 Well 5 (DOH Source S04)
Well PW-5A was drilled in 1988 (CAG-070-86) and the wellhead constructed in 1991
(W-0888). The well is located on the northwest corner of Jones Avenue NE and NE 24th
Street. PW-5A replaced PW-5 (formerly Kennydale Well No. 1), which had severe sanding
problems and could not be successfully redeveloped. The original PW-5 was drilled in
1953. Project W-0888 included chlorination and fluoridation as well as switchgear and a
receptacle to feed power from a portable generator set. Treatment for corrosion control is
not necessary, as the pH of the raw water is about 8.0. This source can be used for
summer peaking supply but has taste and odor problems. The raw water, like that of the
Maplewood wellfield, contains hydrogen sulfide, iron, manganese, and ammonia. At some
time in the future, additional treatment will be added to address these problems. This is a
metered source and is controlled by the elevation of the Highlands 435 Reservoirs. The
meter is located in a vault 45 feet to the east of the wellhouse. The well is pumped into the
Highlands 435 Zone.
2.2.1.7 Maplewood Wellfield (DOH Source S13)
Located at the Maplewood Golf Course on Maple Valley Highway, the Maplewood Wellfield
consists of three wells: PW-11 (DOH Source S11), PW-12 (DOH Source S15), and PW-17
(DOH Source S12). PW-11 and PW-17 were drilled in 1989 (CAG-88-030) and the
wellheads constructed in 1991 (W-0850 and W-1027). PW-12 was drilled in 1994 (WTR-13-
042) and the wellhead constructed in 1998 (W-2279). Treatment for the water from these
wells is provided at the Maplewood Treatment and Booster Pump Station Facility, which
was constructed in 1995 (W-1052). The raw water contains hydrogen sulfide, ammonia,
manganese, and a small amount of iron. The original strategy for treating the water was to
remove hydrogen sulfide using aeration and to keep the manganese in solution using ortho-
polyphosphate (sequestering) as well as chlorinating and fluoridating the water. Treatment
for corrosion control is not necessary, as the pH of the raw water is about 8.0. The
presence of ammonia was discovered after the plant went online. The sequestering did not
work and the water utility received numerous complaints regarding staining, taste, and odor.
The method used for secondary disinfection was changed from chlorination to
chloramination, which limited the areas in which the water could be used in the distribution
system due to problems with mixing the Maplewood water with the water from the other
sources.
In January 2002, the City shut the wellfield down and began design and construction efforts
to replace the treatment. A treatment pilot plant study had been conducted in June and July
of 2001. The resulting design consists of:
1. Converting hydrogen sulfide to sulfate by adding oxygen from air and reacting on
granular activated carbon filters.
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2. Removing manganese with green sand filters.
3. Converting ammonia to nitrogen gas by adding chlorine and reacting in a contact
basin.
Construction (W-2953) of a new treatment building began in October 2003 and the
treatment plant was put into operation in September 2006.
The project included changing the method of chlorination from chlorine gas to sodium
hypochlorite liquid. Fluoridation is accomplished by using the existing plant. The project
also included a manual switchgear with Kirk-Key safety system to allow powering one
1,500-gallon-per-minute (gpm) well, one 1,500-gpm low-lift pump, and one 1,500-gpm high-
lift pump and associated treatment equipment with a City-owned portable generator.
Each well is individually metered. The meters are located in the new treatment building.
Flow from each well is kept below the proposed Qi water right by using flow control valves.
The wells are controlled by either the elevation in the Highlands 565 Reservoir or the
Rolling Hills 590 and 490 Reservoirs (see discussion of Rolling Hills Booster Pump Station
– in particular the back-pressure sustaining valves regulating the flow between the 490 and
590 pressure zones). The treated water is pumped to the clearwell located at the existing
Maplewood Treatment / Booster Pump Station facility. From the clearwell, the water is
pumped to either the Highlands 565 Zone or the Rolling Hills 590 Zone.
The City continues to gather data on the operation of the wellfield for the purpose of
developing an operational strategy and operations plan.
2.2.1.8 Well 4 (DOH Source S06)
Well 4 was drilled in 1942 for the Northwest Water Company. The well was removed in
1962. The City has an active water right of 170 gpm for the well (GWC 884-D).
2.2.1.9 Seattle Interties (DOH Source S08)
Currently there are ten interties with SPU. Two of the interties are used to supply water to
the Boeing Renton Plant via two 10-inch mains. Prior to 2001, Seattle sold this water
directly to Boeing. In 2001, in accordance with a revised franchise agreement between
Seattle and Renton, the metering points for the two 10-inch service lines were moved closer
to the SPU Cedar River Pipelines (W-2890), the source, and Renton began purchasing the
water wholesale from Seattle and selling the water to Boeing.
One of the ten interties was originally constructed as a retail supply point for Seattle to
provide water to the Longacres Racetrack site. In 1994, the connection was upgraded (W-
2071) and is currently used as a backup fire flow supply for the Boeing Longacres site. This
is an 8-inch connection to the 60-inch SPU Bow Lake transmission main at PRV Station 24.
This intertie was modified in 2010 (W-3553) with a flow control valve so that it can be used
to provide wholesale water to the Renton system in the future.
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One of the interties is configured for supplying water to the SPU Mercer Island Pipeline.
The remaining six interties are currently used for summer peaking supply. These are SPU
Station Nos. 33, 34, 36, 37, 38, and 39 and are further described in Table 2.3, All Interties
of All Types.
Table 2.3 All Interties of All Types
Name Meter
Size
Location Other
System
Flow
Direction
Maximum
Flow Rate
Interties with Seattle Public Utilities
PRV 28
SPU Sta. #33
6 Shattuck Ave S &
S 23rd St
Seattle To Renton 700
Fred Nelson
SPU Sta. #34
8 Benson Rd S &
S 26th St
Fred Nelson BPS
Seattle To Renton 925
SPU Sta. #36 6 Jones Av S &
S 7th St
Seattle To Renton 700
PRV 6
SPU Sta. #37
3 / 3 Beacon Way near
Renton Ave S
Seattle To Renton 320
PRV 35
SPU #38
6 S 134th St &
Thomas Ave S
Seattle To Renton 700
Tiffany Park
SPU Sta. #39
10/8 Kirkland Ave SE &
SE 158th St
Tiffany Park BPS
Seattle Two-way 1,050
PRV 241
Bow Lake
Pipeline
8 1901 Oakesdale
Ave SW
(1,250 feet south)
Seattle To Renton 2,8002
Renton / Seattle 10 Union Ave SE &
SE 2nd Pl
Seattle To Seattle 1,950
Intertie with the City of Kent
PRV 25
Kent
10 SE 43rd St &
Lind Ave SW
Kent Two-way 1,950
Intertie with Skyway Water & Sewer District
Skyway
Wholesale
10 80th Ave S &
S 116th St
Skyway To Skyway 1,950
Interties between Seattle Public Utilities and the Renton Boeing Plant
Boeing Plant
Meter - East
10 Logan Ave S &
S 2nd St
Seattle To Boeing
Plant
1,950
Boeing Plant
Meter - West
10 Logan Ave S &
S 2nd St
Seattle To Boeing
Plant
1,950
December 2012 2-10
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Table 2.3 All Interties of All Types
Name Meter
Size Location Other
System
Flow
Direction
Maximum
Flow Rate
Emergency Interties
PRV 53
Coal Creek UD
8 2610 Lynnwood
Ave NE
Coal
Creek UD
To Coal
Creek
Utility District
1,250
PRV 23
Tukwila
8 17300 West Valley
Hwy S
Tukwila Two-way 1,250
Dimmitt BPS3 6 12603 82nd Ave S Skyway Two-way 2,8004
Notes:
1. Currently used to provide backup fire flow to the Boeing Longacres site and as source of supply
to Renton. Historically it was used for domestic, irrigation and fire flow supply for the Longacres
Racetrack site.
2. Connection transitions from 8” to 10” to 12”.
3. The Dimmitt BPS is owned and operated by Skyway Water and Sewer District.
4. Connection transitions from 6” to 8” to 12”.
2.2.2 Storage
Water storage within the distribution system provides for operational, equalizing, firefighting,
and standby storage. Storage is provided by reservoirs and elevated tanks located within
the distribution system. The City currently operates ten distribution system storage facilities
and an operational storage/equalizing/detention reservoir at the Maplewood Treatment
Plant. This section provides a description of the function and condition of each of these
facilities. Currently two of the reservoirs have flow meters – Highlands 565 and Hazen
Reservoirs. Table 2.4 lists all of the City’s existing storage facilities and summarizes the
physical characteristics. The recommended sizing and location of future storage facilities
are presented in Chapter 9, Capital Improvement Program.
2.2.2.1 North Talbot Reservoir (Valley 196 Zone)
Located at Talbot Hill Park near the intersection of Talbot Road S and S 19th Street, this 5-
million-gallon (MG), cast-in-place, reinforced concrete underground reservoir was
constructed in 1976
(W-0419). The reservoir replaced two uncovered 0.5-MG reservoirs that occupied the same
site. In 1989, CH2M Hill visually inspected the reservoir and noted the following:
The joint sealant was in good condition.
Leaching of the concrete was observed.
The leaching of the columns was slightly greater than observed on comparable
structures.
December 2012 2-11
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CH2M Hill made the following recommendations:
Drain and inspect the reservoir every two to five years.
Replace the ladder and overflow pipe supports with stainless steel.
Install galvanic cathodic protection anodes to protect metal associated with the intake
piping, wash-down piping, and other metals submerged in the reservoir.
The interior was visually inspected again in 2010 by Water Utility staff who noted that all
steel and iron surfaces were badly corroded, including the access ladder; inlet/outlet pipe
and 2.5-inch wash down pipes, which are no longer usable. The floor slab appeared to be
in good shape with no exposed rebar and minor pitting near the columns. The columns
appeared to be in fair condition with some areas of exposed aggregate and rust staining.
The origin of the rust staining was not determined. The roof to column connections
appeared to be in good condition. The exterior of the reservoir roof is a tennis court. It has
been noted that several large and small “bird baths” exist on the roof and retain rain water
during storm events.
2.2.2.2 Mount Olivet Reservoir (Valley 196 Zone)
Located near the intersection of NE 3rd Street and Bronson Way NE, this 3-MG above-
ground welded steel tank was constructed in 1954 (W-1141). CH2M Hill has periodically
inspected it over the years (1969, 1977, 1982, 1985, 1989, and 1997). In 1971, an
impressed current cathodic protection system was installed (W-0371). The exterior was
recoated in 1978 (W-0476). The interior was recoated in 1991 (W-1035). The exterior was
recoated and the cathodic protection system replaced in 1999 (W-2787). The exterior was
recoated again in 2008 (W-3449) because of the failure of the 1999 coating. The interior
was inspected most recently in 2010. The steel stringers between the roof beams are
corroded badly and need to be replaced. In 2009, the City performed a preliminary design
(WTR-13-0104, Water Distribution Storage Planning Study), which estimated the cost of
replacing the reservoir at $8.25 million for a 6.9-MG reservoir. This project is included in the
City’s water Capital Improvements Plan (Chapter 9).
2.2.2.3 Highlands 435 Reservoir – 1.5-MG(Highlands 435 Zone)
Located at the Highlands Reservoir site east of the intersection of NE 12th Street and
Monroe Avenue NE, this reservoir was originally constructed as an uncovered reservoir
during World War II (circa 1942). The reservoir was concrete-lined, rectangular in shape,
partially in-ground and partially above ground with bermed excavated material. In 1966, the
reservoir was covered (W-0098). In 1986, the beams for the cover were sand blasted and
painted. In 1987, the roof beams were inspected for cracks; none were found (W-0909).
In 2000, CH2M Hill inspected the reservoir for leaks and a preliminary design was
conducted to increase the inflow and outflow piping (WTR-13-0072). The inspection was
prompted by a concern that the Highlands 1.5-MG and 2-MG reservoirs had been damaged
December 2012 2-12
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
in the January 28 1995, Robinson Point earthquake (5.0 magnitude) as evidenced by wet
ground around the chlorination booster station building (further examination discovered the
problem was a leaking service line). Because of the concern that the two Highlands 435
Zone Reservoirs will suffer major damage in a large earthquake, the City plans to replace
them in the future. In 2009, the City performed a preliminary design (WTR-13-0104, Water
Distribution Storage Planning Study), which estimated the cost of replacing both of the
Highlands 435 Zone Reservoirs (1.5 MG and 2.0 MG) at $21.3 million for a 15.2-MG, two-
compartment reservoir built in two phases. This project is included in the City’s water
Capital Improvements Plan (Chapter 9).
2.2.2.4 Highlands 435 Reservoir – 2-MG (Highlands 435 Zone)
Also located at the Highlands reservoir site, this covered, concrete lined, partially in-ground,
partially aboveground reservoir was constructed in 1960 (W-0024). In 1986, the beams for
the cover were sand blasted and painted. In 1987, the roof beams were inspected for
cracks; some were found at the column locations (W-0909). In 1992, reinforcing collars
were installed at the roof beam-column intersections and various cracks and joints in the
concrete liner were sealed (W-1081). See discussion above for the 2000 inspection. See
discussion of reservoir replacement above. Replacement of this reservoir is also included in
the City’s water Capital Improvements Plan (Chapter 9).
2.2.2.5 Highlands 565 Reservoir - 0.75-MG (Highlands 565 Zone)
Also located at the Highlands reservoir site, this 0.75-MG elevated steel reservoir was
constructed in 1960 (W-0018). CH2M Hill has periodically inspected it over the years (1969,
1973, 1977, 1985 1989, and 1998) as part of an evaluation of all reservoirs, and again in
2009 with water utility staff. In 2010, LiquiVision Technology performed a dive inspection of
the interior surfaces. In 1971, an impressed-current cathodic protection system was
installed (W-0371). The exterior was recoated in 1978 (W-0476). In 1996, Chicago Bridge &
Iron inspected the reservoir. In 1997, the interior of the reservoir was recoated, the
impressed cathodic protection system was replaced, and additional railing and a safety
climb rail were added (W-2210). Also, in 1997 the exterior of the reservoir was recoated
(W-2303).
During the Nisqually earthquake of February 28 2001, (6.8 magnitude) the cross bracing of
the tower structure was plastically deformed. In 2003, the bracing was repaired and the
tank structure seismically rehabilitated (W-3005). The rehabilitation consisted of installing
friction dampeners on the cross bracing and flexible connections where the water mains
interface with the tanks. In 2009, a two-way flow meter was added to the single inlet / outlet
pipe that connects the reservoir to the distribution system (W-3214). The exterior of the
reservoir is due to be recoated during the time period 2011 – 2014. Replacement of this
reservoir is included in the City’s water Capital Improvements Plan (Chapter 9).
December 2012 2-13
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
2.2.2.6 Hazen 565 Reservoir - 4.2-MG (Highlands 565 Zone)
Located north of the Hazen High School campus at the south end of the property with
address 4901 NE Sunset Boulevard, this 4.2-MG steel standpipe was constructed in 2009
(W-3214). It has flow meters on both the inlet and outlet pipes.
2.2.2.7 Rolling Hills 590 Reservoir (Rolling Hills 590 Zone)
Located at the Rolling Hills reservoir site near the intersection of Puget Drive SE and
Edmonds Avenue SE, this 0.3-MG elevated steel reservoir was constructed in 1970
(W-0323). The exterior was recoated in 1980 (W-0524). During the Nisqually earthquake of
February 28, 2001, (6.8 magnitude) the cross bracing of the tower structure was plastically
deformed. In 2003, the bracing was repaired and the tank structure seismically rehabilitated
(W-3005). The rehabilitation consisted of installing friction dampeners on the cross bracing
and flexible connections where the water mains interface with the tanks. In addition to this
work, both the interior and exterior were recoated and an impressed current cathodic
protection system was installed.
2.2.2.8 Rolling Hills 490 Reservoir (Rolling Hills 490 Zone)
Also located at the Rolling Hills reservoir site, this 3-MG above-ground steel tank was
constructed in 2001 (W-2230).
2.2.2.9 West Hill Reservoir (West Hill 495 Zone)
Located adjacent to Dimmitt Middle School near the intersection of 82nd Avenue S and S
126th Place, this 1.3-MG steel standpipe was constructed in 1985 (W-0489). Both the
interior and exterior of the reservoir were recoated in 2010. Additionally, two concentric
rings of handrail on the top of the standpipe were constructed and an impressed current
cathodic protection system was added (W-3488).
2.2.2.10 South Talbot Reservoir (South Talbot 350 Zone)
Located on Mill Avenue SE south of Carr Road, this 1.5-MG above-ground steel tank was
constructed in 1990 (W-0722). CH2M Hill inspected the tank in 1998 (WTR-13-0063) and
its interior and exterior protective coatings were founded to be in good and very good
condition, respectively. In 2008, the exterior was recoated due to pitting (due to rocks being
thrown at the tank) (W-3449). The interior of this tank will be recoated within the next five
years.
December 2012 2-14
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Ta
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/
A
December 2012 2-15
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
2.2.3 Booster Pump Stations
The City has now has eleven BPSs that provide regular and emergency supply from the
sources of supply and lower pressure zones within the service area to the higher service
areas. The Windsor Hills BPS was taken out of service in 2010. It had been a backup to the
Mt Olivet and Houser Way BPS. A description of each of the facilities is included in the
following discussion. Table 2.5 provides a summary of each of the pump stations and the
rated capacity of each pump.
2.2.3.1 Mt. Olivet Booster Pump Station
Located adjacent to the Mount Olivet Reservoir, the Mt Olivet BPS pumps from the Valley
196 Zone to the Highlands 435 Zone. The BPS was constructed in 1967 (W-0262). In 1989,
one booster pump was added and the electrical, heating, and ventilation systems were
rehabilitated (W-0931). In 2007, an emergency electrical power generation facility was
constructed at the Mt Olivet reservoir and BPS site to provide backup power for the Mt
Olivet BPS and wells RW-1, RW-2, and RW-3 (W-3239). This BPS now has emergency
backup electrical power with auto-start of the generator and auto-transfer from commercial
to backup power. Flow from the station is measured by one meter located in a vault outside
the station. The pumps are controlled by the elevations of the Highlands 435 Zone
reservoirs. Replacement of this BPS is planned with replacement of the Mt. Olivet
Reservoir. This project is included in the City’s water CIP (Chapter 9).
2.2.3.2 Houser Way Booster Pump Station
Located on the northwest corner of the intersection of Houser Way N and N Marion Street,
the Houser Way BPS pumps from the Highlands 196 pressure zone to the Highlands 435
and Kennydale 320 pressure zones. The BPS was constructed in 1996 (W-2089). The
station has a receptacle for an emergency generator hook-up and a manual transfer switch.
Meters located inside the station measure flow to the two pressure zones. The pumps are
controlled by:
1. The elevations of the Highlands 435 Zone reservoirs.
2. The pressure in the Kennydale 320 Zone measured at the station.
December 2012 2-16
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Ta
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December 2012 2-17
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December 2012 2-18
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December 2012 2-19
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
2.2.3.3 Monroe Avenue Booster Pump Station
Located on the northwest corner of the intersection of NE 4th Street and Monroe Avenue
NE, the Monroe Avenue BPS pumps from the Highlands 435 Zone to the Highlands 565
Zone. An 8-inch SCADA-controlled (supervisory control and data acquisition) transfer valve
can allow flow from the Highlands 565 Zone to the Highlands 435 Zone. The valve is used
in coordination with the Maplewood BPS when it is pumping into the Highlands 565 Zone.
The BPS was constructed in 1969 (W-0324). In 1991, the station’s electrical system was
rehabilitated (W-1048). Flow from the station is measured by one meter located in the
station. The pumps are controlled by the elevation of the Highlands 565 Reservoir. The
pump station does not have emergency power back-up capability. Installing back-up power
is included in the City’s water Capital Improvements Plan (Chapter 9). Highlands Booster
Pump Station
Located at the Highlands Reservoir site, the Highlands BPS pumps from the Highlands 435
Zone to the Highlands 565 Zone. The BPS was constructed in 1960 (W-0018). In 1989, two
pumps and motors were replaced and the third pump was rebuilt; the electrical system was
rehabilitated (W-0924). An isolation valve was installed in 1992 (W-1023). In 2003, the
wooden doors on the west side of the building were replaced with metal. This station has
emergency power back-up with auto-start and auto-transfer (W-0815). Flow from the station
is measured by one meter located in a vault outside the station. The pumps are controlled
by the elevation in the Hazen 565 Reservoir. Replacement of this pump station is planned
with the Highlands 435 Reservoirs. This project is included in the City’s water Capital
Improvements Plan (Chapter 9).
2.2.3.4 North Talbot Booster Pump Station
Located near the intersection of SR 515 (Benson Road) and South 19th Street, the North
Talbot BPS pumps from the Valley 196 Zone to the Rolling Hills 490 and Talbot Hill 350
Zones. It originally pumped to the Rolling Hills 590 Zone and Talbot Hill 350 Zone. The BPS
was constructed in 1979 (W-0450). A manual transfer switch with Kirk-Key safety system
was added in 1999 to allow the station to be powered by a City-owned portable generator
(W-2784). In 2007, an emergency electrical power generation facility was constructed at the
North Talbot Reservoir site to supply power to the North Talbot BPS (W-3239). The power
is auto-start and auto-transfer. The portable generator and manual transfer switch
configuration remains as a secondary backup.
In 2001, a back-pressure sustaining valve was added to the station’s primary discharge
when a portion of the Rolling Hills 590 Zone was converted to the Rolling Hills 490 Zone as
part of the Rolling Hills 3-MG reservoir and pump station project (W-2230). The station’s
electrical, heating, and ventilation and control systems were rehabilitated in 2003 (W-2878).
Flow to the two pressure zones is measured by meters located inside the station. The
pumps are controlled by:
December 2012 2-20
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
1. The elevation in the Rolling Hills 490 Reservoir.
2. The elevation in the South Talbot Reservoir.
2.2.3.5 Rolling Hills Booster Pump Station
Located at the Rolling Hills reservoir site, the Rolling Hills BPS pumps from the Rolling Hills
490 Zone to the Rolling Hills 590 Zone. The BPS was constructed in 2001 (W-2230). Two
back-pressure sustaining valves in the pump station allow water to flow from the Rolling
Hills 590 Zone to the Rolling Hills 490 Zone when the Rolling Hills 590 Reservoir is near
overflow. This is to allow the Rolling Hills 3-MG reservoir to be filled by either the
Maplewood BPS or North Talbot BPS.
Two flow meters are located inside the station. One flow meter measures flow from the
Rolling Hills 490 Zone to the Rolling Hills 590 Zone. Another meter measures flow from the
Rolling Hills 590 Zone to the Rolling Hills 490 Zone. The pumps are controlled by the
elevation in the Rolling Hills 590 Reservoir. This pump station is equipped with an
emergency generator with auto-start and auto-transfer, but only allows two pumps to
operate at the same time. It is recommended that back-up power be installed such that all
four pumps can run at the same time. This project is included in the City’s water Capital
Improvements Plan (Chapter 9).
2.2.3.6 Tiffany Park Booster Pump Station
Located in Tiffany Park near the intersection of Kirkland Avenue SE and SE 20th Court, the
Tiffany Park BPS pumps from the SPU 66-inch Cedar River transmission main to the
Rolling Hills 590 Zone. The BPS was constructed in 1962 (W-0226). The pumps were
replaced in 1972 (W-0383). The entire station was rehabilitated in 1984 (W-0742). It does
not have emergency power back-up capability. In 2011, a flow meter was installed. The
pumps are controlled by the elevation in the Rolling Hills 590 Reservoir.
2.2.3.7 Fred Nelson Booster Pump Station
Located adjacent to the Nelsen Middle School on Benson Road S, the Fred Nelson BPS
pumps from SPU 60-inch Bow Lake transmission main to the Rolling Hills 590 Zone. The
BPS was constructed in 1962 (W-1125). It does not have emergency power back-up
capability. In 2011, a flow meter was installed. The pumps are controlled by the elevation in
the Rolling Hills 590 Reservoir.
2.2.3.8 Maplewood Booster Pump Station
Located at the Maplewood Golf Course, the Maplewood BPS pumps from the Maplewood
wellfield clearwell to the Highlands 565 and Rolling Hills 590 Zones. The BPS was
constructed in 1995 (W-1052). Any one of its 1,500 gpm pumps will have emergency back-
up power (manual transfer – see discussion of Maplewood wellfield, above). Adding back-
up power to the BPS is included in the City’s water Capital Improvements Plan (Chapter 9).
December 2012 2-21
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Flow to the two pressure zones is measured by meters located inside the station. The
pumps are controlled by:
1. The elevation in the Highlands 565 Reservoir.
2. The elevations in the Rolling Hills 490 and 590 Reservoirs.
2.2.3.9 South Talbot Booster Pump Station
Located on SW 43rd Street just west of SR 167, the South Talbot BPS pumps from the
Valley 196 Zone to the Talbot Hill 350 Zone. The BPS was constructed in 1982 (W-0600). A
manual transfer switch with Kirk-Key safety system was added in 1999 to allow the station
to be powered by a City owned portable generator (W-2784). Flow from the station is
measured by one meter located in the station. The domestic pumps are controlled by the
elevation in the South Talbot Reservoir. The fire flow pumps are controlled by the pressure
of the 350 Zone measured at the station. Only one fire pump can operate at one time, the
other pump is a back-up. The pump station does not have emergency power back-up
capability. Installing back-up power is included in the City’s water CIP (Chapter 9).
2.2.3.10 West Hill Booster Pump Station
Located on West Perimeter Road at the Renton Municipal Airport near the control tower,
this station pumps from the Valley 196 Zone to the Rolling Hills 495 Zone. The BPS was
constructed in 1985 (W-0715). It has one 1,000-gpm fire pump that is driven by a diesel
engine with auto-start. Flow from the station is measured by one meter located in the
station. The pumps are controlled by the elevation in the West Hill Reservoir. Installing
back-up power is included in the City’s water CIP (Chapter 9).
2.2.4 Pressure Zones and Pressure-Reducing Stations
The City’s 15 different pressure zones provide pressures in the distribution system that
range from 27 to 173 psi. The lowest service pressures occur in an isolated area at the
northeast corner of Talbot Road South and Carr Road in the Valley 196 Zone. The service
highest pressures occur in an isolated area in the Highlands 435 Zone near the intersection
of North 4th Street and Houser Way North. The City currently serves customers within an
elevation range of 11 feet to 476 feet.
Table 2.6 lists each pressure zone, as it is commonly named, and the hydraulic elevation
that each pressure zone provides. The hydraulic elevation is the overflow elevation of the
highest reservoir in the pressure zone or the hydraulic elevation set point on the lead
pressure-reducing valve. Also included in Table 2.6 are the lowest and highest ground
elevations served in each pressure zone and the corresponding pressure at those
elevations.
December 2012 2-22
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Figure 2.2 shows the vertical relationship of the system’s pressure zones and demonstrates
how water can move up or down through the system. All pressure zones are served directly
or indirectly from the City’s active wells and Springbrook Springs. The downtown wells
(RW-1, RW-2, RW-3, PW-8, and PW-9) directly supply the Valley 196 Zone. If the water is
not consumed in the Valley 196 Zone, and it is needed in a higher zone, it is pumped by
booster stations to the higher-pressure zones. Well PW-5A supplies the Highlands 435
Zone directly where it is also available for supply to the Highlands 565 Zone (through
booster stations) or to the Kennydale 320 Zone via pressure reducing stations. Wells PW-
11, PW-12, and PW-17 supply the Highlands 565 Zone and Rolling Hills 590 Zone.
It is desirable to have two or more connections (or supply points) that will allow water to
move to a higher pressure zone, or downward to a lower pressure zone. This arrangement
maximizes system reliability by providing multiple paths or routes that the water can take
when moving between pressure zones.
Although the system has 15 distinct pressure zones, not all of the pressure zones have
separate storage or supply facilities. Some pressure zones are supplied exclusively by
pressure reducing stations from an upper pressure zone. It is impractical to plan facilities
and improvements for all of these pressure zones individually; therefore, the water system
has been divided into five operating areas. Each operating area is a single pressure zone or
combination of pressure zones with similar operating characteristics. For example, a lower
pressure zone that is supplied exclusively by PRVs from an upper pressure zone would be
combined with that upper pressure zone to form an operating area.
For the majority of this plan, the pressure zones presented in Table 2.7 are included in each
operating area.
PRV stations are installed between pressure zones and allow water from a higher level
pressure zone to flow into a lower level pressure zone at reduced pressures. The PRVs in
the pressure reducing stations hydraulically vary the flow rate through the valve to maintain
a constant and preset discharge pressure up to the limit of the flow capacity of the valve.
The effect of a PRV on the lower pressure zone is the same as that as a reservoir whose
overflow elevation is the same as the pressure setting on the valve (hydraulic elevation).
Lead PRVs are located in hydraulically remote areas from both upper and lower pressure
zone reservoirs to promote good circulation in both pressure zones, thus maintaining water
quality. Lag PRVs may be located hydraulically closer to storage to minimize system head
losses during high flow rate conditions when the lag valves need to operate.
December 2012 2-23
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Table 2.6 Pressure Zones – Minimum and Maximum Service Pressures and Elevations
Pressure Zones
Hydraulic
Elevation
(ft)
Maximum
Elevation
Served (ft)
Minimum
Service
Pressure
(psi)
Minimum
Elevation
Served (ft)
Maximum
Service
Pressure
(psi)
Kennydale 218 218 37 78 25 84
Kennydale 320 320 218 44 15 145
Highlands 435 438.58 365 30 38 173
Highlands 565 568.58 474 36 314 110
Valley 196 199.58 130 27 11 82
West Hill 495 498.58 396 31 113 167
West Hill 300 300 216 36 40 113
Earlington 370 370 261 47 89 122
Scenic Hill 370 370 260 48 110 113
Rolling Hills 590 593.58 476 47 298 128
Rolling Hills 490 494.50 392 40 154 148
Rolling Hills 395 395 300 41 226 73
Talbot Hill 350 353.58 244 44 54 130
East Talbot Hill 300 300 214 37 124 76
West Talbot Hill 300 300 210 39 54 106
Table 2.7 Pressure Zones by Operating Area
Operating Area Pressure Zone
Valley Valley 196
Highlands 435 / Kennydale Highlands 435, Kennydale 218, and Kennydale 320
Highlands 565 Highlands 565
West Hill West Hill 495, West Hill 300, and Earlington 370
Rolling Hills / Talbot Hill Rolling Hills 590, Rolling Hills 490, Rolling Hills 395, Talbot
Hill 350, East Talbot Hill 300, West Talbot Hill 300, and
Scenic Hill 370
December 2012 2-25
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
The primary purposes of the PRVs in the City’s system are as follows:
1. To maintain pressures in the lower pressure zone during high demand periods.
2. To increase pressure and flow which would otherwise be required during an
emergency such as a fire or pipeline failure.
3. To achieve optimum circulation in each pressure zone, thereby maintaining water
quality.
When a PRV malfunctions in an open position and allows downstream pressures to rise
above the PRV set point, damage can occur due to over pressuring of the pressure zone.
The probability of over pressuring the lower pressure zone can be greatly reduced by
placing a pressure relief valve on the discharge (pressure-reduced) side of the PRV. If a
pressure sensor is also installed on the PRV discharge and the pressure reading is
telemetered and alarmed at the central control center, the City will know quickly when the
failure is occurring and will be able to minimize damages as a result of the PRV failure.
The City’s PRV stations currently in operation are listed in Table 2.8.
December 2012 2-26
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December 2012 2-27
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
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December 2012 2-28
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
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VL
Y
1
9
6
W
H
3
0
0
F
3
2
9
W
-
0
8
5
4
2
8 68.4
36
T
a
l
b
o
t
R
d
S
&
1
7
7
t
h
A
v
e
S
E
17
6
0
0
T
a
l
b
o
t
R
d
S
VL
Y
1
9
6
T
H
3
5
0
I
3
3
3
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-
2
0
9
1
3
12 98.58
37
E
a
s
t
o
f
N
4
t
h
S
t
r
e
e
t
&
H
o
u
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r
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y
N
No
r
t
h
o
f
3
5
3
S
u
n
s
e
t
B
l
v
d
N
VL
Y
1
9
6
H
L
D
4
3
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4
3
4
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2
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8
9
3
12 46.0
40
I
n
s
i
d
e
M
a
p
l
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w
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B
P
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40
3
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M
a
p
l
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a
l
l
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y
H
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g
h
w
a
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VL
Y
1
9
6
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H
5
9
0
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6
7
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-
1
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6
80.0
48
N
W
C
o
r
n
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r
o
f
M
a
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w
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D
5
6
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6
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1
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-
2
9
5
3
2
2 8 8 80.0
December 2012 2-29
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Ta
b
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2
.
8
P
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a
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Pr
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c
t
Nu
m
b
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r
Valve Sizes (in) Valve Elevation (ft)
34
B
e
n
s
o
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R
d
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&
S
2
6
t
h
S
t
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46
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35
T
h
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&
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38
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44
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45
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a
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3
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5
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50
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a
s
t
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f
4
1
2
7
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l
s
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2
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3
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3
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3
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5
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51
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4
2
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d
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a
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&
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53
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6
1
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5
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346.5
December 2012 2-30
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
The following list provides additional information on PRV stations that are no longer in
operation:
PRV Stations 17, 18, 19, 20, 21, and 33 were put on inactive status (zone valves
opened; PRVs set to wide open) in 2001 as part of the reconfiguration of the Rolling
Hills 490 and 590 Zones following the completion of the Rolling Hills 3-MG Reservoir
and BPS project (W-2230).
PRV Station 11 was removed in 1995 (W-2126).
PRV Station 15 was removed in 1992.
PRV Station 27 was removed in 1992.
PRV Station 42 was removed in 2000.
2.2.5 Interties and Emergency Supply Sources
The City maintains several emergency supply sources. These sources consist of one
emergency well, EW-3, and several interties. All of the City's interties, regular and
emergency supply, are shown in Table 2.3.
The City has 10 interties as defined by RCW 90.03.383 (use prior to January 1, 1991) plus
three emergency interties. Notices of the 10 interties were submitted to the Washington
State Department of Ecology and Washington State Department of Health in May 1992 and
then again in June 1996. Copies of all of the City's intertie and emergency supply
agreements are included in Appendix D.
2.2.6 Distribution System
The City’s water pipelines are shown in plan view in Figure 2.1. Tables 2.9a, 2.9b, and 2.9c
summarize the length of mains in the water system by diameter, pressure zone, material,
and age.
December 2012 2-31
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Ta
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2
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a
P
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December 2012 2-32
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 2/Ch02.docx
Ta
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2000 -2010 (ft) Total Length (ft)
As
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December 2012 2-33
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Transmission capability for the system is primarily provided by 12-inch, 16-inch, and 24-
inch diameter pipelines from the wellfields located in Liberty Park, Cedar River Park, and
the Maplewood Golf Course to various points within the service area. Since approximately
96 to 97 percent of the system’s supply is provided from the wellfields, major transmission
facilities are required in the Valley 196 Zone to ensure adequate water distribution
throughout the service area. As shown in Figure 2.1, the transmission pipelines are located
primarily along the major transportation corridors. The looped 8-inch pipelines in the well-
developed residential areas of the system also provide some transmission capability.
Transmission pipelines in the Valley 196 Zone predominantly run north to south, supplying
the downtown business pressure zone, the Green River Valley industrial complexes, and
the BPS that serve the other areas of the system. East-west pipelines that connect to the
north-south transmission mains also provide additional transmission capacity. The pipe
loops or grids formed by these connections help to increase system reliability and capacity
throughout the system. Transmission pipelines from the Maplewood wellfield carry finished
water to the Highlands and Rolling Hills Zones. Both transmission pipeline routes follow
unimproved corridors and steep slopes. A high-pressure fire loop (320-foot hydraulic grade
line) encompasses a high-risk area of the industrial sector near the Paccar and Boeing
plants for improved fire protection.
For areas on the eastern side of the valley, the topography of the terrain dictates that the
transmission corridors run in a north-south orientation within each pressure zone and in a
west-east orientation between the different pressure zones.
The transmission corridor in the West Hill area runs east and west from the West Hill Pump
Station to the reservoir and north and south on 84th Avenue S. A separate transmission
route connects the reservoir with Skyway Water and Sewer District. Looped 8- and 6-inch
distribution mains provide a large percentage of the transmission capacity in the West Hill
area.
Transmission mains generally convey water between the supply sources (reservoirs or
wells) to the local distribution grid where it is conveyed to the source of the demand. Ideally,
minimal head losses should occur in transmission pipelines during normal demand periods,
allowing these mains to also convey fire demands to the distribution system and to meet
other emergencies without experiencing adverse head losses.
Figure 2.1 also presents all the smaller pipelines below 12 inches in diameter that convey
water from the transmission grid to the individual service connections. A distribution system
functions by meeting individual demands in the immediate vicinity via branching and looping
pipelines through the service area.
Under normal conditions, the velocity of water in transmission and distribution mains should
be less than 5 feet per second (fps) during peak demand periods, and less than 8 fps
during fire demands periods.
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Velocities in excess of 8 fps may produce unacceptable thrust forces in underground fittings
and cause excessive pipe wear or failure. Therefore, limiting velocity to less than 8 fps has
been adopted by the City as a design criteria.
The transmission and distribution system is comprised of water mains of four different
materials: asbestos cement (AC), steel (ST), ductile iron (DI), and cast iron (CI). Current
City policy is to replace all AC and ST water mains in the system as the budget permits,
since transmission lines made of these materials are prone to leakage and failure.
Table 2.10 summarizes the water main replacements the City has done since 2003.
Table 2.10 Water Main Replacements Since 2003
Year Length (ft) Diameter and Material
Before Replacement
New Diameter and
Material
Project No.
2004 48 8 CI 8 DI W-2959
2004 1,491 4 CI 4, 8, 12 & 18 DI W-2960
2004 4,313 6 ST 6 & 8 DI W-3078
2004 5,319 4 & 6 CI 4, 6 & 8 DI W-3142
2005 5,076 4 & 6 CI 4 & 8 DI W-3198
2006 1,235 4 & 6 ST 8 DI W-3537
2006 2,120 4 AC & 6 ST 8 DI W-3287
2007 1,588 4 & 6 CI 12 DI W-2988
2007 265 12 DI 12 DI W-3223
2007 1,880 16 CI 16 DI W-3344
2008 900 8 CI 12 DI W-2952
2009 1,800 8 CI 12 DI W-3179
2009 313 8 CI 12 DI W-3224
2009 2,002 4 & 6 CI 8 & 12 DI W-3362
2009 1,236 4 & 6 CI 8 DI W-3537
2010 7,181 4 & 6 CI 8 DI W-3080
Other future distribution improvements are discussed in Chapter 9, Capital Improvement
Program.
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2.2.7 Source Treatment
Renton chlorinates all of its sources for the purpose of secondary disinfection. The target
dose is 0.8 milligrams per liter (mg/L). Additionally, Wells RW-1, RW-2, and RW-3 are
provided with primary disinfection. The water from Wells PW-11, PW-12 and PW-17 is also
provided with primary disinfection as a result of the treatment process to remove the
ammonia from the raw water. The City began chlorinating its drinking water in 1976. See
section 2.2.1, Source of Supply for further information.
The City began fluoridating its drinking water in 1986. The target dose is 1.0 mg/L. All
sources, except Wells PW-8, PW-9, PW-11, PW-12, and PW-17, have the fluoride
saturation and metering equipment located in the well house. Wells PW-8 and PW-9 are
served by the Fluoridation Building, which is located next to Well PW-8. This building also
serves a storage facility for bagged sodium fluoride. Fluoridation for Wells PW-11, PW-12,
and PW-17 occurs at a central location – the Maplewood BPS and Treatment Building.
Section 2.2.1 Source of Supply describes these facilities in greater detail.
In 1999, the City began treating the water from the downtown wells and Springbrook
Springs with sodium hydroxide to raise the pH of the water. The purpose for doing this is to
make the water less corrosive and to comply with the Lead & Copper Rule.
A central storage and meter facility was constructed in Cedar River Park. From this facility,
diluted sodium hydroxide is fed to each of the downtown wells via HDPE pipes. Springbrook
Springs has its own storage and metering system.
Section 2.2.1 Source of Supply provides further information regarding the treatment of
water from the Maplewood Wellfield.
2.2.8 Telemetry and SCADA
The telemetry and system control and data acquisition (SCADA) systems for the water
system have changed over the years with the changes in technology that is available for the
purpose. The following is a brief description of the current system. Certain aspects of
operation and capability are not discussed for security reasons.
Each site (all sources, all booster pump stations, all reservoirs, all treatment facilities,
Boeing Longacres Intertie, Skyway Wholesale Meter, Dimmitt BPS, Coal Creek emergency
intertie) has a remote telemetry unit (RTU) that in some cases also serves as a
programmable logic controller (PLC). Information about the site is forwarded from the site to
the master telemetry unit (MTU) that is located at the Water System Control Room (City
Shops Administration Building). The MTU sends information and instructions back to the
RTUs. Signals between the RTUs and MTU travel either by dedicated phone lines or by
radio waves. At the Water System Control Room the operations staff monitor (and in some
cases control) the system using a Human Machine Interface (HMI). The HMI is a PC
running software that communicates with the MTU and can display information. The HMI
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computer also runs an auto-dialer application (Win 911) that calls a 24-hour manned call
service and/or water shop stand-by staff. There is a back-up auto-dialer that is used in the
event the HMI computer or MTU fails. Each RTU, the MTU, and the HMI computer have
various levels of back-up power and redundancy. Various analog (e.g., flow rate, water
elevation), discrete (e.g., pump status), and alarm information is stored in a SQL Server
database for historical and analysis purposes.
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Chapter 3
PLANNING DATA AND WATER DEMAND FORECASTS
This chapter summarizes the existing and projected water requirements for the City water
distribution system. Projecting a realistic future water demand is necessary for planning
infrastructure projects and securing adequate water supply to meet future growth. Current
water requirements are documented in this chapter based on historical water use as
recorded by the City.
3.1 POPULATION AND DEMOGRAPHIC TRENDS
Current and projected future demographic trends were developed for the City’s RWSA
based on data provided in the PSRC’s Population, Households, and Employment Forecast
database.
The PSRC Population, Households, and Employment Forecast database contains historical
and future year estimates of key demographic and employment values for the Puget Sound
region by forecast analysis zone (FAZ). FAZs are the geographic units used by the PSRC
to report its small area forecasts of population, households, and employment. They are built
up from traffic analysis zones (TAZs), with each FAZ containing between 1 to 20 TAZs.
Data provided in the PSRC database is available in ten-year increments, starting with 1980
and extending through 2040.
The City’s RWSA and pressure zone boundaries do not coincide with the PRSC FAZ
boundaries. Therefore, the City allocated the key demographic and employment variables
(total households, total population, total employment) to each pressure zone within the
RWSA using geographic information system (GIS) techniques.
Additional data used to develop the demographic projections by pressure zone for the
RWSA includes the City’s list of vacant parcels within the RWSA, City zoning designations,
the City’s Buildable Lands database, the Boeing Renton Environmental Impact Statement
(EIS), and the Sunset Area Community Planned Action EIS. Appendix I contains a detailed
description of the methodology used to develop the demographic projections. This section
summarizes the information presented in Appendix I.
3.1.1 Historical Population and Demographics
Table 3.1 summarizes the current population, as well as the number of households and
employees in the RWSA, based on data from the PSRC.
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Table 3.1 Historical Demographics
Year Population Households Employees
1980 35,226 14,138 34,829
1990 42,442 18,069 43,794
2000 49,633 21,260 50,033
2010 54,351 23,704 53,102
Notes:
1. Source: Based on population, household, and employment estimates from PSRC.
3.1.2 Population and Demographic Forecasts
Table 3.2 summarizes the population and demographic forecasts for the RWSA. The
forecasts were developed based on the projections developed by the PSRC, the City’s list
of vacant parcels within the RWSA, the City’s Buildable Lands database, the Boeing
Renton EIS, and the Sunset Area Community Planned Action EIS. Boeing plans to
consolidate its Renton Plant, located in North Renton adjacent to Lake Washington,
opening up 75 acres for redevelopment near The Landing. The Sunset Area Community
Revitalization Project is centered around NE Sunset Blvd and Harrington Ave NE.
Table 3.2 Demographic Projections
Year Population Households Employees
2011 54,824 24,030 54,688
2012 55,296 24,355 56,125
2013 55,769 24,680 57,516
2014 56,242 25,006 58,873
2015 56,715 25,331 60,221
2016 57,214 25,679 61,023
2017 57,714 26,027 61,825
2021 59,713 27,418 65,039
2031 64,503 30,770 73,097
2041 67,434 32,963 83,349
2051 70,364 34,865 89,366
2061 73,294 36,768 95,382
2071 76,125 38,587 101,392
It should be noted that there is very little vacant land within the City’s current RWSA.
Therefore, the growth capacity within the City’s RWSA is limited. The majority of future
growth is projected to occur within the Regional Urban Center and the Sunset Area
Community Planned Action redevelopment boundaries. Therefore, the rate of growth of
these redevelopment areas affects the projected build out date of the RWSA. Per City staff,
the Regional Urban Center is not expected to be fully built out until the 2070 time frame.
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Build out of the Sunset Area is assumed to occur by 2030, based on the Sunset Area
Community Planned Action EIS.
3.2 HISTORICAL CONNECTIONS AND WATER USE
This section summarizes the historical number of connections and water use per customer
class from 2004 to 2009. The historical data are used to determine the average water use
per connection for each customer class, which forms the basis for the development of
future average water demand projections.
3.2.1 Historical Service Connections
From 2004 through 2009, the total number of City retail water service connections
increased by 8.2 percent. As of the end of 2009, the City provided water to 16,782
connections. Table 3.3 shows the historical number of connections per customer class.
Table 3.3 Historical Service Connections
Number of Connections by Year1
Connection Type 2004 2005 2006 2007 2008 2009 2010
Residential
Single-family 12,22012,56712,85513,11313,220 13,26013,277
Multi-family 1,535 1,541 1,542 1,546 1,551 1,557 1,557
Non-Residential
Commercial 991 1,015 1,024 1,047 1,082 1,092 1,092
Industrial 74 74 74 74 74 74 74
Government 80 80 81 83 88 92 92
Irrigation 604 629 645 663 689 703 704
Other
Skyway Wholesale 1 1 1 1 1 1 1
SPU to Boeing 2 2 2 2 2 2 2
King County WWTP 1 1 1 1 1 1 1
Total Connections 15,50815,91016,22516,53016,708 16,78216,800
Notes:
1. Number of connections based on records provided by City staff. Number of connections is
based on end of the year numbers, except for 2010, which is based on the number of
connections as of June.
Based on the data provided in Table 3.3, the following is noted:
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Single-family Connections: Single-family connections accounted for 79 percent of
connections in the RWSA in 2009. From 2004 through 2009, single-family
connections increased by 1,040 connections, which is roughly nine percent.
Multi-family Connections: Multi-family connections accounted for nine percent of
connections in the RWSA in 2009. From 2004 through 2009, multi-family connections
increased by 22 connections, or roughly 1.4 percent.
Commercial Connections: Commercial connections accounted for seven percent of
connections in the RWSA in 2009. From 2004 through 2009, commercial connections
increased by 101 connections, or roughly ten percent.
Industrial Connections: Industrial connections accounted for less than one percent
of connections in the RWSA in 2009. There was no growth in the number of industrial
connections from 2004 through 2009.
Government Connections: Government connections accounted for less than one
percent of connections in the RWSA in 2009. From 2004 through 2009, government
connections increased by 12 connections, or roughly 15 percent.
Irrigation Connections: Irrigation connections accounted for roughly four percent of
connections in the RWSA in 2009. From 2004 through 2009, irrigation connections
increased by 99 connections, or roughly 16 percent.
Other Connections - Wholesale & Large Water Users: The City supplies wholesale
water to the Skyway Water and Sewer District through one connection located in the
West Hill 495 Pressure Zone. In addition, some water is purchased from SPU and
sold to the Boeing Plant Area. This water is measured through two connections at the
Boeing Plant. The City also provides water to the King County Wastewater Treatment
Plant (WWTP) through one commercial water connection. Because the King County
WWTP in considered a “large user,” it has been subtracted out of the commercial
connections throughout this chapter.
3.2.2 Historical Source Production
The City produces water for its customers primarily through its wells and through
Springbrook Springs. The City also purchases water from SPU to help serve the Boeing
Plant Area. Table 3.4 lists the total water produced from 2004 through 2009 by supply
source. The annual production ranged from 3,617,002 ccf in 2005 to a high of 3,959,812 ccf
in 2007. The total water production in 2009 was 3,707,785 ccf.
Figure 3.1 shows the average production percentage by active source for 2004 through
2009. As shown on this figure, the largest City supply sources from 2004 to 2009 were
Wells RW-1, RW-2, and RW-3. These three wells accounted for 67 percent of water
produced by the City during that period. Other major sources of supply in the City from
2004 through 2009 included Springbrook Springs and Well PW-8, which accounted for 16
percent and 9 percent of the total water produced during that period, respectively. The
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remaining 8 percent consisted of the other City wells, as well as the water purchased from
SPU.
Table 3.4 Historical Annual Water Production by Source
Annual Production Per Year (CCF)1
Active Source2 2004 2005 2006 2007 2008 2009
Springbrook
Springs 463,580 455,179 590,362 767,993 697,931 660,755
Well EW-3 2,616 4,241 832 2,103 17,832 1,493
Wells RW-1,
RW-2, & RW-3 2,859,415 2,383,724 2,885,362 2,394,929 2,342,399 2,260,082
Well PW-8 375,200 410,312 389,301 517,439 186,705 205,597
Well PW-9 34,913 311,706 9,216 8,368 63,942 14,821
Well PW-11 0 0 87 17,793 10,919 6,744
Well PW-12 0 0 3,589 165,121 20,925 71,285
Well PW-17 0 0 22,509 34,107 274,604 444,518
Purchased from
SPU 64,549 51,841 48,318 51,959 38,125 42,490
Total 3,800,274 3,617,002 3,949,575 3,959,812 3,653,382 3,707,785
Notes:
1. Historical water production data provided by City staff.
2. Non active sources include the Cedar River supply source Well 4, Well RW-5, and Well
PW-10.
3.2.3 Historical Water Consumption by User Class
Table 3.5 summarizes the total retail water consumption by customer class from 2004
through 2009. Table 3.5 also lists the other authorized water use, such as water used for
construction, and the calculated unaccounted-for water from 2004 to 2009.
Although the total number of City connections has increased from 2004 to 2009 (according
to Table 3.3), the total retail water consumption in 2009 was slightly less than the total retail
water consumption in 2004. From 2004 to 2009, the total water consumption fluctuated
from 6.0 mgd in 2008 to 6.54 mgd in 2004.
Water use patterns are analyzed using the amount of consumption per customer class.
Figure 3.2 depicts the average percentage of each type of customer class in terms of
number of accounts from 2004 to 2009, and presents the percentages of water sold by
customer class from 2004 to 2009.
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December 2012 3-7
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Single FamilyGovernment
Irrigation
13%
Other
8%
Percent Consumed by Customer Class (2004 -2009)
Single Family
79%
Multi Family
10%
Commercial
6%
Industrial
0.45%
Government
0.52%Irrigation
4%
Other
0.02%
Percent of Retail Accounts by Customer Class (2004 -2009 Avg.)
Single Family
35%
Multi Family
22%
Commercial
18%
Industrial
2%
Government
2%
Irrigation
13%
Other
8%
Percent Consumed by Customer Class (2004 -2009)
Figure 3.2
Water Consumption Percentage
by Customer Class (2004 to 2009)
Water System Plan Update
City of Renton
Single Family
79%
Multi Family
10%
Commercial
6%
Industrial
0.45%
Government
0.52%Irrigation
4%
Other
0.02%
Percent of Retail Accounts by Customer Class (2004 -2009 Avg.)
December 2012 3-9
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
As shown in Figure 3.2, single-family residential customers made up 79 percent of total
system connections, but only consumed 35 percent of total retail water sales. The multi-
family residential customer class accounted for 10 percent of system connections and 22
percent of water use. Commercial users account for 6 percent of all system connections
and use 18 percent of all water consumed. Industrial customers account for less than one
percent of system connections and two percent of water use. While only four percent of the
total number of accounts, irrigation use accounted for 13 percent of total water used.
Wholesale water to Skyway, SPU water to Boeing, and water consumption at the King
County WWTP site accounted for roughly eight percent of the City’s consumption. Figure
3.3 presents the total water consumed by customer class from 2004 to 2009. Other
authorized demands and unaccounted-for water are discussed in Sections 3.4 and 3.5.
3.2.4 Average Day, Maximum Day, and Peak Hour Demands
The City’s production data, which accounts for all water demand, was used to calculate the
ADD and MDD for each year from 2004 to 2009 (Table 3.6).
3.2.4.1 Average Day Demand
The ADD is calculated by dividing the total water produced and purchased by the number of
days per year (2004 and 2008 were leap years and include 366 days per year). These
values for the years 2004 to 2009 are presented in Table 3.6. As shown in this table, the
ADD fluctuated between 7.41 mgd in 2005 to 8.12 mgd in 2008.
3.2.4.2 Maximum Day Demand
Identifying the MDD is critical for establishing system supply capability, pump station
discharge rates, reservoir capacity, and pump sizes. Historical values of MDD are
equivalent to the highest production and purchase in one day in a given year, and are
usually during the summer when irrigation is occurring. Table 3.6 presents these historical
values. Similar to the ADD, the MDD from 2004 through 2009 fluctuated between 12.75
mgd in 2008 to 15.27 mgd in 2006.
In order to develop future MDD projections, the historical MDD to ADD peaking factor is
used. As with the MDD, the peaking factor fluctuates each year. As shown in Table 3.6, the
MDD to ADD peaking factor fluctuated between 1.71 in 2008 and 1.95 in 2009. The
average MDD peaking factor of 1.83 shown is used in this plan to project the future MDD.
3.2.4.3 Peak Hour Demand
The Peak Hour Demand (PHD) is the highest water demand during any one-hour period of
the year, and can be expressed as a multiplier applied to the ADD and/or as a multiplier
applied to the MDD.
0.
8
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December 2012 3-11
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
Table 3.6 Historical Average and Maximum Day Demand
Year
Annual
Production
(ccf)
Average Day
Demand
(mgd)
Max. Day
Demand
(mgd)
Date of
Max. Day
Demand
Max. Day/Avg.
Day Peaking
Factor
2004 3,800,274 7.77 14.25 7/23/04 1.83
2005 3,617,002 7.41 13.02 8/12/05 1.76
2006 3,949,575 8.09 15.27 7/24/06 1.89
2007 3,959,812 8.12 14.75 7/11/07 1.82
2008 3,653,382 7.47 12.75 8/16/08 1.71
2009 3,707,785 7.60 14.81 7/29/09 1.95
Average 3,781,305 7.74 14.14 - 1.83
SCADA data from July/August 2009 was used to develop representative diurnal variations
in water demand for the City’s five water system operational areas during high demand
conditions. The diurnal patterns, when applied to the MDD, yield a PHD for each
operational area. More information related to the development of the operational area
diurnal patterns and the PHD to MDD peaking factors is provided in Chapter 7.
3.2.5 Seasonal Variation in Consumption by Customer Class
In order to better assess the City’s water use, an analysis was also performed on seasonal
water use. Figure 3.4 depicts the variation in historical average monthly water consumption
from 2004 to 2009. Figure 3.5 shows the variation of water use for each customer class
throughout the year, which is based on the average monthly water use from 2004 through
2009. Note that many of the City’s customers are billed on a bimonthly basis. Therefore, the
City’s consumption records for these customers are based on bimonthly readings. This
accounts for the fluctuations in water consumption for customer classes with consistent
water consumption throughout the year, such as commercial customers, on Figure 3.5.
Based on water use patterns shown in Figure 3.5, summer was defined to be May through
October and winter to be November through April. The average summer and winter
consumption by customer class for 2004 to 2009 is shown in Table 3.7. These values can
be used to project future water demand by season. For residential customers, the winter
demand value is an indicator of base indoor use, and the summer demand value shows
increased seasonal outdoor use.
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JanFebMarAprMayJunJulAugSepOctNovDec
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Average Consumption per Customer Type (2004 -2009)
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Multi Family
Commercial
Industrial
Government
Irrigation
Figure 3.5
Average Seasonal Consumption
by Customer Class (2004 to 2009)
Water System Plan Update
City of Renton
0
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Government
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JanFebMarAprMayJunJulAugSepOctNovDec
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December 2012 3-14
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
Table 3.7 Seasonal Consumption by Customer Type (2004 - 2009)
Average Winter
Consumption1
Average Summer
Consumption2 Summer/
Winter
Ratio Customer Class (mgd)(gpd/account) (mgd)(gpd/account)
Residential
Single-family 1.87 145 2.54 197 1.36
Multi-family 1.41 911 1.46 946 1.04
Non-residential
Commercial 1.09 1,043 1.23 1,182 1.13
Industrial 0.10 1,370 0.14 1,951 1.42
Government 0.10 1,226 0.15 1,743 1.42
Irrigation 0.11 169 1.54 2,344 13.8
Other
Skyway Wholesale 0.14 -- 0.18 -- 1.27
SPU to Boeing 0.10 -- 0.10 -- 1.05
King County WWTP 0.21 -- 0.18 -- 0.87
Other Authorized 0.02 -- 0.06 -- 2.56
Total 5.15 -- 7.58 -- 1.47
Notes:
1. Average winter water consumption is from November through April. Total does not include
unaccounted for water.
2. Average summer consumption is from May through October. Total does not include
unaccounted for water.
3.3 EQUIVALENT RESIDENTIAL UNITS
The demand of each customer class can be expressed in terms of ERUs for forecasting
and planning purposes. One ERU is defined as the average quantity of water consumed by
one average, full-time, single-family residence per day, and is calculated by dividing the
average annual consumption of the single-family residential classification by the average
number of single-family residential accounts for a given year.
The quantity of water used by other customer classes, and by the whole system, can be
expressed in terms of equivalent ERUs. The consumption per account for other customer
classes is determined by dividing the average annual consumption per customer class by
the number of accounts for that customer class. The ERU calculation does not include non-
revenue water or distribution leakage.
Table 3.8 provides the historical annual average water consumption by customer
classification used to determine the ERU planning value. The historical data in Table 3.8
show an ERU water use that ranged from 164 to 176 gpd per single-family residential
December 2012 3-15
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
account for 2004 to 2009, with an average water use of 171 gpd. This is equivalent to
saying that an average family in the City of Renton uses 171 gpd.
Table 3.9 summarizes the historical number of ERUs by customer class for 2004 through
2009. The number of ERUs was calculated by multiplying average number of ERUs per
account from 2004 through 2009 (provided in Table 3.8) by the historical number of
accounts. The number of ERUs in 2009 totaled 35,490.
3.4 OTHER AUTHORIZED CONSUMPTION
In addition to service connection meters, the City tracks authorized water use for other
revenue and non-revenue demands. The City’s other authorized revenue consumption is
mainly comprised of revenue water sold to contractors, which is measured by hydrant
meters checked out to the contractor. Authorized non-revenue water use includes metered
water use read on fire service detector meters. These other authorized uses are reported
as “Miscellaneous” consumption in the City’s billing data.
3.5 UNACCOUNTED-FOR WATER
Unaccounted-for water is defined as the difference between the total quantity of water
produced/purchased from the City’s supply sources and the authorized consumption. The
DOH defines this water as “Distribution System Leakage.” The City prefers to use the term
“Unaccounted-for water” to reflect the fact that the discrepancy between water
produced/purchased and authorized consumption may include losses other than those due
to leakage, such as meter inaccuracy, water theft, and untracked authorized water use.
By subtracting the total authorized water use from the total water produced or purchased,
the unaccounted-for water is determined. The historical authorized use versus
unaccounted-for water for 2004 to 2009 is presented in Table 3.10 and shown on Figure
3.6. The data shows an average quantity of unaccounted-for water of 17.8 percent from
2004 to 2009. The previous Water System Plan calculated a lower value of 14.4 percent
between 1998 and 2003. In addition, the previous Water System Plan noted a downward
trend in unaccounted-for water from 1998 to 2003.
The City anticipates that much of its unaccounted-for water may come from meters that are
stuck or calibrated incorrectly, incorrect meter reads, and errors in the billing system. The
City reports occasionally having a long delay in accounting for new water customers in their
billing data. Beginning in 2011, the City plans to deploy an automated meter reading (AMR)
system over a period of five years. The AMR will improve the accuracy of the comparison of
production to consumption and better detect stuck meters, meter tampering and water theft.
December 2012 3-16
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
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December 2012 3-17
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
Table 3.9 Historical Number of ERUs by Customer Class
Residential ERUs1 Non-residential ERUs1
Year Single-family Multi-familyCommercialIndustrialGovernment IrrigationTotal
2004 12,220 8,303 6,422 718 699 4,476 32,838
2005 12,567 8,336 6,577 718 699 4,661 33,559
2006 12,855 8,341 6,636 718 708 4,780 34,038
2007 13,113 8,363 6,785 718 725 4,913 34,617
2008 13,220 8,390 7,011 718 769 5,106 35,214
2009 13,260 8,422 7,076 718 804 5,210 35,490
Notes:
1. Number of ERUs is calculated by multiplying the average number of ERUs per account as provided in
Table 3.8 by the historical number of accounts. Calculation does not include unaccounted-for water,
wholesale water, SPU water to Boeing, King County WWTP consumption, or other authorized water
uses.
Table 3.10 Historical Unaccounted-for Water
Year
Total Produced/
Purchased
(MG)
Authorized
Consumption
(MG)
Unaccounted-
for Water
(MG)
Unaccounted-
for Water
(%)
2004 2,843 2,394 449 15.8%
2005 2,706 2,277 428 15.8%
2006 2,954 2,416 538 18.2%
2007 2,962 2,365 597 20.2%
2008 2,733 2,196 537 19.7%
2009 2,774 2,296 478 17.2%
Average 2,829 2,324 505 17.8%
2.
0
3.
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4.
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5.
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7.
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Water Consumption (mgd)
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December 2012 3-19
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Other authorized non-revenue water use that is not currently tracked by the City may also
contribute to the quantity of unaccounted-for water. Water used for street cleaning, pipe
flushing, and reservoir maintenance are all types of authorized non-revenue water use that
may not be currently tracked by the City.
In accordance with Washington State requirements for systems with unaccounted-for water
(or “distribution system leakage”) in excess of ten percent, the City prepared a Water Loss
Control Action Plan (WLCAP). According to the WLCAP, the City’s current billing system
was installed in 2004. Installation of the new software coincided with a significant increase
from the downward trend in the calculated unaccounted-for water noted in the previous
Water System Plan. An audit of the current system has not been performed. For this
reason, it is not clear if the increase in unaccounted-for water is due to errors that existed in
the previous billing system (that contributed to underreporting), or are now occurring with
the new system.
Five activities or areas of focus were identified in the WLCAP to address apparent and real
distribution system losses within the City’s system. These include:
Revised reporting of authorized uses.
Metering for fire training activities and estimates of water use for fire fighting.
Water audit of Renton Park’s irrigation meters.
Audit of utility billing system.
Radio-read program for small customer meters.
What is not known is the potential percent reduction in unaccounted-for water that could be
achieved through implementation of activities associated with the five areas of focus
identified in the City’s WLCAP. For planning purposes, it is prudent to assume the average
unaccounted-for water from 2004 to 2009 of 17.8 percent when developing future water
demand projections. Ultimately, however, the City’s goal is to reduce the amount of
unaccounted-for water in the system to ten percent or less, as discussed in Chapter 4.
3.6 ZONING DESIGNATIONS
Zoning designations and regulations provide important information in determining future
water requirements. Zoning determines the area available for various types of development
including both single-family and multi-family residential development, as well as commercial
and other types of uses. Figure 3.7 shows the existing zoning designations for the RWSA.
Zoning designations are governed by the City’s Comprehensive Plan.
The population, household, and employment projections developed as part of this plan
were coordinated with the City’s zoning designations for vacant parcels within the RWSA.
The increase in the number of households and employees for each vacant parcel was
December 2012 3-20
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
determined using planning assumptions presented in the City’s Buildable Lands Database
according to the parcel’s zoning designation. The total increase in households and
employees was then summarized by pressure zone to calculate the “growth cap” for each
pressure zone (i.e., the total number of households or employees than can be
accommodated in each pressure zone). The projected PSRC growth rates were then
applied to each pressure zone for households, employees, and population to determine the
year in which each pressure zone is projected to build out (i.e., when the PSRC growth
projection reaches the calculated growth cap). The Regional Urban Center and Sunset
Planned Action area were considered separately based on information presented in their
respective EISs.
Small pockets of unincorporated King County reside within the RWSA. Most of these areas
are zoned R-6/R-6-P by King County and are already fully developed with single-family
dwellings. A few small areas are zoned by King County for higher density development.
King County zoning was taken into consideration and is consistent with the methodology
used in this Plan for determining demand projections.
3.7 PROJECTED NUMBER OF CONNECTIONS
Future demand is directly related to projected growth in the RWSA. Growth projections for
population, households, and employment were developed by pressure zone as summarized
in Section 3.1.2. The population, household, and employment projections were converted
into percentage growth rates for each pressure zone relative to the 2010 population,
household, and employment values developed by the PSRC. Detailed tables with the
overall growth rate in population, households, and employment by year for each pressure
zone are included in Appendix I.
The future number of connections per pressure zone were determined by multiplying the
accounts in 2010 by the derived growth rates per zone. Residential accounts were
multiplied by the total household growth rates. Commercial, industrial, and irrigation
accounts were multiplied by the employment growth rates. The government accounts were
projected using the total population growth rates. Table 3.11 summarizes the projected
average annual growth rates by customer type through 2071.
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Lake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
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Perimeter Rd NW
Access Rdwy
S 133rd St
NE 31st St
Sidney Ave N
Perimeter Rd E
S Puget Dr
I-4
05
F
wy
SE 5th St
66th Ln S
N 28th Pl
N 33rd Pl
BN Inc Rd
East Valley Rd
SR 169
Fir Ln
7
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P uget Dr S E
S
R 515
14
5
t
h Ave
S
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7
1
st W
ay
S 219th St
SW 27th St
SE 83rd Pl
SE 180th St
S 27th St
S 184th St
S 36th St
120th Pl
SE
I-405 Ra mp
NE 27th St
SE Jones Pl
Costco Dr
Forest Ave S
NE 10th Ln
S 32nd St
SE 208th St
SE 188th Way
SE 4th Pl
126th Ave SE
Pine Dr
M
on
s
ter
R
d
S
W
SE 190th St
Oakesdale Ave SW
Jones Ave NE
T
h
o
m
as L
n
S 182nd St
S 133rd Pl
A St
S 126th St
NE 10th Aly
S 127th Pl
83rd Ave SE
SE May Valley Rd
SE 187th St
140th Way SE
S 45th Pl
88th Ave S
121st Ave SE
S 188th St
N 41 st Pl
77th Ave SE
SE 139th Pl
N 38th St
L a k e Yo u n g s S ervic e R d
F
ern
d
ale A
ve S
E
Hillside Ln
S Taft Aly
S Tillicum St
Lake Youngs Trl
SR 181
SW G ra dy Way
Access Rd
105th Ave SE
SE 191st St
N 8th St
SE 82nd St
Renton Dist Ct AcRd
Ripley Ln N
SW 43rd St
High Ave NE
SE 20 4th Wa y
S 23rd St
Interurban Trl
94th Pl S
SE 107th Pl
SE 168th St
Eden Ln W
90th Ave SE
S 114th St
SW 34th St
S 115th St
S
E 173rd St
SE 204th Pl
Lakemont Blvd SE
S 117th St
SR 167 Ramp
Williams Ave S
SE 60th St
120th Ter SE
SE 133rd St
72nd Ave S 134th Ave SE
SE 61st Pl
SW 3rd Pl
NE 22nd St
68th Ave S
NE 12th St
Pelly Aly N
Rainier Ave N
S 192nd St
NE 26th St
SE 181st St
132nd Ave SE
Grant Aly S
S 113th St
76th Ave S
118th Ave SE
NE 43rd St
S 28 th Ct
SE 89th St
S 55th St
Pelly Ave N
NE 24th St
Treck Dr
SE 188th St
84th Ave SE
N 4th Aly
A v alo n Pl
SE 117th St
SE 136th St
SE 216th St
Sperry Dr
63rd Ave S
SE 131st St
SW 41st St
SE 132nd St
SE 203rd Pl
N P ark Dr
S 122nd St
NE 4th St
Andover Park E
SE 8th Pl
Minkler Blvd
SE 191st Pl
SW 13th St
NE 9th St
Cedar Aly S
S 206th Pl
78th Ave SE
NE 2nd St
S 200th St
Nishiwaki Ln
122nd Pl SE
SE 170th St
S 210th St
Qu
i
n
c
y
A
v
e
N
E
Hazelwood Ln
S 125th St
NE 10th Pl
Oaksdale Ave SW
SE 200th St
Cedar River Trl
SE 192nd St
SE 65th St
NE 36th St
NE 21st Pl
Moses Ln S
S 199th Pl
Blaine Ave NE
SE 217th St
SE 211th St
121st Pl SE
Olympic Ave S
S 204th St
SE 161st Pl
NE 10th St
S 3rd Pl
69th Ave S
SE 144th St
S 47th St
129th Ave SE
SE 113th Pl
SE 220th Pl
NW 3rd Ct
113th Ave SE
SE 167th Pl
NE 5th Pl
78th Ave S
1
3
3
r
d A
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143rd Pl SE
SE 95th Way
SE 120th St
S 112th St
SE 176th St
S 216th St
70th Ave S
SE 90 th S t
164th Ave SE
SE 186th St
S 196th St
SE 128th St
NE 7th Pl
NE 8th St
S E 6 2 nd St
SE 113th St
S 212th St
SW 19th St
S 127th St
SE 196th St
S E C arr R d
S 19th St
S 14th St
SE 160th Pl
9 7th Pl S
NE 8th Pl
SE 147th St
SE 160th St
133rd Pl SE
123rd Ave SE
SE 142nd St
B
e
a
co
n W
ay S
SE 162nd St
Logan Ave N
100th Ave SE
152nd Ave SE
120th Ave SE
64th Ave S
Lind Ave SW
Coal Creek Pkwy SE
SE 79th Pl
SE 3rd St
125th Ave SE
NE 25th St
NE 3rd S t
SE 179th St
128th Ln SE
98th Ave S
NE 2nd Pl
H
ar
die Av
e S
W
SE 172nd Pl
SE 2nd Ct
NE 6th Pl
156th Pl SE
S 202nd St
113th Pl SE
SE 64th St
144th Ave SE
S
E 165th Pl
S 153rd St
SE 178th St
SE 212th Pl
131st Ave SE
SE 221st St
SE 141st Pl
Monroe Ave NE
Jefferson Ave NE
Soos Creek Trl
NE 7th St
NE 16th St
S 209th St
SE 204th St
124th Ave SE
Unnamed
SE Petrovitsky Rd
149th Ave SE
SE 183rd St
140th Ave SE
SE 72nd Pl
SE 164th St
SE 76th St
Private Rd
NE 5th Ct
99th Ave S
SE 74th St
SE 112th St
SE 72nd St
SE 67th St
SE 158th St
151st Ave SE
62nd Ave S
M
aule
A
ve
S
150th Pl
SE
SE 2nd Pl
96th Ave S
E Mercer Way
84th Ave S
155th Ave SE
SE 210th St
P
edestrian W
alk
NE 1st St
NE 6th Ct
66th Ave S
1
3
6th A
ve S
E
SE 186th Pl
161st Pl SE
SE 203rd St
SE 182nd St
160th Ave SE
SE 86th St
151st Pl SE
SE 176th Pl
SE 213th St
SE 61st St
S
E 1
7
0t
h
Pl
S
R 9
0
0
163rd Pl SE
S
E 89th Pl
161st Ave SE
Index A
ve S
E
NE 11th Pl
SE 116th St
S 190th St
148th Ave SE
SE 212th St
Andover Park W
S 194th St
SE 59th St
BN Inc
Rd
Access Rd
SR 515
72nd Ave S
SR 169
S 55th St
148th Ave SE
SR 169
Andover Park W
Pedestrian Walk
SR 515
I-405 Fwy
SR 181
I-405 Ramp
SR 181
Private Rd
SE 208th St
NE 3 rd St
Access Rd
Interurban Trl
148th Ave SE
SR 515
NE 4th St
Access Rd
Logan Ave N
Pe
d
e
stria
n
W
alk
Access Rd
120th Pl SE
East Valley Rd
Lake Youngs Trl
NE 8th St
Lake Youngs Service Rd
SE 216th St
SR 167
SR 167
B
N In
c R
d
Access Rd
Access Rd
SR 900
SR 169
SR 169
Access Rd
Private Rd
SE 208th St SE 208th St
SE
8th Pl
Access Rd
SR 515
BN Inc Rd
Access Rd
Figure 3.7
Renton Zoning Map
Water System Plan Update
City of Renton
01,5003,000
Feet
O
Legend
Roads
City Limits
Waterbody
Retail Water Service Area
Zoning
Residential
Resource Conservation (RC)
Residential - 1 DU/AC (R-1)
Residential - 4 DU/AC (R-4)
Residential - 8 DU/AC (R-8)
Residential Manufactured Home Park (RMH)
Residential - 10 DU/AC (R-10)
Residential - 14 DU/AC (R-14)
Residential Multi-Family (RM-F)
Residential Multi-Family Traditional (RM-T)
Residential Multi-Family Urban (RM-U)
Mixed Use Centers
Center Village (CV)
Urban Center - North 1 (UC-N1)
Urban Center - North 2 (UC-N2)
Center Downtown (CD)
Commercial/Mixed Use
Commercial/Office/Residential (COR)
Commercial Arterial (CA)
Commercial Office (CO)
Commercial Neighborhood (CN)
Industrial
Light Industrial (IL)
Medium Industrial (IM)
Heavy Industrial (IH)
December 2012 3-22
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
Table 3.11 Projected Average Annual Growth Rates by Customer Class
Year
Range
Residential Connections Non-residential Connections
Single-family Multi-family Commercial IndustrialGovernmentIrrigation
2010-17 1.2% 1.2% 2.4% 2.3% 0.9% 2.7%
2018-21 1.2% 1.2% 1.7% 1.4% 0.9% 1.9%
2022-31 1.0% 1.1% 1.6% 1.5% 0.8% 1.7%
2032-41 0.4% 0.6% 1.6% 2.2% 0.5% 1.1%
2042-51 0.3% 0.4% 0.6% 0.9% 0.5% 0.5%
2052-61 0.3% 0.4% 0.6% 0.8% 0.5% 0.5%
2062-71 0.3% 0.3% 0.6% 0.8% 0.4% 0.5%
Table 3.12 presents the projected number of accounts for the RWSA. As shown in this
table, the total number of City accounts is projected to increase from 16,800 in 2010 to
25,011 by year 2071. The projected number of accounts per customer class and pressure
zones is included in Appendix I.
Table 3.12 Projected Connections by Customer Type
Residential Connections Non-residential Connections
Year Single-family Multi-familyCommercialIndustrialGovernment IrrigationTotal
2011 13439 1,576 1,122 76 93 727 17,032
2012 13,601 1,594 1,151 78 94 748 17,266
2013 13,762 1,613 1,180 80 94 770 17,499
2014 13,924 1,632 1,206 82 95 789 17,728
2015 14,086 1,650 1,231 84 96 808 17,955
2016 14,253 1,670 1,253 85 97 823 18,181
2017 14,420 1,690 1,275 86 98 839 18,407
2021 15,089 1,768 1,361 91 101 902 19,312
2031 16,668 1,956 1,582 104 110 1,055 21,474
2041 17,388 2,065 1,833 127 116 1,174 22,703
2051 17,890 2,144 1,951 138 122 1,234 23,479
2061 18,392 2,222 2,069 150 128 1,293 24,254
2071 18,880 2,297 2,187 162 133 1,353 25,011
3.8 PROJECTED WATER DEMAND AND ERUs
Projecting future water demand is one of the key elements of the water system planning
process. Identification of system improvements such as supply, pumping, storage, and
piping requirements are all related to demand projections.
Future water system demands are based on projected ERUs, which in turn are based on
the projected number of accounts discussed earlier in Section 3.7. This section summarizes
December 2012 3-23
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
the ERU, ADD, and MDD projections, as well as the potential range in future demands
associated with various factors, such as variations in ERU values, unaccounted-for water,
climate change, and water conservation.
3.8.1 Projected Equivalent Residential Units
The projected number of ERUs for the RWSA was calculated by multiplying the projected
number of accounts provided in Table 3.12 by the number of ERUs per account provided in
Table 3.8. The total number of ERUs for each customer type for the selected planning
years is presented in Table 3.13. Figure 3.8 provides a visual representation of the
projected ERU growth rate. It should be noted that the projected ERUs do not include
distribution leakage, miscellaneous water use, or wholesale customer demand. These
additional demands are included in the projected demands, as described in Section 3.8.2.
Table 3.13 Projected ERUs by Customer Type
Residential Connections Non-residential Connections
Year Single-family Multi-familyCommercialIndustrialGovernment IrrigationTotal
2011 13,439 8,523 7,271 739 811 5,384 36,167
2012 13,601 8,624 7,458 758 818 5,545 36,804
2013 13,762 8,726 7,644 776 825 5,704 37,437
2014 13,924 8,827 7,814 794 832 5,847 38,038
2015 14,086 8,928 7,980 813 839 5,986 38,632
2016 14,253 9,034 8,120 824 847 6,102 39,180
2017 14,420 9,140 8,259 836 854 6,218 39,729
2021 15,089 9,564 8,819 883 885 6,683 41,922
2031 16,668 10,580 10,249 1,011 959 7,819 47,285
2041 17,388 11,170 11,880 1,232 1,011 8,699 51,381
2051 17,890 11,596 12,643 1,344 1,063 9,142 53,678
2061 18,392 12,022 13,406 1,457 1,115 9,584 55,976
2071 18,880 12,427 14,169 1,569 1,164 10,026 58,234
20
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December 2012 3-25
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
3.8.2 Projected Average and Maximum Day Demands
The projected average day demand for service connections was calculated by multiplying
the projected ERUs in each pressure zone by the ERU value of 171 gpd. The service
connection demands are added to the distribution leakage, miscellaneous water use, and
wholesale water to project the total average day demand (Table 3.14), as described below:
Wholesale and Large Water Users: The City has three customers that are
considered large water users, consuming an average of roughly 100,000 gpd or
more. These are the Boeing Plant, the King County WWTP, and the City’s wholesale
customer, Skyway.
Wholesale Water to Skyway: Wholesale demands for Skyway are taken from the
Skyway Water and Sewer District Comprehensive Plan - Water and Sewer Systems.
Forecast demands were only available through 2022. Skyway wholesale water
demands from 2031 through 2071 are assumed to be equal to the 2022 demands.
King County WWTP and Boeing Plant: For the purposes of the future water
demand projections, it was assumed that the King County WWTP and the Boeing
Plant’s water demand would not increase in the future. Based on consumption data
provided by the City for these two users, there was a downward trend in water
demand from these customers from 2004 to 2009. As previously noted, the Skyway
Wholesale demands were projected from information presented in the Skyway
Comprehensive Plan.
Other Authorized Water Consumption: Other authorized water consumption
fluctuated between 0.38 and 0.88 percent of the total City production between 2004
to 2009, with an average of 0.57 percent. The demand projections in Table 3.14
assume that other authorized water consumption will account for 0.57 percent of total
City demand through 2071. However, tracking of this demand is anticipated to grow
as the City improves tracking of other authorized uses.
Unaccounted-for Water: Distribution system leakage fluctuated between 15.8
percent and 20.2 percent of the total City production between 2004 and 2009, with an
average of 17.8 percent. The demand projections in Table 3.14 assume that
unaccounted-for water will continue to account for roughly 17.8 percent of the total
City demand through year 2071. Chapter 4 includes a discussion of the actions to be
taken by the City to help meet the ten percent goal.
The projected MDD is simply the projected ADD multiplied by the MDD/ADD factor of 1.83.
The projected MDD for the Skyway Wholesale demand was based on the projections
provided from the 2005 Skyway Comprehensive Plan. Table 3.14 summarizes the projected
MDD. Figure 3.9 provides a visual representation of the projected system-wide ADD and
MDD. Average day and maximum day demand projections by pressure zone are included
in Appendix I.
December 2012 3-26
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Table 3.14 Projected Average and Maximum Day Demands
Year Projected ADD1-4
(mgd)
Projected MDD5
(mgd) Projected ERUs
2011 8.15 15.12 36,167
2012 8.29 15.39 36,804
2013 8.43 15.65 37,437
2014 8.56 15.91 38,038
2015 8.70 16.16 38,632
2016 8.82 16.39 39,180
2017 8.94 16.62 39,729
2021 9.43 17.55 41,922
2031 10.58 19.7 47,285
2041 11.44 21.27 51,381
2051 11.93 22.15 53,678
2061 12.41 23.02 55,976
2071 12.88 23.89 58,234
Notes:
1. ADD = Projected ERUs x 171 gpd/ERU + Skyway Wholesale + SPU Water to Boeing + King
County WWTP Consumption + Other Authorized Consumption + Unaccounted-for Water.
2. Wholesale demand projections for Skyway from the 2005 Skyway Water and Sewer District
Comprehensive Plan - Water and Sewer Systems.
3. Other Authorized Consumption is estimated to be 0.57 percent of the total system demand.
4. Unaccounted-for Water is assumed to be 17.8 percent of total system demand.
5. MDD = 1.83 x ADD (Skyway maximum day to average day peaking factor is 3.34).
1015202530
Water Demand (mgd)
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December 2012 3-28
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3.8.3 Potential Range in Future Water Demand
Numerous factors and assumptions affect the accuracy of projected future water demands.
Recognizing that certain assumptions built into the demand projections presented in
Section 3.1.12 will vary in the future, the projected water demands were bracketed to
provide a range in demands that may be experienced in the future. The variables
considered in the development of the range in demand projections include:
Removing the Build-Out Cap: As described in Appendix I, a development “cap” was
applied to build-out conditions, which assumes that no redevelopment occurs beyond
the two specific redevelopment areas identified by the City. A high growth scenario
was evaluated to allow growth to continue beyond this cap, following the PSRC
growth projections and assuming linear growth continues beyond 2040. This scenario
therefore assumes additional redevelopment.
Variation in Water Use per ERU: From 2004 to 2009, the historical water use per
single-family residential connection (i.e., the ERU) varied between 164 gpd and 178
gpd. To account for this variability, the low end and high-end water demand
projections assume an average water use per ERU of 164 gpd and 178 gpd,
respectively.
Unaccounted-for Water: Unaccounted-for water varied between 15.8 percent and
20.2 percent of the total City production between 2004 and 2009. Additionally, the
City could potentially reduce the amount of unaccounted-for water within the system
in the future by addressing the five areas of focus listed in Section 3.5. The goal of
the State of Washington’s Water Use Efficiency Rule is 10 percent. For this reason,
the low-end water demand projections assume an unaccounted-for water of 10
percent. The high-end water demand projections assume the historical average of
17.8 percent.
Other Authorized Water Consumption: From 2004 through 2009, other authorized
water consumption varied between 0.38 and 0.88 percent of the total water
produced/purchased by the City. For this reason, the low-end water demand
projections assume that miscellaneous water consumption will account for 0.38
percent of the total demand, and the high-end demand projections assume that
miscellaneous water consumption will account for 0.57 percent (historical average) of
the total demand.
Climate Change: The impacts of climate change could potentially impact the City’s
projected water demand. In 2009, the Water Supply Forum, which is a voluntary
organization comprised of representatives from King, Pierce, and Snohomish
counties, released its 2009 Regional Water Supply Outlook. This document serves as
a comprehensive assessment of municipal water supply and demand in King, Pierce,
and Snohomish Counties. Chapter 3 of the Regional Water Supply Outlook provides
a narrative of the effect of climate change in Puget Sound Region.
December 2012 3-29
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
In general, the Regional Supply Outlook asserts that climate change will likely lead to
increased irrigation with an extended growing season and lead to increasing
temperatures, seasonal shifts in precipitation, more evaporation, and increased
frequency of drought events.
Chapter 7 of the Regional Supply Outlook provided water demand forecasts for the
area, which include the potential effects of climate change. Based on the information
presented in this chapter, it is estimated that climate change could lead to an average
increase in water demand of roughly 6 percent by year 2060. For the purposes of this
study, it was assumed that the effect of climate change on the projected water
demands would increase linearly to 6 percent through 2030, and remain constant at 6
percent through 2071.
Based on the assumptions listed above, a potential range of future water demands was
developed as shown on Figure 3.10 and summarized in Table 3.15. The range in demands
is bracketed for both high end and low-end projections with and without the effect of climate
change. As shown in Table 3.15, the projected 2071 ADD could range between 11.3 mgd
and 13.8 mgd without climate change. Considering the effect of climate change, the 2071
ADD could range between 11.3 mgd and 15.1 mgd. The projected 2071 MDD could range
between 21.0 mgd and 27.9 mgd without the effect of climate change, and 22.2 mgd to
29.6 mgd considering the effect of climate change. The “base” demand projections shown
on Figure 3.10 and summarized in Table 3.15 are identical to the demand projections
summarized in Section 3.8.2, and assume the average water use per ERU, unaccounted-
for water, and other authorized water use from 2004 through 2009.
It should be noted that the potential range in future demands shown on Figure 3.10 does
not account for demand reductions associated with additional conservation measures by
the City. These demands are introduced in Section 3.8.4 and summarized in Chapter 4.
3.8.4 Projected Range of Demands with Additional Conservation
The City has developed goals related to its WUE program. Implementation of the measures
identified by the City could lead to reductions in the City’s projected water demands in the
future. More detailed information regarding the City’s WUE program, as well as the
established goals of the program, is included in Chapter 4. Water demand projections
considering the effect of water conservation are also included in Chapter 4.
1015202530
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December 2012 3-31
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Ch_03
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December 2012 4-1
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 4/Ch04.docx
Chapter 4
WATER USE EFFICIENCY AND CONSERVATION PLAN
This chapter presents the City’s Conservation and Water Use Efficiency Plan for the next
six years. During this period, the City will join the Saving Water Partnership, which will
expand the breadth and depth of the City’s conservation activities.
In 2003, the Washington State Legislature passed the Engrossed Second Substitute House
Bill 1338, known as the Municipal Water Law or the Water Use Efficiency (WUE) rule, to
address the increasing demand on Washington’s water resources. This law established that
all municipal water suppliers (MWS) must use water more efficiently in exchange for water
right certainty and flexibility to help them meet future demand.
The WUE program, which became effective on January 22, 2007, emphasizes the
importance of measuring water use and evaluating the effectiveness of the water supplier’s
WUE program. The intent is to minimize water withdrawals and water use by implementing
water saving activities and adopting policies, resolutions, ordinances, or bylaws. This
chapter follows the guidelines set forth in the Water Use Efficiency Guide Book, Third
Edition, January, 2011 as well as the Water System Planning Handbook (April 1997). The
WUE Guide replaces the Conservation Planning Requirements, March 1994.
The following four fundamental elements in the WUE program are discussed in detail
below:
1. Planning requirements.
2. Distribution leakage standard.
3. Metering requirements.
4. Conservation planning and goal setting.
4.1 PLANNING REQUIREMENTS
A municipal water system plan is required to include the following WUE elements:
Data collection.
Demand forecast.
4.1.1 Data Collection
The WUE rule requires the collection of production and consumption data on a regular
basis. These are utilized in this planning document to forecast future demand, describe
water supply characteristics, to aid in water management decision making, to calculate
distribution system leakage (DSL), evaluate the WUE program, and be submitted to the
state in the annual WUE report. Data is summarized as monthly and annual totals for both
December 2012 4-2
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production and consumption, Table 4.1 details the types of water production and
consumption data collected.
Table 4.1 Categories of Data Collection
Water Volume Entering Distribution System
Water Produced (from Renton wells and spring)
Water Purchased (from City of Seattle)
Authorized Water Consumption - Metered
Single-family and Single-family Irrigation
Multi-family and Multi-family Irrigation
Industrial/Commercial/Institutional
Industrial/Commercial/Institutional Irrigation
Combined Class Irrigation
Renton Maintenance Use
Agriculture
Interties
Wholesale
Authorized Water Consumption - Non-metered
Fire Fighting
Tank/Reservoir Cleaning
4.1.2 Demand Forecast
Demand forecasting identifies how much water will be needed in the future. The demand
forecast projects demand with and without savings obtained from the WUE program
conservation measures. The forecast assumes an average annual reduction in water use
by 0.5 percent per connection and per employee per year through 2020. The forecasted
demands were developed using demographic projections from the PSRC and the City’s
Planning Department including housing and population forecasts, as well as land use plans.
The details of the demand forecast for the Plan can be found in Chapter 3, Planning Data
and Water Demand Forecasts.
4.2 DISTRIBUTION SYSTEM LEAKAGE
Municipal water suppliers must now meet a 10 percent or less DSL to comply with the WUE
standard. Leakage is to be presented both as a percentage and as leakage volume, and
based on a rolling three-year average. Renton collects system production and consumption
data using its source, intertie, purchase, and service water meters. Data is summarized as
monthly and annual totals for both production and consumption.
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The WUE requirements establish a 10 percent or less DSL standard based on a 3-year
rolling average. Table 4.2 utilizes collected data to determine distribution system leakage
for the data period 1988 to 2010. Annual DSL is calculated in both percentage and volume.
The graph of the rolling 3-year average, Figure 4.1, shows that the DSL is on a downward
trend. Because Renton’s DSL exceeds 10 percent, a “Water Loss Control Action Plan” was
developed. Implementation began in 2008. The Plan can be found in Appendix P.
Implementation of this plan establishes compliance with the WUE rule.
Table 4.2 Distribution System Losses (DSL)
Year Volume (cf) % Rolling 3-Year Average
1988 156,433,666 33.87
1989 78,414,210 20.80
1990 73,673,971 19.74 24.80
1991 72,448,198 19.74 20.09
1992 74,679,859 20.43 19.97
1993 52,878,194 16.79 18.99
1994 48,138,404 14.52 17.25
1995 45,496,057 13.73 15.01
1996 57,025,507 16.36 14.87
1997 60,243,147 17.06 15.72
1998 63,537,739 17.15 16.86
1999 62,292,290 16.61 16.94
2000 51,907,191 13.80 15.85
2001 48,187,848 13.52 14.64
2002 47,290,486 13.14 13.49
2003 45,520,172 12.10 12.92
2004 59,898,975 15.76 13.67
2006 67,070,031 17.19 15.82
2005 51,673,104 14.50 14.12
2007 74,727,111 19.13 16.94
2008 68,045,881 18.82 18.38
2009 63,201,999 17.08 18.34
2010 49,293,265 14.84 16.91
051015202530
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4.3 METERING
As required by the Municipal Water Law, all Renton’s sources of supply, as well as interties
and purchases, are metered with production meters. Renton also provides service metering
for its customers. Customer consumption meters are categorized either as large (3-inches
or greater) or small (smaller than 3-inches). Renton is in full compliance with the WUE
metering requirements.
All large service meters are tested annually and repaired as needed. Small service meters
are repaired or replaced on an as-needed basis. Renton is in the process of implementation
of an AMR program. One benefit of the AMR program will be to provide more time for
operations and maintenance staff to perform maintenance on small, as well as large
meters, on a more regular schedule. This should contribute to lowering of DSL.
4.4 CONSERVATION PLANNING
Fundamental to developing a successful WUE and Conservation Plan, is an understanding
of how, where and when water is used. This knowledge helps to see where savings and
efficiencies could be made.
Renton has a total of 17, 395 connections (2010), dominated by domestic connections as
shown in Table 4.3. Likewise, Figure 4.2 indicates that domestic single- and multi-family
consumption is the dominate use. Despite the fact that the combined domestic use of single
and multi-family connections consumes the greatest percentage of water produced, the
Commercial and Industrial sector with only 6.8 percent of connections, accounts for 25
percent of overall consumption. Both of these sectors have potential efficiency and
conservation savings.
Table 4.3 Connections by Customer Category – 2010
Single-
family Multi-family Commercial
& Industrial
Government
& Schools Irrigation Total
13,257 1,551 1,185 693 709 17,395
76.2% 8.9% 6.8% 4.0% 4.1% 100%
Monthly consumption is presented in Figure 4.3. Summer irrigation season generally begins
in May and extends through September. The peak irrigation months of July and August
2010, experienced a 63 percent increase in average daily water consumption; this is typical.
This shows that the irrigation and general outdoor summer use also have potential
efficiency and conservation savings.
Figure 4.2
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4.4.1 Historic Conservation Program
Renton’s water conservation programming began with the passage of the Water Use
Efficiency Act of 1989, which required all public water systems to have a conservation
program by 1996. In 1989, the initiation of a leak detection and repair program resulted in a
noticeable drop in volume of unaccounted-for water. Since 1990, conservation
programming has included, school outreach, a speakers’ bureau, fairs and promotion of
regional programs. The addition of the 12-month water consumption history on water bills
was started in 1992. Since 1994, the City of Renton has employed increasingly complex
tiered water pricing rates to encourage conservation.
Table 4.4 provides a summary of past and current conservation efforts. Those measures
with an ‘H’ in the implementation column are historical measures and have been being
implemented since before 2006. Current measures are indicated with a ‘C’, these have
been in effect during the last six years. Measures that will be carried forward through the
next six years are indicated with a ‘P’.
4.4.1.1 Consumption History
The single-family residential average monthly water use per connection from 1988 through
2010 is presented in Figure 4.4. During this period, single-family consumption per
connection has decreased by approximately 25 percent. Over the most recent planning
period of 2004 through 2010, single-family usage has decreased by an average of 26 gpd,
representing a 14 percent decrease. Overall, annual consumption per connection during
this period decreased by 30 percent (Figures 5.5 and 5.6).
There have been a variety of events and influences that have affected this downturn. The
significant decline in water use in 1993 is in large part attributable to the drought that
occurred in 1992 to 1993 and major regional education efforts.
Water use following 1993 never returned to the same levels as were experienced prior to
the drought. The change in the City’s rate structure (with inverted rate blocks) also occurred
in 1994, and is believed to have impacted water use. In 2009, the City again instituted a
more aggressive inverted rate block structure for single-family and duplex customers, as
well as changes to the multi-family and irrigation rates. Overall rate increases in subsequent
years have also sent a conservation message and impacted consumption.
Although, many factors contribute to the amount of water consumed, a consistent decline in
water use over time is an indication that water conservation measures and education are
having a long-term impact.
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Table 4.4 Renton Historical, Current and Proposed Water Conservation Measures
Measure Description Savings Implementation1
Production Metering
(M)
Annually calibrate meters on all
sources Supply Side H C P
Consumption
Metering (M)
All service connections are
metered Supply Side H C P
Pipe Leak Detection
and Repair (M)
Leak detection and pipe
replacement Supply Side H C P
Water Loss Control
Action Plan (M)
Systematic pipe and valve leak
check, repair and replacement to
decrease DSL for WUE compliance
Supply Side C P
Household Leak
Detection and
Prevention Kits
Available at City of Renton’s Utility
Office Demand Side H
Sprinkler Rain gauge Small yard gauge for measuring
rain and sprinkler Demand Side H C
Sink Aerator Free aerator reduces kitchen sink
to 1.5 gpm Demand Side C
Water Watch Hose attachment to measure
volume of water Demand Side C
Water Rates (M) Increasing block rate Demand Side H C P
School Outreach Classroom and teacher association
presentation Demand Side H C P
Utility Bill Inserts Inclusion of conservation tips in
utility bill mailing Demand Side H C P
Public Presentations Presentation at fairs and
workshops in the Renton area Demand Side H C P
Water Bill
Consumption History
History included with all customer
utility bills Demand Side H C P
Advertising
Public advertising through
membership in Partnership for
Water Conservation
Demand Side H C P
Natural Yard Care
Workshops
Coordinate presentations with Solid
Waste Utility Demand Side H C P
City Demonstration
Garden Located at Renton City Hall Demand Side H C P
WashWise washing
machine rebate
Rebate Hardware replacement
incentive program Demand Side C
Hose Gaskets Garden hose gaskets to stop leaks Demand Side C P
Web Page Indoor, outdoor tips as well as links
and kids’ page Demand Side C P
Notes:
H = historically implemented measure; C = currently implemented measure; P =
implementation of measure will continue into the future.
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4.4.2 Current Conservation Program
4.4.2.1 Municipal Water Law
Current water conservation planning is governed by the Municipal Water Law (MWL) or
Water Use Efficiency Rule. This rule stipulates the minimum number and type of efficiency
measures that a conservation program must evaluate or implement. As a municipal water
supplier with more than 17,000 connections, Renton is required by the MWL to implement
the five mandatory measures and either implement or evaluate the two others. These are
shown in Table 4.5. It is also required to evaluate or implement nine measures of its choice.
Table 4.5 WUE Mandatory Measures
Must implement the following WUE measures: Status
Install production (source) meters Implemented
Install consumption (service) meters Implemented
Perform meter calibration Implemented / ongoing
Implement a water loss control action plan to
control leakage if exceeds 10%
Implemented / ongoing
Educate customers about water efficiency at least
once per year
Implemented /ongoing
Must evaluate or implement these WUE
measures:
Evaluate rates that encourage water demand
efficiency
Implemented
Evaluate reclamation Implemented / reviewed*
Renton’s current conservation program was developed through a public process to support
the City’s WUE goals. The original objectives and goals, presented below, are being carried
forward to this water system plan. It is hoped that this plan will develop the attitude and
behavior of Renton residents to actively and instinctively conserve water.
4.4.2.1.1 WUE Objectives
As part of the initial WUE compliance, Renton reviewed its water system and water usage
and developed four objectives for its WUE plan:
1. Identify and reduce sources of distribution system leakage.
2. Ensure efficient water supply for continued growth within its service area.
3. Reduce peak day and peak season demands.
4. Continue the historical trend of reduction in customer water usage.
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4.4.2.1.2 WUE Goals
To meet these objectives, measureable goals were defined:
1. Reduce distribution system leakage to ten percent or less by 2010.
2. Limit the peak day demand at 16.5 mgd or less through 2015.
3. Continue reduction of the average annual water use per customer connection by one-
half percent per year.
4.4.2.2 Mandatory Measures
Meters. Both production meters and consumption meters have been installed, with AMR
underway, so those measures can be considered fully implemented. Meter calibration, the
water loss control plan is ongoing and will be continued.
Reclamation. A thorough evaluation of the usage potential for reclaimed water in the City
was made in response to a Department of Ecology water resource policy initiative and the
DOH Interim Conservation Guidelines of 1994. The study included a pilot project and long-
range plan for developing a citywide distribution system that would use reclaimed water for
a variety of uses. The title of the study is “City of Renton Conceptual Reuse Plan” (COR
File Code WTR-09-0009).
Further, in 1995, King County, the City of Renton and the City of Seattle Water Department
published a study titled “Water Reclamation and Reuse: A Feasibility Study for the King
County Metropolitan Area”. The study concluded that under most conditions, the present
cost of reclaimed water service would be higher than the Seattle marginal cost for
developing new potable supplies. A successful project would have to serve a reasonably
large demand (at least one MGD) and be located adjacent to a source of secondary treated
effluent. The report noted that the King County Renton Effluent Transfer System (RETS)
96-inch pipeline in the Duwamish Corridor already had twelve taps in place for reclamation
and reuse. Therefore, site-specific reuse projects along the Duwamish Corridor were
suggested as having the most potential to be cost-effective from “An Economic Analysis of
the North Seattle Reclaimed Water Project.”
In 2011, the King County Wastewater Treatment Division began another engineering,
environmental, and economic analysis of conceptual reclaimed water strategies. The City is
working with King County to provide them with information for their study. A completed King
County Water Reclamation Evaluation Checklist for the City of Renton is included as
Appendix M.
Education. The mandatory requirement for annual customer water use efficiency
education is met through the City’s annual water quality report. This report includes annual
consumer confidence report information, annual water use efficiency data as well as water
conservation education advice. It is mailed to all households within the City’s water service
area. Other customer education measures are included in the selected measures below.
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Rate Structure. The final mandatory measure, water rate structure, can be an important
way of encouraging water conservation. A two-tiered inverted block rate pricing structure for
single-family homes and duplexes was introduced in 1994.
In 2009, Renton again evaluated and instituted changes to its rate structure. Changes
included defined rates for more customer classes and also a more aggressive inverted rate
block structure for single-family and duplex customers, as well as changes to the multi-
family and irrigation rates. The previous and new rates for customer classes are shown in
Table 4.6.
Table 4.6 Changes in Customer Class Rates
Previous Rate Structure
(Cost per 100 cf)
New Rate Structure - 2012
(Cost per 100 cf)
Single-family / Duplex 2-tier block rate
($2.01 and $2.14)
3-tier block rate
($2.30, $3.09 and $3.90)
Multi-family $2.01 $2.98
Non-residential $2.01 $3.16
Irrigation $2.01 $5.06
Irrigation (city accounts) $2.01 $2.27
4.4.3 Proposed Conservation Program
Based on the number of connections, the WUE rule requires that, besides the mandatory
measures, the City must evaluate or implement nine measures of its choice that support the
proposed goals. Review of Table 4.4 shows that the City currently has nine measures
beyond the mandatory ones that will be carried forward as part of the new plan.
Renton’s conservation strategy has historically been focused on the residential consumer,
both indoor and outdoor. Continued savings attest to the success of the program. Most
recently, emphasis has been on the reduction of summer peak usage and has been set as
a WUE goal. The addition of the third tier and increased irrigation rates were instituted to
help lower the peak consumption.
4.4.3.1 Selected Measures
Water Bill Consumption History. Customer bills provide historical data to help educate
customers of their usage patterns throughout the year and particularly see the impact of
outdoor watering. With this information they can make informed choices related to
conservation and water costs. All customers benefit from this information.
School Outreach. Renton provides interactive educational experience for elementary
grades through Family Science nights, Girl Scout camps and wherever requested. Targeted
third grade classroom presentations will hopefully be able to be reinstated in the coming
years. The City also partners with other purveyors through participation in the Partnership
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for Water Conservation to produce and update educational materials to explain the
groundwater story and promote conservation.
Utility Bill Inserts. This avenue of communicating with the customer is a very effective
means to deliver a focused message. Once or twice per year, conservation information is
included with the utility bill. Messages are geared toward residential customers.
Natural Yard Care Workshops. The Water Utility partners with the City’s Solid Waste
Department to educate customers about water efficient gardening, as well as reducing toxic
chemicals in the yard and garden.
Advertising and Public Outreach. Renton is a member of the regional Partnership for
Water Conservation, the national Alliance for Water Efficiency, the US EPA WaterSense
partnership, the Groundwater Foundation and beginning in 2012, the Saving Water
Partnership. As such, the City supports their missions to promote water efficiency and
conservation through local, regional, and national advertising.
City Demonstration Garden. The City maintains a demonstration garden featuring low
water and low maintenance plants at the 200 Mill Ave S building. The garden presents an
educational viewing of well-established plants that thrive in low water and sloped
conditions.
WashWise Washing Machine Rebates. Since mid-2007, Renton has offered rebates to
customers to replace less efficient clothes washers with ones that use less water and
energy. Level of rebate depends on machine’s level of water and energy savings. Through
2010, the Renton WashWise program has rebated 1,441 machines, which effects an
average annual water savings of 11.2 million gallons from the use of these machines.
Hose Gaskets. Replacement hose gaskets are offered at Renton River Days and other
public events. Several hundred are distributed each year and continue to be popular.
Savings are indeterminate but do contribute to summer peak reduction.
Web Page. The Conservation web page provides information for indoor and outdoor
savings as well as links to rebate and other resources. The Kids’ page provides information
for kids and teachers. Participation in the Saving Water Partnership will bring access to a
broad set of online conservation resources to be linked through the Renton website.
4.4.3.2 Regional Conservation Participation
To help achieve the City’s stated WUE objective: “Ensure efficient water supply for
continued growth within its service area.”, the City, as part of its long-range water supply
planning, evaluated alternate sources of water supply to meet the growing water demand
from the projected population growth and from development within the City's water service
area. In 2010, the Water Utility evaluated alternatives for the City to obtain additional water
supply from SPU, Cascade Water Alliance (CWA), and from constructing water quality
improvements to currently unused Well 5A. The most cost-beneficial and reliable alternative
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for water supply source was determined to be the purchase of water from SPU. A contract
has been negotiated between the City and SPU.
With this contract, Renton will become a part of the Saving Water Partnership (WSP), a
consortium of water utilities that have contracts with SPU. The WSP regional partnership
brings a panoply of water conservation measures and technical assistance that will be
initiated in the Renton service area beginning in 2012. These new programs will extend the
City’s conservation program from primarily residential customers to include, owners/
managers of apartments and condos, industrial and commercial customers, and will apply
to new construction and major remodels as well as existing buildings. It will also help lower
summer use through peak reduction as well as overall consumption reduction. Table 4.7
presents the measures, rebates, and resources that will become part of the City’s
conservation program in 2012. The specific measures offered will change in 2013 with the
2013 SPU Water System Plan. New measures will reflect developing regional conservation
needs.
Table 4.7 Saving Water Partnership Conservation Measures and Strategies
TYPES OF MEASURES TYPES OF STRATEGIES
Residential Indoor
Replace washing machines WashWise rebates
Replace toilets, showerheads & faucets
(multifamily)
Free showerhead distribution to multifamily
properties
Fix leaks (toilets) Multifamily and single family toilet rebates
Change behaviors (toilet flushes, faucet use,
shower , full loads)
Multifamily building owner and operator
recruiting
Behavior messaging
Collaboration with energy utilities
Program recruiting through media, direct
mailing, web, interactive photo contest
Promotion of WaterSense toilet performance
Residential Landscape
Reduce peak water use Irrigation system efficiency rebates
Irrigation system performance Right Plant/Right Place promotion via
retailer partnerships (nurseries, home &
garden centers)
Landscape watering behaviors Savvy Gardener e-newsletter and classes
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Table 4.7 Saving Water Partnership Conservation Measures and Strategies
TYPES OF MEASURES TYPES OF STRATEGIES
Practices that affect watering (e.g. mulch,
soil prep and plant selection)
The Garden Hotline
Natural Lawn & Garden Guides (how-to
materials)
Trainings for irrigation professionals
Development of standards for irrigation
component performance through Irrigation
Association
Smart Water Application Technologies
Initiative
On-line weather data, watering index and
irrigation scheduling tools
Commercial Process/Domestic
Upgrade equipment efficiency for cooling,
process other industrial uses
Small and large business targeting
Improve building cooling performance Restaurant targeting – Commercial Kitchen
Equipment Program Partnership with
multiple energy and water utilities
Upgrade efficiency of specific water
consuming medical and lab equipment
Outreach to business groups through
Resource Venture
Outreach to ethnic businesses Technical assistance, assessments,
workshops
New construction incentives Financial incentives (custom projects &
standard rebates)
Upgrade equipment efficiency for cooling,
process other industrial uses
Targeted promotion through vendors, trade
groups, agencies
Outreach to business groups through
Resource Venture
Commercial Landscape
Improve watering efficiency Targeted outreach to large commercial
customers
Upgrade irrigation equipment (controllers,
rain sensors, drip)
Provide site-specific recommendations and
technical assistance
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Table 4.7 Saving Water Partnership Conservation Measures and Strategies
TYPES OF MEASURES TYPES OF STRATEGIES
Improve scheduling & maintenance Financial incentives (custom projects and
set rebates)
Targeted recruiting and promotion to large
commercial customers
Market transformation by establishing and
building vendor and contractor relationships
On-line weather data, watering index and
irrigation scheduling tools
Trainings for irrigation professionals
SUPPORTING ELEMENTS
Youth Education (Supports Savings In Other Sectors)
Build conservation awareness and
residential measures
Support of water festivals and events
Educator resources on-line
Classroom and take-home materials and
devices
Web-based interactive activities
Overall Messaging (Supports Savings In Other Sectors)
Conservation awareness supporting
recruitment of residential
and commercial customers
Targeted marketing
Collaboration with Puget Sound-based
Partnership for Water Conservation
Festivals, utility “open house” events
Program Evaluation (Supports Savings In Other Sectors)
Evaluate measure savings Conservation Potential Assessment
Evaluate program effectiveness Annual reports
Customer baseline surveys of attitudes and
behaviors
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Chapter 5
POLICIES, CRITERIA AND STANDARDS
5.1 INTRODUCTION
The City of Renton Water System Plan is based upon the following mission statement for all
City utilities, including the City water system:
“The City strives to protect the environment and empowers its citizens to be
engaged in sustainability programs. The City manages its water system in a
manner that ensures public health and safety, meets all regulatory
requirements, and protects environmental resources.” (Source: Renton
Results – A Community Accountability Program)
The policies, design criteria, and standards used in the water system plan are based on
laws and policies that originate from the following sources, listed in descending order, from
those with the broadest authority to those with the narrowest:
Federal Regulations - Environmental Protection Agency.
State Regulations - Department of Health and Department of Ecology.
King County Regulations.
City of Renton Ordinances - City Council.
City of Renton Administrative Policies – Mayor.
City of Renton Comprehensive Plan.
Department Policies - Public Works Department.
Water System Plan Utility Policies – Utility Systems Division/ Water Utility Staff.
Law is set by the federal government through federal regulations, by the State of
Washington in the form of statutes: Revised Codes of Washington (RCW), WAC, by King
County in the form of policies, and by Renton City Council in the form of ordinances and
resolutions. City policies are established in order to provide a vision or mission of the Water
Utility and to provide a framework for the planning, design, operation, management, and
maintenance of the water system. City policies cannot be less stringent or in conflict with
adopted laws.
5.2 SERVICE AREA, POLICIES, AND STANDARDS
The City of Renton manages its water utility and water system in accordance with
established federal and state regulations for public water systems. City policies and
standards set forth in this chapter provide a consistent framework for the planning, design,
construction, maintenance, operation, and service of the City’s water system and water
supply sources. The City has additional land use, development, and finance policies that
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specify additional requirements for new development or redevelopment projects which
require water service for domestic, fire protection and for other uses.
The City’s policies are grouped by major categories including:
Service Area.
Water Supply Planning and Management.
Water Main Extension and Service Ownership.
System Reliability and Emergency Management Plan.
Fire Protection.
Financial.
Facilities.
Organization.
5.3 SUMMARY OF POLICIES FOR WATER SYSTEM PLAN
5.3.1 Service Area
5.3.1.1 Mission Statement
Ensure that Renton’s drinking water supply is safe and sufficient and that the City’s
infrastructure is adequate to meet our community’s present and future needs for water1.
5.3.1.2 Service Availability
The City of Renton’s goal is to provide water service to all customers within the City’s retail
water service area in a timely and reasonable manner consistent with applicable City
policies, resolutions, ordinances, the Municipal Water Law, Washington Department of
Health rules and guidelines, and applicable federal, state, and local laws and plans2.
5.3.1.3 Government Consistency
Provisions of water service should be consistent with the goals, objectives, and policies of
Renton Comprehensive Plan and Water System Plan. The City’s Water System Plan will be
consistent with local, county, and state land use authorities and plans. Water service should
be consistent with the growth and development concepts directed by the City’s
Comprehensive Plan3.
1 Sources: Comprehensive Plan policy number U-36, Outcome Management for Water Utility Service Delivery
Plan
2 Sources: WAC-246-290, Municipal Water Law, Comprehensive Plan, Water System Plan.
3 Sources: WAC-246-290, Renton Comprehensive Plan Policies U1, U-48, Water System Plan.
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5.3.1.4 Existing Water Service Area and Retail Water Service Area
The City’s Water Service Area is established in accordance with the East King County
Coordinated Water System Plan and the Skyway Coordinated Water System Plan. The City
also has inter-local agreements with neighboring cities and water districts to address minor
adjustments of service area boundaries. In general, the City’s water service area is wholly
located within incorporated City of Renton with the exception of several very small areas
within unincorporated King County. The City uses its existing service area agreements to
determine areas where water service will be provided. Therefore, annexations to the City do
not affect the provisions of water service.
The City’s Retail Water Service area encompasses the majority of the City’s Water Service
Area, where the City has existing distribution mains or where distribution mains can be
extended in a reasonable timeframe4.
5.3.1.5 Future Retail Water Service Area
The only potential changes to the City of Renton retail water service area is for a small area
near the westerly City limits, the area is shown on the service area map. This area is
currently served by Seattle Public Utilities and may be served by the City in the future upon
annexation. The future annexation area to be served by the City is also described in
Skyway Water & Sewer District Water System Plan and in the Skyway Coordinated Water
System Plan. For the purpose of the Water System Plan, the City has no intention or need
to designate a Future Retail Water Service Area.
5.3.1.6 Urban Growth Area
The City’s urban growth area (UGA) boundary extends beyond Renton’s city limits and
water service area boundary. Other water purveyors serve areas outside of the City’s water
service area. Due in large part to the geography of the City of Renton, it is unlikely that its
water service area would be extended further beyond the existing water service area. Any
new areas within the City’s UGA that are annexed by Renton would likely continue to be
served by the other utilities currently serving them5.
5.3.1.7 Satellite/Remote Systems
The City does not allow satellite/remote systems.
5.3.1.8 Service for Annexations without Existing Municipal Water Supplies
The City intends to provide water service to areas annexed to the City that do not have
existing water service from other municipal water suppliers and water districts. Service
4 Sources: WAC-246-290, East King County Coordinated Water System Plan, Skyway Coordinated Water
System Plan, Renton Comprehensive Plan Policy U-48, Water System Plan.
5 Source: Renton Comprehensive Plan, Water System Plan.
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extension by the City may be considered under such conditions only if the City’s costs are
recovered and sufficient financial resource is available and that service to annexations will
not decrease the level of service to existing customers or increase the cost of service to
existing customers6.
5.3.1.9 Service for Annexations with Existing Municipal Water Supplies
The City will not provide water service to areas annexed to the City that are already served
by other existing municipal water suppliers or water districts. Areas annexed with existing
municipal supply must meet the City water utility standards7.
5.3.1.10 Service for Protection of Public Health
The City will allow extension of water service without annexation to areas outside of the City
limits when such areas are within the City’s water service area, or when no other
reasonable service is available, and it is determined by the City and/or by the State
Department of Health that a public health emergency exists or is imminent8.
5.3.1.11 Conditions for Service to Properties with Existing Private and or Exempt
Wells
The City will provide water service for domestic and for fire protection to properties within
the City water service area that have existing private wells and/or exempt wells subject to
the following conditions:
1. All “exempt” wells and private wells on the property must be decommissioned in
accordance to Washington State Department of Ecology (Ecology) standards and
regulations, except when such wells can be used by the City of Renton for purposes
including but not limited to: water supply, water supply mitigation, resource protection,
environmental monitoring, or remediation of contamination.
2. All water rights, permits or certificates, for which the type of use is municipal,
community, or domestic, the water rights must be deeded to the City; and any
associated source(s) must either be decommissioned or deeded to the City, at the
discretion of the City. Water rights, permits or certificates, for which the type of use is
irrigation, industrial, or agricultural may be retained if the proposed land use is
consistent with the type of use listed on the water right. If the proposed land use is not
consistent with the type of use listed on the water right, then the water right must be
deeded to the City; and any associated source(s) must either be decommissioned or
deeded to the City, at the discretion of the City.
6 Source: Renton Comprehensive Plan Policy U-46, Water System Plan.
7 Source: Renton Comprehensive Plan Policy U-47, Water System Plan.
8 Source: Renton Comprehensive Plan Policy U-45, Water System Plan.
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5.3.1.12 Requests for Assumption by Water Districts or Private Water Systems
The City may assume the operation of a water district or private water system at their
request if the following conditions are met and subject to the approval of Renton City
Council9:
1. The district or private system is adjacent to or within Renton’s water service area.
2. The district’s or private system’s facilities meet Renton’s performance criteria and
engineering standards, or a plan is in place to assure that they will be brought up to
Renton’s standards without adversely impacting Renton’s existing customers
financially or with regard to level of service.
3. The assumption of the district or private system is permitted by State law.
4. The City shall require that the district or private system to transfer the ownership of its
water supply sources and associated water rights to the City. Water rights must be
successfully transferred to the City and approved for municipal water use by the State
Department of Ecology prior to commitment from the City for water service.
5.3.1.13 City Initiated Assumption of Water Districts or Private Water Systems
The City will seek to assume the operation of a water district when the City Council
determines that the assumption is in the best interest of the City and the assumption is
consistent with the City’s Comprehensive Plan. The City will follow State laws and
guidelines in assuming portions of adjacent water systems as a result of annexations10.
5.3.1.14 Wholesaling Water
The City will continue to provide wholesale water to Skyway Water and Sewer District
through a single metered connection in accordance to the current wholesale water supply
agreement between the City and the District. The City is not planning to provide additional
water to the District above the quantity identified in the existing wholesale agreement. The
City has no plans to sell water wholesale on a long term basis to any other purveyor. Sales
of water for short term basis will be evaluated in a case by case basis.
5.3.1.15 Wheeling Water
The City does not currently wheel water. Water chemistry compatibility and its effects on
water quality, including aesthetics such as taste and odor would be a primary consideration.
The City will evaluate any request for wheeling water on a case by case basis.
9 Source: RCW, WAC, City of Renton Comprehensive Plan policy number U-49, Water System Plan.
10 Source: RCW, WAC, Council Discretion, Renton Comprehensive Plan policy number U-49, Water System
Plan.
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5.3.1.16 Water Service to Properties in King County and within Renton Retail Water
Service Area
As a result of numerous annexations to the City up to 2012, there is currently one remaining
developed area within unincorporated King County that is within the City’s Retail Water
Service Area (RWSA). The City has adequate existing water infrastructure in this area and
is currently providing water service to all existing residences within this area known as the
Sierra Heights Div. 3 and 4 and the Western Hills subdivisions.
For any new development or redevelopment projects within the above unincorporated King
County and within the City’s RWSA, the City intends to provide “timely and reasonable
water service” consistent with State Law RCW 19.27.097 and with the “Guidelines for
Determining Water Availability for New Buildings” as adopted by the Washington State
Department of Health and the Department of Ecology.
For all new development and redevelopment projects and building permit applications
requiring a “King County Certificate of Water Availability”, the City typically processes and
issues the requests for water availability within one week of our receipt of the applicants’
written requests. Developers’ extensions of water mains will be required to provide water
service for domestic and for fire protection to all new development and redevelopment
projects. The City typically reviews the civil plans for water main extensions within two
weeks of our receipt of the plans and the plans are approved as soon as our review
comments have been addressed. The City also coordinates with King County to assure that
all county road permits are obtained and that all fees are paid to the county for plan review
and for inspection of the roadway restoration related to the construction of the water lines
within the county roads.
The City charges a higher water commodity rate to customers that are outside of the City
limits and within the City’s RWSA, at 1.5 times the inside City Limit water rate. The higher
rate is necessary for the City to recover additional costs incurred for obtaining King County
right-of-way permits for the installation, maintenance, repair of water mains, water service
lines, hydrants and related appurtenances within the county roads. The City must also
relocate its water mains at its own cost, when directed by King County under franchise
agreement to accommodate future County roadway improvement work and the roadway
overlay program.
5.3.2 Water Supply Planning and Management Policies
5.3.2.1 Water Supply Planning
It is the City’s goal to have system-wide supply sources, treatment, pumping and storage
facilities to meet the current and projected maximum daily demand (MDD) – with the largest
source out of service - in accordance to WAC 246-290-222. The City will work cooperatively
with water suppliers and purveyors, including Seattle Public Utilities, to assure reliable
water supply at the lowest environmental and economic cost.
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The City will pursue additional and/or new water supply and use water conservation, water
use efficiency measures and water reuse programs to meet to ensure adequate water
supply needs to meet the essential needs of the community and water demand created by
growth targets established through the Growth Management Act (GMA) planning process.
Adequate” supply is enough water to meet normal peak day demands of the City’s
customers. Peak day demand includes the effects of drought and curtailment. As time
passes, normal demand is expected to decrease on a per household basis for two reasons.
First, average household size is expected to decline, reducing the number of water users
per house. Second, continued efforts to use water wisely by all customers will reduce
demand. The City intends to take a cautious approach toward demand reductions that
result from behavioral changes, which will not be considered permanent. Alternately,
structural improvements (e.g., low-flush toilets, low-flow shower heads, or other water-
saving devices) will be considered permanent reductions in demand. The City supports
efficient use of water. The City supports eliminating the “waste” of water. The City has
adopted rates to achieve these objectives.
The quantity of water at the source shall: (1) be adequate to meet the maximum projected
water demand of the retail service area as shown by calculations based on the extreme
drought of record; (2) provide a reasonable surplus for anticipated growth; (3) be adequate
to compensate for all losses such as silting, evaporation, seepage, etc.; and (4) be
adequate to provide ample water for other legal users of the source11.
5.3.2.2 Regional Water Supply Planning
The City will participate in regional water supply management and planning activities. The
City will monitor legislative, regulatory, litigation, and planning activities that may impact or
influence the adequacy or reliability of supply12.
5.3.2.3 Water Supply and Resources Management
The City will practice and support water resource management that achieves a maximum
net benefits for all citizens and promotes enhancement of the natural environment.
The City operates and monitors its water supply sources to ensure compliance with all
conditions and withdrawal quantities limits for total annual withdrawal quantity and for
instantaneous withdrawal quantity, established under State issued water rights certificates
and permits. The City will monitor the pumping of its wells to allow aquifer recovery and to
avoid impacts to in-stream flows for the Cedar River.
The City has installed flow control/throttling valves and flow metering equipment system on
its well pumps to monitor instantaneous pumping rates and total pumping rates. The
11 Sources: WAC 246-290-420, WAC 246-290-200, RCW 19.27.097, RCW 58.17.110, Renton Comprehensive
Plan policy numbers U-36, U-42, U-54, Water System Plan.
12 Source: Council and Administration Discretion.
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controls are set up so that the well pumps cannot exceed their individual and total
instantaneous flow rates established under the water rights certificates and permits issued
by the Department of Ecology. In the demand calls for additional water, the controls are set
up so that the City will receive additional water through the intertie with Seattle Public
Utilities’ 60-inch Bow Lake pipeline, and if needed through two other interties with SPU at
Tiffany Park and Fred Nelson pump stations13.
5.3.2.4 Reclaimed Water Use
The City will support the regional supplier’s study of reclaimed water use opportunities and
will work with King County Department of Natural Resources to identify potential reclaimed
water users and demand. Any reclaimed water to be used as a source of supply should
only be provided through regional water suppliers. The City has identified several potential
users of reclaimed water for landscape irrigation uses, including the Boeing Longacres
facilities14.
5.3.2.5 Conservation and Water Use Efficiency
The City will actively continue to promote voluntary conservation and the wise use of water
and implement a water conservation program and measures consistent with the
requirements of the Department of Health. The City will cooperate with Seattle Public
Utilities to meet SPU and other regional conservation goals. The City has implemented
water rate structures promoting conservation such as, residential inverted block rate and
higher commodity rate for commercial and multifamily irrigation.
The City is finalizing negotiations for a procurement contract for the acquisition and phased
implementation of an Automatic Meter Reading (AMR) system to enhance water
conservation activities and to optimize the pumping of its water supply wells15.
The City has adopted the following Water Use Efficiency goals:
Reduce distribution system leakage and loss to 10% or less by 2010.
Limit peak day demand to 16.5 mgd or less through 2015.
Continue to have 0.5% average annual reduction of water use per connection per
year.
5.3.2.6 Water Shortage Response Plan
The City maintains and updates a local response plan in case of a water supply shortage
caused by a drought or supply interruption. The City will implement necessary water
conservation measures to avoid curtailment in all but the most exceptional circumstances.
13 Source: Municipal Water Law, Water System Plan, Water Rights Certificates and Permits.
14 Source: Municipal Water Law, Water System Plan
15 Source: WAC 246-290, Water System Plan, WUE Goals
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The Mayor and/or City Council are empowered to declare an emergency and to carry out
the necessary actions to ensure compliance with the Water Shortage Response Plan16.
5.3.2.7 Emergency Interties
The City has emergency interties with adjacent water systems for short-term emergency
uses. The City will evaluate requests for emergency interties on a case by case basis and
shall support emergency interties with adjacent systems if they benefit both providers and if
they don’t compromise the City’s ability to serve its existing customers or its future supply
needs.
5.3.2.8 Water Quality
The City shall operate and manage the system to provide water quality that meets or
exceeds all health requirements. The City will take steps to meet or exceed all water quality
laws and standards. The City will take all reasonable measures to ensure that water
reaching the point of delivery, the customer’s meter, meets all water quality standards. The
City shall continue to maintain and upgrade its system to provide the best water quality and
service17.
5.3.2.9 Cross Connection Control
The City shall administer a cross connection control program that protects the City’s public
water supply and users of the public water supply from backflow contamination in
accordance with state law and to the Department of Health regulations and guidelines. The
City has an established cross connection control program and related ordinances and
procedures to implement the program. The City shall submit an Annual Summary Report to
the Department of Health18.
5.3.2.10 Wellhead Protection Program
The City has a Wellhead Protection Plan which was approved by the Department of Health
in December 1999. Updates of the plan are described in Appendix L of this Water System
Plan. The Wellhead Protection Plan will be reviewed and updated, if necessary, at least
every six years (in conjunction with the Water System Plan update).
5.3.2.11 Aquifer Protection Program
In 1998, the City established an Aquifer Protection Program and adopted ordinances,
policies, standards, and regulations for existing and new development within the City’s
16 Source: WAC 246-290, Water System Plan
17 Source: EPA, Safe Drinking Water Act, Council Discretion, WAC 246-290-310, WAC 246-290-135. City of
Renton Comprehensive Plan policy numbers U-35, U-37, U-38, and U-39.
18 Sources: WAC-246-290-490, Water System Plan
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aquifer protection areas to protect the aquifers from potential contamination by hazardous
materials.
5.3.3 Water Main Extension And Service Ownership
5.3.3.1 Orderly Extension of Utilities
All utilities within the City of Renton will be extended in an orderly manner, in and along
routes which comply with the City’s Comprehensive Plan and Water System Plan. All City
utilities will be extended and installed in a manner as to best serve the citizens of Renton19.
5.3.3.2 Extension Across Full Frontage of Properties
All water main extensions shall extend to and across the full width of the property served
with water. No property shall be served with City water unless the main is extended to the
extreme boundary limit of the property line extending the full length of the front footage of
the property. Provisions shall be made wherever appropriate in any project for looping all
dead end or temporary dead end mains. Provisions for stubs shall be made to serve
adjacent properties20.
5.3.3.3 Sizing of Water Mains
All water mains shall be sized based on fire flow requirements, densities/land uses
anticipated in the City’s Comprehensive Plan and Water System Plan. A hydraulic analysis
is required to confirm adequate system design. The analysis shall be used to verify flow
demands and pressure availability for the proposed project. The analysis shall demonstrate
the effect of the proposed project will have on the existing distribution system. The hydraulic
analysis shall include, as a minimum, the following:
1. Under peak hour demands (excluding fire demands), the water distribution system
shall maintain pressures above 40 psi.
2. Under maximum day demand plus fire demands, the water system shall maintain
pressures above 20 psi.
3. Velocity in any water main shall not exceed 8 feet per second under any condition.
4. Water system layout shall be designed to minimize dead ends. Looping water lines is
a standard practice to eliminate dead ends.
5. The minimum size of water mains with fire hydrants in a residential area shall be 8-
inch diameter. Short segments of smaller mains in short segments may be allowed for
water quality reasons provided that fire flow requirement can be met through larger
mains.
19 Source: City of Renton Resolution No. 2164, Comprehensive Plan, Water System Plan.
20 Sources: Renton Ordinances 3541, 2849, Renton Development Regulations 4-6-010, Water System Plan
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6. The minimum sizing for water mains with fire hydrants in the City’s Central Business
District, Urban Center, Commercial and Industrial Corridors, and Sunset
Reinvestment Strategy Area shall be 12-inch diameter or larger depending on fire flow
demands.21
5.3.3.4 Requirements for Looping of Water Mains
When the required fire flow for a development is over 2,500 gallons per minute, the fire
hydrants shall be served by a water main which loops around the building or complex of
buildings and reconnect back into a distribution supply main. All fire hydrants shall be
served by a municipal or quasi-municipal water system, or as otherwise approved by the
Fire Marshal22.
5.3.3.5 Design of Water Main Extension
All water main extensions must be designed by a professional engineer, registered with the
State of Washington, and shall conform to the latest City design criteria, development
regulations, other City adopted standards, and sound engineering practices.
Plans must be submitted to the City for review and approval prior to the issuance of utility
construction permits. Plan review fees shall be paid to the City at the time of the submittal
of the plans. All water mains shall be sized based on fire flow requirements, densities/land
uses anticipated in the City’s Comprehensive Plan and Water System Plan23.
5.3.3.6 Construction of Water Main Extension
All extensions of City water mains and related appurtenances must be constructed by a
licensed and bonded contractor, or by City forces, and shall conform to the latest City
construction and development regulations and standards and other City adopted standards
and approved project civil plans. The applicant/owner/developer/contractor must pay all
permits fees and related charges, obtain the required permits, and construct the new water
mains, at its own costs24.
5.3.3.7 Oversizing of Water Main Extension
The City reserves the right, upon the approval of City Council (Council), to participate in the
installation of any oversized water line extensions or additional water or extra improvements
related to such installations. In general, subject to Council’s approval, the City may pay for
the difference in material costs between the required main sized and the larger main size25.
21 Source: City Development Regulations, Water System Plan, Department of Health Water System Design
Manual
22 Source: City Ordinance No. 4007, City Development Regulations, Water System Plan.
23 Source: City’s Comprehensive Plan, Water System Plan, Development Regulations.
24 Source: City’s Comprehensive Plan, Water System Plan, Development Regulations.
25 Sources: Ordinance No. 2434, City’s Comprehensive Plan, Water System Plan, Development Regulations.
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5.3.3.8 Water Main Extension - Exception
The City may defer compliance with Renton water utility standards in the case of temporary
or emergency water service. All temporary and emergency waivers must be approved by
the Public Works Administrator26.
5.3.3.9 Water Service and Water Meter Ownership/Responsibility
The City shall own and maintain the service line from the main line to the meter, the meter
and setter, and the meter box. The property owners shall own and maintain the private
water service line and other facilities such as pressure-reducing valves, backflow
prevention assemblies, etc. beyond the City’s water meter. For fire sprinkler systems, the
City’s ownership will end at the connection point or connecting valve to the water main. The
City shall own the detector meter on the backflow prevention assembly27.
5.3.3.10 Requirement for Water Meters
Any person desiring to have premises connected to the City water system shall make
application for water meters and pay all required fees. All fire sprinkler systems connected
to the City water system shall have meters or detector-meters and shall have required
backflow prevention assemblies. New water meters, additional water meters, larger water
meters, landscape irrigation meters, fire protection meters and detector meters, will trigger
water system development charges28.
5.3.3.11 Water Main Extension by Developers
All water main extensions including fire hydrants, valves, water services stubs, meters, and
related appurtenances, with the exception of private fire sprinkler lines and systems, shall
be conveyed, at no cost, to the City for ownership, maintenance and operations, after the
City’s acceptance of the water main extensions. As-built plans, easements and bill of sales
shall be provided to the City for the conveyance of the water mains, hydrants, water meters,
and related appurtenances.
5.3.3.12 Late-comer Agreements
The City has discretionary power to grant latecomer’s agreements to owners and
developers for pro rata portion of the original costs of water main extensions. The authority
to approve a latecomer’s agreement is vested in the City Council. The latecomer’s
agreement can be granted for a period up to but not exceeding 15 years and no term
extension will be granted29.
26 Source: City of Renton Comprehensive Plan policy number U-53, Water System Plan.
27 Sources: City Development Regulations, Water System Plan, Water Standard Details.
28 Sources: Municipal Water Law, City Ordinances, City Development Regulations, Water System Plan.
29 Sources: City Ordinance 4443, Renton Municipal Code 9-5.
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5.3.4 System Reliability and Emergency Management Plan
5.3.4.1 Service Reliability
The City has built in redundancies in the operation and in the construction of capital
improvements of its water system, including reservoirs, pumps, pressure reducing stations,
and transmission and distribution mains, to maintain service reliability. The City has water
system interties with SPU and emergency interties with neighboring water purveyors to
provide water service during emergencies. All new water facilities added to the system that
require electrical power shall be provided with backup emergency electrical power with
automatic start and automatic transfer to and from commercial power. The power source
may be an electrical generator or storage batteries. Existing facilities requiring electrical
power that do not have on-site emergency electrical power with auto-start / auto transfer
shall have such capabilities added as part of the capital improvement program within the
next 15 years.
Emergency back-up power for sources and booster pump stations shall be capable of
operating at full load without being refueled for at least 36 hours. Battery backup power for
SCADA RTUs and MTUs shall be capable of providing power for at least eight hours of
continuous operation without needing a recharge or replacement.
Wells and booster pump stations that do not have emergency power with automatic start
and automatic transfer to and from commercial power are not considered reliable, because
they cannot be relied upon to provide water during a fire. If at sometime in the future
installed storage is adequate to meet fire flow demands, then this policy could change.
Booster pump stations shall be equipped with redundant pumps so as to meet the MDD
with the largest pump serving the pressure zone out of service30.
5.3.4.2 Emergency Preparedness
The City has an adopted Comprehensive Emergency Management and Hazard Mitigation
Plan developed in accordance to FEMA standards, to address issues related to continuity
of water service, long-term system recovery and to ensure the orderly and full restoration of
the water system after an emergency. The City is continually updating its Water System
Emergency Response Plan as part of its operations program, and as new facilities are
brought into operation.
5.3.4.3 Vulnerability Assessment
The City has completed a Security Vulnerability Assessment of its water system in
compliance with the Public Health Security and Bioterrorism Preparedness Act of 2002 as
30 Sources: WAC 246-290-420, DOH Water System Design Manual, Council Discretion, Water System Plan.
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directed by USEPA. The City has phased in the design and construction of the
recommended security upgrades as part of the Capital Improvement Program31.
5.3.4.4 Multiple Sources of Supply
The City will develop supplies which, when combined, meet the DOH demand criteria. The
City will maintain and execute data collection strategies and record keeping procedures that
quantify the average day and peak day demands of each customer class. The City will
develop supplies which meet the anticipated maximum day demand (based on customer
demand patterns, weather, and growth) with the largest of the supply sources not
included32.
5.3.5 Fire Protection Policies
5.3.5.1 Fire Protection Responsibility
The City shall continue to maintain and upgrade its water system infrastructure to deliver
adequate water for fire protection to all residential, commercial, industrial customers,
schools and other public facilities served with City water. The City shall continue to perform
routine maintenance on all of its fire hydrants and valves to keep them in working order.
The City shall continue to replace its old and undersized water mains with adequate size
mains to provide the required level of fire protection.
5.3.5.2 Fire Flow Requirements for New Construction
New development, redevelopment, subdivisions, and tenant improvements projects within
the City will be required to provide the minimum fire flow requirements as established by the
City’s Fire Marshall. It is the developer’s responsibility to install, at its own cost, all water
system facilities including off-site and on-site main line extensions and upgrades to meet
the required fire flow demand and applicable City’s development regulations and standards.
If the off-site improvements result in regional benefit, the developer may request the City to
cost participate in the construction of the improvements. If the off-site improvements benefit
other adjacent properties, the developer may request a latecomer agreement to recoup
equitable costs from future development of properties within the latecomer boundary which
can benefit from the improvements.
5.3.5.3 Fire Flow Requirements for Existing Construction
Existing structures are not required to upgrade the City’s water system infrastructure to
meet current fire flow and development standards. Redevelopment of existing structures,
including remodeling, expansions, additions, change of occupancy and use can trigger the
31 Source: WAC 246-290-221,-222,-230 & -235, DOH Water System Design Manual
32 Source: RCW 90.54.180,90.42.005,,WAC 246-290-420, Comprehensive Plan Policy U-41, Water System
Plan.
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requirements for upgrades to the water system. The City is not obligated to upgrade
existing system to meet current codes. As part of its capital improvement program the City
continues to systematically replacing its old and undersized water mains to bring them to
current standards with a goal to provide a minimum fire flow of 1,000 gallons per minute (at
20 psi residual pressure), and to install fire hydrants at 500 feet spacing, throughout the
distribution system.
5.3.5.4 Fire Flow Quantity
The minimum fire flow requirements for one- and two-family detached dwellings having a
fire flow calculation area which does not exceed 3,600 square-feet shall be 1,000 gallons
per minute at 20 psi residual pressure. Fire flow for one- and two-family dwelling larger than
3,600 square-feet shall be at least 1,500 gallons per minute or more and shall be
determined by the City Fire Marshall. Fire flow quantities and fire flow durations
requirements for all other buildings shall be determined by the Fire Marshall.
5.3.5.5 Fire Flow Storage
The City’s fire flow storage policies are described in the Facilities Policies.
5.3.5.6 Fire Hydrants
All fire hydrants shall be equipped with Storz adapters on the pumper ports. See current
City design standards for specifics.
All fire hydrant feed lines shall be equipped with gate valves (foot valves).
The minimum size of feed lines to fire hydrants shall be six-inch diameter. Fire hydrant lines
over fifty feet long shall be 8-inch diameter.
5.3.6 Financial Policies
5.3.6.1 Fiscal Stewardship
The Water Utility will follow financial policies and criteria adopted by City Council. Water
Utility funds and resources shall be managed in accordance with applicable laws,
standards, City financial and fiscal practices and policies. The financial criteria include rate
stabilization, establishment of fund balance and operating reserves, maintaining the desired
debt service coverage.
5.3.6.2 Enterprise Fund – Self-sufficient Funding
The Water Utility shall be operated as a self-supporting enterprise fund. Revenues to the
Water Utility primarily come from customer charges from water sales, system development
charges, plan review and inspection fees. Detailed information on the City’s financial
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program are presented in Chapter 10.33
5.3.6.3 Rate Stabilization
The City’s financial goal is to minimize and stabilize the long-term, life-cycle cost of service.
Rates and additional charges shall be cost-based to recover current, historical, and future
costs associated with the City’s water system and services.34
5.3.6.4 Operating Reserve
The City’s goal is to stabilize the Water Utility funds and maintain an operating reserve of
12% of annual operating expenses for operation of water system for 30 to 45 days.35
5.3.6.5 Debt Service
The City’s goal is to maintain a desired reserve for debt service coverage of 1.25 times of
the annual financial obligations.36
5.3.6.6 Bonds vs. Cash Expenditures:
All non-Capital Investment Programs (CIP’s) shall be paid for by rates.
All system reinvestment, maintenance, replacement and rehabilitation projects
shall be paid for by rates.
CIP’s for new infrastructure to accommodate growth or to increase system
capacity can be paid for using bonds37.
5.3.6.7 Comprehensive Planning
Comprehensive plans for water systems should be updated every six years, using a 20-
year or greater planning horizon, as required by State law and financial policies shall be
reviewed and updated as needed. The City has a 6-year Capital Investment Program (CIP)
which is updated with each biennial budget cycle.
5.3.6.8 Equitable Rates
The City’s rates and charges shall be equitable to recover costs from customers
commensurate with the benefits they receive and to provide an adequate and stable source
of funds to cover the current and future cash needs of the City Water Utility. Rates shall be
33 Source: Council Discretion, Water System Plan
34 Source: Council Discretion
35 Source: Council Discretion
36 Source: Council Discretion
37 Source: Council Discretion.
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developed using the cash basis to determine the total revenue requirements of the Water
Utility. Rates should be calculated for the service area as a whole38.
5.3.6.9 Outside-City Rates
For customers residing outside the city limits, water rates are 1.5 times the residential city
rates39.
5.3.6.10 Discounted Rates
The City shall provides a senior and/or disabled citizen discount on City water rates40.
5.3.6.11 Other Fees and Charges
Owners of properties that have not been assessed or charged an equitable share of the
cost of the City’s water system shall pay, prior to connection to the system, one or more of
four charges:
1. System development charge
2. Special assessment charge
3. Latecomer's fees
4. Inspection/approval fees
5. Water meter installation fees41
5.3.6.12 Ancillary Charges
Customers should be charged for supplemental, special purpose services through separate
ancillary charges based on the cost to provide the service. Ancillary charges create more
equitable fees and increase operating efficiency for services to customers. Revenue from
ancillary charges should be used to offset operations and maintenance costs42.
5.3.6.13 Inflation Rate
The inflation rate should be based on information provided by the Finance Department
38 Source: Council Discretion, Water System Plan.
39 Source: Council Discretion
40 Source: Council Discretion
41 Source: City Development regulations
42 Source: Council Discretion, Water System Plan.
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5.3.7 Facilities Policies
5.3.7.1 System Pressure
The existing facilities will be operated and new facilities constructed to ensure compliance
with DOH and ISO criteria for maximum and minimum pressure. The City will provide the
minimum water pressure requirement established by Department of Health at 30 psi at the
service meter during maximum day demand and during peak hour demand conditions, not
including a fire or emergency.
The City’s goal is to provide a minimum of 40 psi at the highest domestic water plumbing
fixture or at the highest fire sprinkler head, except during emergency conditions.
The City’s goal is also to provide a maximum of 110 psi at the service meter to prevent over
pressurization of water uses fixtures and appliances. Current building codes require the
installation of an individual pressure reducing valves beyond the water meter where system
pressures exceed 80 psi.
During a failure of any part of the system, the maximum pressure shall not exceed the
normal pressure rating of the pipe, generally 150 psi43.
5.3.7.2 Velocity
The existing facilities will be operated and new facilities constructed to minimize damage
from excessive pipeline velocities. When adding to the distribution system or replacing
components of the distribution system, water mains shall be sized such that:
Under normal conditions, the velocity of water in a transmission main shall be less
than 4 feet per second (fps) during demand periods.
Under emergency conditions, such as a fire, the velocity of water in a transmission
main shall be less than 8 fps. Fire flow planning and modeling will use a de-rating
procedure that limits fire flow velocities to 8 fps44.
5.3.7.3 Storage
The existing storage facilities will be operated and new storage facilities constructed to
comply with DOH criteria and good engineering practice. Storage within the distribution
system must be of sufficient capacity to supplement transmission supply when peaking
demands are greater than the source pumping capacity (equalizing storage) and still
maintain sufficient storage for a fire or other emergency condition. Equalizing, fire
suppression, and stand-by storage are provided in addition to operational storage.
43 Source: WAC 246-290-230, Insurance Services Organization (ISO), Council Discretion, Water System Plan
44 Source: DOH Water System Design Manual, Fire Marshall, Insurance Services Organization (ISO), Council
Discretion, Water System Plan.
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The bottom of the equalizing storage component must be located at an elevation which
produces no less than 30 psi at all service connections throughout the pressure zone under
peak hour demand conditions, assuming all sources are in service. Equalizing storage
requirements shall be determined using the “Multiple Day Demand” method (ref: DOH
Water System Design Manual, December 2009). The time period shall be five days. The
analysis shall compare the cost of designing and constructing storage versus the cost of
purchasing wholesale water from SPU, including the cost of upgrading and / or adding
intertie connections to the SPU transmission mains.
For fire flow supplied via gravity storage, the bottom of the fire suppression storage
component shall be located at an elevation which produces no less than 20 psi at ground
level at all points in the zone under peak hour demand condition, assuming the largest
source to the zone is out of service.
The fire flow storage criteria available from the ISO were considered in the study. The
quantity of fire flow storage provided will approach these requirements as closely as
possible, considering economic factors and other design criteria.
Sufficient storage for a fire condition is the product of the fire protection water demand and
the required duration as determined by the City of Renton Fire Marshall.
The stand-by storage component or the fire suppression storage component, whichever
volume is smaller, can be excluded from the zone’s total storage requirement (also known
as “nested” storage) provided that the elevation of the bottom of effective storage is no less
than that elevation which produces the higher of the following criteria:
20 psi at ground level at all points in the zone under peak hour demand
conditions, assuming the largest source to the zone is out of service, or
30 psi at all service connections throughout the pressure zone under peak hour
demand, assuming all sources are in service.
The calculation of the standby storage volume requirements shall use the “Water Systems
with Multiple Sources” method (ref: DOH Water System Design Manual, December 2009).
Location of storage facilities should be in areas where they will satisfy the following
requirements:
Minimize fluctuations in system pressure during normal demands.
Maximize use of the storage facilities during fires and peak demands.
Improve the reliability of the supply for the water system45.
45 Source: WAC 246-290-235, Council Discretion, Water System Plan, Fire Marshall.
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5.3.7.4 Pipelines and Water Services
New water transmission and distribution pipelines and facilities shall be designed and
constructed to comply with Department of Health criteria, American Water Works
Association (AWWA) standards, the City of Renton latest design criteria and good
engineering practice.
Where possible, transmission and distribution mains shall be looped to increase reliability
and decrease head losses.
In residential areas, the grid of distribution mains shall consist of mains at least 8 inches in
diameter. All 8-inch and smaller dead-end mains shall terminate with a blow-off assembly.
In commercial, industrial, Central Business Districts and other areas with high fire flow
demand, the grid of the distribution system shall consist of 12-inch or larger mains. All
12-inch and larger mains shall terminate with a fire hydrant.
Distribution system design assumes that only adequately sized service lines will be used.
All residential service lines will be 3/4-inch or larger copper. The service line from the main
line to the meter shall be the same size as the meter.
All water service lines shall conform to the plumbing code. Connections to the system shall
comply with the City’s cross connection control standards. In general, the standard
protection for commercial and industrial connections is the use of reduced pressure
principle backflow prevention assembly devices.
The preferred pipe material for distribution mains is ductile iron.
Valve installations shall meet the following criteria:
Zone valves shall be located at all pressure zone interfaces to allow future
pressure zone re-alignment without the need for additional pipe construction.
Isolation valves shall be located wherever necessary to allow individual pipelines
to be shut down for repair or installing services. Four valves shall be provided per
cross, and three valves per tee.
Isolation valves should be spaced along water mains at intervals not to exceed
500 feet.
Air/vacuum release valves shall be placed at all high points or “crowns” in all
pipelines.
Individual service pressure reducing and check valves are recommended for all
new customer service lines in the City. The pressure-reducing valves protect
customers from high pressures in case of failure of a pressure-reducing station.
Check valves prevent hot water tanks from emptying into the transmission main
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when the main is empty and prevent contamination of the system mains due to
possible cross connections in the customer’s service46.
5.3.7.5 Booster Pumps
The existing booster facilities will be operated and new booster facilities constructed to
comply with DOH criteria and good engineering practice.
All existing and future booster stations should be modified/constructed to comply with the
following minimum standards:
All structures should be non-combustible, where practical.
All buildings should have adequate heating, cooling, ventilation, insulation, lighting, and
work spaces necessary for on-site operation and repair.
Underground vaults should be avoided where possible due to the increased potential of
flooding, electrocution, and other hazards.
Sites should be fenced to reduce vandalism and City liability where appropriate.
Each station shall be equipped with a flow meter and all necessary instrumentation to assist
personnel in operating and troubleshooting the facility.
Emergency power capability (auto-start/auto-transfer) shall be provided to booster stations.
Booster stations should be placed wherever necessary to fulfill the following criteria:
Provide supply redundancy to a pressure zone.
Improve the hydraulic characteristics of a pressure zone.
Reduce the cost of water supply.
Improve water quality (i.e., increase circulation)47.
5.3.7.6 Pressure Reducing Stations (PRV’s)
The existing pressure-reducing facilities will be operated and new pressure-reducing
facilities constructed to comply with DOH criteria and good engineering practices.
All pressure-reducing valves should be placed in vaults that are large enough to provide
ample work space for field inspection and repair of the valves. Vaults should be tall enough
to allow operating personnel to stand erect. Vaults should drain to daylight or be equipped
with sump pumps to prevent vault flooding.
46 Source: WAC 246-290-230, Council Discretion, Water System Plan.
47 Source: WAC 246-290-200, DOH Water System Design Manual, Council Discretion
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Each PRV station shall have a larger main (lead) PRV for fire flow demand and a smaller
(lag) PRV for anticipated domestic demand. The smaller (lag) PRV shall a meter connected
to the telemetry/SCADA system.
Pressure-relief valves should be provided on the low-pressure side of the PRV to prevent
system over-pressuring in case of a valve failure. High-pressure alarms should be
transmitted to the central control cabinet to alert operating personnel of the PRV failure.
When pressure at the service line connection point is such that the plumbing code dictates
that water service requires a PRV (e.g., 80 psi) the customer is required to install, own,
operate and maintain the PRV. The PRV shall be installed on the customer side of the
water service48.
5.3.7.7 Supervisor Control and Data Acquisition (SCADA) Telemetry System
The control and alarm system will be maintained and updated as necessary to optimize all
policy goals. Controls must be capable of optimizing the operation of the water system’s
components in response to reservoir levels, system pressures, abnormal system
conditions, electrical power rate structure, and water costs49.
5.3.7.8 Construction Standards
All new water system infrastructure shall be designed and constructed to comply with
Department of Health criteria, AWWA standards, the City of Renton latest design criteria
and good engineering practice.
5.3.7.9 Standard Useful Life for Design
Distribution system pipes – 80 years
Electrical equipment – 10 - 20 years (varies by type)
Mechanical equipment – 10 - 20 years (varies by type)
Structures – building shell – 50 years
Structures – water storage – 50 years
SCADA hardware and software – 10 years (technical obsolescence)
HMI hardware and software - 5 years (physical limit / technical obsolescence)
48 Source: WAC 246-290-200, DOH Water System Design Manual, Water System Plan
49 Source: DOH, Water System Plan
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5.3.7.10 Facilities Maintenance
All City water facilities and related equipment will be maintained so that they perform at the
level of service necessary to meet all operational policies and service delivery goals.
Equipment breakdown are given highest maintenance priority and repairs should be made
as soon as possible to restore the established level of service and for continuity of
operation.
Equipment should be scheduled to replaced or upgraded before they become obsolete or
when spare parts are no longer available. Worn parts should be repaired, replaced, or
rebuilt before they represent a high failure probability. A preventive maintenance schedule
shall be established for all facilities, equipment, and processes. Spare parts shall be
stocked for all equipment items whose failure will impact the ability to meet other policy
standards.
All maintenance personnel shall be trained in the procedures and techniques necessary to
efficiently perform their job descriptions. The City ensures that Water Maintenance staff
obtained the required state water works certifications by WAC 246-292, such as for Water
Distribution Managers and/or Water System Operators, to maintain and operate the City’s
water system.
Maintenance shall be performed by the water maintenance staff and supervised by the
Field Superintendent. Written records and reports will be maintained on each facility and
item of equipment showing operation and maintenance history50.
5.3.7.11 Joint Use Facilities
The City will participate in regional projects to the extent that the level of service is not
compromised or the cost of service inequitable. All joint-use facilities must comply with
Renton policy and design standards. Joint-use facilities which supply a portion of the City
that cannot be supplied from other sources in the event the joint-use facility is out of service
will be maintained by the City of Renton. Joint-use facilities will be pursued only in those
areas that improve reliability or operating costs51.
5.3.8 Organizational Policies
5.3.8.1 Structure
The Water Utility will be structured to provide the best level of service at the least cost.
Utility staff level is established by City Council based of financial resources and desired
level of service to be provided by the City.
The Water Utility shall be part of the following divisions:
50 Source: Water System Plan
51 Source: DOH, Council Discretion , Water System Plan
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Public Works /Utility Systems/ Water Utility Engineering for the planning,
management, design, and construction of the City water system and the
development and updates of policies and design standards.
Public Works Maintenance Services/ Water Maintenance for the operation and
maintenance of the City water system.
Community and Economic Development/Plan Review and Permitting for the
review, permitting, and inspection of developers’ extensions of City water system.
Finance & Information Technology/Fiscal Services for financial and utility billing
services, cost accounting, and fund activity reporting.
5.3.8.2 Project Review Procedures
The City submits projects for new sources, water treatment facilities, booster pump stations,
reservoirs, and the recoating of the interior of existing reservoirs to DOH for review and
approval as per WAC 246-290-110, -120 and -130.
City staff reviews and approves projects for water main replacements and water main
extensions including related fittings, blocking valves, air and vacuum valves, pressure
regulating and relief valves, fire hydrants, service connections and meters, and cross
connection control devices. City staff reviews and approves projects for the maintenance
and repair of water treatment facilities, booster pump stations, and reservoirs (except for
the recoating of the interior of reservoirs). City staff reviews and approves projects for the
installation, maintenance, and repair of control, telemetry, and SCADA systems of the
drinking water system.
The Water Utility Engineering Supervisor reviews project plans for compliance with DOH
and City design and construction standards including compatibility with the objectives of the
Water System Plan. The Water Utility Engineering Supervisor consults with the Fire
Marshall’s staff and the water maintenance supervisor as part of the review. The review
addresses separation from sanitary sewers, other non-potable conveyance systems, and
sources of contamination; service pressures; fire flow volumes, velocities, and pressures;
cross connection control; thrust block and anchoring requirements; corrosion control and
protection; air and vacuum control; meter and service line sizes; PRV requirements;
operations and maintenance considerations (blocking valves, blow-offs, etc.); construction
considerations (cleaning with polypigging, pressure testing, chlorination, flushing, and
bacterial testing); etc. Some reviews include hydraulic modeling by the Water Utility staff.
The City requires that the plans include applicable standard details and that the plan notes
repeat key provisions of the City specifications for the construction and testing of water
distribution system mains and appurtenances. Plans must be signed and stamped by a
Washington State licensed professional engineer. The Water Utility Engineering Supervisor
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indicates his approval of the plans by signing and dating the construction drawing originals
within a City approval block52.
5.3.8.3 Requirements for Outside Parties
The policies pertaining to water distribution system facilities and financing are listed above
and are applicable to both City CIP projects and private developer projects. Normally during
the planning phase of a developer project a pre-application conference is held with the
developer’s engineer. Members of the Water Utility engineering staff, Fire Marshall’s staff,
and Development Services staff participate in the meeting. Based upon the preliminary
information about the proposed project the City staff reviews with the developer’s engineer
anticipated requirements for the project: main sizes and main extents, fire flow, looping,
pressure control and pressure issues, construction practices, etc. The City’s design
standards and policies regarding water main extensions by developers and related
requirements are described in Appendix J of this Plan53.
52 Source: DOH, Water System Plan
53 Source: DOH, Water System Plan
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Chapter 6
WATER SUPPLY, WATER RIGHTS, AND WATER QUALITY
This chapter describes the City’s sources of supply, including the condition and capacity of
its sources; the water rights associated with its sources; and the water quality requirements
for its sources. This chapter also discusses the City’s interties as they are related to its
source of supply and provides a summary of Renton’s Wellhead Protection Program.
The City has pursued and developed its own independent water supply sources to meet its
needs and has also been a wholesale customer of Seattle Public Utilities (SPU). In the
coming years, as the limits of its water rights are encountered, Renton plans to purchase
more water from SPU to meet its needs.
Renton will maintain its capability to supply a growing population and control water rates by:
1. Placing additional emphasis on water conservation via customer education, incentive
programs, and rates that encourage conservation.
2. Protecting the water quality of the existing wellfields from adverse development
impacts in the recharge area.
3. Continuing “beneficial use” of its well supply and protecting the legal integrity of the
existing water rights.
4. Negotiating with adjacent utilities for emergency supply.
5. Participating in regional water supply organizations.
6. Considering raw water treatment as required.
7. Renewing its wholesale water supply contract with SPU.
Water quality policies and programs to protect existing groundwater supply sources are
among the City’s highest priorities.
6.1 WATER SUPPLY RESOURCES
Renton's supply is derived from five water sources: the Cedar Valley Aquifer, Springbrook
Springs, the Maplewood Aquifer, the recharge area for Well 5A, and SPU supply interties.
Each of these is described below and is shown on the water system map included in
Appendix F, System Maps. The SPU source of supply is described under Interties.
For the City's primary supply, it maintains and operates six wells within the Cedar Valley
Aquifer and three wells within the Maplewood Aquifer. It also has Springbrook Springs, a
single artesian spring, and Well 5A, which is the only well that the City operates within that
particular recharge area.
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6.1.1 Cedar Valley Aquifer
The primary source of the Renton municipal water supply is the Cedar Valley Aquifer,
designated a sole source in 1988 by the EPA. The aquifer boundaries correspond to the
aerial extent of the post-Vashon alluvium of the lower Cedar River Valley.
This shallow aquifer is physically susceptible to contamination since there is no confining
layer between the land surface and the water table to retard the downward migration of
hazardous chemical spills or other releases of contaminants. In downtown Renton it is
especially vulnerable to degradation due to the presence of numerous potential sources of
contamination within the capture zone of the wellfield.
In the vicinity of the wellfield constructed in downtown Renton, the aquifer consists of
coarse-grained sediments deposited at the mouth of the prehistoric Cedar River during the
last glacial period. The water table is approximately 23 feet from the surface and the aquifer
has an average thickness of 70 feet in the vicinity of the wellfield.
Soils overlying the aquifer are silt, sand, and gravel while the aquifer itself is comprised of
coarser, very permeable sandy gravel. Aquifer transmissivity is estimated to range from
about 1 to 2.3 million gallons per day per foot (mg/day/ft). The transmissivity of the wells
RW-1, RW-2 and RW-3 is 1.00 mg/day/ft; PW-8 is 1.30 mg/day/ft; PW-9 is 2.30 mg/day/ft.
Specific yield of the wells RW-1, RW-2 and RW-3 is 0.025 cu ft/cu ft; PW-8 is 0.030 cu ft/cu
ft; PW-9 is 0.020 cu ft/cu ft (Analysis Report for the City of Renton Cedar River Valley
Aquifer Test, RH2 Engineering, 1987). The hydraulic conductivity is on the order of 2,500
ft/day assuming an average transmissivity for all the Cedar Valley Aquifer wells of 1.3
mg/day/ft. Recharge is local, both from direct precipitation and subflow. The DOH
contamination susceptibility rating of wells located in the Cedar Valley Aquifer is moderate
to high.
6.1.1.1 Downtown Wells
The City operates six production wells in the Cedar Valley Aquifer. Wells RW-1, RW-2, and
RW-3 each have a pumping capacity of 2,200 gpm and are screened at depths ranging
from 50 to 105 feet. Well EW-3 may be used in an emergency. Its capacity is 1,600 gpm
and it is screened from 40 to 70 feet below the ground surface. Wells PW-8 and PW-9 have
pumping capacities of 3,500 and 1,200 gpm, respectively. The wells are screened at depths
ranging from 50 to 105 feet.
6.1.2 Springbrook Springs
Approximately 17 percent of City’s current water supply comes from Springbrook Springs,
located at the extreme southern city limits. A water-bearing sand and gravel layer enclosed
in a thick sequence of glacial till intercepts the surface of the hillside at Springbrook
Springs. Two infiltration galleries collect and channel approximately 1,000 gpm into the
transmission pipeline. Flow measured at Springbrook treatment building varies over the
December 2012 6-3
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
year with the flow into the system being the highest in the summer months. The flow is kept
to below the water right Qi flow of 1,050 gpm via a throttling valve.
The Springs have not been extensively studied. The recharge area has been estimated by
combining the surface area draining to the Springs with the estimated groundwater
recharge area. The latter is based on well driller reports for wells in the vicinity of the
Springs. The DOH contamination susceptibility rating of the Springs is “moderate to high.”
6.1.3 Maplewood Production Aquifer
The Maplewood production aquifer is located east of the downtown area under the
Maplewood Golf Course. It serves as a redundant source of supply for the vulnerable Cedar
Valley Aquifer. This aquifer is believed to extend northward into hydrostratigraphically
correlated zones beneath the North Uplands. It ranges from 70 to 120 feet thick and is
encountered from approximately 135 to 345 feet below the golf course.
The Maplewood Aquifer is confined with evidence of some leakage. Gradients are
predominantly upward. Estimated transmissivities range from 49,000 to 76,000 gpd per foot
with corresponding hydraulic conductivity ranging from 94 to 128 feet per day. Recharge is
believed to occur predominantly from the North Uplands while discharge occurs in the
Cedar Valley via upward flow to the alluvial aquifer east of the bedrock narrows. Other
recharge and discharge points may exist. The DOH contamination susceptibility rating of
the Maplewood Aquifer is low.
6.1.3.1 Maplewood Wells
The City has three Maplewood wells (PW-11, PW-12, and PW-17), which have pumping
capacities of 2,500 gpm, 1,600 gpm, and 1,500 gpm, respectively. These wells are
screened at depths ranging from 284 to 344 feet. The City has a permit for a water right at
this location for Well 10. The City has no current plan to develop this well.
6.1.4 Well 5A
Well 5A is located near the northern city limits east of Lake Washington. This well has a
pumping capacity of 1,500 gpm and is completed in a sand and gravel aquifer zone
approximately 280 to 390 feet below ground (about -42 to -152 feet mean sea level). The
aquifer zone is overlain by stratified glacial deposits of fine to coarse sand and gravel
layered with silt and clay.
The recharge area for Well 5A is not known but there are some indications that the well
may be withdrawing from the Maplewood production aquifer, which is believed to extend
northeasterly from the Maplewood area. The DOH contamination susceptibility rating of
Well 5A is low.
December 2012 6-4
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
6.2 CONDITION OF SUPPLY SOURCES
The City has capital improvement and maintenance programs to upgrade and to maintain
its sources in good condition and to comply with water quality criteria. During the last 21
years, the City has upgraded the treatment systems at its Springbrook Springs and all
downtown wells. This includes modernization of the disinfection systems and the addition of
sodium hydroxide for pH adjustment to reduce the corrosivity of the water.
Water treatment improvements to remove hydrogen sulfide, manganese, and ammonia
from the Maplewood wells (PW-11, PW-12, and PW-17) were completed in 2006. The
Maplewood treatment system is able to deliver up to 3,000 gpm to the distribution system.
The plant has provisions to allow additional filters in the future to increase the capacity to
5,500 gpm.
There is no plan to provide additional treatment for Well 5A within the next six years.
Adding this treatment will be examined again during the next Water System Plan update.
Included in this six-year plan are projects to provide Wells EW-3, PW-8 and PW-9, and
Springbrook Springs with primary disinfection (log 4 virus removal). The planned method
will be by providing additional chlorine contact time to achieve the required combination of
chlorine concentration and contact time for primary disinfection.
6.3 CAPACITY OF SUPPLY SOURCES
In general, the City’s sources are equipped with pumping capacity to deliver the certificated
City water rights (or in the case of the Maplewood wells – the permitted Qi flows) to the
distribution system. The installed pumping equipment has the capacity to deliver the water
equal to the peak day requirements of the Renton system through 2025. However, without
obtaining water rights certificates for the three Maplewood wellfield wells, not all of this
installed capacity can be utilized. For the current planning period the City plans to use the
Maplewood wells as alternate sources only and to revisit perfecting water right certificates
during the next planning period. The combined instantaneous withdrawal from the Cedar
River sources and the Maplewood sources will not exceed the certificated Qi water rights of
the Cedar River sources. The same is true with regard to annual (Qa) withdrawals.
At present, Well 5A is only used for back-up supply because of the water quality issues
mentioned in Chapter 2 of this plan.
Well 4 has been inactive since 1962. Although the City is currently not utilizing the water
right associated with this well, the City could drill a new well in the future if needed. This
would provide an additional 170 gpm.
During the current planning period the City anticipates that on infrequent occasions the
demand will exceed the Qi water rights of the Cedar River sources and Springbrook
December 2012 6-5
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
Springs. During these periods the City plans to meet the demand by purchasing wholesale
water from Seattle Public Utilities. See the discussion of this source below.
6.4 WATER RIGHTS
The State Water Code, as outlined in Title 90 of the RCW, states that all surface and
ground waters of the state are the property of the public. It is, therefore, the policy of the
state to promote the use of the public waters in a fashion that provides the maximum
benefit arising from both diversionary uses of the state's public water and the retention of
waters within the streams and lakes in sufficient quantity and quality to protect in-stream
and natural values and rights.
(90.03.005 RCW): The state takes responsibility for determining
who, among the various competing basin stakeholders, is allowed to
use, divert, or consume the water.
When an application to obtain water rights is submitted to the DOE, the date of receipt of
this application establishes the priority of the water right. Prior to the development of a
source of supply, a temporary permit is issued by DOE to construct, develop, and test the
supply source. A water right may then be issued following a thorough review process, a
determination of the amount of supply that is put to beneficial use, and the impacts on the
various other basin stakeholders. This water right establishes the priority use of the water,
and becomes an appurtenance to the property.
Renton has developed independent water sources in order to maintain greater control over
the management and costs of its water supply. Through the development of independent
sources of supply the City strives to protect the public health, ensure adequate water supply
to meet the requirements of its customers, and support the economic prosperity of the City.
Consistent with DOE's procedures for issuing water rights, all of the City’s water rights
specify a Qi and a maximum Qa. In issuing recent water rights certificates to the City, DOE
has conditioned the permits with a limitation on the total withdrawals by the City of 14,809
acre feet per year, recognizing the City’s water rights may have an impact on the flows in
the Cedar River. The Cedar River is an important regional resource, being the major source
of supply for the SPU regional water system and a number of other uses; in-stream flows
are important to anadromous fish and the management of water levels in Lake Washington.
Copies of the City's water rights certificates and permits are in Appendix E.
6.4.1 Existing Water Rights
The City has 13 water right certificates and five permits. A summary of the City’s existing
water rights for municipal supply is presented in Tables 6.1a and 6.1b, respectively. The
total instantaneous flow rate from the certificated rights is 15,152 gpm. Certificated additive
(primary) annual water rights are 14,809.5 acre-feet per year. Certificated non-additive
(supplementary) annual water rights are 7,539 acre-feet per year.
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December 2012 6-8
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
All of the City’s certificated water rights are currently being used to provide supply with the
exception of the Well 5A, Well 4 and the Springbrook Creek surface water right. Well 4 is
inactive and therefore the City is not using the water right associated with this well. Well 5A is
currently not being used due to water quality issues. The water right for Well EW-3 was
transferred to the new wells RW-3, RW-1, and RW-2. However, in accordance with the water
right certificate, EW-3 continues to be maintained should it be needed to intercept contaminants
that could affect the other wells. EW-3 can also be used as an emergency supply after notifying
DOE, in the event that the City’s other sources fail.
In 2005 the City staff met with the staff of the Northwest Regional Office of the Department of
Ecology (DOE) to discuss finalizing the wellfield management plan (operating plan) for the
Maplewood wellfield. At that time the City was informed by DOE that the method for monitoring
in-stream flows in the Cedar River that was prescribed in the Reports of Examination for the
permits for wells PW-11, PW-12 and PW-17 and which the City had been following was not
capable of measuring the impact of the well pumping on the in-stream flows. As a result, the
City requested and was granted an extension on the permits for the wells. For this six-year
planning period no additional water rights for these wells will be actively pursued. The wells will
be used as alternatives to the Cedar River wells (RW-1, RW-2, RW-3, PW-8, and PW-9);
combined withdrawals (Qi and / or Qa) will not exceed existing water rights for the Cedar River
wells.
6.4.2 Forecasted Water Rights
Renton’s forecasted water rights are shown on Tables 6.2a and 6.2b. The City does not
anticipate applying for any new water rights or changes to its existing water rights. In 1997, the
City applied for a change of place for several of its water rights, but since then it has withdrawn
those applications. The City’s forecasted water rights are the same as its existing water rights
with the exception of interties.
The City estimates that it will begin to exceed its annual water right of 14,809 acre-feet
(equivalent to 13.22 mgd ADD) as soon as 2041 or as late as 2081. The annual water rights for
Well 5A are 2,320 acre-feet. The annual water right for Well 4 is 273.5 acre-feet, and the annual
right for Springbrook Creek is 1,650 acre-feet. If the City does not pursue additional treatment
for Well 5A, does not redevelop Well 4, and does not use the Springbrook Creek water right, the
available annual water right will be 10,566 acre-feet (equivalent to 9.43 mgd ADD). Under this
scenario the City would exceed this usable annual water right as soon as 2018 and as late as
2034 (refer to Chapter 3, Section 3.10, Potential Range in Future Demand Projections).
The estimated existing system-wide peak hour demand exceeds the City’s instantaneous water
rights by 91 gpm (by 2,793 gpm when compared to existing on-line sources). Currently the
difference in supply capacity and peak hour demands is met by the City’s storage. In 2031, the
peak hour demands will exceed the instantaneous water rights by approximately 4,790 gpm (by
7,490 gpm when compared to projected available on-line sources).
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December 2012 6-11
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
The City plans to address the forecast difference between Qa water rights and annual
demand by purchasing water from Seattle Public Utilities. To address the forecast
difference between Qi water rights and demand, the City plans to construct additional
storage and purchase water from SPU. Additionally, the City will further evaluate the timing
of capital improvements to address the water quality problems of Well 5A.
In April 2011, the City renewed its wholesale water contract with SPU for another 50 years.
Via the new contract, the City will be a full participant in the regional water conservation
program led and managed by SPU. The City’s customers will have full access to all the
water conservation programs, including rebate programs, the regional program has to offer.
The City anticipates a significant decrease in consumption as a result. Additionally, the
contract provides for the sale of water to Renton. Renton plans to meet its water demand
needs that cannot be met by way of its own sources of supply and/or via storage by
purchasing water from SPU.
Currently, the City has ten metered connections to SPU transmission mains. See Chapter
2, Table 2.3 for specific information.
Please refer to Chapter 7 - System Analysis and Chapter 9 - Capital Improvement Program,
for further discussion of projected system deficiencies in the context of source of supply and
water rights.
6.5 INTERTIES
The City’s interties are described in Chapter 2 as part of the description of existing facilities.
The following is a summary of recent upgrades made to some of the interties with SPU: in
2010 a flow control valve and the related SCADA interfaces were added to the Longacres /
Bow Lake Pipeline connection (PRV Station 24), and in 2011 flow meters and the related
SCADA interfaces were added at the Tiffany Park Booster Pump Station (connection to
SPU Cedar River Pipeline No 1) and at the Fred Nelson Booster Pump Station (connection
to the SPU Bow Lake Pipeline – a.k.a. Cedar River Pipeline No. 4).
The City and Seattle Public Utilities signed a wholesale supply contract in May 2011. The
contract provides for SPU to supply water to the City of Renton. The contract period is 2012
through 2062. The City plans to use this supply to meet demand above its existing water
rights in combination with additional equalizing storage.
6.6 WATER QUALITY PLAN AND TREATMENT
The City performs regular water quality monitoring of its system as described in Chapter 8 -
Operations and Maintenance, and as required by WAC 246-290-300. The City’s water
quality at its supply sources, storage facilities, and within its distribution system
satisfactorily meets state and federal requirements on a regular basis.
December 2012 6-12
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
The City maintains water quality within its system through the following approaches:
1. Routine system flushing within its distribution system in order to maintain satisfactory
water quality.
2. A main replacement program to eliminate dead end mains and replace cast iron,
asbestos cement, and old steel pipes.
3. Installation of pH meters at all well sites in order to better manage pH and as a result
reduce corrosion within the system.
It is recommended that the City take the following actions as part of its water quality
planning programs:
The City should continue to track proposed new water quality laws, such as revisions
to the Total Coliform Rule and Lead & Copper Rule, and other rules and regulations
being considered by the EPA and DOH (e.g., contaminates being examined UCMR 3)
in order to plan for any impacts on its water system and its operation to ensure
planning is in place to comply with the potential impacts of these regulations. At this
time it is not possible to determine the impact of several proposed rules.
The City should continue to implement its corrosion control treatment improvements
as necessary to reduce levels of corrosion within the distribution system and private
plumbing.
6.6.1 Existing Water Quality
A review of the City's water quality testing records indicates that overall water quality is
excellent with only minor problems related to aesthetic problems caused by iron,
manganese, and hydrogen sulfide. These are secondary contaminants that do not affect
public health. Consequently, treatment is necessary only to minimize nuisance and
aesthetic related problems such as odor and discoloration. All testing for bacteria (total
coliforms) has been less (1.3%) than the MCL (5%) during the past six years. However, the
City’s water is corrosive, and therefore is treated to prevent corrosion-related water quality
problems.
6.6.2 Treatment
Gaseous chlorine or sodium hypochlorite (Maplewood wells) is added to all of the City's
sources for disinfection and sodium fluoride is also added to prevent dental caries / cavities.
Sodium hydroxide is added at Wells RW-1, RW-2, RW-3, PW-8, PW-9, and EW-3, as well
as at Springbrook Springs, to raise the pH of the water delivered to the distribution system
for pH control. The Maplewood treatment facility treats water from wells PW-11, PW-12,
and PW-17.
December 2012 6-13
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
The Maplewood Treatment Plant performs the following functions:
Removes hydrogen sulfide by converting it to sulfate by adding oxygen (granular
activated carbon is used as a catalyst).
Removes manganese using green sand filters.
Converts ammonia in the water to nitrogen gas by reacting it with sodium hypochlorite
in a contact basin.
A sequestering agent (Aqua Mag) is used in Well 5A to treat for iron and manganese. Since
there is also naturally occurring ammonia in the water at Well 5A, the chlorine dosage is set
to create monochloramines for disinfection. From an aesthetics perspective the existing
treatment is marginal (taste, odor and staining problems still exist). Because of this the
source is used sparingly. Aqua Mag is also added at the West Hill Booster Pump Station
and PRV Station 20 in the Renton Hill area for corrosion control because of the significant
number of cast iron distribution pipelines in these areas.
Table 6.3 details the current source treatment goals and effectiveness.
6.6.3 Water Quality Monitoring
The City has implemented a comprehensive and proactive water quality monitoring
program. It includes monitoring for operations, regulatory monitoring to meet the
requirements of the federal Safe Drinking Water Act, and monitoring to manage the City's
aquifers. Monitoring operations measure chlorine levels and pumping rates for each
production well, sample polyphosphate levels, and take pH measurements as part of the
corrosion control program. Regulatory monitoring measures bacteria, organic and inorganic
chemicals, trihalomethanes, and disinfection byproducts radionuclides, lead and copper in
the water. The sampling is performed at locations and with the frequencies required by
state and federal regulations. Aquifer monitoring is used to identify any contamination and
to track water level of the aquifer in compliance with state and federal drinking water rules.
This program is described in detail in Appendix N of this Water System Plan Update.
Water quality sampling is the responsibility of the water maintenance supervisor and is
carried out on a daily basis by a team of utility technicians. In addition to ensuring that water
treatment and maintenance are performed effectively, the water maintenance supervisor is
responsible for ensuring that monitoring is carried out and for managing water quality data
and records both for routine and special monitoring programs.
The Water Maintenance Division maintains a water quality laboratory located at the City
shops building at 3555 SE 3rd Avenue. The City's water quality laboratory is equipped to do
analysis for turbidity, chlorine residual, fluoride residual, pH, and temperature.
December 2012 6-14
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
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December 2012 6-15
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
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No. Not yet in CIP
December 2012 6-16
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
Microbiological and certain physical and chemical parameters are analyzed by locally
contracted commercial laboratories. This approach has worked well for meeting the City's
sampling and testing needs. The City also maintains nine mechanical type well sampling
pumps for extracting water quality samples from monitoring wells. These pump units can be
used for the collection of all types of water quality samples, including volatile organic
chemicals.
A detailed description of the water quality sampling methods, the sampling locations,
sampling frequency, and record keeping procedures are listed in the Drinking Water Quality
Monitoring Program included as Appendix H. The estimated costs for the City's water
quality monitoring are included in Chapter 8, Operations and Maintenance.
6.6.4 Corrosion Control Program
6.6.4.1.1 Lead and Copper Rule
In the past, there were relatively high copper levels, and occasionally high lead levels, at
home taps because of the relatively low pH of the downtown wells (RW-1, RW-2, RW-3,
PW¬8, PW-9, and EW-3) and Springbrook Springs water supplies. The raw water pH range
is 6.3 to 6.6 for the downtown wells and about 7.2 for the Springs. Treatment with gaseous
chlorine depresses the pH to slightly below the 6.3 to 6.6 range. Without pH adjustment, the
levels in the distribution system typically range from 5.9 to 6.4. Water with pH less than 7.5
is aggressive in leaching copper and lead from the pipelines.
A secondary corrosion-related concern is iron levels and associated colored water
occurrences in areas of the distribution system with old, unlined cast iron and steel pipe.
Lower pH levels often cause heavy corrosion of the iron and scale buildup, which can result
in red water complaints when flushing or if there are surges in flow in the pipelines.
6.6.4.1.2 Corrosion Protection: Source of Supply
As a result of the low pH levels, the City has added corrosion control treatment to its
downtown wells and Springbrook Springs. Sodium hydroxide is added to these sources to
raise the pH to between 7.5 and 7.7.
The pH of the raw water from the Maplewood wells (PW-11, PW-12, and PW-17) is
approximately 8.1 and that of the treated water is about the same. Well 5A water has a pH
of approximately 8 and phosphate inhibitor can be added. The Corrosion Control
Recommendation Report (March 1995) found that no additional corrosion control treatment
processes are required for these sources.
6.6.4.1.3 Corrosion Protection: Distribution Mains
Since about 1976 the City has required that all water mains installed in the City be cement-
lined ductile iron pipe. Additionally, since 1980 the City has required that water mains
installed in high resistivity soils be wrapped in polyethylene. Beginning in 1994, the City
December 2012 6-17
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 6/Ch06.docx
specifications have required that all water mains be wrapped in polyethylene. These
requirements were established to reduce the internal and external corrosion of water mains.
In a few of the locations where the City’s water mains are within the influence area of other
utility lines that are protected with impressed current cathodic protection systems, the City’s
water mains are electrically bonded and/or protected with sacrificial anodes. Test stations
are installed. Testing is random and infrequent at this time.
6.6.4.1.4 Corrosion Protection: Steel Reservoirs and CT Pipeline
Three of the City’s seven steel reservoirs are protected with impressed current cathodic
protection systems (Mt Olivet, Highlands 565, and Rolling Hills 590). The West Hill reservoir
has an impressed current cathodic protection system installed, but so far there has not
been a need to energize it. The seven reservoirs are inspected by a corrosion control
consultant approximately every five years. The inspections examine the protective coatings
as well as the cathodic protection systems. The interior and exterior protective coatings are
repaired and/or replaced as recommended by the consultant. Impressed current systems
are checked annually. Adjustments and maintenance actions are made to the impressed
current systems based upon the consultant’s recommendations. The CT Pipeline used to
provide primary disinfection for wells RW-1, RW-2, and RW-3 has an impressed current
cathodic protection system installed but there has not been a need to energize it.
6.7 STATE AND FEDERAL REGULATORY REQUIREMENTS
This section presents the current water quality standards of DOH and the EPA through the
Safe Drinking Water Act (SDWA). The City should continue to track new water quality
regulations, offer comments on draft rules as appropriate, and plan for any additional
monitoring and/or treatment as may be required. The following subsections contain
descriptions of specific rules that are new or pending or have special requirements for the
City in addition to requirements of the federal SDWA. All rules that are included in the
SDWA and that apply to Renton are shown in Table 6.3. Water Quality Monitoring Report
for the Year 2011 (Appendix H) provides an illustration of the current monitoring
requirements for the system as well as State Waivers that currently apply to the system.
6.7.1 Total Coliform Rule
The City's water system is classified as a Group A public water system according to DOH.
Drinking water samples must be collected for bacteriological analysis from representative
points in the distribution system at regular time intervals. The number of water samples is
dependent upon the population being served by the system. The City is required to have a
Coliform Monitoring Plan on file and approved by DOH. This plan identifies coliform
monitoring locations and sampling procedures. The City’s Coliform Monitoring Plan is
included as Appendix A of the Drinking Water Quality Monitoring Program, Appendix H of
the Water System Plan. Testing for bacteria (total coliforms) has been less than the MCL
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(5%) during the past six years. The range has been between 1.0% (in 2010) and 3.3% (in
2008) with the median being 1.5%.
6.7.2 Stage 1 & 2 Disinfectants and Disinfection Byproducts Rules
Because Renton uses chlorine for disinfection, it needs to meet the requirements of the
Stage 1 and Stage 2 Disinfectants / Disinfection Byproducts Rules (D/DBPR). It meets
these requirements of the Stage 1 D/DBPR and has been collecting and testing samples in
preparation for meeting the Stage 2 D/DBPR. For the City of Renton routine monitoring for
the Stage 2 D/DBPR begins on October 1, 2012. See Appendix H, Drinking Water Quality
Monitoring Program of this plan for details.
Table 6.4 Existing and Future Requirements of the Safe Drinking Water Act
Regulation Effective /
Compliance Dates
Regulation Summary and City Status
Existing Requirements
Total Coliform Rule
(TCR)
Effective December 1990 The City meets the requirements of
this rule.
Ground Water Rule Effective November
2006.
Compliance by
November 2010.
The City meets the requirements of
this rule.
Inorganic Chemicals
(IOCs)
Various The City meets the requirements of
the rules regulating these
contaminants.
Arsenic Rule Effective January 2001.
Compliance by January
2006.
The City meets the requirements of
this rule.
Radionuclides Effective December
2003.
Compliance by
December 2006.
The City meets the requirements of
the rules regulating these
contaminants.
Lead and Copper Rule Various The City meets the requirements of
the rules regulating these
contaminants.
SOCs and VOCs Various The City meets the requirements of
the rules regulating these
contaminants.
Stage 1 Disinfectants /
Disinfection
Byproducts Rule
Effective December
1998.
Compliance by January
2004.
The City meets the requirements of
this rule.
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Table 6.4 Existing and Future Requirements of the Safe Drinking Water Act
Regulation Effective /
Compliance Dates
Regulation Summary and City Status
Stage 2 Disinfectants /
Disinfection
Byproducts Rule
Effective January 2006.
Compliance by October
2012.
Renton is a “Schedule 2” system.
Received 40/30 Certification. Must
submit a Stage 2 DBPR Compliance
Monitoring Plan to DOH and begin
complying with the monitoring
requirements prior to October 1, 2012.
Must begin complying with rule
requirements to determine compliance
with the operational evaluation levels
for TTHMs and HAA5s prior to July
2013.
Lead and Copper Rule
Short-term Revisions
As per the Washington
State DOH the
anticipated effective date
is October 2011.
The purposes of the proposed Short-
Term Revisions are: clarifying
monitoring requirements, improving
consumer awareness and modifying
lead service line replacement
requirements.
Future Requirements
Revisions to the
Total Coliform Rule
(RTCR)
Proposed rule
published July 14,
2010.
Final rule scheduled
for promulgation in
2012.
The City is monitoring the
development of the rule.
The City does not anticipate any
problems complying with the
revisions.
Perchlorate In 2009 the EPA
decided to reverse its
prior decision not to
regulate perchlorate.
In February 2011 the
EPA decided to
regulate perchlorate.
In its February 2011
announcement the
EPA stated it expects
to publish a proposed
regulation by February
2013 and promulgate a
final regulation by
August 2014.
The City is monitoring the
development of the rule.
The City tested all of its sources for
perchlorate in 2002 and 2003 (and
Maplewood Well field in 2009) and did
not detect any perchlorate.
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Table 6.4 Existing and Future Requirements of the Safe Drinking Water Act
Regulation Effective /
Compliance Dates
Regulation Summary and City Status
Lead and Copper
Rule Short-Term
Revisions
EPA published final
rule changes in
October 2007.
DOH plans to
implement changes
prior to the October
2011 deadline.
The City is monitoring DOH’s
implementation of the rule.
Potential changes: flushing guidance
and sample collection after service
line replacement, lead service line
replacement programs, sample site
criteria, corrosion control guidance,
and tap sampling issues.
Unregulated
Contaminant
Monitoring Rule 3
(UCMR 3)
As proposed the
sampling would occur
during the period 2013
through 2015.
The proposed
monitoring includes
two viruses and 28
unregulated chemical
contaminants.
The City is monitoring the
development of the rule.
Fluoride The US Department of Health and
Human Services has requested
comment on lowering the
recommended level of fluoride to 0.7
mg/L.
The City is monitoring both the EPA
and DOH response to the request.
6.7.3 Ground Water Rule
The Ground Water Rule went into effect November 1, 2010. The City is complying with the
rule. The City plans to add 4-log treatment of viruses and compliance monitoring to the
following sources: PW-8, PW-9, EW-3, and Springbrook Springs. The following sources
already have 4-log treatment of viruses and compliance monitoring: RW-1, RW-2, RW-3,
PW-11, PW-12, and PW-17. See Chapters 2, Existing System and Chapter 9, Capital
Improvement Program for discussion of the addition of treatment and Appendix H, Drinking
Water Quality Monitoring Program of this plan for details.
6.7.4 Radionuclides Rule
The City is complying with the rule. During the last sampling and testing period (June 2010)
the levels of Gross Alpha particles and Radium 228 were below the detection limit. See
Appendix H, Drinking Water Quality Monitoring Program of this plan for details.
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6.7.5 Inorganic Chemical Analysis
The City is required by DOH to take samples for inorganic chemical analysis at the source
after treatment. The complete inorganic chemical and physical analysis shall include the
primary and secondary chemical and physical drinking water contaminants. The analyses
on its well sources must be performed is every three years, except that nitrate must be
monitored annually.
6.7.6 Organic Chemical Analysis
Volatile organic chemicals (VOCs) and synthetic organic chemicals (SOCs) are monitored
in all of the City's wells. Organic chemical monitoring standards require one sample every 3
months during the first 12 months. However, if no contaminants are detected in the first
sample of a groundwater source, the purveyor shall sample that source once more during
the 12-month period. If no chemicals are verified after the initial 12 months of monitoring,
the purveyor shall monitor each source at least once every 36 months. Water must be
sampled from each source and must be collected after the water has been treated.
Recent chemical analyses of the City's supply sources show no contamination from VOCs
or SOCs. The City must test for trihalomethanes at all wells once a year since they are
chlorinated.
In the late 1980s tetrachloroethylene (PCE) was detected in the downtown wells. The
source was found to be condensate from a dry cleaning business that leaked into the
ground through a broken side sewer. In 1997 PCE was detected in the downtown wells
again. This time the source was determined to be a wash water basin at the Stoneway
Concrete site adjacent to Cedar River Park. Well 8 was continuously pumped to waste to
clear up the contamination. Recent VOC tests of the downtown wells do not show any PCE
contamination.
Positive tests for VOCs occurred at PW-5A in 1994. The positive sample in PW-5A was
determined to be from a poorly cured coating on the well casing. The City cleaned and
purged the well and sandblasted the coating. The City flushes this well for approximately 20
minutes each time it is used prior to connecting to the system. Since this operational
modification was implemented, no VOCs have been detected.
The state has a susceptibility assessment program which enables water systems to bypass
the required quarterly sampling for VOCs the first year. Reduced monitoring is allowed if a
susceptibility assessment of the water system indicates a low or moderate vulnerability to
contamination. The City submitted a susceptibility assessment to the DOH. Table 6.7 of the
susceptibility assessment lists the ratings given to each well by the DOH and the required
testing. These susceptibility ratings are also shown in the Water Quality Monitoring Report
for the Year 2011 (Appendix H). Although the susceptibility of Well 5A to contamination is
rated low, quarterly testing for VOCs continues to be required (when the well is being used)
because of the earlier positive test. Ongoing quarterly testing is performed at the downtown
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wells and the Springs because of the medium to high vulnerability of these sources to
contamination. The state has an area waiver program for SOC monitoring. Under this
program, the City can reduce its SOC testing requirements (and costs) at its wells by
participating in the funding of the area waiver program. Several City wells have received
waivers to testing for SOCs (PW-5A, PW-11, PW-12, and PW-17). Renton is participating in
the State Area Waiver Program for sources that did not receive a SOC waiver.
Consequently, SOC testing at these wells has been reduced; the testing program for these
sources is described in the City’s Drinking Water Quality Monitoring Program, Appendix H.
6.7.7 Lead and Copper
See discussion above and Appendix H, Drinking Water Quality Monitoring Program of this
plan for details.
6.7.8 Future Regulations
The City is monitoring the developments surrounding the following potential rules and rule
changes:
Revisions to the Total Coliform Rule.
Revisions to the Lead and Copper Rule.
Proposed Perchlorate Monitoring – not anticipated to effect the City of Renton.
Unregulated Contaminant Monitoring Rule 3 (UCMR3) List of Contaminants.
Changes in the recommended fluoride dose.
6.8 WELLHEAD PROTECTION PROGRAM
The 1986 amendments to the federal Safe Drinking Water Act mandated that every state
develop a wellhead protection program to protect ground waters that serve as drinking
water sources for public water supplies. In 1994 DOH adopted Washington Administrative
Code 246-290, which directed Group A public water systems using wells or springs to
implement wellhead protection measures. The City of Renton prepared its Wellhead
Protection Plan, which was approved by DOH in December 1999. An updated Wellhead
Protection Plan is included in this Water System Plan as Appendix L.
DOH stipulates that local wellhead protection programs shall, at a minimum, include the
following elements:
A completed susceptibility assessment.
A delineated wellhead protection area for each well, wellfield, or spring.
An inventory of contamination sources located in the wellhead protection area that
have the potential to contaminate wells or springs.
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Documentation that delineation and inventory findings are distributed to property
owners and regulatory agencies.
Contingency plans for providing alternate sources of drinking water in the event that
contamination does occur.
Coordination with local emergency responders for appropriate spill response
measures.
Compliance with Wellhead Protection Program requirements is part of a broader City effort
referred to as the “Aquifer Protection Program.” The Aquifer Protection Program was
established in 1988 when the Renton City Council designated Aquifer Protection Areas.
The City continues to refer to its program as the “Aquifer Protection Program” rather than
“Wellhead Protection Program” since elected officials and citizens are familiar with this term
after many years of public education. It should also be noted that the Aquifer Protection
Program substitutes the terms “1-year Capture Zone,” “5-year Capture Zone,” and “10-year
Capture Zone,” as appropriate, for the term “Wellhead Protection Area.”
The City of Renton obtains most of its drinking water supply from shallow aquifers and a
spring that are susceptible to contamination. The aquifer has received “sole source”
designation from the EPA. As part of its Aquifer Protection Program, the City has enacted
aquifer protection regulations to protect the aquifers used as potable water supply sources
from contamination by hazardous materials. The regulations include restrictions on
hazardous material quantities, storage, and handling; land use restrictions; facility operating
standards; construction activity standards; fill quality standards; and other measures
intended to prevent contamination.
Other components of the Aquifer Protection Program include public education, aquifer
water quality and level monitoring, coordination with emergency responders, and
coordination with surrounding land use authorities on groundwater protection issues.
Please refer to Appendix L for further details.
6.9 SYSTEM RELIABILITY
Renton continues to meet its responsibility to its customers and as a water purveyor by
addressing the reliability of the water system through the quality and condition of its
facilities described earlier in this chapter; through system redundancy; and through the
development and implementation of its Vulnerability Assessment and its Water Shortage
Response Plan.
6.9.1 Reliability Efforts
The City continues to provide reliable water service to its existing customers and plan for
long-term reliability of its system for its sources and its distribution network. The City’s
primary supply is from its downtown wells, which provide water from the Cedar Valley
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Aquifer and Springbrook Springs. There is an emergency well (EW-3) that can be used in
the event that the main wells are unavailable. In addition to the Cedar Valley Aquifer, the
City can supply its system from two different sources within its service area, the Maplewood
Aquifer (supplemental; not additive) and Well PW-5A.
In 2007 the City added emergency electrical generation facilities to supply power to Wells
RW-1, RW-2, and RW-3 and to Mt Olivet and North Talbot booster pump stations. See
Chapter 2, Existing System and Chapter 9, Capital Improvements Program for further
discussion of existing and planned emergency backup power.
In addition to its own sources of supply, the City also has eleven existing interties with three
neighboring water utilities (plus two 10-inch supply lines to the Renton Boeing Plant from
Seattle).
The City is also actively participating in and is studying other options for reducing demands
and/or providing additional supply. These options include the City’s ongoing Conservation
Plan, a future aquifer recharge study, and the continuing examination of opportunities for
the use of reclaimed water.
6.9.2 Water Shortage Response Planning
The City developed a Water Shortage Response Plan in 1989 to meet its responsibility for
planning for emergencies or other short- or long-term shortages that may occur. The City
will update its Water Shortage Response Plan in 2012.
6.10 LONG-RANGE WATER SUPPLY PLANNING
The City has been decisive and progressive in its water supply planning. As discussed
elsewhere in this chapter, the City has pursued and secured independent sources of supply
as well as supplemental sources and wholesale supply. The City has pursued its
independent acquisition of water sources in order to maintain control over this utility, which
is vital to the public health and economic well being of its customers. An important
consideration has also been concern with the cost of water supply and the desire to keep
water rates low and competitive with neighboring systems and with the region as a whole.
As discussed above the predicted range in time that the City’s annual water rights will meet
demand is large. Whether or not Well PW-5A is available as a source affects that predicted
range. A key decision to be made is whether or not to invest in additional treatment for Well
PW-5A or purchase larger amounts of water from SPU. Before investing a large amount of
money for treatment of the PW-5A water the City will need to better determine the extent
and capacity of the aquifer upon which the well draws.
The City will pursue several different approaches to supplement its peak demand
requirements (20-year and longer planning period). This includes expanded conservation
efforts and strategies, additional storage, the purchase of wholesale water from SPU,
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perfecting additional Qi water rights (Maplewood wells) and the possible use of other
technologies such as reclaimed water and aquifer recharge.
The City actively participates with other water systems on regional planning, supply, and
operating issues. For example, Renton is a member of the East King County Regional
Water Association and the Water Conservation Coalition of Puget Sound. Another example
is the City’s participation in the recent Puget Sound Regional Water Supply Outlook Study,
which assessed the supply sources of the Central Puget Sound Region, explored ways that
systems can support each other, and evaluated regional supply options to meet future
needs. Under the City’s new contract with SPU, Renton will be participating in the Seattle
Regional Supply System (SRSS) via its attendance and participation at SRSS Operating
Board meetings.
6.10.1 Regional Water Supply Issues
The City of Renton draws its supply, primarily from aquifers in the lower reaches of the
Cedar River Watershed. The Cedar Valley aquifer in particular is relatively shallow.
However, there is no evidence from studies conducted to date that the City’s water use has
an impact on flows in the Cedar River. The Muckleshoot Indian Tribe has an interest in the
Cedar River and its fishery resources. The Tribe is concerned with low stream flows that
can affect water quality. Renton is monitoring the River as a condition of its water rights and
will continue to cooperate with the other parties in the management of this resource.
SPU is the regional water purveyor for much of King County. It serves most of the cities and
water districts in the vicinity of Renton. Renton itself has agreements with Seattle for supply
as already discussed. In recent years, SPU has implemented a successful conservation
program that has delayed the need for new sources.
The water utilities in the Puget Sound Region have individually and collectively addressed
future sources of supply to meet their future needs. SPU has constructed a 120-mgd water
filtration plant on its Tolt River source. This improvement in water quality meets current
water quality standards and allows SPU to make better use of the Tolt source to meet
existing and future demands.
The City of Tacoma is the regional system to the south, serving much of Pierce County and
some areas in south King County. Tacoma has completed construction of its second supply
project. This involves a second supply pipeline from its Green River source which adds
another 60 cfs of supply to the Tacoma system. The Tacoma Second Supply Project serves
a number of water districts in south King County, some of which are also supplied by SPU.
See: http://www.mytpu.org/tacomawater/water-system/supply/regional-water-
supply/Default.htm
The Growth Management Act requires cities in Washington State to prepare 20-year plans
for their future development, including the provision of adequate water supply to support
this growth. This has raised concerns with many water utilities because they are often not
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consulted when the land use planning and economic development decisions are made for
GMA and many water systems are reaching the capacity of their sources and don’t have
the necessary future capacity to meet GMA projections. In addition, the process of
obtaining water rights in Washington State has become extremely difficult and time-
consuming because of concerns over instream flows and the suspected influence of
groundwater withdrawals on stream flows.
The current situation has prompted water systems in the Central Puget Sound area to
pursue new source development as a top priority. The Cascade Water Alliance was created
several years ago with participation of many of the water systems in King County to pursue
new regional supplies as an alternative, or in conjunction with SPU and Tacoma. Many of
the same systems have also participated in the Puget Sound Outlook Study, which included
water utilities in King, Pierce, and Snohomish Counties.
As a result of planning by individual water utilities and the efforts of the consortiums
mentioned in the previous paragraphs, a number of regional projects have been proposed.
The following list describes two of these regional solutions:
The Cascade Water Alliance has purchased water rights formerly held by Puget
Sound Energy for hydroelectric generation on the White River, including storage in
Lake Tapps and is currently working to get approval to use Lake Tapps as a
municipal water supply.
The Snohomish River Regional Water Authority acquired a 36-mgd water right
formerly used by Weyerhauser (S1-10617C) for its now abandoned plant in Everett.
Various schemes have been proposed for delivering this water to utilities, including
some in King County. Use of the water right continues to be under study.
The water supply situation is continually changing with alternatives proposed, studied, and
sometimes put on the shelf. A number of other alternatives have been considered including
the North Fork Tolt River, Snoqualmie Aquifer under the Middle Fork of the Snoqualmie
River, the North Fork Snoqualmie River, direct withdrawal from Lake Washington, and even
sources as far away as the Skagit River. At the present time, none of these appear to be in
serious contention as the next source due to water rights or environmental, cost, or
institutional issues.
As a participant in forums proposing new supplies, the City of Renton is keeping itself
involved and informed of new developments. It will make decisions and act as appropriate
to preserve its current supply and/or to participate with other utilities in new or alternative
source development.
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6.11 RECOMMENDED WATER SUPPLY IMPROVEMENTS
Recommended improvement projects for water supply can be grouped into the main areas
of interties, water quality, and reliability. Specific projects associated with the supply
projects are included in Chapter 9.
It is recommended that the City maintain and/or renew its existing intertie agreements with
adjacent purveyors as well as pursuing additional new interties in order to improve reliability
and to help supplement future peak demands. This would include renewing its agreement
with Seattle.
System reliability can be improved through several approaches that include security and
system redundancy. The City has identified several security improvements that are included
in its six-year CIP. As redevelopment occurs, the City can improve system reliability by
considering options for new PRVs and other control valves that provide additional supply to
zones.
Additional possible projects for improving supply reliability are aquifer recharge and the use
of reclaimed water. The City has not investigated artificial aquifer recharge, but plans to
proceed with a study within the next 20 years to look at the feasibility of such a project. The
use of reclaimed water has been attempted by the City with limited success to date.
Feasible alternatives for using reclaimed water are not anticipated within the next six years.
The City has completed the King County Water Reclamation Evaluation Checklist and it is
provided as Appendix M.
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Chapter 7
SYSTEM ANALYSIS
7.1 INTRODUCTION
The purpose of this chapter is to summarize the City’s water distribution system deficiencies,
by evaluating the capacity of storage facilities, pump stations, and pipelines. The evaluation
of the pipeline capacities was conducted using the City’s hydraulic model. Evaluations of the
remaining utilities were conducted in Microsoft Excel. Improvements identified in this chapter
are summarized in the Capital Improvements Plan (CIP) in Chapter 9.
7.2 OPERATIONAL AREAS
For the purpose of evaluating storage and pumping capacity, the City’s water distribution
system was divided into seven different operational areas, which feed fifteen pressure zones.
Table 7.1 summarizes the various operational areas and their associated pressure zones.
Figure 7.1 provides an overview of the City’s operational areas and pressure zones;
Figure 7.2 presents the hydraulic profile color-coded according to operational areas.
Table 7.1 Operational Areas and Pressure Zones
Operational Area Pressure Zone
Valley Operational Area Valley 196 Pressure Zone
West Hill 495 Operational Area West Hill 300 Pressure Zone
West Hill 495 Pressure Zone
Earlington 370 Pressure Zone
Highlands 435 Operational Area Highlands 435 Pressure Zone
Kennydale 320 Pressure Zone
Kennydale 218 Pressure Zone
Highlands 565 Operational Area Highlands 565 Pressure Zone
Rolling Hills 590 Operational Area Rolling Hills 590 Pressure Zone
Rolling Hills 395 Pressure Zone
Rolling Hills 490 Operational Area Rolling Hills 490 Pressure Zone
Scenic Hill 370 Pressure Zone
East Talbot Hill 300 Pressure Zone
Talbot Hill 350 Operational Area Talbot Hill 350 Pressure Zone
Talbot Hill 270 Pressure Zone
East Talbot Hill 300 Pressure Zone
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SE 128th St
SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley Rd
Maplewood
BPS
West Hill BPS
HighlandsBPS HazenReservoir
Houser
Way BPS
Fred
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PW-8
PW-9
EW-3
North
Talbot BPS
South
Talbot BPS
Tiffany
Park BPS
PW-12
PW-11
PW-17
Rolling
Hills BPS
Monroe
Avenue BPS
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Mt Olivet
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West Hill
Reservoir
South
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North Talbot
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RW-1, 2 & 3
Springbrook Springs
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Springbrook Springs
Treatment Plant
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Rolling Hills
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Maplewood
Chlorination
Facility
Maplewood
Clearwell
Lake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Kent
Intertie
SWD Station #36
SWD Station #39
SWD Station #37
SWD Station #34
SWD Station #33
SWD Station #38
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Tukwila
Intertie
Boeing
CSTC Fire
Coal Creek IntertieWD 90/Renton
Intertie
Renton/Seattle
Intertie
Boeing Plant Meter -
East and West
Figure 7.1
Water Facility Locations
Water System Plan Update
City of Renton
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Roads
Waterbody
Retail Water Service Area
Pressure Zones
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
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7.3 PUMP STATION ANALYSIS
The City’s pump stations were evaluated to ensure adequate capacity is available to serve
future demands. The City’s design criteria is to provide sufficient reliable sources / pumps to
provide the maximum day demand (MDD) for each operational area with the largest pump
or source out of service. For the purpose of this study, the term “reliable” refers to a pump
station or source of supply that has back-up power. The term “redundant” refers to a pump
station or source of supply that can meet demands with the largest pump or well out of
service. This section describes the capacity of the existing system and system
recommendations to meet identified deficiencies.
7.3.1 Existing System
The source and pumping capacity of each operational area was compared to the projected
MDD for 2017 and 2031 in the following sections.
7.3.1.1 Valley
The Valley reliable sources include the Downtown Wells (total capacity of 11,400 gallons
per minute (gpm) from RW1, RW2, RW3, PW8, PW9 and standby EW-3), Springbrook
Springs (1,050 gpm) and the SPU connection at Bow Lake (2,800 gpm). The total reliable
source capacity for the Valley Operational Area is 15,250 gpm. The largest of these
sources is Well 8 at 3,500 gpm. When Well 8 is taken out of service, emergency well EW-3
can be placed in service (at 1,500 gpm) bringing the reliable, firm capacity of the Valley
Operational Area to 13,250 gpm.
In addition to serving the Valley Operational Area, the Valley sources also provide source
capacity to all the higher zones with the exception of the West Hill 495 operational area. For
this analysis, the West Hill Operational Area is assumed to be served by the Dimmit BPS
and the SPU connection as described in the following section. The Valley sources need to
supply the higher zones with 5,763 gpm in 2017 and 7,396 gpm in 2031. These supplies
need to be accounted for when comparing the Valley sources with the Valley’s MDD. This
comparison is summarized in Table 7.2. As shown in the table, the available source
capacity within the Valley is sufficient to fulfill the MDD of the Valley Operational Area and
the higher Operational Areas that depend on the Valley sources.
7.3.1.2 West Hill 495
The reliable sources within the West Hill 495 Operational Area include a 700-gpm SPU
connection at Station 38 (PRV 35), 1,000 gpm from the West Hill BPS (the West Hill BPS
only has sufficient back-up power for 1,000 gpm), and 1,600 gpm from Skyway’s Dimmit
BPS. The total reliable source / pump capacity of the West Hill 495 Operational Area is
3,300 gpm. Of these sources, the largest pump / source is the 1,000 gpm pump from the
West Hill BPS, bringing the firm, reliable pumping / source capacity to 2,300 gpm. This
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amount exceeds the MDD of the West Hill 495 Operational Area in both 2017 and 2031. A
comparison of the projected MDD and the redundant source capacity for the West Hill 495
Operational Area is presented in Table 7.3, and demonstrates that there is sufficient
capacity to meet the MDD in the West Hill 495 Operational Area.
Table 7.2 Valley Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 3,590 4,306
Available Reliable Sources, gpm
Downtown Wells 11,400 11,400
Springbrook Springs 1,050 1,050
SPU 2,800 2,800
Total Source Capacity, gpm 15,250 15,250
Redundant Source Capacity, gpm(1) 13,250 13,250
Offsite MDD, gpm
Highlands 435 Operational Area 2,444 3,083
Highlands 565 Operational Area 1,583(2) 2,438(2)
Rolling Hills 590 Operational Area 597 639
Rolling Hills 490 Operational Area 458(3) 507(3)
Talbot 350 Operational Area 681(3) 729(3)
Total Offsite Demands, gpm 5,763 7,396
Total Reliable, Redundant Capacity, gpm 7,487 5,854
Notes:
1. Largest source = Downtown Well 8 (3,500 gpm). If this well were to fail, its capacity could be
partially replaced by Emergency Well EW-3 (at 1,500 gpm).
2. Assumed that the Highlands 565 MDD is reduced by 1,500 due to supply from Maplewood. The
use of this supplemental supply plus 1,500 gpm from Emergency Well EW-3 (total of 3,000 gpm)
used in conjunction with the remaining working Downtown wells is 500 gpm less the than the Qi
water rights of the Cedar River Valley wells (11,400 gpm).
3. Sufficient capacity can be provided from the Valley, so that the SPU source is not required.
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Table 7.3 West Hill 495 Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 889 1,051
Available Reliable Sources, gpm
West Hill BPS 1,000 1,000
Dimmit BPS (Skyway) 1,600 1,600
SPU 700 700
Total Source Capacity, gpm 3,300 3,300
Redundant Source Capacity, gpm (1) 2,300 2,300
Notes:
1. Largest source = West Hill BPS since the largest pump at the Dimmit BPS is limited to a capacity
of 700 gpm.
7.3.1.3 Highlands 435
The reliable sources within the Highlands 435 Operational Area include the Houser Way
Booster Pump Station (BPS) at 4,800 gpm, and the Mt Olivet BPS at 4,350 gpm. The total
reliable source / pump capacity of the Highlands 435 Operational Area is 9,150 gpm. Of
these sources, the largest pump / source is the 2,050 gpm pump from the Houser Way
BPS, bringing the firm, reliable pumping / source capacity to 7,100 gpm.
In addition to serving the Highlands 435 MDD, the Highlands 435 sources also supply the
Highlands 565 Operational Area. The Highlands 565 Operational Area can also be supplied
from the Maplewood system (at 1,500 gpm, summarized in the following section). The
Highlands 435 sources needed to supply the Highlands 565 Operational Area were
determined by subtracting 1,500 gpm from the Highlands 565 MDD. The Highlands 435
sources need to supply the higher zones with 1,583 gpm in 2017 and 2,438 gpm in 2031.
The comparison of the Highlands 435 sources to the Highlands 435 and 565 demands is
summarized in Table 7.4. As shown in the table, the available source capacity within the
Operational Area is sufficient to fulfill the MDD of the Highlands 435 Operational Area.
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Table 7.4 Highlands 435 Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 2,444 3,083
Available Reliable Sources, gpm
Houser Way BPS 4,800 4,800
Mt Olivet BPS 4,350 4,350
Total Source Capacity, gpm 9,150 9,150
Redundant Source Capacity, gpm(1) 7,100 7,100
Offsite MDD, gpm (Highlands 565) (2) 1,583 2,438
Total Firm, Redundant Source Capacity, gpm 5,517 4,662
Notes:
1. Largest Pump / Source is the Houser Way 2,050 gpm pump.
2. Assumed that Maplewood would supply 1,500 gpm of the MDD from the Highlands 565
Operational Area.
7.3.1.4 Highlands 565
The reliable sources within the Highlands 565 Operational Area include the Highlands BPS
(3,900 gpm) and the Maplewood system (1,500 gpm). The total reliable source capacity is
5,400 gpm. The largest source / pump within the operational area is a 1,500-gpm pump at
the Highlands BPS, bringing the operational area’s firm, reliable capacity to 3,900 gpm.
The Maplewood system can either serve the Highlands 565 Operational Area or the Rolling
Hills 590 Operational Area. For this analysis, it is assumed that it serves the Highlands 565
Operational Area. Additionally, the Maplewood Wells are considered part of the City’s
Cedar River Well system, which includes the Downtown wells (in the Valley). The total
water rights for the Cedar River wells is 11,400 gpm. It was assumed that for the Valley,
Well 8 was out of service (3,500 gpm) and Emergency Well EW-3 was in service. The total
capacity used by the Valley for this analysis was 9,400 gpm, which leaves sufficient
capacity within the Cedar River water right for 1,500 gpm from the Maplewood system.
The comparison of the source capacity and demands for the Highlands 565 Operational
Area is summarized in Table 7.5. As shown in this table, the Operational Area has sufficient
source capacity for 2017, but will be deficient in capacity by 2031.
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Table 7.5 Highlands 565 Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 3,083 3,983
Available Reliable Sources, gpm
Highlands BPS 3,900 3,900
Maplewood 1,500 1,500
Total Source Capacity, gpm 5,400 5,400
Redundant Source Capacity, gpm(1) 3,900 3,900
Notes:
1. Largest pump is the 1,500 gpm pump from the Highlands BPS.
7.3.1.5 Rolling Hills 590
The reliable sources within the Rolling Hills 590 Operational Area include the Rolling Hills
BPS. The Rolling Hills BPS has four pumps (two 2,500-gpm and two 1,000-gpm pumps).
Each pump has back-up power. However, only two pumps can be run at one time, bringing
the total reliable capacity to 5,000 gpm and the firm reliable capacity to 3,500 gpm.
The Maplewood system can either serve the Highlands 565 Operational Area or the Rolling
Hills 590 Operational Area. For this analysis, it is assumed that they serve the Highlands
565 Operational Area.
The comparison of the source capacity and demands for the Rolling Hills 590 Operational
Area are summarized in Table 7.6, and as shown in this table, the Operational Area has
sufficient source capacity for 2017 and 2031.
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Table 7.6 Rolling Hills 590 Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 597 639
Available Reliable Sources, gpm
Rolling Hills BPS(1) 5,000 5,000
Maplewood (assumed in use for 565 zone) 0 0
Total Source Capacity, gpm 5,000 5,000
Redundant Source Capacity, gpm(2) 3,500 3,500
Notes:
1. The Rolling Hills BPS has 4 pumps (2 X 2,500 and 2 X 1,000 gpm). Each has back-up power.
However, only two pumps can be run at one time.
2. The largest pump is one of the 2,500-gpm pumps. If this pump is taken out of service, the
remaining 2,500-gpm pump can be run along with one 1,000-gpm pump.
7.3.1.6 Rolling Hills 490
The reliable sources within the Rolling Hills 490 Operational Area include the North Talbot
BPS at 4,183 gpm, and two SPU connections totaling 1,020 gpm (700 gpm at Station 36
and 320 gpm at Station 37). The total reliable source / pump capacity of the Rolling Hill 490
Operational Area is 5,203 gpm. Of these sources, the largest pump / source is the
1,750 gpm pump from the North Talbot BPS, bringing the firm, reliable pumping / source
capacity to 3,454 gpm.
In addition to serving the Rolling Hills 490 MDD, the Rolling Hills 490 BPS also provides
source capacity to the Rolling Hills 590 Operational Area. The Rolling Hills 490 sources
need to supply the higher zone with 597 gpm in 2017 and 639 gpm in 2031.
The comparison of the Rolling Hills 490 pumping / sources to the Rolling Hills 490 demands
is summarized in Table 7.7, which shows that the available source capacity within the
Operational Area is sufficient to meet the MDD of the Rolling Hills 490 Operational Area.
7.3.1.7 Talbot Hill 350
The reliable sources within the Talbot Hill 350 Operational Area include the South Talbot
BPS (7,800 gpm), 500 gpm from the North Talbot BPS and a 700-gpm SPU connection at
Station 33. The total reliable source / pumping capacity of the Talbot Hill 350 Operational
Area is 9,000 gpm. One of the 3,500-gpm pumps from the South Talbot BPS is the largest
pump within the Operational Area, bringing the firm, reliable capacity to 5,500 gpm.
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The comparison of the source capacity and demands for the Talbot Hill 350 Operational
Area are summarized in Table 7.8. As shown in the table, the Operational Area has
sufficient source capacity for 2017 and 2031.
Table 7.7 Rolling Hills 490 Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 458 507
Available Reliable Sources, gpm
SPU 1,020 1,020
North Talbot BPS 4,183 4,183
Total Source Capacity, gpm 5,203 5,203
Redundant Source Capacity, gpm(1) 3,454 3,454
Offsite MDD, gpm
Highlands 590 Operational Area 597 639
Total Offsite Demands, gpm 597 639
Total Reliable Redundant Capacity, gpm 2,857 2,815
Notes:
1. Largest pump is the 1,750-gpm pump from the North Talbot BPS.
Table 7.8 Talbot 350 Source Capacity Analysis (Existing)
2017 2031
Projected MDD, gpm 681 729
Available Reliable Sources, gpm
South Talbot BPS 7,800 7,800
North Talbot BPS 500 500
SPU 700 700
Total Source Capacity, gpm 9,000 9,000
Redundant Source Capacity, gpm(1) 5,500 5,500
Notes:
1. One of the South Talbot BPS 3,500-gpm pumps is the largest pump in the Operational Area.
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7.3.2 System Recommendations
This analysis found that each of the operational areas had sufficient source / pumping
capacity to meet the demands through 2031, except for the Highlands 565 zone, which was
deficient by 83 gpm of capacity by the year 2031. For this identified deficit, it is
recommended that back-up generators be added to the Monroe Ave BPS, which currently
has an unreliable capacity of 2,500 gpm. Additionally for the West Hill 495 Operational
Area, the City does not have sufficient sources / pumping within the zone to provide the
MDD without resorting to the emergency intertie with Skyway. It is recommended that the
City also add back-up power to the remaining two pumps at the West Hill BPS to avoid
having to use the Skyway intertie for these emergency conditions.
7.4 STORAGE ANALYSIS
The City of Renton reservoir storage requirements are based on the water system
configuration, seasonal and daily variation in water-use patterns, and the reliability of
various water system components. The following section describes the four components of
storage, summarizes the capacity of the existing system to meet the storage needs of each
operational area, and presents recommendations to address any identified storage deficits.
7.4.1 Elements of Storage
Water storage volumes are comprised of four categories including Operational Storage,
Equalizing Storage, Emergency and Fire Flow Storage, and Dead Storage. These
components of storage are shown schematically in Figure 7.3 and are described below.
7.4.1.1 Operational Storage
Operational storage is the volume used on a day-to-day basis to supply the water system
while the sources of supply are in the “off” position. This volume is dependent on the
sensitivity of the water level sensors controlling the pumps and is designed to prevent
excessive cycling of the pump motors. The operational storage for the City’s reservoirs was
determined from the settings in the hydraulic model. These operational volume
requirements are summarized in Table 7.9.
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Table 7.9 Operational Storage Volumes
Reservoir Diameter, ft Height, ft
Operational
Band, ft
Operational Band,
MG
North Talbot (5.0) Varies 26.5 3.71 0.92
Mt Olivet (3.0) 113.5 37.2 0 0.00
West Hill (1.4) 48 103 16.48 0.22
Highlands (2.0) Varies 14.5 2.03 0.40
Highlands (1.5) Varies 14.7 2.23 0.34
Highlands (0.75) Varies 35 5.59 0.10
Hazen (4.2) 80 111.8 5.59 0.21
South Talbot (1.5) 100 27 3.51 0.21
Rolling Hills 590 (0.3) Varies 28 2.75 0.02
Rolling Hills 490 (3) 119 26.5 5.84 0.49
Figure 7.3
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7.4.1.2 Equalizing Storage
Equalizing storage volume is the total volume needed to satisfy the Peak Hourly Demand
(PHD) that exceeds the capacity of the supply system. The State of Washington
Administrative Code (WAC) 246-290-253 requires that Equalizing storage be provided to
provide peak demands and WAC 246-290-230 (5) states:
New public water systems or additions to existing systems shall be designed
with the capacity to deliver the design PHD quantity of water at 30 psi
(210 kPa) under PHD flow conditions measured at all existing and proposed
service water meters or along property lines adjacent to mains if no meter
exists, and under the condition where all equalizing storage has been
depleted.
PHD is calculated using hourly demand data from the season of highest water
consumption. For this plan, hourly demand data during the two-week period of 7/19/2009 to
8/1/2009 was averaged for each hour of the day for each operating area, as shown in Table
7.10. The demand value for the hour of highest demand is considered PHD, while the
average of the 24 hourly demands is MDD.
Table 7.10 Diurnal Summer Demand by Operating Area(1) (in gpm)
Hour Valley West Hill
495
Highlands
435
Highlands
465 Rolling/Talbot
1 3,607 206 2,011 1,605 1,494
2 3,861 146 1,955 1,661 1,411
3 3,926 184 2,050 1,731 1,501
4 4,313 178 2,047 1,888 1,631
5 3,581 252 2,157 2,175 1,647
6 3,067 418 2,468 2,113 1,764
7 2,612 462 2,486 2,257 1,586
8 2,152 519 2,265 2,247 1,404
9 2,877 561 2,177 2,503 1,456
10 2,958 554 2,164 2,379 1,385
11 3,046 500 1,879 2,028 1,331
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Table 7.10 Diurnal Summer Demand by Operating Area(1) (in gpm)
Hour Valley West Hill
495
Highlands
435
Highlands
465 Rolling/Talbot
12 2,654 489 1,795 2,092 1,406
13 2,378 430 1,724 1,844 1,278
14 2,065 411 4,724 1,772 1,202
15 2,153 356 1,606 1,762 1,285
16 1,786 380 1,543 1,815 1,138
17 2,130 430 1,693 1,803 1,206
18 2,572 435 1,958 1,925 1,233
19 2,258 509 2,107 2,311 1,405
20 2,554 613 2,559 2,730 1,646
21 3,448 681 3,149 3,109 1,629
22 3,283 590 2,739 2,837 1,531
23 3,236 431 2,272 2,183 1,546
24 3,419 311 2,145 1,768 1,464
MDD 2,914 419 2,111 2,106 1,441
PHD 4,313 681 3,149 3,109 1,764
Notes:
1. Compiled from hourly demand data collected during the period of 7/19/2009 to 8/1/2009.
Equalizing volume requirements were calculated for each reservoir based on the following
equation:
150 min x (PHD – firm, reliable sources)
where the PHD was calculated based on peak hour to max day peak factors
measured for each operational area.
Table 7.11 summarizes the calculated equalizing volumes for each operational area for the
years 2017 and 2031.
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Table 7.11 Equalizing Storage Volumes
Operational Area PHD / MDD(1) 2017 Equalizing
Volume, MG
2031 Equalizing
Volume, MG
Valley 1.48 0.26 0.31
West Hill 495 1.63 0.08 0.10
Highlands 435 1.49 0.18 0.23
Highlands 565 1.48 0.22 0.29(2)
Talbot 350 1.22 0.02 0.02
Rolling Hill 490 1.22 0.02 0.02
Rolling Hill 590 1.22 0.02 0.02
Notes:
1. PHD peak factor measured for each operational area.
7.4.1.3 Emergency Storage / Fire Storage
Emergency storage volumes are required to supply reasonable system demands during a
system emergency, such as the disruption of the water supply. Disruptions could be caused
by transmission pipeline or equipment failure, power outage, valve failure, or other system
interruptions, as discussed in Chapter 3. The computation of emergency storage
requirements includes consideration of reasonable system disruptions that can be expected
to occur within normal planning contingencies as discussed previously. Other major system
emergencies, such as those created by an earthquake, are covered under emergency
system operation planning.
The Water System Design Manual (August 2001, DOH) recommends that, at a minimum,
the emergency storage not be less than 200 gal/ERU. This factor was used to calculate the
emergency storage requirements. Table 7.12 summarizes the Emergency storage volume
requirements for 2017 and 2031.
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Table 7.12 Emergency Storage Volumes
Operational
Area
2017 2031
ERUs
Emergency
Storage
Volume, MG
ERUs
Emergency
Storage Volume,
MG
Valley 13,838 2.77 20,558 4.11
West Hill 495 1,405 0.28 1,505 0.30
Highlands 435 9.318 1.86 11,505 2.30
Highlands 565 11,637 2.33 14,203 2.84
Talbot 350 2,719 0.54 2,876 0.58
Rolling Hill 490 1,752 0.35 1,978 0.40
Rolling Hill 590 2,309 0.46 2,485 0.50
Since a fire can occur at any time during the day, the fire storage is required by the WAC
(246-290-235). The City of Renton nests their emergency and fire storage. WAC 246-290-
230 (6) states that:
If fire flow is to be provided, the distribution system shall also provide MDD
plus the required fire flow at a pressure of at least 20 psi (140 kPa) at all
points throughout the distribution system, and under the condition where the
designed volume of fire suppression and equalizing storage has been
depleted.
Fire flow demand is the quantity of water required for fire fighting as defined by applicable
water system criteria and fire codes. Fighting fires often places the largest demands on a
water system because a high volume of water must be supplied over a short time. Such
demands require each component of the system to operate at its optimal condition.
Consequently, the Washington State Insurance Service Office (ISO) recommends that
water systems be designed to convey fire flows during a period of MDD with one major
facility out of service.
Fire flows required by existing structures vary within the water service area and are
discussed in more detail in Section 7.5. The current maximum fire demand for each major
operational area is shown in Table 7.13. These fire demands were calculated as the
maximum fire demand in each of the pressure zones that make up the operational area.
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Table 7.13 Maximum Fire Flows
Operational
Area
Flow,
gpm
Duration
hours
Quantity,
MG Location
Valley 6,000 4 1.44 Boeing Plant
West Hill 495 3,000 3 0.54 Sky Lanai Apartments
Highlands 435 5,500 4 1.32 Barbee Mill/Port Quendall
Highlands 565 5,000 4 1.2 QFC
Talbot 350 6,000 4 1.44 Valley Medical Center
Rolling Hill 490 5,000 4 1.2 Eagle Ridge Apartments
Rolling Hill 590 5,000 4 1.2 Rolling Hills Apartments
Since the City nests Emergency and Fire Storage, the nested volume is determined as the
maximum of the emergency and fire volume requirements. This required nested volume is
summarized in Table 7.14 for the years 2017 and 2031.
Table 7.14 Nested Fire and Emergency Volume
Operational
Area
2017 2031
Volume, MG Controlling
Factor Volume, MG Controlling
Factor
Valley 2.77 Emergency 4.11 Emergency
West Hill 495 0.54 Fire 0.54 Fire
Highlands 435 1.86 Emergency 2.30 Emergency
Highlands 565 2.33 Emergency 2.84 Emergency
Talbot 350 1.44 Fire 1.44 Fire
Rolling Hill 490 1.2 Fire 1.2 Fire
Rolling Hill 590 1.2 Fire 1.2 Fire
7.4.1.4 Dead Storage Volume
Dead storage volume is the volume at the bottom of the storage tank that cannot be used
because it is physically too low to be withdrawn from the tank or, if withdrawn from the tank,
would result in distribution system water pressures below the acceptable criteria of 20 psi
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during a fire. Storage volume is considered dead if it is located below the outlet pipe and
cannot be used because of system hydraulic limitations, or it cannot be used because of
water quality problems associated with the volume in this lowest portion of the tank. The
dead volume calculations for each reservoir are summarized in Table 7.15.
Table 7.15 Reservoir Dead Volume
Reservoir (Total
Volume, MG)
Base
Elevation,
ft
Maximum
elevation
within zone,
ft
Required
elevation
at 20 psi,
ft
Outlet
Elevation,
ft
Dead
Volume,
MG
North Talbot (5.0) 173.2 130 176.2 199.7 0.00
Mt Olivet (3.0) 146.9 130 176.2 184.1 2.20
Highlands (1.5) 425.6 365 411.2 440.3 0.00
Highlands (2.0) 425.3 365 411.2 439.8 0.00
Highlands (0.75) 534.1 474 520.2 569.1 0.00
Hazen (4.2) 457.5 474 520.2 569.3 2.36
Rolling Hills 590(0.3) 565.5 476 522.2 593.5 0.00
Rolling Hills 490(3) 458 392 438.2 494.5 0.00
West Hill (1.4) 395.6 396 442.2 498.6 0.63
South Talbot (1.5) 326.6 244 290.2 353.6 0.00
7.4.2 Storage Analysis per Operational Area
The seven operational areas were evaluated as separate systems to ensure each are
provided with the required usable operational, equalizing, fire, and emergency storage
volume, as summarized below.
7.4.2.1 Valley Operational Area
Storage for the Valley Operational Area is contained within the North Talbot and Mt. Olivet
Reservoirs, which have a combined available storage volume of 5.8 MG (8.0 MG less the
total dead volume of 2.2 MG). Table 7.16 summarizes the storage analysis for the Valley.
Based on the analysis presented in Table 7.16, the Valley has sufficient storage through
2031. However, the operational and equalizing storage needs to be available at a minimum
of 30 psi for the highest resident served. The total available reservoir volume available at 30
psi is only 0.12 MG, 1.06 MG less than is required in 2017 and 1.11 MG less than is
required in 2031. To address this issue, the City is in the process of connecting high
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elevation residents within the Valley 196 zone to higher pressure zone infrastructure. These
improvements will provide adequate fire flow pressures to these high elevation residents as
well.
Table 7.16 Valley Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.92 0.92
Equalizing 0.26 0.31
Emergency / Fire Flow 2.77 4.11
Total Required Storage, MG 3.95 5.34
Existing Storage, MG
North Talbot 5.00 5.00
Mt Olivet 0.80 0.80
Total Existing Storage, MG 5.80(1) 5.80(1)
Excess (Deficit) Existing Storage, MG 1.85(2) 0.46(2)
Notes:
1. Volume above 30 psi to highest customer is only 0.12 MG.
2. No total deficiency exists, however the existing reservoirs are unable to provide 30 psi for the
highest customer.
7.4.2.2 West Hill 495 Operational Area
Storage for the West Hill 495 Operational Area is contained within the West Hill Reservoir,
which has an available storage volume of 0.77 MG (1.4 MG less the total dead volume of
0.63 MG). Table 7.17 summarizes the storage analysis for the West Hill 495 Operational
Area.
With the existing reliable sources and reservoirs, the West Hill 495 Operational Area does
not have sufficient storage through 2031. However, as shown in Table 7.3, the West Hill
495 Operational Area does have excess pumping capacity and can pump the PHD for the
Operational Area (1,449 gpm in 2017 and 1,714 gpm in 2031). This excess pumping
capacity can eliminate the need for equalizing storage (0.08 MG in 2017 and 0.10 MG in
2031), resulting in sufficient storage within the West Hill 495 Operational Area.
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Table 7.17 West Hill 495 Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.22 0.22
Equalizing 0.08 0.10
Emergency / Fire flow 0.54 0.54
Total Required Storage, MG 0.84 0.86
Total Existing Storage, MG 0.77 0.77
Excess (Deficit) Existing Storage, MG (0.07) (1) (0.09) (1)
Notes:
1. Deficiency can be met by excess capacity of West Hills BPS.
7.4.2.3 Highlands 435 Operational Area
Storage for the Highlands 435 Operational Area is contained within the two Highlands 435
Reservoirs, which have an available storage volume of 3.5 MG. Table 7.18 summarizes the
storage analysis for the Highlands 435 Operational Area. With the existing reliable sources
and reservoirs, the Highlands 435 Operational Area has sufficient storage through 2031.
Table 7.18 Highlands 435 Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.74 0.74
Equalizing 0.18 0.23
Emergency / Fire flow 1.86 2.30
Total Required Storage, MG 2.78 3.27
Existing Storage, MG
Highlands 435 1.50 1.50
Highlands 435 2.00 2.00
Total Existing Storage, MG 3.50 3.50
Excess (Deficit) Existing Storage, MG 0.72 0.23
December 2012 7-22
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.4.2.4 Highlands 565 Operational Area
Storage for the Highlands 565 Operational Area is contained within the Hazen and
Highlands 565 Reservoir, which together has an available storage volume of 2.59 MG (4.95
MG less the total dead volume of 2.36 MG). Table 7.19 summarizes the storage analysis
for the Highlands 565 Operational Area.
With the existing reliable sources and reservoirs, the Highlands 565 Operational Area does
not have sufficient storage for 2017 or 2031. In 2017, the Highlands 565 Operational Area
has sufficient pumping to offset a portion of the equalizing storage volume (0.12 MG).
However, this offset is not sufficient to eliminate the storage deficit in 2017 or 2031.
Table 7.19 Highlands 565 Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.31 0.31
Equalizing 0.22 0.29
Emergency / Fire flow 2.33 2.84
Total Required Storage, MG 2.86 3.44
Existing Effective Storage, MG
Highlands 0.75 0.75
Hazen 1.84 1.84
Total Existing Storage, MG 2.59 2.59
Excess (Deficit) Existing Storage, MG (0.27) (0.85)
7.4.2.5 Rolling Hills 590 Operational Area
Storage for the Rolling Hills 590 Operational Area is contained within the Rolling Hills 590
reservoir, which has an available storage volume of 0.3 MG. Table 7.20 summarizes the
storage analysis for the Rolling Hills 590 Operational Area. With the existing reliable
sources and reservoirs, the Rolling Hills 590 Operational Area does not have sufficient
storage for 2017 or 2031.
As shown in Table 7.6 the Rolling Hills 590 Operational Area has sufficient pumping
capacity to pump the PHD (729 gpm in 2017 and 779 gpm in 2031) and thus eliminate the
equalizing storage volume (0.02 MG). Additionally, because the Rolling Hills BPS is
equipped with Auto-Start, Auto-Transfer back-up power, the excess capacity from the BPS
can be used to pump fire flow from the Rolling Hills 490 Reservoir. In 2017, the Rolling Hills
December 2012 7-23
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
BPS has 2,771 gpm of excess capacity, which can be used to offset 0.67 MG of emergency
/ fire storage over a period of 4 hours. In 2031, the Rolling Hills BPS has 2,721 gpm of
excess capacity, which can be used to offset 0.65 MG of emergency / fire storage over a
period of 4 hours. The sum of these two storage offsets (0.69 MG in 2017 and 0.67 MG in
2031) is less than the deficit identified in Table 7.20, and additional storage is still needed.
Table 7.20 Rolling Hills 590 Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.02 0.02
Equalizing 0.02 0.02
Emergency / Fire flow 1.20 1.20
Total Required Storage, MG 1.24 1.24
Total Existing Storage, MG 0.30 0.30
Excess (Deficit) Existing Storage, MG (0.94) (0.94)
7.4.2.6 Rolling Hills 490 Operational Area
Storage for the Rolling Hills 490 Operational Area is contained within the Rolling Hills 490
reservoir, which has an available storage volume of 3 MG. Table 7.21 summarizes the
storage analysis for the Rolling Hills 490 Operational Area. With the existing reliable
sources and reservoir, the Rolling Hills 490 Operational Area has sufficient storage through
2031.
Table 7.21 Rolling Hills 490 Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.49 0.49
Equalizing 0.02 0.02
Emergency / Fire flow 1.20 1.20
Total Required Storage, MG 1.71 1.71
Total Existing Storage, MG 3.00 3.00
Excess (Deficit) Existing Storage, MG 1.29 1.29
December 2012 7-24
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.4.2.7 Talbot Hill 350
Storage for the Talbot Hill 350 Operational Area is contained within the South Talbot
reservoir, which has an available storage volume of 1.5 MG. Table 7.22 summarizes the
storage analysis for the Talbot Hill 350 Operational Area.
With the existing reliable sources and reservoir, the Talbot Hill 350 Operational Area does
not have sufficient storage for 2017 or 2031. As shown in Table 7.8, the Talbot Hill 350
Operational Area has sufficient pumping capacity to pump the PHD (830 gpm in 2017 and
890 gpm in 2031) and thus eliminate the equalizing storage volume (0.02 MG). Additionally,
since the 500-gpm pump from the North Talbot BPS has Auto-Start, Auto-Transfer back-up
power (and under this analysis is not being used to pump the MDD or PHD), the excess
capacity from the BPS can be used to pump fire flow from the Valley. This excess capacity
can be used to offset 0.12 MG of emergency / fire storage over a period of 4 hours. The
sum of these two storage offsets (0.14 MG) is 0.03 MG less than the deficit identified in
Table 7.22.
Table 7.22 Talbot Hill 350 Storage Analysis (Existing)
2017 2031
Required Storage, MG
Operational 0.21 0.21
Equalizing 0.02 0.02
Emergency / Fire flow 1.44 1.44
Total Required Storage, MG 1.67 1.67
Total Existing Storage, MG 1.50 1.50
Excess (Deficit) Existing Storage, MG (0.17) (0.17)
7.4.3 Storage Recommendations
Storage deficits were identified in the following operational areas: Valley, Highlands 565,
Talbot Hill 350, and Rolling Hills 590. The identified storage deficits can be mitigated by
constructing additional storage. However, in some cases small improvements to existing
infrastructure, such as adding back-up power, was shown to alleviate the storage
deficiencies rather than adding storage. All recommended projects are summarized below.
December 2012 7-25
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.4.4 2017 Improvements
Valley Operational Area:
– Construct a new 1.0-MG tank for the Valley Operational Area to improve the
ability to serve the highest customers during an emergency. This project could
be delayed if the City enters negotiations with SPU for additional supply to this
zone.
– Alternatively, the City could rezone the Valley 196 Zone to eliminate the high-
elevation customers.
Highlands 565 Operational Area:
– Install back-up power generators at the Monroe Avenue BPS to allow storage to
be provided from the Highlands 435 Zone to the Highlands 565 Zone (will also
improve pumping capacity for long-term).
Rolling Hills 590 Operational Area:
– Add back-up power to the Maplewood BPS to increase pumping capacity from
the Rolling Hills 490 Zone to the Rolling Hills 590 Zone.
– Add auto-start, auto-transfer, and back-up power to the Rolling Hills BPS such
that three pumps can be operated at the same time.
Talbot 350 Operational Area:
– Add auto-start, auto-transfer back-up power to South Talbot BPS to increase
pumping capacity and reduce the storage deficit.
7.4.5 2031 Improvements
Highlands 565 Operational Area:
– Construct a new Highlands 435 Reservoir to serve both the Highlands 435 and
Highlands 565 zones.
Rolling Hills 590 Operational Area:
– Add auto-start, auto-transfer to the Maplewood BPS to serve fire flow from the
BPS.
7.5 DISTRIBUTION SYSTEM ANALYSIS
The calibrated InfoWater model of the City’s Distribution System was used for system
analysis of future planning years. Projected system demands were added for the 2017 and
2031 planning years. The model was used to evaluate both typical system conditions during
diurnal operations, as well fire flow availability.
December 2012 7-26
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.5.1 Evaluation Criteria
System policies and criteria were discussed in detail in Chapter 5. The key parameters
evaluated with the model were for the system pressure criteria during normal operations
and fire flow testing of the system. During normal operations, the minimum pressure as set
by DOH and ISO standards during MDD and peak hour demand (PHD) is 30 pounds per
square inch (psi) at the service meter. The City’s goal is to provide a maximum of 110 psi at
the service meter. Building code requires the installation of individual Pressure Reducing
Valves (PRVs) when the meter pressure exceeds 80 psi.
7.5.1.1 Fire Test Model Criteria
The fire flow demand and duration requirements for different sized fires are summarized in
Table 7.23. During any fire, the minimum pressure within the service area should be greater
than 20 psi at the end of the fire. In general, areas zoned residential should have 1,000
gpm available, and areas zoned commercial should have 3,000 gpm available. Figure 7.4
shows the minimum fire flow required at nodes throughout the system based on land use.
Table 7.23 Service Criteria for Required Fire Flow
Land Use Required Flow (gpm) Required Duration
(hours)
Single family (< 3,600 sq ft) 1,000 1
Single family (> 3,600 sq ft) 1,500 2
Multifamily and Commercial/Industrial3,000 3
Multifamily and Commercial/Industrial4,000 4
Multifamily and Commercial/Industrial5,000 – 6,000 4
Beyond the general fire requirements, some locations have higher fire requirements as
specified by the City’s Fire Marshal. The largest of these fires for each zone are
summarized in Table 7.24, and the locations are shown in Figure 7.5. The points are
numbered in the format xxx-y, noting the zone (xxx) and a sequential number (y).
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SE 128th St
SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.4
Fire Flow Requirements
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
Fire Flow Requirements
1,000 gpm
3,000 gpm
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
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SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
196-1
196-2
320-7
320-9
320-8
300-6
196-4
196-3
320-10
590-28
590-27
590-26
565-25
565-24
565-23
565-22565-21
495-20
490-19
490-18
435-17
435-16435-15
435-14
370-13
350-12
350-11
300WH-5
Figure 7.5
Large Fire Locations
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
!(Large Fire Locations
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
December 2012 7-29
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Table 7.24 Large Fire Requirements
Zone Node Fire Flow No. & Location Node Required
Flow
(gpm)
Required
Duration
(hours)
196-1 J5297 4050 Maple Valley Highway
(Maplewood Golf Course Clubhouse)
3000 3
196-2 J2032 South of Martin Luther King Jr. Way &
68th Ave. S
3000 3
196-3 J3616 NE of Card Rd. S & Talbot Rd. S 3000 3
196-4 J2306 Park Ave. N, between N 6th St. & N
8th St. (Boeing Plant)
6000 4
300WH-5 J6841 NW 4th St. & Taylor Ave. NW (Sky
Lanai Apartments, West
Hill/Earlington)
3000 3
300-6 J6379 Morris Ave. S & S 18th St. (West
Talbot Hill)
1500 2
320 -7 J6665 North of Lincoln Ave. NE & NE 36th
St. 876
3000 3
320-8 J2613 N 29th St. & Park Ave. NE 1500 2
320-9 J2345 East of Garden Ave. N & N 6th St.
(Paccar Kenworth Plant)
3000 3
320-10 J2789 Lake Washington Blvd., between N
40th St. & N 50th St. (Barbee Mill/Port
Quendall, Highlands/Kennydale)
5500 4
350 -11 J4266 NE of S 55th St. & Talbot Rd. S 2066 3000 3
350-12 J619 Talbot Rd. S & S 27th St. (Valley
Medical Center - S. Talbot Hill)
6000 4
370 -13 J3115 North of SW 3rd Pl. & Powell Ave.
SW (Earlington)
1500 2
December 2012 7-30
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Table 7.24 Large Fire Requirements
Zone Node Fire Flow No. & Location Node Required
Flow
(gpm)
Required
Duration
(hours)
435 -14 J4036 Kirkland Pl. SE & SE 4th St. 1500 2
435-15 J1196 NE 27th St. & Camas Ave. NE 1500 2
435-16 J1149 North of NE 10th Pl. & Sunset Blvd NE3000 3
435-17 J111 NE 4th St., west of Monroe Ave. NE
(Renton Technical College)
3000 3
490 -18 J3285 S 7th St., west of Jones Ave. S 1500 2
490-19 J758 S 18th St., between Eagle Ridge Dr. &
Grant Ave. S (Eagle Ridge
Apartments - Rolling Hills/Renton Hill)
5000 4
495-20 J5616 82nd Ave. S & S 124th St. 21171 1500 2
565-21 J1247 Hoquiam Pl. NE & 19th St. 21819 1500 2
565-22 J4727 NW of Hoquiam Ave. NE & NE 10th
St. (Hazen High School)
3000 3
565-23 J996 NW of NE 4th St. & Monroe Ave. NE
(Renton Technical College)
3000 3
565-24 J894 West of Union Ave. SE & SE 4th St.
(Highlands)
3000 3
565-25 J895 Union Ave. NE & NE 4th St. (QFC -
Highlands)
5000 4
590 -26 J2087 Pierce Ave. SE & SE 19th Ct. 1500 2
590-27 J1771 East of Benson Rd S & S 23rd St.
(Fred Nelson Middle School)
3000 3
590-28 J897 Royal Hills Dr. & Monroe Ave SE
(Rolling Hills Apartments)
5000 4
December 2012 7-31
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.5.2 Pressure Analysis
The model was run in extended period simulation (EPS) for one week at MDD to evaluate
general system conditions for near- and long-term planning years. This approach allows the
sources, pumps, and tanks to all operate as their SCADA is set. For the runs, the model
makes up any water shortage from EW-3 and the SPU Bow Lake Pipeline.
Figures 7.6 and 7.7 show the nodes with pressures outside of the planning criteria in 2017
and 2031, respectively. As seen in the figures, many nodes are outside of the target pressure
range in 2017. Some additional deficiencies exist in 2031. Of the low-pressure nodes (below
30 psi), some exist adjacent to the Springbrook transmission line. The City has been working
to remove connections to this line and onto the adjacent higher pressure line. The model
results had other low-pressure nodes near reservoirs; these nodes were excluded in the
evaluation as service connections do not exist according to City staff.
As seen in Figures 7.6 and 7.7, many high pressures exist in the system. The majority of the
Kennydale 320 Zone has very high pressure. Some of the pressure zones cover large
elevation ranges, leading to very high pressures at the lower elevations. In addition, the
booster pumps commonly discharge into the pressure zones near the bottom of a hill, forcing
flow to the tank through the distribution system. This requires the hydraulic grade line (HGL)
at the bottom of the hill to be higher than the tank overflow level at the top of the hill. In turn,
this boosts the pressure in the lower elevations even higher during pumping than under static
conditions based on tank overflow and meter elevation.
7.5.3 Fire Flow Analysis
The model was used to test the fire capabilities at the 28 large fire locations, using the fire
flow test feature. All of the system nodes with service connections were tested for a minimum
pressure of 20 psi during the point fire demands. Table 7.25 summarizes the available fire
flow at these locations in both 2017 and 2031. All of the locations have adequate fire flow
available, with the exception of two locations in the Kennydale 320 Zone. This zone includes
a high-elevation service connection at Lincoln Ave and NE 36th, causing difficulty in
maintaining 20 psi during a fire elsewhere in the system.
The model was also used for a general fire analysis at 1,000 gpm and 3,000 gpm, testing all
of the system nodes with service connections for 20 psi in both 2017 and 2031. Figures 7.8,
7.9, 7.10, and 7.11 show the available fire flows throughout the system. The majority of the
Valley Service area is slightly deficient, due to the low-pressure nodes along the Springbrook
transmission line. There are limited deficiencies throughout the system, primarily at the ends
of smaller dead end lines, and in areas of older 4- and 6-inch piping networks.
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SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
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SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.6
Nodes With High and
Low Pressure 2017
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
2017 Nodes
Low Pressure
< 30 psi
High Pressure
> 110 psi
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
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SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.7
Nodes With High and
Low Pressure 2031
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
2031 Nodes
Low Pressure
< 30 psi
High Pressure
> 110 psi
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
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SE 128th St
SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.8
2017 1000-gpm
Fire Deficiency
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
Fire Flow Requirements
2017 1000-gpm Nodes
Fire Flow Deficiency
Meets Fire Flow Requirement
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
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SE 128th St
SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.9
2017 3000-gpm
Fire Deficiency
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
Fire Flow Requirements
2017 3000-gpm Nodes
Fire Flow Deficiency
Meets Fire Flow Requirement
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Roads
Waterbody
Retail Water Service Area
Pressure Zones
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SE 128th St
SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.10
2031 1000-gpm
Fire Deficiency
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
Fire Flow Requirements
2031 1000-gpm Nodes
Fire Flow Deficiency
Meets Fire Flow Requirement
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
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2031 3000-gpm
Fire Deficiency
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City of Renton
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December 2012 7-38
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
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December 2012 7-39
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Ta
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December 2012 7-40
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.5.4 Recommended Improvements
Recommendations for addressing the distribution system deficiencies are organized into
projects addressing pressure deficiencies and projects addressing fire flow deficiencies, as
presented below.
7.5.4.1 Pressure Zone Improvements
As discussed in Section 7.5.3, some areas in the system provide less than the minimum
service pressure. The City has been moving low-pressure service connections along the
Springbrook transmission line from the Valley Pressure zone to the Talbot Hill 350 and 270
pressure zones. The remaining low-pressure service connections need to be moved to
improve meter delivery pressure and increase fire flow capabilities.
Several areas in the system exceed the maximum pressure criterion. The Kennydale 320,
Rolling Hills 590, Rolling Hills 490, Highlands 560, Highlands 435, Talbot Hill 350, West Hill
495, West Hill 300, and Earlington 370 all experience high pressures. In general, it is
recommended that pressures be kept to a minimum to reduce pipe losses due to over-
pressurization. Rezoning or creating additional pressure zones is recommended to reduce
the system operating pressures, thereby reducing the need for individual service connection
PRVs, reducing potential leakage, and reducing the range of elevations served by each
zone.
Several areas were reviewed for potential rezoning or zone creation, as presented in Figures
7.12 through 7.26. Figure 7.12 presents a legend of the areas reviewed associated with the
pressure deficiencies found in the year 2031. The figures show potential improvements, such
as locations of new PRVs, closed valves, or extending pump discharge piping to higher
elevations. For each of these areas, it is recommended that the City perform a Rezone Study
to determine how to best redistribute operating pressures and confirm the required system
modifications. The following Rezone Studies are recommended:
1. Kennydale 320/ Highlands 435 Rezone Study.
2. Rolling Hills Rezone Study.
3. Talbot Hill 350 Rezone Study.
4. West Hills Rezone Study.
Two specific areas are discussed below.
Kennydale 320 Zone
As shown on Figure 7.14, it is recommended that the Kennydale 320 Zone be rezoned to
match the Valley 196 Pressure Zone. Higher elevation connections, such as near Lincoln
Ave and NE 36th, should be served by the Highlands 435 Zone. This modification reduces
pressures in the Kennydale 320 Zone, and also improves the ability to maintain 20 psi during
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SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
E Valley Rd
SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Area 1
Area
2
Area 4
Area
3
Figure 7.12
Areas of Improvement
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
2031 Nodes
Low Pressure
< 30 psi
High Pressure
80 to 110 psi
> 110 psi
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New Pressure Zone
Dedicated Transmission
Main From Houser Way
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Dedicated Transmission
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West Hill BPS
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May Creek
3
3
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1
42
38
53
52
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3232
13
14
16
26
39
5150
35
31
13
4343
30
3737
4747
665
2
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4''
14''
10''
24''
8''
1''
6''
42''
12''
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1.5''
18''0.75''
2''
8''
8''
12''
8''
8''
8''
4''
16''
6''
8''
16''
8''
12''
8''
6''
8''
6'
'
12''
4''
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I-405
R
A
IN
IE
R
A
V
E
116TH AVE SEE MERCER WAY ABERDEEN AVE NE
85TH AVE S
87TH AVE S
84TH AVE SE JONES AVE NE SE 80TH STLINCOLN AVE NE85TH PL SE
CEDAR RIVER TRL
SE 88TH ST 12 6 T H A V E S E126TH PL SE
SE 95TH WAY
N
RIVERSI
DE DR
SE 76TH STISLAND CREST WAY SE 73RD PL86TH AVE SEAVALON DR SE 89TH PLSE 8 8TH PLSE 82ND ST 112TH AVE SE
S 114TH ST
127TH AVE SE122ND PL SE
S 118TH ST
SE 72ND STSE 72ND PL SE 91ST ST
S 120TH ST
S E 8 0 T H W A Y
S 119TH ST
S 113TH ST
SE 75TH PL120TH PL SE 121ST PL SE85TH AVE SE 121ST AVE SE91ST AVE SE 125TH PL SESE 78TH ST92ND AVE SE 118TH AVE SESE 89TH STSE 77TH PL
S 115TH ST
84TH AVE S
SE 92ND STLEWIS LN 89T H PL S E SE 90TH ST
89
T
H
AV
E
S
SE 87TH STSE 79TH STSE 76TH PL SE 76TH CTSE 86TH PLSE 78TH ST SE 88TH PL
S 114TH ST
85TH AVE SE
126TH PL SE
S E 7 2 N D S TSE 72ND ST I-405 127TH AVE SE
Figure 7.13
Area 1 - Kennydale 320/
Highlands 435 Rezone Study
Water System Plan Update
City of Renton
07001,400
Feet
OLegend
Proposed Improvements
PRV
!?Closed Valve
Pipeline
Pressure Zone
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Parcels
Waterbody
Retail Water Service Area
Pressure Zones
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
kj
#*
kj
kj
+Ckj#*#*#*
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16''
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1
6
''
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1
0
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I-405
STATE RTE 169
STATE RTE 515
CED A R RIVE R TRL W ALK
108TH AVE
CEDAR RIVER TRL
S 4TH ST
1 3 6 T H A V E S E
SE 160TH ST
EDMONDS AVE SE
BEACON WAY SE
SE 3RD PL
SE 158TH STSE 4TH PL
INDEX AVE SE
S E R O Y A L HIL L S D R
S E 15 1 S T S TSE 141ST ST 1 29TH P L S E
120TH AVE SE
SE 161ST ST131ST AVE SE
SE CEDAR RIDGE DR
140TH AVE SE
1
1
8
T
H
P
L
S
E
131ST PL SE133RD AVE SE
126T H A VE SE
SE 157TH ST
SE 144TH ST
1
1
8
T
H
A
V
E
S
E
117TH AVE SE
135TH AVE SE 134TH AVE SE SE 160TH PLSE 149TH ST SE 159TH ST SE 162ND ST
1
1
9
T
H
P
L
S
E
SE 159TH PL
111TH PL SE
121ST AVE SE
129TH CT SE
S E 1 5 7 T H P L
SE 161ST PL SE 162ND ST
S
E 16
1
S
T S
T
SE 160TH ST SE 160TH STFigure 7.14 Area 2 - Rolling Hills Rezone Study Water System Plan Update City of Renton06001,200FeetOLegendProposed Improvements PRV !?Closed Valve Pipeline Pressure Zone +CTreatment Plant kjReservoir #*Well TSpring Pump Station PRV Water Distribution System 8" and Smaller 10 - 16"18" and Larger Parcels Waterbody Retail Water Service Area Pressure Zones Valley 196 West Hill 495 Earlington 370 West Hill 300 Highlands 435 Kennydale 320 Kennydale 218 Highlands 565 Rolling Hills 490 Scenic Hill 370 East Talbot Hill 300 Rolling Hills 590 Rolling Hills 395 Talbot Hill 350 West Talbot Hill 300 Talbot Hill 270
+C
kjkj
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!?!?!?!?!?
!?
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New Pressure Zone
Dedicated Transmission Main
From South Talbot BPS
Make Springbrook a
Dedicated Transmission Main
FredNelson BPS
South
Talbot BPS
South
Talbot
Reservoir
Springbrook Springs
Treatment Plant
34
25
49
28
36
1229
1
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24''
20''
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8''
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STATE RTE 515
STATE RTE 167
TALBOT RD S
108TH AVE SE
96TH AVE S
BENSON DR S
SE CARR RD
S 55TH ST
SE 192ND ST
S 192ND ST
BENSON RD S
S CARR RD
84TH AVE S
S 180TH ST
10
2ND AVE SE
E VALL EY H W Y
MILL AVE S
106TH AVE SE105TH AVE SES 23RD ST KENNEWICK
88TH AVE S
1
0
6
T
H
P
L
S
E
S 27TH ST
SE 176TH ST
S 190TH ST
S 187TH ST
105TH PL SE
S 184TH ST
SE 196TH ST
107TH AVE SE
109TH AVE SE
99TH PL S
SE 174TH ST
SE 29TH ST
S 50TH ST
98TH AVE S
SE 180TH ST
SE 166TH ST
104TH PL SE
SE 186TH ST
SE 184TH LN
104TH AVE SE
SE 181ST ST
SE 182ND ST
SE 187TH ST
SE 173RD ST
SE 187TH PL
S 194TH ST
S E 1 8 0 T H P L
SE 190TH ST
S 28TH ST31ST ST SE
SE 190TH PL
JONES AVE SS 30TH P LMAIN C T S
SE 195TH ST
S E 1 89TH C T
SE 188TH PL
103RD PL SE
196TH PL S
SE 190TH ST
SE 196TH ST
106TH PL SE
109TH AVE SE
S 192ND ST
STATE RTE 167
108TH AVE SE
106TH AVE SE
108TH AVE SE
104TH PL SE
Figure 7.15
Area 3 - Talbot Hill
Rezone Study
Water System Plan Update
City of Renton
0400800
Feet
OLegend
Proposed Improvements
PRV
!?Closed Valve
Pipeline
Pressure Zone
+C Treatment Plant
kj Reservoir
#*Well
T Spring
Pump Station
PRV
Water Distribution System
8" and Smaller
10 - 16"
18" and Larger
Parcels
Waterbody
Retail Water Service Area
Pressure Zones
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
kjkj
!?
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!?
!?!?
!?!?
New Pressure Zone
Extend Pipeline
DedicatedTransmission MainFrom West Hills BPSConnect Downstreamof New PRV
Serve High-Pressure Areas
With Upper Zones; Reduce
Pressure in West Hill 300
Connect to Valley
West Hill BPSWest HillReservoir
3
1
42
52
41
32
32
35
47
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S 127TH ST82ND AVE S79TH AVE S S 125TH ST
80TH AVE S
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84TH AVE S
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Figure 7.16
Area 4 – West Hills
Rezone Study
Water System Plan Update
City of Renton
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8" and Smaller
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Pressure Zones
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
December 2012 7-46
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
a fire flow in the lower zone. As the majority of the pressure zone is higher than 110 psi in
the future, a rezone will be needed to meet the fire demand.
West Hill 300 Zone
The West Hill 300 Zone future fire flow capabilities are limited by a high-elevation service
connection on a dead-end pipe on South 132nd Street. These high-elevation nodes should
be reconnected to the West Hill 495 Zone by extending a pipe to them. These nodes will be
connected to an area of high pressure, therefore a new pressure zone should be
considered for this area.
7.5.4.2 Fire Flow Improvements
A number of pipes require replacement and upsizing to meet the fire flow criteria in future
planning years. These projects are summarized in Table 7.26. Figure 7.17 shows the
locations of new pipes and pipes recommended for replacement. One new network looping
connection was identified. Project Number R-30 could either be replacement of existing
Highlands 435 piping to hydrants, or moving hydrants to the adjacent Highlands 565 piping
with replacement of a shorter pipe section. The implementation of these recommended
improvements along with Talbot Hill rezoning were shown to eliminate all of the fire flow
deficiencies identified in the model.
Table 7.26 New Pipes and Recommended Pipe Replacement for Fire Flow
No. Exist Pipe
Size (in.)
New Pipe
Size (in.)
Length
(LF)
Location
New Pipes for Fire Flow
N-1 - 10 10 NE 12th St and Monroe Ave NE
N-2 - 8 111 S 132nd St
Recommended Pipe Replacement for Fire Flow
No. Exist Pipe
Size (in.)
New Pipe
Size (in.)
Length
(LF)
Location
R-4 6 8 458 97th Ave S and S 178th St
R-5 4 8 1,031 S 14th St
R-7 6 8 643 Maplewood Ave and Maple Valley Hwy
R-11 4, 6 8 1265 S 4th St and Morri Ave S
R-12 4 8 56 S 3rd St. and Burnett Ave S
R-13 4 8 194 Whitworth Ave S
R-14 4 8 73 Houser Way S and Whitworth Ave S
R-15 4 8 50 S 2nd St
R-16 4 8 874 Houser Way S and Whitworth Ave S
December 2012 7-47
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Table 7.26 New Pipes and Recommended Pipe Replacement for Fire Flow
No. Exist Pipe
Size (in.)
New Pipe
Size (in.)
Length
(LF)
Location
R-18 4, 6 8 364 SW 4th Pl
R-19 4, 6 8 766 Maple Valley Highway
R-20 6 8 806 Sunset Blvd N and NE 3rd St
R-22 4 8 530 Main Ave S
R-23 4 8 30 S 3rd St and Whitworth Ave
R-24 4 8 794 SW Langston Rd and Bagley Pl SW
R-27 4 8 280 Houser Terrace Apartments
R-28 4,6 8 983 Windsor Pl NE
R-29 4,6 8 1,793 Monterey l NE and Capri Ave NE
R-30 8 10 914 Harrington Pl NE and Sunset Ln NE
R-35 6 8 553 NE 10th Pl
R-37 6 8 188 N 4th St and Houser Way N
R-38 8 12 2,749 SE 162nd St, Lincoln PL SE, SE 21st PL,
and Jones PL SE
Dead End Pipe Improvements
No. Existing Pipe
Size (in.)
New Pipe
Size (in.)
Length
(LF)
Location
R-1 6 8 280 Benson Condominiums
R-2 6 8 340 Regency Woods Apartment Homes –
Grant Ave S
R-3 6 8 253 Regency Woods Apartment Homes –
Thomas Ln
December 2012 7-48
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Table 7.26 New Pipes and Recommended Pipe Replacement for Fire Flow
No. Exist Pipe
Size (in.)
New Pipe
Size (in.)
Length
(LF)
Location
R-6 8 170 S 2nd St and Logan Ave
R-8 6 12 330 N.4th St and Factory Ave
R-9 8 10 537 Renton High School
R-10 4 8 170 Renton High School – Tobin St
R-17 6 8 124 SW 13th St
R-21 8 10 137 Renton Public Library
R-25 6 8 210 NW 4th St and Taylor Ave NW
R-26 6 8 123 SW Sunset Blvd
R-31 6 8 751 NE 6th Pl and Index Pl NE
R-32 6 12 1,055 Sunset Ln NE
R-34 6,8 10 722 NE 10th St, Greater Highlands Shopping
Center, Golden Pines Apartments 6 8 151
R-36 6 8 316 Kenworth Renton Plant – Houser Way N
7.5.5 Annual Pipeline Replacement Program
The City’s existing pipes were assessed for their conditions in order to prepare a pipeline
replacement program. The condition assessment focused on identifying the remaining
useful life (RUL) of the City’s water pipes. The length of time that a pipe is anticipated to
remain functional is called the useful life. Useful life depends largely on the pipe material,
but can also depend on soil conditions, water constituents, and installation. When a pipe is
in service beyond its useful life, the increasing costs of maintenance associated with a
failing pipe typically warrant replacement.
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96th Ave S
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Water System Plan Update
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Roads
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Retail Water Service Area
Pressure Zones
December 2012 7-50
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Table 7.27 presents the estimated useful life of various types of pipe materials found in the
City’s pipe data.
Table 7.27 Useful Life of Pipes
Pipe Material Original Useful Life Assumption (yrs)
Asbestos Cement (AC) 70
Cast Iron Pipe (CIP) 60
Ductile Iron Pipe (DIP) 80
Galvanized Steel Pipe (Galv) 50
High Density Polyurethane Pipe (HDPE) 70
Polyvinyl-Chloride Pipe (PVC) 80
Steel Pipe (Steel) 70
RUL is defined as the length of time left before a pipe will reach the end of its useful life. Pipe
age and material type were used to determine the RUL of the City’s pipes. The City’s GIS
data was used to determine the type of material and year that pipe segments were installed.
Table 7.28 presents the total length of pipe according to the year installed and material type.
As seen in the table, the majority of the City’s pipes are Cast Iron Pipe (CIP), installed from
1920 to 1980, and Ductile Iron Pipe, installed from the 1970’s to today.
The cells of Table 7.28 are color-coded to show the RUL of pipes in that category. For
example, the lengths of pipe in the red cells have all reached the end of their useful life (have
a remaining useful life of zero). Using these assumptions, approximately 132,000 linear feet
(LF) of pipe, or 8 percent, of the City’s pipes have an RUL of 10 years or less. From the data,
approximately 24 percent of the City’s pipes are expected to reach the end of their useful life
in the next 20 years.
Figure 7.18 presents the total length of pipe reaching the end of its assumed useful life by
year. All pipes that have already exceeded their useful life are shown in the year 2011. Given
a maximum useful life of 80 years for any pipe type, pipes installed today are expected to
require replacement in 2091. The figure also presents the annual replacement per year for
two scenarios. If the City wishes to start annual replacement of all its pipes from 2011 until
2091, approximately 20,000 LF of pipe would need to be replaced annually. This is shown as
a green line on the figure. From the figure, it is apparent that many pipes are expected to
reach the end of their useful life by the year 2045. To maintain replacement schedules just
until the year 2045, approximately 14,000 LF of pipe would need to be replaced annually.
This is shown as a red line on the figure.
It is recommended that the City begin an annual pipe replacement program of 14,000 LF per
year targeting the pipes that have reached the end of their useful life, and to offset the
depreciation of this City asset. Figure 7.19 presents the locations of these pipes.
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SE 128th St
SE 192nd St
148th Ave SE
S 212th St
140th Ave SE
108th Ave
Talbot Rd S
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SE 176th St
Edmonds Ave NE
SW 43rd St
84th Ave S
Duvall Ave NES Bangor St 132nd Ave SE
S 128th St
96th Ave S
S W Grad y Wa y
N 30th St
Park Ave NSE 72nd St
SE 164th St
116th Ave SE
SE 208th St
E M ercer W ay SE May Valley RdLake Washington
Cedar River
Green River
Panther Lake
Lake Boren
Black River Forbay
May Creek
Lake Youngs
Green River
Springbrook Creek
Figure 7.19
Pipes Reaching End
of Useful Life
Water System Plan Update
City of Renton
02,0004,000
Feet
O
Legend
Pipes Remaining Useful Life
Less Than 0 Years
Between 0 and 10 Years
Between 10 and 20 Years
Greater Than 20 Years
Unknown
Roads
Waterbody
Retail Water Service Area
Pressure Zones
December 2012 7-54
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
7.6 SUMMARY OF RECOMMENDATIONS
The system analysis yielded a number of recommended improvements including pump
station, reservoir, pipeline, and pressure zone improvements, as summarized below. Projects
to address deficiencies found in the year 2017 are of higher priority than those to address
deficiencies in the year 2031.
7.6.1 2017 Improvements
Pump Station Improvements:
Install back-up power generators at the West Hills BPS.
Storage Improvements:
Construct a new 1.0-MG tank for the Valley Operational Area to improve the ability to
serve the highest customers during an emergency. This project could be delayed if the
City enters negotiations with SPU for additional supply to this zone.
Alternatively, the City could rezone the Valley 196 Zone to eliminate the high-elevation
customers.
Install back-up power generators at the Monroe Avenue BPS to allow storage to be
provided from the Highlands 435 Zone to the Highlands 565 Zone (will also improve
pumping capacity for long-term).
Add back-up power to the Maplewood BPS to increase pumping capacity from the
Rolling Hills 490 Zone to the Rolling Hills 590 Zone.
Add auto-start, auto-transfer, and back-up power to the Rolling Hills BPS such that
three pumps can be operated at the same time.
Add auto-start, auto-transfer back-up power to South Talbot BPS to increase pumping
capacity and reduce the storage deficit.
Pipeline Improvements:
Complete approximately 18,000 LF of pipeline improvements presented in Table 7.26
to address 2017 fire flow deficiencies.
Implement a new Annual Pipeline Improvement Program to address pipes that have
reached the end of their useful life. Approximately 14,000 LF of pipeline must be
replaced per year as part of this program. It is recommended that this program be
completed concurrent with an Asset Management Program.
December 2012 7-55
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 7/Ch07.docx
Pressure Zone Improvements:
Perform the following Rezone Studies:
– Kennydale 320/ Highlands 435 Rezone Study
– Rolling Hills Rezone Study
– Talbot Hill 350 Rezone Study
– West Hills Rezone Study
7.6.2 2031 Improvements
Pump Station Improvements:
No additional improvements.
Storage Improvements:
Construct a new Highlands 435 Reservoir to serve both the Highlands 435 and
Highlands 565 zones.
Add auto-start, auto-transfer to the Maplewood BPS to serve fire flow from the BPS.
Pipeline Improvements:
Continue the Annual Pipeline Improvement Program to replace approximately 14,000
LF per year of pipeline that has reached the end of its useful life.
Pressure Zone Improvements:
No additional improvements.
December 2012 8-1
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 8/Ch08.docx
Chapter 8
OPERATIONS AND MAINTENANCE
8.1 WATER SYSTEM MANAGEMENT
Organization of the City of Renton’s Water System is described in Chapter 1 of this plan,
Chapter 1 – Introduction (see Figure 1.2, City of Renton Drinking Water Organization). The
operations and maintenance staff is shown under the Maintenance Services Division within
the overall organization of the water system. Descriptions of individual job functions and
responsibilities as they relate to specific operations and maintenance activities are
described below.
8.1.1 Normal Day-to-Day Operations
Normal day-to-day operations of the water utility are the responsibility of the Water
Maintenance Services Section under the direction of the Water Maintenance Services
Manager, Mr. Ray Sled. The Water Maintenance Services Unit is under the direction of Mr.
George Stahl. The Water Maintenance Services Unit is responsible for main flushing; tank
and reservoir cleaning; exercising valves and hydrants; leak detection and repair; PRV
maintenance and setting; small meter maintenance, repair and calibration; hydrant
maintenance and repair, and tie-in of water main extensions. The Water Utility Maintenance
Unit is under the direction of Mr. Craig Pray. The Water Utility Maintenance Unit is
responsible for the operation, maintenance, and repair of the booster pump stations; wells;
treatment systems; treatment plant; supervisory control and data acquisition (SCADA)
system, and water quality sampling for operations and regulatory compliance.
8.1.2 Preventive Maintenance
Preventive maintenance is performed by both the Water Maintenance Services Section and
by contract to private parties. For example, large meter maintenance and calibration is
contracted out, whereas painting of components of a booster pump station is usually
performed by Water Maintenance Services Section personnel. Large maintenance projects,
for example water tank painting, is done by public works contract with contractors selected
under public bidding rules. These projects are usually managed by the Water Utility
Engineering Section.
8.1.3 Field Engineering
Field engineering support is supplied by the Water Utility Engineering Section. In some
cases the engineering support is provided by City Staff and in other cases the support
comes from engineering consultant firms. The City periodically selects a group of consulting
firms that are pre-approved to complete small engineering jobs on a short notice (consultant
roster).
December 2012 8-2
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 8/Ch08.docx
8.1.4 Water Quality Monitoring
Water Quality monitoring is primarily conducted by the Water Utility Maintenance Unit
(Unit). The Unit performs both operational and compliance water quality monitoring.
Operational water quality monitoring includes: chlorine, fluoride, turbidity, temperature,
polyphosphate, iron, manganese, ammonia, hydrogen sulfide, pH, well water level, and well
production rates. Compliance water quality monitoring is required by the Federal Safe
Drinking Water Act of which most requirements are administered by the Washington State
Department of Health and are published in WAC-246-290. Compliance monitoring includes:
volatile organic chemical, synthetic organic chemical, trihalomethanes and Haloacetic
Acids, inorganic chemical and physical, bacteriological, radionuclides and tap sampling for
lead and copper.
The City maintains a system of monitoring wells around its production wells for the purpose
of detecting contamination of the aquifers before the contaminants reach the productions
wells. The Water Utility Engineering Section conducts this monitoring. The Water Utility
Engineering Section also monitors the water table levels in the aquifers.
All of the test results of compliance monitoring, with the exception of coliform monitoring
sampling and monthly fluoride meter calibration check sampling, are stored in the City’s
enterprise-wide database. The results of monitoring for aquifer contamination are stored in
the City’s enterprise-wide database. Water level data collected by portable sounder is
stored in the City’s enterprise-wide database. Water level and water temperature data
collected by automated sounder is stored on one of the City’s network servers.
8.1.5 Emergency Response
The City of Renton Emergency Response Plan defines how the City will respond to
emergencies. This plan is maintained by the City of Renton Emergency Management
Director with the City of Renton Fire and Emergency Services Department. The Water
System Emergency Response Plan is a sub-plan to the City of Renton Emergency
Response Plan. The Water System Emergency Response Plan includes information on
security and terrorism threat and response. The Water Maintenance Services Manager is
responsible for preparing for and responding to emergencies involving the drinking water
system. The Water Maintenance Services Section maintains an emergency call-up list for
employees on standby to respond to emergencies after hours on weekdays, on weekends
and on holidays. The response to an emergency may vary from a single maintenance
technician addressing a relatively minor problem to the City activating the Emergency
Operations Center and calling on the state or federal government to lead the response in a
large disaster or terrorism incident.
8.1.6 Cross Connection Control Plan
The Cross Connection Control Plan is included in Appendix G of this Water System Plan.
Most potential cross connections are identified through the plan review and building permit
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review process. The Water Utility Engineering Section and the Development Engineering
Section work together to identify potential cross connections during the plan review process
for proposed development projects. Cross connections that are identified are eliminated or
are controlled by the installation of backflow prevention assemblies. The cross connection
control specialist in the Water Utility Engineering Section works with the building inspectors
in the Development Engineering Section to ensure that cross connections which are
discovered during inspections are either eliminated or controlled by the installation of
approved backflow prevention assemblies. The Cross Connection Control Specialist
maintains records on the City’s enterprise-wide database of installed backflow prevention
assemblies including installation and test history, and information on the cross connection
which they secure. The database is also used to generate test notices to send to the
owners of the backflow prevention assemblies. The City uses XC2 Software LLC’s, XC2
software, to input information, query information, and generate reports, including test
notices from the database. Members of the Water Maintenance Services Section, Water
Utility Engineering Section, Development Engineering Section and Building Section are
always on the alert to discover cross connections as they go about their duties throughout
the City and its built environment. If cross connections are discovered they are reported to
the City’s Cross Connection Control Specialist.
8.1.7 Capital Improvement Program
Implementation of the Water Utility’s capital improvement program is primarily the
responsibility of the Water Utility Engineering Supervisor. Most of the improvements are
done by public bid contracts. The Water Utility Engineering Supervisor works closely with
the Water Maintenance Services Manager to identify and prioritize capital improvements.
See Chapter 9, Capital Improvement Program, for more information.
8.1.8 Budget Formulation
The Water Utility Engineering Supervisor formulates the Water Utility capital improvement
program budget and the Water Maintenance Services Manger formulates the operations
and maintenance budget. Both work closely with their Division Directors and the Public
Works Department, Principal Financial and Administrative Analyst, to formulate their
budgets. The Principal Financial and Administrative Analyst works with Finance Division
staff to formulate the complete Water Utility budget.
8.1.9 Response to Complaints
Complaints and questions are fielded by members of both the Water Utility Engineering
Section and Water Maintenance Services staff. All water quality complaints are forwarded
to the Maintenance Services Division secretary (425-430-7400) for logging, response and
tracking and follow up by the Water Maintenance Services Section.
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8.1.10 Public and Press Contact
Contact with the media is handled by the City of Renton Communications Director or his/her
representative. The Development Services Division mans a customer service counter on
the sixth floor of Renton City Hall. Members of the Water Utility Engineering section often
report to the customer service counter to assist customers with questions about water
quality and water service availability.
8.1.11 Billing
Billing for the Drinking Water Utility, as well as for the wastewater, storm, and solid waste
utilities, is performed by the Fiscal Services Division of the Finance and Information
Technology Department. The water meter readers work under the Water Maintenance
Services Manager. Billing problems are referred to Utility Billing staff in the Finance and
Information Technology Department.
8.2 OPERATOR CERTIFICATION
The City of Renton’s drinking water system is classified as a Group 4 distribution system
because the system serves a population of greater than 50,000. The Maplewood Water
Treatment Plant treats water to remove iron and manganese using green sand filtration;
converts hydrogen sulfide to sulfate through the addition of oxygen in conjunction with
catalytic conversion on granular activated carbon, and removes ammonia by reacting it with
chlorine to convert it to nitrogen gas. Additionally, the water is treated with fluoride. The
plant is considered a Class III purification plant (Association of Boards of Certifications
classification). Water pumped by wells RW-1, RW-2, and RW-3 receives primary
disinfection by flowing through a pipeline designed to provide a chlorine contact time of six
minutes (CT6) at the maximum flow rate. Additionally the water is treated with fluoride and
sodium hydroxide. This plant is considered a Class 1 purification plant. Other treatment in
the system includes in-line fluoridation, in-line chlorination, and the addition of sodium
hydroxide and ortho polyphosphate to inhibit the internal corrosion of water mains and
private plumbing. These treatment systems are not considered purification plants.
Per the requirements of WAC 246-292, Renton’s water system must be managed by a
Water Distribution Manager IV; the Maplewood Treatment Plant must be operated by a
Water Treatment Plant Operator III or higher; Wells RW-1, RW-2, and RW-3 must be
operated by a Basic Treatment Operator or higher, and the Cross Connection Control
Program must be managed by a Cross Connection Control Specialist. The City meets or
exceeds all of these requirements. Table 8.1 lists the certifications of the drinking water
staff.
In-service training consists of special courses and seminars specifically designed for
operation and maintenance groups. The training is offered through organizations like the
American Water Works Association, Pacific Northwest Section; Evergreen Rule Water
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Association; Washington Environmental Training Center; equipment vendors; local colleges
and universities, and trade organizations. Renton supports and promotes operator training.
As the complexity of the Renton’s water system increases, the need for trained and efficient
staff to keep pace with advances in technology and ever-expanding federal and state
regulation will become more important. New employees need utility orientation and basic
information and experienced employees need training in regulatory requirements and
technological updates.
The importance of regular employee training can be strengthened by linking the training
with the personnel evaluation program. The personnel evaluation program should be used
to provide the employee with a regular and predictable employee promotion plan. A
predictable employee promotion plan that is closely linked with an employee-training
program can improve employee competency and proficiency. Mandatory certification, as
well as the qualifications and training requirements for obtaining and maintaining the
certification, is stipulated by the State of Washington. The City Council and City
Administration have endorsed the idea of increased and continuous training.
Table 8.1 Staff Certification
Name Certification
Raymond Sled WDM4, WTPO4
(Mandatory Certifications for operation of the Water System)
George Stahl WDM3
(Mandatory Certifications for operation of the Water System)
Craig Pray WDM3, WTPO3
(Mandatory Certifications for operation of the Water System)
Jason Burkey WDM1
Sean Campbell WDM2
Mark Combs WDM1
Ronald Druce WTPO2, WDM3
Greg Durbin WTPO2, WDM3
Joe Ferrer WDS1
Pat Flaherty WDM3, WTPO2
Jayson Gallaway WDM1
Daniel Grant WDM1
Danny Hribal WDM1
Kevin McQuiller WDM1
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Table 8.1 Staff Certification
Name Certification
Joshua O’Neill WDM1
Patrick Pierson WDM1
Robert Purdy WDM1
Bob Sagara WDM2
Eric Schwind WDM1
Gary Smith WDS1
Lys Hornsby WDM4, CCS
J. D. Wilson WDM 4
Tom Malphrus WDM3, CCS
Mike Dotson CCS
8.3 SYSTEM OPERATION
8.3.1 Identification of Major System Components
The operation of the major system components is generally described in Chapter 2,
Existing System.
8.3.2 Routine System Operation
Each major system component has an Operations and Maintenance (O & M) manual that
describes start-up and shut-down procedures and safety procedures. Additionally, the
Water Maintenance Services Section has written procedures for both electrical and
hydraulic lock-out/tag-out of the water system facilities.
All sources and booster pump stations are metered and all flow is monitored and recorded
by the SCADA system. The flow through the metered connections to the Seattle Public
Utilities pipelines at the Fred Nelson Booster Pump Station, Tiffany Park Booster Pump
Station and Bow Lake Pipeline is monitored and recorded by SCADA. In addition to the
information recorded by SCADA, Water Maintenance Services staff read and record meter
readings at all sources and all pump stations, daily if the facility is in operation and twice per
week if the facility is on standby.
Retail meters at customer connections are read either monthly or bi-monthly. The meter
reading routes, sequencing, and cycles are maintained in the City’s Utility Billing System.
Meters are read either visually, with touch read wands, or by radio read. Currently the City
has United Pipe and Supply, Inc., under contract to install an Automated Meter Reading
System (AMR). The first AMR ready radios will replace the existing radios on meter reading
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routes 25 and 31. The first AMR ready radios are scheduled to be installed in October
2011. Initial testing of the AMR system will begin shortly thereafter.
The system performance is evaluated in terms of meeting federal and state drinking water
quality requirements; maintaining customer satisfaction; controlling the of cost production
and delivery of water, and meeting system policy goals for service pressure and fire flow.
8.3.3 Preventive Maintenance Program
The preventive maintenance program is documented and tracked by Infor EAM (Enterprise
Asset Management). Infor EAM is a computer-based system that is used to schedule
preventive maintenance and assign resources where they will do the most good; predict
equipment reliability problems and prevent them from happening, and manage assets to
best meet the organization’s goals.
8.3.4 Equipment, Supplies, and Chemical Listing
Table 8.3 is a listing of vehicles and major equipment assigned to the Water Shop.
Inventoried supplies (items stocked on shelves or stored in the yard) are purchased and
tracked by the Maintenance Services Division Maintenance Buyer and staff. The Water
Maintenance Services Manager and staff provide input to the Maintenance Buyer as to
appropriate items and quantities to stock. In addition to stocked items the Maintenance
Buyer maintains information on source of supply for chemicals that are delivered directly to
the place of use and for parts and equipment items that are not stocked on the shelf or in
the yard due to low frequency of purchase or large physical size. The Maintenance Buyer
uses the Infor EAM system to purchase items and manage inventories.
The Water Maintenance Services Manager maintains information regarding service
representatives for major water system components and chemical suppliers. Additionally,
the Water System Emergency Response Plan contains lists of contacts for suppliers and
support services.
Both the Water Maintenance Services Section and the Water Utility Engineering Section
maintain copies of the O & M manuals for all of the major components of the drinking water
system. These manuals list manufacturer part numbers and descriptions as well as
technical specifications for components and chemicals used.
8.4 EMERGENCY RESPONSE PROGRAM
The Drinking Water Utility maintains a Water System Emergency Response Plan, which is
a sub plan to the City of Renton Emergency Response Plan.
8.4.1 Water System Personnel Emergency Call-up List
The Water Maintenance Services Section publishes two emergency call-up lists: one for
emergencies dealing with wells and booster pump stations and one for emergencies
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dealing with water mains, PRV stations, and water tanks (reservoirs). The SCADA system
is connected to an auto dialer that is used to contact call up personnel when an alarm is
triggered after office hours. The auto dialer is programmed to move down a list of phone
numbers until its call is acknowledged. After office hours calls to 911 that are water system
related are handled by the 911 dispatch who then contacts a cell phone that is carried by
on call staff. If the on-call staff does not answer the cell phone the dispatcher will attempt to
contact the Water Maintenance Services Manager, the Water Maintenance Services
Supervisor or the Water Utility Maintenance Supervisor. Other phone numbers are available
to the dispatcher including the Maintenance Services Director’s cell phone number.
8.4.2 Notification Procedures – Water Quality Emergencies
See Appendix H, Drinking Water Quality Monitoring Program.
8.4.3 Vulnerability Analysis
See Chapter 5, Policies, Criteria, and Standards, for the Water Utility’s reliability and
vulnerability policies.
The Water Utility completed a security vulnerability assessment in December 2003 and
updated the city-wide Emergency Response Plan in June 2004 as required by the Public
Health Security and Bioterrorism Preparedness and Response Act of 2002. The Water
Utility budgets for security improvements in its Water System Capital Improvement
Program. Typically this money is transferred into specific project budgets were security
upgrades are incorporated into the overall project scope.
Periodically, the Water Utility assesses the vulnerability of its drinking water system to
threats from earthquakes, floods, power outages, etc.
New facilities are designed and constructed to the latest building code standards. In
addition, extra emphasis is placed on hazard engineering when the new facilities are critical
to the operation of the water system. Retrofits of existing facilities typically incorporate
security and safety upgrades and sometimes structural modifications to enhance
survivability and operability of the facility after natural or manmade disasters.
The Water Utility designs and constructs redundancy in its water main network, supply
sources, pressure zone transfer pumps and PRV stations, etc., to increase the system’s
overall reliability and reduce its vulnerability to disruptions.
8.4.4 Contingency Operational Plan
Contingency operational plans for the various facilities are included in the, Water System
Emergency Response Plan.
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8.5 SAFETY PROCEDURES
The goal of the Water Maintenance Services Section is to comply with all OSHA and
WISHA regulations applicable to the operation of the section. All workplace hazards, related
safety and first aid equipment and procedures are identified and communicated to the
Water Maintenance Services staff via safety briefings, facility specific Standard Operating
Procedures, facility Operation and Maintenance Manuals, and/or Material Safety Data
Sheets.
8.6 CUSTOMER COMPLAINT RESPONSE PROGRAM
Each year the Water Maintenance Services Section receives approximately 3,000 calls of
which approximately 300 are complaints. Each call is logged into the Infor EAM system.
When applicable, a staff member is assigned to the complaint. Infor EAM tracks the
problem; its location; who is assigned to investigate/fix the problem; what was discovered in
the field; what was done to address the complaint, and how much time/materials were
expended. Complaints are mainly regarding water leaks (80%) and taste and odor
problems (20%).
8.7 RECORD KEEPING AND REPORTING
Maintenance and operating records are an essential tool in utility management and
operation. They also provide the supporting data necessary for long-term planning.
The Water Utility keeps several types of records: water quality sampling for operations and
mandatory water quality sampling records (see Appendix H); chemical dosing records;
water main disinfection records; hydrant flushing records; source production, and booster
pump station pumping records; reservoir level records; aquifer level records; personnel
records; customer contact records; meter records; inventory records, etc. The City’s records
are legible, permanent, accurate, and accessible. Their importance to the efficient
functioning of the Utility is effectively addressed in the context of the in-service staff training
sessions.
Hard copies of the records are maintained at the Water Maintenance Services Manager’s
office. The Water Utility Engineering Section maintains information on mandatory water
quality sampling test results in a database in the City’s enterprise database management
system. The Water Utility Engineering Section also maintains electronic copies (MS Excel
files) of the Water Maintenance Services Section’s operational records on one of the City’s
network servers. The Water Utility Engineering Section maintains records of backflow
assembly test results, tester certifications, test notifications, backflow assembly information
and cross connection information in a database in the City’s enterprise database
management system.
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The SCADA system (described in Chapter 2) records the flow rates and flow quantities of
all wells, booster pumps, and spring; water levels in reservoirs and production wells; levels
in chemical storage tanks; pH levels of raw and treated water; pump starts and fails; alarm
conditions; and various other data.
Current maps of the water system are also important for operation and maintenance.
Changes or additions to the water system are added as they occur by the Water Utility
Engineering Section and paper and electronic copies are provided to the Water
Maintenance Services Section, the Fire Department, Development Services Division, and
others. The geospatial and attribute information on the drinking water system is maintained
in ESRI ArcGIS (ArcSDE geodatabase in the City’s enterprise database management
system). Currently the Water Maintenance Services Section maintains five laptop or tablet
PCs which are loaded with the ArcMap. The laptops and tablet PCs are updated
periodically with the most current GIS information. The GIS information is viewed using
ArcView. The laptops and tablet PCs are used by the utility locators, valve crews, and
meter technicians. For users at City Hall, the Water system information is available through
an ArcGIS Server, web based application.
Paper forms of the maps including valve, hydrant, and fire flow map books at 1” = 400”
scale and wall maps at various scales are available upon request. Maps are also available
in PDF format.
Records are kept in accordance with Revised Code of Washington and Washington
Administrative Code requirements. The City’s file maintenance plan outlining specific
instructions for keeping and destroying files is maintained and managed by the City Clerk.
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Table 8.2 Operations & Maintenance Activities – Typical Year
Activity Work Quantity Work Unit Labor Days
Program 01 – Water Distribution / Meters
Test / Repair Meter 3”+ 110 Meter 3”+ 27
Replace Meter 1.5”-2” 50 Meter 25
New Meter Accounts 180 Meter 18
Meter Readings 480 Route 360
Meter On / Offs 1,402 Meter 84
Meter Closings 701 Meter 87
Meter Re-reads 420 Meter 8
Replace / Repair Exist Meter 420 Meter 42
Sawdust Meter Boxes 841 Box 14
Lids, Adjust / Clean Boxes 560 Box 11
New Meter Install 220 Meter 27
Fire Meter Services 20 Meter 10
Program 01 Total 713
Program 02 – Water Distribution / Service
Service Install 55 Service 110
Contractor Repairs to Service 12 Service 6
Service Repairs 250 Service 137
Check Leaks / None Found 210 Meters 42
Abandon Service 0 Service 0
Transfer Service 30 Service 45
Replace Service 60 Service 140
Program 02 Total 480
Program 03 - Water Distribution/Valves
Gate Valve Inspection 2,256 Valve 250
Gate Valve Repair 45 Valve 33
Program 03 Total 283
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Table 8.2 Operations & Maintenance Activities – Typical Year
Activity Work Quantity Work Unit Labor Days
Program 04 – Water Distribution – Mains
Leak Detection 13,900 Linear Feet 18
Cut-In Tees & Valves 12”+ 6 Cut-In 18
Main Cut & Cap 42 Labor Hour 21
Main Connections 70 Tie-In 210
Locate / Inspect / Repair AirVac 360 Labor Hour 13
Polypig Mainline 0 Linear Feet 0
Main Replacement 1000 Linear Feet 40
Cast Iron Main Repair 8 Repair 24
Steel Main Repair 10 Repair 30
AC Main Repair 5 Repair 12
Disinfect New Mains for
Contractors
275 Labor Hour 34
Program 04 Total 420
Program 05 – Water Distribution / Hydrants
Hydrant Testing 5,810 Hydrant 134
Hydrant Repair 319 Hydrant 63
Part-Time Hire – Hydrant Painting 581 Hydrant 58
Hydrant Replacement 128 Labor Hour 16
Program 05 Total 271
Program 06 – Water Distribution / Reservoirs
Reservoir Maintenance – Internal 196 Labor Hour 24
Reservoir Maintenance – External 90 Labor Hour 11
Part-Time Hire – Ground keeping 1,260 Labor Hour 157
Program 06 Total 192
Program 07 – PRV Stations
PRV Station Maintenance 272 Labor Hour 68
Program 07 Total 68
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Table 8.2 Operations & Maintenance Activities – Typical Year
Activity Work Quantity Work Unit Labor Days
Program 08 – Chemical Treatment
Chemical Treatment Inspection 1600 Labor Hour 300
Chemical Treatment Preventive 160 Labor 20
Chemical Treatment Maintenance 88 Labor Hour 44
Treatment Chemical Handling 800 Labor Hour 100
Program 08 Total 464
Program 09 – Pump Stations
Pump Station Preventive
Maintenance
494 Labor Hour 123
Pump Station Inspection 1235 Labor Hour 115
Pump Station Painting 252 Labor Hour 3
Pump Station Electric 95 Labor Hour 11
Pump Station Piping 95 Labor Hour 11
Regulatory Compliance 50 Labor Hour 12
Program 09 Total 275
Program 11 – SCADA System
SCADA Maintenance 360 Labor Hour 18
Program 11 Total 18
Program 12 – Water Quality
Water Testing 1200 Samples 45
Lead & Copper Rule Testing 40 Labor Hour 5
Water Quality Complaint
Investigations
90 Complaints 14
Flushing Mains 300 Labor Hour 46
Aquifer Monitoring / Testing 28 Labor Hour 3
Program 12 Total 113
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Table 8.2 Operations & Maintenance Activities – Typical Year
Activity Work Quantity Work Unit Labor Days
Program 13 – Miscellaneous
Temporary Meters 0 Meter 0
Equipment Service 200 Labor Hour 25
Stores – Yard Work 300 Labor Hour 37
Contractor Construction –
Inspection
240 Labor Hour 240
Meter Reader Postings 12 Labor Hour 1
Emergency Response 300 Labor Hour 75
Utility Location 2080 Labor Hour 260
Work – Other Section 192 Labor Hour 24
Program 13 Total 662
Program 90 – Administration
Field Supervision 1400 Labor Hour 288
Professional Training 700 Labor Hour 87
Planning & Records 1900 Labor Hour 213
Plan Review 400 Labor Hour 50
Meetings & Conferences 1000 Labor Hour 125
Program 90 Total 763
Program 91 – Leave Time
Payroll Adjustments 0 Labor Hour 0
Sick Leave Usage 1200 Labor Hour 150
Absent Time 5600 Labor Hour 700
Program 91 Total 850
Grand Total 5,572
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Table 8.3 Water Maintenance Services Equipment List 2011
Unit # Equip # Use Vehicle Descr. Year Normal Operator
DISTRIBUTION CREW TRUCKS
2085 D93 Water Crew F 550 Diesel 1999 Lead -
Bob Sagara
2085 D89 Leaks & Mtr F 550 Diesel 1999 Water Crew
2085 D109 Water Crew F 550 Diesel 2004 Lead:
Eric Schwind
2390 B141 Valve Crew Dodge Sprinter 2008 Water Valve
Crew
2390 B142 Valve Crew Dodge Sprinter 2008 Water Valve
Crew
2010 B101 Utility Locator Blazer LS 4x4 2001 Fred Enriques
2010 B148a Utility Locator Blazer LS 4x4 2008 Mohogany
Williams
2034 C257 Call Out Chevy Silverado 2011 Water Crew
2330 B094 Meter Van Chevy Van 2003 Sean Campbell
2080 D069 Flat Bed 1 Ton Flat Bed 1992 Water Crew
2085 D095 Flat Bed 1.5 Ton Flat Bed 1999 Water Crew
2080 D100 Flat Bed 1 Ton Flat Bed 2000 Water Crew
LARGE EQUIPMENT
2200 D110 Dirt Hauling 5 yard dump 2007 Water Crew
2220 D116 Dirt Hauling 10 yard dump 2008 Water Crew
3500 E095 Digging Back-hoe 2008 Water Crew
6000 S169 Equipment Trailer Equipment Trailer 1998 Water Crew
WATER QUALITY GROUP TRUCKS
2330 B105 Water Quality Astro Van 2002 Greg Durbin
2330 B110 Water Quality Astro Van 2003 Ron Druce
2300 B094 Water Quality 3/4 Ton Van 2001 Kevin Mcquiller
2085 D114 Water Quality 1 Ton Flat Bed 2006 Dan Hrible
2300 C254 Water Quality Silverado Pickup 2008 Robert Purdy
2300 B061 Water Quality Chevy Pickup 2007 Pat Flaherty
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Table 8.3 Water Maintenance Services Equipment List 2011
Unit # Equip # Use Vehicle Descr. Year Normal Operator
WATER METER READERS
2000 C224 Meter Reading Small Pickup - Ford 2003 Doug Allen
2000 C218 Meter Reading Small Pickup - Ford 2002 Sandy Hock
2000 C241 Meter Reading Small Pickup - Gmc 2007
MANAGER AND SUPERVISORS
2300 B119 Water Quality Astro Van 2006 Craig Pray
2060 C181 Distribution 3/4 Ton Pickup 4x4 1997 George Stahl
2010 B077 Manager Blazer LS 4x4 2008 Ray Sled
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Chapter 9
CAPITAL IMPROVEMENT PLAN
9.1 INTRODUCTION
This chapter summarizes planned and future water system improvement projects and
programs that are recommended in other chapters of this Plan and from other feasibility
studies for the City of Renton (City). The improvements are needed to correct existing
system deficiencies to keep the system running in order to reliably supply the City’s water
customers with safe, clean water that meets federal and state drinking water regulatory
requirements. The Capital Improvement Plan (CIP) also outlines planned projects that are
needed to upgrade and expand the City’s water system to meet future water demand from
growth in population and from development within the City of Renton water service area.
9.2 CAPITAL PROJECTS
The City has a separate Capital Improvement Plan (CIP) document that prioritizes projects
and identifies funding plans for a 6-year period. The CIP document is updated and adopted
bi-annually as part of the Council’s adoption of the City’s operating budget. Capital projects
are generally categorized into water supply, water quality and treatment, storage facilities,
pump stations, water main rehabilitation and replacement, major maintenance, and
regulatory compliance programs.
The City maintains a current inventory of its water system infrastructure and assets through
a Geographic Information System (GIS) based ESRI ArcGIS 11.0. The City is working on
the development of a comprehensive Asset Management Program (AMP) to manage the
life cycle of all of its water system assets in the most cost effective, sustainable manner to
meet established service level goals. The overall water infrastructure capital improvement
program will be re-evaluated based on the findings and recommendations of the final Asset
Management Plan.
9.2.1 Projects to Address Future Water Supply Needs and Increase Storage
Capacity
9.2.1.1 50-Year Water Supply Purveyor Contract with Seattle Public Utilities
In 2011, the City of Renton entered into a 50-year (2012-2062) water supply contract with
Seattle Public Utilities (SPU) for the purchase of additional water to supplement the City’s
own supply sources in order to meet peak day water demands and future water demands
from population and development growth within the City’s retail water service area. The
wholesale contract with SPU also allows for additional system intertie connections to SPU’s
Cedar River Pipelines, Bow Lake Pipeline, and East Side Supply Line, when needed; there
is no limit on the quantity of water that the City can purchase from SPU. The City has
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constructed necessary upgrades to its existing interties with SPU, including the installation
of flow control valves and meters and connection to the SCADA telemetry system to
monitor water purchased from SPU.
9.2.1.2 Future Reservoirs to Increase Storage and for Operational Flexibility
The City will be able to meet its future storage requirements by adding new reservoirs and
by replacing existing reservoirs as described below. Although, the storage analysis in
Chapter 7 shows various estimated deficits in storage in certain pressure zones in future
years, the City plans to install larger reservoirs in the future by maximizing their footprints
within the current City-owned properties. The larger reservoirs will also provide operational
flexibility and added reliability and redundancy of system capacity, in case there is a need
for the City to take an existing reservoir out of service for maintenance. Proposed reservoir
sizes will be confirmed during pre-design of these projects. The City is also planning to
install emergency and back-up power to its remaining well pumps and booster pump
stations including automatic transfer switches to reduce the standby storage volume
requirements.
9.2.1.2.1 Blackriver Reservoir – Valley 196 Zone
This project consists of property acquisition, planning, design, construction of a new
reservoir in the 196 pressure-zone to provide additional storage along with operational
flexibility and reliability. Although, the storage analysis in Chapter 7 shows an estimated
deficit of 1.06 MG in year 2017 and 1.11 MG in year 2031, the City is planning to construct
a larger reservoir in the Valley 196 Zone to provide operational flexibility, reliability, and
redundancy of system capacity, such as in case there is a need for the City to take the
existing N. Talbot Reservoir out of service for maintenance. The total storage requirement
for the Valley Operational Area in 2031 is 5.34 MG. Chapter 7 notes that additional storage
is needed in this operational area to serve high-elevation properties. The new Blackriver
Reservoir will supplement storage provided to this operational area by the North Talbot and
Mt. Olivet Reservoirs. The proposed reservoir size will be confirmed during pre-design of
this project.
In 2011, the City completed a site assessment and geotechnical investigations of a
potential site in the Blackriver Quarry. A pre-design report was completed for the proposed
6.6-MG reservoir and related transmission main. The City is currently negotiating with the
property owner to acquire the property. The estimated cost range for this project is $8
million to $9 million.
9.2.1.2.2 Replacement of Existing Mt. Olivet Reservoir and Pump Station – 196 Zone
This future project consists of the planning, design and construction for the replacement of
the existing Mt. Olivet (3-MG) Reservoir and Pump Station, which were constructed in
1954. The City has completed the recoating of the interior and exterior of the tank and has
installed a cathodic protection system to extend the useful life of the existing tank. This
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reservoir provides storage to the Valley Operational Area. The total storage requirement for
the Valley Operational Area in 2031 is 5.34 MG. Chapter 7 notes that additional storage is
needed in this operational area to serve high-elevation properties. The replaced Mt. Olivet
Reservoir will supplement storage provided to this operational area by the North Talbot and
Blackriver Reservoirs. The proposed reservoir size and pump sizes will be confirmed during
pre-design of this project.
The City plans to replace the existing reservoir with a new 7-MG tank to increase storage
capacity and to provide operational flexibility, reliability, and redundancy of system capacity
to both the 196 and 435 Zones. The pump station will be replaced with two (2) 150-HP and
two (2) 125-HP pumps, with a total capacity of 9,000 gpm. The estimated cost for the future
reservoir and pump station project is $9 million $10 million.
9.2.1.2.3 Replacement of Existing Highlands 435 Reservoirs and Pump Station
This project consists of the planning, design and construction for the future replacement of
the two existing Highlands 435 Reservoirs (2 MG and 1.5 MG), which were constructed in
1942 and 1960. The project replaces the reservoirs with two larger reservoirs to increase
storage capacity and to provide operational flexibility, reliability, and redundancy of system
capacity to the 435 zone. The first phase of the project consists of the construction of a new
8 MG reservoir next to the existing 2 old reservoirs. The second phase of the project
consists of removing the 2 old reservoirs and to construct a second 7 MG reservoir. The
total storage requirement for the Highlands 435 Operational Area in 2031 is 3.27 MG
(including the Kennydale 320 Zone). The Highlands 435 Reservoirs provide all the storage
for this operational area. The proposed reservoir sizes and pumps sizes will be confirmed
during pre-design of this project.
The existing reservoirs are structurally vulnerable to a significant earthquake. The first
phase of this project consists of the construction of a new 8.0-MG rectangular and
underground concrete reservoir on the existing City-owned property. The second phase of
this project will include the removal of the two existing reservoirs and their replacement with
one new 7-MG rectangular concrete reservoir. The pump station will be replaced with two
(2) 150-HP and two (2) 100-HP pumps, with a total capacity of 7,000 gpm. The estimated
cost for the two new reservoirs and pump station is $21 million to $22 million.
9.2.1.2.4 Replacement of Existing Highlands 565 Reservoir
This project consists of the planning, design and construction of a new 4-MG steel reservoir
to replace the existing Highlands 565 Reservoir to increase storage capacity in the 565
Zone and to provide operational reliability and flexibility. The total storage requirement for
the Highlands 565 Operational Area in 2031 is 3.44 MG. The replaced Highlands 565
Reservoir will supplement the storage provided to this operational area from the Hazen
Reservoir (4.2 MG). The proposed reservoir size and sizing of pumps will be confirmed
during pre-design of this project.
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The existing elevated tank was constructed in 1960 and, following the damages to the tank
from the 2001 Nisqually earthquake, the City has repaired the bracing on the existing tank
and seismically upgraded the tank structure. The estimated cost for this new reservoir
project is $8 Million to $9 Million.
9.2.1.2.5 New Rolling Hills 590 Reservoir
This project consists of the planning, design and construction of a future 4-MG steel
reservoir in the Rolling Hills 590 Zone to increase storage capacity and to provide
operational reliability and flexibility. The total storage requirement for the Rolling Hills 590
Operational Area in 2031 is 1.24 MG. The Rolling Hills 590 Reservoir provides all the
storage for this operational area; however, some storage is available from pumping from
the Rolling Hills 490 Reservoir by pumping through the Rolling Hills BPS. The proposed
reservoir size will be confirmed during pre-design of this project.
The existing 0.3-MG elevated tank, constructed in 1960, will remain in service. The City has
repaired the bracing on the existing tank and seismically upgraded the tank structure
following the damages to the tank from the 2001 Nisqually earthquake. The estimated cost
for this new reservoir project is $7 Million to $8 Million.
9.2.1.2.6 New Kennydale Reservoir 320-Zone
This project consists of property acquisition, planning, design, construction of a new 1.5-MG
reservoir in the Kennydale 320 Zone to provide storage along with operational flexibility and
reliability. The total storage requirement for the Highlands 435 Operational Area, which
includes the Kennydale 320 Zone, in 2031 is 3.27 MG. The Highlands 435 Reservoirs
provide all the storage for this operational area. The proposed reservoir size will be
confirmed during pre-design of this project.
Currently, the 320 Zone is served by several PRVs and the zone does not have a dedicated
reservoir. The estimated cost for this new reservoir project is $3 Million to $3.5 Million.
9.2.2 Projects to Increase Water System Reliability and Redundancy
9.2.2.1 Back-Up Power to Pump Stations and Production Wells Pumps
The following projects consist of the planning, design and installation of on-site emergency
power generators with automatic transfer switches for several pumps stations and well
pumps in order to improve system operational reliability. The projects will also provide a
reduction in the storage volume requirements for several pressure zones within the water
system as allowed under DOH design criteria for sources that have auxiliary power that
starts automatically if the primary power is disrupted. Facilities being evaluated for
emergency back-up power are listed below.
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9.2.2.1.1 Maplewood Wells
This project consists of the design and installation of backup power supply to the
Maplewood wells PW-11, 12, 17, and to the booster pump station and water treatment
facility to ensure a reliable source of supply. Auto-start transfer switches will also be
installed on these facilities. The estimated cost for this project is $1,000,000.
9.2.2.1.2 West Hill Booster Pump Station
This project consists of the design and installation of backup power supply to the two
pumps at the West Hills Pump Station. The third pump, which is a fire pump, has a diesel
engine generator with auto-start switch. The estimated cost for this project is $250,000.
9.2.2.1.3 Monroe Avenue Booster Pump Station
This project consists of the design and installation of backup power supply to the two
pumps at the Monroe Avenue booster pump station. This station pumps from the Highlands
435-zone to the Highlands 565-zone. The estimated cost for this project is $300,000.
9.2.2.1.4 South Talbot Hill Booster Pump Station
This project consists of the design and installation of backup power supply to the two
domestic and the two fire pumps at the South Talbot Hill booster pump station. This station
pumps from the Valley 196-zone to the Talbot Hill 350-zone. The estimated cost for this
project is $300,000.
9.2.2.1.5 Rolling Hills Booster Pump Station
This project consists of the design and installation of backup power supply at the Rolling
Hills BPS to allow all four pumps to operate during emergency conditions. The estimated
cost for this project is $300,000.
9.2.3 Water Quality Improvements and Regulatory Compliance Projects
9.2.3.1 Primary Disinfection for Wells PW-8, PW-9, EW-3 and Springbrook Springs
This project consists of the planning, design and construction of a primary disinfection
facility to the City groundwater supply sources PW-8, PW-9, EW-3 and Springbrook Springs
in response to the Ground Water Rule. The improvements include the installation of
pipelines to provide a minimum chlorine concentration and contact time (CT) value of 6
mg/L-min for the subject groundwater supply sources. In 2003, the City constructed CT-6
piping for three of its production wells: RW-1, RW-2, and RW-3. The estimated cost for this
project is $1.2 Million.
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9.2.3.2 Well 5A Water Treatment Improvements
This project consists of the design and construction of a treatment facility for the existing
Well 5A in the Kennydale area beyond the next 20-year planning period. The project will
increase the City’s usable water supply source by 1,500 gallons per minute (gpm) or about
2.16 million gallons per day (mgd). The City has completed bench-scale water quality
testing, a pilot treatment study, and a pre-design report and has identified the treatment
method for the removal of iron, manganese, sulfide compounds, and ammonia from the
groundwater water supply. The estimated cost for this project is $16.4 million.
9.2.4 Transmission and Distribution Pipelines Renewal and Replacement Projects
These projects consist of the planning, design and construction for the systematic
replacement or renewal of old transmission mains and of old, undersized and leaky steel,
cast-iron, and asbestos-cement distribution mains throughout the City, to restore or
increase fire flow capacity and to improve water quality. Prioritization of the pipe
replacement program is based on several factors including degree of fire flow deficiency,
number of past leaks and breaks found and repaired and likelihood and frequency of future
leaks and breaks, predicted residual life of the pipe, number of water quality complaints and
results of investigations, and coordination with other scheduled City roadway and utilities
improvements projects. The City’s pipeline renewal and replacement program and overall
water infrastructure capital improvement program will be re-evaluated based on the findings
and recommendations of the final Asset Management Plan.
9.2.4.1 Asset Management Plan for Renewal and Replacement of Water Mains
This project consists of a phased development of a Water Utility Asset Management Plan
(AMP) in order for the City to better manage the life cycle of its water system assets in the
most cost effective, sustainable manner to meet established levels of water service delivery
to our customers. The AMP will be structured around the Ten Core Processes introduced
and promoted by the USEPA. The first phase of the AMP project will focus on the City’s
water distribution pipes which is the largest asset class in the water system.
9.2.4.2 Water Main Replacement Projects to Increase Fire Flow Capacity
In order to provide the current minimum fire flow of 1,000 gpm in single-family residential
areas, the City plans on replacing the existing and undersized water mains in old residential
subdivisions with larger ductile pipes, with an 8-inch minimum diameter. Looping of the
mains will be provided, and dead-end mains will be eliminated when possible, to increase
flow capacity and to provide system reliability. Old and substandard hydrants will be
replaced with new ones, and additional hydrants will be installed to meet current fire codes
for the spacing of hydrants. Priority will be given to old 4-inch, 6-inch, and dead-end lines
and for pipes located in streets that are planned for reconstruction including asphalt
overlays.
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9.2.4.3 Annual Water Main Replacement Program
This program consists of the systematic replacement of old water mains that have reached
their anticipated remaining useful life. A summary of the estimated remaining useful life of
various types of pipe materials and the ages of the pipes is shown in Chapter 7. This
program will be further refined and implemented based on the findings and
recommendations of the City’s Asset Management Plan, which is anticipated for completion
in 2012-2013. The annual budget for the City’s pipe replacement is $1 million.
9.2.4.4 Optimization of Pressure Zones in Distribution System
As part of the hydraulic analysis of the City’s water system described in Chapter 7,
deficiencies found in the distribution system will be evaluated and corrected as part of this
on-going capital improvement program.
For areas where the hydraulic analysis shows that the water pressure in the distribution
system exceeds 110 psi under normal system operation, the City will do a study to convert
the existing zone to a lower zone, as discussed below.
For areas where the hydraulic analysis shows that the water pressure in the distribution
system during a fire condition event is less than 30 psi, which is the City’s desired level of
service for minimum pressure at the customers’ meters, the City will do a study to convert
the existing zone to a higher zone, as discussed below.
Figures 7.12 through 7.26 in Chapter 7 show potential improvements, such as locations of
new PRVs, closed valves, or extending pump discharge piping to higher elevations. For
each of these areas, it is recommended that the City perform a Rezone Study to determine
how to best redistribute operating pressures and confirm the required system modifications.
The following Rezone Studies are recommended:
Kennydale 320/ Highlands 435 Rezone Study.
Rolling Hills Rezone Study.
Talbot Hill 350 Rezone Study.
West Hills Rezone Study.
The estimated cost of this program will be developed as part of the evaluation and study for
each project. The line item “Pressure and Flow Optimization Study” in Table 9.1 is the first
step in identifying solutions to system pressure (high and low) and fire flow issues. At the
completion of the study, the CIP will be updated to include projects to address system and
fire flow issues.
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9.2.4.5 Water Main Replacement in conjunction with Roadway Improvements
Projects
This program consists of the replacement of existing water mains in conjunction with the
construction of major roadways and utilities improvement projects to reduce the cost of
future replacement of the lines and to minimize construction impact to traffic, businesses,
and neighborhoods within the various project areas.
9.2.4.6 Rainier Avenue S. from S. Grady Way to S. 2nd St
This project consists of the replacement of existing water mains in Rainier Avenue from SW
Grady Way to S 2nd Street, in conjunction with the City’s Transportation Department’s
roadway improvements project. The new 12-inch water mains will improve the fire flow
capacity for the existing commercial businesses and for future development and
redevelopment projects within the Rainer Avenue corridor. The estimated cost for this
project is $1.5 Million.
9.2.4.7 SW 27th St - Strander Boulevard Water Main Extension
This project consists of the extension of a 12-inch water main in Strander Blvd west of
Naches Ave SW in conjunction with the City’s transportation roadway improvements
project. The new water main will provide water service to the abutting private commercial
properties owned by the Boeing Company. The estimated cost for this project is $130,000.
9.2.4.8 Water Main Improvements in Redevelopment Areas
Redevelopment activities can have a substantial impact on the ability of the existing
distribution system to provide sufficient water to customers for fire protection service and for
domestic uses. Typically, detailed hydraulic models are used in conjunction with area water
demand forecasts and fire flow requirements to identify potential water main improvements
in redevelopment areas.
Water main improvements needed for redevelopment projects are typically installed and
paid for by the developers. The developers may recoup some of their costs from future
benefitting properties by applying to City Council for a latecomer agreement. In some
cases, with the approval of funding from the City Council, the City may install the
improvements or participate in the cost of the improvements with the developers and the
City recovers its costs from benefitting properties through a Special Assessment District.
The pipe replacement program for redevelopment projects is designed to balance the City’s
investments in pipe replacement projects to reduce risks associated with aging pipe
infrastructure with investments in major pipe replacement projects to support growth and
development.
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9.2.4.9 Other On-Going Capital Programs and Plans
9.2.4.9.1 Reservoirs Recoat
This project consists of a scheduled recoating of the interior and exterior surfaces of the
existing steel stand pipe and elevated reservoirs to extend the useful life of the structures.
The installation of safety upgrades and of a cathodic protection system is included in this
project. The budget for this program is $100,000 per year.
9.2.4.9.2 Telemetry System and SCADA Upgrades
This project consist of the systematic replacement of the remote telemetry units (RTU’s) at
various City water facilities due to the unavailability of replacement parts and also to be
prepared should the manufacturers of the original system go out of business. The project
also includes the design, reconfiguration, programming and functional testing of the master
telemetry unit (MTU) and the of the human machine interface (HMI) at the City’s operation
and maintenance headquarters. It is anticipated that the updating of the telemetry system
will occur on a five-year cycle. The estimated cost for this project is $50,000 per year.
9.2.4.9.3 Security Improvements
This project consists of the planning, design and installation of security improvements on
existing water system facilities based on the findings and recommendations of the security
vulnerability assessment. The cost of this program depends on each specific project.
9.2.4.9.4 Upgrades to Monitoring Wells
The City owns 53 monitoring wells located throughout its well fields and surrounding areas.
The City uses the monitoring wells for water quality testing to detect contaminants before
they reach the production wells and also to monitor water levels for the management of the
pumping of the aquifer.
This project consists of performing an inventory and assessment of the conditions existing
monitoring wells and to perform necessary repairs, including installation of water level
sensors connected to the City’s telemetry system, purge pumps, and vandal protection
measures. The estimated cost for this project is $130,000.
9.3 SUMMARY
Tables 9.1 and 9.2 summarize the short-term and long-term CIP, including project names,
estimated costs, and projected years for start and completion.
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December 2012 10-1
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Chapter 10
FINANCIAL PROGRAM
10.1 INTRODUCTION
This chapter summarizes the City of Renton’s (City’s) Water Utility financial status and its
funding strategy for recommended investments on the Capital Improvement Program for
the 10-year planning period through 2020. The Water Utility operates as an enterprise fund
and as such, it must be self-sustaining. Water utility funds are accounted for and budgeted
separately, but are managed as a system with other City enterprise funds in accordance
with the City’s financial management policies. These polices are described in more detail in
Chapter 5, and include the following:
Fiscal Stewardship.
Self-sufficient Funding.
Rate Stabilization.
Operating Reserve.
Debt Service.
Bonds vs. Cash Expenditures.
Comprehensive Planning.
Equitable Rates.
10.2 REVENUES AND FUNDING SOURCES
The City accounts for its water revenues and other funding sources in two main separate
funds:
Fund 405 – Fund 405 is the Operating Fund for the City’s water utility. It was created
in 2006 for the purpose of identifying water utility revenues and expenses. Revenue
sources for this fund are generally from water sales and collections, but also include
revenues from plan review and inspection fees, water meter installation fees, utility
billing fees, rent and leases, and inter-fund reimbursements from other City’s
departments for services provided. Expenses include Operation and Maintenance
(O&M), debt service payments for Public Works Trust Fund (PWTF) loans, revenue
bonds, taxes, and transfers to the Construction Fund.
Fund 425 – Fund 425 is the Construction Fund for the Water Utility for the design,
construction, and project management of capital improvement projects. Revenues
from this fund include transfers from the Operating Fund, utility collection fees, special
assessment fees, system development charges, water connection charges, City
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issued bonds, proceeds from revenue bonds, proceeds from PWTF loans, and from
Community, Trade, and Economic Development grants.
The Finance Department maintains the financial records for the Water Utility and both the
Finance Department and the Public Works Department monitor and evaluate the Utility’s
fiscal performance.
10.3 HISTORICAL FINANCIAL PERFORMANCE
Table 10.1 summarizes actual cash-basis revenues, expenses, and fund balances for the
Water Utility Operating Fund 405 for the 5-year period 2006-2010.
Over this 5-year period, the Utility fund balance, which represents total unexpended
resources carried forward to future years, increased from $3.9 million to $4.7 million. A total
of $13.8 million was transferred over the period to the Utility Capital Improvement Fund to
finance budgeted capital project expenses. These transfers represent 24 percent of total
water utility expenses and 30 percent of the water service collection revenues for the 5-year
period. As of December 31, 2010, included in the ending fund balance are the Operating
Fund reserves of $725,242 and Debt Reserves of $1,955,020, per the City’s financial
policies.
Table 10.1 Water Utility Fund (Fund 405)
Actual Revenues, Expenses & Fund Balances by Year
2006 2007 2008 2009 2010
Beginning Fund Balance $516,000 $4,071,000 $3,298,000 $5,104,000 $4,295,000
Annual Revenues
Water Service2 $7,225,000 $9,596,000 $9,442,000 $10,217,000 $10,507,000
Water Fees3 $353,000 $504,000 $257,000 $132,000 $124,000
Investment Interest $142,000 $172,000 $315,000 $262,000 $79,000
Interfund Revenue4 $213,000 $212,000 $211,000 $240,000 $233,000
Other Revenue5 $206,000 $145,000 $150,000 $180,000 $168,000
Bond Proceeds $3,240,000 $707,000 $7,719,000 - -
Revenue Totals $11,378,000 $11,336,000 $18,094,000 $11,032,000 $11,111,000
December 2012 10-3
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Table 10.1 Water Utility Fund (Fund 405)
Actual Revenues, Expenses & Fund Balances by Year
2006 2007 2008 2009 2010
Annual Expenditures
Administration $288,000 $287,000 $352,000 $335,000 $414,000
Operations $1,467,000 $1,182,000 $1,252,000 $1,167,000 $1,090,000
Maintenance $3,412,000 $3,874,000 $4,220,000 $4,354,000 $4,323,000
Purchased Water &
Water Inventory6 $221,000 $325,000 $193,00 $168,000 $217,000
Debt Services Costs7 $411,000 $2,164,000 $2,573,000 $2,538,000 $2,325,000
Taxes $865,000 $973,000 $1,038,000 $1,039,000 $1,097,000
Transfers Out to
Capital Fund8 $1,233,000 $2,460,000 $6,662,000 $2,240,000 $1,245,000
Expenditure Totals $7,897,000 $11,264,000 $16,289,000 $11,841,000 $10,710,000
Ending Fund Balance $3,997,000 $4,142,000 $5,104,000 $4,295,000 $4,695,000
Bond Reserves $1,899,000 $1,955,000 $1,955,000 $1,955,000 $1,955,000
Capital Outlay (Fund
425) $2,100,000 $4,447,000 $6,235,000 $1,737,000 $2,259,000
Notes:
1. Source: City-provided Statement of Revenues, Expenses & Fund Balances for Fund 405.
2. Water Sales Service revenue includes rate revenue plus interest on notes from Skyway Water
District.
3. Water Fees revenue includes Inspection Fees, Installation Fees, Utility Billing Fees, and other
Miscellaneous Fees.
4. Interfund Revenue includes soft-capital transfers for labor & benefits for City employees working
on the Water Capital Improvement Program (CIP) and Project Reimbursements from other
funds. Other minor amounts are also transferred from Street Maintenance, Wastewater
Maintenance, and Surface Water Maintenance.
5. Other Revenue primarily includes rental fees paid by communications companies for leasing
antenna spaces in reservoir sites.
6. Includes both Wholesale Water Purchases and Water Inventory purchases - pipes, asphalt, and
other materials needed for maintenance work.
7. Includes debt payments for PWTF Loans and Bonds.
8. Transfer to Capital Improvement Projects Fund (Fund 425) for annual CIP expenditures. 2009
also includes a $240,000 transfer to the Airport for a 5-year Interfund Loan.
10.4 FINANCIAL OUTLOOK
Table 10-2 presents a projection of annual utility revenues, expenses, and fund balances
for the next 10 years (2011-2020), based on the 2010 adopted budget amounts and
changes expected to occur in various categories over the subsequent 10-year period as a
result of new customers, general inflation, and other related factors. This type of forecast is
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routinely used by utility staff to develop rate adjustment proposals and to assess the impact
of changing budget assumptions on future rate requirements.
Some key assumptions used to forecast future annual revenues and expenses that appear
in Table 10.2 include:
1. Growth in total water utility customers/water consumption levels will equal 0.3 percent
per year for the years 2011 through 2012, 0.4 percent per year for the years 2013
through 2015, and 0.5 percent for the years 2016 through 2020.
2. Wholesale water sales to Skyway Water & Sewer District are not anticipated to
increase, since Skyway obtains most of its water through a water supply contract with
Cascade Water Alliance and through its independent sources.
3. Interest and other revenue sources are anticipated to grow by 2 percent per year for
the years 2011 through 2012, 3 percent per year for the years 2013 through 2015,
and 4.52 percent per year for the years 2016 through 2020.
4. Personnel costs are expected to increase annually by 7.5 percent for the years 2011
through 2012, and by 10 percent for the years 2013 through 2020, based on historical
trends and projected benefit cost increases.
5. Other annual maintenance and operations expenses are anticipated to increase 2.5
percent in 2011, 3 percent in 2012, 3.5 percent in 2013, and 4 percent for the years
2014 through 2020, based on historical trends and projected increases in the Seattle
Consumer Price Index (CPI-U).
6. Capital Improvement construction costs are expected to increase annually by 3
percent to 4 percent over the 10-year period.
7. Annual debt service expenses will equal scheduled payments for current outstanding
revenue bond issues.
8. Water rate increases are projected for each year to cover the impact of cost of local
program operations, to fund outside water purchases, and to contribute to
construction projects in lieu of issuing new bonds. However, bonding is anticipated for
the years 2016 through 2020 to support the construction of new reservoirs.
December 2012 10-5
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pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 10/Ch10.doc
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December 2012 10-7
pw://Carollo/Documents/Client/WA/Renton/8595A00/Deliverables/Chapter 10/Ch10.doc
10.5 FUNDING FOR COMPREHENSIVE PLAN CAPITAL
IMPROVEMENTS RECOMMENDATIONS
The descriptions and planning-level cost estimates for the City’s six-year (2011-2016) water
system Capital Improvement Program (CIP), are shown in Chapter 9 of the Plan. Transfers
to the capital improvement fund included in Table 10-2 represent anticipated funding needs
for projects in the current (2011-2016) CIP. These funds will be updated to reflect the
recommendations cited in this plan for future budget and rate projections.
Other potential sources of funding for these recommendations include re-allocating funds
from other lower-priority projects identified in the CIP, obtaining low-interest PWTF loans for
projects meeting eligibility requirements, adopting additional water service rate increases,
or using ending fund balances.
10.6 WATER RATES
In 2008, the City implemented a three-tiered inverted block rate structure for single-family
residences and duplexes which promotes water conservation. In 2012, City Council
approved a 16 percent rate increase. The City periodically conducts cost of service
analyses and rate studies. The current (2012) rate structure is summarized in Table 10.3.
Table 10.3 2012 City of Renton Water Commodity Rate Schedule
Customer Rate
Single-Family Residences and Duplexes
Less than 500 cf/month $2.30/ccf
500 to 1,000 cf/month $3.09/ccf
Over 1,000 cf/month $3.90/ccf
Multi-Family $2.98/ccf
Non-Residential $3.16/ccf
Private Irrigation $5.06/ccf
The City also charges a monthly base fee for all meters, depending on the size of meters as
show in Table 10.4.
December 2012 10-8
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Table 10.4 2012 City of Renton Monthly Water Base Charge Rate Schedule
Meter Size Domestic Irrigation Fire Protection
¾" $15.96 $9.60 -
1" $33.06 $17.16 $5.69
1 ½" $61.07 $29.29 $6.36
2" $95.71 $44.86 $8.17
3" $196.65 $94.94 $21.58
4" $300.00 $141.18 $26.55
6" $585.24 $267.40 $38.15
8" $1,145.52 $585.15 $51.38
10" $1,707.60 $752.43 $66.29
12" $2,485.13 $1,086.53 -