HomeMy WebLinkAboutPRELIMINARY DRAFT - COMPREHENSIVE WATER PLAN.pdf 1218 THIRD AVENUE, SUITE 1600 • SEATTLE, WASHINGTON 98101 • P. 206.684.6532 • F. 206.903.0419pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC
CITY OF AUBURN
COMPREHENSIVE WATER PLAN
March 2015
STAFF REVIEW DRAFT
CITY OF AUBURN
COMPREHENSIVE WATER PLAN
2015
This Comprehensive Water Plan for the City of Auburn was prepared in accordance with
WAC 246-290-100, under the direction of the following Registered Professional Engineer:
Lara Kammereck, P.E.
Carollo Engineers
PREPARED BY
Carollo Engineers
March 2015 - DRAFT i
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CITY OF AUBURN
Comprehensive Water Plan
Preliminary Draft
TABLE OF CONTENTS
Page No.
EXECUTIVE SUMMARY ................................................................................................ ES-1
COMPREHENSIVE WATER PLAN ................................................................................ ES-1
ES.1 INTRODUCTION ................................................................................................. ES-1
ES.2 PLANNING CONSIDERATIONS ......................................................................... ES-1
ES.3 POLICIES AND CRITERIA.................................................................................. ES-4
ES.4 WATER REQUIREMENTS.................................................................................. ES-5
ES.5 EXISTING SYSTEM ............................................................................................ ES-7
ES.6 WATER RESOURCES ...................................................................................... ES-10
ES.7 WATER QUALITY ............................................................................................. ES-11
ES.8 WATER USE EFFICIENCY ............................................................................... ES-11
ES.9 SYSTEM ANALYSIS ......................................................................................... ES-13
ES.10 CAPITAL IMPROVEMENTS PLAN ................................................................... ES-13
ES.11 FINANCIAL ........................................................................................................ ES-14
ES.12 MAINTENANCE AND OPERATIONS ............................................................... ES-15
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 ENVIRONMENTAL ASSESSMENT ....................................................................... 1-3
1.7 APPROVAL PROCESS.......................................................................................... 1-3
1.8 ACKNOWLEDGEMENTS....................................................................................... 1-3
CHAPTER 2 ....................................................................................................................... 2-1
PLANNING CONSIDERATIONS ....................................................................................... 2-1
2.1 PLANNING CONSIDERATIONS ............................................................................ 2-1
2.2 RETAIL WATER SERVICE AREA ......................................................................... 2-1
2.3 WATER SYSTEM HISTORY .................................................................................. 2-1
2.3.1 Service Area Topography ........................................................................... 2-7
2.3.2 Climate........................................................................................................ 2-8
2.3.3 Geology ...................................................................................................... 2-8
2.4 ADJACENT WATER PURVEYORS ....................................................................... 2-9
2.4.1 City of Algona ............................................................................................. 2-9
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2.4.2 City of Bonney Lake.................................................................................... 2-9
2.4.3 City of Kent ............................................................................................... 2-11
2.4.4 City of Pacific ............................................................................................ 2-11
2.4.5 City of Sumner .......................................................................................... 2-12
2.4.6 Covington Water District (CWD) ............................................................... 2-12
2.4.7 Lakehaven Utility District (LUD) ................................................................ 2-12
2.4.8 King County Water District #111 (WD#111) ............................................. 2-13
2.4.9 Muckleshoot Indian Tribe (MIT) ................................................................ 2-13
2.5 OTHER WATER SYSTEMS ................................................................................. 2-14
2.6 INTERTIES ........................................................................................................... 2-14
2.6.1 Wholesale Interties ................................................................................... 2-14
2.6.2 City of Tacoma.......................................................................................... 2-16
2.6.3 City of Algona ........................................................................................... 2-16
2.6.4 Covington Water District and King County Water District #111 ................ 2-16
2.7 EMERGENCY INTERTIES................................................................................... 2-17
2.7.1 City of Bonney Lake.................................................................................. 2-17
2.7.2 City of Kent ............................................................................................... 2-17
2.7.3 City of Pacific ............................................................................................ 2-17
2.7.4 Lakehaven Utility District .......................................................................... 2-18
2.7.5 King County Water District #111 ............................................................... 2-18
2.7.6 City of Tacoma.......................................................................................... 2-18
2.8 POTENTIAL INTERTIES ...................................................................................... 2-18
2.9 INVENTORY OF RELATED STUDIES ................................................................ 2-18
CHAPTER 3 ....................................................................................................................... 3-1
POLICIES AND CRITERIA ................................................................................................ 3-1
3.1 INTRODUCTION .................................................................................................... 3-1
3.2 BUSINESS PRACTICES ........................................................................................ 3-2
3.3 SERVICE AREA ..................................................................................................... 3-3
3.4 OPERATIONS AND MAINTENANCE .................................................................... 3-3
3.5 FINANCIAL ............................................................................................................. 3-3
3.6 PLANNING ............................................................................................................. 3-3
3.7 ENVIRONMENTAL STEWARDSHIP ................................................................... 3-25
3.8 DESIGN AND CONSTRUCTION ......................................................................... 3-25
CHAPTER 4 ....................................................................................................................... 4-1
WATER REQUIREMENTS ................................................................................................ 4-1
4.1 HISTORICAL WATER USE.................................................................................... 4-2
4.1.1 Historical Accounts ..................................................................................... 4-2
4.1.2 Historical Consumption ............................................................................... 4-3
4.1.2.1 Historical Retail Consumption ...................................................... 4-3
4.1.2.2 Historical Wholesale Consumption ............................................... 4-6
4.1.3 Water Use Per Account and Equivalent Residential Units ......................... 4-8
4.2 HISTORICAL PRODUCTION ................................................................................. 4-8
4.2.1 Average and Maximum Demands .............................................................. 4-8
4.2.2 Distribution System Leakage .................................................................... 4-13
4.3 SEASONAL DEMANDS ....................................................................................... 4-15
4.4 CLIMATIC REVIEW ............................................................................................. 4-17
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4.5 DEMOGRAPHIC FORECAST .............................................................................. 4-18
4.5.1 Land Use .................................................................................................. 4-19
4.5.1.1 Existing Zoning ........................................................................... 4-19
4.5.1.2 Future Land Use ......................................................................... 4-21
4.6 PROJECTED DEMOGRAPHIC GROWTH .......................................................... 4-21
4.6.1 Demographic Projections.......................................................................... 4-21
4.7 PROJECTED NUMBER OF CONNECTIONS ...................................................... 4-27
4.7.1 Lea Hill Service Area ................................................................................ 4-27
4.7.2 Valley Service Area .................................................................................. 4-29
4.7.3 Lakeland Hills Service Area ...................................................................... 4-29
4.7.4 Academy Service Area ............................................................................. 4-30
4.7.5 Ultimate Accounts ..................................................................................... 4-30
4.8 PROJECTED WATER DEMAND ......................................................................... 4-31
4.8.1 Potential Range in Future Water Demand ................................................ 4-31
4.8.2 Large User Demand Forecast .................................................................. 4-32
4.8.3 Projected Retail ERUs .............................................................................. 4-34
4.8.4 Projected Retail Average Day and Maximum Day Demands ................... 4-36
4.8.5 Wholesale Demands................................................................................. 4-40
4.8.6 Total Demands ......................................................................................... 4-42
CHAPTER 5 ....................................................................................................................... 5-1
EXISTING SYSTEM ........................................................................................................... 5-1
5.1 INTRODUCTION .................................................................................................... 5-1
5.2 SERVICE AREAS .................................................................................................. 5-1
5.2.1 Valley Service Area .................................................................................... 5-1
5.2.2 Lea Hill Service Area .................................................................................. 5-8
5.2.3 Academy Service Area ............................................................................... 5-9
5.2.4 Lakeland Hills Service Area ........................................................................ 5-9
5.3 PRESSURE REDUCING STATIONS ................................................................... 5-12
5.3.1 Control Valve 1 ......................................................................................... 5-12
5.3.2 Valley Service Area Pressure Reducing Stations ..................................... 5-12
5.3.3 Lea Hill Service Area Pressure Reducing Stations ................................... 5-18
5.3.4 Academy Service Area Pressure Reducing Stations ................................ 5-18
5.3.5 Lakeland Hills Service Area Pressure Reducing Stations ........................ 5-18
5.4 WATER SUPPLY FACILITIES ............................................................................. 5-18
5.4.1 Coal Creek Springs................................................................................... 5-19
5.4.2 West Hill Springs ...................................................................................... 5-20
5.4.3 Well 1 5-20
5.4.4 Wells 2 & 6................................................................................................ 5-21
5.4.5 Wells 3A & 3B ........................................................................................... 5-21
5.4.6 Well 4 5-21
5.4.7 Well 5 5-22
5.4.8 Well 5A ..................................................................................................... 5-22
5.4.9 Well 5B ..................................................................................................... 5-22
5.4.10 Well 7 5-23
5.4.11 Algona Well............................................................................................... 5-23
5.5 PUMP STATIONS ................................................................................................ 5-23
5.5.1 Academy Pump Stations 1 and 2 ............................................................. 5-23
5.5.2 Green River Pump Station ........................................................................ 5-26
5.5.3 Game Farm Park Pump Station ................................................................ 5-26
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5.5.4 Janssen’s Addition Pump Station ............................................................. 5-27
5.5.5 Intertie/Lea Hill Booster Pump Station and Chlorination Facility .............. 5-27
5.5.6 Lea Hill Pump Station ............................................................................... 5-27
5.5.7 Lakeland Hills Pump Station ..................................................................... 5-28
5.5.8 Terrace View Booster Pump Station ......................................................... 5-28
5.5.9 Academy East Booster Pump Station ....................................................... 5-28
5.6 STORAGE FACILITIES ........................................................................................ 5-29
5.6.1 Reservoir 1 ............................................................................................... 5-29
5.6.2 Reservoir 2 ............................................................................................... 5-31
5.6.3 Lea Hill Reservoirs 4A and 4B .................................................................. 5-31
5.6.4 Lakeland Hills Reservoir 5 ........................................................................ 5-31
5.6.5 Lakeland Hills Reservoir 6 ........................................................................ 5-31
5.6.6 Academy Reservoirs 8A and 8B ............................................................... 5-31
5.7 WATER TREATMENT.......................................................................................... 5-32
5.7.1 Chlorination Facilities ................................................................................ 5-32
5.7.1.1 Coal Creek Springs Chlorination ................................................ 5-32
5.7.1.2 West Hill Springs Chlorination .................................................... 5-32
5.7.1.3 Well 1 .......................................................................................... 5-32
5.7.1.4 Wells 2 & 6 ................................................................................. 5-32
5.7.1.5 Wells 3A & 3B ............................................................................. 5-33
5.7.1.6 Well 4 .......................................................................................... 5-33
5.7.1.7 Well 5 .......................................................................................... 5-33
5.7.1.8 Well 5A ....................................................................................... 5-33
5.7.1.9 Well 5B ....................................................................................... 5-33
5.7.1.10 Well 7 .......................................................................................... 5-33
5.7.1.11 Fulmer Field Corrosion Control Treatment Facility ..................... 5-33
5.7.1.12 Intertie Pump Station .................................................................. 5-33
5.7.1.13 Terrace View Booster Pump Station .......................................... 5-34
5.7.2 Corrosion Control Facilities ....................................................................... 5-34
5.7.2.1 Fulmer Field Corrosion Control Treatment Facility ..................... 5-34
5.7.2.2 Howard Road Corrosion Control Treatment Facility ................... 5-34
5.7.3 Metals Removal ........................................................................................ 5-34
5.8 DISTRIBUTION SYSTEM .................................................................................... 5-35
5.8.1 Existing System ........................................................................................ 5-35
5.9 CONTROL SYSTEM ............................................................................................ 5-36
5.10 BRAUNWOOD SATELLITE SYSTEM .................................................................. 5-36
CHAPTER 6 ....................................................................................................................... 6-1
WATER RESOURCES ...................................................................................................... 6-1
6.1 INTRODUCTION .................................................................................................... 6-1
6.2 SUPPLY SOURCES .............................................................................................. 6-1
6.2.1 Spring Sources ........................................................................................... 6-1
6.2.1.1 Coal Creek Springs ...................................................................... 6-1
6.2.1.2 West Hill Springs .......................................................................... 6-5
6.2.2 Valley Well Field ......................................................................................... 6-5
6.2.2.1 Well 1 ............................................................................................ 6-5
6.2.2.2 Well 2 ............................................................................................ 6-6
6.2.2.3 Wells 3A and 3B ........................................................................... 6-6
6.2.2.4 Well 4 ............................................................................................ 6-6
6.2.2.5 Well 6 ............................................................................................ 6-6
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6.2.2.6 Well 7 ............................................................................................ 6-7
6.2.3 Upland Well Field ........................................................................................ 6-7
6.2.3.1 Well 5 ............................................................................................ 6-7
6.2.3.2 Well 5A ......................................................................................... 6-7
6.2.3.3 Well 5B ......................................................................................... 6-8
6.2.3.4 Algona Well 1 ............................................................................... 6-8
6.2.4 Water Supply Interties ................................................................................ 6-8
6.2.4.1 Wholesale Interties ....................................................................... 6-8
6.2.4.2 Emergency Interties .................................................................... 6-10
6.2.4.3 Potential Interties ........................................................................ 6-11
6.2.5 Braunwood Satellite System ..................................................................... 6-11
6.2.6 P ending Water Right Applications ........................................................... 6-11
6.3 WATER RIGHT EVALUATION............................................................................. 6-12
6.4 SUPPLY EVALUATION ....................................................................................... 6-13
6.4.1 Ability to Pump .......................................................................................... 6-13
6.4.1.1 Ongoing Source Improvement Projects ...................................... 6-14
6.4.1.2 MDD Ability to Pump .................................................................. 6-15
6.4.1.3 ADD Ability to Pump ................................................................... 6-19
6.5 WATER SUPPLY STRATEGY ............................................................................. 6-22
6.5.1 Improve Existing Supply Facilities ............................................................ 6-22
6.5.2 Use of Wholesale Supplies ....................................................................... 6-32
6.5.3 Secure Additional Supplies and Water Rights .......................................... 6-32
6.5.4 Water Reuse ............................................................................................. 6-32
6.5.5 Continue an Aggressive Water Use Efficiency Program .......................... 6-32
6.5.6 Summary .................................................................................................. 6-33
6.6 GROUNDWATER MANAGEMENT ...................................................................... 6-33
6.6.1 Wellhead Protection Program ................................................................... 6-33
6.6.2 Wellhead Protection Area ......................................................................... 6-34
6.6.3 Existing and Potential Contamination Hazard Identification ..................... 6-34
6.6.4 Protection Strategies and Implementation Tasks ..................................... 6-35
CHAPTER 7 ....................................................................................................................... 7-1
WATER QUALITY ............................................................................................................. 7-1
7.1 INTRODUCTION .................................................................................................... 7-1
7.2 WATER QUALITY REGULATIONS ....................................................................... 7-1
7.2.1 Source Water Quality.................................................................................. 7-2
7.2.1.1 Primary and Secondary Drinking Water Regulations ................... 7-2
7.2.1.2 Arsenic Rule (2001) ...................................................................... 7-3
7.2.1.3 Radionuclide Rule (2000) ............................................................. 7-3
7.2.1.4 Groundwater Rule (2007) ............................................................. 7-4
7.2.1.5 Unregulated Contaminants ........................................................... 7-5
7.2.1.6 Surface Water Treatment Rule ..................................................... 7-6
7.2.2 Distribution System Water Quality .............................................................. 7-6
7.2.2.1 Total Coliform Rule (1989) ........................................................... 7-6
7.2.2.2 Lead and Copper Rule (1991/2000) ............................................. 7-8
7.2.2.3 Stage 1 Disinfectants and Disinfection By-Products (1998) ......... 7-8
7.2.2.4 Stage 2 Disinfectants and Disinfection By-Products Rule
(2006) ........................................................................................... 7-8
7.2.3 Water Quality Programs ............................................................................. 7-9
7.2.3.1 Consumer Confidence Reports .................................................... 7-9
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7.2.3.2 Public Notification Rule ............................................................... 7-10
7.3 MONITORING PRACTICES................................................................................. 7-10
7.4 WATER QUALITY EVALUATION ........................................................................ 7-12
7.4.1 Source Water Quality................................................................................ 7-12
7.4.1.2 Groundwater Rule ...................................................................... 7-16
7.4.1.3 Surface Water Treatment Rule ................................................... 7-18
7.4.2 Distribution System Water Quality ............................................................ 7-18
7.4.2.1 Total Coliform Rule ..................................................................... 7-18
7.4.2.2 Stage 1 and 2 Disinfectants/Disinfection By-products Rules ...... 7-20
7.4.2.3 Lead and Copper Monitoring ...................................................... 7-22
7.4.3 Water Quality Programs ........................................................................... 7-22
7.4.3.1 Consumer Confidence Reports .................................................. 7-22
7.4.3.2 Public Notification Rule ............................................................... 7-22
7.5 BLENDING STUDY .............................................................................................. 7-23
7.5.1 Blending Scenarios ................................................................................... 7-23
7.5.2 Blending Evaluation .................................................................................. 7-24
7.5.3 Evaluation of Corrosion Potential ............................................................. 7-26
7.5.4 Evaluation of Impact of Treatment Changes on Surface Water Source ... 7-27
7.5.5 Recommendations .................................................................................... 7-27
7.6 DEFICIENCIES AND RECOMMENDATIONS ..................................................... 7-28
CHAPTER 8 ....................................................................................................................... 8-1
WATER USE EFFICIENCY ............................................................................................... 8-1
8.1 PRIOR CONSERVATION PROGRAMS ................................................................ 8-1
8.1.1 History 8-1
8.1.2 Regulatory Requirements ........................................................................... 8-1
8.1.3 Previous Program Goals and Historical Water Usage ................................ 8-2
8.1.4 Historical Distribution System Leakage ...................................................... 8-3
8.2 2015-2020 WATER USE EFFICIENCY PROGRAM .............................................. 8-3
8.2.1 Program Goals ............................................................................................ 8-3
8.2.2 Program Requirements ............................................................................... 8-4
8.2.3 Mandatory Measures .................................................................................. 8-4
8.2.4 Distribution System Leakage ...................................................................... 8-5
8.2.4.1 Increasing Effectiveness of the WUE Program with AMI .............. 8-5
8.2.5 2015-2020 Demand-Side Program Measures ............................................ 8-6
8.2.6 Reclaimed Water ........................................................................................ 8-8
8.2.7 Budget 8-9
8.2.8 Public Participation ................................................................................... 8-10
8.2.9 2015-2020 WUE Program Effectiveness .................................................. 8-10
8.2.9.1 Future Methods for Measuring Program Effectiveness .............. 8-10
8.2.9.2 Cost Savings .............................................................................. 8-11
8.2.10 Projected Water Demand ......................................................................... 8-12
8.2.11 Summary of Water Use Efficiency Program ............................................. 8-12
CHAPTER 9 ....................................................................................................................... 9-1
SYSTEM ANALYSIS ......................................................................................................... 9-1
9.1 INTRODUCTION .................................................................................................... 9-1
9.2 PUMP STATION ANALYSIS .................................................................................. 9-1
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9.2.1 Open Zones Booster Pump Station Analysis .............................................. 9-2
9.2.1.1 Lakeland Hills Service Area .......................................................... 9-2
9.2.1.2 Academy Service Area ................................................................. 9-3
9.2.1.3 Lea Hill Service Area .................................................................... 9-3
9.2.2 Closed Zone Booster Pump Station Analysis ............................................. 9-4
9.2.2.1 La keland Hills BPS ...................................................................... 9-4
9.2.2.2 Academy East BPS ...................................................................... 9-4
9.2.2.3 Intertie Booster Pump Station ....................................................... 9-5
9.2.2.4 Game Farm Park Pump Station ................................................... 9-5
9.2.3 Summary of Pump Station Improvements .................................................. 9-5
9.3 STORAGE ANALYSIS ........................................................................................... 9-6
9.3.1 Storage Requirements ................................................................................ 9-6
9.3.1.1 Operational Storage ..................................................................... 9-6
9.3.1.2 Equalizing Storage ....................................................................... 9-6
9.3.1.3 Emergency Storage ...................................................................... 9-8
9.3.1.4 Fire Suppression Storage ............................................................. 9-8
9.3.1.5 Dead Storage Volume .................................................................. 9-9
9.3.2 Storage Analysis Results ............................................................................ 9-9
9.3.2.1 Valley Service Area .................................................................... 9-10
9.3.2.2 Lea Hill Service Area .................................................................. 9-12
9.3.2.3 Academy Service Area ............................................................... 9-13
9.3.2.4 Lakeland Hills Service Area ........................................................ 9-13
9.3.3 Summary of Storage Improvements ......................................................... 9-13
9.4 HYDRAULIC MODEL ........................................................................................... 9-13
9.4.1 Model Conversion and Update ................................................................. 9-14
9.4.2 Model Calibration ...................................................................................... 9-14
9.4.3 Demand Allocation.................................................................................... 9-15
9.4.3.1 Demand Allocation ..................................................................... 9-17
9.4.4 Fire Flows ................................................................................................. 9-18
9.4.5 Diurnal Demand Pattern ........................................................................... 9-22
9.4.6 Future System Operation and Supply Strategy ........................................ 9-22
9.4.7 Model Recommendations ......................................................................... 9-22
9.5 DISTRIBUTION SYSTEM EVALUATION ............................................................. 9-22
9.5.1 Evaluation Criteria .................................................................................... 9-23
9.5.2 Maximum Recommended Pressure during the ADD ................................ 9-23
9.5.3 Minimum Low Pressure during the PHD ................................................... 9-23
9.5.4 Maximum Velocity during the PHD Scenario ............................................ 9-25
9.5.5 Minimum Pressure During MDD plus Fire Flow ........................................ 9-25
9.5.6 Capacity Improvements ............................................................................ 9-28
9.5.6.1 Valley Service Area .................................................................... 9-28
9.5.6.2 Lea Hill Service Area .................................................................. 9-28
9.5.6.3 Academy Service Area ............................................................... 9-36
9.5.7 Lakeland Hills Service Area ...................................................................... 9-39
9.5.8 Water Repair and Replacement Program ................................................. 9-39
9.5.8.1 Asbestos-Cement Pipe ............................................................... 9-39
9.5.8.2 Aged and Undersized Watermains ............................................. 9-39
9.5.8.3 Dead-end Pipes in Non Single-Family Areas Requiring Upsize
or Looping ................................................................................... 9-41
9.5.8.4 Abandonment of Duplicate Watermains ..................................... 9-41
9.5.8.5 Recommendation ....................................................................... 9-42
9.6 SUMMARY ........................................................................................................... 9-42
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CHAPTER 10 ................................................................................................................... 10-1
CAPITAL IMPROVEMENTS PLAN ................................................................................. 10-1
10.1 INTRODUCTION .................................................................................................. 10-1
10.2 ESTIMATED COSTS ........................................................................................... 10-1
10.3 CAPITAL PROJECTS .......................................................................................... 10-2
10.3.1 Water Supply ......................................................................................... 10-2
10.3.2 Storage .................................................................................................. 10-9
10.3.3 Pump Stations ..................................................................................... 10-12
10.3.4 Distribution System .............................................................................. 10-16
10.3.5 General Utility Projects ........................................................................ 10-20
10.4 CIP SUMMARY .................................................................................................. 10-21
CHAPTER 11 ................................................................................................................... 11-1
FINANCIAL ...................................................................................................................... 11-1
11.1 INTRODUCTION .................................................................................................. 11-1
11.2 PAST FINANCIAL PERFORMANCE ................................................................... 11-1
11.2.1 Statement of Revenues, Expenses and Changes in New Position ....... 11-1
11.2.2 Statement of Net Position ...................................................................... 11-3
11.2.3 Outstanding Debt Principal .................................................................... 11-5
11.3 FINANCIAL PLAN ................................................................................................ 11-5
11.3.1 Overview ................................................................................................ 11-5
11.3.2 Utility Fund Structure ............................................................................. 11-6
11.3.3 Financial Policies ................................................................................... 11-6
11.3.4 Capital Funding Plan ............................................................................. 11-8
11.4 AVAILABLE CAPITAL FUNDING RESOURCES ................................................. 11-9
11.4.1 Internal Utility Resources ..................................................................... 11-10
11.4.2 Government Programs & Resources ................................................... 11-12
11.4.3 Public Debt Financing .......................................................................... 11-15
11.4.4 Capital Resource Funding Summary ................................................... 11-16
11.5 FINANCIAL FORECAST .................................................................................... 11-16
11.5.1 Financial Forecast ............................................................................... 11-17
11.5.2 City Funds and Reserve Balances ...................................................... 11-20
11.6 EXISTING RATE STRUCTURE & PROJECTED SCHEDULE .......................... 11-20
11.7 AFFORDABILITY ............................................................................................... 11-22
11.8 CONCLUSION ................................................................................................... 11-22
CHAPTER 12 ................................................................................................................... 12-1
OPERATIONS AND MAINTENANCE ............................................................................. 12-1
12.1 INTRODUCTION .................................................................................................. 12-1
12.2 WATER SYSTEM MANAGEMENT & PERSONNEL ........................................... 12-1
12.2.1 Mission Statement ................................................................................. 12-1
12.2.2 Department Overview ............................................................................ 12-1
12.2.3 Internal and External Factors ................................................................. 12-1
12.2.4 Water Utility Division Organization ........................................................ 12-2
12.2.5 Communication System ......................................................................... 12-5
12.3 OPERATOR CERTIFICATION ............................................................................. 12-8
12.3.1 Operator Certification Program .............................................................. 12-8
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12.3.2 Education and Training Program ........................................................... 12-9
12.4 SYSTEM OPERATION AND CONTROL ............................................................. 12-9
12.4.1 Inspections, Preventive Maintenance, Repairs, and Replacement ..... 12-12
12.4.2 Reservoir Maintenance ........................................................................ 12-14
12.4.3 Pressure Reducing Valve Stations ...................................................... 12-15
12.4.4 Utility Locating Service ........................................................................ 12-15
12.4.5 Hydrant Inspection ............................................................................... 12-15
12.4.6 Dead-end Flushing .............................................................................. 12-16
12.4.7 Valve Exercising .................................................................................. 12-16
12.4.8 Unidirectional Flushing ........................................................................ 12-16
12.4.9 System Loss Program ......................................................................... 12-17
12.4.10 Leak Detection ..................................................................................... 12-17
12.4.11 Source Meters ..................................................................................... 12-18
12.4.12 Meter Replacement Program ............................................................... 12-18
12.4.13 Meter Services ..................................................................................... 12-18
12.4.14 Large Meter Testing ............................................................................. 12-19
12.4.15 Distribution System Corrosion Inspection ............................................ 12-19
12.5 WATER FACILITIES EVALUATION STUDY ..................................................... 12-20
12.6 WATER QUALITY PROGRAM........................................................................... 12-21
12.7 EMERGENCY RESPONSE PROGRAM ............................................................ 12-22
12.7.1 Vulnerability Assessment ..................................................................... 12-23
12.8 SAFETY PROCEDURES ................................................................................... 12-24
12.9 CROSS CONNECTION CONTROL PROGRAM ............................................... 12-26
12.10 WELLHEAD PROTECTION PROGRAM ............................................................ 12-26
12.11 CUSTOMER COMPLAINT RESPONSE PROGRAM ........................................ 12-26
12.12 RECORDKEEPING AND REPORTING ............................................................. 12-27
12.13 CUSTOMER REQUEST RESPONSE PROGRAM ............................................ 12-29
12.14 SUMMARY OF IMPROVEMENTS ..................................................................... 12-30
ACRONYMS & ABBREVIATIONS .................................................................................... XIV
LIST OF APPENDICES (provided upon request)
Appendix A State Environmental Policy Act (SEPA) Checklist
Notice of Determination of Non-Significance
Appendix B Agency Comment Letters and Responses
Appendix C Ordinances and Approvals
Plan Content Checklist
Appendix D Interlocal Agreements
Appendix E Detailed Demographic and Demand Projections
Appendix F Water Rights Certificates
Appendix G Water Facility Inventory
Appendix H Water Right DOH Tables 3 and 4
Appendix I King County Reclaimed Water Checklist
Appendix J Wellhead Protection Report
Appendix K 2013 Customer Confidence Report
Appendix L Water Quality Monitoring Report
Appendix M Water Use Efficiency
Appendix N System Analysis Results
Appendix O Hydraulic Model Update And Calibration TM
Plan Updates to Model By Service Area
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Diurnal Curves
Appendix P Distribution System Improvements
Appendix Q Design Standards
Appendix R Water Facilities Evaluation Study
Appendix S Safety Procedures
Appendix T Cross Connection Control Program
LIST OF TABLES
Table ES.1 Service Area Policies Summary .............................................................. ES-4
Table ES.2 ADD, MDD, and ERUs Summarized for Each Service Area with
Wholesale ................................................................................................ ES-6
Table ES.3 Service Area Elevations........................................................................... ES-8
Table ES.4 Capital Improvements Program Costs and Phasing .............................. ES-16
Table 3.1 Existing Business Practices in Operation and Maintenance Programs ...... 3-2
Table 3.2 Business Practices Policy Summary .......................................................... 3-4
Table 3.3 Service Area Policy Summary .................................................................... 3-8
Table 3.4 Operations and Maintenance Policy Summary ......................................... 3-11
Table 3.5 Financial Policy Summary ........................................................................ 3-12
Table 3.6 Planning Policy Summary ......................................................................... 3-20
Table 3.7 Environmental Stewardship Policy Summary ........................................... 3-26
Table 3.8 Design and Construction Policy Summary ............................................... 3-31
Table 4.1 Historical Number of Connections by Customer Class ............................... 4-4
Table 4.2 Historical Annual Water Consumption by Customer Classification ............ 4-5
Table 4.3 Historical Annual Water Use Per Account (gpd/account) ........................... 4-9
Table 4.4 Historical Equivalent Residential Units (ERU) .......................................... 4-10
Table 4.5 Historical Annual ADD, MDD, Peak Day, and Peaking Factor ................. 4-11
Table 4.6 Historical Distribution System Leakage .................................................... 4-15
Table 4.7 Climate and MDD/ADD Peaking Factor Comparison ............................... 4-17
Table 4.8 Classification/Customer Projections by Individual Water Service Areas .. 4-24
Table 4.9 Growth Rates by Customer Class and Service Area ................................ 4-26
Table 4.10 Account Projections by Customer Class and Service Area ...................... 4-28
Table 4.11 Proposed Planning Values for Demand Projections ................................. 4-32
Table 4.12 Large User Demand Projections ............................................................... 4-33
Table 4.13 ERU Projections by Customer Class and Service Area – Medium
Water Use Scenario.................................................................................. 4-34
Table 4.14 ADD Projections – Medium Water Use Scenario ..................................... 4-37
Table 4.15 MDD Projections – Medium Water Use Scenario ..................................... 4-39
Table 4.16 Wholesale Water Demand Projections ..................................................... 4-41
Table 4.17 ADD, MDD, and ERUs Summarized for Each Service Area with
Wholesale Included .................................................................................. 4-42
Table 5.1 Pressure Zones .......................................................................................... 5-7
Table 5.2 Pressure Reducing Valve Summary ......................................................... 5-13
Table 5.3 Water Supply Facilities Summary ............................................................. 5-19
Table 5.4 Existing Booster Pump Stations ............................................................... 5-24
Table 5.5 Existing Storage Facilities ......................................................................... 5-30
Table 5.6 Pipe Size and Material .............................................................................. 5-35
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Table 6.1 Water Rights and Intertie Summary ............................................................ 6-3
Table 6.2 Wholesale Water Supply Interties ............................................................... 6-9
Table 6.3 Emergency Water Supply Interties ........................................................... 6-10
Table 6.4 Water Rights Status Summary ................................................................. 6-13
Table 6.5 Ongoing Source Improvements ................................................................ 6-14
Table 6.6 MDD Ability to Pump – Standard Scenario ............................................... 6-16
Table 6.7 MDD Ability to Pump – Redundancy Scenario ......................................... 6-17
Table 6.8 ADD Ability to Pump – Standard Scenario ............................................... 6-20
Table 6.9 ADD Ability to Pump – Redundancy Scenario .......................................... 6-21
Table 6.10 Improved Supply Facilities MDD Ability to Pump – Standard Scenario .... 6-25
Table 6.11 Improved Supply Facilities MDD Ability to Pump – Redundancy
Scenario ................................................................................................... 6-26
Table 6.12 Improved Supply Facilities ADD Ability to Pump – Standard Scenario .... 6-27
Table 6.13 Improved Supply Facilities ADD Ability to Pump – Redundancy
Scenario ................................................................................................... 6-28
Table 6.14 Water Supply Improvements .................................................................... 6-29
Table 6.15 Protection Strategies and Implementation Tasks ..................................... 6-36
Table 7.1 Radionuclide Regulation ............................................................................. 7-4
Table 7.2 Historical Inorganic Chemical Concentrations and Physical Properties ... 7-13
Table 7.3 Detected Volatile and Synthetic Organic Compounds .............................. 7-15
Table 7.4 Summary of Issues Identified in 2012 Sanitary Survey ............................ 7-17
Table 7.5 Total Chlorine Residuals ........................................................................... 7-19
Table 7.6 Sample Sites with Low Chlorine Residuals .............................................. 7-20
Table 7.7 Stage 1 Disinfection By-Product Rule Monitoring Summary ................... 7-21
Table 7.8 Stage 2 Disinfection By-Product Rule Monitoring Summary ................... 7-21
Table 7.9 Lead and Copper Concentrations ............................................................. 7-22
Table 7.10 Blended Water: Water Quality Scenarios for
Intertie to Tacoma Public Utilities ..................................................................................... 7-24
Table 7.11 Blended Water: Primary Drinking Water Standards for
Intertie to Tacoma Public Utilities ..................................................................................... 7-24
Table 7.12 Blended Water: Secondary Drinking Water Standards for
Intertie to Tacoma Public Utilities ..................................................................................... 7-26
Table 7.13 City Water (Blended): Corrosion Indices .................................................. 7-27
Table 8.1 2015 to 2020 Budget for Each Program Measure ...................................... 8-9
Table 8.2 2015 to 2020 Budget for System Required WUE Measures .................... 8-10
Table 8.3 Retail ADD & MDD with and without WUE ............................................... 8-13
Table 9.1 Summary of Pump Station Capacity for Open Zones in 2035 .................... 9-2
Table 9.2 Summary of Booster Pump Station Capacity for Closed Zones in 2035 .... 9-4
Table 9.3 Maximum Fire Flows ................................................................................... 9-9
Table 9.4 Reservoir Dead Storage ........................................................................... 9-10
Table 9.5 Summary of Reservoir Storage Analysis in 2035 ..................................... 9-11
Table 9.6 Summary of Reservoir Storage Analysis in 2035 with Improvements ...... 9-12
Table 9.7 Fire Test Calibration Summary ................................................................. 9-15
Table 9.8 Buildings in Auburn that have Specific, High Fire Flow Requirements ..... 9-19
Table 9.9 Piping Improvements ................................................................................ 9-36
Table 9.10 Dead-Ends Pipes Requiring Looping ........................................................ 9-41
Table 9.11 Recommended Projects from System Analysis ........................................ 9-43
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Table 10.1 Water Supply Improvements Projects ...................................................... 10-3
Table 10.2 Storage Improvements Projects ............................................................. 10-10
Table 10.3 Pump Station Improvements Projects .................................................... 10-14
Table 10.4 Distribution System Improvements Projects ........................................... 10-17
Table 10.5 General Utility Capital Projects ............................................................... 10-22
Table 10.6 Capital Improvements Projects (2014 Costs) ......................................... 10-23
Table 10.7 Capital Improvements Program Costs and Phasing ............................... 10-25
Table 11.1 Statement of Revenues, Expenses and Changes in Fund Net Position ... 11-2
Table 11.2 Statement of Net Position ......................................................................... 11-4
Table 11.3 Outstanding Debt Principal ....................................................................... 11-5
Table 11.4 Water CIP ................................................................................................. 11-8
Table 11.5 Capital Financing Plan .............................................................................. 11-9
Table 11.6 Current System Development Charge Schedule ................................... 11-10
Table 11.7 Financial Forecast ................................................................................. 11-19
Table 11.8 Cash Balance Summary ........................................................................ 11-20
Table 11.9 Projected Rate Schedule ....................................................................... 11-21
Table 11.10 Afordability Test ..................................................................................... 11-22
Table 12.1 Technical Support ..................................................................................... 12-3
Table 12.2 Operations Staff ........................................................................................ 12-6
Table 12.3 Distribution Staff ....................................................................................... 12-7
Table 12.4 Water Operations - Facility Inspection Schedule .................................... 12-13
Table 12.5 Recommended Inspections .................................................................... 12-21
Table 12.6 Safety Policies and Procedures .............................................................. 12-24
Table 12.7 Summary Customer Requests ................................................................ 12-29
LIST OF FIGURES
Figure ES.1 Water Service Area........................................................................................ 2
Figure ES.2 Adjacent Purveyors........................................................................................ 3
Figure ES.3 Water Facilities Location ................................................................................ 9
Figure ES.4 Demand Savings ......................................................................................... 12
Figure 2.1 Water Service Area..................................................................................... 2-2
Figure 2.2 Adjacent Purveyors................................................................................... 2-10
Figure 2.3 Interties ..................................................................................................... 2-15
Figure 4.1 Historical Accounts and Water Use by Customer Class
(2008-2013 Average) .................................................................................. 4-7
Figure 4.2 Historical Peaking Factor by Year (2000 - 2013) ...................................... 4-12
Figure 4.3 Historical Distribution System Leakage .................................................... 4-14
Figure 4.4 Average Consumption by Month for 2011 to 2013 (Including
Wholesale) ................................................................................................ 4-16
Figure 4.5 Comprehensive Zoning Map ..................................................................... 4-20
Figure 4.6 Comprehensive Land Use Map ................................................................ 4-22
Figure 4.7 Demographic Projections.......................................................................... 4-25
Figure 4.8 Projected Retail plus Firm Wholesale ADD and MDD Demands .............. 4-44
Figure 5.1 Water Facility Locations .............................................................................. 5-2
Figure 5.2 System Hydraulic Profile ............................................................................. 5-3
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Figure 5.3 Pressure Zone Overview Map .................................................................... 5-6
Figure 5.4 Lea Hill Service Area Pressure Zones and HGL ...................................... 5-10
Figure 5.5 Academy Service Area Pressure Zones and HGL ................................... 5-11
Figure 5.6 Lakeland Hills Service Area Pressure Zones and HGL ............................ 5-13
Figure 6.1 Water Facilities ........................................................................................... 6-2
Figure 6.2 MDD Ability to Pump Evaluation ............................................................... 6-18
Figure 6.3 ADD Ability to Pump Evaluation ............................................................... 6-23
Figure 6.4 Improvements to the MDD Ability to Pump ............................................... 6-30
Figure 6.5 Improvements to the ADD Ability to Pump ............................................... 6-31
Figure 8.1 Demand Savings ...................................................................................... 8-14
Figure 9.1 Storage Reservoir Components ................................................................. 9-7
Figure 9.2 Future and Existing Demand Allocation .................................................... 9-16
Figure 9.3 Fire Flow Requirements ............................................................................ 9-20
Figure 9.4 Sites Requiring Larger Fire Flows ............................................................ 9-21
Figure 9.5 Nodes Exceeding Pressure Criteria in 2021 Without Improvements ........ 9-24
Figure 9.6 Pressure and Velocity Deficiencies during PHD ...................................... 9-26
Figure 9.7 Fire Deficiencies by Planning Years ......................................................... 9-27
Figure 9.8 Recommended Water Distribution System Improvements ....................... 9-29
Figure 9.9 Pressure and Velocity Deficiencies During PHD with Improvements ....... 9-30
Figure 9.10 Fire Deficiencies with Improvements ........................................................ 9-31
Figure 9.11 North Valley Recommended Water Distribution System .......................... 9-32
Figure 9.12 South Valley Recommended Water Distribution System .......................... 9-33
Figure 9.13 Lea Hill Recommended Water Distribution System Improvements .......... 9-34
Figure 9.14 Lea Hill Recommended Rezone ............................................................... 9-35
Figure 9.15 Academy Recommended Water Distribution System Improvements ....... 9-37
Figure 9.16 Academy Recommended Rezone ............................................................ 9-38
Figure 9.17 Water Repair and Replacement Projects ................................................. 9-40
Figure 10.1 Supply CIP Projects .................................................................................. 10-5
Figure 10.2 Storage CIP Projects .............................................................................. 10-11
Figure 10.3 Pump Station CIP Projects ..................................................................... 10-15
Figure 10.4 Distribution System CIP Projects ............................................................ 10-18
Figure 12.1 Auburn Water Utility Organization ............................................................ 12-4
Figure 12.2 SCADA Schematic .................................................................................. 12-11
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ACRONYMS & ABBREVIATIONS
AACE American Association of Cost Estimators
AC asbestos-cement
ACC Auburn City Code
ac-ft/year acre-foot per year
ADD average day demand
AFY acre feet per year
AI Aggressive
Algona City of Algona
AMI Advanced Metering Infrastructure
APWA American Public Works Association
ASR aquifer storage and recovery
AWC Association of Washington Cities
AWWA American Water Works Association
BCA Bilateral Compliance Agreement
Bonney Lake City of Bonney Lake
BPS booster pump station
Cascade Cascade Water Alliance
ccf Centum cubic feet
CCI Construction Cost Index
CCPP Calcium Carbonate Precipitation Potential
CCR Consumer Confidence Report
CCT Corrosion Control Treatment
CDBG Community Development Block Grant
CDPW Community Development & Public Works
CEMP Comprehensive Emergency Management Plan
CERB Community Economic Revitalization Board
CEU continuing education units
cfs cubic feet per second
cfm cubic feet per minute
CFP Capital Facilities Plan
City City of Auburn
CIP Capital Improvement Program
CMP Coliform Monitoring Plan
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CPR Conservation Planning Requirements
CSCSL Confirmed and Suspected Contaminate Sites
CWD Covington Water District
CWSP Coordinated Water System Plan
D Distribution improvements
DBPR Disinfectants and Disinfection Byproducts Rule
DBP disinfection byproducts
DHS Department of Homeland Security
DI ductile-iron
DNS determination of non-significance
DOH Department of Health
DSL distribution system leakage
DWSRF Drinking Water State Revolving Fund
Ecology Department of Ecology
ENR Engineering News Record
EOC Emergency Operation Center
EPS extended period simulation
ERU equivalent residential unit
EWE Energy and Water Efficiency
FEMA Federal Emergency Management Agency
ft/s feet per second
G general improvements
gal/ERU gallons per equivalent residential unit
GIS geographic information system
gpd gallons per day
gpm gallons per minute
GMA Growth Management Act
G.O. General Obligation
GWMP Ground Water Management Plan
GWR Groundwater Rule
GWUI groundwater under the influence of surface water
HAA5 haloacetic acids
HGL hydraulic grade line
HPC heterotrophic plate count
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hp horsepower
IA2 Interlocal Agreement 2
IA3 Interlocal Agreement 3
ICS Incident Command System
IDSE Initial Distribution System Evaluation
IGEA Investment Grade Efficiency Audit
LCRMR Lead and Copper Rule Minor Revisions
LFC Local Facilities Charge
LIDs Local Improvement Projects
LRAAs locational running annual averages
LR Larson Ratio
LSI Langelier
LUD Lakehaven Utility District
MAG electromagnetic
MCL maximum contaminant level
MCLGs maximum contaminant level goals
M/DBP Microbial/Disinfection By-Product
MDD maximum day demand
MDRLs maximum disinfectant residual level
MFR multifamily residential
MG million gallon
mgd million gallons per day
MG/year million gallons per year
MIT Muckleshoot Indian Tribe
M&O Maintenance and Operations
MRSC Municipal Research and Services Center of Washington
MSDS Material Safety Data Sheets
NIMS National Incident Management System
NOM Natural Organic Matter
O&M Operations & Maintenance
OSHA Occupational Safety and Health Administration
PAA potential annexation areas
PGG Pacific Groundwater Group
PHD peak hour demand
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PHG public health goal
PIC Forest Villa Manor
PI Parcel Insight
Plan Comprehensive Water Plan
PLC Programmable Logic Controller
PNR Public Notification Rule
PR pressure reducing
Project ID identification number
PRV pressure reducing valve
psi pounds per square inch
PSRC Puget Sound Regional Council
PS pump stations
PUD Planned Unit Development
PWB Public Works Board
Qaw White River Alluvium
Qd Vashon Recessional Deltaic Deposits
Qom Osceola Mudflow
Qua Undifferentiated Alluvium
Qu Undifferentiated Glacial and Interglacial Deposits
R storage improvement
R5 Residential 5 DU/Acre
RAA running annual average
RWSA Retail Water Service Area
RWSS Regional Water Supply System
S supply improvement
SCADA supervisory control and data acquisition
SDC Standard Development Charge
SDS Safety Data Sheets
SDWA Safe Drinking Water Act
SEATAC Seattle-Tacoma International Airport
SEPA State Environmental Policy Act
SFR Single-family Residential/Duplex
SMP Standard Monitoring Program
SOC Synthetic Organic Chemical
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SOS Save our Streets
SSS System-Specific Study
SWTR Surface Water Treatment Rule
TCR Total Coliform Rule
TPU Tacoma Public Utility
TTHM total trihalomethanes
UCM Unregulated Contaminant Monitoring
UDF Unidirectional Flushing
ULID Utility Local Improvement District
USEPA United States Environmental Protection Agency
VA Vulnerability Assessment
VFD variable frequency drive
VOC volatile organic compound
WAC Washington Administrative Code
WCIA Washington Cities Insurance Authority
WD#111 King County Water District #111
WETRC Washington Environmental Training Resource Center
WFI Water Facilities Inventory
WHPA Wellhead Protection Areas
WHP Wellhead Protection
WHPP Wellhead Protection Plan
WISHA Washington Industrial Safety and Health Act
WSSIP Water System Security Improvement Plan
WUE Water Use Efficiency
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Executive Summary
COMPREHENSIVE WATER PLAN
ES.1 INTRODUCTION
This executive summary presents a brief overview of the City of Auburn (City)
Comprehensive Water Plan (Plan) including the need for this Plan and proposed
improvements for anticipated future growth. The City initiated this Plan recognizing the
importance of planning, developing, and financing water system facilities to provide reliable
and efficient service for existing customers and to serve anticipated growth. The Plan is
designed to meet state, county, and local requirements. It complies with the requirements of
the Washington State Department of Health (DOH) as set forth in the Washington
Administrative Code 246-290-100, Water System Plan.
This Plan contains timeframes that are the intended framework for future funding decisions.
However, these timeframes are estimates and may change depending on factors involved
in the processing, project work, and availability of funding. The framework does not
represent actual commitments by the City.
ES.2 PLANNING CONSIDERATIONS
The City’s Retail Water Service Area (RWSA) boundaries were initially defined through both
the South King County and Pierce County coordinated water-system planning process. The
RWSA boundary includes areas within the City limits and potential annexation areas (PAA)
as shown on Figure ES.1.
Several water purveyors adjoin the City of Auburn RWSA, as shown in Figure ES.2. These
include the cities of Algona, Bonney Lake, Kent, Pacific, and Sumner. Also included are the
Covington Water District (CWD), Lakehaven Utility District (LUD), Water District #111
(WD#111), Highline Water District (HWD), and the Muckleshoot Indian Tribe (MIT). Since
the last Plan (adopted in 2012), minor adjustments to the boundary with Bonney Lake in
Pierce County have been agreed upon in principal. Council approvals of the new
boundaries are expected in 2015.
Interties provide a tool that water utilities use to move water between systems to meet
supply needs, to increase reliability and to respond to emergencies. The City maintains
wholesale supply interties with three adjacent water systems: Algona, CWD, and WD#111.
The City also has emergency interties with LUD, WD#111, and the cities of Bonney Lake,
Kent, and Pacific.
?æ
?¦?¦
?æ
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
O
0 0.5 1Miles
Figure ES.1Water Service AreaWater ComprehensivePlan UpdateCity of Auburn
Legend
City Limits
Retail Water Service Area
PAA
Roadways
?æ
?¦?¦
?æ
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
City of Kent
LakehavenUtility District
Bonney Lake
WD 111
City of Pacific
CovingtonWater District
HighlineWaterDistrict
City ofAlgona
City of Sumner
O
0 0.5 1Miles
Figure ES.2Adjacent PurveyorsComprehensive WaterPlan UpdateCity of Auburn
Legend
Auburn City Limits
Retail Water Service Area
Roadways
Adjacent Purveyors
City of Algona
Bonney Lake
City of Kent
City of Pacific
City of Sumner
Covington Water District
Highline Water District
Lakehaven Utility District
Water District 111
Muckleshoot IndianTribe Reservation
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ES.3 POLICIES AND CRITERIA
City policies are established in order to support a vision or mission and to provide a
framework for the design, operation, and ongoing well being of the City’s water utility. The
policies establish consistency and to ensure that adequate levels of service are provided
throughout the system. The policies also provide documentation to current water-system
customers, as well as those considering service from the City.
The City’s Plan establishes the following mission statement for the water utility:
“The City will provide for the efficient, environmentally sound and safe management
of the existing and future water system within Auburn’s service area.”
The policies included in this plan are developed specifically for the City’s multi-source
municipal water system (System Number 03350V). Table ES.1 summarizes key policies
and criteria. The Plan summarizes policies and criteria relating to business practices,
service area, operation and maintenance (O&M), financial, planning, environmental
stewardship, and design and construction.
Table ES.1 Service Area Policies Summary
Comprehensive Water Plan
City of Auburn
Policy Name Policy Statement
Business Practices City desires to employ recognized best business practices which result in the
efficient and cost effective operation of the utility. The City shall identify the key
business functions within the utility and develop supporting best business
practices for each. The utility will conduct a performance audit every six years in
conjunction with its capital projects planning cycle to evaluate how well best
business practices are being implemented and how effective they are.
Retail Service Area The City will plan for and provide water service to all customers with firm
contracts. As supply permits, the City may provide water to customers without
firm contracts.
Conditions of Service For areas outside the current City limits, but within the RWSA, the City shall
condition service on agreement that development is in compliance with City
development standards.
Service Extension Extension of the water system should be allowed provided the area to be served
is within the City’s RWSA, the proposed development is consistent with adopted
development policies, and associated City costs are reimbursed. Property
owners shall be responsible for extending the water system through the full
extent of their property as required by Auburn City Code.
Source of Supply It is the City’s goal to have sufficient system-wide supply facilities (including both
permanent and emergency interties) to meet the maximum daily demand (MDD)
of the entire system with any single active water supply source out of service.
Pump Stations The City's goal is to have sufficient capacity to allow full service with any single
pump out-of-service.
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Table ES.1 Service Area Policies Summary
Comprehensive Water Plan
City of Auburn
Policy Name Policy Statement
Reservoir Storage The City will provide sufficient storage volume so that each storage component
(operational, equalizing, fire fighting and emergency) is provided separately,
recognizing that a fire could occur during an emergency (supply or pump station
out-of-service).
Fire Flow The City has established a fire flow criterion of 1,500 gallons per minute (gpm)
for all single-family residential areas of the City and 2,500 gpm for all multifamily
residential and all other non-residential land use areas, except parks and open
spaces within the City.
Hydrants The maximum distance between fire hydrants in single-family use district zones
shall be 600 feet. The maximum distance between fire hydrants in commercial,
industrial, and apartment (including duplex) use district zones shall be 300 feet.
Dead-end Mains Provisions shall be made wherever appropriate in any project for looping all
dead-end or temporarily dead-end mains.
System Pressure The City of Auburn has established an acceptable system pressure range of 35
to 80 pounds per square inch (psi) for all new facilities. During fireflow conditions,
a minimum pressure of 20 psi is allowed.
Distribution System Pipe velocities shall not exceed 8 feet per second in all water mains.
Water Use Efficiency
Goals
The City will target a 1 percent reduction in equivalent residential unit value for
each year until reaching a water use per Equivalent Residential Unit (ERU) of
172 gallons per day (gpd) per ERU.
Non-revenue water
(water leakage)
The City will strive to maintain levels of water leakage for its distribution system
at less than 10 percent.
ES.4 WATER REQUIREMENTS
The City’s water requirements, or demand, was projected for each customer class (single-
family residential/duplex, multifamily residential, commercial, manufacturing / industrial,
schools, city accounts, and irrigation). Demand projections were expressed as Equivalent
Residential Unit (ERU), average day demand (ADD), and maximum day demand (MDD).
One ERU is defined as the average quantity of water beneficially used by one average, full-
time, single-family residence per day. The quantity of water used by other customer
classes, and by the whole system, can be expressed in terms of equivalent ERUs. The
ADD is typically used in operational evaluations. The MDD represents the single largest day
water demand during the year and is a key parameter for infrastructure sizing.
The City provided water to approximately 56,000 people through 13,910 retail accounts as
of the end of 2013. Between 2008 and 2013 the average day demand (ADD) has ranged
from 7.16 million gallons per day (mgd) in 2011 to 8.61 mgd in 2009 and averaged 7.74
mgd. The MDD has ranged from 11.43 mgd in 2011 to 14.36 mgd in 2009. From 2008 to
2013, the total number of connections increased by 6 percent, while the average annual
total water consumed declined by approximately 10 percent. The decline was likely caused
by multiple factors, including the economic downturn from 2008 to 2010, continued water
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use efficiency (WUE) activities, and higher water use efficiency in new and renovated
homes and offices.
The total projected annual ADD and MDD, along with wholesale demands, are summarized
in Table ES.2. Projected demands were developed based on projected customer accounts,
which used demographic growth rates provided by the City, and the expected water use.
The expected water use was based on historical information. The City has historically used
the 75th percentile statistic in its demand projections to provide a factor of safety, without
being overly conservative. For comparison purposes, the average water use can be
expressed in relation to ERUs where water use per ERU was 195 gpd/ERU. The peak
demands can be expressed as an MDD/ADD peaking factor, which is the relative
magnitude of MDD compared to the ADD. The City’s MDD/ADD peaking factor was 1.82.
Distribution system leakage (DSL) was also included in the demand projections. DSL
represents the difference between production and documented water use (retail, wholesale,
and authorized unmetered). State rules require that the three-year average of distribution
leakage be maintained at less than 10 percent of the supply. The total 3-year rolling
average DSL for 2000 through 2013 was between 5.6 percent and 9.7 percent of the total
production, meeting the regulatory requirements. The City has chosen a planning value of
9.5 percent for DSL by using the 75th percentile of the historical data.
The City has wholesale agreements to sell water to the City of Algona, CWD, MIT, and
WD#111. The current contract with Algona is a firm wholesale agreement to deliver
525,000 gallons of ADD and 1,114,000 gallons of MDD. The City also needs to plan for
supply to the MIT future fish hatchery. An agreement dated from 1986 requires that the City
provide the tribe with a firm average annual demand of 2.5 mgd from Coal Creek Springs
and a firm maximum demand during the summer of 1.9 mgd.
The City’s agreements with CWD and WD#111 is on an interruptible basis and requires the
City to sell 2.5 mgd to CWD and 2.5 mgd to WD#111. CWD did not renew its purchase
agreement in 2010; however, the City may provide supply per the Interlocal Agreement 2
upon request of CWD as determined by the City.
Table ES.2 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale
Comprehensive Water Plan
City of Auburn
Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd)
Lea Hill
Average Day Demand, mgd 1.26 1.37 1.45 1.60
Maximum Day Demand, mgd 2.30 2.50 2.63 2.92
Equivalent Residential Units 5,829 6,343 6,687 7,411
February 2015 – DRAFT ES-7
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
Table ES.2 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale
Comprehensive Water Plan
City of Auburn
Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd)
Valley
Average Day Demand, mgd 4.84 5.23 5.77 6.27
Maximum Day Demand, mgd 8.81 9.52 10.51 11.41
Equivalent Residential Units 22,370 24,169 26,677 28,964
Lakeland Hills
Average Day Demand, mgd 0.38 0.43 0.46 0.49
Maximum Day Demand, mgd 0.69 0.78 0.83 0.89
Equivalent Residential Units 1,757 1,983 2,113 2,247
Academy
Average Day Demand, mgd 0.69 0.71 0.74 0.79
Maximum Day Demand, mgd 1.26 1.29 1.35 1.44
Equivalent Residential Units 3,187 3,266 3,419 3,665
Total Retail Customers
Average Day Demand, mgd 7.17 7.74 8.42 9.15
Maximum Day Demand, mgd 13.06 14.09 15.32 16.66
Equivalent Residential Units 33,142 35,761 38,897 42,287
Retail With Firm Wholesale (Algona)
Average Day Demand, mgd 10.02 10.59 11.28 12.01
Maximum Day Demand, mgd 15.44 16.47 17.71 19.06
Retail With Firm & Interruptible Wholesale (CWD and WD#111)
Average Day Demand, mgd 15.02 15.59 16.28 17.01
Maximum Day Demand, mgd 20.44 21.47 22.71 24.06
ES.5 EXISTING SYSTEM
The City owns and operates a multi-source municipal water system (DOH ID 03350V),
which includes supply, treatment, storage, and distribution of potable water to residential,
commercial, and wholesale customers. Service is provided to four major service areas,
February 2015 – DRAFT ES-8
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
which are further divided into pressure zones as required by local topography. The major
service zones and associated service elevations are summarized in Table ES.3.
Table ES.3 Service Area Elevations
Comprehensive Water Plan
City of Auburn
Service Area Elevation Range, ft.
Valley 39 - 235
Lea Hill 58 - 513
Academy 171 – 444
Lakeland Hills 78 - 578
The City's four major service areas and the location of key elements of the water system
are shown in Figure ES.3.
The City sources of supply include two springs, ten wells, and Tacoma wholesale water
supply. Wells 1, 2, 3A, 3B, 4, 6, 7, Coal Creek Springs, and West Hill Springs provide water
to the Valley service area, while Wells 5, 5A, and 5B provide water to the Lakeland Hills
service area. Tacoma wholesale supplies are received through two interties: the B St NW
Intertie in the Valley Service Area and the 132nd Ave SE Intertie in the Lea Hill Service
Area.
The City operates and maintains pump stations to move water throughout the piping
network and to provide water at the required service pressures. Pump stations supply water
from the Valley Service Area to the Lea Hill, Academy, and Lakeland Hills Service Areas.
Additionally, booster pump stations are used to supply high elevation areas in the
Academy, Lea Hill, and Lakeland Hills Service Areas. The City also operates the Intertie
Pump Station in Lea Hill Service Area to provide wholesale supplies to WD#111.
The City currently maintains a total of 15.8 million gallons (MG) of water storage in eight
water reservoirs. Each of the City’s service areas contains two reservoirs to aid in system
operation and maintenance.
Water treatment in the City includes chlorination, corrosion control treatment (CCT), and
metals removal. All wells, except Well 5, are equipped with some level of treatment. Water
quality improvements have recently been completed at several sites to convert the current
gas chlorination systems to hypochlorite. Hypochlorite systems are a safer way to operate
disinfection facilities.
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Figure ES.3Water Facility LocationsComprehensive Water PlanCity of Auburn
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February 2015 – DRAFT ES-10
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
The City’s water transmission and distribution system includes nearly 250 miles of pipeline.
Pipe size varies from 4 to 24 inches, with predominance of 8- and 12-inch diameter pipe.
The existing data shows that over 90 percent of the distribution system is ductile-iron (DI)
pipe. Pipes made of asbestos-cement, steel, and concrete cylinder make up the remaining
pipes in the system. In 2015, the last remaining asbestos-cement pipes in the water system
will be replaced with DI pipe.
ES.6 WATER RESOURCES
The City currently holds certificated, primary water rights and claims with a total
instantaneous flow (Qi) of 19,075 gpm (27.47 mgd) and an average annual flow (Qa) of
21,002 acre-foot per year (ac-ft/year) (18.75 mgd). The City’s water rights are sufficient to
supply the City through 2035; therefore, no new water rights applications are
recommended.
The City’s total instantaneous supply capacity is 14,686 gpm (21.15 mgd) and the total
annual capacity is 17,104 ac-ft/year (15.02 mgd) mgd, based on the City’s ability to pump
from the existing system. The existing instantaneous supply capacity will be deficient
starting in 2019. The City will need to provide a minimum additional supply of 2,100 gpm by
the end of the planning period to address this deficiency. To meet the projected deficit, the
City has developed a five-part water supply strategy as follows:
· Improve existing supply facilities: The source improvement strategy to meet the future
demands includes improvements to Coal Creek Springs, manganese treatment of
Well 7, and expansion of Howard Road CCT. Additionally, Well 2 and Well 3A/B will
be replaced to maximize the capacity and operational flexibility of the water system.
Manganese treatment may also be needed for Well 3A/B to make full use of these
supplies.
· Use cost-effective wholesale supplies from Tacoma to their full extent: The City has
obtained 3,556 gpm (5.12 mgd) of peak season and 1,736 gpm (3.5 mgd) of average
day wholesale supplies from Tacoma. The City may also secure additional permanent
or temporary (market-rate) supplies from Tacoma in the short-term planning period.
· Secure additional water rights: The City has an application into the Ecology for new
primary water rights. The new rights will provide supply for the City, Algona, MIT,
Covington Water District, and WD#111. The City may also consider securing
additional wholesale supplies from Tacoma.
· Consider opportunities for water reuse: Water reuse, as reclaimed water, is a
potential source of supply. No reclaimed water is currently available from King County
Metro sewer system in the City, who treats the City’s sewage. The City will continue
to participate in local and regional wastewater reuse planning efforts to identify new
opportunities.
February 2015 – DRAFT ES-11
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
· Continue an aggressive Water Use Efficiency Program: To reduce or delay the need
for more supplies the City will continue to reduce demand through a WUE, which is
discussed in more detail in an subsequent section.
ES.7 WATER QUALITY
The City is in compliance with all current regulatory requirements, including monitoring
requirements. The following actions are recommended to maintain future compliance:
1. It is recommended that the City continue its monitoring program. Continue to routinely
evaluate water quality parameters and potential issues throughout the system to
maximize the water supply benefit and minimize potential adverse water quality
issues.
2. The City should continue to coordinate with Tacoma concerning the water quality of
the wholesale supplies. It is recommended that the City add continuous chlorine
analyzers at each intertie with supervisory control and data acquisition (SCADA)
connections to monitor and record residual at the interties. Additional sampling at the
Tacoma interties is recommended to fill in gaps in existing source water quality data.
3. Continue to take actions recommended by the DOH to correct deficiencies identified
in the 2012 Sanitary Survey.
4. Contact the DOH regional engineer to determine whether treatment provided at the
City’s sources is sufficient to provide 4-log virus inactivation or removal, especially
West Hill Springs and Well 1 (upon completion of the improvements).
5. Update the City’s Water Quality Management Plan, as necessary, to address
changes due to forthcoming source improvement projects.
ES.8 WATER USE EFFICIENCY
The development of the WUE program is the foundation for using water wisely. The 2015-
2020 WUE program will be a continuation of the existing program with specific
enhancements to the program to comply with current regulations. The proposed goal for the
2015-2020 WUE program will target a 1 percent reduction in the ERU value per year from
the current planning ERU value of 195 gpd/ERU. Re-evaluate goal when the planning ERU
value reaches less than 172 gpd/ERU. WUE measures are projected to reduce retail MDD
by 1.72 mgd by 2020 and 3.53 mgd by the year 2035, as shown in the Figure ES.4.
The City is planning to implement water meter and billing system improvements that will
provide advanced meter infrastructure (AMI) throughout the system during the 2015-2020
program period. In addition to the operational and financial benefits, AMI will provide a new
tool for the WUE Program. For example, the AMI meters may be able to identify
substantially more water loss reduction opportunities than previously possible.
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February 2015 – DRAFT ES-13
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
ES.9 SYSTEM ANALYSIS
The City’s water system includes pump station, storage, and distribution network. An
analysis of the City’s water system was conducted to identify deficiencies in the system and
recommended improvement projects to resolve the identified deficiencies. Implementation
of the improvement projects were assigned into three planning horizons: short-term from
2015-2021, medium-term from 2022-2025, and long-term from 2026-2035.
The pump stations (PS) and booster pump stations (BPS) were analyzed to ensure there
was sufficient capacity to maintain the required level of service and identify improvements,
where needed. Due to capacity considerations and age, one PS will be replaced and one
PS will be decommissioned. Due to fire flow demands and reliability requirements, one BPS
will be expanded and one BPS will be replaced. Additionally, backup power will be added to
one PS.
Historically, the City has considered storage in each service area independently. New
sources and PSs increase the ability of the system to operate as an interconnected whole.
This new operational ability allows sharing of storage between the service areas and
reduces the overall need for new storage. However, the analysis of storage indicates that
the Valley Service Area will require additional storage. To meet the future storage
requirements, a combination of new storage, improvements to existing reservoirs, and
supply improvements are proposed.
The water distribution network was evaluated using demands and fire flows. To satisfy the
City’s criteria, the system should be able to maintain pressures of 35 psi at all times except
during a fire. The system needs to provide fire flow under MDD conditions, while
maintaining a minimum pressure of 20 psi or greater. The velocity in transmission and
distribution mains should be less than 8 feet per second. The City’s fire flow requirements
are 1,500 gpm for residential areas and 2,500 gpm for all other land use areas, except City
parks and open spaces. Hydraulic analysis showed a number of pipe improvements are
required in the future to meet the City’s criteria.
ES.10 CAPITAL IMPROVEMENTS PLAN
The Capital Improvement Plan (CIP) was developed which identifies system improvements
needed to meet customer demands through the 20 year planning period. Planning-level
cost estimates were developed for each of the recommended projects for budgeting
purposes. These costs are planning level estimates only and should be refined during pre-
design of the projects. Cost estimates are presented as total project costs in October 2014
dollars.
Cost estimates were developed using a Class 5 budget estimate, as established by the
American Association of Cost Estimators (AACE). This level of estimate is used for
February 2015 – DRAFT ES-14
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
strategic business planning purposes, including long-range capital planning. Planning costs
include engineering, legal, administration, and construction management costs.
Construction costs include the cost of material, labor, a 30 percent contingency, markup for
contractor overhead and profit, and sales tax on both services and materials.
The capital projects identified are categorized into water supply (S), storage (R), pump
stations (PS), distribution (D), and general improvements (G). The projects anticipated for
the next six years total $35.5M, which are summarized in Table ES.4. The project costs
shown in Table 10.7 are divided into three categories: 1) upgrade; 2) expansion; and 3)
repair and replacement. Projects may include elements of multiple categories. The City
uses this information to develop rates and System Development Charges. The total costs
for upgrade related projects over the next six years is $7.9M, the total cost for expansion
related projects over the next six years is $7.9M, and the total cost for repair and
replacement related projects over the next six years is $19.8M.
ES.11 FINANCIAL
The objective of the financial plan is to identify the total cost of providing water service and
to provide a financial program that allows the water utility to remain financially viable during
execution of the 2015-2021 CIP. This viability analysis considers the financial condition of
the utility over the past six-year period (2008-2013), the sufficiency of utility revenues to
meet current and future financial and policy obligations, and the financial impact of
executing the CIP.
For the 2015-2021 planning horizon, the City identified 27 projects valued at $35.51 million
in current day dollars ($41.27 million inflated). Sources of funding to support this CIP
include revenue bonding of $34.92 million (85 percent) and cash funding of $6.35 million
(15 percent). Annual debt service for existing and bond issuances is forecasted to total
approximately $2.69 million in 2015, increasing to $4.87 million by 2021.
Operating expenses for the Utility, including annual debt service and rate-funded system
reinvestment, is forecasted to increase from approximately $13.67 million in 2015, to
$18.05 million by 2021.
To fund these financial obligations, the primary source of revenue for the utility is collections
from water service charges. Total revenues are forecasted to provide $13.85 million in 2015
and increase to $18.45 million by 2021. The forecasted revenues were developed using the
approved 3.5 percent annual increase in rates from 2015 through 2017 and an additional
average 5.7 percent annual increase starting in 2018. As a result, the financial condition is
forecasted to end 2015 with a surplus of about $171,873 increasing to approximately
$410,176 by 2021.
February 2015 – DRAFT ES-15
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc
ES.12 MAINTENANCE AND OPERATIONS
The Maintenance and Operations (M&O) Water Division is led by the Assistant Director of
Public Works Operations, the Water Manager, Water Operations Supervisor, and the Water
Distribution Supervisor. The Water Manager is designated as the individual responsible for
the water system M&O staff. The Water Manager is designated as manager of the Water
Distribution Supervisor and Water Operations Supervisor.
The City maintains a robust communication system to contact Water Utility personnel
during normal work-hours and after-hours. This system is necessary to respond to
customer requests, routine maintenance, or emergency situations. Maintenance staff
vehicles and other rolling stock are all equipped with radios and personnel carry cellular
phones. The Water Utility also has access to an inventory of portable emergency use radio
units should they be required.
Primary operation of the City’s Water System is maintained via the SCADA computerized
control system. A software program called “Wonderware” works in association with SCADA
to provide real time graphical display of system data for staff monitoring and control. The
City’s SCADA system is located in the Public Works M&O Building, and responsibility for
the system falls under the Water Operations Manager and associated staff.
The Water Operations Division maintains an active and ongoing program of water quality
monitoring and reporting to ensure a safe, high quality water supply. Two staff members are
responsible for water quality monitoring, sampling, control, and record keeping. The Water
Operations Division also receives assistance from the Engineering Services - Water Quality
Program Coordinator.
The City’s Public Works Department has prepared a Public Works Emergency Response
Manual as a guide for management of emergency situations. The manual is a valuable tool
for responding to emergency situations. The primary objectives of the Manual are the
protection of life and property and restoration of essential services.
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Chapter 1
INTRODUCTION
1.1 PURPOSE
The City of Auburn (City) prepared this Comprehensive Water Plan (Plan) to document the
water utility system (water system), its programs, and analyze the future needs of the water
system. This Plan is an update to the City’s 2009 Plan, which was approved in 2012. 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 improvement projects to meet
future water demands. Maintaining a current Plan is required to meet the regulations of the
Washington State Department of Health (DOH) and the requirements of the Washington
State Growth Management Act. This plan complies with the requirements of DOH as set
forth in the Washington Administrative Code (WAC) 246-290-100, Water System Plan.
This Plan contains timeframes that 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
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 2013, the City selected the Carollo Engineer’s team
to prepare 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 infrastructure 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.
Planning Considerations (Chapter 2): Describe system history, water service area,
and interconnections with adjacent water utilities.
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Policies and Criteria (Chapter 3): Establish clear policies and criteria relating to water
service and within the City’s water system.
Water Requirements (Chapter 4): Identify historical water use and project future
demands based on growth projections.
Existing System (Chapter 5): Document the existing water system supply, storage,
and distribution facilities.
Water Resources (Chapter 6): Document existing and potential future water
resources available to the City for meeting demands.
Water Quality (Chapter 7): Review existing water quality data for the system and
discuss existing and forthcoming regulatory requirements on the City water system.
Water Use Efficiency (Chapter 8): 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.
System Analysis (Chapter 9): Analyze storage and booster pump stations capacity.
Evaluate the distribution system using the City’s calibrated InfoWater hydraulic model.
Capital Improvements Plan (Chapter 10): Summarize identified water system
deficiencies and develop a program of recommended capital improvements, including
costs and timing.
Financial (Chapter 11): Summarize the City’s total cost of providing water service,
assurances that the utility improvement schedule will be implemented, and
established fees for service.
Operations and Maintenance (Chapter 12): Provide a comprehensive review of
operations and maintenance of system facilities.
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 as set forth in the WAC
246-290-100, Water System Plan.
1.4 LOCATION
The City is centrally located between Seattle and Tacoma in both King County and Pierce
County, Washington. The City encompasses 29.8 square miles. Adjacent cities include:
Pacific, Algona, Bonney Lake, Federal Way, Kent, Sumner, and Covington.
1.5 OWNERSHIP AND MANAGEMENT
The City owns their water system (DOH ID 03350V) and serves the majority of the City of
Auburn as delineated by the Retail Water Service Area (RWSA). The RWSA boundaries
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are further described in Chapter 2. The City additionally provides water to the City of Algona
(Algona), King County Water District #111 (WD#111), and the Muckleshoot Indian Tribe.
The City provides internal staffing for the management, operations, and maintenance of the
water system.
1.6 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.
1.7 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 WAC 246-290-100. The City will submit this
plan to DOH, King and Pierce Counties, adjacent utilities, and local governments as part of
the Agency Review process. See Appendix B for the Comment Letters. As required by
WAC 246-290-108, a local government review checklist is required as part of this plan and
is included in Appendix C. The Adopting Resolution is included in Appendix C, documenting
the plan approval by the City Council.
1.8 ACKNOWLEDGEMENTS
Carollo and their team member Robinson Noble wish to acknowledge and thank the
following individuals for their efforts and assistance in completing this Plan.
Kevin Snyder, Director of Community Development and Public Works
Ingrid Gaub, Assistant Director of Engineering Services & City Engineer
Lisa Tobin, Utilities Engineering Manager
Susan Fenhaus, Water Utility Engineer
Jirong Lu, Civil Engineer - Utilities
Randy Bailey, Assistant Director of Public Works Operations
Allen Hunter, Water Manager
Phil Ast, Water Operations Supervisor
Josh Flanders, Water Distribution Supervisor
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Chapter 2
PLANNING CONSIDERATIONS
2.1 PLANNING CONSIDERATIONS
This chapter includes a description of the area served by the City of Auburn’s (City) water
utility. A brief history of the water system provides insight into how the system has
developed over time. Information on adjacent water utilities provides an understanding of
existing and potential opportunities for collaborative activities that can enhance the
system’s reliability or reduce costs.
2.2 RETAIL WATER SERVICE AREA
The City’s Retail Water Service Area (RWSA) boundaries were initially defined and
documented through the South King County Coordinated Water System Plan (CWSP) in
1989. The current boundaries of the RWSA have been adjusted since 1989. An area of
Pierce County was incorporated into the RWSA through the Pierce County Coordinated
Water System Planning process (1997) and interlocal agreements with the City of Bonney
Lake (Bonney Lake) (1998), Lakehaven Utility District (LUD) (2004), the City of Kent (Kent)
(2006) and King County Water District #111 (WD#111) (2006). In 2014, the City proposed
an updated boundary with Bonney Lake to reflect current parcel boundaries. The resulting
RWSA boundary resolves comments made by Pierce County in the 2012 Plan. Additionally,
subsequent planning and work with adjacent jurisdictions established several potential
annexation areas (PAA) that provide for growth of the City over the planning period. The
City limits, RWSAs, and the PAAs are shown on Figure 2.1. Copies of the Service Area
Agreements can be found in Appendix D.
For areas outside the City’s municipal boundaries, the City maintains water franchises that
allow for construction and operation and maintenance of its facilities. Water system design
and construction in the franchise areas are consistent with franchise requirements and the
standards included in this Comprehensive Water Plan.
2.3 WATER SYSTEM HISTORY
The earliest record of a potable water system for the City is the Peasley Canyon supply in
1884. Surface water was supplied to the City (then called Slaughter), through a 4-inch
wood-stave pipe from a Peasley Canyon Reservoir.
In 1907 the City purchased West Hill Springs for $2,000. The West Hill Springs, with
production of 540,000 gallons of water per day (gpd), remains in service today. In 1915, the
City constructed a 210,000-gallon concrete reservoir to store water from the West Hill
Springs. The reservoir was removed in 1988 and all of the water produced from the West
Hill Springs now flows continuously into the system. By 1922, the City population had
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LegendCity LimitsRetail WaterService AreaParcels
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grown to a few thousand, and the City decided to supplement the West Hill Springs with
groundwater wells. Wells were drilled in the downtown area and pump stations were
constructed. One well was located at the present site of City Hall (25 West Main Street).
While these early wells and pump stations served the City for many years, they have long
been abandoned.
The initial water distribution system consisted of wooden pipes. The first recorded steel
water main was installed in 1924. It was a 10-inch pipeline from the West Hill Springs to the
valley floor.
By 1925, City growth required additional water supply development and construction of
storage facilities. The Coal Creek Springs collection system, consisting of a 24-inch,
wood-stave supply pipeline connected to a booster pump station, located at the present
Howard Road site, and an uncovered 3.0-million gallon (MG) reservoir (called City
Reservoir 1) were constructed. The booster pump station included five hydraulic ram-type
pumps to move water from the springs up to the reservoir through a 14-inch pipeline and
then through a 16-inch wood-stave pipeline to the distribution system. Three of the ram-
type pumps were still in operation until 1962.
By 1946, the City population had increased to 6,500. The City constructed a second pump
station, the Coal Creek Pump Station, to pump water from Coal Creek Springs into the
distribution system. The station consisted of a pump house and one electric pump. A
second pump was later added to increase the pumping capacity to 2,000 gallons per minute
(gpm). In 1953, a third pump was installed in the Coal Creek Pump Station to bring the
pumping capacity to 3,000 gpm. Like the hydraulic ram-type pumps, the electric pumps
boosted water from Coal Creek Springs to Reservoir 1.
In 1959, the 16-inch wood-stave pipeline from Reservoir 1 into the distribution system was
replaced with a 16-inch cast iron pipeline. Two years later, initial water system facilities for
the Academy Service Area were constructed. These included the Academy Pump Station
with 300-gpm and 500-gpm pumps, a 500,000 gallon steel reservoir and approximately
2 miles of 10-inch cast iron water line from the pump station to the reservoir. The Academy
distribution system was constructed in 1961. A larger 1.0-MG reservoir (Reservoir 8A) was
constructed in 1973. The Academy system was improved again between 1978 and 1980,
with a second booster pump station (two 750-gpm pumps and an emergency power
generator), a 1.5-MG steel reservoir (Reservoir 8B) and approximately two miles of 14-inch
ductile iron transmission pipeline. The 500,000-gallon reservoir constructed in 1959 was
removed at that time.
The City began to supplement its two spring water supplies with a well system in 1960. Well
1, in operation until an unexplained drop in water level in 1998, was drilled and equipped
with a 2,100-gpm pump. It was the only well in service until Well 2 (3,000-gpm capacity)
was constructed in 1969.
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The City expanded service to the Lea Hill area between 1964 and 1965. Basic facilities for
the Lea Hill Service Area included the Lea Hill Pump Station, with two 600-gpm pumps, a
1.0-MG steel reservoir (Reservoir 4A) and approximately two miles of 12-inch ductile iron
pipeline from the Porter (8th Street NE) Bridge to the reservoir. The Lea Hill distribution
system was constructed at the same time and consisted of 6-inch and 8-inch ductile iron
distribution water lines. A second 1.5-MG reservoir (Reservoir 4B) was constructed next to
the 1.0-MG reservoir in 1983.
The Coal Creek supply system was extensively modified in 1964. New collector piping was
installed at Coal Creek Springs; the 24-inch wood-stave pipe from the Springs to the Coal
Creek Pump Station was replaced with a 24-inch concrete pipe; the Coal Creek Pump
Station was equipped with new piping manifolds, and two of the then existing pumps were
replaced with a new 1,500-gpm pump and a new 2,500-gpm pump.
In 1975, the City replaced Reservoir 1, an uncovered 3-MG reservoir, with a covered 5-MG
concrete reservoir, also named Reservoir 1. A control pressure reducing station serving the
Valley Service Area was installed near the Coal Creek Pump Station along with a 30-inch
ductile iron water line from the new reservoir. At the same time, an underground 3.6-MG
storage (Reservoir 2) was constructed on Lea Hill above the Lea Hill Pump Station. Like
Reservoir 1, Reservoir 2 also serves the Valley Service Area.
The City added a supervisory control telemetering system in 1975. The control system
controls all reservoirs, wells and pumps from the Maintenance and Operations building.
This telemetry control system was upgraded in 1987.
In 1976, a chlorination station was constructed at Coal Creek Springs, replacing the system
located at the Coal Creek Pump Station. The chlorination system at West Hill Springs
(located near West Valley Highway) was moved in 1992 as a result of road construction.
Many improvements occurred in the early 1980s, including extension of the water system
south of the White River with the development of Lakeland Hills Divisions Nos. 1, 2, and
3 in 1982. The Lakeland Hills facilities included a 12-inch diameter well (Well 5), a well
house, a 1,000-gpm submersible pump, a 1.0-MG steel reservoir, three pressure-reducing
stations and 8- to 12-inch distribution water lines.
Well 3A was constructed in 1983. This 1,500-gpm well was equipped with an automatic
standby generator and pumps directly into the Valley Service Area. In 1984, Well 3B
(1,500-gpm) was completed adjacent to Well 3A. A chlorination system was included with
Well 3B that can chlorinate both Wells 3A and 3B.
Well 4, with a capacity of 3,000-gpm, was completed in 1985. Well 4 pumps directly into
Reservoir 1. It is also capable of feeding the south end of the Valley distribution system
through a pressure reducing station located on 25th Street SE, if low pressures are caused
by fire fighting or other emergencies require this additional water supply.
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A booster pump station was added to the Lakeland Hills system in 1989 to accommodate
growth and provide pressure for development at higher elevations. The station consists of a
three-pump pressure sustaining package system and two large-capacity fire pumps.
In 1991, Braunwood Estates (now called Hidden Valley) was accepted as a satellite water
system providing water to thirteen 5-acre lots in the southeast portion of the City.
Constructed by the developer, the system was turned over to the City to operate and
maintain.
The Hidden Valley system consists of a well, a 33,000-gallon reservoir (for fire storage),
and hydro-pneumatic tanks to maintain system pressure. The well produces 20 gpm.
Because of its location, this system is not connected to the City distribution network.
Well 5A was constructed in Lakeland Hills in 1993 to provide additional water for continued
growth. This well has a capacity of 180 gpm and pumps directly into the Lakeland Hills
distribution system.
Following the 1995 Comprehensive Water Plan, the City implemented several significant
improvements identified in the plan, as well as others required to serve a growing customer
base.
In 1995, the City secured a water rights attorney to assist in developing a Water Rights
Strategy for obtaining the additional water rights needed to meet future supply
requirements. An integral part of the strategy was to complete technical studies of the local
groundwater system, including the deep aquifer the City has traditionally used as a supply
source. Two key elements of the program were the installation of monitoring wells and river
gauges and the assessment of the existing City wells in the deep aquifer. The groundwater
and local river levels were collected with data loggers, recorded in a newly developed
database, and documented in annual reports. Pacific Groundwater Group in the 1999
Hydrogeologic Characterization Report summarized the ground-water study. Lastly, the
program included the development of a regional ground-water model. The regional ground-
water model using the USGS model program, MODFLOW, was completed in 2000 and
could be used to analyze the impact of potential ground-water withdrawal scenarios.
In 1996, the City entered into Interlocal Agreement 3 (IA3) with the City of Algona (Algona)
for a firm quantified (uninterruptible) wholesale water supply from the City. This agreement
was superseded in 2002 by IA3A. As part of the agreement, Algona provided its
groundwater right to the City. The agreement also called for Algona to provide direct service
to some customers inside the Algona city limits who were being served by the City.
The water supply intertie project between WD#111, Covington Water District (CWD) and
the City is commonly referred to as the Interlocal Agreement 2 (IA2) project. IA2 was signed
in 1996. The agreement provides WD#111 and CWD up to 2.5 mgd each of wholesale
water supply from the City. The supply is on an interruptible basis until the City obtains
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additional valley groundwater water rights to make the supply firm. IA2 included
construction of significant new water system facilities.
The new IA2 facilities were constructed between 1998 and 2000 and included the following:
two new 3,500-gpm wells, Well 6 and Well 7, both within the Valley Service Area; the Green
River Pump Station, constructed in Isaac Evans Park, along with associated pipelines to
deliver water into the Lea Hill Service Area; a new booster pump station, the Intertie Pump
Station, near the Lea Hill Reservoirs along 132nd Avenue SE; and associated pipelines to
deliver water from the Lea Hill Service Area to the Districts. Associated intertie meter
stations were constructed by WD#111 and CWD and are located at 132nd Avenue SE and
SE 288th Street.
In 1996, the City negotiated a Bilateral Compliance Agreement (BCA) for copper corrosion
control with the Department of Health. The Agreement was amended in 2000. The BCA
identified a step plan to meet the provisions of the Lead and Copper Rule of the Federal
Safe Drinking Water Act (SDWA). The initial step identified treatment of two of the City's
water supplies, Coal Creek Springs and Well 2. If this initial step was unsuccessful,
additional sources such as Well 4 would be treated. The treatment process selected was to
adjust the water pH using aeration. The treatment facilities include packed-media towers,
clear wells, booster pumps, chlorination facilities and back-up power generators. During the
development of the Corrosion Control Treatment Facilities 30 Percent Design Report, the
City concurred with the recommendation that the facility, designed to treat Well 2, also
include treatment for the City's two new wells, Well 6 and Well 7, located nearby. The BCA
was revised to include this change and to modify the schedule in 2000.
To implement the change in corrosion control strategy, the City decided to rehabilitate Well
2 and included this work in the Well 6 project scope. The new Well 2 and Well 6 facility
includes a new masonry building (housing both wells), new well pumps and associated
equipment.
In 1998, the City replaced the protective coatings on the exterior surfaces of both Lea Hill
Reservoirs and the interior of the Lea Hill 1.0-MG Reservoir.
The diesel fuel storage tanks for the emergency generators at the Coal Creek Springs
Pump Station, the Academy Pump Stations, and the Lea Hill Pump Station were removed
and replaced in 1999 with above ground, double-walled fuel tanks. The new tanks can be
more easily inspected for fuel leakage.
In 1999, a Corrosion Control Specialist recommended recoating the exterior and interior of
the Reservoir 5. In 2002 and 2003 the exterior and interior of both Academy Reservoirs and
the interior of the Lea Hill 1.5-MG Reservoir were recoated. In 2012, a new tank, Reservoir
6, was constructed in the Lakeland Hills Service Area. This tank provides storage for both
the City and Algona. With the completion of Reservoir 6, Reservoir 5 is able to be taken out
of service and Reservoir 5 was recoated 2014.
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In 2013, the Lakeland Hills Booster Pump Station was replaced to provide improved service
to the boosted Lakeland 697 Pressure Zone. In 2014, Janssen’s Addition booster zone was
replaced with a new Academy Booster Pump Station. The new Academy Booster Pump
Station provides improved fire protection and increased the size of the Academy Service
Area’s boosted zone.
The City transferred Aaby Drive pump station and service area to LUD in 2004. As
recommended in the 1995 Comprehensive Water Plan, the Aaby Drive Intertie, an intertie
to LUD, was completed at R Street NW. The Aaby drive pump station was retired upon
completion of the intertie, since this provided a gravity service to the Aaby Drive service
area for fire protection.
The Water Service Area was expanded to the south to include areas within Pierce County.
The area was redefined between Bonney Lake and the City in 1998 to allow adequate
service to developments within the Lakeland Hills South Planned Unit Development (PUD)
in the Lakeland Hills Service Area. This service agreement was reaffirmed for seven years
in 2013. The City and WD#111 modified their service area to allow the City of Kent in 2006
to provide service to the Verdana PUD. The Verdana PUD is an incorporated area of Kent
surrounded by Auburn.
Pipeline and other system improvements were implemented since the last plan.
2.3.1 Service Area Topography
The City’s RWSA is dominated by a broad valley surrounded by uplifted plateaus. The
Green River runs near the eastern limit of the City. Mill Creek, a tributary of the Green
River, parallels the western corporate limits. The White River flows through the southern
part of the City before turning south to join the Puyallup River. The topography of the
service area is a result, in part, of glaciation of the region.
The majority of the City lies on a two to three-mile wide plain bound by Mill Creek on the
west and the Green River on the east. Ground elevations in the area range between 50 to
100 feet and slope generally north. The terrain rises sharply to elevations of 400 to 500 feet
on either side of the valley as well as in the southern portion of the City, south of the White
River and between the White and Green Rivers.
The topographic features of the RWSA made it necessary to divide the water system into
four major service areas serving the valley and the surrounding plateaus. The following are
the major service zones and associated elevations: Valley Service Area (service elevation
from 39 to 235 feet); Lea Hill Service Area (service elevation from 150 to 515 feet);
Academy Service Area (service elevation from 146 to 444 feet); and Lakeland Hills Service
Area (service elevation from 58 to 513 feet). Each service area is further subdivided into
smaller hydraulic operating areas depending on topographic elevations, called pressure
zones, in order to reduce local pressures.
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2.3.2 Climate
The RWSA has a West Coast, marine-type climate caused by the influence of air masses
coming from the Pacific Ocean. In late fall and winter, orographic lifting and cooling causes
moist air masses to create clouds and precipitation throughout the area. Average annual
rainfall is about 40 inches, generally occurring between October and March. Average
annual snowfall is 8.6 inches. The temperatures range from the mid-70 degrees Fahrenheit
in the summer, to 40 degrees Fahrenheit during the winter, with an overall average of 50
degrees Fahrenheit.
Climate has a significant effect on water consumption since customers use more or less
water depending on the weather. During hot, dry weather, water consumption increases as
a result of lawn watering and other outdoor water uses; during wet weather, consumption
decreases.
2.3.3 Geology
The geology of the City is the result of glacial and interglacial processes acting over millions
of years. Large continental glaciers in the Puget Sound area created the glacial deposits
and erosion of material through these processes. During the periods when glaciers, not
rivers nor lakes, did occupy the area, landslides created deposits and erosion through
glacial and interglacial deposits. Generally, the uplands surrounding the City are composed
of glacial and interglacial deposits and the valleys are filled with more recent deposits
overlying glacial and older interglacial deposits.
Five major geologic units lie within the White and Green River Valleys: White River Alluvium
(Qaw), Osceola Mudflow (Qom), Undifferentiated Alluvium (Qua), Vashon Recessional
Deltaic Deposits (Qd) and Undifferentiated Glacial and Interglacial Deposits (Qu). Bedrock
is known to lie approximately 1,280 feet beneath the valley floors.
The City completed an extensive study of the geology and hydrogeology within the City
RWSA. The study, known as the Auburn Water Resources Program Study, is documented
in several volumes: 1996 Preliminary Hydrogeologic Characterization, Summary of 1997
Hydrogeologic Investigations, the 1997-1998 Test Well Drilling and Installation Program,
and the 1999 Hydrogeologic Characterization Report and Appendices. The studies were
completed by the Pacific Groundwater Group.
The general groundwater flow system in the City’s vicinity is characterized by recharge
within uplands and discharge to the rivers in the lowland valleys. Precipitation is the major
source of recharge. Lake Tapps is also a source of groundwater recharge. Lake water flows
from the lake bottom into the groundwater system. Contrary to recharge in other upland
areas, recharge from Lake Tapps is not totally dependent upon precipitation because water
is routed to the lake from outside the area.
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The main discharge zone for the City’s area is the Green River Valley. Some groundwater
discharges into the river in the City vicinity and further downstream.
2.4 ADJACENT WATER PURVEYORS
Several other water purveyors adjoin the City RWSA. These include the Cities of Algona,
Bonney Lake, Kent, Pacific, and Sumner. Also included are the CWD, the LUD, WD#111,
Highline Water District and the Muckleshoot Indian Tribe (MIT) Utility. Adjacent purveyors
are shown on Figure 2.2 and described in the following paragraphs. Interties with these
adjacent purveyors are discussed later in this chapter.
2.4.1 City of Algona
Algona is located at the southwest corner of the City’s RWSA. Until 1996, Algona provided
water from a shallow well located at the intersection of 3rd Avenue South and Washington
Boulevard. In 1996, the well failed and Algona entered into a water supply agreement with
the City (IA3, dated August 1996). Algona and the City superseded this agreement with a
new agreement (IA3A October 2002) to reflect current status and update information and
exhibits. The agreement calls for five meter stations between the two systems, Reservoir 6
in Lakeland Hills provides water to Algona, and Well 6 and Well 7 also will provide water to
Algona. Currently Algona is served through the metered Boeing Welded Duct Intertie
(located west of Pacific Avenue off 1st Avenue) and by two intertie meter stations located at
Boundary Boulevard and Industry Drive North and at Boundary Boulevard and Milwaukee
Avenue. Both new stations include 8-inch meters. Algona serves a population of about
3,120 and maintains a hydraulic grade line (HGL) of 245 feet. Algona's water right for the
failed well was transferred to the City as a provision of the interlocal agreement.
2.4.2 City of Bonney Lake
Bonney Lake is located south and east of the City RWSA in Pierce County. Bonney Lake
serves a population of over 32,600 through a combination of two well fields and two spring
sources. The Bonney Lake water system operates over a total of eight pressure zones with
its 748-foot HGL pressure zone adjacent to the City RWSA.
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City of Kent
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Utility District
Bonney Lake
WD 111
City of Pacific
Covington
Water District
Highline
Water
District
City of
Algona
City of Sumner
O
00.51
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Figure 2.2
Adjacent Purveyors
Comprehensive Water
Plan
City of Auburn
Legend
Auburn City Limits
Retail Water Service Area
Roadways
Adjacent Purveyors
City of Algona
Bonney Lake
City of Kent
City of Pacific
City of Sumner
Covington Water District
Highline Water District
Lakehaven Utility District
Water District 111
Muckleshoot Indian
Tribe Reservation
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In 1998, the City and Bonney Lake entered into an agreement allowing Bonney Lake to
provide interim water service to a portion of the City’s PAA in Pierce County for a period of
at least seven years after annexation by Auburn. At the end of the seven years, the City has
the option to serve the customers within the annexation area. The City renewed this
agreement in 2005 and again in 2012. Currently, Bonney Lake provides water service to
approximately 4,000 City customers.
The City purchases water from Bonney Lake to serve two customers along Kersey Way
near the Pierce County Line. This arrangement was implemented because the customers
were adjacent to the Bonney Lake system and some distance from the City facilities.
Additional development in this area will probably depend on individual wells, satellite
systems, or additional purchased water from Bonney Lake.
2.4.3 City of Kent
Kent and the City originally established SE 277th Street as the boundary between the two
cities. Due to the City’s annexation of the Lea Hill area, the new boundary between the
cities is SE 280th, SE 282nd, and SE 288th streets. The City does not anticipate extending
its system north of these streets. The Kent water supply source is a combination of springs
and wells that serve a population of about 65,500. For the future, Kent does have additional
supply from the Second Supply Project of Tacoma. The City serves outside its RWSA, as a
result of the division of Water District No. 87 until such time as Kent’s system expands.
Water District No. 87 once served the area between the City and Kent; however, the district
was divided between the two cities and no longer exists. A portion of the old Water District
No. 87 system was connected to the City’s distribution system along B Street NW near
South 285th Street and along Auburn Way North near SE 280th Street. These connections
resulted in an intertie between the City’s water system and the Kent water system at SE
277th Street and 78th Avenue SE, which can be opened in an emergency. Kent maintains
a HGL at the intertie of about 240 feet, which is slightly lower than the City’s Valley 242
Pressure Zone. The City maintains a 6-inch meter at the intertie; the City of Kent also has a
6-inch meter that allows flow to Auburn. The City serves outside its RWSA as a result of the
division of Water District No. 87 until such time as the Kent system expands.
In 2006, the City, Kent and WD#111 agreed that Kent would serve the Verdana PUD, which
is located north of SE 304th Avenue and west of 124th Avenue SE. The service area for the
WD#111 has been adjusted to reflect this agreement.
2.4.4 City of Pacific
Pacific is located south of the City’s RWSA, just west of Lakeland Hills. Pacific uses
groundwater from two shallow wells in the vicinity of Ellingson Road and Pacific Avenue.
Pacific currently serves a population of about 6,303.
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In October 2003, Pacific and the City mutually adjusted their service boundaries to include
the Illako Elementary School and several parcels to the south and east of the school in the
City’s RWSA.
Pacific’s system is operated at a HGL of about 250 feet, which is slightly higher than the
City’s Valley 242 Pressure Zone. Pacific maintains a one-way intertie on Ellingson Road
with the City for emergency water supply. Another emergency water intertie is located on
East Valley Highway between the two cities.
2.4.5 City of Sumner
Sumner is located south and west of the City’s RWSA. Although Sumner and the City’s
RWSA are adjacent at a corner of the two service areas, there are no connections,
emergency or otherwise, and no plans at this time to establish interties.
2.4.6 Covington Water District (CWD)
The CWD is located east of the City’s RWSA which includes urban and rural development.
CWD uses groundwater to serve a population of about 44,000, with a HGL of 660 feet in
the vicinity of the City.
The CWD and WD#111 entered into an IA2 with the City in September 1996. The
agreement required construction of supply and delivery facilities to deliver up to 5.0 mgd of
water to the districts. Under IA2, CWD is provided up to 2.5 mgd of wholesale water supply
from the City on an interruptible basis. CWD did not renew the purchase agreement in
2010; however, the City may provide supply per the IA2 upon request of CWD as
determined by the City.
In 2007, the CWD began receiving supplies from Regional Water Supply System (RWSS),
which is also known as the Tacoma Second Supply Pipeline. CWD is a 7/36 partner in the
RWSS, which provides the right for 12.5 mgd of supply. The RWSS is a primary supply that
is supplemented by the CWD’s well. The CWD also maintains three interties with Cedar
River Water and Sewer District, which in turn purchases water from the City of Seattle, and
one emergency intertie with WD#111.
2.4.7 Lakehaven Utility District (LUD)
LUD serves an area to the west of the City’s RWSA. LUD uses groundwater and an intertie
with Tacoma to serve a population of about 112,800. LUD maintains a HGL of 578 feet near
the City’s RWSA.
LUD has a service area agreement with the City creating a mutual water service planning
area that allows the LUD to serve the West Hill area within the city limits along the steep
West Valley hillside. Because the City’s Valley Service Area serves elevations below 160
feet, it would be impractical to install facilities to serve each residential development along
the hillside when adequate service can be provided by the LUD from its 578-pressure zone
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through the use of pressure reducing stations. Within this 2002 agreement, the City
transferred the pump station and distribution system that serves the Aaby Drive
neighborhood to LUD. In 2009, LUD decommissioned the Aaby Drive pump station and
completed a second feed to the West Hill area via an 8-inch pipeline within Hi-Crest Drive.
LUD has three interties to serve the West Hill area; however, these interties are separated
from the Valley Service Area by normally closed valves. In 2002, LUD and the City entered
into an agreement that grants the City the right to connect a future intertie to LUD located in
the vicinity of 15th Street NW and Terrace Drive.
2.4.8 King County Water District #111 (WD#111)
WD#111 lies north and east of the City. WD#111 serves a population of about 18,092 using
a combination of wells and water purchased from the City. The District operates at a HGL of
590 feet, slightly higher than City's adjacent Lea Hill Service Area.
WD#111 and the City have two emergency interties. The intertie facilities are located near
the intersection of 124th Avenue SE and SE 300th and the intersection of 127th Place SE
and SE 300th, which are used only for the Duberry Hill development.
In 1996, WD#111 and the City entered into a water supply intertie arrangement
documented in an interlocal agreement, IA2. Under the agreement, WD#111 and CWD are
provided up to 5.0 mgd of wholesale water supply from the City on an interruptible basis.
In 2006, it was agreed upon by the City and WD#111 that the City of Kent will serve the
Verdana PUD, which is located north of SE 304th Avenue and west of 124th Avenue SE.
WD#111 adjusted its west boundary line to remove this from their service area.
In December 2010, to avoid unpredictable water sales and create a predictable and reliable
cost for wholesale water to be sold by the City to WD#111, the District agreed to purchase
an average of 0.75 mgd (during the winter) and 1.0 mgd (during the summer) from the City
on a take or pay basis. This is a portion of, not in addition to, the 2.5 mgd allocated to the
District as addressed in IA2. The agreement expires in 2015, with the option for one year
extensions.
2.4.9 Muckleshoot Indian Tribe (MIT)
The MIT currently operates a water system on reservation lands east of the City. The MIT
and the City’s water systems are not currently connected by intertie, however, the City and
the MIT have discussed their future relationship. The City currently serves some customers
outside of the city who reside on reservation land.
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2.5 OTHER WATER SYSTEMS
There are many smaller water systems, such as Class A, Class B, and private wells
operating within the City’s limits or PAA. The City encourages other systems within the City
RWSA to connect to it’s system. The following Class A water systems have been identified
by the Department of Health:
Braunwood Estates
25 W Main Street
Auburn, WA 98001-4998
Danner Corp
307 Oravetz Place SE
Auburn, WA 98092
Hazelwood Heights
30224 – 108th Avenue SE
Auburn, WA 98092
South Auburn Water Association
208 – 31st Street SE
Auburn, WA 98002
Logandale Water Association
6430 S 287th Street
Kent, WA 98032
2.6 INTERTIES
Under interlocal agreements water utilities use interties to move water between adjacent
systems to meet supply needs, to increase reliability and to respond to emergencies. Cities
water system interties are described in the sections that follow. The City has separated its
interties into three groups: wholesale interties, emergency interties, and potential future
interties. The Cities’ interties are shown on Figure 2.3. The City’s interlocal agreements are
provided in Appendix D.
2.6.1 Wholesale Interties
The City maintains wholesale supply interties with three adjacent water systems: Algona,
CWD, and WD#111. The City also has a supply contract with the MIT and the Indian Health
Service, dating from 1972, for services along a pipeline at 368th Street SE extending from
the City limits into the reservation.
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Figure 2.3
Interties
Comprehensive Water
Plan Update
City of Auburn
Legend
#*Intertie
City Limits
Retail Water Service Area
Roadways
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2.6.2 City of Tacoma
In 2012, Tacoma agreed to provide water to the City in the quantity of up to 1.0 mgd
average day use, 1.8 mgd peak day use, and 1.62 mgd four-day peak use. Tacoma also
agreed to supply at the City’s Option to exercise no later than December 31, 2015, and
additional 1.0 mgd average day use, 1.8 mgd peak day use and 1.62 mgd four-day peak
use. Two interties were constructed to supply the City: one located at 3200 B Street NW,
Auburn and one located at 29600 132nd Avenue SE (Kent). This agreement will remain in
force as long as the City of Tacoma (or its successors in interest in its water system)
remains in the business of providing water, and as long as the City meets the terms and
conditions of the agreement. In 2014, the City executed an superseding agreement to
provide an total of 3.5 mgd (2,430 gpm ) of average use and 5.12 mgd (3,555 gpm) of peak
use from the interties. The B Street NW Intertie is limited to a maximum flow-rate of 2,200
gpm and the 132nd Avenue SE Intertie is limited to a maximum flow-rate of 4,500 gpm.
2.6.3 City of Algona
The City has supplied water to Algona on a regular basis since 1996. In 1996, Algona's well
failed and Algona negotiated an interlocal agreement with the City, IA3, to purchase
specific quantities of water. A superseded agreement, IA3A October 2002, reflects the
current status and updates information and exhibits. Currently, Algona is served through the
metered Boeing Welded Duct intertie (located west of Pacific Avenue off 1st Avenue) and
by two 8-inch intertie meter stations located at Boundary Boulevard and Industry Drive
North and at Boundary Boulevard and Milwaukee Avenue. The agreement anticipates
0.491 mgd average and 1.029 mgd peak by 2009 and 0.525 mgd average and 1.114 mgd
peak by 2014. In the event that the City experiences any failure or decreased capacity, the
supply of water to Algona may be decreased by the same percentage that is experienced
by the City.
2.6.4 Covington Water District and King County Water District #111
An intertie between the City, CWD, and WD#111 was constructed in 1996 as part of IA2, to
enable the Districts to purchase water from the City. The intertie also allows the City to
provide an emergency supply to Kent's East Hill Service Area through WD#111. Effective
December 31, 2010, CWD terminated water purchases from the City.
As part of the IA2, the City agrees to provide up to 2.5 mgd of MDD to both CWD and
WD#111 (total maximum day demand of 5.0 mgd). The conditions of this agreement
include:
“VIII. Conditions of Service.
A. Auburn does not presently have the necessary capacity (i.e., water supply and/or
water rights) to guarantee delivery of firm uninterruptible water. It is acknowledged
and agreed that in the event Auburn experiences any failure or decreased capacity
for any reason or increased demand within its retail service area, the supply to the
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Districts may be immediately reduced or stopped under such conditions at the sole
discretion of Auburn. The Districts agree that Auburn may take such action
irrespective of any cost, investment in capacity, or other reliance which may have
been placed upon the intertie facilities and interruptible water supply referenced in
this Agreement.”
A provision of the IA2 agreement calls for either of the Districts to send an emergency
supply of water to the City when needed for the Lea Hill Service Area. The IA2 also
included several improvements to allow delivery of water:
The Green River Pump Station and pipelines to deliver additional water into the Lea
Hill Service Area.
The Intertie Pump Station and pipelines to deliver water from the Lea Hill Service
Area to the Districts.
Construction of two additional wells (Well 6 and Well 7).
2.7 EMERGENCY INTERTIES
2.7.1 City of Bonney Lake
The Cities of Auburn and Bonney Lake have an emergency intertie located in the Lakeland
Hills Area on Lakeland Hills Way, south of Evergreen Way SE. This intertie, controlled by
the City Fire Department, is to provide support for the Bonney Lake system only in the
event of a fire at three multi-family development sites in its service area.
In March 2002, the City and Bonney Lake created a two-way emergency supply intertie
located in Evergreen Way SE. The agreement will remain in force until terminated by either
city. This agreement was replaced in May 2010 with a new Emergency Intertie Agreement
allowing the Cities of Auburn and Bonney Lake to take and provide water under emergency
conditions (Resolution 4596).
2.7.2 City of Kent
The City and Kent have an emergency intertie at South 277th Street. This is a two-way
intertie with two valves and two meters that normally are closed. Flow is accomplished by
manually opening the connection in an emergency. The City HGL at the intertie location is
higher than Kent's (HGL 242 vs. HGL 240) so, the only time water can flow from Kent into
the City is during emergency conditions when the pressure in the City’s system drops below
that of Kent’s or if water is pumped from Kent to the City.
2.7.3 City of Pacific
The City supplies water to the City of Pacific on an emergency basis through a 4-inch meter
located off Ellingson Road near Pacific Avenue. An emergency water intertie was agreed
upon between the City and Pacific in October 2003. This is located on East Valley Highway
between the two cities. There is also a normally closed, unmetered intertie located on A
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Street SE on the north side of the White River Bridge. Each emergency supply can be used
only by opening manual valves between the systems. Pacific must notify the City before the
valves are opened. Pacific has used water from the City occasionally.
2.7.4 Lakehaven Utility District
The LUD and the City have a 6-inch intertie located at Aaby Drive and Knickerbocker Drive.
In October 2010, LUD and the City entered into an agreement that grants the right to install
a water meter and control the valve located in the vault at the intersection of Knickerbocker
Drive and Aaby Drive for emergency water in order to increase fire protection and
emergency water supply reliability. This emergency intertie is limited to a maximum flow-
rate of 800 gpm. This agreement will remain in place until terminated by either city upon 60-
day written notice.
2.7.5 King County Water District #111
WD#111 and the City have two emergency interties to serve the Duberry Hill development.
The intertie facilities are located near the intersection of 124th Avenue SE and SE 300th
and the intersection of 127th Place SE and SE 300th between the City and WD#111
boundaries. These interties are for emergency use only and are two-way.
2.7.6 City of Tacoma
In October 2010, the City of Tacoma and the City entered into an agreement that allows the
City to take water through the B Street NW and 132nd Ave SE Intertie under emergency
conditions. This agreement is however superseded by the Wholesale Water Agreement
dated July 2012 between the City and Tacoma and detailed in section 2.6.2.
2.8 POTENTIAL INTERTIES
The City has an interest in acquiring additional interties that would enhance the reliability of
water service in the City and among adjacent purveyors.
Tacoma Public Utilities constructed the Second Supply Pipeline Project, which runs through
the north end of the City’s RWSA between 30th and 37th Streets NE. In addition to the B
Street NW and 132nd Avenue SE interties, a third turnout was constructed as part of the
pipeline project in the Valley Service Area. The City does not currently plan to develop this
turnout, but may do so in the future.
2.9 INVENTORY OF RELATED STUDIES
In preparing this Comprehensive Water Plan, related studies were reviewed to ensure
coordination between this Plan and previous studies. Related plans reviewed and a brief
synopsis of each plan follows:
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City of Auburn 2012 Comprehensive Water Plan, City of Auburn Public Works, 2012:
The previous Comprehensive Water Plan provided evaluation of needs and recommended
improvements to the City system for 2012-2015. The 2012 plan constitutes the basis for this
Plan.
King County 2012 Comprehensive Plan, King County Department of Permitting and
Environmental Review, 2012: The King County Comprehensive Plan establishes land use
zoning for areas outside the City limits, but within the RWSA. Additionally, King County
provides critical area ordinances and critical aquifer recharge areas that support the City’s
wellhead protection efforts.
South King County Coordinated Water System Plan (CWSP), Economic and
Engineering Services, Inc., 1989: This plan, adopted in 1989, defined the initial service
area boundaries for the water systems within the Critical Water Supply Area of South King
County. The City of Auburn Comprehensive Water Plan, upon adoption, becomes an
element of the CWSP.
Auburn Water Resources Program, Pacific Groundwater Group, Inc., 1995-1999:
Pacific Groundwater Group conducted this comprehensive groundwater study in response
to recommendations of the 1995 Comprehensive Water Plan. The work of the study was
documented in a series of reports including: 1996 Existing Data Hydrogeologic
Characterization; 1996 Preliminary Hydrogeologic Characterization; Summary of 1997
Hydrogeologic Investigations; 1997-1998 Test Well Drilling and Installation Program; 1999
Hydrogeologic Characterization Report and Appendices; and Regional Groundwater Model
Report.
The Auburn Water Resources Program assessed the long-term potential for the City's
continued use of ground water for its water supply. The study confirmed substantial
quantities of ground water underlying the valley area and concluded that the continued
potential for water supply is excellent. However, the Program focused on hydrogeological
issues as opposed to legal issues associated with obtaining additional water rights.
This study provided the basis for the water supply conclusions for this Plan, however,
further work is anticipated to address legal issues as well as ESA issues.
USGS South King County Ground Water Study, Occurrence and Quality of Ground
Water in Southwestern King County, Washington. Water-Resources Investigations
Report 92-4098: Prepared in cooperation with: State of Washington Department of Ecology
(Ecology), Regional Water Association of South King County, and Seattle - King County
Department of Public Health, Tacoma. 1995.
Draft Ground Water Management Plan (GWMP), South King County Groundwater
Advisory Committee, 2003: The GWMP was initiated by Ecology with the intent to
develop methods to protect the quality and quantity of ground water, meet future resource
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needs while recognizing existing water rights and provide effective and coordinated
management of ground-water resources.
Comprehensive Plan, City of Auburn Planning Department, 1995 and Amendments:
This plan, originally adopted in 1995 in response to the WGMA, is the City's long-range
comprehensive land use plan and policy document. It consists of goals, land use policies,
and the Comprehensive Plan map. The plan is amended annually.
Tribal Land Use Plan, Muckleshoot Indian Tribe, 1978: The Tribal Council adopted The
MIT's Zoning Ordinance on August 31, 1979.
Soos Creek Community Plan, King County Planning Department, 1991: This plan is a
growth management plan, guiding growth and development in the Soos Creek community.
Pierce County Comprehensive Plan, 1996 and Amendments: This is a comprehensive
plan and policy document for Pierce County. The plan was developed in accordance with
the State Growth Management Act (GMA) and is amended every two years.
Water Cost of Service Rate Update Study, City of Auburn, 2014: The most recent
water-rate cost of service study for the City.
Capital Facilities Plan (2014-2019), City of Auburn Finance Department, 2013: The
Capital Facilities Plan was adopted in 2013 and includes goals, policies, capital
improvements and implementation programs as required by the State GMA, coordinated
with the City capital improvements program.
System Development Charge Study (2014): The City completed a study of its system
development charges in 2014.
Pierce County Coordinated Water System Plan, 2003: In 1983, all of Pierce County was
declared a Critical Water Supply Service Area. In response to this declaration, Pierce
County established the first Coordinated Water System Plan in an effort to coordinate
planning and establish water service areas. The currently Coordinated Water System Plan
was adopted in 2003 through ordinance 2003-69.
In addition to the studies listed above, the Water Comprehensive Plans from the following
neighboring water systems were considered during the preparation of this Plan.
City of Algona, July 2013, Gray & Osborne, Inc (Draft).
City of Bonney Lake, 2009, RH2 Engineering, Inc.
City of Kent, 2011, PACE.
City of Pacific, 2000, Gray & Osborne, Inc. / 2002 Parametrix (Amendment).
Covington Water District, 2014, Carollo Engineers, Inc (Draft).
Lakehaven Utility District, 2013, Carollo Engineers, Inc.
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King County Water District #111, 2008, Roth Hill Engineering Partners.
Highline Water District , 2008, BHC Engineers.
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Chapter 3
POLICIES AND CRITERIA
3.1 INTRODUCTION
The City of Auburn (City) manages the water utility in accordance with established water-
system policies that govern various facets of utility operations. City policies are established
by the City in order to provide a vision or mission of the Water utility and to provide a
framework for the design, operation, and ongoing well being of the City’s Water utility.
Generally, the water utility policies will provide necessary guidance for staff to develop
appropriate criteria and programs to implement the defined policies. The policies seek to
provide uniform treatment to all Utility customers and to provide documentation to current
water-system customers as well as those considering service from the City. It should be
noted that what is included in these policies is limited to those things related to the water
system and its design and operation. The City has a wide variety of other policies (and
criteria) related to land use, development, and finance that would condition what may be
done, in addition to the requirements related specifically to the needs of the water system
included in this plan.
The policies included in this plan are developed specifically for the City’s multi-source
municipal water system (System Number 03350V). In addition to policies documented in
this section, criteria and standards relating to the planning, design, construction, operation,
and maintenance of the water system have been developed to establish consistency and to
ensure that adequate levels of service are provided throughout the system.
The City’s Water Comprehensive Plan is based upon the following mission statement for
the water utility:
“The City will provide for the efficient, environmentally sound and safe management of
existing and future water system within Auburn’s service area” (City 2014-2015 Budget).
The City’s policies are grouped by major categories. These categories are:
Business Practices
Service Area
Operations and Maintenance
Financial
Planning
Environmental Stewardship
Design and Construction
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3.2 BUSINESS PRACTICES
The City desires to employ recognized best business practices, which result in the efficient
and cost effective operation of the utility. The City shall identify the key business functions
within the utility (e.g. billing, permitting, asset management, and planning) and develop
supporting best business practices for each. The utility will conduct a performance audit
every six years in conjunction with its capital projects planning cycle to evaluate how well
best business practices are being implemented and how effective they are.
As an initial step, the City has identified operational and maintenance programs that reflect
the City’s current best management practices, which are presented in Table 3.1. For each
program, the City’s best practice or goal has been identified. These practices or goals
reflect each of the four asset best practices:
Having knowledge about assets and costs (i.e. detailed inventories).
Maintaining desired levels of service.
Taking a lifecycle approach to asset management planning.
Implementing the planned solutions to provide reliable cost-effective service.
For example, the large meter testing program provides knowledge of the meters condition,
insures accurate measurement and billing for the customer and utility, allows the City to
repair faulty meters on a regular basis, and meters can be easily replaced as needed on a
lifecycle basis.
Table 3.1 Existing Business Practices in Operation and Maintenance Programs
Program Practice or Goal
Valve inspection program Goal to inspect 25% of all valves each year.
Hydrant inspection program Goal to inspect 50% of all hydrants each year.
Large meter testing program Practice to test all meters 3-inch and greater
every year.
PRV inspection and repair program Practice to inspect and repair all PRVs every
year.
PRV and control valve re-build program Practice to rebuild PRV and pump control
valves every 2-3 years.
Reservoir inspection and cleaning
program
Practice to inspect and clean reservoirs every
1-5 years depending on quality of water
sources.
Leak detection program Practice to do leak detection analysis on 25% of
the system each year.
Dead-end main flushing program Goal to flush all dead-end mains each year.
System-wide unidirectional flushing
program
Goal to flush 20% of the distribution system
each year.
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The City understands that defining and implementing best business practices is a long-term
effort and will require a stepwise approach. Given that the utility is largely made up of
physical assets, which have the greatest value and represent the greatest cost to operate
and maintain, the City shall address the business practice of asset management first.
Business Practices Policies are presented in Table 3.2. The policies are intended to support
the City’s Business Practices framework for asset management. The policies define
programmatic objectives and requirements for City assets.
3.3 SERVICE AREA
Service area policies define the Retail Water Service Area, the City’s duty to serve and
conditions of service. The policies also define government consistency, agency
coordination, satellite systems, and the level of service provided by others within the
Auburn’s City limits. Service area policies are summarized in Table 3.3.
3.4 OPERATIONS AND MAINTENANCE
The operational and maintenance policies summarize the City’s multiple programs,
commitment to training, and certification opportunities for its employees. Operations and
Maintenance policies are summarized in Table 3.4
3.5 FINANCIAL
The financial policies summarize the City’s general financial policies and criteria, including
water rate structure, development charges, capital improvements financing, and reserves.
Financial policies are summarized in Table 3.5.
3.6 PLANNING
Planning policies define a wide range of planning activities that the City’s conducts. The
policies define conditions for service extensions, fire system responsibility, oversizing, and
service Pressures and flow. The policies also define planning activities, including water
supply planning and capital facility planning. Planning policies are summarized in Table 3.6.
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Ta
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October 2014 - DRAFT 3-5
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
Ta
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3.
2
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3.
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3
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3.
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6
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-7
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-12
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-19
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-24
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-25
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
3.7 ENVIRONMENTAL STEWARDSHIP
The environmental stewardship policies outline the City’s dedication to develop and
implement facilities and programs that will protect the environment. It also defines the City’s
conservation program, as well as its demand management and water shortage response.
Environmental Stewardship policies are summarized in Table 3.7.
3.8 DESIGN AND CONSTRUCTION
Water system design and construction policies define the criteria, methods, and procedures
for the City to provide guidance for how water facilities are designed and constructed.
Included in these policies are criteria for supplies, pump stations, storage reservoirs,
system pressures and fire flow requirements. Design and Construction policies are
summarized in Table 3.8.
October 2014 - DRAFT 3-26
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
Ta
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October 2014 - DRAFT 3-27
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-28
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 3-30
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03
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October 2014 - DRAFT 4-1
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
Chapter 4
WATER REQUIREMENTS
Projecting realistic future water requirements, or demand, is necessary for planning
infrastructure projects and securing adequate water supply to meet future growth. Future
water demands are a key component of the water system analyses presented in this Plan
and in the City’s Capital Improvement Program (CIP). Accurate demand projections require
a thorough review of historical water use, predicting where and how much growth will occur,
and estimating the future water use for existing and new customers.
Historical data provides the City’s unique water use over a long period of time, which
captures the range of water use due to weather, economic conditions, conservation
practices, and other factors. This Chapter presents an analysis of historical water use from
2008 to 2013 based on customer billing and production records. These data provide
information on the City’s different types of customers, as well as water use parameters on
an average annual basis, seasonally, and for the maximum day. Historical water use
patterns and parameters were established from this data to predict future water use for
existing and new customers.
Demographic projections were used to predict where and how much will occur in the water
system. The demographic projections are developed based on the City’s comprehensive
planning and regional policies adopted by the Puget Sound Regional Council (PSRC)
Vision 2040 plan. These demographic projections were consistent with the PSRC
projections and the Growth Management Act (GMA). Future customer accounts were
developed based on existing customer accounts and the demographic growth rates of each
Service Area. The resulting future accounts were converted to projected demands using the
historical water use patterns and parameters.
Demand projections were generated for the planning period of 2015 to 2035 for the City’s
established RWSA. The projections were divided into three planning scenarios:
Short-term (2016 - 2021).
Medium-term (2022 - 2025).
Long-term (2026 - 2035).
Dividing the planning period into three scenarios aids in the development and phasing of
improvement projects and the CIP, as well as being consistent with DOH requirements.
Demand projections were expressed as Equivalent Residential Unit (ERU), average day
demand (ADD), and maximum day demand (MDD). One ERU is defined as the average
quantity of water beneficially used by one average, full-time, single-family residence per
day. The quantity of water used by other customer classes, and by the whole system, can
be expressed in terms of equivalent ERUs. The ADD is typically used in operational
October 2014 - DRAFT 4-2
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
evaluations. It is calculated by dividing the total water produced by the number of days per
year (2004, 2008, and 2012 were leap years and include 366 days per year). The MDD
represents the single largest day water demand during the year and is a key parameter for
infrastructure sizing.
Changes in water use, conservation activities, system growth, and other factors may result
in higher or lower than projected water use. Planning for the potential changes allows the
City to better manage potential risks from these changes. For example, lower than
projected water use may be a concern for the City’s financial planning, while higher than
projected water use may be a concern for water supply planning. Therefore, three growth
scenarios were developed: Low, Medium, and High demand scenarios. The low growth
scenario represents future demand with conservation; the medium scenario was analogous
with City’s historical projections; the high scenario includes greater water use by new
customers. Details on the historical water use, demographic projections, and demand
calculations used to develop these projections presented in the following Chapter.
4.1 HISTORICAL WATER USE
Historical water use, or consumption, data were obtained from City records to characterize
the demands of the City’s customers. Annual water use data for the years 2008 to 2013
were used to develop historical demand patterns and parameters, which represent current
and likely future water use. Two key demand parameters were generated from the data:
typical water use per customer class, and typical water use per ERU. These parameters
were used as the basis of future demand projections.
4.1.1 Historical Accounts
The City customers were divided into nine customer classifications, plus unmetered (non-
revenue) water. The customer classes are:
Single-family Residential/Duplex (SFR).
Multifamily Residential (MFR).
Commercial.
Manufacturing / Industrial.
Schools.
City Accounts.
Irrigation.
Large Users.
Wholesale.
October 2014 - DRAFT 4-3
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
The Large Users customer class was added in this Plan Update, which represent the City’s
largest industrial, commercial, and institutional customers, as well as large master metered
residential areas. Large Users include the following customers: Boeing Company
Fabrication Division , Muckleshoot Casino, Emerald Downs, Wal-mart – Supermall Way,
Adventist Academy, Safeway Auburn Distribution Center, Auburn Dairy Products, Inc.,
MultiCare Auburn Medical Center, Auburn Manor, Rio Verde Mobile Estates, White River
Estates, Forest Villa Manor (PIC), Tall Cedars Mobile Home Community, and Leisure
Manor. These customers were the largest water users in their Service Areas, which
warranted careful consideration. Therefore, individual demand projections were developed
for each large user to provide additional accuracy in the demand projections, as well as the
system analyses. Large users have multiple meters and accounts, potentially of different
classes, and do not represent a City billing class; therefore, Large Users’ historical
accounts and water use have been subtracted from the appropriate customer class in all
summarized tables, figures, and statistics.
In the past, the City does not differentiate between SFR customers and duplex customers.
Where a duplex is served by a single meter due to historic policies, it is counted as one
account. Where a duplex is served by two meters, it is counted as two accounts. The
number of duplexes is small compared to the total number of single family customers and
only a portion of those duplexes are served by a single meter. Therefore, the combination
of SFR and duplex customers was considered reasonable for planning level analyses.
The number of accounts for each customer class is summarized in Table 4.1. As seen in
the table, SFR makes up approximately 80 percent of accounts. The total number of
accounts has increased by approximately 6 percent from 2008 to 2013. SFR, MFR, and
Irrigation accounts increased during this period, while the number of other customer classes
remained constant or declined slightly over the period.
4.1.2 Historical Consumption
4.1.2.1 Historical Retail Consumption
The City’s historical annual water consumption was provided for each customer class
based on City billing data, as presented in Table 4.2. The City uses the 75th percentile of
historical water use parameters in the demand projection; therefore, this statistic was
included along the annual average in applicable tables in this Section. While accounts have
increased over the period, consumption has actually decreased. Despite the increasing
number of accounts (as seen in Table 4.1), the City’s total water consumption declined
during the period from 7.85 mgd in 2008 to 6.66 mgd in 2013. Declines have been seen in
almost all of the customer classes, where the largest decreases have been in Wholesale,
Commercial, and Schools. The decline was likely caused by multiple factors, including the
economic downturn from 2008 to 2010, continued conservation activities, and higher water
use efficiency in new homes and offices. Total water consumption has remained relatively
constant since 2011 and remains well below historic highs.
October 2014 - DRAFT 4-4
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
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October 2014 - DRAFT 4-5
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
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October 2014 - DRAFT 4-6
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
In addition to billing data, the City tracks some authorized unmetered water use, such as
street sweeping and hydrant testing. Unmetered water use represents as small portion of
the overall water use; an average of 0.03 mgd.
The average percentage of accounts and annual water consumption by customer class is
presented in Figure 4.1. The top pie chart shows the average number of accounts for each
customer class from 2008 to 2013. The bottom pie chart shows the average annual water
consumption for each customer class over the same period. Comparing accounts and water
consumption illustrates the differences in water use between the customer classes. This
difference in proportional water use is quantified by comparing the historical water use per
account for each customer class (in Table 4.3), as described in the section 4.1.3. As seen
in the figure, SFR customers represent 80 percent of the accounts, yet only use 29 percent
of the demand. Large Users represent less than one percent of accounts, but use 14
percent of the demand. More information on the amount of water use per account is
presented in the following section.
4.1.2.2 Historical Wholesale Consumption
Wholesale accounts represent 20 percent of the City’s average water consumption. As
discussed in Chapter 2, the City of Algona relies on the City for its water supplies. The
contract requires the City to deliver up to 0.525 million gallons per day (mgd) of ADD and
up to 1.114 mgd of MDD through 2014. Historically water use from Algona averaged 0.33
mgd, which is approximately five percent of the City’s average water consumption. Algona’s
demand varied through the planning period; however, no major trend in demands was
observed.
The remaining wholesale demand was purchased by King County Water District 111 (WD
#111). Covington Water District (CWD) did not purchase wholesale water during the
planning period. The City’s agreement with CWD and WD #111 is on an interruptible basis
and allows sales up to 2.5 mgd to CWD and 2.5 mgd to WD #111. This agreement was
executed in October of 1996 and will remain in full force unless terminated by mutual
agreement of the participants. Purchases by WD #111 decreased substantially from 2008
to 2013, declining by approximately 40 percent or 0.6 mgd. Similar to the City, these
declines are likely due to multiple factors and may be reversed in the future.
Copies of the wholesale water agreements are included in Appendix D.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_01.docx
Single-
family/Duplex
80%
Multifamily
7%
Commercial
9%
Mfg/Industry
0.31%
Schools
0.29%
City
Accounts
0%
Large Users
0.44%
Wholesale
0%
Average Percent of Retail Accounts by Customer Class (2008 -
2013)
Single-
family/Duplex
28%
Multifamily
17%
Commercial
12%
Mfg/Industry
2%
Schools
1%
City Accounts
0%
Irrigation
5%
Large Users
15%
Wholesale
20%
Percent Consumed by Customer Class (2008 -2013)
WATER CONSUMPTION PERCENTAGE
BY CUSTOMER CLASS (2002 TO 2013)
FIGURE 4.1
CITY OF AUBURN
WATER SYSTEM PLAN UPDATE
October 2014 - DRAFT 4-8
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
4.1.3 Water Use Per Account and Equivalent Residential Units
The demand of each customer class can be expressed in terms of ERUs for forecasting
and planning purposes. As discussed previously, One ERU is defined as the average
quantity of water beneficially used by one average, full-time, single-family residence per
day. The ERU calculation does not include non-revenue water or distribution leakage.
Table 4.3 shows the historical annual average water consumption by customer
classification used to determine the ERU planning value and the distribution system
leakage. Based on the data from 2008 through 2013, the average quantity of water used by
one typical, full-time single-family residence ERU is equal to 185 gallons per day (gpd).
Because water use varies, an ERU planning value higher than the average was used by the
City for demand forecasting. The 75th percentile of all the six-year values was used to
select the planning ERU value of 195 gpd. The other customer class planning values was
also selected by determining the 75th percentile from all the six-year values. The ERU
value of 195 gpd is 15 percent lower than the 2012 Plan’s ERU planning value of 230
gpd/ERU, which is consistent with the observed decreased water use.
As previously discussed, the conversion of total water use to ERUs provides a means to
express water use by non-residential customers as an equivalent number of SFR accounts.
This water use per ERU is obtained by dividing the water use per account by the water use
per ERU. Table 4.3 presents the ERUs per account for each customer class based on 75th
percentile of historical water use and the planning value of 195 gallons per ERU. The
number of equivalent ERUs per account range from 3.1 for City accounts to 100.7 for Large
Users. The historical Equivalent ERUs for 2008 through 2013 are presented in Table 4.4.
4.2 HISTORICAL PRODUCTION
The historical average and maximum water demands are important parameters when
performing system and supply analyses. The term “water demand” refers to all the water
requirements of a system including metered customers, unmetered water use, and
unaccounted-for water such as leakage. For this reason, the City’s production data, which
accounts for all water demand, was used to calculate the ADD and MDD for each year.
Additionally, historical production or supply allows the City to track system-wide demands
on a daily basis, rather than monthly or bi-monthly billing records.
4.2.1 Average and Maximum Demands
The City produces water for its customers through its multiple springs, wells and wholesale
water purchases. Table 4.5 presents the historical total production, the ADD, and MDD
(based on production) for the period of 2000 through 2013. The MDD is a key benchmark
October 2014 - DRAFT 4-9
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
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October 2014 - DRAFT 4-10
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
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October 2014 - DRAFT 4-11
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
for supply capability, pump station discharge rates, reservoir capacity, and pump sizes. The last
column of Table 4.5 presents the historical MDD to ADD peaking factor, which normalizes the
historical data to compare between years. The peaking factor is also a key parameter in
developing the future MDD projections, as discussed later in this chapter. The long period of
record (2000 to 2013) captures the variability in this City’s historical record.
The average annual water produced from 2000 through 2013 is 2,958 million gallons per year
(MG/year). As shown in this table, the minimum ADD was 7.16 mgd in 2011, and the maximum
ADD was 8.88 mgd in 2001. The average ADD over the period was 8.10 mgd.
Table 4.5 Historical Annual ADD, MDD, Peak Day, and Peaking Factor
Comprehensive Water Plan
City of Auburn
Year Annual
Production
(MG/year)
Average
Day
Demand
(mgd)
Maximum
Day
Demand
(mgd)
Date of Maximum
Day Demand
Max Day/Avg
Day Peaking
Factor
2000 2,881 7.87 14.50 8/20/2000 1.84
2001 3,239 8.88 13.92 6/24/2001 1.57
2002 3,035 8.32 15.35 7/12/2002 1.85
2003 3,079 8.44 14.22 8/4/2003 1.69
2004 3,082 8.42 15.04 7/30/2004 1.79
2005 2,957 8.10 13.13 8/5/2005 1.62
2006 3,030 8.30 15.17 8/4/2006 1.83
2007 3,134 8.59 14.25 7/11/2007 1.66
2008 3,018 8.25 13.44 8/6/2008 1.63
2009 3,142 8.61 14.36 7/30/2009 1.67
2010 2,773 7.60 13.31 8/5/2010 1.75
2011 2,613 7.16 11.43 8/18/2011 1.60
2012 2,728 7.45 13.13 8/16/2012 1.76
2013 2,694 7.38 13.77 8/21/2013 1.87
Average 2,958 8.10 13.93 1.72
75th
Percentile 3,082 8.43 14.47 1.82
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. The minimum MDD
was 11.43 mgd in 2011, and the maximum MDD was 15.35 mgd in 2002. The average MDD from
2000 to 2013 was 13.93 mgd.
The ADD, MDD, and MDD to ADD peaking factor over the period is shown graphically in Figure
4.2. The figure illustrates the variability in the peaking factor over period. The maximum peaking
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October 2014 - DRAFT 4-13
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
factor of 1.87 occurred in 2013 and the minimum peaking factor of 1.57 occurred in 2001. Due to
variability of the peaking factor, average annual peaking factor of 1.72 is substantially lower than
many of the highest years. Therefore, the City has chosen to use the 75th percentile of the
historical peaking factors in demand projections, which is 1.82. This factor provides a better
representation of the peaking factors observed historically for water supply predictions.
4.2.2 Distribution System Leakage
Distribution System Leakage (DSL) represents the difference between production and
documented water use (retail, wholesale, and authorized unmetered). It may include inaccurate
master and service connection meters, unaccounted-for non-revenue water use, pipeline leakage,
and unauthorized use. DSL does not include authorized water usage such as water used for fire
protection, flushing, construction, and other maintenance and operations practices. However, to
be credited, this must be accounted for by metering or estimating using credible means.
DSL is calculated as the difference between the total amount of water produced and the sum of
water sold and authorized unmetered water usage. DOH requires the 3-year average DSL to be
under 10 percent to minimize water waste.
The City’s estimated DSL for 2000 through 2013 is presented graphically in Figure 4.3 and Table
4.6. For the City’s water system, the total 3-year rolling average DSL was between 5.6 percent
and 9.7 percent of the total production. The City’s annual average DSL over the period was 7.0
percent.
The City’s DSL has approached and exceeded 10 percent for a single year, but has not exceeded
a 3-year rolling average of 10 percent. The City is committed to maintaining DSL below 10 percent
and is actively working to identify and eliminate DSL. The City has ongoing leak detection, meter
calibration, and an active repair and replacement program for water system infrastructure, as
detailed in Chapter 12 – Operations and Maintenance. Additionally, the City has recently
increased its efforts to reduce non-payment of bills and water theft.
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Table 4.6 Historical Distribution System Leakage
Comprehensive Water Plan
City of Auburn
Year Annual
Consumption
(mgd)
Annual
Production
(mgd)
Unaccounted
for Water
(mgd)
Unaccounted
for Water (%)
Unaccounted
for Water – 3
year average
(%)
2000 8.13 8.52 0.39 4.5%
2001 8.09 8.30 0.21 2.5%
2002 7.42 8.21 0.79 9.6% 5.6%
2003 8.10 8.56 0.45 5.3% 5.8%
2004 8.14 8.64 0.50 5.7% 6.9%
2005 7.65 8.17 0.52 6.3% 5.8%
2006 8.44 8.79 0.35 4.0% 6.0%
2007 8.21 8.99 0.78 8.7% 7.5%
2008 7.89 8.62 0.72 8.4% 8.5%
2009 7.98 8.89 0.91 10.3% 9.1%
2010 7.52 7.79 0.28 3.5% 7.4%
2011 6.51 7.16 0.64 9.0% 7.6%
2012 6.68 7.45 0.78 10.4% 7.7%
2013 6.66 7.38 0.72 9.7% 9.7%
Average 7.67 8.25 0.57 7.0%
4.3 SEASONAL DEMANDS
The pattern of water consumption differs between the customer classes. Water use increases
significantly during the summer when daylight hours are longer and lawn and landscape watering
is prominent. Other outdoor uses, including car washing and recreation, are also at their highest
during summer months. Figure 4.4 presents average monthly consumption by customer class
from 2011 through 2013. The top chart shows the average total monthly consumption and the
bottom chart shows the average monthly consumption per account. Note, with the exception of
some of the city’s largest users, the City conducts bi-monthly meter reading, therefore the water
consumption was averaged between months to better reflect the actual water consumed in the
month.
As seen in the top figure, SFR customers show a significant peak in total consumption during the
summer months. Other smaller customer classes also show as similar peak when normalized by
account. Uncharacteristically, MFR water use does not show a
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_04.docx
0.0
0.5
1.0
1.5
2.0
2.5
3.0
JanFebMarAprMayJunJulAugSepOctNovDec
Mo
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Single Family
Multi Family
Commercial
Industrial
Schools
City Accounts
Irrigation
0
2,000
4,000
6,000
8,000
10,000
12,000
14,000
16,000
0
500
1,000
1,500
2,000
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3,500
JanFebMarAprMayJunJulAugSepOctNovDec
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Commercial Schools Single Family Multi Family
Industrial City Accounts Irrigation
AVERAGE CONSUMPTION BY
MONTH FOR 2011 TO 2013
FIGURE 4.4
CITY OF AUBURN
WATER SYSTEM PLAN UPDATE
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irrigation peak. The City’s policy is to use separate irrigation accounts for all non-SFR accounts
may account for the lack of peak for the MFR accounts. These monthly variations can be used to
target water use efficiency efforts and/or to project future water-use patterns for planning
purposes.
4.4 CLIMATIC REVIEW
Climate is an important factor driving water use, because temperature, precipitation, and other
climate-driven weather patterns affect irrigation, commercial and industrial cooling, etc. As shown
in the above section, irrigation is common in the summer and early fall and largely drives the
MDD. Water consumption during peak irrigation season (July through October) accounts for
approximately 50 percent of the City’s water use in less than 4 months. However, many additional
factors influence demands, including the economy and conservation activities. Auburn’s maritime
climate is characterized by wet cool winters and dry warm summers. The City’s temperate climate
is largely protected from continental weather by the Cascade Mountains to the east. During the
period of historical data, annual precipitation and temperature varied substantially from year to
year, providing a good indication of the variability in demand from climatic conditions.
While there are many examples that illustrate how climate affects demand, the statistical
correlations between the two for each Utility are difficult to establish. From the available data
provided by the City, the MDD/ADD peaking factor provides a good indication of climate-driven
water use (i.e. irrigation and cooling) from year to year. By comparing these data to historical
temperature and precipitation, it was possible to investigate the statistical correlations between
climate and historical demand. Table 4.7 presents the MDD/ADD peaking factors, month the MDD
occurred, monthly precipitation, and maximum monthly temperature from the regions long-term
climate station at the Seattle-Tacoma International Airport (SEATAC). Anecdotally, comparisons
did show examples of hot and dry conditions and high demand. For example, 2012 MDD/ADD
peaking factor is relatively high (1.76), which had high average maximum daily temperatures and
no appreciable rainfall. In 2008 there was a low peaking factor (1.63) that occurred during
relatively low maximum temperatures and high rainfall. However, the highest peaking factor (1.87)
occurred in 2013, which had above average rainfall and near average maximum daily
temperatures. These variations show the difficulty in correlating climate and demand over a
fourteen-year period.
Table 4.7 Climate and MDD/ADD Peaking Factor Comparison
Comprehensive Water Plan
City of Auburn
Year MDD/ADD Peaking
Factor MDD Month Precipitation in MDD
Month (in)
Average Max Daily
Temperature (F)
2000 1.84 August 0.33 72.9
2001 1.57 June 3.06 65.3
2002 1.85 July 0.64 74.2
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Table 4.7 Climate and MDD/ADD Peaking Factor Comparison
Comprehensive Water Plan
City of Auburn
Year MDD/ADD Peaking
Factor MDD Month Precipitation in MDD
Month (in)
Average Max Daily
Temperature (F)
2003 1.69 August 0.32 76.7
2004 1.79 July 0.16 78.3
2005 1.62 August 0.29 77.3
2006 1.83 August 0.02 77.1
2007 1.66 August 0.74 74.8
2008 1.63 July 0.48 74.9
2009 1.67 July 0.06 81.0
2010 1.75 August 0.64 75.2
2011 1.60 August 0.13 75.9
2012 1.76 August 0.00 78.5
2013 1.87 August 1.35 79.0
Average 1.72 0.59 75.8
Correlation (R2) to MDD/ADD Peaking Factor 0.07 0.11
Climate experts predict that future weather patterns in the Pacific Northwest may change in the
next century. If the Pacific Ocean temperatures rise as is expected, the likely result will be warmer
temperatures year-round, wetter winters, with more intense storm events, and drier summers1.
However, the timing and magnitude of such changes is uncertain. No changes to demand
projections were made for the 20-year planning period to account for potential climate change due
to the uncertain magnitude and timing of local effects. However, it is recognized that demands
have the potential to increase in the future given these changes.
4.5 DEMOGRAPHIC FORECAST
Demographic forecasts provide an estimate of future population and employment. The City is a
member of the PSRC, which develops demographic analyses for the central Puget Sound region
(King County, Kitsap County, Pierce County, and Snohomish County). The demographic
projections are developed based on local planned development capacities and regional policies
adopted by the PSRC Vision 2040. Vision 2040 established the region’s strategy for
accommodating population and employment growth to maintain the high quality of living,
economic prosperity and a healthy environment through the year 2040. Through this planning
process, the City is required to plan for a specific number of additional housing units and jobs.
Consistent with the GMA, the City uses the Vision 2040 growth values as the basis of the
demographic projections.
1 Dalton, M.M., P.W. Mote, and A.K. Snover [Eds.]. 2013. Climate Change in the Northwest: Implications for
Our Landscapes, Waters, and Communities. Washington, DESIGN CONSULTANT: Island Press.
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The City’s policy is to serve all customers within its RWSA, thus, demographic projections were
provided by City planners for all Service Areas. The demographic projections were based on the
PSRC‘s 2013 UrbanSim land use forecast model, which utilizes jurisdictions’ allocated
employment and housing targets to project growth.. Additional information on the City’s existing
land use and future zoning are provided in this Section. The resulting demographic projections
and corresponding rates of growth are also detailed.
4.5.1 Land Use
Land use designations and regulations provide important information in determining future water
requirements. Land use determines the area available for various types of development including
both SFR and MFR development, as well as commercial and other types of land use that provide
the economic base necessary to support residential development. The population and
employment projections developed by the PSRC are based on the City's employment and housing
targets allocated for the 20-year planning horizon.
4.5.1.1 Existing Zoning
Existing zoning designations for the City of Auburn Water Service Area are shown on the
Comprehensive Zoning Map, Figure 4.5. Zoning designations implement the land use identified in
Auburn’s Comprehensive Plan; therefore, the current land use reflects the City’s historical zoning.
The City includes a wide range of residential, commercial, institutional, and industrial land uses.
Public and quasi-public land uses include parks, open space, and public recreation as well as
institutional uses such as schools. Commercial and industrial uses occur primarily in the valley;
however, large areas of residential land use and the Downtown Urban Center also exist in the
valley area.
The Academy and Lakeland Hills Service Areas are primarily residential, although some
commercial development is located along Auburn Way South (SR 164) in the Academy Service
Area. The Lea Hill Service Area is also primarily residential although other uses include small
amounts of commercial and open space, and the Green River Community College.
Areas within the RWSA, but outside the City limits, are governed by King County zoning. Land
use was assumed to be consistent with zoning in these areas. The area in the northwest corner of
the RWSA, west of SR167 and north of S 287th ST is zoned for Agriculture. A second area is
located near Auburn Narrows State Park, which is north and west of SR18. This area is includes
Rural Residential, as well as Park and Greenbelt zoning. The City does not currently provide
service in this area; however, it is willing to provide service to customers meeting the Service Area
Policies. There are two additional unincorporated “pockets” of urban residential zoning within the
RWSA that the City currently serves, where the southern area also contains a single parcel of
Industrial zoning. The King County zoning was used in the demographic analyses.
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
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Figure 4.5Comprehensive Zoning Map Comprehensive WaterPlanCity of Auburn
LegendStreetsRoadwaysCity LimitsRetail Water Service AreaWater Service AreasAdopted Special Plan AreasProposed Special Plan AreasAuburn Zoning PlanRC Residential ConservancyR1 Residential 1 DU/AcreR5 Residential 5 DU/AcreR7 Residential 7 DU/AcreR10 Residential 10 DU/AcreR20 Residential 20 DU/AcreRMHC Residential Manufactured/Mobile Home UnitsRO Residential Office DistrictRO-H Residential Office District (Hospital)CN Neighbhorhood Shopping DistrictC1 Light Commercial DistrictC2 Central Business DistrictDUC Downtown Urban CenterC3 Heavy Commercial DistrictC4 Mixed Use CommercialEP, Environmental Park DistrictM1 Light Industrial DistrictM2 Heavy Industrial District
LF Airport Landing Field DistrictP1 Public Use DistrictI, Institutional Use DistrictUNC Unclassified Use DistrictPUD Planned Unit Development DistrictLHSPUD Lakeland Hills South PUDTV Terrace View District
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4.5.1.2 Future Land Use
The Auburn Comprehensive Plan was developed based on the projected needs of the City for 20
years. This consistency of approach is encouraged by the Washington State Growth Management
Act and should result in predictable and stable land uses over longer planning periods.
Additionally, the Comprehensive Plan is being updated in parallel with this Plan.
While it is likely the City will annex it's potential annexation areas (a portion of the currently
unserved Lakeland Hills area in Pierce County and the two small pockets within the city) over the
next 10 years, annexation should have little impact on current land-use patterns. The Auburn
Comprehensive Plan recognizes the need for a variety of land uses and anticipates that areas to
be annexed to the City will be residential until redevelopment happens consistent with the
industrial and commercial zoning. Future land use for the planning period should conform to the
Comprehensive land use map, Figure 4.6., Areas within the RWSA, but outside the City limits, are
governed by King County zoning as described in the above section.
4.6 PROJECTED DEMOGRAPHIC GROWTH
Many factors influence population growth. The state of the economy, interest rates, annexation of
adjacent areas, and up-zoning all influence new development and population growth. Growth
management policies, along with coordination between local governments, should make
development more predictable and growth projections more accurate than they have been
historically. The City’s Comprehensive Plan, as well this Plan, are key documents to aid the City in
preparing for the predicted growth. However, it is not uncommon for actual growth rates within the
City to vary from those predicted. In addition, growth rates will vary between different parts of the
City based on the availability of services and the costs to develop the land for the zoned use.
Population and Employment numbers were used to calculate rates of growth. PSRC’s Vision 2040
requires the City to plan for a given number of additional housing units and jobs. The City
developed demographic projections allocating these housing units and jobs to the water Service
Areas. Housing units are presented in terms of population in the demographic projections. The
population was allocated between SFR and MFR and the employment was allocated between
commercial and manufacturing/industrial by City planners. From these demographic projections,
the number of future accounts was projected for each water customer class.
4.6.1 Demographic Projections
Existing and future demographic projections consistent with the City’s GMA goals were provided
by the City for 2013, 2015, 2021, 2025, and 2035. The projections by Service Area provided total
population, commercial employment, and manufacturing and industrial employment.
Due to the difference in water use between the City’s SFR and MFR accounts, it was preferable to
allocate total population between SFR and MFR. The City’s housing unit data provided an ideal
means to estimate the population in SFR and MFR. City planning indicated that on average there
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
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Figure 4.6Comprehensive Land Use Map Comprehensive WaterPlanCity of Auburn
LegendStreetsCity LimitsRetail Water Service AreaWater Service AreasAdopted Special Plan Areas
Proposed Special Plan AreasAuburn Comprehensive PlanResidential ConservencySingle-Family ResidentialModerate Density Residential
High Density ResidentialOffice ResidentialNeighborhood CommercialLight CommercialHeavy Commercial
DowntownLight IndustrialHeavy IndustrialPublic and Quasi-PublicOpen Space
October 2014 - DRAFT 4-23
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
was a similar number of people in a given dwelling, regardless of being SFR or MFR. Therefore,
the 2013 population was allocated to SFR and MFR proportionally to the respective percentage of
housing units in a given Service Area. For example, 43 percent of the housing units in the Valley
Service Area are SFR that equates to 12,685 people of the Valley Service Area’s total population
of 29,788 people.
The growth of SFR and MFR housing was expected to vary between the Service Areas due to
zoning, availability of vacant or re-developable land, existing and proposed infrastructure, etc. City
planning provided projections of development patterns in each Service Area based on current
levels of development, zoning, and City programs. These patterns were used to allocate future
population between SFR and MFR as detailed below.
Valley Service Area: SFR is not expected to increase substantially in the Valley Service
Area. All population growth was allocated to MFR. The majority of MFR development is
expected to occur in the Valley floor, especially in the urban center/Downtown Auburn. The
City expects limited SFR infill on the Valley, however, the magnitude and timing of the infill
is unknown and therefore not considered in the demand projections.
Lea Hill: The current mix of SFR and MFR is expected to remain similar to what it is today
(64 percent SFR).
Lakeland Hills: Future population in Lakeland Hills is expected to develop as SFR and
MFR zoned areas are built out.
Academy: The current mix of SFR and MFR is expected to remain similar to what it is
today (51 percent SFR).
The resulting demographic projections are presented in Table 4.8, which presents the population
or employment projections by Service Area for each demographic category. Overall, the City is
planning for and additional 18,565 people and 29,854 employees by 2035 for the water service
area. The demographic growth for each Service Area are illustrated in Figure 4.7, where each
demographic category is presented in a different chart. The figure shows the variability in
demographic growth rates within the planning period and between the Service areas. For
example, the top right chart shows that Commercial employment growth is greater in the Valley
Service Area than in Lea Hill between 2021 and 2025. Note, the Valley Service Area has a much
greater magnitude of population and employment than other Service Areas, where the values are
shown on a secondary axis in Figure 4.7. For example, the Valley Service Area represents 87
percent of the system’s commercial employment in 2035..
October 2014 - DRAFT 4-24
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
Table 4.8 Classification/Customer Projections by Individual Water Service Areas
Comprehensive Water Plan
City of Auburn
2013 2015 2021 2025 2035
Single-Family Population
Lea Hill 8,003 8,228 9,067 9,667 10,809
Valley 12,685 12,685 12,685 12,685 12,685
Lakeland 3,487 3,487 4,110 4,500 4,783
Academy 4,393 4,442 4,550 4,619 5,144
Subtotal 28,569 28,842 30,411 31,471 33,421
Multifamily Population
Lea Hill 4,456 4,580 5,047 5,382 6,017
Valley 17,103 17,720 20,950 24,339 28,541
Lakeland 1,847 1,847 1,847 1,847 1,847
Academy 4,177 4,224 4,325 4,391 4,890
Subtotal 27,582 28,371 32,170 35,959 41,295
Commercial Employment
Lea Hill 1,930 2,029 2,347 2,691 3,000
Valley 22,789 24,330 29,255 38,438 43,812
Lakeland 727 779 956 1,155 1,395
Academy 1,297 1,390 1,679 2,016 2,264
Subtotal 26,743 28,528 34,237 44,300 50,471
Manufacturing / Industry Employment
Lea Hill 25 44 63 85 99
Valley 14,084 14,701 16,230 17,845 19,979
Lakeland 180 185 200 209 223
Academy 88 109 136 178 202
Subtotal 14,377 15,039 16,629 18,317 20,503
Total Population
Lea Hill 12,459 12,808 14,114 15,049 16,826
Valley 29,788 30,405 33,635 37,024 41,226
Lakeland 5,334 5,334 5,957 6,347 6,630
Academy 8,570 8,666 8,875 9,010 10,034
Total 56,151 57,213 62,581 67,430 74,716
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October 2014 - DRAFT 4-26
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
Demographic growth rates, rather than total number of people or employees, were used in the
demand projection. The demographic growth rates as a simple percent growth are presented in
Table 4.9. Total population is projected to annually increase by 1.4 percent from 2015 to 2035 and
total employment is projected to increase by 3.2 percent over the same period.
Table 4.9 Growth Rates by Customer Class and Service Area
Comprehensive Water Plan
City of Auburn
2015 2021 2025 2035 Annual
Average
Single-Family Population
Lea Hill 0.9% 1.5% 1.5% 1.3% 1.5%
Valley 0.0% 0.0% 0.0% 0.0% 0.0%
Lakeland 0.0% 2.6% 2.2% 0.7% 1.6%
Academy 0.4% 0.3% 0.3% 1.1% 0.7%
Subtotal 0.3% 0.8% 0.7% 0.6% 0.7%
Multifamily Population
Lea Hill 0.9% 1.5% 1.5% 1.3% 1.5%
Valley 1.2% 2.7% 4.0% 2.2% 2.9%
Lakeland 0.0% 0.0% 0.0% 0.0% 0.0%
Academy 0.4% 0.3% 0.3% 1.1% 0.7%
Subtotal 1.0% 2.0% 2.7% 1.8% 2.2%
Commercial Employment
Lea Hill 1.7% 2.4% 3.6% 1.5% 2.4%
Valley 2.3% 3.1% 8.1% 2.1% 4.0%
Lakeland 2.4% 3.5% 5.5% 3.0% 4.0%
Academy 2.4% 3.2% 5.2% 1.7% 3.2%
Subtotal 2.2% 3.0% 7.5% 2.1% 3.9%
Manufacturing / Industry Employment
Lea Hill 25.3% 10.9% 17.6% 5.1% 12.9%
Valley 1.5% 1.6% 2.3% 1.4% 1.8%
Lakeland 0.9% 1.2% 1.0% 0.7% 1.0%
Academy 8.0% 4.4% 9.5% 2.5% 5.6%
Subtotal 1.5% 1.6% 2.3% 1.4% 1.9%
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Table 4.9 Growth Rates by Customer Class and Service Area
Comprehensive Water Plan
City of Auburn
2015 2021 2025 2035 Annual
Average
Total Population
Lea Hill 0.9% 1.5% 1.5% 1.3% 1.5%
Valley 0.7% 1.5% 2.3% 1.3% 1.7%
Lakeland 0.0% 1.7% 1.5% 0.5% 1.1%
Academy 0.4% 0.3% 0.3% 1.1% 0.7%
Total 0.6% 1.4% 1.7% 1.2% 1.4%
4.7 PROJECTED NUMBER OF CONNECTIONS
The number of water connections were used in determining the ERU, ADD, and MDD projections.
The number of water connections in the future were projected using the demographic growth rates
and the number of existing water accounts presented in Table 4.1. The future connections were
projected by both Service Area and customer class and are presented in Table 4.10. SFR and
MFR account numbers were grown by the population growth rates presented in Table 4.9 for each
Service Area. Commercial and Manufacturing \ Industrial were grown by their respective
employment growth rates presented in Table 4.9 for each Service Area. Growth rates for schools,
city accounts, and irrigation customers weren’t provided, therefore a comparable customer
classification that represented a similar growth was used. The growth rates of the “total
population” for each individual water Service Area were applied to the accounts for schools and
city accounts. Total population rates were used as they best represented the growth of schools
and city accounts. Total employment growth rates were applied to the irrigation account
projections.
4.7.1 Lea Hill Service Area
The Lea Hill Service Area is located east of the Auburn-Kent Valley. The Area is largely residential
with some supportive neighborhood business. Green River Community College is located in the
Lea Hill Service Area and has a concentration of multifamily residential uses in the vicinity of the
college.
Much of the area is moving from a rural level of development to a more urban development
density. As a result, it is presently an active development area with potential for additional growth.
The Lea Hill service area is projected to have the second to highest growth rate in population with
an 1.5 percent per year average increase from 2015 to 2035. The Service Area is projected have
a moderate growth in employment with a 2.4 percent per year average increase in employment
from 2015 to 2035.
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Table 4.10 Account Projections by Customer Class and Service Area
Comprehensive Water Plan
City of Auburn
2015 2021 2025 2035 Ultimate
Lea Hill
Single-family/Duplex 3,9464,2944,5265,029 5,029
Multifamily 207226238264 455
Commercial 18202325 27
Mfg/Industry 2334 4
Schools 6667 7
City Accounts 2222 2
Irrigation 62717988 94
Valley
Single-family/Duplex 5,2615,2615,2615,261 9,181
Multifamily 6627678691,013 1,013
Commercial 1,0861,2791,6141,836 2,100
Mfg/Industry 39424551 55
Schools 24262831 33
City Accounts 24262831 33
Irrigation 342392469530 596
Lakeland Hills
Single-family/Duplex 1,1671,3461,4511,537 2,335
Multifamily 42424242 234
Commercial 13161822 32
Mfg/Industry 2222 2
Schools 4555 6
City Accounts 1222 2
Irrigation 31364149 70
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Table 4.10 Account Projections by Customer Class and Service Area
Comprehensive Water Plan
City of Auburn
2015 2021 2025 2035 Ultimate
Academy
Single-family/Duplex 1,1841,2091,2241,351 2,954
Multifamily 969899110 295
Commercial 28333843 65
Mfg/Industry 2223 4
Schools 6666 7
City Accounts 3333 3
Irrigation 26313640 61
Total
Single-family/Duplex 11,55812,11012,46213,178 19,499
Multifamily 1,0071,1331,2481,429 1,997
Commercial 1,1451,3481,6931,926 2,224
Mfg/Industry 45495260 65
Schools 40434549 53
City Accounts 30333538 40
Irrigation 461530625707 821
4.7.2 Valley Service Area
The Valley Service Area contains a significant amount of developable land designated as
multifamily and commercial, including the Downtown Urban Center. The multifamily connections in
this area are projected to grow 2.9 percent per year on average from 2015 to 2035 and
commercial connections are projected to grow 4 percent per year on average. There is not
expected to be growth in SFR and moderate Manufacturing and Industrial growth rate of 1.8
percent during this period. These growth projections are largely based on the City’s anticipation of
growth trends and the redevelopment of Auburn’s Downtown Urban Center and surrounding
areas.
4.7.3 Lakeland Hills Service Area
The Lakeland Hills Service Area includes the entire City south of the White River. Portions of this
Service Area are designated residential conservancy, which are not anticipated to develop in the
near future. The area includes the master planned area (Lakeland Hills North) and the Kersey III
developments. These areas have been largely built-out, which was reflected in the relatively low
population growth rate of 1.1 percent per year. Commercial connections in the Service Area is
projected to grow by 4.0 percent per year on average from 2015 to 2035 The Lakeland Hills
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account projections do not include the Lakeland Hills South master planned area, which is
currently served by the City of Bonney Lake.
4.7.4 Academy Service Area
The Academy Service Area is a relatively well-developed portion of the City. It is expected to have
the lowest population growth in the system, with a 0.7 percent per year average increase from
2015 to 2035. Similar to Lakeland Hills, the commercial connections in the Service Area are
expected to increase by 3.2 percent per year on average from 2015 to 2035.
4.7.5 Ultimate Accounts
The ultimate accounts represent the largest number of accounts expected based on the current
zoning in the RWSA. The estimates of ultimate SFR and MFR accounts were based on the
zoning, dwelling densities, and the holding capacity associated with each Service Area. The
ultimate residential growth in accounts was used to project the ultimate non-residential water
uses. The ultimate holding capacity was calculated by total land area minus a 40 percent
reduction factor for critical areas, rights-of-way, public uses, and market factors. The reduction
factor was deduced by analysis of the 2007 King County Buildable Lands Report and the City of
Auburn Comprehensive Plan (revision 2006). A 25 percent reduction factor was used for the
Valley Service Area due to the more urban nature of its area.
The ultimate number of single-family and multifamily housing units within the Water Service Area
were calculated based on the area of each zoning type in a Service Area and the zoning density.
For example, 100 acres of Residential 5 DU/Acre (R5) zoning would equal a 500 ultimate SFR
accounts. No specific existing areas were targeted for redevelopment nor was a timeframe for
redevelopment set in the analysis; rather the analysis assumes that on average of all the R5
zoned area in the Service Area will reach the zoned density over a long period of time. This
voluntary redevelopment was required to achieve the projected ultimate number of accounts. To
use the best available information, the demographic employment projections were used to predict
the growth of non-residential water uses through 2035. From 2035 to the ultimate condition, non-
residential growth was projected to mirror the residential growth.
It is important to note that the technique used to make this ultimate demand projection is the best
available at this time and uses current planning polices. As a result, as planning polices change,
the ultimate water demands should be used to gain additional perspective on what growth may
occur in the future and the magnitude of water supply required to serve a fully-developed
condition.
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4.8 PROJECTED WATER DEMAND
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. This section summarizes the ERU, ADD, and MDD
projections, as well as the potential range in future demands associated with various factors, such
as water use per ERU, DSL, and demographic growth rate.
4.8.1 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 will vary in the future, the
projections were developed for low, medium, and high demand scenarios to provide a range in
demands that may be experienced in the future. The medium projection will be used for the
system analysis in Chapter 9, while the high projection will be used for the water right evaluation
in Chapter 6. The system analysis determines future pumping, storage, and distribution system
deficiencies and identifies potential improvements to achieve the City’s established capacity
criteria. The water right evaluation looks at both water rights and overall supply capacity.
The variables considered in developing the range of demand projections are summarized in Table
4.11 and are discussed below.
Future Water Accounts: The future water accounts are presented in Table 4.10 and were
used for all demand scenarios (low, medium, and high).
Water Use Per ERU: Water use per ERU for the medium and high demand projections was
based on 75th percentile of the historical data presented in Table 4.3, which equals 195
gpd/ERU. The low demand projections reflects the City’s conservation goals, where the
water use per ERU declines by one percent annual from the current of 195 gpd/ERU until a
minimum water use of 172 gpd/ERU is reached.
ERUs per Account: The historical ERU per account by customer class presented in Table
4.3 was used to project the future demands. These ERU per Account values were based on
the 75th percentile of the historical data and a water use per ERU value of 195 gpd/ERU.
New Customer Demand Adjustments: New customer demand will likely be below the
historical level of water use. For example, all new development should be constructed to
meet the updated uniform plumbing code, which requires water efficient fixtures. For the low
and medium projections, new customers are expected to use five percent less water per
account or 95 percent of the existing water customers. No new customer demand
adjustment was made in the high demand scenario or use 100 percent of the existing water
customers. These adjustments were made in addition to water use efficiency savings.
Distribution System Leakage : DSL varied between 3.5 and 10.4 percent of the City’s total
City production between 2000 and 2013. The 75th percentile of historical annual DSL values
of 9.5 percent was applied all demand projections.
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Maximum Day/Average Day Peaking Factor: The MDD/ADD peaking factor varied by 18
percent between 2000 and 2013. The 75th percentile of historical annual peaking factors of
1.82 was applied to the medium and high demand projections. The average historical
peaking factor of 1.72 was used for the low growth scenario.
Large users and wholesale customers were based on individual demand projections that are
presented in the following sections.
Table 4.11 Proposed Planning Values for Demand Projections
Comprehensive Water Plan
City of Auburn
Assumptions Demand Scenario
Low Average High
Water Demand (gpd) per ERU 195 to 172(1) 195 195
DSL (%) 9.4% 9.4% 9.4%
Max Day/Avg Day Peaking Factor 1.72 1.82 1.82
New Customer Demand Adjustments
Single-family/Duplex 95% 95% 100%
Multifamily 95% 95% 100%
Commercial 95% 95% 100%
Mfg/Industry 95% 95% 100%
Schools 95% 95% 100%
City Accounts 95% 95% 100%
Irrigation 95% 95% 100%
Notes:
(1) Water use per ERU declines by one percent annual from the current of 195 gpd/ERU until a minimum
water use of 172 gpd/ERU is reached.
4.8.2 Large User Demand Forecast
Large users class was created from the largest water users in the system as presented in Section
4.1.1. The City identified fourteen customers consuming a large annual volume of water. The
large users represented commercial, manufacturing and industrial, master metered residential
communities, and an academic institution. An individual demand forecast was created for each
large user to aid in accurate forecasting and in the system analyses. The forecasts were based on
historical water use data from 2008 through 2013.
The large user demands projections are presented in Table 4.12. The table provides for each
large user the customer classes, service area, historical water use statistic used in the projection,
and the projected 2035 demands. The projected demands were based on a representative water
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use from the historical period of record. The table provides the number of ERUs for all demand
scenarios. The presented ADD and MDD represent the medium and high demand scenarios.
Large Users are expected to engage in WUE activities; therefore the projected demand for the low
demand scenario will be less than presented in Table 4.12.
Table 4.12 Large User Demand Projections
Comprehensive Water Plan
City of Auburn
Large User Customer
Class
Service
Area
Representative
Historical
Water Use
Statistic(1)
Representative
Water Use
(gpd)(2)
Projected
ERUs in
2035
Boeing Company:
Fabrication Division
Mfg/Industry,
Commercial Valley Maximum 568,172 2,914
Muckleshoot Casino Commercial Academy Maximum 117,155 690
Emerald Downs Commercial Valley 75th Percentile 109,185 560
Walmart/ Supermall
Way Commercial Valley 75th Percentile 51,880 266
Adventist Academy Schools,
Multifamily Academy 75th Percentile 42,756 219
Safeway Auburn
Distribution Center Commercial Valley 75th Percentile 28,034 144
Auburn Dairy
Products, Inc. Mfg/Industry Valley 75th Percentile 20,087 103
MultiCare Auburn
Medical Center Commercial Valley 75th Percentile 49,252 253
Auburn Manor Multifamily Valley 75th Percentile 43,202 222
Rio Verde Mobile
Estates Multifamily Valley 75th Percentile 40,653 209
White River Estates Multifamily Valley 75th Percentile 40,893 210
Forest Villa Manor
(PIC) Multifamily Academy 75th Percentile 28,969 149
Tall Cedars Mobile
Home Community Multifamily Valley 75th Percentile 20,517 105
Leisure Manor Multifamily Valley 75th Percentile 15,605 80
Total 1,176,359 6,122
Notes:
(1) Historical water use data from 2008 through 2013.
(2) Based on representative historical water use statistic.
(3) Muckleshoot Casino demands increased from the historical maximum by 17,401 gpd or 43 ERUs in
2025, which represent an additional commercial area of the casino (i.e. restraints, bars, shops,
hotel, etc.).
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The majority of large users were projected to continue using existing levels of water use.
Consistent with the overall demand projections this was represented by the 75th percentile of the
historical data. Boeing and Muckleshoot Casino are projected use the maximum water use during
the 2008 to 2013 period into the future, which provides a conservative projection for the two
largest system demands. The higher demand provides a conservative estimate of these important
Additionally, the Muckleshoot Casino demands were projected to increase during the long-term
scenario (2025 – 2035) representing increased water use from an additional commercial complex
for of the casino (i.e. restaurants, bars, shops, hotel, etc.). While the City is not aware of any
active projects, this commercial complex has been discussed in the past and therefore included in
the long-term projections. The new complex increases the Muckleshoot Casino’s ERUs from 589
to 676 in 2025, which represents an approximately 17,400 gpd increase. These demands were
projected using the DOH Water System Design Handbook (2009).
4.8.3 Projected Retail ERUs
Future water system demands are based on projected ERUs, which in turn are based on the
projected water consumption by customer classification and the projected number of accounts
discussed earlier in this chapter. Table 4.13 shows the projected ERUs for the City’s individual
service areas over the planning period and for the anticipated ultimate demand. The projected
number of ERUs for each Service Area was calculated by multiplying the projected number of
accounts, provided in Table 4.10, by the number of ERUs per account, as summarized in Table
4.3, for each customer class. It does not include distribution leakage, unmetered water use, or
wholesale customer demand.
Table 4.13 ERU Projections by Customer Class and Service Area – Medium Water
Use Scenario
Comprehensive Water Plan
City of Auburn
2015 ERU 2021 ERU 2025 ERU 2035 ERU Ultimate
ERU
Lea Hill
Single-family/Duplex 3,9424,2734,4934,971 4,971
Multifamily 1,3691,4891,5641,727 2,929
Commercial 8190103111 120
Mfg/Industry 34505067 67
Schools 111111111128 128
City Accounts 6666 6
Irrigation 286325360400 426
Large Users 0000 0
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Table 4.13 ERU Projections by Customer Class and Service Area – Medium Water
Use Scenario
Comprehensive Water Plan
City of Auburn
2015 ERU 2021 ERU 2025 ERU 2035 ERU Ultimate
ERU
Valley
Single-family/Duplex 5,2615,2615,2615,261 8,985
Multifamily 4,3775,0375,6796,585 6,585
Commercial 4,8985,7277,1658,119 9,252
Mfg/Industry 674723772871 937
Schools 445480516569 604
City Accounts 74798594 100
Irrigation 1,5771,7962,1342,402 2,692
Large Users 5,0645,0645,0645,064 5,064
Lakeland Hills
Single-family/Duplex 1,1671,3371,4371,519 2,277
Multifamily 278278278278 1,486
Commercial 59718097 140
Mfg/Industry 34343434 34
Schools 74929292 110
City Accounts 3666 6
Irrigation 143165187222 314
0000 0
Academy
Single-family/Duplex 1,1841,2071,2221,342 2,865
Multifamily 635648654723 1,887
Commercial 126148169191 285
Mfg/Industry 34343450 67
Schools 111111111111 128
City Accounts 9999 9
Irrigation 120142164181 273
Large Users 9699691,0581,058 1,058
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Table 4.13 ERU Projections by Customer Class and Service Area – Medium Water
Use Scenario
Comprehensive Water Plan
City of Auburn
2015 ERU 2021 ERU 2025 ERU 2035 ERU Ultimate
ERU
Total
Single-family/Duplex 11,55412,07812,41313,093 19,098
Multifamily 6,6597,4528,1759,313 12,885
Commercial 5,1646,0367,5178,517 9,797
Mfg/Industry 7758418901,022 1,104
Schools 740793829899 970
City Accounts 92100106115 121
Irrigation 2,1252,4282,8453,205 3,705
Large Users 6,0336,0336,1226,122 6,122
4.8.4 Projected Retail Average Day and Maximum Day Demands
The ADD projections include the projected customer demands, unmetered use, and DSL. The
customer demands were calculated by multiplying the projected ERUs shown in Table 4.13 by the
average ERU water use (195 gpd/ERU). The unmetered water use, or authorized consumption,
was estimated using the City’s historical records. The City has accounted for an average of 0.03
mgd of unmetered use from 2008 through 2013. This equates to 0.44 percent of the retail water
sales during the same time (5.99 mgd) as shown in Table 4.2 . ADD projections were calculated
by summing the customer demands, unmetered use, and applying a DSL as a percentage of total
ADD. The following equation demonstrates this calculation:
2035 ADD = (Customer Demands) + (Unmetered Use) = 8.25 mgd + 0.04 mgd = 9.15 mgd
(1 - DSL) (1 – 0.095)
In this way, ADD projections were developed for the low, medium, and high demand scenarios.
The resulting ADD projections are shown summarized in Table 4.14. The projected MDD is simply
the projected ADD multiplied by the low, medium, and high MDD/ADD peaking factors shown in
Table 4.11. The medium MDD projections are summarized in Table 4.15. The projected retail
ADD and MDD for the low and high demand scenarios are provided in Appendix E.
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Table 4.14 ADD Projections – Medium Water Use Scenario
Comprehensive Water Plan
City of Auburn
2015
(mgd)
2021
(mgd)
2025
(mgd)
2035
(mgd)
Ultimate
(mgd)
Lea Hill
Single-family/Duplex 0.7690.8330.8760.969 0.969
Multifamily 0.2670.290.3050.337 0.571
Commercial 0.0160.0170.020.022 0.023
Mfg/Industry 0.0070.010.010.013 0.013
Schools 0.0220.0220.0220.025 0.025
City Accounts 0.0010.0010.0010.001 0.001
Irrigation 0.0560.0630.070.078 0.083
Large Users 0000 0
Unmetered 0.0050.0050.0060.006 0.007
DSL 0.120.130.1370.152 0.178
Valley
Single-family/Duplex 1.0261.0261.0261.026 1.752
Multifamily 0.8540.9821.1071.284 1.284
Commercial 0.9551.1171.3971.583 1.804
Mfg/Industry 0.1310.1410.1510.17 0.183
Schools 0.0870.0940.1010.111 0.118
City Accounts 0.0140.0150.0170.018 0.019
Irrigation 0.3080.350.4160.468 0.525
Large Users 0.9880.9880.9880.988 0.988
Unmetered 0.0190.0210.0230.025 0.029
DSL 0.460.4970.5480.596 0.704
Lakeland Hills
Single-family/Duplex 0.2280.2610.280.296 0.444
Multifamily 0.0540.0540.0540.054 0.29
Commercial 0.0110.0140.0160.019 0.027
Mfg/Industry 0.0070.0070.0070.007 0.007
Schools 0.0140.0180.0180.018 0.021
City Accounts 0.0010.0010.0010.001 0.001
Irrigation 0.0280.0320.0360.043 0.061
Large Users 0000 0
Unmetered 0.0020.0020.0020.002 0.004
DSL 0.0360.0410.0430.046 0.09
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Table 4.14 ADD Projections – Medium Water Use Scenario
Comprehensive Water Plan
City of Auburn
2015
(mgd)
2021
(mgd)
2025
(mgd)
2035
(mgd)
Ultimate
(mgd)
Academy
Single-family/Duplex 0.2310.2350.2380.262 0.559
Multifamily 0.1240.1260.1280.141 0.368
Commercial 0.0250.0290.0330.037 0.056
Mfg/Industry 0.0070.0070.0070.01 0.013
Schools 0.0220.0220.0220.022 0.025
City Accounts 0.0020.0020.0020.002 0.002
Irrigation 0.0230.0280.0320.035 0.053
Large Users 0.1890.1890.2060.206 0.206
Unmetered 0.0030.0030.0030.003 0.006
DSL 0.0660.0670.070.075 0.135
Total
Single-family/Duplex 2.2532.3552.422.553 3.724
Multifamily 1.2991.4531.5941.816 2.513
Commercial 1.0071.1771.4661.661 1.91
Mfg/Industry 0.1510.1640.1740.199 0.215
Schools 0.1440.1550.1620.175 0.189
City Accounts 0.0180.020.0210.022 0.024
Irrigation 0.4140.4730.5550.625 0.723
Large Users 1.1761.1761.1941.194 1.194
Unmetered 0.0290.0310.0340.036 0.046
DSL 0.6810.7350.80.869 1.106
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Table 4.15 MDD Projections – Medium Water Use Scenario
Comprehensive Water Plan
City of Auburn
2015
(mgd)
2021
(mgd)
2025
(mgd)
2035
(mgd)
Ultimate
(mgd)
Lea Hill
Single-family/Duplex 1.3991.5161.5951.764 1.764
Multifamily 0.4860.5280.5550.613 1.039
Commercial 0.0290.0320.0360.039 0.043
Mfg/Industry 0.0120.0180.0180.024 0.024
Schools 0.0390.0390.0390.045 0.045
City Accounts 0.0020.0020.0020.002 0.002
Irrigation 0.1010.1150.1280.142 0.151
Large Users 0000 0
Unmetered 0.0090.010.010.012 0.014
DSL 0.2180.2370.250.277 0.324
Valley
Single-family/Duplex 1.8671.8671.8671.867 3.189
Multifamily 1.5531.7882.0152.337 2.337
Commercial 1.7382.0322.5432.881 3.284
Mfg/Industry 0.2390.2570.2740.309 0.333
Schools 0.1580.170.1830.202 0.214
City Accounts 0.0260.0280.030.033 0.035
Irrigation 0.560.6380.7580.853 0.955
Large Users 1.7971.7971.7971.797 1.797
Unmetered 0.0350.0380.0420.045 0.054
DSL 0.8370.9040.9981.084 1.28
Lakeland Hills
Single-family/Duplex 0.4140.4750.510.539 0.808
Multifamily 0.0990.0990.0990.099 0.527
Commercial 0.0210.0250.0280.034 0.05
Mfg/Industry 0.0120.0120.0120.012 0.012
Schools 0.0260.0330.0330.033 0.039
City Accounts 0.0010.0020.0020.002 0.002
Irrigation 0.0510.0580.0660.079 0.111
Large Users 0000 0
Unmetered 0.0030.0030.0030.004 0.007
DSL 0.0660.0740.0790.084 0.163
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Table 4.15 MDD Projections – Medium Water Use Scenario
Comprehensive Water Plan
City of Auburn
2015
(mgd)
2021
(mgd)
2025
(mgd)
2035
(mgd)
Ultimate
(mgd)
Academy
Single-family/Duplex 0.420.4280.4340.476 1.017
Multifamily 0.2250.230.2320.257 0.67
Commercial 0.0450.0520.060.068 0.101
Mfg/Industry 0.0120.0120.0120.018 0.024
Schools 0.0390.0390.0390.039 0.045
City Accounts 0.0030.0030.0030.003 0.003
Irrigation 0.0420.050.0580.064 0.097
Large Users 0.3440.3440.3750.375 0.375
Unmetered 0.0050.0050.0050.006 0.01
DSL 0.1190.1220.1280.137 0.246
Total
Single-family/Duplex 4.14.2874.4054.647 6.778
Multifamily 2.3632.6452.9013.305 4.573
Commercial 1.8332.1422.6683.023 3.477
Mfg/Industry 0.2750.2980.3160.363 0.392
Schools 0.2630.2820.2940.319 0.344
City Accounts 0.0330.0360.0380.041 0.043
Irrigation 0.7540.8621.011.137 1.315
Large Users 2.1412.1412.1732.173 2.173
Unmetered 0.0520.0560.0610.066 0.084
DSL 1.241.3381.4551.582 2.013
4.8.5 Wholesale Demands
The City currently has wholesale water contracts with the City of Algona, Covington Water District
(CWD), and King County Water District 111 (WD#111). The City is also planning to supply
wholesale water for the Muckleshoot Indian Tribe’s future fish hatchery. As stated in the Retail
Water Service Policy, “the City will plan for and provide water service to all retail customers and
wholesale customers with firm contracts. As supply permits, the City may provide water to
wholesale customers without firm contracts unilaterally or as part of a capital improvement
partnership agreement.” The wholesale demands for the City are shown in Table 4.16.
Algona’s current agreement allows for up to the sale of up to 525,000 gallons per day on an firm
basis for the ADD and up to 1,114,00 gallons per day on a firm basis for the MDD. In 2013,
Algona purchased an average of 325,690 gallons per day of water from the City. Algona’s 2013
Water System Plan (WSP) projects 2032 ADD to be 413,067 gallons per day and 2032 MDD to be
October 2014 - DRAFT 4-41
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
1,032,668 gallons per day. The 2002 firm wholesale agreement expires at the end of 2014.
Algona’s WSP demand projections were used for projecting the wholesale water purchases from
Algona, rather than the contractual amount, as shown in Table 4.16. The demands are projected
to 2028 based on the assumption that the contract will be renewed and will continue after 2014.
Muckleshoot Indian Tribe plans to develop a fish hatchery on the White River. An agreement
dated from 1986 (included in Appendix D) requires that the City provide the tribe with an average
annual demand of 3.9 cfs (2.52 mgd) from Coal Creek Springs for the MIT’s future fishery
enhancement purposes. The agreement does not specify a MDD but rather states:
“The Tribe and the City agree to work in harmony toward a mutually satisfactory allocation of the
Coal Creek waters. In furtherance of this goal, the City understands that the water requirements
for fishery enhancement purposes are greatest in the winter and spring months. Accordingly, the
City agrees to increase the amount of water above 3.9 cfs as needed for fishery purposes. The
tribe understands that the City’s requirement for water for domestic uses are greatest in the
summer and fall months. Accordingly, the Tribe aggress to decrease its use of water below 3.9
cfs, as needed for domestic water purposes…It is further understood that the tribe requires a
minimum of 3 cfs at all times for fishery enhancement purposes”.
The intent of this agreement seems to indicate that the MIT demand will be at a minimum when
the City’s demands are at their maximum. Based on this understanding, the planned MDD for the
MIT is 3.0 cfs (1.9 mgd) and the ADD was 3.9 cfs (2.5 mgd). For planning purposes, the MIT
demand was added to the Algona demand and included in the “Retail + firm wholesale” group of
demands.
CWD and WD#111 have a interuptable (non-firm) wholesale contract that can be terminated at
anytime and therefore represented seperately. As discussed in the Historical Wholesale Water
section, CWD has not purchased wholesale water in recent years. WD#111 currently purchases
wholesale water to suppliment its wells; however, low demand has substantially reduced
purchases in recent years. Both CWD and WD#111 may purchase up to 2.5 mgd each of
wholesale water per the Interlocal Agreement 2. The contract does not have an expiration date
and therefore 5 mgd of interutable wholesale demand is projected through 2035.
Table 4.16 Wholesale Water Demand Projections
Comprehensive Water Plan
City of Auburn
Wholesale
Customer
Service
Area
Contractual
Delivery(1)
2015
(mgd)
2021
(mgd)
2025
(mgd)
2035
(mgd)
Ultimate
(mgd)
ADD
Algona Valley Firm 0.35 0.37 0.39 0.43 0.53
MIT(2) Valley Firm 2.50 2.50 2.50 2.50 2.50
KCWD #111 Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50
CWD Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50
October 2014 - DRAFT 4-42
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
Table 4.16 Wholesale Water Demand Projections
Comprehensive Water Plan
City of Auburn
MDD
Algona Valley Firm 0.88 0.92 0.96 1.06 1.11
MIT Valley Non-Firm 1.50 1.50 1.50 1.50 1.50
KCWD #111 Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50
CWD Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50
Notes:
(1) The City will plan for and provide water service to all retail customers and wholesale customers with firm
contracts. As supply permits, the City may provide water to wholesale customers without firm contracts
unilaterally or as part of a capital improvement partnership agreement.
(2) Muckleshoot Indian Tribe.
4.8.6 Total Demands
The total projected demands were tabulated for retail customers, firm wholesale, and interruptible
wholesale in Table 4.17. The demands are presented seperately to show the level of obligation to
the City’s customers.Projected retail ADD, MDD, and ERUs are presented by Service Area for the
medium demand scenario. Additionally, the ADD and MDD are presented as the total of the
projected retail demand and firm wholesale. The retail with firm wholesale represents the
projected demand that is used as the basis for the system analysis and are are shown in Figure
4.8. The difference between the historical demands and projected demands is largely due to the
projected allocation of the supply to the proposed MIT Fish Hatchery, per the 1986 Stipulation
Settlement Agreement.
In 2015, the retail customers for the entire water system is projected to have an ADD of 7.17 mgd.
The 2035 retail ADD demand is projected at 9.15, which is a 28 percent increase from 2015.
Throughout the planning period, approximately half of the City’s demand may be from wholesale
purchases when both firm and interruptible supply are considered. The MDD is projected to
increase for the sum of firm wholesale customers and retail customers in 2015 is 13.06 mgd and
in 2035 it is 16.66 mgd, which is an increase of 26 percent.
Table 4.17 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale Included
Comprehensive Water Plan
City of Auburn
Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd)
Ultimate
(mgd)
Lea Hill
Average Day Demand, mgd 1.26 1.37 1.45 1.60 1.87
Maximum Day Demand, mgd 2.30 2.50 2.63 2.92 3.41
Equivalent Residential Units 5,829 6,343 6,687 7,411 8,647
October 2014 - DRAFT 4-43
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc
Table 4.17 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale Included
Comprehensive Water Plan
City of Auburn
Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd)
Ultimate
(mgd)
Valley
Average Day Demand, mgd 4.84 5.23 5.77 6.27 7.41
Maximum Day Demand, mgd 8.81 9.52 10.51 11.41 13.48
Equivalent Residential Units 22,370 24,169 26,677 28,964 34,218
Lakeland Hills
Average Day Demand, mgd 0.38 0.43 0.46 0.49 0.94
Maximum Day Demand, mgd 0.69 0.78 0.83 0.89 1.72
Equivalent Residential Units 1,757 1,983 2,113 2,247 4,366
Academy
Average Day Demand, mgd 0.69 0.71 0.74 0.79 1.42
Maximum Day Demand, mgd 1.26 1.29 1.35 1.44 2.59
Equivalent Residential Units 3,187 3,266 3,419 3,665 6,572
Total Retail Customers
Average Day Demand, mgd 7.17 7.74 8.42 9.15 11.64
Maximum Day Demand, mgd 13.06 14.09 15.32 16.66 21.20
Equivalent Residential Units 33,142 35,761 38,897 42,287 53,803
Retail With Firm Wholesale (Algona)
Average Day Demand, mgd 10.02 10.59 11.28 12.01 14.50
Maximum Day Demand, mgd 15.44 16.47 17.71 19.06 23.61
Retail With Firm & Interruptible Wholesale (CWD and KCWD #111)
Average Day Demand, mgd 15.02 15.59 16.28 17.01 19.50
Maximum Day Demand, mgd 20.44 21.47 22.71 24.06 28.61
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October 2014 – DRAFT 5-1
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
Chapter 5
EXISTING SYSTEM
5.1 INTRODUCTION
The City of Auburn, WA (City) owns and operates a multi-source municipal water system
(Department of Health (DOH) System Number 03350V), which includes supply, treatment,
storage, and distribution of potable water to residential, commercial, and wholesale
customers. Service is provided to four major service areas, which are further divided into
pressure zones as required by local topography. The City's four major service areas and
the location of key elements of the water system are shown in Figure 5.1 and discussed in
this chapter. Figure 5.2 presents an overall hydraulic profile of the system and its various
elements.
This Chapter reviews all of the facilities incorporated in the water supply system. A brief
summary of each facility is provided, followed by a review of system components evaluated
against the established policies and criteria standards (discussed in Chapter 3).
5.2 SERVICE AREAS
The City’s existing water system has four major service areas organized by system
pressure zones. The largest of the service areas is the Valley Service Area. Development
of the City water utility began within this area, and other portions of the system were added
as the City grew and demands for municipally supplied water expanded. Figure 5.3
presents the existing system pressure zones that make up the service areas. Table 5.1 lists
the pressure zones in each service area, their nominal hydraulic grade line (HGL), and the
minimum and maximum elevation served. A description of each Service Area is provided in
this section.
5.2.1 Valley Service Area
The Valley Service Area is the City's oldest and largest service area. As the lowest service
area in the system, the area consists of the broad valley floor between the White River to
the south, the Green River to the east, and Mill Creek to the west. The Valley Service Area
includes the majority of the City's commercial and industrial customers, as well as a
significant portion of the City’s residential customers.
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Figure 5.1Water Facility LocationsComprehensive Water PlanCity of Auburn
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Lea Hill 401Lea Hill 406Lea Hill 415Lea Hill 462Lea Hill 500Lea Hill 563Lea Hill 648Valley 242Valley 288Contours - 50 Feet
City LimitsWater Service BoundaryService AreasPressure Zones and HGLAcademy 350Academy 445Academy 531Academy 585Lea Hill 173Lea Hill 299
Lea Hill 395Lea Hill 401Lea Hill 406Lea Hill 415Lea Hill 462Lea Hill 500Lea Hill 563Lea Hill 648Lea Hill 150 - 566 Lakeland 285
Lakeland 377Lakeland 390Lakeland 440Lakeland 441Lakeland 446Lakeland 545Lakeland 575Lakeland 630Lakeland 670Lakeland 697Valley 242Valley 288
October 2014 – DRAFT 5-7
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
Table 5.1 Pressure Zones
Comprehensive Water Plan
City of Auburn
Pressure Zone Water Service
Area
Hydraulic
Grade Line, ft
Maximum
Elevation Served,
ft (Static Pressure)
Minimum
Elevation Served,
ft (Static Pressure)
Academy 350 Academy 350 275 (32 psi) 171 (77 psi)
Academy 445 Academy 445 338 (46 psi) 250 (84 psi)
Academy 531 Academy 531 395 (59 psi) 259 (118 psi)
Academy 585 Academy 585 444 (61 psi) 400 (80 psi)
Lakeland 285 Lakeland 285 102 (79 psi) 78 (90 psi)
Lakeland 377 Lakeland 377 242 (58 psi) 261 (50 psi)
Lakeland 390 Lakeland 390 260 (56 psi) 154 (102 psi)
Lakeland 440 Lakeland 440 364 (33 psi) 236 (88 psi)
Lakeland 441 Lakeland 441 261 (78 psi) 247 (84 psi)
Lakeland 446 Lakeland 446 335 (48 psi) 225 (96 psi)
Lakeland 545 Lakeland 545 422 (53 psi) 418 (55 psi)
Lakeland 575 Lakeland 575 438 (59 psi) 340 (102 psi)
Lakeland 630 Lakeland 630 544 (37 psi) 230 (173 psi)
Lakeland 670 Lakeland 670 543 (55 psi) 485 (80 psi)
Lakeland 697 Lakeland 697 578 (52 psi) 485 (92 psi)
Lea Hill 173 Lea Hill 173 77 (42 psi) 58 (50 psi)
Lea Hill 299 Lea Hill 299 177 (53 psi) 129 (74 psi)
Lea Hill 395 Lea Hill 395 245 (65 psi) 230 (71 psi)
Lea Hill 401 Lea Hill 401 253 (64 psi) 230 (74 psi)
Lea Hill 406 Lea Hill 406 270 (59 psi) 189 (94 psi)
Lea Hill 415 Lea Hill 415 248 (72 psi) 230 (80 psi)
Lea Hill 462 Lea Hill 462 334 (55 psi) 286 (76 psi)
Lea Hill 500 Lea Hill 500 348 (66 psi) 308 (83 psi)
Lea Hill 563 Lea Hill 563 491 (31 psi) 209 (153 psi)
Lea Hill 648 Lea Hill 648 513 (58 psi) 401 (107 psi)
Lea Hill 150-566 Lea Hill 566 None None
Valley 242 Valley 242 144 (42 psi) 39 (88 psi)
Valley 288 Valley 288 235 (23 psi) 118 (74 psi)
October 2014 – DRAFT 5-8
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
The Valley Service Area is currently connected to the Lea Hill, Academy, and Lakeland Hills
Service Areas through a series of booster pumps, valves, and pressure reducing valves
(PRVs). Water to serve the Valley and other Service Areas comes from the two spring
sources, Valley Well Field and the B Street Wholesale Intertie with Tacoma Public Utilities
(TPU), as described in Chapter 6.
The Valley Service Area has two large reservoirs (Reservoirs 1 and 2) and two treatment
sites, Howard Road Corrosion Control Treatment (CCT) Facility and Fulmer Field CCT
Facility. There are active interties in the Valley Service Area to Algona, as well as
emergency interties with Pacific, Lakehaven, and Kent.
The Valley Service Area consists of service mainly in one pressure zone, with a nominal
HGL of 242 feet. Ground elevations in the area vary from 39 to 144 feet. Wells 1, 3A, 3B,
and West Hill Spring directly serve the Valley 242 Pressure Zone. Wells 2, 6, and 7 are
treated at the Fulmer Field CCT Facility and are pumped to the Valley 242 Pressure Zone.
The Valley Service Area contains a small boosted zone at the elevation of Reservoir 1
(288 feet), as seen in Figure 5.3. Coal Creek Springs is treated at the Howard Road CCT
Facility and then re-pumped to the Valley 288 Pressure Zone. Well 4 is pumped directly to
Reservoir 1 and the Valley 288 Pressure Zone. Well 1 has historically discharged directly
into the Valley 242 Pressure Zone, but will be routed to the Howard Road CCT Facility upon
completion of the ongoing improvements. The Valley Service Area contains another small
boosted zone at the Game Farm Park.
5.2.2 Lea Hill Service Area
The Lea Hill Service Area is the City's second largest service area based on consumption.
Located east of the Valley Service Area on the East Hill Plateau, the largely residential area
was constructed in the mid-1960s. The service area was largely annexed into the City in
2008; however, limited areas along the eastern and southern borders remain in
unincorporated King County. Water is supplied to serve the area from the 132nd Ave SE
Intertie and from the Valley 242 Pressure Zone through the Lea Hill Booster Pump Station
and the Green River Pump Station.
October 2014 – DRAFT 5-9
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
A booster pump station, the Intertie Pump Station, provides water through an intertie to
neighboring water purveyors, King County Water District #111 (WD #111) and Covington
Water District (CWD). The Intertie Treatment Facility near the reservoirs provides treatment
to the intertie supply.
The Lea Hill Service Area’s largest pressure zone operates at a nominal HGL of 563 feet,
maintained by Lea Hill Reservoirs (4A and 4B). Other pressure zones in this area can be
seen in Figure 5.4. Ground elevations in the Lea Hill Service Area vary from 58 to 513 feet.
As seen on Figure 5.2, the Lea Hill Service Area includes several sub-zones to provide
suitable service pressures to customers located at lower elevations.
In addition, one boosted sub-zone operating at an HGL of 648 feet is provided to serve a
higher elevation area.
5.2.3 Academy Service Area
The Academy Service Area is located along SR 164 on the Enumclaw Plateau, southeast
of the Valley Service Area. The system was constructed in the early 1960s and is the City's
third largest service area based on consumption. Water is supplied to serve this area via
two booster pump stations that bring a portion of the water produced in the Valley up to the
elevation of the Academy Service area. Academy Reservoirs (8A and 8B) provide storage
to the service area.
The pressure zones in the Academy Service Area have recently been reconfigured and
simplified, as the City has completed a Pressure Rezone since the last capital improvement
plan. The Academy Service Area’s pressure zones are shown in Figure 5.5. As seen in
Figure 5.2, the nominal HGL of the main Academy pressure zone is 531 feet, maintained by
the two Academy storage reservoirs operating together. Ground elevations in the Academy
pressure zones vary from 171 to 444 feet. The service area includes a large sub-zone at
445 feet and two smaller sub-zones to serve local developments that would experience
high pressures if served directly from the 531 foot HGL. Additionally, the service area has a
boosted zone served by the Academy East Booster Pump Station commissioned in 2014.
The Janssen’s Addition Booster Pump Station was decommissioned with the completion of
the Academy East Booster Pump Station.
5.2.4 Lakeland Hills Service Area
The City's newest service area is the Lakeland Hills Service Area. Constructed in the early
1980s, the Lakeland Hills system is located south of the Valley Service Area and primarily
serves residential customers south of the White River. Wells 5 and 5A directly supply the
area and storage is provided from Reservoir 5 and Reservoir 6 at a nominal 630 feet. The
Terrace View Booster Pump Station, installed in 2011, was built at the base of the service
area near East Valley Highway SE to boost water from the Valley Service Area to Lakeland
630 Pressure Zone. Water can flow from the Lakeland Hills Service Area into the Valley
#*#*
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13
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E Main St
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17th St SE
111th
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SE 286Th St
SE 295Th Pl
SE 278Th St
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SE 314Th St
10
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116th
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SE 289Th St
14th St SE
13
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Elm
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Green River Acrd
15th St SE
SE 299Th Pl
SE 295Th St
130th
W
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S
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SE 297Th St
128th Ave SE
SE 285Th St
11
0
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19th Dr NE
SE 286Th Pl
13
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11
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SE 296Th St
SE 307Th St
11
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4th St NE
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SE 290Th Pl
132nd Way SE
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SE 337Th St
SE 292Nd St
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1St St NE
S 299Th Pl
SE 288Th Pl
SE 313Th Pl
SE 314Th Pl
SE 31
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SE 315Th Pl
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3rd Ct SE
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SE 321St Pl
SE 315Th St
11
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SE 320Th Pl
SE 309Th St
106
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SE 319Th St
SE 300Th St
SE 326Th St
SE 301St W
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SE 302Nd St
SE 324Th Ln
T S
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SE 324Th St
SE 308Th Ct
SE 283Rd St
SE 297Th Pl
SE 306Th Pl
SE 312Th Pl
SE 317Th Ct
U Pl NE
11
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SE 314Th Pl
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Sr 18
SE 288Th Pl
SE 282Nd St SE 282Nd St
12
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SE 318Th Pl
10
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117
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SE 290Th Pl
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Green Ri
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SE 280Th St
SE 284Th St
17th St SE
SE 313Th Pl
SE 321St Pl
O
0 1,000 2,000Feet
Figure 5.4Lea Hill Service AreaPressure Zones and HGLComprehensiveWater PlanCity of Auburn
Legend
GF Treatment Facility
!G Reservoir
hg Closed Valve
c³$PRVs
#*Intertie
Ú_T Pump Station
L Well
T Spring
Water Model PipesPressure Zone and HGLLea Hill 173Lea Hill 299Lea Hill 395Lea Hill 401Lea Hill 406
Lea Hill 415Lea Hill 462Lea Hill 500Lea Hill 563Lea Hill 648Valley 242
Lea Hills Service AreaPressure Zones and HGLLea Hill 173Lea Hill 299Lea Hill 395Lea Hill 401Lea Hill 406
Lea Hill 415Lea Hill 462Lea Hill 500Lea Hill 563Lea Hill 648Lea Hill 150 - 566 City LimitsParcels
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Howard RdCorrosion Control
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Coal Creek SpringChlorination Facility
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Academy BPS
Well 1 ChlorinationFacility
Well 4 ChlorinationFacility
Reservoir 1
AcademyReservoirs 8A, 8B
Well 4
Well 1
Well 3A, 3B
Coal CreekSpring
Academy PS
Game Farm Park PS
JanssensAddition PS(decomissioned)
Au
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SE Lake Holm Rd
29th St SE
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12th St SE
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24th St SE
Skyway Ln SE
22nd St SE
T S
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20th St SE
O
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SE 364Th St
SE 369Th St
27th St SE
37th Way SE
16th St SE
Alp
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Maple Dr
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28th St SE26th St SE
14th St SE
13
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15th St SE
No
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19th St SE
Br
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33rd St SE
21St St SE
8th St SE
49th St SE
SE 337Th St
18th S
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33rd St SE
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24th St SE
26th St SE
20th St SE
M
S
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8th St SE
Ho
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24th St SE
Sr 18
21St St SE
17th St SE
25th St SE
17th St SE
18th St SE
O
0 1,000 2,000Feet
Figure 5.5Academy Service AreaPressure Zones and HGLComprehensiveWater PlanCity of Auburn
Legend
GF Treatment Facility
!G Reservoir
hg Closed Valve
c³$PRVs
#*Intertie
Ú_T Pump Stations
L Well
T Spring
Water Model PipesPressure Zone and HGLAcademy 350Academy 445Academy 531
Academy 585Gamefarm 288Valley 242Valley 288City Limits
Academy Service AreaPressure Zones and HGLAcademy 350
Academy 445Academy 531Academy 585Parcels
October 2014 – DRAFT 5-12
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
Service Area during a large fire demand by opening a normally closed valves. Therefore,
the City does not rely on this flow. The Lakeland Hills Pump Station provides service to a
boosted zone of 697 feet. The Lakeland 697 Pressure Zone has two emergency interties
with Bonney Lake.
The Lakeland Hills Service Area has several sub-zones at lower elevations as seen on
Figure 5.2. The pressure zones are shown in Figure 5.6. The Lakeland 630 Pressure Zone
can be served from Reservoir 5 and Reservoir 6 or from the Lakeland 697 Pressure Zone
via two PRVs. A series of PRVs are used to serve zones lower on the northern portion of
the hill. Additionally, the service area supplies water to several sub-zones on the west side
of the hill through several PRVs. A new Lakeland 545 Pressure Zone has been created to
serve a portion of the Kersey III and Lakeland Hills Estates developments. The pressure
zone is fed by PRVs from the Lakeland 630 Pressure Zone.
5.3 PRESSURE REDUCING STATIONS
The City operates many pressure reducing (PR) stations to provide service to portions of
the Academy, Lea Hill, and Lakeland Hills pressure zones at pressures below the nominal
service area HGL. Use of PRVs and a series of pressure sub-zones are necessary because
of the topographic variation within each of the service areas. The PRVs for each of the four
service areas are summarized in Table 5.2. The locations of PRVs and their connection to
other system components can be seen in Figures 5.1 through 5.6.
5.3.1 Control Valve 1
Control Valve 1 is a special application PRV that is equipped for remote control from the
Water Control Center in the Maintenance and Operation Facility. Control Valve 1 regulates
the flow of water from Reservoir 1 (HGL 292) into the Valley Service Area (HGL 242).
Without the valve, the difference in HGL would result in Reservoir 1 “emptying” into the 242
zone. The PRV makes it possible for the Howard Road CCT Facility to fill Reservoir 1, to
supply the Valley Service Area, and to supply Reservoir 2. As more water is needed in the
Valley Service Area, the PRV is opened to provide more water from Reservoir 1 into the
Valley. The valve is located at the Howard Road CCT Facility.
5.3.2 Valley Service Area Pressure Reducing Stations
As the lowest and primary service area, most of the City sources and customers are located
in the Valley Service Area, and most are served at a single level of 242 feet. The only PRV
stations considered to be in the Valley Service Area connect the Valley 288 Pressure Zone
to the Valley 242 Pressure Zone. An PRV is located at the Well 4 that when open will allow
supply to bypass Reservoir 1 and enter the Valley 242 Pressure Zone directly.
#*
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Well 3A, 3B
Well 5
Well 4
Well 5A
Well 5B
Lakeland Hills BPS
Game FarmPark PS
A
S
t
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29th St SE
R
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41St S
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2nd St E
Lake Ta
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69th St SE
33rd St SE
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67th St SE
Mill
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Oli
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62nd
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36th St SE
64th St SE
K S
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50th St
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30th St SE
31St St SE
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47th
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59th St SE
Na
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37th Way S
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32nd St SE
17th St E
Sumner-Tapps Hwy E
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7th St E
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61St St SE
72nd St SE
67th
L
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SE 42Nd St
66th St SE
60th St SE
57th Dr SE
SE 43Rd St
55
t
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W
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Oravetz Pl SE
49th St SE
Ol
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Skylark Village Rd
D Pl SE
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62nd Loop SE
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63rd St SE
54th St SE
J
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8th St E El
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48th Ct S
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SE 45Th St
37
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65th St SE
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53rd St SE
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October 2014 – DRAFT 5-16
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
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October 2014 – DRAFT 5-17
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
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October 2014 – DRAFT 5-18
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5.3.3 Lea Hill Service Area Pressure Reducing Stations
The Lea Hill Service Area has eight sub-zones at lower elevations that serve customers on
the transition from the hill to the valley. PR stations in this pressure zone include two to
three PRVs to provide service during low and high flows. Several stations serve large
apartment complexes. The remainder of the PRV stations provides service to the 500, 406,
299, and 173 pressure zones. In the boosted pressure zone, some customers are served
directly from the transmission pipeline supplying the Lea Hill Reservoirs. Individual PRVs
are installed on some of these service connections to reduce pressure to a suitable range,
which are not listed in Table 5.2.
5.3.4 Academy Service Area Pressure Reducing Stations
As seen in Figure 5.5, the Academy Service Area contains four PRV stations to the 445 and
350 sub-zones, which are served by parallel PRVs to provide redundancy. The Janssen’s
Addition PRV was recently removed as a result of the completion of the new Academy East
Booster Pump Station. A new PRV was installed at the booster station.
5.3.5 Lakeland Hills Service Area Pressure Reducing Stations
The Lakeland Hills Service Area has multiple PRVs as seen in Figures 5.2 and 5.6. The
main pressure zone in this service area is the Lakeland 630 Pressure Zone, which can be
served from both Reservoir 5 and Reservoir 6. Below the Lakeland 630 Pressure Zone are
four sub-zones: a 575 sub-zone, two 440 sub-zones, and a 390 sub-zone. Two PRV
stations connect the 390 sub-zone to the Valley 242 Pressure Zone; these valves are
normally closed. Additionally, PRV stations serve the Terrace View development area from
the transmission/distribution line in the Lakeland 630 Pressure Zone.
The Lakeland Hills Booster Pump Station pumps to a boosted Lakeland 697 Pressure Zone
from the Lakeland 630 Pressure Zone. The Lakeland 697 Pressure Zone serves the
Lakeland 670 Pressure Zone, as well as two PRV stations between the zone and the
Lakeland 630 Pressure Zone. These PRV stations typically do not operate as the Lakeland
Hills Booster Pump Station pressure is regulated. During emergencies, these PRVs allow
supply from the two emergency interties with Bonney Lake to reach lower pressure zones.
The Lakeland 545 Pressure Zone is served by multiple PRVs from the Lakeland 630
Pressure Zone.
5.4 WATER SUPPLY FACILITIES
The City uses a combination of springs and wells to supply the system. The City’s water
supplies are summarized in Table 5.3. Each facility is described below. Further review of
capacity of these sources is discussed in Chapter 6.
October 2014 – DRAFT 5-19
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Table 5.3 Water Supply Facilities Summary
Comprehensive Water Plan
City of Auburn
Well/ Spring Location Elevation
(ft)
Date
Constructed/R
ehabilitated
Pumping
Capacity
(gpm)
Power
(hp)
Backup
Power
Source
Head
(ft)
Coal Creek 3401 Stuck River
Road 190 1964, 1998 3,500 Gravity 190
West Hill 1900 15th St NW305 1960 600 Gravity 305
1 1106 M St SE 111 2013 2,200 125 Yes 111
2 1109 5th St NE 73 2000 1,600 125 Yes 73
3A(1) 401 37th St SE 113 1983 0 125 Yes 113
3B(1) 401 37th St SE 113 1984 0 125 Yes 113
4 950 25th St SE 120 1985 2,600 300 No(3) 120
5 5530 James Ave
SE 504 1983 650 125 No 504
5A 5401 Olive Ave
SE 558 1990 180 60 Yes 558
5B(2) 1100 63rd St SE 2005 600 Yes 0
6 1109 5th St NE 73 2000 1,800 200 Yes 73
7 405 E St NE 74 1997 3,500 500 No 74
Notes:
(1) Well 3A and 3B are not operated due to water quality.
(2) Well 5B does not sustain production due to aquifer limitations.
(3) Backup power will be added as part of the Well 4 Emergency Power Improvements Project.
5.4.1 Coal Creek Springs
Coal Creek Springs is a primary water supply for the City due to its capacity and because it
is more economical to operate than other sources. The spring’s collection system is located
at the base of the Lake Tapps Upland at an elevation of approximately 190 feet. The
system includes approximately 2,300 feet of collector pipe. Much of the system, including
the south and middle collectors, was constructed in 1964. The south collector includes
about 138 feet of 24-inch perforated concrete pipe connected to seven, 10-foot long, 8-inch
well-screen laterals extending from the perforated concrete collection pipe into the foothill.
The middle collector includes about 980 feet of 8-inch to 15-inch perforated concrete pipe
and is located about 100 feet northeast of the south collector. The south and middle
collectors are approximately five feet below the ground surface.
A third collector, the north collector, was added in 1998 to enhance system performance
and to provide increased reliability. The north collector is about 15 feet below the ground
surface and is located approximately 150 feet to the northeast of the middle collector. The
October 2014 – DRAFT 5-20
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24-inch north collector is about 1,100 feet long and is constructed of perforated PVC pipe.
Currently, the flow from this collector is by gravity. A large manhole was installed in the line
to provide for a future pump station that could increase the flow from the line.
Each of the collectors is connected to an overflow structure before connection to a 24-inch
transmission line to the chlorination station. Currently, the overflow from each of the
collectors flows into an overflow pond, which discharges into nearby Coal Creek. Water
supplied from Coal Creek Springs is chlorinated as described later in this Chapter.
Flow from Coal Creek Springs varies depending on aquifer conditions. The City estimates
Coal Creek Springs has produced up to 4,500 gpm of supply in recent years. However, The
City typically produces 3,000 gallons per minute (gpm) of supply from the Springs.
From the Coal Creek Springs headworks, water flows by gravity through a 24-inch concrete
pipe to the Howard Road CCT Facility where it is pumped into Reservoir 1. Between the
Coal Creek Springs headworks and the Howard Road CCT Facility is a single connection
that supplies potable water to Game Farm Wilderness Park.
5.4.2 West Hill Springs
West Hill Springs is located near the extension of 15th Street NW, at an elevation of 305
feet. Water continuously flows into collection boxes, which are then piped through a 10-
inch, ductile iron pipe that carries the supply to the West Hill Spring Chlorination Facility,
where chlorine is continuously added. Water then flows by gravity into the Valley Service
Area.
Although the use of West Hill Springs as a potable water supply dates from before 1907,
most of the current facilities and equipment have been completed since 1960. The most
recent improvements included replacement of the collection boxes, as recommended in the
1995 Comprehensive Water Plan and a partial fencing of the watershed as recommended
by the 2000 Water Comprehensive Plan. West Hill Springs has a capacity of 600 gpm,
where supply may vary depending on aquifer conditions.
5.4.3 Well 1
Well 1 is located on M Street SE near 12th Street SE. Constructed in 1960, substantial
renovations are under way as recommended in previous plans. The existing well pump has
remained operational through late 2014 and will be off-line during renovated that are
expected to be completed in 2015. Renovations include transmission to Howard Road CCT
Facility, site improvements, a new well house, new pumping system, disinfection with
sodium hypochlorite, on-site emergency power, and upgraded electrical and SCADA
controls. The new well pumping system is a two-stage, vertical turbine pump with a capacity
of 2,200 gpm, driven by a 100-HP motor and controlled by a variable frequency drive
(VFD). Well 1 renovations also will install permanent chlorination as described in Section
5.7. Supply from Well 1 will be routed along the recently constructed transmission main in
October 2014 – DRAFT 5-21
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M Street SE, 17th Street SE, R Street SE, and Howard Road SE to convey supplies to the
Howard Road CCT Facility. The pump will normally be controlled by the water level in
Reservoir 1 .
In 1998, the well output began to fall as a result of decreasing water levels, which led the
well to be shut down. A hydrogeological investigation of the well was conducted in 2009,
which indicated the declining output could be addressed through infrastructure
improvements. The identified improvements have been implemented and Well 1 is
expected to be returned to full capacity in 2015.
5.4.4 Wells 2 & 6
Wells 2 and 6 are located on the extension of K Street NE near 5th Street NE at Fulmer
Field, a City park. Well 2 and the Well 2 house were replaced in 2000 with a new masonry
building and pumping equipment as part of the City’s corrosion control strategy. The new
facility houses both wells; a two-stage 1,600 gpm pump powered by a 125-HP motor (Well
2) and a 1,800 gpm, two-stage, vertical-turbine pump driven by a 200-HP motor (Well 6).
Under the City’s corrosion control strategy, Wells 2 and 6 pump to the Fulmer Field CCT
Facility, an air-stripping tower, located near the Wells.
Since, the Fulmer Field CCT Facility is required to re-pump the water from Wells 2 and 6
into the Valley Service Area and to Reservoir 2, Wells 2 and 6 are functional only with
operation of the Fulmer Field CCT Facility. Chlorination and emergency power for both
Wells 2 and 6 are housed in the Fulmer Field CCT Facility.
5.4.5 Wells 3A & 3B
Wells 3A and 3B are located at the same site, off 37th Street SE on the extension of E
Street SE. The wells are about 50 feet apart and were constructed respectively in 1983 and
1984. The wells pump into the Valley Service Area.
Each well is equipped with a four-stage, centrifugal pump driven by a 125-HP motor, each
with a capacity of about 1,650 gpm when pumping individually. Each well is enclosed in a
manufactured metal building. A standby generator capable of running one pump at a time is
available on site. The system is equipped with an automatic transfer switch.
The chlorination facilities at Wells 3A and 3B have been removed. Currently, Wells 3A and
Well 3B are not operated because they produce water that contains high concentrations of
manganese and treatment facilities do not exist.
5.4.6 Well 4
Well 4, located off 25th Street SE on the extension of K Street SE, was constructed in 1985.
The well is equipped with a 2,600-gpm, four-stage, centrifugal, turbine pump driven by a
300-HP motor. The well and equipment are housed in a masonry building. Well 4 normally
pumps directly to Reservoir 1, but may pump into the valley distribution system through a
October 2014 – DRAFT 5-22
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PRV. Well 4 serves as a primary backup to the Coal Creek Springs supply and is an
important supply to the south end of the City’s distribution system. The well is normally
controlled by the water level in Reservoir 1. The Well 4 Emergency Power Improvements
Project will install an emergency power generator at Well 4 in 2015, along with
hypochlorite chlorination to replace the existing chlorine gas system.
5.4.7 Well 5
Well 5 is one of three City wells that were constructed to serve the Lakeland Hills
Development within the City’s Lakeland Hills Service Area. Well 5 is located off Lakeland
Hills Way SE and James Avenue SE and pumps into the Lakeland Hills distribution system
and the Lakeland Hills Reservoirs. The well was constructed in 1983 by the Lakeland Hills
developer. It is equipped with a seven-stage submersible turbine pump, driven by a 125-HP
motor. Although the pump is capable of delivering 1,000 gpm, pumping at that rate results
in a large water level drawdown. Currently, Well 5 has a maximum production capability of
650 gpm. The well and equipment are housed in a double-high concrete vault. Well 5 does
not have the facilities to support an emergency power supply and is not chlorinated.
5.4.8 Well 5A
Well 5A, the second well serving the Lakeland Hills Service Area, was constructed in 1990
to supplement Well 5. Well 5A, located in Lakeland Hills Park, also pumps into Lakeland
Hills distribution system and the Lakeland Hills Reservoirs. The well is equipped with a ten-
stage submersible turbine pump, driven by a 60-HP motor. The pump has a capacity of
180 gpm. The Well 5A controls and ancillary equipment are located in a masonry building,
which houses the park restrooms, about 100 feet from the well itself.
Well 5A is equipped with chlorination facilities. A manual transfer switch is provided to allow
operation of Well 5A using a portable emergency generator. Since the Well 5A facilities are
located in a public park, the facility is not secured.
5.4.9 Well 5B
Well 5B was constructed in 2005 and consists of a 600 gpm pump. The pumped water then
proceeds through 4 ATEC media filters to remove iron and manganese prior to disinfection.
The treated water is then re-boosted with three small booster pumps with a total capacity of
700 gpm and a firm capacity of 420 gpm. The boosted water is stored in a 27,000 gallon
treated water storage tank. The Well 5B facility is equipped with a 500 kW generator that
can power the facility if power is interrupted.
Once Well 5B came on-line the City, discovered that the aquifer was not recovering. Well
5B was operated intermittently in 2005 and 2006, but has not been in operation since 2006.
October 2014 – DRAFT 5-23
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
5.4.10 Well 7
Well 7 is located at E Street NE and Park Avenue in a city park inside the Backyard Idea
Garden. The well was constructed in 1997. The well is housed in a masonry building
equipped with a 3,500-gpm variable-stage, vertical-turbine pump driven by a 500-HP motor.
Well 7 pumps directly to the Fulmer Field CCT Facility. The treated water is re-pumped into
the valley distribution system and Reservoir 2. If necessary, Well 7 can pump untreated
water directly to the Valley distribution system. Well 7 has elevated levels of manganese
and is operated intermittently when additional capacity is needed.
5.4.11 Algona Well
In 1996, the City acquired the title to Algona Well 1 as a condition of meeting Algona’s
water supply needs. Because of pump operational problems the Algona Well was taken off-
line. The 500-gpm pump and associated piping have been removed from the well house,
the building has been demolished, but the well casing is still standing and the well is
plugged.
5.5 PUMP STATIONS
The City operates and maintains several pump stations to move water throughout the
piping network and to provide water at the required service pressures. A summary of City
booster pump stations is provided in Table 5.4, and locations are shown in Figure 5.1.
Table 5.4 presents the firm pump station capacity assuming the largest pump is out of
service. As stated in Chapter 3, City pump stations are expected to meet the MDD with the
largest pump out of service. The resulting capacity is referred to as the “firm” capacity. The
criteria also recommend an on-site or portable generator. A description of each pump
station is provided herein.
5.5.1 Academy Pump Stations 1 and 2
The City maintains two pump stations that pump water from Reservoir 1 into the Academy
Service Area. Both of the Academy Pump Stations are located on the Reservoir 1 site.
These stations are separate from the Academy East Booster Pump Station presented in
Section 5.5.9.
The primary Academy Pump Station (Pump Station 2) was constructed in 1980 and houses
Pumps 3 and 4. The station consists of a masonry block building, two can-type pumps, a
piping system and control. Space was provided in the building for a future third pump. The
original Academy Pump Station (Pump Station 1), constructed in 1960, houses two can-
type pumps (Pumps 1 and 2). The station consists of a masonry block building, two can-
type pumps, a piping system and control.
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October 2014 - DRAFT 5-26
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
The pumps of both stations are computer controlled from the Water Control Center at the
Maintenance and Operations (M&O) facility, however manual control at the pump station is
also available. Primary control is based on the level of the Academy Reservoirs.
Emergency power is provided to both of the Academy Pump Stations from a 250 kW diesel
engine generator set that is housed in a separate metal enclosure. The engine generator
set is capable of operating both pumps, in either station (or one pump in each pump station)
and includes an automatic transfer switch to operate when line power fails. Fuel for the
engine generator set is stored in a 1,000 gallon above ground fuel tank installed in 1998.
5.5.2 Green River Pump Station
The Green River Pump Station boosts water from the Valley 242 Pressure Zone into the
Lea Hill 563 Pressure Zone. The pump station was constructed as part of the Interlocal
Agreement 2 (IA2) project to supply water to CWD and WD#111. The Green River Pump
Station was constructed in 1999. The station is equipped with 4 can-type pumps, each with
a capacity of 1170 gpm. Two of the pumps are equipped with variable-speed 150 HP drives
(Pumps 1 and 2), and two with fixed speed 150 HP motors (Pumps 3 and 4).
The Green River Pump Station is located in Isaac Evans Park adjacent to the Green River.
The pump station includes a block building with houses pumps, controls, and necessary
piping. Space within the station was provided for chlorination; however, the chlorination
equipment was not installed. Space was also provided for a fifth pump.
On-site emergency power generation is not provided at the Green River Pump Station
because IA2 partners indicated that they could accommodate service interruptions caused
by power failure.
The primary control for the Green River Pump Station is linked to the Intertie Pump Station.
City operators set flows for both stations based on the wholesale water demand requests
for IA2 partners. Currently, the Green River pump station pumps water to the Lea Hill
Reservoirs, and the Lea Hill Reservoirs then serve the IA2 partners. Settings may be
adjusted daily from the Water Control Center at the Maintenance and Operational Facility.
Other automated modes of operation and manual control at the pump station are also
available through the programmable controller located at the pump station.
5.5.3 Game Farm Park Pump Station
The Game Farm Wilderness Park Pump Station was constructed in 1988 to provide
domestic water supply and fire protection to the Game Farm Wilderness Park on the south
bank of the White River. The station pumps water from the Coal Creek gravity supply line.
The station is located in an underground concrete vault and includes a horizontal, split-case
fire pump, rated at 1,000 gpm installed in 1993, and an end-suction domestic pump with a
capacity of 60 gpm, installed in 1992. Hydro-pneumatic tanks provide pressure when the
small pump is not operating. The system is locally controlled based on pressure.
October 2014 - DRAFT 5-27
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
The Game Farm Wilderness Park Pump Station requires that the City maintain a nearly full
pipe hydraulic condition in the Coal Creek supply line to prevent loosing suction at the
station.
5.5.4 Janssen’s Addition Pump Station
The Janssen's Addition Pump Station was decommissioned as part of the Academy East
Booster Pump Station project.
5.5.5 Intertie/Lea Hill Booster Pump Station and Chlorination Facility
The Intertie Pump Station houses pumps that provide two separate functions for the water
system. The first function is to pump water from the Lea Hill 563 Pressure Zone to the IA2
partners: WD#111 and CWD. Four can-type pumps accomplish this function, two of which
have variable-speed drives, and two have fixed speed motors. The second function of the
pump station is to boost water to a smaller area at the top of Lea Hill using a “package” type
booster-pump system.
The Intertie Pump Station was designed to be operated in conjunction with the Green River
Pump Station with City operators setting the flows for both stations based on the wholesale
water demand from the IA2 partners. Although control of the station is through the
programmable controller located at the pump station, settings may be adjusted daily from
the Water Control Center at the Maintenance and Operational Facility. Manual control of the
station is also available through the programmable controller located at the pump station.
As with the Green River Pump Station, on-site emergency power generation is not provided
at the Intertie Pump Station because the IA2 partners indicated that they could
accommodate service interruptions caused by power failure. The Intertie Pump Station was
constructed in 1998 and is in excellent condition.
5.5.6 Lea Hill Pump Station
The Lea Hill Pump Station boosts water from the Valley Service Area into the Lea Hill
Service Area. The Lea Hill Pump Station was constructed in 1965 and was remodeled in
1982. The station is equipped with three can-type pumps, two of which have capacities of
600 gpm and one that has a capacity of 800 gpm.
The Lea Hill Pump Station is located adjacent to Lea Hill Road and includes a block
building that houses pumps, controls, and necessary piping. A portable trailer mounted
generator is located at the site. The unit uses a manual transfer and has an integral fuel
tank.
The Lea Hill Pump Station is logic controlled from the Water Control Center, with manual
control at the pump station. Primary control is based on the level of the Lea Hill Reservoirs.
October 2014 - DRAFT 5-28
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
5.5.7 Lakeland Hills Pump Station
The Lakeland Hills Pump Station pumps water from the Lakeland Hills Reservoir, to the
Lakeland Hills Service Area.
The old Lakeland Hills Pump Station was completed in 1990 and upgraded in 1998. A new
Lakeland Hills Pump Station was constructed in 2012. The new pump station is located on
the existing Lakeland Hills Reservoir 5 site owned by the City. The facility was constructed
of a block building that contains three pressure booster system pumps and two additional
pumps that provided higher fire flows. The three low-flow pumps have a firm capacity of 720
gpm and the two fire flow pumps have a firm capacity of 3,125 gpm. VFD technology
powers each of the three low flow pumps allowing for flexibility in flow rate and total
dynamic head conditions.
The Lakeland Hills Pump Station is controlled through the programmable controller located
at the station using a pressure-control logic. Alarms and status of the Lakeland Hills Pump
Station are returned to the Water Control Center at M&O facility. Remote operation of the
larger pumps is possible from the Control Center. A permanently installed 300 kW
generator provides emergency power to the station in case of loss of power. The generator
is sized to provide full station flow capacity as well as miscellaneous station loads such as
lighting, heating and controls. The generator is a packaged unit with an external 1,000
gallon fuel tank.
5.5.8 Terrace View Booster Pump Station
The Terrace View Pump Station is located within the Lakeland Hills Service Area at the
northeast corner of Alexander Place SE and Terrace View Drive SE intersection. The
booster pump station supplies water to Lakeland Hills 630 Pressure Zone by pumping from
Valley 242 Pressure Zone. This booster pump station was constructed in 2010. The station
provides a minimum of 500 gpm with a station firm capacity of 1,100 gpm. VFD technology
powers each of the three identical 550 gpm pumps allowing for flexibility in flow rate and
total dynamic head conditions. Start and stop of the pumps are based on level in either
Reservoir 5 or Reservoir 6, with operator controls for pump alternation and level settings.
Reservoirs 5 and 6 provide fire flows in the service area; therefore, this station does not
serve fire flows.
5.5.9 Academy East Booster Pump Station
In 2009, the City Comprehensive Plan identified the need for improvements to the Academy
Service Area, served at the time by the existing Janssen’s Addition Booster Pump Station.
The new Academy East Booster Pump Station is required to provide adequate pressure
and fire flow to the elevated area that was served by the Janssen’s Addition Pump Station.
With the new facility in place, the Janssen’s Addition Pump Station was decommissioned,
mechanical and electrical appurtenances removed, and the existing structure abandoned in
place.
October 2014 - DRAFT 5-29
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
The new Academy East Booster Pump Station was completed in 2014 and is located at
5031 Auburn Way South on the City’s existing Academy Reservoirs 8A and 8B parcel. The
Academy East Booster Pump Station pumps water from both Reservoirs 8A and 8B into a
new expanded pressure zone (Academy 585). The station comprises three domestic
pumps with a firm capacity ranging from 70 to 180 gpm and three fire flow pumps with a
firm capacity ranging from 750 to 1,250 gpm. The BPS is expected to serve a very wide
range of flows over its usable life; therefore, its pumps were sized to serve a range of flow.
The pump name-plate states the lowest design point for the pumps.. This Pump Station
also required offsite piping modifications in Auburn Way South, 32nd Street SE, Lemon
Tree Lane, and adjacent City right-of-way to redefine the pressure zones.
5.6 STORAGE FACILITIES
The City currently maintains a total of 15.8 million gallons (MG) of water storage in eight
water reservoirs located throughout the service area. Storage is provided in each of the
City's major service areas. Figure 5.1 provides the location of each of the City storage
reservoirs. A summary of the City storage reservoirs is provided in Table 5.5.
5.6.1 Reservoir 1
Reservoir 1, located in the southeast end of the Valley Service Area, is the primary storage
location for water from the City's Coal Creek Springs supply. Constructed in 1975, this
reservoir is a covered, pre-stressed concrete tank with a capacity of 5 MG. The reservoir
serves as the water supply for the Academy Pump Stations and serves the Valley Service
Area through Control Valve 1. Reservoir 1 is 184.5 feet in diameter and has an overflow
elevation of 292.5 feet. The main purpose of Reservoir 1 is to provide storage for the Valley
Service Area; therefore, Control Valve 1 is essential to limit the flow from the reservoir into
the zone while still maintaining the essential supply into the south end of the Valley Service
Area. In addition to water pumped from the Howard Road CCT Facility, Reservoir 1 can be
filled by water from the City’ s Well 4.
October 2014 – DRAFT 5-30
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc
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5.6.2 Reservoir 2
Reservoir 2, located on the northeast side, also serves the Valley Service Area. Reservoir
2, a 3.6-MG, underground, pre-stressed concrete tank, has public tennis courts on the
concrete roof. The reservoir, constructed in 1975, has a diameter of 143 feet and an
overflow elevation of 249.17 feet. Reservoir 2 "floats" on the system servicing the Valley
Service Area. Reservoir 2 is filled by the City’s sources and from Reservoir 1, through
Control Valve 1.
5.6.3 Lea Hill Reservoirs 4A and 4B
Storage in the Lea Hill Service Area is provided in two steel standpipes located along
132nd Avenue SE in the northeast corner of the Service Area. The reservoirs, designated
Reservoir 4A and Reservoir 4B, have capacities of 1.0 MG and 1.5 MG respectively. Both
reservoirs have overflow elevations of 575 feet. Reservoir 4A, constructed in 1965, has a
diameter of 46 feet. Reservoir 4B, constructed in 1983, has a diameter of 58 feet. Water is
supplied to the Lea Hill reservoirs from the City’s Valley Service Area through the Lea Hill
Pump Station and Green River Pump Station.
5.6.4 Lakeland Hills Reservoir 5
Reservoir 5 is one of two reservoirs providing storage for the Lakeland Hills Service Area.
Reservoir 5 is a 53.25-foot diameter steel standpipe, with a total volume of 1.0 MG and an
overflow elevation of 635.5 feet. Constructed in 1981, Reservoir 5 is located near the top of
the Lakeland Hills development. Well 5, Well 5A, and the Terrace View Booster Pump
Station supply the reservoir.
5.6.5 Lakeland Hills Reservoir 6
The new Reservoir 6 is located within the boundary of the Lakeland Hills 697 Pressure
Zone, but is connected to the Lakeland Hills 630 Pressure Zone distribution system piping.
Reservoir 6 was constructed in 2012 and has a capacity of 1.0 MG. This reservoir has an
overflow elevation of 638.9 feet and a diameter of 63.4 feet. Water is supplied by the City’s
Well 5, Well 5A, and the Terrace View Booster Pump Station.
5.6.6 Academy Reservoirs 8A and 8B
Two steel standpipes located just off Auburn Way South provide storage for the Academy
Service Area. The reservoirs are normally operated in parallel. The Academy Reservoirs
have an overflow elevation of 540.5 feet. The smaller reservoir, Academy Reservoir 8A, has
a diameter of 52.75 feet and a total storage volume of 1.2 MG and was constructed in 1973.
Academy Reservoir 8B has a diameter of 60 feet and a total storage volume of 1.5 MG and
was constructed in 1980. Water is pumped to the Academy Reservoirs from City Reservoir
1 by the Academy Pump Stations.
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5.7 WATER TREATMENT
The City’s water treatment includes chlorination, corrosion control, and metals removal. The
specific treatment facilities at each source is discussed in this section.
5.7.1 Chlorination Facilities
The goal of the chlorination system is to maintain a minimum chlorine residual of 0.55 mg/L
in the system. The City uses gaseous chlorine or hypochlorite systems at its sources,
except Well 5, to disinfect the supplies.
5.7.1.1 Coal Creek Springs Chlorination
Coal Creek Springs chlorination station achieves 4-log treatment of the supply, except at
Game Farm wilderness Park. The chlorination station is housed in a masonry building
approximately 300 feet north from the collectors. As a major source of chlorinated water,
Coal Creek Springs is used to maintain chlorine residuals in the Academy Service Area and
south end of the Valley Service Area.
This chlorination station is equipped with two chlorinators. Gaseous chlorine is stored on
site in a separate room. Alarms from the chlorination equipment are transmitted back to the
Water Control Center at the M&O Facility. A chlorine residual analyzer provides high and
low alarms to the M&O Facility.
Chlorine is dosed into the water at a range of 0.75-0.80 mg/L and is adjusted based on the
chlorine residual measured in the Academy and the south end of the Valley Service Area.
5.7.1.2 West Hill Springs Chlorination
At West Hill Springs, water continuously flows from the collection boxes to the on-site
chlorination station, housed in a wood building.
Control is manually based on the average flow from the West Hill Springs and the desired
chlorine dosage. Chlorine dosages typically range from 0.75-0.80 mg/L and is adjusted
based on the measured chlorine residual in the north end of the Valley Service Area. From
the chlorination station, the supply flows by gravity into the Valley Service Area. Gaseous
chlorine is stored on site in a separate room.
5.7.1.3 Well 1
Supply from Well 1 is currently not chlorinated. Permanent sodium hypochlorite treatment
will be installed with the current renovations. The anticipated chlorine dose is 0.75-0.80
mg/L. A residual monitoring system will be tied into the City’s existing SCADA system.
5.7.1.4 Wells 2 & 6
Pumped water from Wells 2 and 6 is treated and chlorinated at the Fulmer Field CCT
Facility and is discussed in Section 5.7.1.11.
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5.7.1.5 Wells 3A & 3B
The chlorination facilities at Wells 3A and 3B have been removed. Currently, Wells 3A and
Well 3B are not operated because they produce water that contains high concentrations of
manganese.
5.7.1.6 Well 4
Well 4 has historically been equipped with gaseous chlorination facilities that were operated
whenever the well was in service. As part of the Emergency Power Improvements project,
the gaseous chlorination system was replaced with a sodium hypochlorite chlorination
system. The chlorination range is 0.75-0.80 mg/L.
5.7.1.7 Well 5
Pumped water from Well 5 is not chlorinated.
5.7.1.8 Well 5A
Well 5A is equipped with a chlorination system. Hypochlorite is added at a range of 0.75 to
0.80 mg/L and is adjusted based on the chlorine residual measured in the Lakeland Hills
Service Area.
5.7.1.9 Well 5B
Well 5B is not currently in service. The Well 5B facility was designed with hypochlorite
generation to add chlorine at a range of 0.75 to 0.80 mg/L prior to the metal removal filters
described in Section 5.7.3.
5.7.1.10 Well 7
Pumped water from Well 7 is treated and chlorinated at the Fulmer Field CCT Facility.
5.7.1.11 Fulmer Field Corrosion Control Treatment Facility
The Fulmer Field CCT Facility was constructed in 2004 and is located adjacent to the
Fulmer Field City Park and Wells 2 and 6. Chlorination at Fulmer Field CCT, along with B
Street Intertie, is the major source of chlorine residual in the north end of the Valley Service
Area and in the Lea Hill Service Area. The Fulmer Field CCT Facility is housed in a
masonry building and treats the water from Wells 2, 6, and 7. Chlorine is introduced into the
system prior to the air-stripping towers at a dose of approximately 0.95 mg/L. The chlorine
is adjusted based on measured chlorine residual at the station analyzer. The treated water
is then stored in the clearwell and boosted into the distribution system and Reservoir 2.
Alternatively, chlorine can be manually introduced into the clearwell rather than prior to the
towers. Chlorine is generated on site.
5.7.1.12 Intertie Pump Station
The Intertie pump Station is equipped with a hypochlorite chlorination station. Chlorine is
added into the wholesale water at a dose of approximately 0.75 mg/L.
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5.7.1.13 Terrace View Booster Pump Station
The pump station is equipped with a hypochlorite feed pump adding 6 percent solution to
the discharge piping of the station with an approximate dose of 0.75 mg/L
5.7.2 Corrosion Control Facilities
To limit the corrosion of lead and copper in the system, the City treats major supplies. The
treatment increases the pH of the water, which reduces the solubility of lead and copper,
allowing the water to be in compliance with the Lead and Copper Rule. The goal of the
corrosion control facilities is to adjust the water leaving the facility to a pH of approximately
7.5.
5.7.2.1 Fulmer Field Corrosion Control Treatment Facility
The Fulmer Field CCT Facility adjusts the pH of the water from its sources to approximately
8.0 by air-stripping in three 33,000 gallon air-stripping towers. Three 10,000 cubic feet per
minute (CFM) blowers provide air. As the carbon dioxide is stripped from the water, the
treated water is then stored in the clearwell and boosted through four 3,200 gpm booster
pumps back into the distribution system and Reservoir 2. The firm capacity of the facility is
9,600 gpm. The facility also includes a 1,000 kW electric generator with a diesel fuel
capacity of 2,000 gallons. This generator provides backup power for the treatment facility
and Wells 2 and 6.
5.7.2.2 Howard Road Corrosion Control Treatment Facility
The Howard Road CCT Facility was constructed in 2004 and is located near the existing
Coal Creek Springs Pump Station. This Facility is housed in a masonry building and treats
the water from Coal Creek Springs, as well as Well 1 upon completion of the improvements.
The pH of the water from the wells is then adjusted to approximately 7.8 by air-stripping in
two 33,000 gallon air-stripping towers. Two 9,300 CFM blowers provide air. The treated
water is then stored in the clearwell and re-boosted through three 2,100 gpm booster
pumps into Reservoir 1. The total capacity fo the facility is 6,300 gpm and the firm capacity
of the facility is 4,200 gpm. Also included is a 600 kW electric generator with a diesel fuel
capacity of 1,000 gallons.
5.7.3 Metals Removal
Iron and manganese removal treatment is available at Well 5B, which is not currently in
service. The goal of the metals removal at Well 5B is to reduce the concentration of iron
and manganese to 50 percent or less of the design secondary MCLs of 0.3 mg/L for iron
and 0.05 mg/L for manganese. Water from Well 5B proceeds through four ATEC media
filters to remove iron and manganese prior to disinfection.
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5.8 DISTRIBUTION SYSTEM
5.8.1 Existing System
In 2014, the City water transmission and distribution system includes nearly 250 miles of
pipeline. Pipe size varies from 2 to 30 inches, with predominance of 8- and 12-inch
diameter pipe. Table 5.6 provides a summary of the pipe sizes and materials within the
Auburn system. This information is based on a combination of mapping data and existing
knowledge of facility conditions observed from previous field maintenance activities.
The City continues to conduct field and records investigations to improve the accuracy and
completeness of the system data regarding water main size, material and age. The existing
data show that over 90 percent of the distribution system is ductile-iron (DI) pipe. Pipes
made of asbestos-cement, steel, and concrete cylinder pipe make up the remaining pipes in
the system. Some areas within the City system have distribution piping made of old cast
iron with lead joint connections. The majority of this pipe is 4 to 6-inch diameter and
typically has a shallow bury (2 to 3 feet of cover).
Table 5.6 Pipe Size and Material
Comprehensive Water Plan
City of Auburn
Diameter Ductile
Iron (LF) Cast Iron
(LF)
Asbestos
Cement
(LF) Other (LF) Total (LF) Percentage
(%)
<4-inch 25,978 401 0 0 26,379 1.81%
4-inch 52,449 6,017 883 0 59,349 4.08%
6-inch 124,660 48,607 5,820 0 179,087 12.31%
8-inch 601,040 6,090 5,140 0 612,270 42.09%
10-inch 32,293 0 0 0 32,293 2.22%
12-inch 414,220 3,388 0 0 417,608 28.71%
14-inch 12,263 0 0 0 12,263 0.84%
16-inch 88,426 0 0 0 88,426 6.08%
18-inch 184 0 0 0 184 0.01%
20-inch 17,326 0 0 0 17,326 1.19%
24-inch 7,717 0 0 878 8,595 0.59%
>24-inch 885 0 0 0 885 0.06%
Total 1,377,44164,503 11,843 878 1,454,665
Percentage (%) 94.69% 4.43% 0.81% 0.06%
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5.9 CONTROL SYSTEM
The City controls operation and maintenance records of the water system using a
Supervisory Control and Data Acquisition (SCADA) system in the Water Control Center
located in the M&O building. The system includes equipment designed to monitor the status
of all system wells, reservoirs, and primary booster pumps. In addition, the system includes
programming logic that allows automatic operation of water system components in
response to system demands for water.
The City has made extensive improvements to the SCADA system that were completed in
2014. Additional information on SCADA is provided in Chapter 12.
5.10 BRAUNWOOD SATELLITE SYSTEM
Braunwood Satellite system, also known as the Hidden Valley Acres development, is a
small satellite water system that serves twelve 5-acre lots, as well as an irrigation meter. All
residence have fire sprinkler systems. The system is located south of the White River and
east of Kersey Way. The water supply and storage infrastructure consists of a well, a
33,000-gallon reservoir (for fire storage), hydro-pneumatic tanks to maintain system
pressure, and a booster pump station. Because of its location, this system is not connected
to the City distribution network.
The system is supplied by a well located off 47th Street SE, which the City acquired in
1989. The Braunwood Well Certificate No. G1-25173C was issued in 1988 to the developer
of a small development in the Auburn Retail Water Service Area. The City acquired the well
as part of a Satellite Management Agreement with the developer, Summersett E & L. The
water right has a Qi of 20 gpm (0.03 mgd) and a Qa of 6.5 ac-ft/year (0.01 mgd). The place
of use for the water right is a forty-acre area around the well.
The well was constructed in 1989 to a depth of 352 feet by the developer. The well screen
is open to the aquifer between a depth of 280 and 300 feet. The well is housed in a
concrete block building with a wood roof. An emergency generator system was added in
1998. The well was redeveloped and refurbished in 2004 with a new 20 gpm submersible
pump.
The booster pump station consists of two 2 HP low-flow pumps and a 7.5 HP fire flow
pump. The booster pumps are operated off system pressure and are not metered.
The Braunwood Satellite system is adequately sized for the existing development under
normal average day demands. No future development is expected in the planning horizon.
The City believes the Braunwood supply and storage infrastructure will require full
replacement within the 20-year planning period. The City would like to connect the
Braunwood Satellite System to the City distribution system during the long-term planning
horizon (2025-2035), rather than replace the infrastructure.
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Chapter 6
WATER RESOURCES
6.1 INTRODUCTION
The City of Auburn (City) has diverse water supply sources, including wells, springs, and
connections to the regional water system. To meet future demands, the City will be required
to fully use its water resources to continue to provide a high level of service. The City
currently receives its water from two springs, ten wells, and the Tacoma regional water
supply. This chapter presents an evaluation of these supplies to identify any future
deficiencies in the City’s water rights and in its supplies’ ability to produce reliable water
supplies. These deficiencies are addressed by the City’s water supply strategy summarized
in this Chapter.
6.2 SUPPLY SOURCES
The City relies upon its springs and groundwater wells to meet all of its current supply
needs. Water rights for these wells are administered by the Washington State Department
of Ecology (Ecology). Source water protection is regulated by the Washington State
Department of Health (DOH). The City’s water system (DOH ID 03350V) currently has four
sources: Coal Creek Springs, West Hill Springs, the Valley Well Field (Wells 1, 2, 3A, 3B, 4,
6 and 7), and the Upland Well Field (Wells 5, 5A and 5B). In addition, the City purchases
wholesale supplies from Tacoma Public Utilities (Tacoma) via the Regional Water Supply
System (RWSS), formerly known as the Second Supply Pipeline. The City operates one
satellite facility: the Braunwood Well located in the Hidden Valley Acres development.
Additionally, the City owns Algona Well 1, which is not currently connected to a water
system. The City water supply facilities are shown on Figure 6.1. Water rights are
summarized Table 6.1. Copies of the water right certificates for each well are included in
Appendix F. The City’s 2013 Water Facility Inventory (WFI) is provided in Appendix G. The
source capacities in this chapter reflect the current values, which have changed since 2013
in some cases due to ongoing studies and improvement projects. The 2014 WFI will be
updated to reflect the capacities in this Chapter. Each operating well is visited daily by City
staff, and the mechanical and electrical equipment is maintained regularly.
6.2.1 Spring Sources
6.2.1.1 Coal Creek Springs
Coal Creek Springs is the City’s main water source and is used consistently throughout the
year. The springs are located at the base of the Lake Tapps Upland at an elevation of 190
feet, where water is collected by a perforated, concrete pipe placed parallel to the base of
the upland. The collection system and the transmission line were reconstructed in 1964 and
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October 2014 - DRAFT 6-5
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updated in 1998. Work done in 1998 was largely in response to landslide damage and
included a new, third collector (south collector) that provides greater system reliability in the
event of future seismic/slide events.
The City has a primary water right (certificate number 857) with priority date of 1925, which
allows a maximum instantaneous withdrawal (Qi) of 15 cubic feet per second (cfs) (6,730
gallons per minute [gpm] or 9.70 million gallons per day [mgd]) and an annual quantity
withdrawal (Qa) of 9,410 acre feet per year (AFY) (8.4 mgd). However, the City has
indicated that the capacity of Coal Creek springs is more commonly producing 3,000 gpm
(4.2 mgd).
6.2.1.2 West Hill Springs
The West Hill Springs are located near the extension of 15th Street NW at an elevation of
305 feet. Water continuously flows into collection boxes that directly discharge into a
10-inch, ductile-iron pipe. The collection facilities were replaced in 1999.
The West Hill Springs is a claim-based water right (Claim No. S1-049354CL) filed in 1973
for a Qi and Qa of 625 gpm (0.9 mgd) and 1,010 AFY (1.0 mgd), respectively. This source
of supply was developed and applied by the City to beneficial use prior to 1907. The City
has indicated that the Spring typically produces 600 gpm (0.84 mgd). The capacity varies
based on aquifer conditions and achieves its Qi given sufficient groundwater levels.
6.2.2 Valley Well Field
Pursuant to a determination by the Ecology, Wells 1, 2, 3A, 3B, 4, 6 and 7 are considered a
well field. This designation allows the City substantial flexibility in its management and use
of its Valley Well Field. Wells 1, 2, 3A, and 4 are authorized as primary, certificated water
rights. Wells 3B, 6, and 7 are authorized as additive water rights. Overall, the City’s Valley
Well Field primary groundwater rights authorize a Qi of 10,200 gpm (14.70 mgd), and a Qa
of 12,160 AFY (10.86 mgd).
6.2.2.1 Well 1
Well 1 is located on M Street SE near 12th Street SE. Well 1 was constructed in 1960 to a
depth of 134 feet with an 18-inch diameter casing and screen. The screen is open to the
aquifer between a depth of 103 and 134 feet.
Well 1 is a primary, certificated water right (Certificate No. 3560-A) with a priority date of
1957. Well 1 has an authorized Qi of 2,200 gpm (3.17 mgd) and a Qa of 1,120 AFY (1.0
mgd). Well 1 will have a capacity of 2,200 gpm upon completion of the ongoing Well 1
Improvement Project summarized in Section 6.4.1.1.
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6.2.2.2 Well 2
Well 2 is located on the extension of K Street NE near 5th Street NE in Fulmer Field. The
well was constructed in 1970 to a depth of approximately 291 feet with a 24-inch diameter
casing and screen. The screen is open to the aquifer between a depth of 242 and 291 feet.
Well 2 is a primary, certificated water right (Certificate No. G1-00277C) with a priority date
of 1972. Well 2 has an authorized Qi of 2,400 gpm (3.46 mgd). In 2013, Ecology issued a
determination reducing the Primary Qa from 3,840 AFY (3.43 mgd) to 1,360 AFY (1.9 mgd).
Well 2 is additive Qa to Well 1 and Coal Creek Springs of 2,480 AFY. Historically, the well
has had operational issues that limits its safe yield to 1,800 gpm and leads to increased
rates of fouling. With the recent increase in wholesale RWSS capacity, the City no longer
plans to operate Well 2 in the short-term and medium-term planning horizons, unless it is
needed for emergency use.
6.2.2.3 Wells 3A and 3B
Wells 3A and 3B are located on the same site, near 37th Street SE on the extension of E
Street SE. The wells, which are located about 50 feet apart, were constructed to a depth of
394 feet in 1983 and 1984. The screens are open to the aquifer between a depth of 285
and 360 feet and 307 and 368 feet, respectively.
Well 3A is a primary, certificated water right (Certificate No. G1-23629C) with a priority date
of 1980. Well 3A has an authorized Qi of 2,800 gpm (4.03 mgd) and a Qa of 3,600 ac-
ft/year (3.12 mgd). Well 3B was developed concurrently with Well 3A to serve as a additive
point of withdrawal to Well 3A. The City has indicated that the capacity of Well 3A and 3B
are each 1,500 gpm. The City does not commonly operate Wells 3A and 3B due to elevated
manganese concentrations.
6.2.2.4 Well 4
Well 4 is located near 25th Street SE on the extension of K Street SE near Cedar Lanes
City Park. The well is 293 feet deep and was constructed in 1985. The well screen is open
to the aquifer between a depth of 272 and 334 feet.
Well 4 is a primary, certificated water right (Certificate No. G1-20391C) with a priority date
of 1972. Well 4 has a Qi of 2,800 gpm (4.03 mgd) and a Qa of 3,600 AFY (3.21 mgd). Well
4 has a capacity of 2,800 gpm, however the well more typically supplies 2,600 gpm.
6.2.2.5 Well 6
Well 6 is located on the extension of K Street NE near 5th Street NE in Fulmer Field.
Constructed in 1999, the well was drilled to a depth of 303 feet and completed with a 24-
inch telescopic well screen open to the naturally developed aquifer between depths of 245
to 288 feet. A twenty four-inch steel casing extends from the well screen to the ground
surface.
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Well 6 was approved by Ecology in 1995 to serve as an additive right and source of supply
to the existing primary rights for Wells 1, 2, 3A and 4. Well 6 has a Qi of 3,500 gpm (5.0
mgd) and no additional Qa.
Well 6 has a pumping capacity of 3,500 gpm. However, the City has indicated that the safe
yield of Well 6 is actually 1,900 gpm due to the proximity of Well 2. City is currently in the
process of studying the Fulmer Well Field to address well capacity and operational issues.
6.2.2.6 Well 7
Well 7 is located on the extension of E Street NE near 4th Street NE and Park Avenue in
City Park. The well was constructed in late 1996 through early 1997. It was drilled to a
depth of 303 feet and completed with an 18-inch pipe-sized well screen with a silica-sand
filter pack. The screen is open to the aquifer between depths of 240 to 297 feet. A twenty
four-inch steel casing extends from the well screen to the ground surface.
Well 7 was approved by Ecology in 1995 to serve as an additive right and source of supply
to existing primary rights for Wells 1, 2, 3A and 4. Well 7 has a Qi of 3,500 gpm (5.0 mgd)
and no additional Qa.
Historically, the well was only operated by the City in the summer when additional capacity
was needed. With the recent increase in wholesale RWSS capacity, the City no longer
plans to operate Well 7 until manganese treatment is installed in the medium-term planning
horizon, unless it is needed for emergency use.
6.2.3 Upland Well Field
The Upland Well Field consists of three existing wells (5, 5A and 5B) and one potential
future well (5C) currently consisting of casing only. In 2004, Ecology issued a combined
water right (Certificate No. G1-23633C) for the Upland Well Field allowing Well 5B and a
future Well 5c as additive wells to Well 5; however, the water right was limited to a
combined Qi to 1,000 gpm (1.44 mgd) and a combined Qa to 720 AFY (0.64 mgd). This
represented a net decrease of 167 gpm of Qi from the previous Upland Wells’ water rights.
6.2.3.1 Well 5
Well 5, located off Lakeland Hills Way and James Avenue SE, serves the Lakeland Hills
area. It was constructed in 1983 to a depth of 434 feet by the Lakeland Hills developer. The
screen is open to the aquifer between a depth of 320 and 335 feet.
Well 5 has a design capacity of 1,000 gpm. However, the City has noted a drop in capacity
of the aquifer, resulting in a decrease in safe yield from the well to 650 gpm.
6.2.3.2 Well 5A
Well 5A is located on Evergreen Way in Lakeland Hills Park and was constructed in 1990 to
a depth of 570 feet. The screen is open to the aquifer between a depth of 510 and 570 feet.
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Well 5A has a capacity of 250 gpm. However, similar to Well 5, the safe yield of Well 5A is
has decreased to 180 gpm due to a drop in capacity of the aquifer.
6.2.3.3 Well 5B
Well 5B is located off 63rd Street SE and was drilled to a depth of 781 feet in November
1991, and is now 746 feet deep after regrading in 2000-2001 as part of ongoing residential
development in the area. The screen is open to the aquifer between a depth of 706 and 746
feet.
Well 5B has a capacity of 600 gpm, however, as soon as the well was turned on the City
found that the aquifer was not recovering and produced sand. Well 5B has not been
operated since 2006.
6.2.3.4 Algona Well 1
In 1996, the City acquired the title to Algona Well 1 as a condition of meeting Algona’s
water supply needs on a firm, uninterruptible basis, as agreed upon in the Wholesale
Supply Interlocal Agreement 3 (IA3). The “Algona” well consists of a 10-inch casing to
approximately 65 feet below ground surface. The agreement between the City and Algona
was necessitated due to well pump operational problems at Algona Well 1 that led to the
well being taken off line. The 500-gpm pump and associated piping have been removed
from the well house and the building demolished. The well casing is still standing, where the
City plans to cap the well in the short-term planning horizon.
Algona Well 1 is a certificated water right (Certificate No. G1-22769C) with a priority date of
1976. This well has a Qi of 500 gpm (0.72 mgd) and a Qa of 175 AFY (0.16 mgd).
6.2.4 Water Supply Interties
Interties provide a tool that water utilities use to move water between systems to meet
supply needs, increase reliability, and respond to emergencies. The City has wholesale and
emergency interties. Wholesale interties provide substantial supplies from the City to
adjacent purveyors and constitute the second largest source of supply to the City. The City
has emergency interties with five different entities. The City's interties are described in
Chapter 2 and detailed below. Potential future interties are also discussed.
6.2.4.1 Wholesale Interties
The City of Auburn maintains wholesale supply interties to both receive and provide water
supply, as presented in Table 6.1. A description of the contractual limits of the interties are
provided below.
1. City of Algona (Algona): The City is the primary source of supply for Algona. Algona
may use up to 0.53 mgd on average annually and peak supplies up to 1.11 mgd
(IA3A, from October 2002) from four interties. In the event that the City experiences
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any failure or decreased capacity, the supply of water to Algona may be decreased
by the same percentage that is experienced by the City.
2. Tacoma RWSS: Tacoma has agreed to provide wholesale water to the City from the
RWSS via two interties. In 2012, the City entered into agreement for 1.0 mgd (694
gpm) average day use and 1.8 mgd (1,250 gpm) peak use, and 1.62 mgd (1,125
gpm) four-day use. Supply may be withdrawn simultaneously from both interties. In
2014, the City executed an agreement for an additional 2.5 mgd (1,736 gpm) of
average use and 3.32 mgd (2,305 gpm) of peak use. The combined agreements
allow up to 3,556 gpm (5.12 mgd) on the MDD and an annual average of 2,430 gpm
(3.5 mgd). Additionally, the interties may provide emergency supplies. These values
include a new wholesale water agreement that was executed between Tacoma and
the City 2014.
3. King County Water District #111 (WD#111) and Covington Water District (CWD): An
intertie between the City and CWD and WD#111 was constructed in 1996 as part of
IA2, to enable the Districts to purchase water from the City. The intertie also allows
the City to provide an emergency supply to Kent's East Hill service area through
WD#111. A provision of the IA2 agreement calls for either of the Districts to send an
emergency supply of water to the City when needed for the Lea Hill service area. As
part of the IA2 the City agrees to provide water, not to exceed a total maximum day
demand (MDD) of 2.5 mgd to each CWD and WD#111 (total MDD of 5.0 mgd).
The City also has a supply contract with the MIT and the Indian Health Service dating from
1972 for services along a pipeline at 368th Street SE extending from the City Limits into the
reservation.
Table 6.2 Wholesale Water Supply Interties
Comprehensive Water Plan
City of Auburn
Name Type of
Intertie Meter Size Location
Maximum
Flow Rate
(gpm)
Algona Wholesale 1.1 mgd
8 1149 Industry Drive SW -
8 Boundary Boulevard and
Milwaukee Ave -
8 Iowa Drive and West Valley
Highway -
8 1st Avenue -
Tacoma
Wholesale
Purchase
6 3240 B St NW 2,200
8 29598 132nd Ave SE 4,500
WD#111 Wholesale 12 30502 132nd Avenue SE 5 mgd
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6.2.4.2 Emergency Interties
The City has emergency interties with five different entities as summarized below and in
Table 6.2:
1. Algona: The City and Algona have two emergency interties in addition to their
wholesale interties.
2. City of Bonney Lake (Bonney Lake): The City and Bonney Lake have four emergency
interties. One intertie is located on Evergreen Way SE southwest of Lakeland Hills
Way and provides support for the Bonney Lake water system only in the event of a
fire at three multi-family development sites in the service area. The remaining interties
provide two-way emergency supply.
3. City of Kent (Kent): The City and Kent have an emergency intertie at South 277th
Street. The City’s hydraulic grade line at the intertie location is higher than Kent's
therefore the only time water can flow from Kent into the City is during emergency
conditions when the pressure in the City’s system drops below that of Kent’s.
4. City of Pacific (Pacific): The City supplies water to Pacific on an emergency basis
through two interties.
5. Lakehaven Utility District (LUD): LUD and the City have a 6-inch intertie located at
Aaby Drive NW and Knickerbocker Drive NW for emergency service to the higher
elevations within Auburn’s Valley Service Area. In 2002, LUD and the City entered
into an agreement that grants the City the right to connect a future intertie to the LUD
at the end of the 16-inch water main located in the vicinity of 15th Street NW and
Terrace Drive.
6. WD#111: WD#111 and the City have four emergency interties, as well as the
wholesale intertie. The interties located near the intersection of 124th Avenue SE and
SE 300th and the intersection of 127th Place SE and SE 300th between the City and
WD#111 boundaries are for emergency use only and are two-way.
Table 6.3 Emergency Water Supply Interties
Comprehensive Water Plan
City of Auburn
Name Type of
Intertie
Meter
Size Location
Algona Emergency Boundary Boulevard and Celery Ave
Algona Emergency Boundary Boulevard and O Street
Bonney Lake Emergency 8 Evergreen Way,
southwest of Lakeland Hills Way
Bonney Lake Emergency Lakeland Hills Way & 59th Avenue
Bonney Lake Emergency Evergreen Way and Nathan Avenue
Bonney Lake Emergency Olive Avenue, south of Evergreen Loop
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Table 6.3 Emergency Water Supply Interties
Comprehensive Water Plan
City of Auburn
Name Type of
Intertie
Meter
Size Location
Kent Emergency 6 78th Avenue S and S 277th Street
Pacific Emergency 4 Ellingson Road near Pacific Ave
Pacific Emergency A St SE, north of White River
Lakehaven Utility District Emergency 6 Aaby Drive and Knickerbocker Dr
WD#111 Emergency 127th Place SE, south of SE 299th Place
WD#111 Emergency 124th Avenue SE and SE 300th Way
WD#111/ Duberry Emergency SE 300th & 132nd Ave SE
WD#111/ Covington Emergency SE 288th St & 132nd Ave SE
6.2.4.3 Potential Interties
The City would consider additional interties that would provide increased supply and
reliability to itself and adjacent purveyors. The City has identified the potential for a second
intertie with the RWSS in the Valley Service Area; however, the City is not pursuing a third
intertie at this time. The City has not identified other interties at this time.
6.2.5 Braunwood Satellite System
The Braunwood system is discussed in detail in Chapter 5, including its water resources.
The Braunwood Well is a certificated water right (Certificate No. G1-25173C) with a priority
date of 1988. This well has a Qi of 20 gpm (0.03 mgd) and a Qa of 6.5 AFY (0.006 mgd).
6.2.6 Pending Water Right Applications
In 1996, CWD and WD#111 executed the IA2 with the City of Auburn that included the
development of primary water rights and construction of Wells 6 and 7. In the event that the
primary water rights are approved, CWD and WD#111 would receive 5.0 mgd (2.5 mgd
each) on a firm basis and the City would be entitled to the remaining 2.0 mgd. The
agreement also established interruptible wholesale purchases that are described in Chapter
2.
On April 26, 1996, the City submitted an application to Ecology (application number G1-
27735) for two new primary rights in the Valley Well Field. The application requested a
combined Qi of 8,000 gpm (11.52 mgd) and a Qa of 7,840 AFY (7.00 mgd). Wells 6 and 7
would be used to withdraw the requested quantities. This water right application was
withdrawn from consideration.
A new application was submitted on January 5, 2006. This new water right application
(application number G1-28404) is for primary water rights for a Qi of 12,500 gpm
(18.00 mgd) and a Qa of 13,433 AFY (11.99 mgd) from a combined Well 6, 7 and a future
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Well 8. In the application, the City indicated that 6.0 mgd of the 18.0 mgd request was to
support the estimated future needs of the Muckleshoot Indian Tribe (MIT).
6.3 WATER RIGHT EVALUATION
Groundwater supply sources represent the City’s largest water resource. The capacity of
these supplies during the MDD and throughout the year is set by water rights, as well as the
constraints that are presented in the Ability to Pump analysis. Therefore, the City’s water
rights were evaluated to determine if they are sufficient to supply the future demand.
As described in the previous section, the City currently holds seven certificated
groundwater rights, three additive groundwater rights, one certificated surface (spring)
water right, and one claim (spring). The City currently holds certificated, primary water
rights and/or claims Qi water right to 19,075 gpm (27.47 mgd) and their Qa water right to
21,002 AFY (18.75 mgd). This total includes the Algona well and Braunwood Satellite
System water rights, but does not include the long-term wholesale water contract with
Tacoma.
The City’s water rights were compared to current (2013) and future (2035) production,
which is summarized in Table 6.3, to establish excess or deficiencies in water rights for
both Qi and Qa. The maximum instantaneous well pumping capacity in 2013 is shown in
Table 6.3. Not all the City’s wells were used during this period and no well reached its Qi.
Overall, the City has an existing excess Qi of 7,960 gpm (11.46 mgd) and an existing
excess Qa of 14,246 AFY (12.72 MGD).
For the future water rights status in Table 6.3, the instantaneous well pumping capacity was
based on the water supply strategy described later in this Chapter. Based on this strategy,
the City will have redundant and reliable capacity to supply the 2035 MDD. The medium
scenario, as presented in Chapter 4, was used in all system analyses. Since the maximum
instantaneous use of the City’s source may occur on different days, the future Qi (17,630
gpm) is expected to be greater than the 2035 MDD of 13,264 gpm. The City has an excess
of Qi of 1,445 gpm (2.08 mgd) in 2035, which equates to 8 percent of the total Qi.
The future Qa was also based on water supply strategy. In 2035 the maximum annual
volume is expected to equal the 2035 medium scenario ADD, which has been converted to
units of AFY for this analysis. The city will have an excess Qa of 7,515 AFY (6.71 MGD) in
2035, which equates to 36 percent of the total Qa.
Due to the excess of both Qi and Qa in 2035, no new water rights are required during the
planning period to serve retail and firm wholesale customers (Algona and existing
agreements with the Muckleshoot Indian Tribe). Detailed results are provided in Appendix
H, which are analogous to “Table 3” and “Table 4” in the DOH Water System Planning
Handbook.
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Note, demands for Covington Water District (CWD), King County Water District #111
(WD#111), and future needs of the Muckleshoot Indian Tribe (MIT) in addition to the Coal
Creek Springs supplies are not included in the evaluation.
The City’s policy is to have sufficient supplies to meet demand with the largest source out of
service, referred to as the redundancy scenario. The City does not currently have sufficient
water rights to meet the ultimate demands (16,400 gpm) under the redundancy scenario.
The City’s pending water right would provide sufficient supply to meet the ultimate demand.
Table 6.4 Water Rights Status Summary
Comprehensive Water Plan
City of Auburn
Year
Water Rights Water Use from SourcesWater Right Status
(Excess/Deficiency)
Maximum
Instantaneous
Flow Rate (Qi),
gpm
Maximum
Annual
Volume
(Qa), AFY
Maximum
Instantaneous
Flow Rate (Qi),
gpm
Maximum
Annual
Volume
(Qa), AFY
Maximum
Instantaneous
Flow Rate (Qi),
gpm
Maximum
Annual
Volume
(Qa), AFY
2013 19,075 21,002 11,115 6,756 7,960 14,246
2035 19,075 21,002 17,630 13,487 1,445 7,515
6.4 SUPPLY EVALUATION
The City’s supplies were further evaluated for meeting future demands given source
limitations in addition to water rights. The City’s actual supply capacity or “Ability to Pump”
for each source was considered. This provides a comprehensive approach that included
physical, water quality, and regulatory limitations. The resulting total Ability to Pump was
compared to demands to determine the supply excess or deficiencies. Supply
improvements are proposed to eliminate all deficiencies. As with the Water Right
Evaluation, the supply evaluation considered both MDD and ADD conditions. Further, the
Ability to Pump was evaluated for a standard scenario and a redundancy scenario for each
demand condition. The redundancy scenario evaluated the supplies considering the
redundancy criteria presented in Chapter 3. A detailed evaluation of supply limitations to
specific pressure zones and in the distribution system is presented in Chapter 9
6.4.1 Ability to Pump
The Ability to Pump was determined for each of the City’s sources. The Ability to Pump is
the maximum capacity of a source considering water rights, pumping capacity, treatment
capacity, and aquifer or regulatory limitations. Note, the City’s springs do not require
pumping; however, the term “Ability to Pump” was used in these cases to be consistent with
October 2014 - DRAFT 6-14
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
other sources. The Ability to Pump analyses are presented separately for the MDD and
ADD.
6.4.1.1 Ongoing Source Improvement Projects
The City has a number of ongoing or planned projects that are to be completed by the end
of 2016 to improve operations; provide reliability; and enhance treatment. The improvement
projects include:
Well 1 On-site Improvements project.
Well 4 Emergency Power Improvements project.
Well 6 VFD pump.
West Hill Springs Flow Control Improvements.
Details of the projects are presented in Table 6.4. Due to imminent nature of these projects,
they were incorporated into the existing Ability to Pump and were not considered to
increase capacity.
Table 6.5 Ongoing Source Improvements
Comprehensive Water Plan
City of Auburn
Planning
Period Year
Supply
Improvement
Improved
Capacity
(gpm) Project Elements
Short-term 2015 Well 4
Emergency
Power
Improvements
Project
2,600 Emergency power generator
and hypochlorite chlorination.
Short-term 2015 Well 1 On-site
Improvements
Project
2,200 Transmission to Howard Road
CCT Facility, site
improvements, a new well
house, new pumping system,
on-site emergency power,
chlorination, and upgraded
electrical and SCADA controls.
Short-term 2016 Well 6 VFD Pump1,900 Replace pump with VFD for
operational flexibility.
Short-term 2016 West Hill Springs
Flow Control
Improvements
600 Control valve for automatic
shut-down with upgrades to
SCADA controls, and Tide-flex
valve on overflow.
October 2014 - DRAFT 6-15
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
6.4.1.2 MDD Ability to Pump
The MDD Ability to Pump was compared to the projected medium MDD, as developed in
Chapter 4, under two scenarios: standard and redundancy. The standard scenario
represents the City’s ability to meet MDD with all sources pumping continuously (24 hours
per day). This represents the maximum quantity of water that can be produced.
However, the City’s source reliability criteria, as described in Chapter 3, states: “Since any
of the City's supply facilities (a single well, spring supply, or wholesale intertie) might fail as
a result of a rare or catastrophic emergency event, it is the City’s goal to have sufficient
system-wide supply facilities (including both permanent and emergency interties) to meet
the MDD with the largest active water supply source out of service.”
Therefore, the redundancy scenario represents the City’s ability to meet MDD with the
single largest source offline. Demands above the MDD (such as peak hour demands or fire
flow) are met from storage and are evaluated in Chapter 9.
The City’s existing Ability to Pump is tabulated for the standard scenario in Table 6.5 and
the redundancy scenario in Table 6.6. The tables consists of the following components:
Pumping Capacity: The pump or physical capacities at each source.
Instantaneous Water Right (Qi): The sum of instantaneous water rights or contractual
maximum at each source.
Treatment Capacity: The available treatment capacity for each applicable source.
Treatment capacities were considered at the Fulmer and Howard Road CCT facilities.
Other Limitations: Limitations due to water quality in sources without treatment, well
field water right limitations (rather than a well specific Qi), and aquifer limitations.
The pumping or physical capacity of the source is the primary limiting component in the
MDD Ability to Pump evaluation. The City’s existing Ability to pump is 14,686 gpm (21.15
mgd) in the standard scenario and 11,130 gpm (16.03 mgd) in the redundancy scenario.
This equates to approximately 65 percent of the Qi in the standard scenario and
approximately 49 percent of the Qi in the redundancy scenario. This finding is consistent
with past evaluations and the City’s current operations.
The MDD Ability to Pump was compared with the projected MDD for the planning period to
evaluate if the City has sufficient supply, as shown in Figure 6.2. The top blue line
represents the maximum instantaneous supply allowed by the City’s water rights and
wholesale water contract with Tacoma. The solid green and red lines represent the existing
MDD ability to pump for the standard and redundancy scenarios, respectively. The
demands are divided into three groups: retail (pink line), retail plus firm wholesale (tan line),
and retail plus total wholesale (black line). City policy is to provide supplies for retail and
firm wholesale customers; therefore, a deficiency occurs when the tan line is greater than
the green or red lines.
October 2014 - DRAFT 6-16
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
6
M
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
S
t
a
n
d
a
r
d
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
Ca
p
a
c
i
t
y
(
g
p
m
)
In
s
t
a
n
t
a
n
e
o
u
s
W
a
t
e
r
Ri
g
h
t
(
Q
i
)
(
g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(
g
p
m
)
Ot
h
e
r
L
i
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
Sp
r
i
n
g
s
3,
0
0
0
(1
)
6
,
7
3
0
4
,
8
0
0
(2
)
N
A
3
,
0
0
0
P
u
m
p
i
n
g
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(3
)
6
2
5
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
2
,
2
0
0
2
,
2
0
0
(2
)
N
A
2
,
2
0
0
We
l
l
2
0
(4
)
2
,
4
0
0
2
,
4
0
0
(5
)
N
A
0
P
u
m
p
i
n
g
We
l
l
3
A
/
B
0
2
,
8
0
0
N
A
0
(6
)
0
A
q
u
i
f
e
r
We
l
l
4
2
,
6
0
0
2
,
8
0
0
N
A
N
A
2
,
6
0
0
P
u
m
p
i
n
g
We
l
l
6
1
,
9
0
0
3
,
5
0
0
3
,
5
0
0
(5
)
1
,
9
0
0
(7
)
1
,
9
0
0
Pumping & Aquifer
We
l
l
7
0
(4
)
3
,
5
0
0
3
,
5
0
0
(5
)
3
,
5
0
0
(7
)
0
P
u
m
p
i
n
g
We
l
l
5
,
5
A
,
5
B
8
3
0
1
,
0
0
0
N
A
N
A
8
3
0
Pumping & Aquifer
Al
g
o
n
a
W
e
l
l
0
5
0
0
N
A
N
A
0
P
u
m
p
i
n
g
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1
,
2
5
0
1
,
2
5
0
(8
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2
,
3
0
6
2
,
3
0
6
(8
)
N
A
N
A
2
,
3
0
6
To
t
a
l
1
4
,
6
8
6
2
2
,
6
1
1
1
4
,
6
8
6
No
t
e
s
:
1.
C
o
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
2.
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
3.
W
e
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
4.
W
e
l
l
i
s
o
u
t
o
f
s
e
r
v
i
c
e
u
n
t
i
l
o
p
e
r
a
t
i
o
n
a
l
a
n
d
m
a
i
n
t
e
n
a
n
c
e
i
s
s
u
e
s
a
r
e
r
e
s
o
l
v
e
d
.
5.
F
u
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
6.
W
e
l
l
3
A
&
3
B
a
r
e
n
o
t
c
o
m
m
o
n
l
y
o
p
e
r
a
t
e
d
d
u
e
t
o
e
l
e
v
a
t
e
d
l
e
v
e
l
s
o
f
m
a
n
g
a
n
e
s
e
.
7.
W
e
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
W
e
l
l
s
1
,
2
,
3
A
,
3
B
,
a
n
d
4
;
t
h
e
r
e
f
o
r
e
t
h
e
p
u
m
p
i
n
g
c
a
n
n
o
t
e
x
c
e
e
d
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
he Valley Well Field.
8.
N
o
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
October 2014 - DRAFT 6-17
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
7
M
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
R
e
d
u
n
d
a
n
c
y
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
C
a
p
a
c
i
t
y
(g
p
m
)
In
s
t
a
n
t
a
n
e
o
u
s
W
a
t
e
r
Ri
g
h
t
(
Q
i
)
(
g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(
g
p
m
)
Ot
h
e
r
L
i
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
Sp
r
i
n
g
s
3,
0
0
0
(1
)
6
,
7
3
0
4
,
8
0
0
(2
)
N
A
3
,
0
0
0
P
u
m
p
i
n
g
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(3
)
6
2
5
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
2
,
2
0
0
2
,
2
0
0
(2
)
N
A
2
,
2
0
0
We
l
l
2
0
(4
)
2
,
4
0
0
2
,
4
0
0
(5
)
N
A
0
P
u
m
p
i
n
g
We
l
l
3
A
/
B
0
2
,
8
0
0
N
A
0
(6
)
0
A
q
u
i
f
e
r
We
l
l
4
2
,
6
0
0
2
,
8
0
0
N
A
N
A
2
,
6
0
0
P
u
m
p
i
n
g
We
l
l
6
1
,
9
0
0
3
,
5
0
0
3
,
5
0
0
(5
)
1
,
9
0
0
(7
)
1
,
9
0
0
P
u
m
p
i
n
g
&
A
q
u
i
f
e
r
We
l
l
7
0
(4
)
3
,
5
0
0
3
,
5
0
0
(5
)
3
,
5
0
0
(7
)
0
P
u
m
p
i
n
g
We
l
l
5
,
5
A
,
5
B
8
3
0
1
,
0
0
0
N
A
N
A
8
3
0
P
u
m
p
i
n
g
&
A
q
u
i
f
e
r
Al
g
o
n
a
W
e
l
l
0
5
0
0
N
A
N
A
0
P
u
m
p
i
n
g
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
0
(8
)
1
,
2
5
0
(9
)
N
A
N
A
0
R
e
d
u
n
d
a
n
c
y
C
r
i
t
e
r
i
a
13
2
n
d
I
n
t
e
r
t
i
e
0
(8
)
2
,
3
0
6
(9
)
N
A
N
A
0
R
e
d
u
n
d
a
n
c
y
C
r
i
t
e
r
i
a
To
t
a
l
1
1
,
1
3
0
2
2
,
6
1
1
1
1
,
1
3
0
No
t
e
s
:
1.
C
o
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
2.
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
3.
W
e
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
4.
W
e
l
l
i
s
o
u
t
o
f
s
e
r
v
i
c
e
u
n
t
i
l
o
p
e
r
a
t
i
o
n
a
l
a
n
d
m
a
i
n
t
e
n
a
n
c
e
i
s
s
u
e
s
a
r
e
r
e
s
o
l
v
e
d
.
5.
F
u
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
6.
W
e
l
l
3
A
&
3
B
a
r
e
n
o
t
c
o
m
m
o
n
l
y
o
p
e
r
a
t
e
d
d
u
e
t
o
e
l
e
v
a
t
e
d
l
e
v
e
l
s
o
f
m
a
n
g
a
n
e
s
e
.
7.
W
e
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
W
e
l
l
s
1
,
2
,
3
A
,
3
B
,
a
n
d
4
;
t
h
e
r
e
f
o
r
e
t
h
e
p
u
m
p
i
n
g
c
a
n
n
o
t
e
x
c
e
e
d
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
he Valley Well Field.
8.
In
t
e
r
t
i
e
s
c
o
n
s
i
d
e
r
e
d
a
s
i
n
g
l
e
s
o
u
r
c
e
.
A
s
t
h
e
l
a
r
g
e
s
t
s
o
u
r
c
e
,
t
h
e
i
n
t
e
r
t
i
e
s
w
e
r
e
a
s
s
u
m
e
d
t
o
b
e
o
u
t
o
f
s
e
r
v
i
c
e
f
o
r
r
e
d
u
n
d
a
n
c
y
s
c
e
nario.
9.
No
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
pw
:
/
/
C
a
r
o
l
l
o
/
D
o
c
u
m
e
n
t
s
/
C
l
i
e
n
t
/
W
A
/
Au
b
u
r
n
/
9
4
6
6
A
0
0
/
D
e
l
i
v
e
r
ab
l
e
s
/
F
i
g
_
0
6
_
0
2
.
d
o
c
x
0
5,
0
0
0
10
,
0
0
0
15
,
0
0
0
20
,
0
0
0
25
,
0
0
0
20
1
5
20
2
0
20
2
5
20
3
0
2035
Qi, gpm
Qi
W
a
t
e
r
R
i
g
h
t
s
MD
D
A
b
i
l
i
t
y
t
o
P
u
m
p
MD
D
R
e
l
i
a
b
l
e
A
b
i
l
i
t
y
t
o
P
u
m
p
De
m
a
n
d
(
r
e
t
a
i
l
)
De
m
a
n
d
(
r
e
t
a
i
l
+
A
l
g
o
n
a
+
M
I
T
)
To
t
a
l
D
e
m
a
n
d
(
A
l
l
c
u
s
t
o
m
e
r
s
i
n
c
l
u
d
i
n
g
w
h
o
l
e
s
a
l
e
)
MD
D
A
B
I
L
I
T
Y
T
O
P
U
M
P
FIGURE 6.2 CITY OF AUBURN
CO
M
P
R
E
H
E
N
S
I
V
E
W
A
T
E
R
P
L
A
N
October 2014 - DRAFT 6-19
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
The City currently has sufficient supplies to meet the projected demands throughout the
planning period for the standard scenario (green line). However, the City is not able to
supply the MDD for the redundancy scenario (red line) starting in approximately 2019. The
City will need an additional 2,100 gpm of redundant supplies by the end of the planning
period to correct this deficiency.
6.4.1.3 ADD Ability to Pump
The ADD Ability to Pump evaluation confirms the ability of the City to supply its demand
throughout the year. The ADD was used to represent the average conditions expected to
occur. Similar to the MDD Ability to Pump evaluation, standard and redundancy scenarios
were considered for the ADD. The standard scenario represents the City’s ability to meet
the ADD with all sources pumping continuously. The City’s ADD source reliability criteria, as
summarized in Chapter 3, states:
Source of Supply reliability is critical to providing an uninterrupted level of
service to City utility customers. Malfunction of any of several supply
components could cause a temporary limitation of the supply capacity.
A source of supply failure is assumed to last for 6 months. Therefore, the redundancy
scenario represents the City’s ability to meet ADD with the single largest source offline for 6
months. This was represented by a 50 percent reduction in pumping capacity of the largest
source.
The City’s existing Ability to Pump is tabulated for the standard scenario in Table 6.7 and
the redundancy scenario in Table 6.8. The tables consist of the following components:
Pumping Capacity: The pump or physical capacities at each source.
Primary Water Right (Qa): The sum of Primary annual water rights or contractual
limitations at each source.
Additive Water Right (Qa): The sum of Additive annual water rights at each source.
Treatment Capacity: The available treatment capacity for each applicable source.
Treatment capacities were considered at the Fulmer and Howard Road CCT facilities.
Other Limitations: Limitations due to water quality in sources without treatment, well
field water right limitations, and aquifer limitations.
Similar to the MDD Ability to Pump evaluation, the pumping or physical capacity of the
source is the primary limiting component in the ADD Ability to Pump evaluation. However,
water rights are limiting for Well 1 and Upland Well Field (Well 5, 5A, and 5b) for the ADD.
The City’s existing Ability to pump is 10,603 gpm (15.27 mgd) in the standard scenario and
9,103 gpm (13.11 mgd) in the redundancy scenario. This equates to approximately 68
October 2014 - DRAFT 6-20
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
8
A
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
S
t
a
n
d
a
r
d
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
Ca
p
a
c
i
t
y
(g
p
m
)
Pr
i
m
a
r
y
Wa
t
e
r
R
i
g
h
t
(Q
a
)
(
g
p
m
)
Ad
d
i
t
i
v
e
Wa
t
e
r
R
i
g
h
t
(Q
a
)
(
g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(g
p
m
)
Ot
h
e
r
Li
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
3
,
0
0
0
(1
)
5
,
8
3
3
4
,
8
0
0
(2
)
N
A
3
,
0
0
0
P
u
m
p
i
n
g
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(3
)
6
2
6
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
6
9
4
2
,
2
0
0
(2
)
N
A
6
9
4
We
l
l
2
0
(4
)
8
4
3
1
,
5
3
7
2
,
4
0
0
(5
)
N
A
0
P
u
m
p
i
n
g
We
l
l
3
A
/
B
0
2
,
2
3
2
N
A
0
(6
)
0
A
q
u
i
f
e
r
We
l
l
4
2
,
6
0
0
2
,
2
3
2
N
A
N
A
2
,
2
3
2
P
u
m
p
i
n
g
We
l
l
6
1
,
9
0
0
0
(7
)
3
,
5
0
0
(5
)
1
,
2
0
1
(8
)
1,
2
0
1
Pumping & Aquifer
We
l
l
7
0
(4
)
0
(7
)
3
,
5
0
0
(5
)
0
(9
)
0
P
u
m
p
i
n
g
We
l
l
5
,
5
A
,
5
B
8
3
0
4
4
6
N
A
N
A
44
6
Pumping & Aquifer
Al
g
o
n
a
W
e
l
l
0
1
0
8
N
A
N
A
0
Pumping
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1
,
2
5
0
1
,
2
5
0
(1
0
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2
,
3
0
6
1
,
1
8
0
(1
0
)
N
A
N
A
1
,
1
8
0
To
t
a
l
1
4
,
6
8
6
1
5
,
4
4
5
1
0
,
6
0
3
No
t
e
s
:
1.
C
o
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
2.
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
3.
W
e
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
4.
W
e
l
l
i
s
o
u
t
o
f
s
e
r
v
i
c
e
u
n
t
i
l
o
p
e
r
a
t
i
o
n
a
l
a
n
d
m
a
i
n
t
e
n
a
n
c
e
i
s
s
u
e
s
a
r
e
r
e
s
o
l
v
e
d
.
5.
F
u
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
6.
W
e
l
l
3
A
&
3
B
a
r
e
n
o
t
c
o
m
m
o
n
l
y
o
p
e
r
a
t
e
d
d
u
e
t
o
e
l
e
v
a
t
e
d
l
e
v
e
l
s
o
f
m
a
n
g
a
n
e
s
e
.
7.
W
e
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
t
h
e
o
t
h
e
r
w
e
l
l
s
.
8.
W
e
l
l
s
6
p
u
m
p
i
n
g
i
s
l
i
m
i
t
e
d
t
o
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
h
e
V
a
l
l
e
y
W
e
l
l
F
i
e
l
d
.
9.
W
e
l
l
7
i
s
u
s
e
d
f
o
r
p
e
a
k
d
e
m
a
n
d
p
e
r
i
o
d
s
o
n
l
y
d
u
e
t
o
w
a
t
e
r
q
u
a
l
i
t
y
r
e
a
s
o
n
s
;
t
h
e
r
e
f
o
r
e
,
i
t
w
a
s
n
o
t
c
o
n
s
i
d
e
r
e
d
a
s
a
n
a
n
n
u
a
l
s
o
u
r
ce.
10
.
N
o
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
October 2014 - DRAFT 6-21
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
9
A
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
R
e
d
u
n
d
a
n
c
y
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
Ca
p
a
c
i
t
y
(g
p
m
)
Pr
i
m
a
r
y
Wa
t
e
r
R
i
g
h
t
(Q
a
)
(
g
p
m
)
Ad
d
i
t
i
v
e
W
a
t
e
r
Ri
g
h
t
(
Q
a
)
(g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(
g
p
m
)
Ot
h
e
r
Li
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
1
,
5
0
0
(1
)
5
,
8
3
3
4
,
8
0
0
(2
)
N
A
1
,
5
0
0
P
u
m
p
i
n
g
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(3
)
6
2
6
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
6
9
4
2
,
2
0
0
(2
)
N
A
6
9
4
We
l
l
2
0
(4
)
8
4
3
1
,
5
3
7
2
,
4
0
0
(5
)
N
A
0
P
u
m
p
i
n
g
We
l
l
3
A
/
B
0
2
,
2
3
2
N
A
0
(6
)
0
A
q
u
i
f
e
r
We
l
l
4
2
,
6
0
0
2
,
2
3
2
N
A
N
A
2
,
2
3
2
P
u
m
p
i
n
g
We
l
l
6
1
,
9
0
0
0
(7
)
3
,
5
0
0
(5
)
1
,
2
0
1
1,
2
0
1
Pumping & Aquifer
We
l
l
7
0
(4
)
0
(7
)
3
,
5
0
0
(5
)
0
(8
)
0
P
u
m
p
i
n
g
We
l
l
5
,
5
A
,
5
B
8
3
0
4
4
6
N
A
N
A
44
6
Pumping & Aquifer
Al
g
o
n
a
W
e
l
l
0
1
0
8
N
A
N
A
0
P
u
m
p
i
n
g
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1
,
2
5
0
1
,
2
5
0
(1
0
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2
,
3
0
6
1
,
1
8
0
(1
0
)
N
A
N
A
1
,
1
8
1
To
t
a
l
1
4
,
6
8
6
1
5
,
4
4
5
9
,
1
0
3
No
t
e
s
:
1.
C
o
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
A
s
t
h
e
l
argest source, it is
as
s
u
m
e
d
t
o
b
e
o
f
f
l
i
n
e
f
o
r
6
m
o
n
t
h
s
p
e
r
t
h
e
C
i
t
y
’
s
r
e
d
u
n
d
a
n
c
y
c
r
i
t
e
r
i
a
.
2.
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
3.
W
e
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
4.
W
e
l
l
i
s
o
u
t
o
f
s
e
r
v
i
c
e
u
n
t
i
l
o
p
e
r
a
t
i
o
n
a
l
a
n
d
m
a
i
n
t
e
n
a
n
c
e
i
s
s
u
e
s
a
r
e
r
e
s
o
l
v
e
d
.
5.
F
u
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
6.
W
e
l
l
3
A
&
3
B
a
r
e
n
o
t
c
o
m
m
o
n
l
y
o
p
e
r
a
t
e
d
d
u
e
t
o
e
l
e
v
a
t
e
d
l
e
v
e
l
s
o
f
m
a
n
g
a
n
e
s
e
.
7.
W
e
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
t
h
e
o
t
h
e
r
w
e
l
l
s
.
8.
W
e
l
l
s
7
p
u
m
p
i
n
g
i
s
l
i
m
i
t
e
d
t
o
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
h
e
V
a
l
l
e
y
W
e
l
l
F
i
e
l
d
.
9.
W
e
l
l
7
i
s
u
s
e
d
f
o
r
p
e
a
k
d
e
m
a
n
d
p
e
r
i
o
d
s
o
n
l
y
d
u
e
t
o
w
a
t
e
r
q
u
a
l
i
t
y
r
e
a
s
o
n
s
;
t
h
e
r
e
f
o
r
e
,
i
t
w
a
s
n
o
t
c
o
n
s
i
d
e
r
e
d
a
s
a
n
a
n
n
u
a
l
s
o
u
r
ce.
10
.
N
o
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
October 2014 - DRAFT 6-22
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
percent of the Qa in the standard scenario and approximately 59 percent of the Qa in the
redundancy scenario. Therefore, the City is able to use a larger portion of its Qa than its Qi,
which is consistent with the identified pumping limitations.
Similar to the MDD, the ADD Ability to Pump was compared with the projected ADD for the
planning period to evaluate if the City has sufficient supply, as shown in Figure 6.3. This
Figure uses the same coloring as Figure 6.2, where the blue line represents the Primary
Qa, rather than the Qi. The City currently has sufficient supplies to meet the projected
demands throughout the planning period for both the standard scenario (green line) and the
redundancy scenario (red line). The City will have a relatively small excess, 742 gpm, for
the redundancy scenario by 2035. Source of supply projects may require long lead times to
conduct the necessary studies and legal processes, potentially requiring an ADD project
during the planning period. However, the improvements needed to correct the MDD Ability
to Pump scenario deficiency starting in 2019 will also increase the ADD Ability to Pump.
With this additional pumping capacity, no additional projects are recommended.
6.5 WATER SUPPLY STRATEGY
The City has sufficient supplies to meet the ADD and MDD through 2035. However,
deficiencies occur under the redundancy scenario for the MDD starting in 2019. The City
will need to provide a minimum additional supply of 2,100 gpm by the end of the planning
period. The City’s water supply strategy has five parts:
Improve existing supply facilities.
Use cost-effective wholesale supplies from Tacoma to their full extent.
Secure additional water rights.
Consider opportunities for water reuse.
Continue an aggressive Water Use Efficiency Program.
The improvements are grouped by planning horizons: short-term (2015-2020), medium-
term (2021-2024), and long-term (2025-2035).
6.5.1 Improve Existing Supply Facilities
The City has unused supply capacity due to the limitations presented in the Ability to Pump
evaluation. The City goal is to make full use of all its water rights by the end of the planning
period, which will both meet the redundancy scenario deficiencies and provide additional
redundancy and operational flexibility. The City has developed a strategy to improve the
existing supply facilities in order to meet the short- and medium-term deficiencies, as well
as accomplish its long-term goals. The strategy can be summarized as the following:
Address the short-term deficiency by rehabilitating Coal Creek Springs.
pw
:
/
/
C
a
r
o
l
l
o
/
D
o
c
u
m
e
n
t
s
/
C
l
i
e
n
t
/
W
A
/
Au
b
u
r
n
/
9
4
6
6
A
0
0
/
D
e
l
i
v
e
r
ab
l
e
s
/
F
i
g
_
0
6
_
0
3
.
d
o
c
x
0
2,
0
0
0
4,
0
0
0
6,
0
0
0
8,
0
0
0
10
,
0
0
0
12
,
0
0
0
14
,
0
0
0
16
,
0
0
0
18
,
0
0
0
20
1
5
2
0
1
7
2
0
1
9
2
0
2
1
2
0
2
3
2
0
2
5
2
0
2
7
2
0
2
9
2
0
3
1
2
0
3
3
2
0
3
5
Qa, gpm
Qa
W
a
t
e
r
R
i
g
h
t
s
AD
D
A
b
i
l
i
t
y
t
o
P
u
m
p
AD
D
R
e
l
i
a
b
l
e
A
b
i
l
i
t
y
t
o
P
u
m
p
De
m
a
n
d
(
r
e
t
a
i
l
)
De
m
a
n
d
(
r
e
t
a
i
l
+
A
l
g
o
n
a
+
M
I
T
)
To
t
a
l
D
e
m
a
n
d
(
A
l
l
c
u
s
t
o
m
e
r
s
i
n
c
l
u
d
i
n
g
w
h
o
l
e
s
a
l
e
)
AD
D
A
B
I
L
I
T
Y
T
O
P
U
M
P
FIGURE 6.3 CITY OF AUBURN
CO
M
P
R
E
H
E
N
S
I
V
E
W
A
T
E
R
P
L
A
N
October 2014 - DRAFT 6-24
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Address the medium-term deficiency by providing manganese treatment to Well 7.
Make full use of the City’s groundwater and spring supply sources to provide both
redundant capacity and operational flexibility and meet the long-term deficiency.
Decommission Algona Well 1 in the short-term and study options for using water
right.
Individual improvements are summarized in Table 6.9. Projects are grouped by planning
horizons: short-term (2015-2020), medium-term (2021-2024), and long-term (2025-2035).
The resulting improved ability to pump is presented in Figure 6.4 and Figure 6.5 for the
MDD and ADD Ability to Pump, respectively. The dashed red and green lines remain at or
above the tan line (demands), showing the deficiency has been eliminated.
Planned improvements in 2018-2019 to Coal Creek Springs will eliminate the identified
short-term deficiency. The Coal Creek Springs Collector Improvement Project is expected
to double the existing capacity of the source to 6,000 gpm. The project will focus on
rehabilitating the middle collector and additional flow control improvements. In the short-
term, the capacity of the source will be limited to 4,800 gpm due to the treatment capacity at
Howard Road CCT facility.
Note, Coal Creek Springs (4,800 gpm) will be the largest source of supply after the 2018-
2019 improvements; therefore, it is assumed to be out of service during the redundancy
scenario. The Coal Creek Springs existing capacity of 3,000 gpm was removed and the
3,694 gpm supply from Tacoma was added; resulting in a net increase of only 694 gpm for
the redundancy scenario. Similarly, treatment improvements to Howard Road CCT in 2025
do not impact the redundancy scenario, as Coal Creek Springs is assumed to be out of
service.
To meet medium-term deficiencies, manganese treatment is proposed to be a phased
improvement to Well 7. This initial phase will treat half of the well’s capacity (1,750 gpm),
where phase 2 in the long-term planning horizon will treat the entire well capacity.
Additionally, Howard Road CCT facility is to be expanded to its full capacity in the medium-
term planning horizon to allow full use of both Coal Creek Springs and Well 1. The
expansion will add a fourth 2,100 gpm pump, for a total of 8,400 gpm, and a third air-
stripping tower. The facility was design for the expansion; therefore signifigant site work is
not expected. The expanded capacity of 8,400 gpm is sufficient to treat both Coal Creek
Springs and Well 1 simultaneously. The firm capacity of 6,300 gpm is sufficient to treat the
improved Coal Creek Spring supply capacity.
The Valley Well Field will be further improved in the long-term planning horizon by replacing
Well 2 and Wells 3A/B. These wells have historically had operational issues that the City
will address through the new wells. With these improvements, the Valley Well Field will be
able to produce the well fields full Qi with one or more wells offline.
October 2014 - DRAFT 6-25
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
1
0
I
m
p
r
o
v
e
d
S
u
p
p
l
y
F
a
c
i
l
i
t
i
e
s
M
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
S
t
a
n
d
a
r
d
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
Ca
p
a
c
i
t
y
(
g
p
m
)
In
s
t
a
n
t
a
n
e
o
u
s
W
a
t
e
r
Ri
g
h
t
(
Q
i
)
(
g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(
g
p
m
)
Ot
h
e
r
L
i
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
Sp
r
i
n
g
s
0
(1
)
6
,
7
3
0
6
,
0
0
0
(2
)
N
A
6
,
0
0
0
P
u
m
p
i
n
g
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(3
)
6
2
5
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
2
,
2
0
0
2
,
2
0
0
(2
)
N
A
2
,
2
0
0
We
l
l
2
2
,
4
0
0
2
,
4
0
0
2
,
4
0
0
(4
)
N
A
2
,
4
0
0
We
l
l
3
A
/
B
2
,
8
0
0
2
,
8
0
0
2
,
8
0
0
(5
)
N
A
2
,
8
0
0
We
l
l
4
2
,
6
0
0
2
,
8
0
0
N
A
N
A
2
,
6
0
0
P
u
m
p
i
n
g
We
l
l
6
1
,
9
0
0
3
,
5
0
0
3
,
5
0
0
(4
)
2
0
0
(6
)
2
0
0
Pumping & Aquifer
We
l
l
7
3
,
5
0
0
3
,
5
0
0
3
,
5
0
0
(4
)
0
(6
)
0
We
l
l
5
,
5
A
,
5
B
8
3
0
1
,
0
0
0
N
A
N
A
8
3
0
Pumping & Aquifer
Al
g
o
n
a
W
e
l
l
0
5
0
0
N
A
N
A
0
P
u
m
p
i
n
g
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1
,
2
5
0
1
,
2
5
0
(7
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2
,
3
0
6
2
,
3
0
6
(7
)
N
A
N
A
2
,
3
0
6
To
t
a
l
2
6
,
3
8
6
2
2
,
6
1
1
2
1
,
1
8
6
No
t
e
s
:
1.
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
2.
Ho
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
3.
We
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
4.
Fu
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
5.
We
l
l
3
A
&
3
B
w
i
l
l
r
e
q
u
i
r
e
m
a
n
g
a
n
e
s
e
t
r
e
a
t
m
e
n
t
.
6.
We
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
W
e
l
l
s
1
,
2
,
3
A
,
3
B
,
a
n
d
4
;
t
h
e
r
e
f
o
r
e
t
h
e
p
u
m
p
i
n
g
c
a
n
n
o
t
e
x
c
e
e
d
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
h
e
Valley Well Field.
7.
No
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
October 2014 - DRAFT 6-26
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
1
1
I
m
p
r
o
v
e
d
S
u
p
p
l
y
F
a
c
i
l
i
t
i
e
s
M
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
R
e
d
u
n
d
a
n
c
y
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
C
a
p
a
c
i
t
y
(g
p
m
)
In
s
t
a
n
t
a
n
e
o
u
s
W
a
t
e
r
Ri
g
h
t
(
Q
i
)
(
g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(
g
p
m
)
Ot
h
e
r
L
i
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
Sp
r
i
n
g
s
0
(1
,
2
)
6
,
7
3
0
6
,
0
0
0
(3
)
N
A
0
Redundancy Criteria
We
s
t
H
i
l
l
S
p
r
i
n
g
s
60
0
(4
)
6
2
5
N
A
N
A
6
0
0
We
l
l
1
2,
2
0
0
2
,
2
0
0
2
,
2
0
0
(3
)
N
A
2
,
2
0
0
We
l
l
2
2,
4
0
0
2
,
4
0
0
2
,
4
0
0
(5
)
N
A
2
,
4
0
0
We
l
l
3
A
/
B
2,
8
0
0
2
,
8
0
0
2
,
8
0
0
(6
)
N
A
2
,
8
0
0
We
l
l
4
2,
6
0
0
2
,
8
0
0
N
A
N
A
2
,
6
0
0
P
u
m
p
i
n
g
We
l
l
6
1,
9
0
0
3
,
5
0
0
3
,
5
0
0
(5
)
2
0
0
(7
)
2
0
0
P
u
m
p
i
n
g
&
A
q
u
i
f
e
r
We
l
l
7
3,
5
0
0
3
,
5
0
0
3
,
5
0
0
(5
)
0
(7
)
0
We
l
l
5
,
5
A
,
5
B
83
0
1
,
0
0
0
N
A
N
A
8
3
0
P
u
m
p
i
n
g
&
A
q
u
i
f
e
r
Al
g
o
n
a
W
e
l
l
0
5
0
0
N
A
N
A
0
P
u
m
p
i
n
g
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1,
2
5
0
1
,
2
5
0
(8
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2,
3
0
6
2
,
3
0
6
(8
)
N
A
N
A
2
,
3
0
6
To
t
a
l
1
1
,
1
3
0
2
2
,
6
1
1
1
5
,
1
8
6
No
t
e
s
:
1.
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
2.
As
t
h
e
l
a
r
g
e
s
t
s
o
u
r
c
e
,
t
h
e
C
o
a
l
C
r
e
e
k
S
p
r
i
n
g
s
w
a
s
a
s
s
u
m
e
d
t
o
b
e
o
u
t
o
f
s
e
r
v
i
c
e
f
o
r
r
e
d
u
n
d
a
n
c
y
s
c
e
n
a
r
i
o
.
3.
Ho
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
4.
We
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
5.
Fu
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
6.
We
l
l
3
A
&
3
B
w
i
l
l
r
e
q
u
i
r
e
m
a
n
g
a
n
e
s
e
t
r
e
a
t
m
e
n
t
.
.
7.
We
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
W
e
l
l
s
1
,
2
,
3
A
,
3
B
,
a
n
d
4
;
t
h
e
r
e
f
o
r
e
t
h
e
p
u
m
p
i
n
g
c
a
n
n
o
t
e
x
c
e
e
d
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
h
e
Valley Well Field.
8.
No
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
October 2014 - DRAFT 6-27
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
1
2
I
m
p
r
o
v
e
d
S
u
p
p
l
y
F
a
c
i
l
i
t
i
e
s
A
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
S
t
a
n
d
a
r
d
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
Ca
p
a
c
i
t
y
(g
p
m
)
Pr
i
m
a
r
y
Wa
t
e
r
R
i
g
h
t
(Q
a
)
(
g
p
m
)
Ad
d
i
t
i
v
e
Wa
t
e
r
R
i
g
h
t
(Q
a
)
(
g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(g
p
m
)
Ot
h
e
r
Li
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
6
,
0
0
0
(1
)
5
,
8
3
3
6
,
0
0
0
(2
)
N
A
5
,
8
3
3
W
a
t
e
r
R
i
g
h
t
s
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(3
)
6
2
6
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
6
9
4
2
,
2
0
0
(2
)
N
A
6
9
4
W
a
t
e
r
R
i
g
h
t
s
We
l
l
2
2
,
4
0
0
8
4
3
1
,
5
3
7
2
,
4
0
0
(4
)
N
A
8
4
3
W
a
t
e
r
R
i
g
h
t
s
We
l
l
3
A
/
B
2
,
8
0
0
2
,
2
3
2
2
,
8
0
0
(5
)
N
A
2
,
2
3
2
W
a
t
e
r
R
i
g
h
t
s
We
l
l
4
2
,
6
0
0
2
,
2
3
2
N
A
N
A
2
,
2
3
2
W
a
t
e
r
R
i
g
h
t
s
We
l
l
6
1
,
9
0
0
0
(6
)
3
,
5
0
0
(4
)
0
(6
)
0
W
a
t
e
r
R
i
g
h
t
s
We
l
l
7
3
,
5
0
0
0
(6
)
3
,
5
0
0
(4
)
0
(6
)
0
Water Rights
We
l
l
5
,
5
A
,
5
B
8
3
0
4
4
6
N
A
N
A
4
4
6
Water Rights
Al
g
o
n
a
W
e
l
l
0
1
0
8
N
A
N
A
0
Pumping
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1
,
2
5
0
1
,
2
5
0
(7
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2
,
3
0
6
1
,
1
8
0
(7
)
N
A
N
A
1
,
1
8
0
To
t
a
l
2
6
,
3
8
6
1
5
,
4
4
5
1
5
,
3
1
1
No
t
e
s
:
1.
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
2.
Ho
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
3.
We
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
a
l
l
e
y
S
e
r
v
i
c
e
A
r
e
a
,
2
4
2
P
r
e
s
s
u
r
e
Z
o
n
e
.
4.
Fu
l
m
e
r
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
5.
We
l
l
3
A
&
3
B
w
i
l
l
r
e
q
u
i
r
e
m
a
n
g
a
n
e
s
e
t
r
e
a
t
m
e
n
t
.
6.
We
l
l
s
6
a
n
d
7
a
r
e
a
d
d
i
t
i
v
e
t
o
W
e
l
l
s
1
,
2
,
3
A
,
3
B
,
a
n
d
4
;
t
h
e
r
e
f
o
r
e
t
h
e
p
u
m
p
i
n
g
c
a
n
n
o
t
e
x
c
e
e
d
u
n
u
s
e
d
p
r
i
m
a
r
y
w
a
t
e
r
r
i
g
h
t
s
i
n
t
h
e
Valley Well Field.
7.
No
t
a
w
a
t
e
r
r
i
g
h
t
.
V
a
l
u
e
s
b
a
s
e
d
o
n
c
o
n
t
r
a
c
t
u
a
l
w
h
o
l
e
s
a
l
e
a
g
r
e
e
m
e
n
t
w
i
t
h
T
a
c
o
m
a
.
October 2014 - DRAFT 6-28
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Ta
b
l
e
6.
1
3
I
m
p
r
o
v
e
d
S
u
p
p
l
y
F
a
c
i
l
i
t
i
e
s
A
D
D
A
b
i
l
i
t
y
t
o
P
u
m
p
–
R
e
d
u
n
d
a
n
c
y
S
c
e
n
a
r
i
o
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Su
p
p
l
y
S
o
u
r
c
e
Pu
m
p
i
n
g
Ca
p
a
c
i
t
y
(g
p
m
)
Pr
i
m
a
r
y
Wa
t
e
r
R
i
g
h
t
(Q
a
)
(
g
p
m
)
Ad
d
i
t
i
v
e
W
a
t
e
r
Ri
g
h
t
(
Q
a
)
(g
p
m
)
Tr
e
a
t
m
e
n
t
Ca
p
a
c
i
t
y
(
g
p
m
)
Ot
h
e
r
Li
m
i
t
a
t
i
o
n
s
(g
p
m
)
Ab
i
l
i
t
y
t
o
Pu
m
p
(
g
p
m
)
Limiting Component
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
3
,
0
0
0
(1
,
2
)
5
,
8
3
3
6
,
0
0
0
(3
)
N
A
1,
5
0
0
Redundancy Scenario
We
s
t
H
i
l
l
S
p
r
i
n
g
s
6
0
0
(4
)
6
2
6
N
A
N
A
6
0
0
We
l
l
1
2
,
2
0
0
6
9
4
2
,
2
0
0
(3
)
N
A
6
9
4
W
a
t
e
r
R
i
g
h
t
s
We
l
l
2
2
,
4
0
0
8
4
3
1
,
5
3
7
2
,
4
0
0
(5
)
N
A
0
W
a
t
e
r
R
i
g
h
t
s
We
l
l
3
A
/
B
2
,
8
0
0
2
,
2
3
2
2
,
8
0
0
(6
)
N
A
0
W
a
t
e
r
R
i
g
h
t
s
We
l
l
4
2
,
6
0
0
2
,
2
3
2
N
A
N
A
2
,
2
3
2
W
a
t
e
r
R
i
g
h
t
s
We
l
l
6
1
,
9
0
0
0
(7
)
3
,
5
0
0
(5
)
0
(7
)
1
,
2
0
1
W
a
t
e
r
R
i
g
h
t
s
We
l
l
7
3
,
5
0
0
0
(7
)
3
,
5
0
0
(5
)
0
(7
)
0
Water Rights
We
l
l
5
,
5
A
,
5
B
8
3
0
4
4
6
N
A
N
A
4
4
6
Water Rights
Al
g
o
n
a
W
e
l
l
0
1
0
8
N
A
N
A
0
P
u
m
p
i
n
g
B
S
t
r
e
e
t
I
n
t
e
r
t
i
e
1
,
2
5
0
1
,
2
5
0
(8
)
N
A
N
A
1
,
2
5
0
13
2
n
d
I
n
t
e
r
t
i
e
2
,
3
0
6
1
,
1
8
0
(8
)
N
A
N
A
1
,
1
8
1
To
t
a
l
1
4
,
6
8
6
1
5
,
4
4
5
9
,
1
0
3
No
t
e
s
:
1.
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
,
w
h
e
r
e
i
t
i
s
t
r
e
a
t
e
d
a
n
d
p
u
m
p
e
d
t
o
R
e
s
e
r
v
o
i
r
1
.
2.
As
t
h
e
l
a
r
g
e
s
t
s
o
u
r
c
e
,
i
t
i
s
a
s
s
u
m
e
d
t
o
b
e
o
f
f
l
i
n
e
f
o
r
6
m
o
n
t
h
s
p
e
r
t
h
e
C
i
t
y
’
s
r
e
d
u
n
d
a
n
c
y
c
r
i
t
e
r
i
a
.
3.
Ho
w
a
r
d
R
o
a
d
C
C
T
F
a
c
i
l
i
t
y
.
4.
We
s
t
H
i
l
l
S
p
r
i
n
g
s
f
l
o
w
s
b
y
g
r
a
v
i
t
y
t
o
t
h
e
V
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October 2014 - DRAFT 6-29
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
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October 2014 - DRAFT 6-32
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
Algona Well 1 has historically had substantial issues, ultimately leading to Algona obtaining
their supplies from the City in 1996. The existing well casing cannot reliably produce
supplies and the City plans to decommission it in the short-term planning horizon. The City
will conduct a study to identify potential options to use the water right in conjunction with the
well decommissioning. Based on the results of the study, the City will update its water
supply strategy.
6.5.2 Use of Wholesale Supplies
As part of the water supply strategy, the City intends to use cost-effective wholesale
supplies from Tacoma to their full extent. By using these supplies, the City gains more
flexibility in phasing the Valley Well Field improvements.
6.5.3 Secure Additional Supplies and Water Rights
The City has an application into the Ecology for new primary water rights. The new rights
will provide supply for the City, Algona, MIT, Covington Water District, and KC WD#111.
The City may also consider securing additional regional supplies.
6.5.4 Water Reuse
Reclaimed water, in the form of wastewater reuse, is a potential source of supply. The most
likely potential uses of reclaimed water are for irrigation and landscape purposes. However,
there are other potential uses, such as manufacturing, industrial operations and aquifer
recharge, depending on the degree to which reclaimed water is treated.
The City has a contract to send all of its sewage to the King County Metro sewer system,
placing prime responsibility to future wastewater reuse opportunities with the County, which
is the final manager of the sewage. One of King County’s goals in the Regional Water
Supply Planning effort is to explore the use of reclaimed water as a potential water supply.
The City has several potential end users for reclaimed water including golf courses,
cemeteries, and parks, as documented in the King County Reclaimed Water Checklist
provided in Appendix I. The City will continue to participate in local and regional wastewater
reuse planning efforts.
6.5.5 Continue an Aggressive Water Use Efficiency Program
The final element of the City’s supply strategy is to continue to reduce demand through an
aggressive water use efficiency program. The City has observed declining per account
water use for over a decade. The average water use per account has decreased 17 percent
from 2007 to 2013. Additionally, the current projections assume a MDD peak factor of 1.72
while the previous plan assumed a value of 1.8. The observed drop in the water use and
MDD peak factor can be attributed in part to the City’s water use efficiency program. which
is summarized in Chapter 8.
October 2014 - DRAFT 6-33
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc
6.5.6 Summary
The City plans to pursue a five-pronged water supply strategy to meet future demands. The
strategy includes improving existing supply sources, using cost-effective wholesale
supplies, securing new water rights, evaluating potential reuse opportunities and continuing
an aggressive water use efficiency program. Improvements include:
Rehabilitate Coal Creek Springs in the short-term.
Complete Well 7 Water Quality Treatment Phase 1 in the medium-term.
Make full use of the City’s Valley Well Field in the long-term.
Flexibility in implementing the Valley Well Field improvements can be gained through
continued use of cost-effective wholesale water. Continued water use efficiency gains may
also provide additional flexibility and allow improvements to be delayed. However, the City
will need to secure new water rights or additional regional supplies to meet its ultimate
demand. Reclaimed water should continue to be considered as a potential new supply in
addition to traditional sources.
6.6 GROUNDWATER MANAGEMENT
The City’s wellhead protection plan was updated as part of the Plan. Section 1428 of the
1986 Amendments to the Federal Safe Drinking Water Act (SDWA) mandates that each
state develop a wellhead protection program and that all federally defined public water
systems (in Washington, Group A systems) using groundwater as its source implement a
wellhead protection plan. In July 1994, the Washington Administrative Code (WAC)
addressed requirements for Group A public water systems (WAC 246-290) and was
modified to include mandatory wellhead protection measures. The legislative authority to
require wellhead protection (WHP) planning can be found in the Revised Code of
Washington (RCW) Chapters 43.20.050, 70.119A.060, and 70.119A.080.
6.6.1 Wellhead Protection Program
The overall goal of the state WHP program is to prevent the contamination of groundwater
used by Group A public water systems. This is to be accomplished by providing
management zones around public wells, identifying existing groundwater contamination
sources, and managing potential sources of groundwater contamination prior to their entry
into the drinking water system. Under the WAC, local public water systems have the
primary responsibility for developing and implementing local wellhead protection plans
(WHPP). However, due to the limited jurisdictional and regulatory authority afforded most
purveyors, coordination with other local, State, and Federal agencies is essential to the
successful implementation of a WHPP.
The DOH has developed regulations that require Group A water systems using
groundwater sources to develop and implement the WHPP (WAC 246-290-135). The
October 2014 - DRAFT 6-34
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objective is to prevent releases of contaminants to groundwater in areas that contribute
water to the public supply systems. The City’s Well Head Protection Report is included in
Appendix J.
The basic elements of a WHPP include:
Assessment of initial groundwater susceptibility for each water supply source.
Delineation of the WHP area that directly contributes groundwater to each water
supply well.
Inventory of land uses and identification of potential sources of contamination within
each WHPA.
Documentation of notification to owner/operators of known or potential hazards.
Development of spill prevention plans and water contingency plans that minimize or
eliminate the possibility of contamination to the groundwater supply and also
development of options for maintaining water supply in the event the aquifer
contributing to a source is contaminated.
The State of Washington WHPP applies to the City’s wells.
6.6.2 Wellhead Protection Area
The updated WHPP maintained the City’s existing Wellhead Protection Areas (WHPA).
Pacific Groundwater Group (PGG) initially delineated the City’s WHPAs in 1997, and later
updated them in 2000. Robinson, Noble, & Saltbush Inc. used these modeled capture
zones to perform a hazard assessment within the wellhead protection area. Therefore, the
WHPA are consistent with the King County critical areas ordinances and reflected in critical
aquifer recharge areas as described in the 2012 King County Ccomprehensive Plan
The US Geological Survey is currently completing groundwater flow modeling of the
Puyallup River Watershed, and the model area will cover the WHPP study area. The
resulting numerical computer model will likely allow the WHP areas to be refined, which will
capture updated aquifer characteristics, groundwater flow patterns, and increased detail in
the location of aquitard-deposits. During the next update of the WHP plan, we recommend
using the USGS model to re-define the WHPAs as the new model will represent an
expansion of and improvement over the older PGG work.
6.6.3 Existing and Potential Contamination Hazard Identification
The inventory of potential contamination sources within the WHPA was performed
according to the DOH publication: “Inventory of Potential Contaminant Sources in
Washington’s Wellhead Protection Areas (1993).” Parcel Insight (PI), an environmental
database research company, reviewed 27 federal and state databases for any known or
potential contaminant sites within a 5-mile radius of the center of the City of Auburn’s
service area. The sites in this radial search were narrowed further by their location in
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relation to WHPAs. An evaluation of various land-use categories and activities was also
performed. The results of the contamination source inventory include a list of potential and
known environmental hazards in proximity to the Auburn water system. From this process,
513 sites or categories of land-use activities were identified as known or potential hazards
to the City’s wells. . A field verification or “windshield survey” was performed by City staff to
verify the listed sites were appropriately located. These were prioritized and ranked
according to three factors; proximity of potential hazard to the WHPA; type of
contamination; distance from the groundwater source to the potential hazard (Appendix J).
This prioritization allows the WHP implementation process to address each site or land use
in a systematic manner.
6.6.4 Protection Strategies and Implementation Tasks
The completion of wellhead protection planning provides no safeguards unless effective
management strategies are implemented to prevent potential contamination of groundwater
sources. With the hazards identified, the WHPP provides 26 specific tasks for the City to
undertake to complete the process of implementing this wellhead protection program. Of
these, two tasks have been completed, four tasks have been removed as redundant, and 8
tasks are currently being completed. The ongoing and remaining tasks are listed in Table
6.10.
The tasks include a wide range of activities, including placing proper signage throughout
the WHPA, education of the public, proper zoning within the WHPA, annual review of
environmental databases, implementation of best management practices and the
cooperation between the City and appropriate enforcement and emergency response
agencies. It is not uncommon that the full list of goals or tasks cannot be immediately
adopted because there is insufficient resources available. Therefore, the City should
prioritize its WHP tasks in order to meet its overall goal of groundwater protection. Potential
prioritization criteria may include: time to complete, staff availability, cost, immediacy or
importance, practicality to complete given the City’s current resources, or the necessary
order of completion (some goals or tasks will logically precede others). It is recommended
that the City consider the prioritization of tasks annually, as well as when potential new
hazards are identified.
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Table 6.15 Protection Strategies and Implementation Tasks
Comprehensive Water Plan
City of Auburn
WHPP
Task
Number
Task Description Task Status
1 Include the City’s Emergency
Management Department (or its
equivalent) in the WHP planning
process.
Completed
2 Establish formal communication with
first responders and educate them
about the needs for wellhead
protection.
Remaining
3 Notify County health and planning
departments.
Ongoing
4 Consider seeking designation of the
WHP areas as a special protection
area.
Remaining
5 Create awareness of the wellhead
protection area by posting metal
“WATER SUPPLY PROTECTION
AREA” signs along major arterial
roads at the borders of the WHP
areas.
Remaining
6 Communicate the location of the
WHPA, explain basic WHP
concepts, and address specific WHP
concerns to industrial/commercial
site owners and local gravel mine
owners.
Completed
7 Increase public awareness through
notification letters to customers.
Remaining
8 Coordinate with King and Pierce
Counties to require engineering as-
builts of new septic system be
recorded with property deeds.
Remaining
9 and 24 Review routine leak detection
procedures for sewer lines, request
the use of “leak-proof” piping for new
sewer construction, and replace
older lines.
Remaining
10 Document the location and use of
petroleum pipelines and develop
appropriate emergency procedures.
Completed
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Table 6.15 Protection Strategies and Implementation Tasks
Comprehensive Water Plan
City of Auburn
WHPP
Task
Number
Task Description Task Status
11 Participate in regional groundwater
data development and management
program.
Ongoing
12 Encourage King and Pierce Counties
to maintain their delegated authority
of well-drilling inspection and
coordinate with this program to gain
advance notice of drilling in or near
the WHP areas.
Remaining
13 Ensure SEPA Evaluations include
WHP considerations.
Ongoing
14 Document the type and amount of
herbicide and pesticide application.
Ongoing
15 and 16 Annually review the Confirmed and
Suspected Contaminate Sites
(CSCSL), Leaking Underground
Storage Tank (LUST), and other
environmental database listings
within the WHP areas. Monitor
Washington Department of Ecology’s
(Ecology) progress in the cleanup of
contaminated sites within the
WHPA’s and encourage Ecology and
county inspection of RCRA
hazardous waste generator facilities.
Remaining
17 Promote and coordinate public
education programs on WHP
concerns.
Ongoing
18 Develop data on the number and
size of exempt underground tanks
within the half-year and one-year
WHP area zones. Also, promote and
coordinate public education
programs concerning underground
tank hazards, leak detection
methods, and proper removal and
closure procedures.
Remaining
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Table 6.15 Protection Strategies and Implementation Tasks
Comprehensive Water Plan
City of Auburn
WHPP
Task
Number
Task Description Task Status
19 Seek to have Ecology’s prioritize the
investigation of contaminated and
potentially-contaminated sites within
the WHP areas.
Remaining
20 Encourage development and use of
best management practices in
developments covering groundwater
protection.
Ongoing
21 Request County, State, and private
landowners to utilize vegetation
management to protect water quality.
Completed
22 Encourage thorough analysis of
groundwater impacts for siting,
operation, and reclamation of gravel
quarries and mines
Ongoing
23 Inventory abandoned or unused
wells in the six-month, one-year, and
five-year WHP area zones. Well
owners should be informed about
proper well decommissioning
procedures.
Remaining
25 Investigate the need and feasibility
for re-routing transport of hazardous
material through the WHP areas.
Also, create a formal Spill Response
Plan to describe the City’s
responsibilities and responses to a
major spill event under the State’s
Incident Command System.
Remaining
26 Work with responsible parties to
assess adequacy of stormwater
systems
Ongoing
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Chapter 7
WATER QUALITY
7.1 INTRODUCTION
The purpose of this chapter is to review current and upcoming regulations relevant to the
City of Auburn (City). This chapter includes the following:
Review of current and upcoming regulations.
Summary of the City’s water quality monitoring programs.
Summary of recent water quality testing results.
Summary of the Wholesale Interties Blending Evaluation.
Recommendations.
7.2 WATER QUALITY REGULATIONS
The Safe Drinking Water Act (SDWA) of 1974 established primary drinking water
regulations designed to ensure the distribution of safe drinking water. These regulations
were the first to be implemented at all public water systems in the U.S., covering both
chemical and microbial contaminants. These regulations consisted of standards for
18 parameters, referred to as the National Interim Primary Drinking Water Regulations.
They remained in place for over 10 years with minor revisions, including a revised fluoride
standard, addition of a total trihalomethanes standard, and interim regulations for
radionuclides in potable water.
In 1986, Congress passed widespread amendments to the SDWA, which significantly
altered the rate at which the United States Environmental Protection Agency (USEPA) was
to set drinking water standards. These amendments resulted in a three-fold increase in the
number of contaminants regulated. Also at that time, the National Interim and revised
Primary Drinking Water Regulations promulgated prior to 1986 were redefined as National
Primary Drinking Water Regulations.
The 1996 amendments to the SDWA greatly enhanced the existing law by recognizing
source water protection, operator training, funding for water system improvements, and
public information as important components of safe drinking water. Among others, the
1996 amendments required the USEPA to develop rules to balance risks between microbial
pathogens and disinfection by-products (DBP), named the Microbial/Disinfection By-
Product (M/DBP) Rules. Several rules emerged from this requirement, including the
Stage 1 and Stage 2 Disinfectants and Disinfection By-Products Rules, and the Interim,
Long Term 1 and Long Term 2 Enhanced Surface Water Treatment Rules.
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The SDWA gives the USEPA authority to delegate primary enforcement responsibilities, or
primacy, to individual states. Within the state of Washington, the Washington State
Department of Health (DOH) was given authority to enforce drinking water regulations. To
maintain authority to enforce drinking water regulations under the SDWA, a state must
adopt drinking water regulations at least as stringent as the federal standards. The
Washington regulations are contained in Title 246 of the Washington Administrative Code
(WAC).
The City’s water system is classified as a Group A - Community Water System by the DOH.
As a Group A system, the City is responsible for monitoring and complying with all
applicable SDWA and WAC regulations pertaining to source water and distribution system
water quality. USEPA regulations and accompanying state codes that pertain to the City are
described herein. The regulations are divided into three categories: source water quality,
distribution system water quality, and water quality programs.
The City also owns and operates the Braunwood satellite system located in southeast
Auburn. This system is classified as a Group A - Community Water System by the DOH.
The Braunwood development, also known as the Hidden Valley Acres development, is
discussed in detail in Chapter 5. The City regularly monitors the system as required and
has not had water quality issues. Therefore, it is not discussed further in this chapter.
7.2.1 Source Water Quality
Regulations that address source water quality for groundwater and surface water systems
are described herein. Historically, the City has relied on groundwater supplies from wells
and springs, which have been determined to not be under the direct influence of surface
waters (DOH 2004 for Coal Creek Springs). The City began to use surface water in 2012
through the B-St Wholesale Intertie with Tacoma Public Utilities (TPU). This supply,
referred to as the Regional Water Supply, originates from the Green River and the Howard
Hansen Dam. Therefore, the City is now required to meet the Surface Water Treatment
Rule. However, as a wholesale purchaser the City receives treated water from the Second
Supply Project, where Tacoma maintains compliance with the Interim Enhanced Surface
Water Rule, Long Term 1 and Long Term 2 Enhanced Surface Water Treatment Rules; and
the Filter Backwash Recycling Rule.
7.2.1.1 Primary and Secondary Drinking Water Regulations
National Primary Drinking Water Regulations set legally enforceable maximum contaminant
levels (MCLs) and established non-enforceable maximum contaminant level goals (MCLGs)
for water contaminants. MCLs base based on treatment technique requirements were not
summarized and are being addressed through the City’s existing facilities. A constituent’s
MCL is generally based on its public health goal (PHG), which is the level of a contaminant
in drinking water below which there is no known or expected health risk. Monitoring of
constituents with primary standards is addressed under WAC 246-290-300, with MCLs
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defined under WAC 246-290-310 and required follow-up actions for MCL violations
addressed under WAC 246-290-320.
The USEPA has also established secondary standards for 15 contaminants to address the
aesthetic quality of drinking water. Because the federal standards primarily address taste
and odor, rather than health issues, they are often used only as a guideline. Monitoring of
constituents with secondary standards is addressed under WAC 246-290-300, with
secondary MCLs defined under WAC 246-290-310. For new community water systems,
treatment for secondary contaminant MCL exceedances is required under
WAC 246-290-320 (3)(d). For other public water systems, the WAC stipulates that the
required follow-up action be determined by the DOH based on the degree of consumer
acceptance of the water quality and their willingness to bear the costs of meeting the
secondary standard.
7.2.1.2 Arsenic Rule (2001)
In January 2001, the USEPA promulgated a new standard that requires public water
systems to reduce arsenic levels in drinking water. The final rule became effective in
January 2006 and applies to all community water systems and non-transient, non-
community water systems, regardless of size. The rule not only establishes an MCL for
arsenic (0.010 mg/L), based on a running annual average (RAA) of quarterly results and an
MCLG for arsenic (zero), but also lists feasible technologies and affordable technologies for
small systems that can be used to comply with the MCL. However, systems are not
required to use the listed technologies in order to meet the MCL. The arsenic rule has been
adopted by the Washington DOH as a revision to the arsenic MCL under
WAC 246-290-310.
7.2.1.3 Radionuclide Rule (2000)
On December 7, 2000, the USEPA announced updated standards for radionuclides. This
rule became effective on December 8, 2003. All community water systems are required to
meet the MCLs, presented in Table 7.1, and requirements for monitoring and reporting. All
systems were required to complete initial monitoring and phase in the monitoring
requirements, between December 8, 2003 and December 30, 2007. Initially, utilities were
required to undergo four consecutive quarters of monitoring for gross alpha, combined
radium-226/-228, and uranium. Only systems considered “vulnerable” were required to
monitor for gross beta (quarterly samples), tritium, and strontium-90 (annual samples). The
initial monitoring was used to determine if a system would have to perform reduced or
increased monitoring. The City conducts reduced monitoring with a standard 6-year
sampling period. The Radionuclide Rule has been adopted by the Washington DOH;
monitoring is addressed under WAC 246-290-300, the MCLs are defined under
WAC 246-290-310 and required follow-up actions for MCL violations are addressed under
WAC 246-290-320.
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Table 7.1 Radionuclide Regulation
Comprehensive Water Plan
City of Auburn
Constituent MCL
Combined Radium-226 and Radium-228 5 pCi/L(1)
Gross Alpha Particle Activity (including Radium-226, but excluding
radon and uranium)
15 pCi/L
Beta Particle and Photon Emitters 4 millirems
per year
Uranium 30 μg/L
Notes:
(1) pCi/L = picocuries per liter.
7.2.1.4 Groundwater Rule (2007)
The USEPA enacted the final Groundwater Rule (GWR) January 8, 2007, for the purpose
of providing increased protection against microbial pathogens in public water systems that
use untreated groundwater. The GWR applies to public water systems that serve
groundwater as well as to any system that mixes surface and groundwater, if the
groundwater is added directly to the distribution system and is provided to customers
without treatment.
To implement the GWR, the USEPA is taking a risk-based approach to protect drinking
water from groundwater sources that have been identified as being at the greatest risk of
fecal contamination. This strategy includes four primary components:
1. Periodic sanitary surveys that require the evaluation of eight critical elements of a
public water system and the identification of significant deficiencies (such as a well
located near a leaking septic system).
2. Triggered source water monitoring when a system does not sufficiently disinfect
drinking water to achieve 4-log (99.99 percent) virus removal and identifies a positive
sample during its Total Coliform Rule monitoring and assessment monitoring (at state
discretion) targeted at high-risk systems.
3. Corrective action required for any system with a significant deficiency or evidence of
source water fecal contamination.
4. Compliance monitoring to ensure that treatment technology installed to treat drinking
water reliably achieves 4-log virus inactivation.
The GWR increased the frequency of sanitary surveys from once every five years to once
every three years. Initial sanitary surveys must be completed by December 31, 2012.
However, for community water systems that have been identified by the state as
outstanding performers (generally those that have treatment that provides 4 log virus
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inactivation or removal at all sources), the initial sanitary survey must be completed by
December 31, 2014. If a significant deficiency is found in the sanitary survey, then
corrective actions may be required by DOH. DOH completed a Sanitary Survey of the City’s
facility in September of 2012.
Triggered source water monitoring is required within 24 hours of positive total coliform
sample in the distribution system. Source water monitoring is conducted for Escherichia coli
(E. coli), rather than total coliform. If source water monitoring samples are positive for E.
coli, then corrective action or additional five samples within the next 24 hours will be
required. If a positive E. coli result is obtained in the additional samples, then corrective
action must be taken.
Corrective actions may be required as a result the sanitary survey or triggered source
monitoring. Significant deficiencies are defined as “a defect in the design, operation, or
maintenance, or a failure or malfunction of the sources, treatment, storage, or distribution
system that the Department of Health determines to be causing, or have the potential for
causing, the introduction of contamination into the water delivered to consumers. (DOH
2013 331-447)” Corrective actions can involve one or more of the following:
Correct all significant deficiencies.
Provide an alternative source of water.
Eliminate the source of contamination.
Provide 4-log treatment.
Systems have 45 days either to complete corrective actions or to comply with a corrective
action plan. Annual public notification will be required if a significant deficiency remains
uncorrected.
Compliance monitoring is required to prove that chlorine residual concentrations are high
enough to achieve 4-log virus inactivation. For the City, continuous monitoring would be
required. Failure to monitor, report, or provide adequate treatment will result in a violation
that at a minimum would require public notification of customers. For systems providing 4-
log virus inactivation, which is not the result of a corrective action, triggered source water
monitoring may be conducted instead of compliance monitoring.
7.2.1.5 Unregulated Contaminants
There are two programs that address contaminants for which future regulatory
requirements are being considered. The first is the USEPA Unregulated Contaminant
Monitoring (UCM) Program, which is used to collect occurrence data for contaminants
suspected to be present in drinking water, but that do not have health-based standards.
Depending on their size, utilities are required to monitor for a select list of contaminants,
which is reviewed every 5 years.
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The second is the Contaminant Candidate List (CCL). The USEPA is required to establish a
list of contaminants that aid in priority setting for the drinking water program. The USEPA
conducts research on health, analytical methods, treatment technologies, effectiveness,
costs, and occurrence for drinking water contaminants on the CCL. The second CCL
(CCL2) included 51 contaminants; regulatory determination that no action was required for
11 of the contaminants was made in 2008. The third CCL (CCL3) was published in 2009
and monitors 104 chemicals and 12 microbiological contaminants.
7.2.1.6 Surface Water Treatment Rule
The Surface Water Treatment Rule (SWTR) established filtration and disinfection as a
drinking water treatment technique in lieu of MCLs for Giardia lamblia, viruses, HPC
bacteria, Legionella, and turbidity. Promulgated on December 31, 1990, the SWTR requires
99 percent (2-log) removal and/or inactivation of Cryptosporidium, 99.9 percent (3 log)
removal and/or inactivation of Giardia cysts, and 99.99 percent (4 log) removal and/or
inactivation of viruses. As part of the SWTR, surface water systems must disinfect, must
filter water unless certain source water-quality and site-specific conditions are met, and
must be operated by qualified, certified personnel.
The Regional Water Supply was unfiltered during the period of sampling presented in this
Plan; therefore, the City must maintain a disinfectant residual throughout the water
distribution system. At entry points to the distribution system, residual disinfectant
concentrations cannot be <0.2 mg/L for more than 4 hours. At distribution system sample
locations, residual disinfectant concentrations cannot be undetectable in greater than 5% of
samples in a month, for any 2 consecutive months. Heterotrophic plate count (HPC) ≤
500/mL is deemed to have detectable residual disinfectant.
To meet the Long Term 2 Enhanced Surface Water Treatment Rule, the Green River
Filtration Facility was constructed to filter the regional supply. With the facility’s completion
in late 2014, the City’s wholesale source will comply with these more stringent
requirements.
Groundwater under the influence of surface water (GWUI) is regulated by the SWTR. The
intent is to provide the same level of treatment for groundwater sources that are at risk for
contamination by pathogens as surface water supplies. As previously stated, the City does
not have any sources that are considered to the GWUI.
7.2.2 Distribution System Water Quality
Regulations that address distribution system water quality are described herein.
7.2.2.1 Total Coliform Rule (1989)
The Total Coliform Rule (TCR) was promulgated in 1989, and established an MCLG of zero
for total and fecal coliforms. The rule requires that less than 5 percent of distribution system
samples collected each month be positive for the presence of total coliform bacteria.
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Positive samples must be further analyzed for E. coli and fecal coliform. If two consecutive
samples in the system are total coliform positive and one is also positive for fecal coliform
or E. coli, it is considered an acute MCL violation, resulting in notification and further
monitoring requirements.
Secondary disinfection is required under the TCR in accordance with the following:
A minimum disinfectant residual of 0.2 mg/L free chlorine or 0.5 mg/L chloramines
measured as total chlorine must be continually present at the entrance of the
distribution system, with a detectable chlorine residual maintained throughout the
distribution system.
A sample with HPCs less than 500 cfu/100 mL is assumed to carry the required
minimum residual.
The TCR has been adopted by the Washington DOH; monitoring requirements are defined
under WAC 246-290-300, acute and non-acute MCL violations are defined under
WAC 246-290-310 (2), and required follow-up actions are specified under
WAC 246-290-320.
The EPA published the final Revised TCR on February 13, 2013. The final Revised TCR:
“Requires public water systems that are vulnerable to microbial contamination to identify
and fix problems; and Establishes criteria for public water systems to qualify for and stay on
reduced monitoring, which could reduce water system burden and provide incentives for
better system operation. (EPA 2012).” Public water systems must comply with the rule by
April 1, 2016. DOH’s rule making to adopt the Revised TCR is ongoing and is expected to
be adopted in spring of 2015.
The Revised TCR removes the MCL and MCLG for total coliform, as well as the non-acute
MCL. Rather, the Revised TCR establishes a MCL and MCLG for E. coli, as well as a
treatment technique for coliforms. The Revised TRC maintains the same routine monitoring
structure as the 1989 rule using Total Coliforms to indicate if a “pathway” for contamination
exists in the distributions system. Total Coliform positive samples trigger additional
assessment that includes monitoring for E. Coli. MCL violations are based on sampling
during these assessments. If sanitary defects are found, then the rule requires corrective
actions. Public notification is required if an E. Coli violation occurs or if the water system
fails to conduct the required assessment or corrective actions.
Rule revisions will require existing Coliform Monitoring Plans to be updated. In April 2013,
DOH has updated its guidance called “Preparing a coliform monitoring plan (DOH 2013,
331-036)”. Additionally, it has prepared a number of checklists and examples of coliform
monitoring plans. Updated Coliform Monitoring Plans will provide the necessary plans and
procedures to implement the Revised TCR. The City’s updated Coliform Monitoring Plan is
presented in Chapter 12 and is based on these new guides.
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7.2.2.2 Lead and Copper Rule (1991/2000)
The federal Lead and Copper Rule was finalized in June 1991. In lieu of MCLs, this rule
established an action level for lead of 0.015 mg/L and for copper of 1.3 mg/L in more than
10 percent of customer tap samples, and MCLGs of 0 mg/L for lead and 1.3 mg/L for
copper. Exceeding the action level is not a violation, but triggers additional action including
water quality parameter monitoring, corrosion control treatment, source water
monitoring/treatment, public education, and lead service line replacement.
On January 12, 2000, the USEPA promulgated the Lead and Copper Rule Minor Revisions
(LCRMR) to streamline requirements, promote consistent national implementation, and in
many cases, reduce the burden on water systems. The LCRMR does not change the action
levels or the rule's basic requirements to optimize corrosion control. The modified rule
addresses seven broad categories:
1. Demonstration of optimal corrosion control.
2. Lead service line replacement requirements.
3. Public education requirements.
4. Monitoring requirements.
5. Analytical methods.
6. Reporting and record-keeping requirements.
7. Special primacy considerations.
State regulations for lead and copper monitoring are outlined in detail in
WAC 246-290-300 (5).
7.2.2.3 Stage 1 Disinfectants and Disinfection By-Products (1998)
The Stage 1 Disinfectants and Disinfection By-Products Rule (DBPR) was promulgated in
December 1998. The portions of the Stage 1 DBPR relevant to the City are the MCLs for
total trihalomethanes (TTHMs) and 5 haloacetic acids (HAA5) of 0.080 and 0.060 mg/L,
respectively. Compliance with the TTHM and HAA5 MCLs is based on a system-wide
Running Annual Average (RAA) of quarterly samples taken in the distribution system. The
Stage 1 DBPR also introduced a maximum residual disinfectant level (MRDLs) of 4 mg/L
for free chlorine, based on an RAA of samples collected concurrent with TCR monitoring.
The Stage 1 DBPR requires the development of a monitoring plan, as described in
WAC 246-290-300. The MCLs are defined in WAC 246-290-310 and the required follow-up
actions in WAC 246-290-320.
7.2.2.4 Stage 2 Disinfectants and Disinfection By-Products Rule (2006)
The Stage 2 DBPR was promulgated by the USEPA on January 4, 2006. The key
provisions of the Stage 2 DBPR consist of:
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An Initial Distribution System Evaluation (IDSE) to identify distribution system
locations with high DBP concentrations. Further information is provided below.
Site-specific locational running annual averages (LRAAs) instead of system-wide
RAAs to calculate compliance data. LRAAs will strengthen public health protection by
eliminating the potential for groups of customers to receive elevated levels of DBPs
on a consistent basis.
The MCLs for TTHM and HAA5 remain unchanged from the Stage 1 DBPR at 0.080 and
0.060 mg/L, respectively, although they will now be calculated as LRAAs.
The IDSE is the first step in Stage 2 DBPR compliance. It intends to identify sampling
locations for Stage 2 DBPR compliance monitoring that represent distribution system sites
with high TTHM and HAA5 levels. For systems serving more than 500 people, three options
are available for the IDSE:
40/30 Waiver, which allows systems with no samples exceeding TTHM and HAA5
concentrations of 40 and 30 μg/L, respectively, during 8 consecutive quarters to apply
to waive the IDSE requirements.
Standard Monitoring Program (SMP), which involves a 1-year distribution system
monitoring effort to determine locations that routinely show high TTHM and HAA5
concentrations.
System-Specific Study (SSS), based on historical data and a system model.
The Washington DOH has assumed responsibility for the Stage 2 DBPR in January 2010.
Auburn was granted a 40/30 Waiver in August of 2013; therefore no IDSE was required.
The City conducted Stage 2 sampling in 2012 ahead of this deadline. The City conducts
quarterly monitoring at eight sites for TTHM and HAA5.
7.2.3 Water Quality Programs
Required water quality programs are described herein.
7.2.3.1 Consumer Confidence Reports
Under the 1996 amendments to the SDWA, community water systems are required to
provide an annual Consumer Confidence Report (CCR). The annual reports must be
distributed to customers and include information on the following:
Drinking water sources.
Definition of terms.
Concentrations of any regulated constituents detected in the water, along with their
respective maximum contaminant levels and maximum contaminant level goals.
December 2014 – DRAFT 7-10
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc
Information on health effects for any constituents at concentrations that exceed their
respective MCLs.
Concentrations of unregulated constituents, as required by the USEPA.
In addition to the CCR, water quality data is provided to the City’s wholesale customers.
7.2.3.2 Public Notification Rule
The Public Notification Rule (PNR) requires that public water systems notify their customers
when they violate USEPA or State regulations (including monitoring requirements) or
otherwise provide drinking water that may pose a risk to consumer’s health. The original
public notification requirements were established in the SDWA; the revised PNR was
promulgated in 2000 as required by the 1996 SDWA amendments.
The PNR establishes three notification levels:
Immediate Notice (Tier 1): In a situation where there is the potential for human health
to be immediately impacted, notification is required within 24 hours.
Notice As Soon As Possible (Tier 2): In a situation where an MCL is exceeded or
water has not been treated properly, but there is no immediate threat to human
health, notification is required as soon as possible and within 30 days.
Annual Notice (Tier 3): In a situation where a standard is violated that does not
directly impact human health, notice must be provided within one year, likely within
the system’s CCR.
Public notification requirements are addressed as part of the follow-up actions in
WAC 246-290-320.
7.3 MONITORING PRACTICES
The City is primarily responsible for monitoring source and distribution system water quality,
based on the monitoring programs described herein. This section documents current
monitoring practices. All sampling is conducted in accordance with annual Water Quality
Monitoring Schedule received from DOH.
National Primary and Secondary Drinking Water Regulations. Compliance with primary
and secondary MCLs is determined through the following monitoring programs:
Inorganic Chemical and Physical Parameter Monitoring. This includes monitoring of
the following primary constituents: antimony, barium, beryllium, cadmium, chromium,
cyanide, fluoride, mercury, nickel, selenium, sodium, and thallium. The following
constituents and physical parameters with secondary MCLs are also monitored:
chloride, color, hardness, iron, manganese, specific conductivity, silver, sulfate,
turbidity, total dissolved solids, and zinc. Monitoring of these constituents varies by
source between once every 36-month compliance period to once every 9 years.
December 2014 – DRAFT 7-11
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc
However, the City typically monitors these constituents every 12 months, during the
month of July. Samples are collected at each source, at the entry point following
treatment.
Asbestos Monitoring. Asbestos sampling is usually required once every 36-month
compliance period. However, the City has a waiver that requires sampling only once
every nine years at three distribution system sample sites. No data was collected
during the study period.
Nitrate and Nitrite Monitoring. Nitrate (N) and nitrite (as N) are monitored once every
12 months, during the month of July. This reduced monitoring frequency is granted by
the State after determining concentrations in the system are reliably and consistently
less than the MCL. Samples are collected at all sources, at the entry point following
treatment.
Volatile Organic Compounds (VOC) Monitoring. Monitoring of these constituents
varies by source between once every 36-month compliance period to once every 6
years. This reduced sampling frequency is granted by the State to sources with no
previous detection of any VOC in any collected sample. More frequent, annual
sampling is required for Wells 2 and 6, which are both currently represented by the
corrosion control treatment (CCT) facility at Fulmer Field Park. Sampling is conducted
at all sources, at the entry point following treatment.
Synthetic Organic Compounds(SOC) Monitoring. Sampling for SOCs, such as
herbicides, pesticides, and soil fumigants monitoring has been waived for a three to
nine year period depending on SOC category. This reduced monitoring frequency is
granted to systems that did not detect a contaminant during an initial compliance
period. Sampling is conducted at all sources, at the entry point following treatment.
There are a number of SOCs that have statewide waivers, including dioxin, endothall,
glyphosphate, and ethylene dibromide and other soil fumigants.
Radionuclide Monitoring. Radionuclide monitoring currently consists of Radium-228
monitoring on a standard 6-year compliance period at all entry points following
treatment. Additionally, Gross alpha is monitored at the Fulmer Field CCT Facility.
Total Coliform Rule. The City currently conducts monitoring at 60 TCR sites for total and
fecal coliform. Sampling is conducted at one quarter of the routine sample locations each
week during the first four weeks of a month. The City also monitors weekly for total and
fecal coliform at Coal Creek Springs and West Hill Springs at their respective collector
vaults as well as after treatment at West Hill Springs, Howard Road and Fulmer Field CCT
Facilities, and several additional sites to support operations on a weekly basis.
Residual Disinfectant Concentration Monitoring. Chlorine dosing and concentration
levels are sampled daily at the system’s chlorination sites. In addition, free chlorine
concentrations are monitored concurrent with TCR monitoring.
December 2014 – DRAFT 7-12
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc
Stage 1 DBPR. The City conducted annual monitoring of six distribution system sample
sites for TTHM and HAA5. Monitoring was conducted during the month of peak temperature
(assumed to be August). Stage 1 DBPR monitoring was superseded in 2012 with Stage 2
DBPR monitoring.
Stage2 DBPR. Stage 2 DBPR monitoring began in 2012. The City conducts quarterly
monitoring of eight distribution system sample sites for TTHM and HAA5. LRAAs are
generated for each site.
Lead and Copper Rule. The City collects tap water samples from 30 distribution system
sites once during each 36-month compliance period for lead and copper monitoring.
Fluoride. The City conducts monthly sampling within the distribution system to determine
concentration of fluoride. This sampling is in addition to the inorganic source monitoring
required by DOH. The City does not add fluoride; however, fluoride is added to TPU
wholesale supplies. Sampling is conducted, for informational purposes only, to monitor the
blending of RWSS water within the distribution system and answer customers questions
regarding fluoride in the City’s water.
7.4 WATER QUALITY EVALUATION
This section documents the City’s past and projected future compliance with the water
quality regulations discussed above.
7.4.1 Source Water Quality
Monitoring data for 2008 through 2013 for inorganic constituents, physical parameters,
SOCs, and VOCs were reviewed. All constituents are currently below their respective MCLs
and future compliance is anticipated. Table 7.2 summarizes the inorganic chemical and
physical constituents identified in the City’s wells based on data provided by City staff.
Since 2007, Wells 2, 6 and 7 are represented by samples collected from the Fulmer Field
CCT Facility. Wells 3A, 3B, and 5B were not used during this period and were therefore not
sampled. In addition to City sampling, TPU provides water quality data for the provided
wholesale supply. With the exception of one secondary contaminant, iron, all regulated
primary or secondary contaminants are well below their respective MCLs.
Iron concentrations in Well 1, Well 4, and Well 5A exceeded the Secondary standard of 0.3
mg/L. Secondary standards represent non-public health concerns that are not-enforceable
and generally concern the aesthetic qualities of the water. The elevated concentrations of
iron occurred in both 2011 and 2013 in Well #1, where no sampling was conducted in 2012.
Iron concentrations in the source from 2008 through 2010 were non-detectable. Elevated
concentrations of iron in Well 4 and Well 5A occurred in 2013 and 2011, respectively. Iron
concentrations in all other years were non-detectable. Historically, sampling of Well 1 has
detected similar concentrations of iron periodically. Iron concentrations of 0.67 mg/L were
detected in Well 5A during the 2001; however, all other samples since 1998 have been
December 2014 – DRAFT 7-13
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc
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December 2014 – DRAFT 7-14
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc
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December 2014 – DRAFT 7-15
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below or near the detection level. Other than 2013, all Well 4 samples since 1998 have
been below the detection limit. Given this historical data, these elevated levels appear to be
periodic.
Synthetic organic compounds were monitored in all of the City’s sources in 2012, except
Well No. 1 that was sampled in 2010; all constituents were below the detection limit. The
City was granted waivers for reduced monitoring; therefore, no additional samples were
taken.
Volatile organic compound (VOC) were monitored in all the City’s active sources at least
once since 2008. VOCs were found in the 2010 sampling of Coal Creek Springs. Five
unregulated VOCs were found in the sample, which are summarized in Table 7.3. Sample
concentrations in all other years were below their respective detection limits.
Table 7.3 Detected Volatile and Synthetic Organic Compounds
Comprehensive Water Plan
City of Auburn
Constituent Source, Year Concentration
(ug/L) MCL (ug/L)
Chloroform Coal Creek Spring, 2010 1.2 None(1)
Bromodichloromethane Coal Creek Spring, 2010 1.7 None(1)
Chlorodibromomethane Coal Creek Spring, 2010 2.2 None(1)
Bromoform Coal Creek Spring, 2010 1.0 None(1)
Total Trihalomethanes Coal Creek Spring, 2010 6.1 None(1)
Notes:
(1) EPA Unregulated VOC.
Trichloroethylene and tetrachloroethylene were detected in sampling of Wells 2 and 6 in
2003 and 2004 has not been detected in the more recent sampling. No VOCs were
detected in the other sources.
Radionuclide monitoring of all sources was conducted in 2010; levels in all sources were
below their respective detection limits. Sampling for Gross Alpha Particle Activity and
Radium-228 was conducted at the Well 1 in 2009; levels in both constituents were again
below their respective detection limits.
7.4.1.1.1 Recommendations
The City is in compliance with all surface water quality rules. It is recommended that the
City continue its monitoring program. Additionally, the City should continue to coordinate
with Tacoma to address any issues with the Regional Supply if they arise.
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7.4.1.2 Groundwater Rule
Chlorination is added at the majority of the City’s wells to maintain safe water supplies. The
exceptions are Wells 3A and 3B, which are currently not in service, and Well 5, which
serves the Lakeland Hills area. The last Sanitary Survey was completed by DOH in
September 2012 and found only minor deficiencies. The City does not anticipate that a
significant deficiency will be identified in the next Sanitary Survey. The last positive total
coliform sample was asingle positive sample that occurred in 2008. While unlikely, the City
is prepared to respond if Total Coliform is found in the distribution system through triggered
monitoring.
Triggered monitoring and Sanitary Surveys may result in corrective actions. These
corrective actions may require additional CIP projects to improve significant deficiencies in
source or distribution system infrastructure or additional disinfection. Impacts of increased
disinfection potentially required as a corrective action by the Groundwater Rule may
include:
Potential for increased DBP formation.
Increased corrosiveness of the water.
Capital and O&M costs for treatment and disinfection facilities.
Additional costs for triggered source water monitoring.
To reduce the risk of contamination from E. coli the City may be required to use alternative
sources. The City’s Emergency Response Plan identifies a number of supply sources that
may be used in an emergency outage. Additional water supply contingency plans can be
found in the City’s Water Resource Protection Program.
7.4.1.2.1 Recommendations
There are no major concerns with the City’s compliance with the Ground Water Rule. It is
recommended that the City continue to correct the minor deficiencies identified in the
sanitary survey. The City should correct the deficiencies identified in the 2012 Sanitary
Survey. Additional actions under the GWR may be required; it is anticipated that such
requirements will be communicated to the City by the DOH as they are adopted. The issues
identified in the survey and required actions are summarized in Table 7.4 below.
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Table 7.4 Summary of Issues Identified in 2012 Sanitary Survey
Comprehensive Water Plan
City of Auburn
Issues/Recommended Improvements Required Action (if any)
Sources and Treatment
West Hill Springs Add control valve shut-down. Add Tide-
flex valve to overflow.
Howard Road and
Fulmer Field CCT
Facilities
Verify if the clearwells have overflows that
are adequately screened.
Completed
Well 1 Confirm a raw water tap is installed Completed
Well 2 Confirm a screened vent is installed Currently no pump in Well
2
Well 4 Seal opening around electrical box
penetration
Completed
Well 5 Confirm raw water sample tap is installed
and add a screen vent.
Completed
Well 5A Confirm raw water sample tap and screen
vent is installed.
Completed
Well 7 Install fine screen on inside of coarse
screen at concrete flow box located at
Well 7.
Completed
Storage
Reservoir 1 Install fine screen or Tide-flex valve on
the overflow pipe located at Howard Road
CCT Facility.
Routinely clean out gutter drain as
needed to prevent trapped stormwater
from entering tank.
Completed
New hatch installed
Reservoir 2 Consider adding fine mesh screen on
inside of reservoir vent.
Routinely clean out gutter drain as
needed to prevent trapped stormwater
from entering tank.
Completed
New hatch installed
General Ensure Hatches without gaskets have a
tight seal to prevent any potential for
contamination entering the reservoir.
New hatches installed
General Work to modify the overflow pipelines at
each reservoir to incorporate an air gap
and screen/flapper valve to keep each
reservoir safe from potential
contamination.
Inform DOH of plan of
action to complete
improvements.
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Table 7.4 Summary of Issues Identified in 2012 Sanitary Survey
Comprehensive Water Plan
City of Auburn
Issues/Recommended Improvements Required Action (if any)
Management and Operations
Water System Plan
(WSP)
Submit plan to avoid losing distribution
design exemption and green (in
compliance) operating permit status.
Provide written notice to
DOH when WSP is
submitted.
Water Facilities
Inventory
Add 132nd Ave SE intertie to the City’s
Water Facilities Inventory.
Completed
Total Coliform Rule Include updated Coliform Monitoring Plan
with the WSP. Update sample locations
and address how the City plans to comply
with the Groundwater Rule.
Provide updated Coliform
Monitoring Plan with WSP.
7.4.1.3 Surface Water Treatment Rule
The SWTR and associated compliance activities have been implemented since 2012 in
conjunction with receiving wholesale water from the Regional Water Supply System
(RWSS). The City monitors chlorine residual levels at the B St and the 132 Ave interties
with the RWSS. The chlorine residual in the water obtained from the RWSS range on
average from 0.6 to 1.4 mg/L.
7.4.1.3.1 Recommendations
There are no major concerns with meeting the Surface Water Treatment Rule. With the
filtration of the Regional Supply, the City no longer needs to meet the disinfection
requirements of the unfiltered systems. It is recommended that the City add continuous
chlorine analyzers at each intertie with SCADA connections to monitor and record residual
at the interties.
7.4.2 Distribution System Water Quality
The City has no current or anticipated challenges meeting distribution system water quality
requirements, based on data provided by the City and input from City staff. The water
quality data relevant to each regulation are summarized herein.
7.4.2.1 Total Coliform Rule
Auburn prepared its original Coliform Monitoring Plan (CMP) in 1991 in accordance with the
TCR and makes modifications as needed to continue compliance. The City has updated the
CMP as part of this Plan to confirm with new DOH guidance and the Revised TCR.
The monitoring frequency under the TCR for total coliforms is based on the population
served by the system. In accordance with the TRC, systems that serve between 50,001 -
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60,000 people are required to collect 60 representative samples every month. Samples are
taken throughout the system. This represents an increase from the previous Plan.
The City uses two types of disinfectant for treatment, chlorine gas and sodium hypochlorite,
which both produce free chlorine residuals in the distribution system. Monthly average
chlorine residuals throughout the distribution system ranged from 0.63 to 0.77 mg/L over
the period from 2008 to 2013, as summarized in Table 7.5. Although the range of chlorine
residuals appears to vary throughout the year, the levels appear relatively consistent from
year to year. Ongoing improvements to chlorination facilities at Well 1 and Well 4 are
expected to maintain or improve the level of total chlorine residuals in the system.
Table 7.5 Total Chlorine Residuals
Comprehensive Water Plan
City of Auburn
Sample Results (mg/L)
Year Average Range
2008 0.64 0.01 - 1.9
2009 0.66 0.02 - 1.18
2010 0.63 0 - 1.2
2011 0.67 0.11 - 1.1
2012 0.71 0.05 - 1.44
2013 0.77 0.38 - 1.9
Chlorine residuals at the 60 individual sites were also evaluated to determine if average
chlorine residuals were less than 0.5 mg/L, which was considered an indication of areas of
lower chlorine residual. Four of the 60 sites had low average chlorine as are presented in
Table 7.6. Two of the sites had minimum residuals less than 0.1 mg/L, which was
considered very low. The City may wish to evaluate and address the cause of the low
chlorine residuals at these sites.
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Table 7.6 Sample Sites with Low Chlorine Residuals
Comprehensive Water Plan
City of Auburn
Site
Number Address
Average Residual
(mg/L)(1)
Minimum Residual
(mg/L)(1)
C-46 710 47 St SE 0.49 0.30
C-13 5110 Mill Pond Dr SE 0.49 0.09
C-31 Elizabeth Ave SE 0.46 0.09
B-1 4431 47 St SE 0.44 0.35
Note:
(1) Based on chlorine residual data collected between 2008 and 2013.
The City also monitors chlorine residual at the Braunwood satellite service area. Average
chlorine residuals for this area was 0.44 mg/L. A single sample in December 2010
registered no chlorine residual at this site. Since 2012, the City has maintained total
chlorine residual above 0.3 mg/L.
7.4.2.2 Stage 1 and 2 Disinfectants/Disinfection By-products Rules
The City conducted both Stage 1 DBPR and Stage 2 DBPR monitoring since the last
planning period. TTHM and HAA5 data was collected at six locations under the Stage 1
DBPR from 2008 through 2011, when the City was supplied completely by groundwater. All
samples were well below the concentrations that the DOH uses to determine whether a
water system qualifies for reduced monitoring (0.040 mg/L TTHMs; 0.030 mg/L HAA5) as
shown in Table 7.7. Note, the City’s TTHM and HAA5 monitoring has been conducted once
per year during the month with the warmest water temperature (i.e. July or August).
The City was required to begin Stage 2 DBPR compliance monitoring starting in April of
2012, because the City’s current population served has exceeded 50,000 people. Sampling
was conducted at eight Stage 2 sample sites in 2012, as presented in Table 7.8.
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Table 7.7 Stage 1 Disinfection By-Product Rule Monitoring Summary
Comprehensive Water Plan
City of Auburn
Sample Site
Total Trihalomethane
Concentration
(μg/L)
Haloacetic Acid 5
Concentration
(μg/L)
Average (1) Max Average (1) Max
2001 36th St SE 5.8 10.4 ND ND
31512 115th Pl SE 3.5 5.8 ND ND
3615 Orchard St SE 4.5 5.7 ND ND
3705 West Valley Hwy N 8.3 13.2 1.5 3.0
5208 Nathan Loop 3.9 12.7 1.1 4.4
710 47th St SE 1.6 3.1 ND ND
Notes:
(1) Average concentrations calculated assuming a concentration of 0 μg/L for all non-detect
samples.
Table 7.8 Stage 2 Disinfection By-Product Rule Monitoring Summary
Comprehensive Water Plan
City of Auburn
Sample Site
Total
Trihalomethane
Concentration
(μg/L)
Haloacetic Acid 5
Concentration
(μg/L)
LRAA (1, 2) LRAA (1, 3)
1212 12th St NE 3.3 ND
2001 36th St SE 8.7 1.4
29309 112th Ave SE 12.9 10.7
31512 115th Pl SE 8.3 4.6
3615 Orchard St SE 8 ND
3705 West Valley Hwy N 10.4 4.7
5208 Nathan Loop SE 3.2 ND
710 47th St SE 3.2 ND
Notes:
(1) LRAA = Locational Running Annual Average.
(2) Total Trihalomethane is MCL is 80 μg/L.
(3) Haloacetic Acid 5 is MCL is 60 μg/L.
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7.4.2.3 Lead and Copper Monitoring
Copper levels exceeded the action levels in samples collected in 1993. Based on these
results, the City and the DOH entered into a Bilateral Compliance Agreement in 1996 that
identified treatment options and schedules for the implementation of corrosion control
facilities. New corrosion facilities at the Howard Road/Coal Creek Springs Pump Station
and Fulmer Field Park were completed in 2002. The treatment systems use air stripping
towers to remove naturally occurring carbon dioxide, increasing the pH. The Howard Road
CCT Facility treats water from Coal Creek Springs. Well 1 will also be treated upon
completion of ongoing improvements. Fulmer Field CCT Facility treats water from Wells 2,
6, and 7. The pH of the Regional Water Supply is also adjusted for corrosion control before
distribution to the City.
The City resumed lead and copper sampling on the regular schedule required under the
LCR, starting in 2007. For the City, the LCR requires that at least 30 water samples be
collected each 36-month compliance period. Results from the 2012 sampling are presented
in Table 7.9. Since the corrosion control facilities were constructed, the copper levels have
been well below the action level.
Table 7.9 Lead and Copper Concentrations
Comprehensive Water Plan
City of Auburn
Constituent 2012
Copper Concentrations (mg/L)
Copper range <0.07 - 17
Copper 90th percentile 0.17
Lead Concentrations (mg/L)
Lead range <0.001
Lead 90th percentile <0.001
7.4.3 Water Quality Programs
The City’s compliance with the water quality programs is as follows:
7.4.3.1 Consumer Confidence Reports
The City’s first CCR was distributed in October 1999, as required by DOH. Subsequent
annual reports have been distributed in 2000 through 2013, as required. The City’s 2013
CCR is provided in Appendix K.
7.4.3.2 Public Notification Rule
The public notification requirements were updated in 2011. The requirements reduce the
period of time water suppliers have to inform customers of any situation that may
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immediately pose a health risk from 72 to 24 hours. For less serious problems, the City can
combine notices and make them shorter and easier to understand. Additionally, the new
requirements make the standard health effects language more concise, thus making it
easier for the City to issue notices. The full public notification requirements can be found in
40 CFR 141.201 - 208, and in WAC 246-290-320. The City should review the new
regulations to ensure City procedures are in compliance, if such a review has not yet been
completed.
7.5 BLENDING STUDY
The City began using the RWSS as a primary source of supply to augment their existing
groundwater well sources. This new supply is surface water from the Green River, which is
a departure from the City’s historical groundwater supplies. Both the City and RWSS water
quality is regulated by the DOH. However, the City has recognized that blending surface
water with groundwater may have an impact on water quality as it relates to changes in
corrosion potential, compliance with the lead and copper rule, presence of DBPs, volatile
organic compounds (VOCs), and changes to historical water quality parameters. Therefore,
a blending study was conducted in 2012 to identify possible water quality issues for primary
maximum contaminant levels (MCL), secondary MCLs (SMCL), and corrosion parameters.
The study was conducted in accordance with WAC Section 246-290-132. All of the analysis
was conducted at the desktop level with modeling and mathematical software using the
information and data supplied by the City. No bench-scale studies or testing the actual
water quality of blended samples was performed. The results of this analysis were
documented in Technical Memorandum No. 1 Blending Study (Carollo 2013). Results were
also summarized in the Project Reports for the City’s two wholesale interties: B St. NW and
132nd Ave SE.
7.5.1 Blending Scenarios
Four scenarios of blending City water with TPU water are presented in Table 7.10. The
study was conducted for the B Street NW intertie; however, results of the study are valid for
the 132nd Avenue SE intertie as well. Both locations receive water from the same source,
the RWSS. The evaluated scenarios are based on the initial wholesale water agreement of
1,250 gpm, as well as the physical capability of the intertie. These scenarios represent the
range of expected blending ratios, which represent the amount of City supply to TPU water.
Scenario 2 has proportionally the least amount of water from TPU, 14.7:1, and Scenario 3
has proportionally the most amount of water from TPU, 0.9:1.
The new wholesale water agreement, provides up to an annual daily average of 2,431 gpm
(3.5 mgd) annually and 3,556 gpm (5.12 mgd) on the MDD. The resulting blending ratios
vary between 3.5:1 and 2.1:1. This level of blending is within the range evaluated;
therefore, the results are applicable for new wholesale water agreement
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7.5.2 Blending Evaluation
Results of the study demonstrate that the blending of City water with TPU water results in
water quality characteristics that meet Primary and Secondary Drinking Water Standards,
as shown in Table 7.11 and Table 7.12. The levels of DBPs (both TTHMs and HAA5) from
the City sources and RWSS were also evaluated. Under all blending scenarios, the
anticipated TTHM and HAA5 values are below the 80 g/L and 60 g/L MCL, respectively.
Turbidity and color have been identified as possible aesthetic changes from the City supply
water quality but are considered acceptable with respect to water quality standards.
However, changes to blended water turbidity and color may or may not be noted by
consumers due to the higher turbidity and color of the RWSS. The Green River Filtration
Facility will remove TDS and some of the color-forming constituents from the water prior to
distribution, which will result in values consistent with the City’s current groundwater supply.
Table 7.10 Blended Water: Water Quality Scenarios for Intertie to Tacoma Public
Utilities
Comprehensive Water Plan
City of Auburn
Scenario Blending Ratio
(City/TPU Supply)
Auburn Supply,
gpm
RWSS, gpm
1 7.8/1 9,750 1,250
2 14.7/1 10,300 700
3 0.9/1.0 2,000 2,200
4 5.1/1 3,500 700
Table 7.11 Blended Water: Primary Drinking Water Standards for Intertie to
Tacoma Public Utilities
Comprehensive Water Plan
City of Auburn
Parameter Units MCL Scenario 1 Scenario 2 Scenario 3 Scenario 4
Inorganic Chemicals
Arsenic mg/L 0.010 0.004 0.004 0.005 0.004
Asbestos MFL 7 -(3) - - -
Barium mg/L 2 0.09 0.09 0.05 0.09
Cadmium mg/L 0.005 0.002 0.002 0.002 0.002
Chromium mg/L 0.1 0.01 0.01 0.01 0.01
Mercury mg/L 0.002 0.0005 0.0005 0.0005 0.0005
Selenium mg/L 0.05 0.005 0.005 0.005 0.005
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Table 7.11 Blended Water: Primary Drinking Water Standards for Intertie to
Tacoma Public Utilities
Comprehensive Water Plan
City of Auburn
Parameter Units MCL Scenario 1 Scenario 2 Scenario 3 Scenario 4
Beryllium mg/L 0.004 0.003 0.003 0.003 0.003
Nickel mg/L 0.1 0.04 0.04 0.04 0.04
Antimony mg/L 0.006 0.004 0.004 0.004 0.004
Thallium mg/L 0.002 0.0017 0.0017 0.0018 0.0017
Cyanide mg/L 0.2 0.05 0.05 0.05 0.05
Fluoride mg/L 4 0.26 0.23 0.48 0.29
Nitrite-N mg/L 1 0.23 0.22 0.36 0.25
Nitrate-N mg/L 10 1.13 1.17 1.15 1.35
Lead and Copper
Lead mg/L 0.015 (4) 0.004 0.003 0.008 0.004
Copper mg/L 1.3 0.41 0.41 0.41 0.41
Radionuclides
Alpha pCi/L 15 0.21 0.12 0.96 0.31
Beta milli-
rems/yr 4 ID(1) ID ID ID
Radium pCi/L 5 0.07 0.04 0.34 0.11
Uranium g/L 30 ID ID ID ID
Microorganisms(2)
Crypto #/mL 0 - - - -
Coliforms Presence/
Absence
0 - - - -
Giardia #/mL 0 - - - -
Legionella #/mL 0 - - - -
Turbidity NTU 5 1.2 1.0 2.5 0.9
Viruses #/mL 0 - - - -
Notes:
(1) ID = insufficient data available to allow for comparison/blending.
(2) MCL values for microorganisms are public health goals. The EPA surface water treatment rules
require systems using surface water or groundwater under the direct influence of surface water
to disinfect their water and filter their water or meet the criteria to avoid filtration.
(3) “-“ indicates data was not available.
(4) Action level, not MCL.
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Table 7.12 Blended Water: Secondary Drinking Water Standards for Intertie to
Tacoma Public Utilities
Comprehensive Water Plan
City of Auburn
Parameter Units SMCL Scenario 1 Scenario 2 Scenario 3 Scenario 4
Aluminum mg/L 0.05-0.2 ID(1) ID ID ID
Chloride mg/L 250 5.1 5.3 4.4 5.5
Color C.U. 15 5.52 5.35 6.75 5.6
Copper mg/L 1.0 0.41 0.41 0.41 0.41
Fluoride mg/L 2.0 0.26 0.23 0.48 0.29
Iron mg/L 0.3 0.09 0.09 0.09 0.08
Manganese mg/L 0.05 0.017 0.015 0.028 0.016
Odor TON 3 ID ID ID ID
pH mg/L 6.5-8.5 7.35 7.37 7.22 7.29
Silver mg/L 0.10 0.01 0.01 0.01 0.01
Sulfate mg/L 250 8.7 9.3 4.9 6.4
TDS mg/L 500 102 107 83 89
Zinc mg/L 5 0.14 0.15 0.08 0.12
Notes:
(1) ID = insufficient data available to allow for comparison/blending.
7.5.3 Evaluation of Corrosion Potential
Corrosion control, as it relates to the LCR, is a primary health concern, as well as an
aesthetic and maintenance concern. The corrosion potential of the blended water was
evaluated through four corrosion control indices. The corrosion control indices that were
used for this analysis include Langelier (LSI), Aggressive (AI), Calcium Carbonate
Precipitation Potential (CCPP), and Larson Ratio (LR).
In general, the individual City sources display a wide range of corrosion indices, with two
indices indicating corrosion potential (LSI and CCPP) and two indicating having a small
potential for corrosion (AI and LR).
Blending City water with TPU water has a minor impact on corrosion potential based on the
corrosion indices investigated, as shown in Table 7.13. Table 7.13 provides the desired
range or value of each index and then the results for each blending scenario. The LSI and
CCP indices indicated corrosion potential, while the AI and LR indicated non-aggressive or
having a small potential for corrosion. However, values within the indices did not vary
substantially within the scenarios, except Scenario 3 of the CCPP; indicating minor impacts
to corrosion potential from the TPU water.
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The City has continued to meet the LCR, since beginning to receive supplies from the B St
NW Intertie in 2012. Based on the results on corrosion potential, it is expected to continue
to meet the LCR as the supplies from TPU increase.
Table 7.13 City Water (Blended): Corrosion Indices
Groundwater – Surface Water Blending Study
Comprehensive Water Plan
City of Auburn
Index Desired
Range/Value
MDD ADD
Scenario 1
(Maximize
Intertie)
Scenario 2
(Baseline
Intertie)
Scenario 3
(Max Design
Intertie)
Scenario 4
(Baseline
Intertie)
LSI > 0 -1.4 -1.4 -1.7 -1.6
CCPP 4 - 10 -15 -15 -25 -17
AI > 10 - 12 10.5 10.1 10.2 10.3
LR < 0.2 - 0.5 0.43 0.43 0.43 0.44
7.5.4 Evaluation of Impact of Treatment Changes on Surface Water Source
The RWSS is expected to finish construction in 2014 on a new filtration facility for the
Green River and North Fork Wellfield source waters to meet the requirements of the Long
Term 2 Enhanced Surface Water Treatment Rule, referred to as the Green River Filtration
Facility. The major change in treatment will be the use of flocculation/sedimentation,
granular media filtration, and related facilities.
The changes to treatment from direct supply and ozonation to a filtration facility should have
a positive impact on water quality. In general, the water from the RWSS is expected to be
more stable (i.e., alkalinity and pH), be improved in quality with respect to turbidity and
microbial contaminants, and have a reduced potential for formation of DBPs in the
distribution system.
7.5.5 Recommendations
As the City continues to use the intertie with TPU as a non-emergency source of supply, the
following future steps are recommended to help the City track water quality parameters
resulting from the blending:
Future Sampling: A small number of water quality parameters were not available for
the study or were insufficient for the blending evaluation. Additional sampling for the
following water quality parameters should be completed to fill in the gaps in data:
– Asbestos.
– Radionuclides.
– Volatile Organic Chemicals (VOCs).
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– Aluminum.
– Odor.
– Natural Organic Matter (NOM).
Continued Evaluation: Continue to routinely evaluate water quality parameters and
potential issues throughout the system to maximize the water supply benefit and
minimize potential adverse water quality issues. Results should be revisited if
substantial changes in water quality occur to the Regional Water Supply due to the
Green River Filtration Facility.
7.6 DEFICIENCIES AND RECOMMENDATIONS
The City is in compliance with all current regulatory requirements, including monitoring
requirements. The 2012 Sanitary Survey identified several deficiencies with existing
sources. No additional deficiencies are expected due to future growth. The following actions
are recommended to maintain future compliance:
1. It is recommended that the City continue its monitoring program. Additionally, the City
should continue to coordinate with Tacoma to address any issues with the Regional
Supply if they arise.
2. Take actions recommended by the DOH to prepare for the upcoming Groundwater
Rule requirements, including:
a. Correcting deficiencies identified in the 2012 Sanitary Survey.
b. Updating the City’s emergency response plan.
c. Contacting the designated DOH regional office engineer to determine whether
treatment provided at the City’s sources is sufficient to provide 4-log virus
inactivation or removal, especially the RWSS, West Hill Springs, and Well 1
upon completion of the improvements.
3. It is recommended that the City add continuous chlorine analyzers at each intertie
with SCADA connections to monitor and record residual at the interties.
4. Additional sampling for the following water quality parameters should be completed at
the interties to fill in the gaps in data:
– Asbestos.
– Radionuclides.
– Volatile Organic Compounds (VOCs).
– Aluminum.
– Odor.
– Natural Organic Matter (NOM).
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5. Continue to routinely evaluate water quality parameters and potential issues
throughout the system to maximize the water supply benefit and minimize potential
adverse water quality issues.
6. Update the City’s Water Quality Management Plan, as necessary, to address
changes due to forthcoming source improvement projects.
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Chapter 8
WATER USE EFFICIENCY
As populations continue to climb, demand for limited water supplies is steadily increasing in
the Pacific Northwest. Efficient water use is critical for water systems to support growth in
their communities and support the environment and recreation. The efficient use of water
helps ensure reliable water supplies are available for the City of Auburn (City) well into the
future. It is important to the City to not only conserve water, which reduces use, but also
promote efficient use, which both conserves water and reduces wasteful uses. The purpose
of this chapter is to provide an analysis of the City’s historic water conservation program
and to evaluate the existing and proposed conservation and water use efficiency measures.
This chapter is formatted into two sections. The first section analyzes the previous
conservation programs by examining how it was formed, it’s program and goals, and
analyzes the savings. The second section of this chapter presents the City’s new 2015
Water Use Efficiency (WUE) Program, and includes the new requirements, measures, and
demand savings anticipated from the program.
8.1 PRIOR CONSERVATION PROGRAMS
8.1.1 History
The first formal water conservation program was developed by the City in 1995, one year
after the Washington Department of Health (DOH) jointly published conservation guidelines,
as described below. The City’s program included several conservation activities such as
school outreach, program promotion, leak detection, meter repair/replacement, and
conservation pricing. The City enhanced the program in 2001 and again in 2009. The 2009
program will provide the basis of the historical review in this chapter.
The City’s 2015 WUE Program follows DOH’s 2011 Water Use Efficiency Guidebook. while
building off previous plans. Therefore, it is worth noting that in preparing previous plans the
City reviewed the 1990 South King County Coordinated Water System Plan (CWSP), and
Washington Department of Ecology’s 1994 Conservation Planning Requirements (CPR) -
Guidelines and Requirements for Public Water Systems Regarding Water Use Reporting,
Demand Forecasting Methodology, and Conservation Programs, and the Water
Conservation Bibliography for Public Water Systems by the US Army Corps of Engineers.
8.1.2 Regulatory Requirements
The Washington Water Utilities Council, DOH, and Department of Ecology jointly developed
the CPR. Interim guidelines were first established in 1990, and subsequently finalized and
approved in 1994. The DOH published the CPR in 1994, which was the basis of the City’s
1995 and 2001 conservation programs.
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In 2003, the Washington State Legislature passed Engrossed Second Substitute House Bill
1338, better known as the Municipal Water Law, to address the increasing demand on our
state’s water resources. The law established that all municipal water suppliers must use
water more efficiently in exchange for water rights certainty and flexibility to help water
municipal suppliers meet future demand. The Legislature directed the DOH to adopt an
enforceable WUE Program, which became effective on January 22, 2007. The WUE
Program replaced the CPR. The new WUE requirements emphasize the importance of
measuring water usage and evaluating the effectiveness of the water supplier’s WUE
Program.
8.1.3 Previous Program Goals and Historical Water Usage
The City’s 2009–2014 Conservation Program was a continuation of the 2000-2005
Program, with specific enhancements to the program to comply with WUE regulations and
create an emphasis on efficient water usage rather than only conserving. The program
goals were set per the WAC 246-290-830(4)(a) through a public process and posted to the
City’s website in July 2009. The goals for the 2009-2014 Program targeted a 1 percent
reduction per year in Equivalent Residential Unit (ERU) values. The City also wanted to
raise the visibility and performance of the Conservation Program by becoming a community
leader in water conservation through example and public education. As part of that
leadership, the City supported and participated in applicable regional plans in order to
maintain a reliable and adequate supply of water for the region.
In 2007, the planning ERU value was 230 gpd per ERU, based on the 75th percentile of the
previous six years of data. The 2013 (current) planning ERU value was 195 gpd per ERU,
which was also based on the 75th percentile of the previous six years of data. This equates
to a 2.5 percent annual decrease in the planning ERU value, more than double the City’s
WUE goal.
The annual water use per account from 2008 through 2013 used to calculate the planning
ERU value is shown in Table 4.3. The tables shows the City has also experienced
ddecreases in water use occurred in all sectors, where Schools and Irrigation had the
largest decrease in per account water use. These decreases were likely due to a
combination of factors, including: increased metering, WUE education, and economic
conditions.
Seasonal water use can have a huge impact on the system’s ability to deliver water during
peak demands. Figure 4.4 shows the seasonal demand from 2011 to 2013 for each
customer class. The winter months show a generally steady monthly usage, while summer
months typically show an increase, peak, and decrease in water usage. Historically, single-
family residential customer class has produced a large peak in the summer months. This
peaking is quantified in the MDD to ADD peaking factor presented in Table 4.5. The 75th
percentile of the MDD to ADD peaking factor is 1.82, which is marked decrease from the
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previous plan of 2.01. The City would like to continue this downward trend in peak use and
has included it as a new goal in the 2015-2020 WUE Program.
8.1.4 Historical Distribution System Leakage
Distribution system leakage (DSL) is a significant element of the WUE requirements. It is
calculated as the difference between the total amount of water produced and the sum of
water sold and authorized unmetered water usage. It may include inaccurate master and
service connection meters, unaccounted-for non-revenue water use, pipeline leakage, and
unauthorized use. DSL does not include authorized water usage such as water used for fire
protection, flushing, construction, and other maintenance and operations practices.
However, to be credited, this must be accounted for by metering or by estimating water use
with credible means. All water that is not authorized is considered distribution system
leakage. The DOH requires the 3-year average DSL to be under 10 percent to minimize
water waste. As discussed in Chapter 4, the historical 3-year rolling average DSL was
between 6.3 percent and 9.7 percent of the total production since 2007.
8.2 2015-2020 WATER USE EFFICIENCY PROGRAM
The 2015-2020 WUE Program will be a continuation of the City’s successful current WUE
Program. Program measures have been expanded, reflecting the City’s increased service
population of over 50,000 people. The program has also been updated to leverage the
City’s investments in improved SCADA, leak detection, and Advanced Metering
Infrastructure (AMI). The 2015 Plan complies with regulations as set forth in WAC 246-290-
830 and DOH’s 2011 Water Use Efficiency Guidebook. This section summarizes the
program’s goals, demand and supply side measures, reclaimed water, and DSL. The
projected demand with the conservation goals, program budget, and cost savings are also
presented.
8.2.1 Program Goals
Per the WAC 246-290-830(4)(a), all water purveyors with 1,000 or more connections were
required to set efficiency goals through a public process. The City has chosen to focus on
implementing voluntary measures to decrease both the average and peak water usage.
The 2015 program has established the following goals:
Water Use per ERU: Decrease the planning ERU value (gpd/ERU) 1 percent annually
from the current planning ERU value of 195 gpd/ERU, which is the 75th percentile of
6 years of historical data (2008 – 2013). Revaluate goal when the planning ERU
value reaches less than 172 gpd/ERU..
MDD/ADD Peaking Factor: Decrease the planning peaking factor from the current
1.82, which is equal to the 75th percentile of 6 years of historical data (2008 – 2013),
to a planning peaking factor of less than 1.72.
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Distribution System Leakage: Maintain 3-year average DSL under 10 percent to
minimize water waste.
Customer Support: To provide the service and support necessary to those water
customers expressing a desire to conserve water as a part of their environmental
ethic and as a means of minimizing water bills.
Regional Support: To support and participate in the South King County CWSP and
other applicable regional plans in order to maintain a reliable and adequate supply of
water for the region.
The WUE Program measures, as summarized below, are designed to help meet these
established goals.
8.2.2 Program Requirements
The WUE requirements emphasize the importance of measuring water usage and
evaluating the effectiveness of the City’s program. There are three fundamental
requirements of a WUE Program that the City follows:
Planning Requirements – Municipal water suppliers are required to:
– Collect data.
– Forecast demand.
– Evaluate WUE measures.
– Calculate DSL.
– Implement a WUE Program to meet their goals.
Distribution Leakage Standard – Municipal water suppliers are required to meet a
distribution system leakage standard to minimize water loss from their distribution
system.
Goal setting and performance reporting – Municipal water suppliers are required to
set WUE goals through a public process and report annually to their customers and
DOH.
8.2.3 Mandatory Measures
The WUE Program includes supply side measures that the City implements to understand
and control leakage including new meters, leak detection surveys, and water audits. Per the
WUE requirements, the following measures shall be continued for the 2015-2020 WUE
program:
Install production (source) meters.
Install consumption (service) meters.
Perform meter calibration.
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Implement a water loss control action plan to control leakage if the 3 year rolling
average exceeds 10 percent.
Educate customers about water use efficiency practices.
Additionally, the following measures that must be evaluated are:
Rates that encourage water demand efficiency (discussed in Chapter 11);
Reclamation opportunities (discussed below).
The City in the past has complied with these requirements and will continue to comply with
these regulations.
8.2.4 Distribution System Leakage
DSL is a significant element in the City’s WUE Program. In the past, distribution leakage
was referred to as “unaccounted-for-water”. To limit DSL, the City has ongoing leak
detection, meter calibration, and an active repair and replacement program for water
system infrastructure, as detailed in Chapter 12 – Operations and Maintenance. The City
has recently completed a leak detection study of major mains and is determining the best
approach to fix several detected leaks. Additionally, the City has recently increased its
efforts to reduce non-payment of bills and water theft.
Further, the City has recently updated its SCADA and will implement AMI during the 2015-
2020 periods. These investments should significantly increase the City’s ability to measure
DSL both temporally and geographically. The resulting information may allow the City to
better target its WUE activities to reduce DSL.
8.2.4.1 Increasing Effectiveness of the WUE Program with AMI
The City is implementing AMI throughout the system during the 2015-2020 program period.
AMI will provide a new tool to improve the effectiveness of the WUE Program measures.
AMI can provide detailed water use data for each customer that would allow the City to
better understand water use patterns and target WUE Program measures to specific
customers. Data may be sent real-time or stored for several weeks or months. Potential
AMI capabilities vary depending on the chosen hardware and software; however most
systems can aid in the WUE Program. Below is a summary of some of the potential uses of
AMI.
Using advanced algorithms and advanced metering data, the City may be able to
identify customer leaks.
Advanced metering is also expected to provide cost savings in the Leak Detection
and Repair and Service Meter Replacements programs.
Advanced metering may aid in the City’s efforts to reduce non-payment of bills and
water theft.
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Comparing production and customer water use, DSL can be evaluated in greater
temporal and geographic detail. For example, DSL may be calculated by month or for
a given service area.
Advanced metering data can help the City identify groups of customers to target for
WUE measures. It can also be used to track the effectiveness of the measures for the
same customers.
Advanced metering data will allow additional reporting options to educate customers,
such as their peak water use.
AMI may provide substantial benefits for the WUE Program. It is recommended that the City
consider the potential water use and cost savings when implementing AMI in the system.
8.2.5 2015-2020 Demand-Side Program Measures
To encourage WUE and support customers, the City has incorporated program measures
that target demand reductions. Under the WUE requirements, a program measure may
include water efficient devices, actions, business practices, or policies that promote efficient
water use. With 15 measures as part of the 2015 Program, the City exceeds the minimum
DOH requirement of 12 measures. WUE measures can target specific customer classes or
a combination of customer classes. The City’s demand-side program measures are
summarized below.
1. School Outreach: School programs will continue to be arranged to educate students
on efficient water usage. The Cities of Kent and Auburn, along with partners
Lakehaven Utility District and Soos Creek Water and Sewer District, have hosted the
annual two day Water Festival for fourth and fifth grade students at Green River
Community College. The Water Festival provides hands-on activities to teach water
conservation, water supply, groundwater and surface water protection, and the water
cycle. The City will conduct alternative or additional outreach if requested by schools.
2. Speakers’ Bureau: The City will seek speaking opportunities to discuss water use
efficiency with a wide-audience spectrum. Topics could include water efficient
fixtures and appliances, curbing seasonal peak demands, lawn watering practices,
etc.
3. Program Promotion: The City will seek opportunities for television and/or radio public
service announcements for water use efficiency, and submit news articles to local
papers and Auburn City Magazine on efficient water usage especially during the
spring and summer months.
4. Theme Shows/Fairs: The City hosts an annual Kids Day fair. The fair includes a wide
range of activities for all ages of kids. As part of the fair, the City has fun water
related activities and provides water efficiency brochures and other materials. The
City will conduct outreach at other Theme Shows/Fairs if requested. Water saving
device kits are distributed to interested single-family and multiple-family residential
customers.
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5. Water Audits: The City will conduct a water audit upon the request of a customer,
including industrial, commercial, and institutional customers. The audits will review
items such as: recirculation of cooling water, reuse of cooling and process water,
reuse of treated wastewater, efficient landscape irrigation, low water using fixtures,
fixing leaks, and process modifications.
6. Customer Leak Detection: The City identifies potential leaks through investigation of
the water meter upon request of customers. After implementing AMI, the City will
evaluate the potential for using the advanced meters to help identify leaks.
7. Bills Showing Consumption History: The City will continue to provide customer bills
showing the previous year’s water usage. After implementing AMI, the City will
evaluate additional reporting options to educate customers on their water use.
8. Water Saving Device Kits: The City will participate in distribution of water use
efficiency kits through education events such as speakers’ bureaus, theme shows,
fairs, and through bill insert request forms.
9. WUE Pricing: The City has an inverted block rate structure for single-family
residential customers to encourage WUE. The City will consider WUE in future cost
of service/rate studies. Studies should determine the most appropriate water
structures and rate levels to achieve the City’s WUE goals, while generating
sufficient revenues for utility operations. It is recommended that the studies consider
uniform rates by class, inverted block rates, seasonal rates, and excess use rates.
10. Water Efficient Toilet Rebate Program: The City will continue to provide rebates to
customers that replace old toilets with new high-efficiency toilets through their EPA
WaterSense Toilet Rebate program.
11. Low-Flow Shower Heads Giveaways: The City gives away free low-flow shower
heads at the Utility Billing Counter.
12. School Outdoor Water Use Reduction: The City will target schools in an effort to
reduce their outdoor water consumption. Water audits and education on benefits of
replacing inefficient irrigation systems or landscaping (including turf) will be
conducted.
13. City Water Use Reduction: The City will audit the water use of City accounts in an
effort to identify both indoor and outdoor water saving opportunities. The Water Utility
staff will help educate City account holders on WUE; however, no water budget has
been allocated to implement water saving devices at City facilities.
14. Demonstration Garden: The City maintains a demonstration garden at Well 7. The
site includes informational placards on Xeriscaping and the water supply well.
15. Landscape Workshops: The City hosts Natural Yard Care workshops. Workshops
are open to homeowners and landscaping professionals.
It is important to note that in addition to the water cost savings for the WUE measures,
other benefits result, both to the utility and to its customers, from WUE activities. Such
additional benefits could include:
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Significant customer energy savings because water heaters are the second largest
energy users in the home. Hot water use can be reduced almost one-third by cost-
effective WUE measures, such as water efficient fixtures and appliances. Significant
energy savings can also occur for industrial processes requiring water heating and
other power uses.
Efficient landscaping and irrigation techniques save on maintenance costs.
Reductions in water production decrease energy required by utilities to treat and
distribute water and to collect and treat wastewater. Chemical costs are also reduced
in water and wastewater operations.
System measures could provide substantial benefits in addition to water production
cost savings including:
– Identification of non-revenue water could result in recovery of unbilled revenue
(inaccurate meters) and reduced unauthorized water usage (theft).
– Leak detection helps prevent major main breaks, which could result in
significant repair costs to the utility.
– Leak detection reduces a utility’s liability due to prevention of potential property
damage.
– Repair and/or replacement of service and source meters allows a utility to
recover unbilled water revenues.
8.2.6 Reclaimed Water
According to WAC 246-290-100 and the WUE requirements, water systems with over 1,000
connections must collect and evaluate information on reclaimed water opportunities. The
City is committed to wastewater reuse and rainwater reclamation, as stated in its official
policies summarized in Chapter 3. The City participates in the King County reclaimed water
program; which completed a Reclaimed Water Comprehensive Plan in 2012. Additionally,
the City has completed the King County Water Reclamation Evaluation Checklist; provided
in Appendix I. Currently, there are no reclaimed water users in the City. The City considers
the most likely users of reclaimed water to be the irrigation customer class. Total irrigation
use for 2013 was 0.34 million gallons. The City has also identified that it may be possible
for four large users to use reclaimed water (Boeing, Emerald Downs, Supermall/Walmart,
and Adventist Academy); however, these users have not confirmed an interest in using
reclaimed water and there is not currently a reclaimed water source in the area.
The City will implement reclaimed water as a conservation measure and include this
savings in the demand projections when specific opportunities arise. The City, in
conjunction with King County, may develop projects or consider participation in water reuse
projects and programs developed by adjacent jurisdictions and others as appropriate. The
efforts may include demonstration or pilot projects developed in accordance with applicable
federal, state, and local laws and regulations.
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8.2.7 Budget
The City has established a budget for each program measure from 2015-2020, shown in
Table 8.2. Program Measure budgets increase by two to three percent over the period,
except Program Promotion that increases by up to six percent and large meter
test/repair/replace that is expected to increase by four percent. Upkeep of the
demonstration garden is part of the regular maintenance of Well 7; therefore, no additional
budget was allocated. Natural Yard Care workshops are partially funded through the WUE
Program.
Table 8.3 shows the City’s budget for required WUE measures through the planning period.
Leak detection and repair and service meter replacements are not expected to increase
over the program period due to the implementation of AMI.
Table 8.1 2015 to 2020 Budget for Each Program Measure
Comprehensive Water Plan
City of Auburn
Measure 2015 2016 2017 2018 2019 2020
School Outreach(1) $10,540 $10,750 $10,960 $11,170 $11,380 $11,590
Speakers’ Bureau (2) $1,300 $1,340 $1,380 $1,420 $1,460 $1,500
Program Promotion (3) $7,060 $7,460 $7,860 $8,260 $8,660 $9,060
Theme Shows/Fairs (4),
Demonstration Garden (14) &
Landscape Workshops (15) $1,300 $1,340 $1,380 $1,420 $1,460 $1,500
Water Audits (5), Customer
Leak Detection (6), School
Outdoor Water Use Reduction
(12), &
City Water Use Reduction (13) $19,620 $20,270 $20,920 $21,570 $22,220 $22,870
Bills Showing Consumption
History (7) $2,610 $2,690 $2,770 $2,850 $2,930 $3,010
Water Saving Device Kits (8) $9,130 $9,410 $9,690 $9,970 $10,250 $10,530
Conservation Pricing (9) $9,130 $9,410 $9,690 $9,970 $10,250 $10,530
Toilet Rebates (10) &
Low-flow Shower (11) Heads $5,910 $6,030 $6,150 $6,270 $6,390 $6,510
Totals $66,600 $68,700 $70,800 $72,900 $75,000 $77,100
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Table 8.2 2015 to 2020 Budget for System Required WUE Measures
Comprehensive Water Plan
City of Auburn
2015 2016 2017 2018 2019 2020
Leak Detection & Repair $33,000 $33,000 $33,000 $33,000 $33,000 $33,000
Large Meter
Test/Repair/Replace $67,000 $69,700 $72,500 $75,400 $78,400 $81,500
Service Meter
Replacements $235,000 $235,000 $235,000 $235,000 $235,000 $235,000
Total $335,000 $337,700 $340,500 $343,400 $346,400 $349,500
8.2.8 Public Participation
The City publishes its Water Use Efficiency Annual Performance Report on the Water Utility
webpage and is summarized in the Annual Water Quality Report,. The report, also
submitted to DOH, provides the City’s DSL, date of most recent public forum, WUE goals,
description of progress in reaching goals, and additional information on WUE efforts. The
City website provides the last three years of Efficiency Reports allowing customers to
compare performance between several years. The City’s website also prominently displays
its Conservation Promotions, including frequently asked questions and rebate forms, that
are also available at the Utility Billing counter.
The City has conducted a public process to establish its 2015-2020 WUE Program
Effectiveness goals, which are outlined in the next section. A public meeting was held on
October 20, 2014 at 3:30 PM. Public comments were incorporated into the WUE goals, and
are in Appendix M.
8.2.9 2015-2020 WUE Program Effectiveness
The City’s water use, both on average basis and on peak demand days, has declined for
over a decade. An aggressive WUE Program is likely a major reason for this decline;
however, it is difficult to estimate the actual water savings directly resulting from the City’s
WUE Program because the measures are not directly quantifiable. Measures such as
rebates for high-efficiency toilets and low-flow showerheads, do have a direct water savings
per device. The impacts on customer water use as a result of public education, which is the
main focus of the City’s WUE Program, is challenging to measure, as the response of each
participant varies greatly.
8.2.9.1 Future Methods for Measuring Program Effectiveness
The existing program effectiveness was evaluated using system-wide historical water use
data. Future program effectiveness may measure the effectiveness of the City’s WUE
Program based on targeted public education programs to customers in a particular area.
This area could be limited to a particular pressure zone, group of neighborhoods, etc., but
should be an area for which the City can track water use before and after participation in
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WUE activities or events. Winter months would provide an estimate on indoor water use,
since outdoor water use, such as irrigation, are kept to a minimum during the winter.
Summer months could provide an estimate on total indoor and outdoor water use.
The first step would be to establish a baseline from historical information. The second step
is to evaluate the resulting water use after promoting WUE through targeted activities and
events to customers in the defined area. AMI may provide additional capabilities to more
easily perform these studies. It is recommended that water use be tracked for an additional
year to identify seasonal trends. Some consideration would need to be given to variations in
weather and economic conditions. Another method would be to perform the same
before/after water use analysis for WUE Program participants who volunteer and provide
their address. The resulting information would be valuable for the City to correlate its WUE
Program efforts with direct water savings for its customers.
8.2.9.2 Cost Savings
The WUE Program primarily provides cost savings in two ways. Reducing demand may
reduce or delay capital projects for additional supply and expanded distribution
infrastructure. Additionally, reducing DSL can provide additional revenue, as well as
increase the efficiency of supplying existing water uses.
The City has completed a cost analysis of their proposed WUE Program using historical
data and projected annual water savings. The City has exceeded its WUE Program goal of
five percent water use savings from 2008 through 2013; where actual savings were nine
percent. However, significant portions of the water use savings may be attributed to the
factors other than the WUE Program, such as the economy. To calculate cost savings, it
was assumed that the WUE Program only achieved its goal of five percent, rather than the
17 percent reduction; this corresponds to savings of 0.3 mgd of ADD from 2008 to 2013.
The City will budget approximately $401,600.00 for the WUE Program in 2015. This budget
includes both the WUE Program measures ($66,600.00), and the required measures,
($335,000.00). This annual expenditure is budgeted and expended through the City’s
operation and maintenance budget. Based on the projected 2015 budget and the estimated
annual water savings of 0.06 mgd, projected unit cost of water from the City’s program for
2015 is estimated to be $0.0181 per gallon on average. It is important to consider the
majority of the WUE budget is for service meter replacements, which is a key Utility
business practice to maintain accurate billing and payment. Without these costs, the
estimated cost for each gallon of water saved by the WUE Program is only $0.0045 per
gallon on average. Additionally, WUE plays an important role in reducing the need for new
supplies and delaying costly distribution system upgrades.
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8.2.10 Projected Water Demand
The projected water savings from the 2015-2020 WUE Program goals are represented in
the low demand scenario presented in Chapter 4. The WUE Program is only applicable to
retail customers. The projected water demand for the Retail Water Service Area with and
without WUE for the ADD and the MDD are presented in Table 8.4. Demands are
presented for the 20-year planning period, as well as the Ultimate demand. The planning
ERU value of 172 gpd/ERU will be achieved in 2025 based on an annual one percent
decrease. No further reductions in demand are projected beyond 2025. Figure 8.1 is a
graphical representation of the data in Table 8.4.
As shown in the table, WUE measures are projected to result in an average day reduction
in retail demand of 1.08 mgd by 2035, representing a reduction of approximately 12
percent. A reduction of 0.54 mgd (7 percent) is projected by 2020. The MDD to ADD
peaking factor was reduced from of 1.82 to 1.73, per the City’s goals. As shown in the table,
WUE measures are projected to result in a reduction in retail MDD of 1.72 mgd (12 percent)
by 2020, and approximately 2.78 mgd (17 percent) by the year 2035. Note, Table 8.4
assumes the reduction in peaking factor occurs in 2015. The last year of historical data is in
2013; therefore, consistent with the current WUE Program, the demand projections assume
one percent reduction in 2014.
8.2.11 Summary of Water Use Efficiency Program
The City with the WUE Program provides for efficient water use and supports continued
growth. This program fulfills all the necessary requirements of DOH. The selected program
measures will allow the City to meet its WUE goals, resulting in decreased water demand.
Measures are inter related and will help the City achieve its goals to both reduce average
water use and peak water use per customer. Public education measures (showing water
use in bills, workshops, school outreach, fairs/trade shows, etc.) will continue to be a main
focus of the WUE Program to increase customer awareness and knowledge of WUE
opportunities. Public education is needed to support the City’s other WUE measures and to
support reductions in both average and peak water use. Continued appliance rebates and
shower head give-away help customers implement what is learned in the public education
campaign. With the implementation of AMI, it is expected that the City and customers will
be able to identify substantially more water loss reduction opportunities than previously
possible. Therefore, customer and City leak detection, water audits, and meter repair and
replacement may have a prominent role in the 2015-2020 WUE Program. The increased
water loss reduction activities are expected to support reducing average water use. The
program will also continue to provide financial disincentives for excessive water use through
metering and WUE pricing. This aspect of the program is likely to help reduce peak water
usage further. These measures will result in the City being able to achieve its WUE goals,
which results in reduced demand.
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In conclusion, the City will maintain the target water use efficiency goal of one percent
reduction per year in the planning ERU value from 195 gpd per ERU to 172 gpd per ERU
by 2025. Additionally, it is the City’s goal to reduce the MDD/ADD peaking factor from 1.82
to 1.72. The goals will be reached through implementation of the proposed program
measures.
Table 8.3 Retail ADD & MDD with and without WUE
Comprehensive Water Plan
City of Auburn
Demand 2014 2015 2016 2017 2018 2019 2020 2021 2025 2035Ultimate
ADD w/o
WUE
7.12 7.17 7.26 7.36 7.45 7.54 7.63 7.74 8.42 9.15 11.65
ADD w/
WUE
7.05 7.03 7.04 7.06 7.08 7.09 7.09 7.10 7.42 8.07 10.26
Savings 0.07 0.14 0.22 0.30 0.37 0.45 0.54 0.64 1.00 1.08 1.39
% Savings 1% 2% 3% 4% 5% 6% 7% 8% 12% 12% 12%
MDD w/o
WUE
12.40 13.06 13.2213.4013.5613.74 13.9114.09 15.32 16.6621.20
MDD w/
WUE
11.63 12.09 12.1112.1512.1512.18 12.1912.23 12.77 13.8817.67
Savings 0.77 0.97 1.11 1.25 1.41 1.56 1.72 1.86 2.55 2.78 3.53
% Savings 6% 7% 8% 9% 10% 11% 12% 13% 17% 17% 17%
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FIGURE 8.1 CITY OF AUBURN
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December 2014 - DRAFT 9-1
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Chapter 9
SYSTEM ANALYSIS
9.1 INTRODUCTION
The City of Auburn (City), Washington operates a multi-source municipal water system
(DOH ID 03350V) that includes supply, treatment, storage, and distribution of potable water
to retail customers within and adjacent to the City, as well as provides wholesale supplies to
neighboring purveyors. Service is provided through four major service areas that are further
divided into pressure zones as required by local topography.
An evaluation of the City’s water system was conducted to identify deficiencies in system
infrastructure and improvement projects. The following sections outline the methodology,
identified deficiencies, and potential improvements for: pump stations, storage, and the
distribution system. This chapter presents the sizing of improvement projects and the
planning horizon they would be required (short-term from 2015-2020, medium-term from
2021-2024, and long-term from 2025-2035). Costs for the improvements were developed
as part of the Capital Improvement Program (CIP) in Chapter 10.
9.2 PUMP STATION ANALYSIS
The City’s pump stations (PS) and booster pump stations (BPS) are vital infrastructure that
play a key role in serving the City’s customers. The PSs and BPSs were analyzed to ensure
there was sufficient redundancy and reliability capacity to maintain the required level of
service. A desktop analysis was conducted to identify PS and BPS deficiencies and
improvements. The analysis compared the PS and BPS supply capacity to the required
demand and fire flows for each service area and applicable pressure zone. The City’s water
system PSs and BPSs were evaluated based on open or closed zone criteria, as defined by
DOH:
Open zones are operated from a storage reservoir (i.e., Reservoir 2). PSs and BPSs
are required to have capacity to supply the maximum day demand (MDD). Fire Flows
are met from the storage reservoir.
Closed zones do not have storage (i.e., Lea Hill 648 Pressure Zone) and are required
to have capacity to supply the peak hour demand (PHD) and fire flow.
The pump station analysis considered each PS and BPS, where open zone and closed
zones were evaluated separately.
Additionally, it is the City’s policy that PSs and BPSs meet the required flow with the largest
pump out-of-service (redundancy criteria) and have emergency backup power (reliability
criteria).
December 2014 - DRAFT 9-2
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.2.1 Open Zones Booster Pump Station Analysis
Each of the City’s service areas contain multiple storage reservoirs, which are typically
located in the largest pressure zone of the service area. PS and BPS discharging into these
pressure zones were evaluated using the open zone criteria presented in this chapter. The
Lea Hill and Lakeland Hills Service Areas have separate sources of supply in addition to the
PS and BPS. In these cases, all available supplies were used to meet the required MDD
flow. As with the supply analysis, the reliable capacity (emergency power) and redundant
capacity (largest pump out of service) were calculated separately, and the lesser value was
used as the PS and BPS capacity in the analysis. It is important to clarify that the largest
single pump or intertie was removed, such as a fire pump in a PS or intertie. The results of
the open zone pump station analysis are presented by service area.
9.2.1.1 Lakeland Hills Service Area
The Lakeland Hills Service Area is supplied from the Upland Well Field (Well 5, Well 5A,
and Well 5B) and by the Valley Service Area using the Terrace View BPS. The Terrace
View BPS was constructed in 2010 to supply the Lakeland Hills 630 pressure zone from the
Valley Service Area, which is then distributed to the entire service area. Lakeland Hills 630
Pressure Zone contains two reservoirs (Reservoirs 5 and 6). Therefore, the Terrace View
BPS was evaluated based on the open zone criteria.
Combination of the Terrace View BPS and the Upland Well Field (Wells 5, 5A, and 5B)
were evaluated to serve the entire Lakeland Hills Service Area demand. Well 5 was
removed from the redundant source capacity as the single largest pump in the service area,
as well from the reliable source capacity in the short-term planning horizon. The City is
planning to rehabilitate Well 5, including adding emergency backup power, in the medium-
term planning horizon that will fulfill CIP Project S-06 from the previous plan. The resulting
redundant supply capacity is 1.84 mgd, which is 0.95 mgd greater than the 2035 MDD, as
shown in Table 9.1. Therefore, no pumping improvements are recommended.
Table 9.1 Summary of Pump Station Capacity for Open Zones in 2035
Comprehensive Water Plan
City of Auburn
Parameter Lakeland Hills Academy Lea Hill
Projected MDD, mgd 0.89 1.44 2.92
Redundant or Reliable Capacity
Source Capacity 1.20 0.00 3.32
Firm PS Capacity 1.58 1.52 5.05
Combined Capacity 2.78 1.52 8.38
Excess (Deficit) Pump Capacity, MG 1.89 0.08 2.13
December 2014 - DRAFT 9-3
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.2.1.2 Academy Service Area
The Academy Service Area is supplied from the Valley Service area using the Academy
PS. The pump station includes two separate facilities, Academy PS 1 and Academy PS 2,
which are jointly operated based on levels in Reservoirs 8A and 8B located in the Academy
531 Pressure Zone. Therefore, the Academy PS 1 and 2 facilities were evaluated based on
the open zone criteria.
The combined redundant or reliable supply capacity of the Academy PS stations is 1.52
mgd. The pump stations have sufficient capacity to supply the Academy Service Area
through 2035 as shown in Table 9.1, however, additional supplies will be needed shortly
thereafter.
The City has identified that the Academy PS 1 facility has reached the end of its usable life
and needs replacement in the short-term planning horizon; therefore, it was recommended
for replacement. The new Academy PS 1 should be upsized to 1.44 mgd (1,000 gpm) to
meet future demands. The additional supply will also aid in reducing storage requirements
in the service area. It is recommended that the pump station be expandable, so the
combined Academy pump stations can serve the ultimate demand of 2.59 mgd. The City
may also consider the expansion of the Academy PS 2 facility, rather than replacing the
Academy PS 1 facility.
9.2.1.3 Lea Hill Service Area
Historically, the Lea Hill Service Area has been supplied from the Valley Service area using
the Lea Hill PS and the Green River PS. In 2014 the City added wholesale water supply
from Tacoma through the 132nd Ave SW intertie. The intertie and PSs supply the Lea Hill
563 Pressure Zone, which includes Reservoirs 4A and 4B. Therefore, the Lea Hill and
Green River PSs were evaluated based on the open zone criteria.
The 132nd Ave SW Intertie is considered out-of-service in the redundancy scenario, as the
single largest source. The Lea Hill PS, constructed in 1965, was the original source of
supply for the Lea Hill Service Area. The City is planning to decommission the Lea Hill PS
at the end of its usable life, likely around 2025; therefore, it was not considered in the long-
term planning horizon. The Green River PS was constructed in 1999 to support the intertie
PS in providing wholesale water. In accordance with contract terms, the City does not
consider the wholesale water to these customers in the system analysis as the supply is
interruptible; therefore, the entire capacity of the Green River PS (5.05 mgd) was used to
meet Lea Hill Service Area demands. The City is planning to add emergency power to the
Green River PS in 2018, which fulfills CIP project PS-03 from the previous plan; therefore, it
was considered reliable in the future planning horizons. The reliable and redundant pump
capacity for Lea Hill is more than sufficient to meet the required flows through 2035. No
additional improvements are recommended.
December 2014 - DRAFT 9-4
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.2.2 Closed Zone Booster Pump Station Analysis
The City operates a closed zone in each of its service areas. The PSs and BPSs serving
these pressure zones were evaluated using the closed zone criteria presented above. The
results of the closed zone pump station analysis are presented by service area below.
9.2.2.1 Lakeland Hills BPS
The Lakeland Hills BPS, which was completed in 2013, provides the PHD and fire flows to
the closed Lakeland Hills 697 Pressure Zone from the Lakeland Hills 630 Pressure Zone.
Lakeland Hills Elementary School is located in the pressure zone and requires 4.50 mgd
(3,125 gpm) of fire flow, which is the largest in the service area. The Lakeland Hills BPS
has 6.1 mgd of redundant and reliable pumping capacity. This pump capacity is more than
sufficient to meet the required 5.0 mgd of flow in 2035, as presented in Table 9.2.
Therefore, no pumping improvements are recommended.
Table 9.2 Summary of Booster Pump Station Capacity for Closed Zones in 2035
Comprehensive Water Plan
City of Auburn
Lakeland HillsAcademy East Lea Hill
Parameter
697 Pressure
Zone
578 Pressure
Zone
648 Pressure
Zone
Projected PHD, gpm 0.5 0.3 0.29
Fire Flow, gpm 4.5 3.6 2.16
Total Required Capacity 5.0 3.9 2.45
Total Source Capacity 10.6 5.9 2.88
Reliable Source Capacity 6.1 4.1 1.44
Excess (Deficit) Existing Capacity, MG 1.1 0.2 (1.01)
9.2.2.2 Academy East BPS
The Academy East BPS, constructed in 2014, serves the new and expanded Academy 585
Pressure Zone from the Academy 531 Pressure Zone. The Academy 585 Pressure Zone
replaces the previous Academy 565 Pressure Zone that was served by the now
decommissioned Janssen’s Addition PS. The BPS serves the pressure zones PHD and the
required non-residential fire flow of 3.6 mgd (2,500 gpm). The redundant, reliable supply
capacity of 4.1 mgd is sufficient to meet the total required capacity of 3.9 mgd in 2035, as
presented in Table 9.2. Therefore, no pumping improvements are recommended.
December 2014 - DRAFT 9-5
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9.2.2.3 Intertie Booster Pump Station
The Intertie PS consists of two separate pump stations. The larger pump station delivers
wholesale supplies to King County Water District #111 (WD #111) and was not evaluated.
The Intertie BPS serving the closed Lea Hill 648 Pressure Zone was evaluated. The Intertie
BPS serves the PHD and 2.16 mgd (1,500 gpm) residential fire flow from the Lea Hill 563
Pressure Zone. The BPS does not have redundant fire flow pumps; therefore, the pump
station capacity is reduced from a total of 2.88 mgd to 1.44 mgd when the largest pump is
out of service. This reduced capacity cannot meet the required flows starting in the short-
term planning horizon. It is recommended that the Intertie BPS be expanded to provide a
second 1.44 mgd (1,000 gpm) fire flow pump. The resulting increased capacity will be more
than sufficient to meet the required flows in 2035.
Additionally, it is recommended that the BPS and related piping be reconfigured to
independently isolate and pump down the Lea Hill Reservoirs (4A and 4B). The new
configuration will provide operational flexibility and increase the available storage from the
reservoirs.
9.2.2.4 Game Farm Park Pump Station
The Game Farm Park PS provides supplies to the Game Farm Wilderness Park from the
Coal Creek Springs transmission main. The pump station is adequately sized for the
necessary demand, but does not have a redundant fire pump or emergency power.
Additionally, the current pump station is in poor condition and difficult to access. It is
recommended that the City replace the pump station in the short-term planning horizon,
which is consistent with the previous plans (CIP project PS-08). The City is currently
investigating replacing the Coal Creek Springs transmission main where it crosses the
White River. As part of this project, the City should consider adding a transmission main to
serve the Game Farm Park from the Valley 242 Pressure Zone distribution system. If cost
effective, the transmission main would eliminate the need for a new pump station.
9.2.3 Summary of Pump Station Improvements
The City’s existing pump stations are generally well-sized to meet future demands. Several
pump station improvements were recommended to meet the City’s pump station criteria
and address infrastructure that has reached the end of its usable life. The pump station
improvements include:
New 1.44 mgd (1,000 gpm) Academy PS 1 in the short-term planning horizon.
Add emergency power to Green River PS in the short-term planning horizon.
Add an additional 1.44 (1,000 gpm) fire pump to the Intertie BPS in the short-term
planning horizon.
Replace the Game Farm Park Pump Station at the end of its usable life.
December 2014 - DRAFT 9-6
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.3 STORAGE ANALYSIS
The City of Auburn currently maintains a total of 16.2 million gallons (MG) of water storage
in eight water reservoirs located throughout the service area. Redundant storage is
provided in each of the City's major service areas. Historically, the City has considered
each service area independently. New sources and pump stations now allow for reliable
and redundant operation of the system as interconnected whole, rather than separate
service areas. The storage analysis reflects the new operational ability by allowing sharing
of Emergency Storage between the zones. The existing infrastructure and customer
expectations still require that other storage components, such as fire suppression storage,
be stored in individual service areas.
The following sections describe the five required categories of storage, summarize the
capacity of the system to meet the storage needs of each service area, and present
recommendations to address identified storage deficiencies.
9.3.1 Storage Requirements
The City’s reservoir storage requirements are based on the Washington Administrative
Code (WAC) 246-290, Department of Health (DOH) Water System Design standards, and
the City’s policies presented in Chapter 3. The water storage volumes comprise five
categories: Operational Storage, Equalizing Storage, Emergency Storage, Fire Suppression
Storage, and Dead Storage. These components of storage are shown schematically in
Figure 9.1. The five categories of reservoir storage are defined herein.
9.3.1.1 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. Operational Storage volume of at least 1 to 2 feet is
typically provided.
9.3.1.2 Equalizing Storage
Equalizing storage volume is the total volume needed to satisfy the PHD that exceeds the
capacity of the supply system. The WAC 246-290-253 requires that Equalizing Storage
provide for peak demands. DOH recommends that Equalizing Storage for systems with
continuous supplies be calculated based on a utility-specific diurnal demand curve for the
MDD or similar utility-specific criteria. Equalizing volume requirements are typically greatest
on the MDD and are often represented as a percentage of the MDD. The City requires
Equalizing Storage of 25 percent of MDD (see criteria in Chapter 3). This criteria has
historically been used by the City and is considered conservative as the MDD to PHD
peaking factor has declined in recent years.
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STORAGE FIGURE 9.1 CITY OF AUBURN
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9.3.1.3 Emergency Storage
Emergency Storage volumes, also known as Standby Storage, 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. Emergency Storage volumes are
not typically sized for long-term water disruptions. These types of major emergencies
should be covered under emergency system operation planning. The City requires
Emergency Storage volumes be delivered at a minimum of 20 psi or higher throughout the
system.
DOH recommends a minimum of 200 gallons per equivalent residential unit (gal/ERU) of
Emergency Storage. Additional storage is recommended by DOH when two times the
average day demand (ADD) less system supplies with the largest source out-of-service is
greater than 200 gal/ERU. In lieu of applying the DOH recommendations, the City has
developed a conservative criteria that accounts for the unique aspects of the City’s water
system. The City’s Emergency Storage criteria is stated in Chapter 3, policy 3.8.18. The
criteria can be mathematically represented as the larger of:
2*MDD - (QTotal Supply- QLargest Source) Or
2*MDD - QReliable Supply
The criteria reflects the City’s substantial investment in redundant and reliable supplies and
pump stations. The criteria requires twice the MDD of reliable and firm supply and pumping
capacity or Emergency Storage is required. The QLargest Source represents the largest single
source in the system, such as Coal Creek Springs. Previously, the City considered the large
source out-of-service in each service area. Emergency Storage is in addition to Fire
Suppression storage and is presented in the next section.
9.3.1.4 Fire Suppression Storage
Fire Suppression Storage is the volume of storage required to deliver rate and duration of
fire flows prescribed by local fire protection authorities, while maintaining a minimum
pressure of 20 psi during MDD conditions (WAC 246-290-230 (6)). Since a fire can occur at
any time during the day, the Fire Suppression Storage must be in addition to the Equalizing
and Operational Storages.
The City stacks their Fire Suppression and Emergency Storages, where the Emergency
and Fire Suppression Storages maintain separate volumes. In the system analysis, the Fire
Suppression Storage was placed below Emergency Storage at the bottom of the usable
volume of each reservoir.
Fire flows required by existing structures vary within the water service area. The system-
wide requirement is 1,500 gpm for two hours for single-family residential units and 2,500
gpm is required for a duration of two hours for all non-residential units except City Parks
December 2014 - DRAFT 9-9
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and open areas. The fire marshal has required fire flows in excess of these general
requirements for buildings throughout the system, which is described in detail in Section
9.4.4. The maximum fire flow and fire suppression volume for each major service area is
shown in Table 9.3.
Table 9.3 Maximum Fire Flows
Comprehensive Water Plan
City of Auburn
Service Area
Flow
gpm
Duration
hours
Fire
Suppression
Volume, MG Location
Valley 4,000 4 0.96 Various Distribution Facilities
Academy 4,000 4 0.96 Adventist Academy
Lea Hill 4,000 4 0.96 Wesley Homes Sr. Housing
(Main Lodge)
Lakeland Hills 3,125 3 0.56 Auburn Elementary School at
Lakeland
9.3.1.5 Dead Storage Volume
Dead Storage is the volume of water at the bottom of a storage tank that is unusable. The
storage volume is considered dead if it is located below the outlet pipe and cannot be used
because of hydraulic limitations, or if it is located below the lowest water surface elevation
that meets the minimum design pressure storage (20 psi of pressure during the MDD and a
fire flow event) for all customers (WAC 246-290-230(5) and (6)). For planning purposes, a
minimum of 1 foot of Dead Storage is used. This minimum volume may account for
sediment, water inaccessible due to outlet configuration, and/or air entrainment when
supplying fire flows from a partially submerged outlet pipe. A summary of the Dead Storage
in existing reservoirs is presented in Table 9.4.
Booster pump stations may allow Dead Storage to be used as long as they do not cause
system pressures to fall below the minimum pressure. For the Lakeland Hill Reservoir 5,
the pumps for the boosted zone can drain the reservoirs down to the outlet; therefore, 1 foot
of Dead Storage was assumed for this reservoir.
9.3.2 Storage Analysis Results
The four service areas were evaluated to ensure each are provided with the required
usable Operational, Equalizing, Fire Suppression, and Emergency Storage volumes.
Reflecting the interconnectedness of the system, excess storage in higher service areas
(e.g., Lea Hill, Lakeland Hills and Academy) can be used in the Valley Service Area and
vice versa. The storage analysis compares the required storage, based on the criteria in
Section 9.3.1, and the available storage. Storage excess or deficiencies were identified for
each service area.
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Table 9.4 Reservoir Dead Storage
Comprehensive Water Plan
City of Auburn
Reservoir
Nominal
Volume per
Foot, MG/ft
Outlet
Elevation,
ft
Maximum
Service
elevation
within
zone, ft
Required
Tank
Elevation(1),
ft
Dead
Volume,
MG
Dead
Volume,
%
Valley 1 0.20 268.50 235 268.50 0.20 5%
Valley 2 0.12 220.42 168 214.16 0.12 4%
Academy
8A + 8B 0.037 469.0 410 468.0 0.04 2%
Lea Hill
4A + 4B 0.031 499.0 456 517.16 0.59 29%
Lakeland
Hills 5 0.017 578.0 547 577.0 (2) 0.02 2%
Lakeland
Hills 6 0.025 575 547 593.16 0.29 33%
Notes:
(1) Assumes a minimum static pressure of 20 psi.
(2) The boosted zone of Lakeland Hills can drain the tank down to the suction elevation of the
booster pump (577.00 ft), thus providing fire flow service to elevated zones normally served by
the reservoir.
9.3.2.1 Valley Service Area
Storage for the Valley Service Area is contained within Reservoir 1 and 2, which have a
combined available storage volume of 8.23 MG (8.55 MG less the total dead volume of
0.32 MG). Reservoir 2 is maintained at the Valley 242 Pressure Zone HGL. Reservoir 1
serves the Valley Service Area via pressure reducing valve (PRV) 1, generally operated at
the Valley 288 Pressure Zone HGL. The required storage volume for the service area was
calculated using the methodology presented in the previous section and presented in Table
9.5. The demand presented in Table 9.5 represents the MDD for the medium scenario
presented in Chapter 4. The reliable or redundant supply for each service area are also
presented, as Emergency Storage is affected by supplies. As previously discussed, Coal
Creek Springs was considered out-of-service when calculating the redundant supply
capacity. Detailed results for all planning horizons are provided in Appendix N.
The Valley Service Area does not have sufficient storage volume in Reservoirs 1 and 2 to
meet storage volume requirements. The deficiencies are driven by Emergency Storage
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requirements. Deficiencies are largest in the short-term planning horizon and decrease as
additional supplies are brought online.
A combination of storage and supplies are needed to eliminate these deficiencies, as
shown in Table 9.6. The City has excess storage in the Lakeland Hills and Academy
Service Areas that can be used to reduce Emergency Storage needs in the Valley.
Additional PRVs from the Academy and Lakeland Hills Service Areas to the Valley Service
Area may be required to facilitate the transfer of storage. There is not sufficient storage in
the service areas to meet all Valley storage deficiencies; therefore, new storage and supply
improvements are needed.
An additional 2.3 mgd (approximately 1,600 gpm) of supply projects may be moved to the
short-term planning horizon to meet storage deficiencies. For example, the Well 7
Treatment Project Phase 1 can be moved from medium-term to the short-term planning
horizon (2.5 mgd of supply). In addition to existing storage, 1.0 MG of new storage volume
constructed in the medium-term planning horizon will eliminate deficiencies in the medium-
term and long-term planning horizon. The new storage is required to provide Emergency
Storage, which may be contained in multiple reservoirs and other service areas.
As an alternative to the supply project, the City may consider constructing a new 2.0-MG
Valley Reservoir anticipated to be located on existing City-owned property, which was
recommended in previous plans. This reservoir may provide the City with improved
hydraulic performance, as well as additional flexibility in implementing supply projects.
Algona and MIT demands are supplied from the Valley, but are not considered in the Valley
Storage analysis. Algona owns storage in Lakeland Hills Reservoir 6 and is addressed in
Section 9.3.2.4 MIT demands are tied directly to Coal Creek Springs flows; therefore, no
storage has been reserved.
Table 9.5 Summary of Reservoir Storage Analysis in 2035
Comprehensive Water Plan
City of Auburn
Parameter Valley AcademyLea Hill
Lakeland
Hills
Projected MDD 11.41 1.44 2.92 0.89
Reliable or Redundant Source
Capacity 16.29 2.52 8.37 2.78
Required Storage, MG
Operational 0.24 0.07 0.06 0.03
Equalizing 2.85 0.36 0.73 0.22
Emergency 6.53 0.36 0.00 0.00
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Table 9.5 Summary of Reservoir Storage Analysis in 2035
Comprehensive Water Plan
City of Auburn
Fire Suppression 0.96 0.96 0.96 0.56
Total Required Storage 10.58 1.75 1.75 0.81
Total Existing Storage 8.23 2.62 1.47 1.33
Excess (Deficit) Existing Storage, MG(2.35) 0.87 (0.28) 0.52
Table 9.6 Summary of Reservoir Storage Analysis in 2035 with Improvements
Comprehensive Water Plan
City of Auburn
Parameter Valley Academy Lea Hill
Lakeland
Hills
Projected MDD 11.41 1.44 2.92 0.89
Reliable or Redundant Source
Capacity 16.29 2.52 8.37 2.78
Required Storage, MG
Operational 0.24 0.07 0.06 0.03
Equalizing 2.85 0.36 0.73 0.22
Emergency 6.53 0.36 0.00 0.00
Fire Suppression 0.96 0.96 0.96 0.56
Total Required Storage 10.58 1.75 1.75 0.81
Existing Storage 8.23 2.62 1.47 1.33
Shared Storage 1.39 -0.87 0.00 -0.52
New Storage 1.00 0.00 0.28 0
Total Available Storage 10.62 1.75 1.75 0.81
Excess (Deficit) Existing Storage, MG0.04 0.00 0.00 0.00
9.3.2.2 Lea Hill Service Area
There is currently 1.47 MG of available storage provided in the Lea Hill Reservoirs 4A and
4B (2.06 MG total storage less 0.59 MG of dead volume). By 2035 the service area will
require 1.75 MG of storage, as shown in Table 9.5. Based on existing infrastructure, the
Lea Hill Service Area is deficient in storage throughout the planning periods. In the short-
term, the available storage can be increased by configuring the BPS to independently
drawdown the Lea Hill Reservoirs. This would allow the City to access 0.24 MG of Dead
Storage, assuming Reservoir 4B is drawn down. This work could be included with the fire
pump improvements discussed earlier in this chapter. To maintain sufficient fire flows, the
tanks should not be simultaneously drawn down.
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A small amount (0.04 MG) of additional storage would be required to eliminate the long-
term storage deficiency. This storage may come from changes to operational strategies,
distribution improvements to reduce dead storage from distribution, or a small increase in
pumping from the Valley Service Area.
9.3.2.3 Academy Service Area
There is currently 2.62 MG of available storage provided in the two Academy Reservoirs
(2.66 MG total storage less 0.04 MG of dead volume). The Academy Service Area requires
1.75 MG of storage by 2035, as shown in Table 9.5; therefore, there will be a 0.87 MG
surplus storage by 2035. This surplus has been allocated as Valley Emergency Storage.
The storage calculations include the replacement of Academy PS 1 in the short-term
planning horizon, as discussed in Section 9.2. Without this project, the service area would
be deficient in storage in the long-term planning horizon by a maximum of 0.13 MG in 2035.
9.3.2.4 Lakeland Hills Service Area
The Lakeland Hills Reservoir currently has 1.33 MG of available storage (1.94 MG total
storage less 0.31 MG of Dead Storage less 0.3 MG of storage reserved forAlgona). Algona
currently owns 0.18 MG of storage in Lakeland Hills Reservoir 6. In 2014, Algona requested
an additional 0.12 MG of storage to meet their long-term storage needs. The City has
indicated they are willing to sell this storage to Algona and discussions are ongoing.
Therefore, a total of 0.3 MG of storage for Algona has been reserved in the Lakeland Hills
Service Area. The Lakeland Hills Service Area has sufficient storage throughout the
planning period, requiring 0.81 MG of storage by 2035, as shown in Table 9.5; therefore,
there will be a 0.52 MG surplus storage by 2035. The excess storage in the Lakeland Hills
Service Area has been allocated as Valley Emergency Storage.
9.3.3 Summary of Storage Improvements
Storage deficiencies were identified in the Valley, Lea Hill, and Academy Service Areas.
PSs and BPSs are generally well-sized to meet future demands. Several pump station
improvements were recommended to meet the City’s pump station criteria and address
infrastructure that has reached the end of its usable life. The pump station improvements:
Well 7 Water Quality Phase 1 or other supply project in short-term planning horizon.
1.0 MG of additional storage volume for Valley Service Area.
PRV station from Academy to Valley Service Area.
PRV station from Lakeland Hills to Valley Service Area.
9.4 HYDRAULIC MODEL
The hydraulic model was the primary tool for evaluating the distribution system. The City’s
model provides the ability to evaluate current conditions in the system and to evaluate what
if scenarios for future growth and infrastructure. The City’s current model has undergone an
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extensive update and calibration since the last Plan. Additionally, the latest demand
projects have been incorporated into the model. Details on each of these activities are
provided below.
9.4.1 Model Conversion and Update
The City’s hydraulic model was converted to Innovyze’s InfoWater in 2013 to aid in the
development of the City’s Unidirectional Flushing (UDF) program. Additionally, the new
model platform is fully integrated with ESRI’s ArcView to provides a more robust and user-
friendly interface. Previously, the City’s water hydraulic model was developed using the
WaterCAD (Version 8i) hydraulic modeling package, developed by Bentley Systems, Inc.
The updated model contains 3,876 nodes and 4,786 pipes. In addition, there were 10
tanks, 13 well and spring sources, and 48 pumps. The conversion and update of the City’s
former hydraulic model is documented in a Technical Memorandum entitled Hydraulic
Model Update and Calibration (Appendix O).
As part of the model conversion work, the model was updated to match the City’s GIS
based infrastructure and distribution system information. The pipe network was updated to
include additional 6-inch diameter mains, which were largely dead-end mains. Most water
mains with diameters equal to and less than 4 inches were not included unless they are
linked to a hydrant, or needed for connectivity issues. Discrepancies between the hydraulic
model and the updated GIS data were identified and resolved using as-built drawings,
revised field verified record drawings, and staff’s institutional knowledge. The resulting
updated InfoWater model was used for the City’s UDF program and the Plan.
The model has been continually updated with recent projects and field verified
infrastructure. Documentation of key model changes by service area are summarized in
Appendix O.
9.4.2 Model Calibration
The purpose of the water system hydraulic model is to estimate, or predict, how the water
system will respond under a given set of conditions. Calibration is important to establish
confidence that the model has sufficient accuracy to base capital improvement and
operational decisions on the model results. To this end, the model was calibrated against
field fire flow tests. The calibration process considered both the observed system pressures
and how the pumps and reservoirs responded to fire flows. The City’s hydraulic model has
been calibrated previously; however, an additional calibration was sought to ensure the
model’s accuracy after the model conversion and update. The new calibration was
performed in 2013 as part of the On-Call Modeling Services Contract. The work performed
and results are summarized in Appendix O.
Fifteen fire flow tests were conducted across the City’s distribution system, which are
summarized in Table 9.7. Each test consisted of one flowing hydrant and one pressure
hydrant. The tests sites were chosen to provide an adequate representation of system
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performance throughout the City. Results show there is a good correlation between
measured pressures and predicted pressures for all of the hydrant locations. The hydraulic
model is considered calibrated if pressures are within 10 psi and 10 percent difference to
the field measured data.
The City chose not to conduct fire flow tests in the Lea Hill Service Area in 2013 since there
has been relatively little change since the last calibration and due to the possibility of
adverse water quality conditions caused by the flushing. Water quality issues have been
minimized through the City’s UDF program; therefore, it is recommended that the City
calibrate Lea Hill during the next model update.
Table 9.7 Fire Test Calibration Summary
Comprehensive Water Plan
City of Auburn
Service Area Number of Tests
Performed Range of Pressure
Difference (psi)
Range of
Percentage
Difference (%)
Valley 9 -6.2/7.7 -8.3/7.8
Academy 4 -2.4/5.4 -4.0/7.5
Lakeland Hills 2 -2.8/5.1 -5.6/7.9
Lea Hill - NA NA
9.4.3 Demand Allocation
The model was updated with the demand projections presented in Chapter 4, which provide
demands by customer class for each service area. The demand allocation spatially
distributed these future demands to the model’s many nodes. Each node represents the
demands from nearby customers that may include multiple customer classes (e.g.,
commercial and residential). Demand is allocated based on the number and class of
customers contributing to the node.
The City’s zoning defines the customer classes that can be developed or redeveloped on a
given parcel in the future. Therefore, future demands were allocated based on City zoning
to vacant and redevelopable lands. Nodes with future demands are shown on Figure 9.2,
where existing demand nodes are in white and future demand nodes are in dark blue. Each
shown node includes demands from the contributing area that was determined through GIS
analyses.
The zoning of the contributing area, in acres, to each node was calculated using GIS. The
demand projections were developed based on accounts, not area, therefore the demands
were converted to a demand per acre. Using the demand per acre values, the projected
demands were calculated for the contributing area in each node. Details on how each
aspect of the demand allocation was calculated are provided in the following sections.
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Figure 9.2Future and ExistingDemand AllocationComprehensive Water PlanCity of Auburn
December 2014 - DRAFT 9-17
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.4.3.1 Demand Allocation
The demand allocation was based on the land use or zoning within these contributing
areas. The existing (2015) demands were allocated based on current land use. Future
demands were allocated based on zoning, where the contributing area was limited to
vacant and redevelopable lands within the City. Using GIS, the area of each category of
land use or zoning within the contributing area of each node was calculated. The land use
and zoning categories are more detailed than customer classes; therefore, categories were
combined that best represent each customer class. The resulting data provided the land
use and zoning area for the contributing area of each nodes. This data was combined with
the demand per acre to allocate the demands.
Due to limited multifamily zoned areas in Lea Hill, future demands were allocated across all
areas, rather than only the redevelopable, and vacant areas.
The contributing area to each node was established by combining nearby property parcels.
Automated GIS tools were used initially to assign parcels to each node. The results of the
automated analyses were reviewed and selected parcels were reassigned to better
represent the source of water for the customers. Commonly, undeveloped or vacant areas
were reassigned to the nearest potential system connection to approximate the impact of
expansion on the existing system. Additionally, parcels bordering multiple mains were
reviewed and reassigned when necessary.
The projected demand per acre was allocated to both existing and future demands. Per
acre demands were calculated for 2015, 2021 (short-term planning horizon), 2025
(medium-term planning horizon) and 2035 (long-term planning horizon). These future years
are consistent with the City’s CIP planning horizons. The 2015 demand projections
represent “existing” demands for the demand allocation. Future demands were added to
these existing demands. The 2015 demands are not analyzed in the system analysis.
Demands were assigned proportionally based on land use area for each customer class.
The demand per acre was calculated for each customer class and service area by dividing
the projected 2015 demand by the acres of land use. Therefore, per unit demands were the
same for all contributing areas of a given customer class within a service area and the
demand per acre value varied between service areas. For example, all commercial areas
within the Valley Service Area were assigned the same per acre demand. However, the
commercial demand per acre in the Valley Service Area was different from the value in the
Lea Hill or Lakeland Service Areas.
Single-family residential, Multi-family residential, Commercial/Manufacturing, Industrial, and
City Accounts were assigned based on the land use or zoning. Irrigation demands were
allocated proportionally to all non-single family residential areas in the system, except Open
Space. Open Space were not allocated demands. Unmetered demands and distribution
system losses were allocated uniformly across the system.
December 2014 - DRAFT 9-18
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Large user demands were assigned to specifical locations to accurately capture the
hydraulic impacts of these large demands.
Future demands were added incrementally to the existing demands. For example, the
incremental 2021 demands are the difference between the 2021 and 2015 demand
projections. Therefore, the existing demands were not affected by the future demands. The
incremental future demand per acre was calculated by customer class for each service
area. Demands were assigned proportionally to the vacant and redevelopable areas for
each customer class, as described above, to calculate per unit values in each service area.
The demand allocated to each node was calculated by multiplying the contributing area by
the demand per acre values. As previously stated, demand per acre values were based on
customer class and service area. Future demands were calculated on an incremental basis
for 2021, 2025, and 2035. The resulting demands were imported into the InfoWater Model
for use in the system analysis.
The resulting demand allocation does not establish the actual water use for individual
customers, rather it represents a typical water use based on large groups of customers.
Similarly, the actual site of development or redevelopment is not considered, rather future
demands are spread across a large area that the City has established as vacant or having
the potential for redevelopment.
Note, the demands presented in this section were developed for planning purposes and
should not be used for permitting or design of development-scale projects. .
9.4.4 Fire Flows
Fire flow demands were verified based on the City’s zoning and updated as needed in the
hydraulic model. The City’s fire flow requirements are 1,500 gallons per minute (gpm) for
single-family residential zoning and 2,500 gpm for all multi-family residential and non-
residential zoning. City parks without structures and open spaces do not have fire flow
requirements. Fire flow demands were only placed in model nodes serving hydrants and
are shown in Figure 9.3. The City Fire Marshal requires fire flows up to 4,000 gpm in
specific cases, which are shown in Figure 9.4 and tabulated in Table 9.8. These sites
include manufacturing sites, retirement communities, a casino, and select schools.
December 2014 - DRAFT 9-19
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Table 9.8 Buildings in Auburn that have Specific, High Fire Flow Requirements
Comprehensive Water Plan
City of Auburn
Test
No. Location Address
Service
Area
Flow
Required
(gpm)
1 RPS Distribution Center 3702 "C" St. NE Valley 4,000
2 Justice Center 340 E Main Street Valley 2,250
3 New Annex Building 1 E Main Street Valley 2,500
4 Emerald Downs 2300 Emerald Downs Drive Valley 3,000
5 Panattoni Warehouse 816 44th ST NW Valley 4,000
6 Span Alaska 3815 W Valley Highway N Valley 3,125
7 AMB Valley
Distribution Center 2202 Perimeter Road SW Valley 4,000
8 Super Mall 1101 15th Street SW Valley 2,000
9 Safeway Distribution
Center 3520 Pacific Avenue S Valley 2,000
10 Auburn Meadows
Sr. Housing 945 22nd Street NE Valley 2,375
11 Grace Community
Church 1106 12th Street SE Valley 3,750
12 Auburn RMC
Bed Tower Addition 202 N Division Street Valley 1,750
13 Riverside High School 501 Oravetz Road SE Valley 3,000
14 Green River
Community College 12401 SE 320th Street Lea Hill 2,250
15 Wesley Homes
Sr. Housing 10805 SE 320th Street Lea Hill 4,000
16 Auburn Elementary
School @ Lakeland 1020 Evergreen Way SE Lakeland
Hills 3,125
17 Academy Campus 5000 Auburn Way South Academy 4,000
18 MIT Casino Expansion 2402 Auburn Way South Academy 2,625
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Figure 9.3Required AvailableFire FlowComprehensiveWater PlanCity of Auburn
LegendFire Flow Requirements1,500 gpm2,500 gpm
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Figure 9.4Sites Requiring Larger Fire FlowsComprehensive Water PlanCity of Auburn
December 2014 - DRAFT 9-22
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.4.5 Diurnal Demand Pattern
Water usage in distribution systems is inherently unsteady due to continuously varying
demands. In order for an extended period model simulation to accurately reflect dynamics
of the real system, these demand fluctuations must be incorporated into the model. The
City previously used the AWWA diurnal curve, however the City recently upgraded their
SCADA data system allowing them to develop specific diurnal curves for each of the four
service areas of their system. These curves show the hourly demand variation over a
several week period. The demand is calculated by a water mass balance of inputs (wells,
springs, booster pumps) and outputs (booster pumps) from a given Service Area. SCADA
data from August 2013 and May 2013 were used to develop these City specific curves for
both ADD and MDD conditions. The diurnal curves and additional information can be found
in Appendix O.
9.4.6 Future System Operation and Supply Strategy
The City’s supply strategy established in Chapter 6 was used for the model simulations.
The supply strategy identified sizing and phasing of improvements, as well as making full
use of the Tacoma wholesale interties. The strategy was implemented in the model and
source operations were adjusted for each planning year scenario (2015, 2021, 2025, and
2035). Coal Creek Springs, West Hill Springs, the Tacoma Interties, and the Upland Well
Field were used in all scenarios. Individual wells in the Valley Well Field were used as
available to provide the remainder of the supply.
9.4.7 Model Recommendations
The existing model provides an excellent tool for evaluating the distribution system. The
model should be updated periodically to maintain reasonable prediction of water system
conditions. An update would include incorporating main replacements and improvements,
adding new service areas, incorporating operational changes to the tanks and pumps,
adjusting PRV settings, and adjusting demands to match demand projections and zoning.
As part of this update, fire flow tests should be conducted to verify the accuracy of the
model and aid in monitoring system changes. Additionally, fire flow tests should be
conducted to validate model results for new developments in areas with low pressures or
high head loss.
9.5 DISTRIBUTION SYSTEM EVALUATION
The updated and calibrated model was used to evaluate future water system conditions in
the distribution system. The City’s distribution system performance criteria were evaluated
for four criteria that evaluate a range of conditions. Areas not meeting the criteria were
considered deficient and system improvements were identified to achieve the required level
of service. Improvements include piping improvements, valves, and rezoning as presented
below.
December 2014 - DRAFT 9-23
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9.5.1 Evaluation Criteria
The evaluation criteria were set based on the City’s policies and criteria presented in
Chapter 3. These policies are equal to or greater than that required by DOH Design Manual
and WAC 246-290 requirements. The model was evaluated for the following criteria:
1. Maximum recommended pressure of 80 psi during ADD,
2. Minimum pressure of 35 psi during PHD,
3. Maximum velocity of 8 feet per second (ft/s) during PHD, and
4. Minimum pressure of 20 psi during MDD plus Fire Flow.
The results of each criterion are presented below.
9.5.2 Maximum Recommended Pressure during the ADD
Building code requires the installation of individual PRVs when the meter pressure exceeds
80 psi. Therefore, the City has set 80 psi as a recommended maximum pressure for water
system design. The model was run in Extended Period Simulation (EPS) during ADD to
identify the range of pressures typically experienced in the system. Figure 9.5 shows model
nodes with pressures above 80 psi during the ADD during short-term planning horizon.
Pressures under long-term scenarios are similar to the conditions in the short-term. No
improvements have been identified for this criterion.
The general downward gradient from south to north in the Valley Service Area creates high
pressures in the north. As demand increases, most dramatically during fire flows, the
maximum pressures will decrease. Therefore, high pressures can be beneficial for
maintaining system pressures during large fire flows for the largely commercial and
industrial customers in the area. Similarly, high pressures in the Academy Service Area
support high fire flows at the MIT Casino.
Additional areas of high pressure are largely due to topography and PRV settings. The City
has been able to maintain safe and reliable service in these areas and has no plans to
reduce pressures. Additionally, many existing customers are accustomed to these high
pressures and view reductions in pressure as a decrease in quality of service. To ensure
safe operation, all new customers in high pressure areas will be required to install an
individual PRV.
9.5.3 Minimum Low Pressure during the PHD
PHD conditions were simulated to identify areas with operating pressure below 35 psi.
Three locations did not meet the low pressure criteria of 35 psi starting in 2015 as shown in
Figure 9.6. In the Valley Service Area, the Gains Park area on the west side of the service
area, near Lakehaven Utility District (LUD), has pressures below 35 psi. Gains Park
extends up the ridge from the Valley Service Area near elevation 66 feet, to a high point of
158 feet, and is located relatively far from the tanks. The City has an emergency intertie
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
Coal Creek SpringChlorination Facility
West Hill SpringChlorination Facility
Fulmer FieldCorrosion Control
Intertie TreatmentFacility
Tacoma Pipeline Intertie(B Street)Tacoma Pipeline Intertie(132nd Ave)
Well 1 ChlorinationFacility
Well 4 ChlorinationFacility
Reservoir 1
Reservoir 2
Lea HillReservoirs 4A, 4B
AcademyReservoirs 8A, 8B
Academy East BPS
Terrace View BPS
LakelandReservoir 6 LakelandHills BPS
LakelandReservoir 5
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal CreekSpring
Intertie PS
Lea Hill PS
Academy PS
GreenRiver PS
Game FarmPark PS
JanssensAddition PS(decomissioned)
O
0 0.5 1Miles
Legend
!GReservoir
#*Intertie
TSpring
L Well
Ú_T Pump Station
GFTreatment Facility
hg Closed Valve
c³$PRVs
Water Distribution System8" and Smaller10 - 16"18" and Larger
Nodes Exceeding PressureCriteria0 - 80 psi> 80 psi
City LimitsRetail WaterService AreaRoadways
Figure 9.5Pressure and VelocityDeficiencies during PHDComprehensive Water PlanCity of Auburn
December 2014 - DRAFT 9-25
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
with LUD to provide up to 800 gpm of flow to support fire flows in this area. The
combination of system supplied and LUD emergency flows are sufficient to meet the
pressure criteria. Either a booster pump station would be required, or the area should be
moved to the adjacent Lakehaven Utility District.
The second location of low pressures is located at the boundary of Valley 242 Pressure
Zone and Academy 350 Pressure Zone along 28th St SE at the intersection with U Street
SE. Switching this customer to the Academy 350 Pressure Zone will improve pressures and
fire flows as this is also shown as deficient during the fire run. The proposed rezone is
described in greater detail in the Recommended Improvements Section.
The third location was located south of the Lea Hill reservoir along 132nd Ave SE. Nearby
locations are currently served by a boosted zone, therefore, it is recommended that the
boosted zone be expanded to serve customers in this location. A boosted zone expansion,
which encompasses this location, is recommended to meet fire flows and is detailed in the
Recommended Improvements Section. No additional improvements to the Intertie BPS
beyond those recommended in Section 9.2.2.1 would be required for this expanded
boosted zone.
9.5.4 Maximum Velocity during the PHD Scenario
The City would like to maintain velocities less than 8 ft/s in distribution pipes during the
PHD. No pipes were found to exceed the velocity criteria in any planning horizon, as shown
in Figure 9.6. Therefore, no improvements are recommended.
9.5.5 Minimum Pressure During MDD plus Fire Flow
The City criteria requires minimum system pressures of 20 psi during the MDD plus fire
flow. Fire flows are typically the largest flows in the system and often a major factor in pipe
sizing and configurations. The InfoWater model was used to systematically simulate a fire
at all applicable model nodes. Fire flows were simulated for each of the planning horizons
during the MDD and deficient nodes with pressures less than 20 psi are shown in Figure
9.7. During the fire flow analysis, reservoirs are set at the bottom of the fire suppression
pool, which is often much lower than typical operating levels. Therefore, locations that may
have sufficient pressure during annual hydrant testing may be deficient with these lower
reservoir levels.
There are fire flow deficiencies throughout the system, on dead-end mains, in areas of older
4- and 6-inch piping networks, or near high points in a pressure zone. Most deficiencies
occur in 2021. Deficiencies in the Valley Service Area are largely associated with high
headloss in the older 4-inch and 6-inch pipe network. Lea Hill deficiencies are largely
associated with high service elevations. There are relatively few deficiencies in the
Academy and Lakeland Hills Service Area.
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
Coal Creek SpringChlorination Facility
West Hill SpringChlorination Facility
Fulmer FieldCorrosion Control
Intertie TreatmentFacility
Tacoma Pipeline Intertie(B Street)Tacoma Pipeline Intertie(132nd Ave)
Well 1 ChlorinationFacility
Well 4 ChlorinationFacility
Reservoir 1
Reservoir 2
Lea HillReservoirs 4A, 4B
AcademyReservoirs 8A, 8B
Academy East BPS
Terrace View BPS
LakelandReservoir 6
LakelandHills BPS
LakelandReservoir 5
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal CreekSpring
Intertie PS
Lea Hill PS
Academy PS
GreenRiver PS
Game FarmPark PS
JanssensAddition PS(decomissioned)
O00.5 1Miles
Legend
!G Reservoir
#*Intertie
T Spring
L Well
Ú_T Pump Station
GF Treatment Facility
hg Closed Valve
c³$PRVs
Water DistributionSystem8" and Smaller10 - 16"18" and Larger
Pressure <30 psiPipes Exceeding VelocityCriteria
City LimitsRetail WaterService AreaRoadways
Figure 9.6Pressure and VelocityDeficiencies during PHDComprehensive Water PlanCity of Auburn
No pipes exceeding velocitycriteria were identified.
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
Coal Creek SpringChlorination Facility
West Hill SpringChlorination Facility
Fulmer FieldCorrosion Control
Intertie TreatmentFacility
Tacoma Pipeline Intertie(B Street)Tacoma Pipeline Intertie(132nd Ave)
Well 1 ChlorinationFacility
Well 4 ChlorinationFacility
Reservoir 1
Reservoir 2
Lea HillReservoirs 4A, 4B
AcademyReservoirs 8A, 8B
Academy East BPS
Terrace View BPS
LakelandReservoir 6
LakelandHills BPS
LakelandReservoir 5
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal CreekSpring
Intertie PS
Lea Hill PS
Academy PS
GreenRiver PS
Game FarmPark PS
JanssensAddition PS(decomissioned)
O
0 0.5 1Miles
LegendFire Deficiencies by 2021Fire Deficiencies by 2025Fire Deficiencies by 2035
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L Well
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Water DistributionSystem8" and Smaller10 - 16"18" and Larger
City LimitsRetail WaterService AreaRoadways
Figure 9.7Fire Deficiencies byPlanning YearsComprehensive Water PlanCity of Auburn
No additional fire deficiencieswere identified between 2021and 2025.
March 2015 - DRAFT 9-28
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
Note, a combination of public and private hydrants may be required to meet fire flows in the
Adventist Academy. Hydrant tests performed in 2014 in the Adventist Academy have shown
the school’s 8-inch private water system is not looped, as previously believed. Hydraulic
modeling of the short-term planning horizon indicates the distribution system is unable to
supply 4,000 gpm to a single location within the Adventist Academy without looping.
Therefore, the City is working with the Fire Marshal to identify the location and quantity of
fire protection needed to protect the Academy’s over 15 structures. The City will evaluate
the fire flow supply needs once the final fire flows are determined. No deficiencies are
shown on Figure 9.7; however, potential improvements are discussed in later sections.
9.5.6 Capacity Improvements
Improvements have been recommended to meet the deficiencies identified in the previous
section. Improvements include pipe upsizing, main looping, and pressure rezoning. The
recommended improvements are shown in Figure 9.8. Detailed information on each
recommended pipe improvement can be found in Appendix P, where Individual projects
may be referenced based on the Project ID shown in Figure 9.8. Once implemented, the
system will be able to eliminate the identified deficiencies. If all of the recommended
improvements are implemented, the model predicts that adequate fire flow is available to all
junctions as presented in Figure 9.9 and that all low pressure nodes present adequate
pressures as presented in Figure 9.10. The following sections detail recommended
improvements for each service area.
9.5.6.1 Valley Service Area
Deficiencies in the Valley Service Area were largely driven by older pipe networks that are
undersized to meet modern standards. However, the Valley Service Area is well-networked,
so selective pipe upsizing can increase pressures and fire flows to the required levels.
Figures 9.11 and 9.12 present the recommended piping improvements in the north and
south part of the Valley Service Area, respectively. The majority of these projects are
upsizing 6-inch pipe to 8-inch pipe, as shown in Table 9.9. Many of the projects are small
lengths of pipe under 500 feet of length. Dead-end mains deficiencies may also be resolved
by additional looping. Looping would likely need to occur on private property, so the cost
effectiveness will vary. All improvements in the Valley were required to meet short-term
deficiencies, as presented in Appendix P. Additionally, pressure rezoning in the Gains Park
area is recommended, rather than extensive pipe replacement projects.
9.5.6.2 Lea Hill Service Area
Deficiencies in the Lea Hill Service Area were largely due to the combination of high service
elevations and headloss during fire flows. The fire requirements can be met with piping
improvements and expansion of the boosted zone, as shown in Figure 9.13 and Figure
9.14, respectively. About half of the pipeline improvements were to upsize existing pipe to
12-inch mains or to create loops to limit headloss, as presented in Table 9.9. Upsizing of
existing pipes and new pipe loops will be required to meet fire criteria especially in the north
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Legend
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L Well
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hg Closed Valve
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Water Distribution System8" and Smaller10 - 16"18" and LargerCity LimitsRetail WaterService AreaRoadways
Water Service AreasAcademyLakeland HillsLea HillValley
hg New NC Valve
G!.Hydrant ImprovementProposed ImprovementsReplacementNew Pipe
7 Project ID
Figure 9.8Recommended Water Distribution System ImprovementsComprehensive Water PlanCity of Auburn
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
Coal Creek SpringChlorination Facility
West Hill SpringChlorination Facility
Fulmer FieldCorrosion Control
Intertie TreatmentFacility
Tacoma Pipeline Intertie(B Street)Tacoma Pipeline Intertie(132nd Ave)
Well 1 ChlorinationFacility
Well 4 ChlorinationFacility
Reservoir 1
Reservoir 2
Lea HillReservoirs 4A, 4B
AcademyReservoirs 8A, 8B
Academy East BPS
Terrace View BPS
LakelandReservoir 6
LakelandHills BPS
LakelandReservoir 5
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal CreekSpring
Intertie PS
Lea Hill PS
Academy PS
GreenRiver PS
Game FarmPark PS
JanssensAddition PS(decomissioned)
O00.5 1Miles
Legend
!G Reservoir
#*Intertie
T Spring
L Well
Ú_T Pump Station
GF Treatment Facility
hg Closed Valve
c³$PRVs
Water DistributionSystem8" and Smaller10 - 16"18" and Larger
Pressure Meets MinimumPressure CriteriaPipe Meets Velocity Criteria
City LimitsRetail WaterService AreaRoadways
Figure 9.9Pressure and Velocity Resultsduring PHD with ImprovementsComprehensive Water PlanCity of Auburn
No pipes meeting velocitycriteria were identified.
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Auburn Way
Kersey W
ay
12th St E
West Valley Hwy
51st Ave
112th Ave
124th AveB St
132nd Ave
C St
A St
M St R St
M St
Coal Creek SpringChlorination Facility
West Hill SpringChlorination Facility
Fulmer FieldCorrosion Control
Intertie TreatmentFacility
Tacoma Pipeline Intertie(B Street)Tacoma Pipeline Intertie(132nd Ave)
Well 1 ChlorinationFacility
Well 4 ChlorinationFacility
Reservoir 1
Reservoir 2
Lea HillReservoirs 4A, 4B
AcademyReservoirs 8A, 8B
Academy East BPS
Terrace View BPS
LakelandReservoir 6
LakelandHills BPS
LakelandReservoir 5
Well 5
Well 4
Well 1
Well 7
Well 2, 6
Well 5A
Well 3A, 3B
Well 5B
Coal CreekSpring
Intertie PS
Lea Hill PS
Academy PS
GreenRiver PS
Game FarmPark PS
JanssensAddition PS(decomissioned)
O
0 0.5 1Miles
LegendMeets Fire Criteria !G Reservoir
#*Intertie
T Spring
L Well
Ú_T Pump Station
GF Treatment Facility
hg Closed Valvec³$PRVs
Water DistributionSystem8" and Smaller10 - 16"18" and Larger
City LimitsRetail WaterService AreaRoadways
Figure 9.10Fire Flow Resultswith ImprovementsComprehensive Water PlanCity of Auburn
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
304th St
312th St
320th St
West Valley Hwy
51st Ave
112th Ave 124th Ave
B St
C St
M St
R St
M St
West Hill SpringChlorination Facility Fulmer FieldCorrosion Control
Tacoma Pipeline Intertie(B Street)
Well 1 ChlorinationFacility
Reservoir 1
GreenRiver PS
Well 7
Well 2, 6
Reservoir 2
Lea Hill PS
5
45
8
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56
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0 1,000 2,000Feet
Legend
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December 2014 - DRAFT 9-36
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
of the service area, north of SE 296th St where the elevations are some of the greatest in
Lea Hill 563. Additional piping and pipe improvements will be required in a high elevation
area in the South of the Service Area near SE 318th Place. Projects in these areas address
both short-term and long-term deficiencies, as presented in Appendix P.
Table 9.9 Piping Improvements
Comprehensive Water Plan
City of Auburn
Service Area Improvement Type Length (ft)
New
Size
(inch)
Academy Pipe Replacement 714 12
Academy Pipe Replacement 492 8
Academy New Piping 1,071 12
Total Length Academy Piping Improvements 2,276
Lea Hill New Piping 1,815 12
Lea Hill New Piping 356 8
Lea Hill Pipe Replacement 6,081 12
Lea Hill Pipe Replacement 828 10
Lea Hill Pipe Replacement 3,466 8
Total Length Lea Hill Piping Improvements 12,546
Valley New Piping 3,955 8
Valley New Piping 448 6
Valley Pipe Replacement 2,359 12
Valley Pipe Replacement 14,110 8
Total Length Valley Piping Improvements 20,872
Total Length Distribution System Piping
Improvements 35,695
9.5.6.3 Academy Service Area
Deficiencies within the Academy Service Area were addressed with piping improvements,
as shown in Figure 9.15. A few pipe upsize projects and new pipes that improve looping are
necessary to improve residual pressures during fire and meet the pressure criteria of 20 psi.
A rezone of part of the Valley 242 to Academy 350 is proposed in order to improve delivery
pressures under normal operations and during fire. Figure 9.16 illustrates the proposed
rezone location.
As discussed, the Academy was found to be potentially deficient for fire flows. It is
recommended that the City work in conjunction with the Academy to implement
improvements, as necessary. Improvements may include distribution main improvements
along Auburn Way S or 32nd St SE, as well as recommended improvements within the
Academy’s private system.
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December 2014 - DRAFT 9-39
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.5.7 Lakeland Hills Service Area
No deficiencies are found in the Lakeland Hills Service Area for the planning period.
9.5.8 Water Repair and Replacement Program
Previous Plans identified pipelines for the City’s water repair and replacement program. The
program replaces asbestos-cement (AC), old cast iron pipes, pipes under 6-inches that
serve fire hydrants, dead-end mains in non-residential areas, and decommissioned
duplicate pipes. The pipes are presented in Figure 9.18 and tabulated in Appendix P.
9.5.8.1 Asbestos-Cement Pipe
The City previously found its AC mains are generally undersized and have relatively high
leakage rates. The City has two remaining areas of AC pipe in their system: one in the
Valley Service Area that will be replaced in 2015 and the other one in the Lea Hill Service
Area that is planned to be replaced at a later date. Upon completion, the City will have
eliminated AC mains from the system. The remaining areas are described below.
49th Street SE, 85th Avenue S, Auburn Way S
The six- and eight-inch AC mains serving residential and commercial areas along 49th
Street NE, 85th Avenue South, D Street NE and Auburn Way North were acquired from a
small water company that dissolved years ago.
West side of 112th Avenue SE
The residential areas west of 112th Avenue SE and north of SE 300th Street are served by
AC water mains. The pipes in these areas are aged, undersized, and very fragile.
Replacement and upsizing of these pipes will improve fire flows in the area.
9.5.8.2 Aged and Undersized Watermains
The majority of the cast iron piping in the distribution system is 4- to 6-inch diameter with 2-
nozzle, 4-1/4-inch fire hydrants. The watermain is typically shallow and the gate valves
often leak through the packing gland when operated. It is recommended that the City
replace all 4-inch and 6-inch diameter watermains with minimum 8-inch water main, and
replace 4-1/4-inch fire hydrants with 5 ¼-inch fire hydrants. Appendix P provides a
summary of the locations of these pipes.
Additionally, 2-inch galvanized pipe is still used for domestic service to commercial
buildings in some areas. Portions of this pipe have been abandoned over time as new
development has occurred. The remaining galvanized pipe should be replaced where
possible.
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December 2014 - DRAFT 9-41
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
9.5.8.3 Dead-end Pipes in Non Single-Family Areas Requiring Upsize or Looping
The City has multiple older 6-inch or 8-inch diameter dead-end pipes in non-single family
areas that do not meet the City’s fire flow requirements of 2,500 gpm. Per City design
criteria, water mains in multi-family residential and non-residential areas shall be a
minimum of 12 inches in diameter. Onsite water main loops, with no possibility of future
extension, serving two or less fire hydrants may be reduced to a minimum diameter of 8
inches. Table 9.10 summarizes the dead-end pipes identified through modeling and Figure
9.18 identifies their location. The City considers these water mains to be aged and
undersized; therefore, they have been included in the annual replacement program. It is
recommended to either upsize these pipes to 12-inch diameter or create a looping when
possible.
Table 9.10 Dead-Ends Pipes Requiring Looping
Comprehensive Water Plan
City of Auburn
Service Area Existing Diameter (inch) Length (ft)
Valley 4 208
Valley 6 3,289
Valley 8 3,050
Valley 12 79
Academy 6 572
Academy 8 384
Lea Hill 8 523
Total Length (ft)8,105
9.5.8.4 Abandonment of Duplicate Watermains
The distribution system has a few areas where duplicate watermains have been installed.
Most of these are situated parallel to each other and provide independent support to the
residential/commercial customers. The following duplicate watermains have been identified.
H Street NW
It is recommended that the City abandon the 8-inch watermain on H Street NW, between
West Main Street and 6th Street NW, by transferring the individual water service
connections to the parallel 16-inch watermain and connect to each branch watermain. This
would improve the fire flow for the area and could be completed with the future replacement
of aged and undersized watermains adjacent to H Street NW.
December 2014 - DRAFT 9-42
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
D Street NW
It is recommended that the City abandon the 4-inch watermain on D Street NW and transfer
service to the parallel 8-inch watermain.
K Street NE
It is recommended that the City abandon the 8-inch watermain on K Street NE and transfer
services to the parallel 12-inch watermain.
9.5.8.5 Recommendation
It is recommended the City continue the Water Repair and Replacement program to replace
the watermains as follows:
1.AC watermains.
2.Aged and undersized watermains.
3.Dead-Ends Pipes Requiring upsize or looping.
4.Undersized watermains.
5.Abandonment of duplicate watermains.
The existing annual replacement program pipes should be reviewed and updated through
an asset management study. The study will identify the remaining useful life of water mains
in the system, prioritize pipe replacements, and develop replacement costs to aid in
phasing the replacements. The City has limited pipe age and material data that is required
for the remaining useful life analysis. It is recommended that the City collect this data from a
combination of as-built drawing, field verification, and staff institutional knowledge before
conducting the asset management study.
9.6 SUMMARY
In review of the existing City water system, several current and future deficiencies in the
facilities related to system pressure, supply, storage, pumping, and distribution piping have
been identified. Specific facilities recommended for upgrades or replacement in the short-
term planning horizon has been outlined in the Sections above and are summarized in
Table 9.11.
December 2014 - DRAFT 9-43
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc
Table 9.11 Recommended Projects from System Analysis
Comprehensive Water Plan
City of Auburn
Project Recommended
Planning Horizon
Service Areas
Lea Hill Service Area Rezone Short-term
Academy Service Area Rezone and Expansion Short-term
PRVs
PRV Station from Academy to Valley Service Area Short-term
PRV Station from Lakeland Hills to Valley Service Area Short-term
Supply Facilities
Well 7 Water Quality Treatment Phase 1 Short-term
Pump Stations
Green River Pump Station Emergency Back-Up Power 2018
New 1.44 mgd Academy Pump Station 1 Short-term
Intertie Booster Pump Station Expansion (Lea Hill 648 Zone) Short-term
Game Farm Park Pump Station Replacement Short-term
Storage
New 1.0 mg Valley Storage Reservoir Medium-term
Distribution System
Annual Distribution Improvement Program Annually
Annual Repair and Replacement Program Annually
February 2015 - DRAFT 10-1
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Chapter 10
CAPITAL IMPROVEMENTS PLAN
10.1 INTRODUCTION
This chapter presents a summary of all capital projects outlined in the previous chapters
and related studies, and creates a cohesive capital improvements plan (CIP) for the City of
Auburn (City) to continue consistent, efficient water supply to its retail water service area
(RWSA) throughout the 20-year planning period. Programs listed in this chapter consider
water supply and storage requirements, improvements to the hydraulic system, and
upgrades or replacement of aging facilities and distribution system. All projects are in
accordance with the policies and criteria described in Chapter 3 and will conform to the
City’s design standards provided in Appendix Q.
Projects were allocated to the short-term (2015-2021), medium-term (2022-2025), and long-
term (2026-2035) planning horizons. Short-term projects coincide with the City’s current
Capital Facilities Plan (CFP) and have been placed into specific years. These timeframes
are intended to be a framework for future funding decisions that directs when 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, which may depend on funding
resources available.
10.2 ESTIMATED COSTS
Planning-level cost estimates were developed for each of the recommended projects for
budgeting purposes. These costs are planning level estimates only and should be refined
during pre-design of the projects. Cost estimates are presented as total project costs in
October 2014 dollars. For future budgeting purposes, the latest engineering news record
(ENR) Construction Cost Index (CCI) can be used to project current estimates to the year of
implementation. The cost estimates for the Auburn area used the national ENR 20-City CCI
of 8,533 (October 2014).
Cost estimates were developed using a Class 5 budget estimate, as established by the
American Association of Cost Estimators (AACE). This level of estimate is used for
strategic business planning purposes, including long-range capital planning, and represents
a zero percent to two percent level of project definition. The expected accuracy range is -30
percent to +50 percent, meaning the actual cost should fall in the range of 30 percent below
the estimate to 50 percent above the estimate.
Construction costs assume a 30 percent contingency, 15 percent markup for contractor
overhead and profit and a 9.5 percent sales tax on both services and materials to the direct
February 2015 - DRAFT 10-2
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
construction costs. Indirect costs are assigned as a percentage of these direct costs, where
costs include an additional 30 percent for engineering, legal, administration, and
construction management costs. Total project costs are used to develop the CIP to ensure
adequate funds are available for engineering, legal, and administration costs in addition to
construction costs. The CIP cost estimates should be periodically reevaluated to account
for changes in inflation. All costs are in 2014 dollars and have not been inflated.
10.3 CAPITAL PROJECTS
The capital projects identified can be categorized into water supply (S), storage (R), pump
stations (PS), distribution (D), and general improvements (G). Specific projects have been
assigned an identification number (Project ID) and are described in the sections below. The
Project ID was maintained for CIP projects identified in previous plans to aid in continuity.
The scope, timing, and costs for these previously identified projects were reviewed and
updated as necessary.
10.3.1 Water Supply
Water supply projects were identified in Chapter 6. The City’s water supply strategy details
both project sizing and timing. A summary of the short-, medium- and long-term capital
projects recommended for securing adequate supply to meet the system’s future maximum
day demands are presented in Table 10.1 and shown in Figure 10.1.
Well 1 Onsite Improvements Project (S-01)
The Well 1 Onsite Improvements project, largely constructed in 2013 and 2014, will be
completed in 2015. The project includes a transmission main to the Howard Road
Corrosion Control Treatment (CCT) Facility, site improvements, a new well house, new
pumping system, on-site emergency power, chlorination, and upgraded electrical and
SCADA controls. Per the CFP, the City has budgeted $50,000 in 2015 to complete the
project.
Well 4 Emergency Power Improvements Project (S-02)
The Well 4 Emergency Power Improvements Project was designed and bid in 2014 with
construction being completed in 2015. The project provides a diesel-fueled generator and
new hypochlorite disinfection equipment in a new building at the Well 4 site. Per the CFP,
the City has budgeted $50,000 in 2015 to complete the project.
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u
b
u
r
n
Pr
o
j
e
c
t
D
e
s
c
r
i
p
t
i
o
n
Pr
o
j
e
c
t
I
D
Pr
o
j
e
c
t
Ti
m
i
n
g
Ad
d
e
d
Q
i
Ca
p
a
c
i
t
y
(m
g
d
)
Es
t
i
m
a
t
e
d
C
o
s
t
Comment
Sh
o
r
t
-
T
e
r
m
We
l
l
1
O
n
-
s
i
t
e
I
m
p
r
o
v
e
m
e
n
t
s
P
r
o
j
e
c
t
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0
1
20
1
5
$
5
0
,
0
0
0
.
0
0
Tr
a
n
s
m
i
s
s
i
o
n
t
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t
h
e
H
o
w
a
r
d
R
o
a
d
C
C
T
f
a
c
i
l
i
t
y
,
site improvements, a new well house, new pumping
sy
s
t
e
m
,
o
n
-
s
i
t
e
e
m
e
r
g
e
n
c
y
p
o
w
e
r
,
c
h
l
o
r
i
n
a
t
i
o
n
,
and upgraded electrical and SCADA controls.
We
l
l
4
E
m
e
r
g
e
n
c
y
P
o
w
e
r
I
m
p
r
o
v
e
m
e
n
t
s
Pr
o
j
e
c
t
S-
0
2
20
1
5
$
5
0
,
0
0
0
.
0
0
Di
e
s
e
l
-
f
u
e
l
e
d
g
e
n
e
r
a
t
o
r
,
h
y
p
o
c
h
l
o
r
i
t
e
d
i
s
i
n
f
e
c
t
i
o
n
e
q
u
i
p
m
e
n
t
,
n
e
w
b
u
i
l
d
i
n
g
.
Ca
s
c
a
d
e
W
a
t
e
r
A
l
l
i
a
n
c
e
W
a
t
e
r
P
u
r
c
h
a
s
e
S-
0
4
20
1
7
-
2
0
2
9
3
.
3
2
$
2
1
,
0
7
3
,
7
4
3
.
0
0
Th
e
a
g
r
e
e
m
e
n
t
p
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v
i
d
e
s
a
n
a
d
d
i
t
i
o
n
a
l
3
.
3
2
m
g
d
o
f
s
u
p
p
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y
d
u
r
i
n
g
t
h
e
p
e
a
k
d
a
y
a
n
d
1
.
5
m
g
d
o
f
average day supply.
We
l
l
I
n
s
p
e
c
t
i
o
n
a
n
d
R
e
d
e
v
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t
Pr
o
g
r
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m
S-
0
7
2
0
1
5
-
2
0
3
3
$
1
,
4
0
0
,
0
0
0
.
0
0
An
n
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f
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d
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t
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s
a
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r
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ne
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a
t
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.
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t
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m
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8
An
n
u
a
l
$
6
6
0
,
9
4
2
.
0
0
An
n
u
a
l
f
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n
d
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g
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c
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t
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f
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W
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r
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P
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c
t
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n
P
r
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r
am
Co
a
l
C
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k
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p
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s
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m
p
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e
m
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t
s
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-
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20
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8
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2
0
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9
4
.
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2
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3
,
4
0
0
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0
0
0
.
0
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Re
h
a
b
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l
i
t
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t
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o
f
t
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m
i
d
d
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c
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l
e
c
t
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f
C
o
a
l
C
r
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e
k
S
p
r
i
n
g
s
,
a
n
d
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n
c
l
u
d
e
s
a
h
y
d
r
o
l
o
g
i
c
i
n
v
e
s
t
i
g
a
t
i
o
n
,
design, and construction.
Al
g
o
n
a
W
e
l
l
1
D
e
c
o
m
m
i
s
s
i
o
n
i
n
g
S-
1
3
20
1
5
$
3
9
,
0
0
0
.
0
0
Requires proper decommission of the well.
We
s
t
H
i
l
l
S
p
r
i
n
g
s
F
l
o
w
C
o
n
t
r
o
l
Im
p
r
o
v
e
m
e
n
t
s
S-
1
7
2
0
1
5
$
4
5
5
,
0
0
0
.
0
0
I
n
s
t
a
l
l
a
f
l
o
w
c
o
n
t
r
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l
v
a
l
v
e
f
o
r
a
u
t
o
m
a
t
i
c
e
m
e
r
g
e
n
c
y
s
h
u
t
d
o
w
n
.
We
l
l
6
V
F
D
P
u
m
p
P
r
o
j
e
c
t
S-
1
9
20
1
5
$
5
0
,
0
0
0
.
0
0
Re
p
l
a
c
e
W
e
l
l
6
w
i
t
h
a
n
e
w
v
a
r
i
a
b
l
e
f
r
e
q
u
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n
c
y
d
r
i
v
e
p
u
m
p
.
Me
d
i
u
m
-
T
e
r
m
We
l
l
7
B
a
c
k
-
U
p
P
o
w
e
r
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0
3
2
0
2
2
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1
,
3
9
1
,
0
0
0
.
0
0
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a
c
k
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u
p
p
o
w
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r
p
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o
v
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d
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r
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l
i
a
b
i
l
i
t
y
f
o
r
t
h
i
s
s
o
u
r
c
e
.
We
l
l
5
/
5
A
U
p
g
r
a
d
e
s
S-
0
6
20
2
2
$
2
,
1
4
2
,
0
0
0
.
0
0
Ne
w
b
u
i
l
d
i
n
g
,
b
a
c
k
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u
p
g
e
n
e
r
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t
o
r
,
c
h
l
o
r
i
n
a
t
i
o
n
,
a
n
d
p
e
r
f
o
r
m
a
h
y
d
r
o
l
o
g
i
c
i
n
v
e
s
t
i
g
a
t
i
o
n
t
o
e
v
a
l
u
a
t
e
t
h
e
re
a
s
o
n
s
f
o
r
t
h
e
w
e
l
l
s
o
b
s
e
r
v
e
d
d
e
c
r
e
a
s
e
d
p
r
o
d
u
c
t
i
o
n
.
We
s
t
H
i
l
l
S
p
r
i
n
g
s
W
a
t
e
r
Q
u
a
l
i
t
y
Im
p
r
o
v
e
m
e
n
t
s
S-
1
2
2
0
2
5
$
4
3
0
,
0
0
0
.
0
0
R
e
p
l
a
c
e
W
e
s
t
H
i
l
l
S
p
r
i
n
g
s
c
h
l
o
r
i
n
a
t
i
o
n
b
u
i
l
d
i
n
g
a
n
d
a
d
d
n
e
w
l
i
q
u
i
d
c
h
l
o
r
i
n
a
t
i
o
n
s
y
s
t
e
m
.
We
l
l
7
T
r
e
a
t
m
e
n
t
P
h
a
s
e
1
S-
1
5
20
2
2
2.
5
$
6
,
7
6
9
,
0
0
0
.
0
0
Requires manganese treatment facilities
Ho
w
a
r
d
R
o
a
d
C
C
T
E
x
p
a
n
s
i
o
n
S-
1
8
20
2
5
$
1
,
0
1
5
,
0
0
0
.
0
0
E
x
p
a
n
d
t
h
e
f
a
c
i
l
i
t
y
t
o
i
t
s
f
u
l
l
c
a
p
a
c
i
t
y
(
i
n
c
l
u
d
i
n
g
a
n
a
d
d
i
t
i
o
n
a
l
a
e
r
a
t
i
o
n
tower and pumps).
We
l
l
4
P
u
m
p
I
m
p
r
o
v
e
m
e
n
t
s
S-
2
2
20
2
5
$
2
2
6
,
0
0
0
.
0
0
Replace Well 4 pumps at end of useful life.
Fe
b
r
u
a
r
y
2
0
1
5
-
D
R
A
F
T
10-4
pw
:
/
/
C
a
r
o
l
l
o
/
D
o
c
u
m
e
n
t
s
/
C
l
i
e
n
t
/
W
A/A
u
b
u
r
n
/
9
4
6
6
A
0
0
/
D
e
li
v
e
r
a
b
l
e
s
/
C
h
1
0
.
d
o
c
Ta
b
l
e
10
.
1
W
a
t
e
r
S
u
p
p
l
y
I
m
p
r
o
v
e
m
e
n
t
s
P
r
o
j
e
c
t
s
Co
m
p
r
e
h
e
n
s
i
v
e
W
a
t
e
r
P
l
a
n
Ci
t
y
o
f
A
u
b
u
r
n
Pr
o
j
e
c
t
D
e
s
c
r
i
p
t
i
o
n
Pr
o
j
e
c
t
I
D
Pr
o
j
e
c
t
Ti
m
i
n
g
Ad
d
e
d
Q
i
Ca
p
a
c
i
t
y
(m
g
d
)
Es
t
i
m
a
t
e
d
C
o
s
t
Comment
Lo
n
g
-
T
e
r
m
We
l
l
s
3
A
/
3
B
T
r
e
a
t
m
e
n
t
S-
1
1
20
3
5
4
.
0
3
$
9
,
3
4
9
,
0
0
0
.
0
0
W
i
t
h
o
u
t
t
r
e
a
t
m
e
n
t
,
t
h
e
s
e
w
e
l
l
s
a
r
e
n
o
t
u
s
e
d
;
m
a
n
g
a
n
e
s
e
t
r
e
a
t
m
e
n
t
i
s
r
e
c
o
m
m
e
n
d
e
d
.
Al
g
o
n
a
W
e
l
l
1
R
e
d
e
v
e
l
o
p
m
e
n
t
S-
1
4
20
3
5
0
.
7
2
$
1
,
4
5
6
,
0
0
0
.
0
0
W
e
l
l
R
e
d
e
v
e
l
o
p
m
en
t
-
w
a
t
e
r
r
i
g
h
t
c
h
a
n
g
e
a
p
p
l
i
c
a
t
i
o
n
,
d
r
i
l
l
i
n
g
o
f
t
h
e
w
ell, and pump infrastructure.
We
l
l
7
T
r
e
a
t
m
e
n
t
P
h
a
s
e
2
S-
1
6
20
3
5
2.
5
$
5
,
3
9
9
,
0
0
0
.
0
0
Re
q
u
i
r
e
s
c
o
m
p
l
e
t
i
o
n
o
f
m
a
n
g
a
n
e
s
e
t
r
e
a
t
m
e
n
t
f
a
c
i
l
i
t
i
e
s
.
We
l
l
2
R
e
p
l
a
c
e
m
e
n
t
S-
2
0
20
3
5
3
.
4
6
$
1
,
3
1
4
,
0
0
0
.
0
0
Re
p
l
a
c
e
Well 2 to resolve ongoing operational challenges.
Co
a
l
C
r
e
e
k
S
p
r
i
n
g
s
C
h
l
o
r
i
n
a
t
i
o
n
B
u
i
l
d
i
n
g
Re
p
l
a
c
e
m
e
n
t
S-
2
1
2
0
3
5
$
1
,
3
9
5
,
0
0
0
.
0
0
Re
p
l
a
c
e
b
u
i
l
d
i
n
g
a
t
C
o
a
l
C
r
e
e
k
S
p
r
i
n
g
s
F
a
c
i
l
i
t
y
,
r
eplace gas chlorine with hypochlorite disinfection system.
Su
b
t
o
t
a
l
$
5
8
,
0
6
4
,
6
8
5
.
0
0
"
"
"
"
"
"
"
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^_
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West HillSpring
Howard RdCorrosionControl
277th St
37th St
15th St
Main St
15th St
29th St SE
Ellingson Rd SW
8th St E
304th St
312th St
320th St
Au
b
u
r
n
W
a
y
Ke
r
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e
y
W
a
y
12th St E
We
s
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51
s
t
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11
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t
Coal Creek SpringChlorination Facility
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S-12
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Figure 10.1Source CIP ProjectsComprehensiveWater PlanCity of Auburn
Legend Water Distribution System Water Service Areas"Source CIP Project
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Not shown, S-07 and S-08, whichapply to all city sources.
February 2015 -DRAFT 10-6
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Well 7 Back-up Power (S-03)
Without back-up power to its pumps, Well 7 cannot be considered a reliable source of
supply for the Valley Service Area. The City has limited available land at the Well 7 site,
therefore, backup power will be installed at Fulmer Field. The project also includes installing
underground electrical transmission capability between Well 7 and Fulmer Field. Costs for a
back-up generator are estimated to be $1,391,000 and the improvements are
recommended in conjunction with Well 7 Treatment Project Phase 1 in 2022.
Cascade Water Alliance Water Purchase (S-04)
Financing to purchase water from Tacoma Public Utilities (Tacoma) to meet water demands
is based on an agreement with Cascade Water Alliance (Cascade), which had purchased
water supply from Tacoma. The Council approved the agreement for permanent wholesale
supply in September 2013. The agreement provides an additional 3.32 mgd of supply
during the peak day and 1.5 mgd of average day supply. Additionally, Cascade and
Tacoma have offered additional reserve supplies of 2.736 mgd of average day supply and
3.68 mgd of peak day supplies. The City is currently conducting a study to identify the
quantity of reserve supplies to be purchased. The City’s permanent and reserve agreement
requires System Development Charges (SDC) payments of $21,073,743 between 2017 and
2029. Per the CFP, a total of $3,762,170 of payments are required for the permanent
wholesale supplies through 2020. The SDC costs will decrease if less than the full reserve
amount is purchased.
Well 5/5A Upgrades (S-06)
Well 5 is in need of a new building, a backup generator, chlorination, and a hydrologic
investigation to evaluate the well’s observed decreased production. Due to the small size of
the existing site, the acquisition of an adjacent parcel may be required. Additionally, the
project will address the recommended Capital Improvements identified in the 2014 Facility
Evaluation Study (CIP Project G-01), including a new well pump at Well 5 and new pump
and motor at Well 5A. Additional upgrades may be identified in the hydrologic investigation;
therefore, the cost of this CIP item should be revisited upon completion of the study. The
project cost is estimated to be $2,142,000 and is planned for 2022 (medium-term horizon).
Well Inspection and Redevelopment Program (S-07)
The City allocates annual funding for investigations and redevelopment of supply wells and
springs necessary to ensure production at maximum capacity for efficient utilization. The
CIP is for the production wells and spring collectors, rather than pumps, motors, buildings,
etc. Per the CFP, the City has reserved $150,000 on odd years for this work, which
amounts to $1,400,000 over the period.
February 2015 -DRAFT 10-7
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Water Resources Protection Program (S-08)
Starting in 2011, the City allocates annual funding for the Water Resources Protection
Program, which is necessary for implementing strategies identified in the Wellhead
Protection Program. The City has reserved $24,597 in 2014 for these projects, which is
expected to increase annually by 3 percent rate throughout the planning period. Over the
20 year planning period, the annual Water Resource Protection Program cost a total
$660,942.
Coal Creek Springs Collector Improvements (S-09)
The middle collector of Coal Creek Springs will be rehabilitated to improve the spring
capacity. The project includes a hydrologic investigation, design, and construction. Per the
CFP, the project will cost $3.4 million and is planned for 2018-2019.
Wells 3A/3B Treatment (S-11)
Wells 3A and 3B are not commonly operated due to high manganese levels. Manganese
treatment is recommended to allow these wells to be used, adding 4.03 mgd of
instantaneous flow. The project includes manganese treatment, a new well/treatment
building, well pumps, onsite backup-power. Additionally, the existing gaseous chlorination
system will be converted to a hypochlorite system. Costs for treatment are estimated to be
$9,349,000. This project is recommended for the long-term planning horizon.
West Hill Springs Water Quality Improvements (S-12)
The aging West Hill Springs chlorination building will be replaced and a new liquid
chlorination system will be installed. Water quality improvements are estimated to cost
$430,000 and are recommended in the year 2025.
Algona Well 1 Decommissioning (S-13)
The Algona Well 1 has been temporarily abandoned and all related facilities removed. This
project will have the well properly decommissioned by a State of Washington-licensed well
driller. Decommissioning is estimated to cost $39,000 and is planned for 2015.
Algona Well 1 Redevelopment (S-14)
The City will decommission Algona Well 1 in 2015. The City will study possible options to
use the water right. The well may be redeveloped on-site or an alternative diversion location
may be set for an existing or new well. The project cost of $1,456,000 consists of a water
right change application, drilling of the well, and site and well infrastructure. The cost does
not include the development of test wells or water quality treatment (Long-term planning
horizon).
February 2015 -DRAFT 10-8
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Well 7 Treatment Project Phase 1 (S-15)
Well 7 is only operated in the summer when necessary due to high manganese levels.
Manganese treatment is recommended to allow this well to be used year-round and to
ensure better water quality, and to utilize the full water right for this well. Due to space
limitations at the Well 7 site, the treatment facilities will be included at the Fulmer CCT
Facility. The treatment will be installed in two phases. The first phase will provide 2.5 mgd
of capacity in 2022 (medium-term planning horizon). Additionally, the project will address
the recommended Capital Improvements to Fulmer Field CCT identified in the Facility
Evaluation Study, including a new pump and motor. Costs for Phase 1 treatment are
estimated to be $6,769,000.
Well 7 Treatment Phase 2 (S-16)
Well 7 Treatment Phase 2 will complete the manganese treatment facilities at the Fulmer
CCT Facility to allow year-round use at the well’s full water right. Phase 2 will add 2.5 mgd
of treatment for a total capacity of 5.0 mgd. The second phase will be completed in the
long-term planning horizon and is estimated to cost $5,399,000.
West Hill Springs Flow Control Improvements (S-17)
The 2012 Sanitary Survey by DOH identified several health and safety concerns at West
Hill Springs due to flow control and overflow infrastructure. The West Hill Springs Flow
Control Improvements will address these deficiencies, install an electromagnetic meter and
flow control valve for automatic shutdown. Per the CFP, the City has budgeted $455,000 in
2015 to complete the improvements.
Howard Road CCT Expansion (S-18)
The inflow to the Howard Road CCT will increase substantially in the short-term planning
horizon with the completion of the Well 1 Improvements project and Coal Creek Springs
Collector Improvements. The existing facility will be expanded to its full capacity in 2025 to
provide additional treatment capacity and provide redundant pump capacity. Additionally,
the project will address the recommended Capital Improvements to Howard Road CCT
identified in the Facility Evaluation Study, including a new pump and motor. The expansion
will include an additional aeration tower and a pump to match existing. The project is
estimated to cost $1,015,000.
Well 6 VFD Pump (as part of Fulmer Well Field Improvements) Project (S-19)
The City is completing the Fulmer Well Field Improvements project in 2015, which began in
2013. The project evaluated Wells 2, 6, and 7 and the Fulmer Field CCT Facility to identify
improvements to increase the supply and treatment capacity of the existing facilities and
infrastructure. In 2014, the Well 6 pump bowls were replaced and the motor serviced. A
VFD will be installed in 2015 to complete the Well 6 VFD pump project. Per the CFP, the
City has budgeted $50,000 to complete the project.
February 2015 -DRAFT 10-9
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Well 2 Replacement (S-20)
The Fulmer Well Field Improvement project found that Well 2 can continue to serve the
City, but would need to be replaced to resolve ongoing operational challenges. The City will
replace the well in the long-term planning horizon. The cost is estimated to be $1,314,000,
which assumes the well will remain on its existing site, or other City-owned property.
Coal Creek Springs Chlorination Building Replacement (S-21)
Coal Creek Springs chlorination building was identified as requiring replacement in the
Facility Evaluation Study. Additionally, the project will upgrade the source from chlorine gas
to a hypochlorite disinfection system. The new building is estimated to cost $1,395,000 and
be completed in the long-term planning horizon (2026 to 2035).
Well 4 Pump Improvements (S-22)
The Facility Evaluation Study identified improvements to Well 4, including an electrical
retrofit and replacement of the aging pump check valve. The improvements are expected to
cost $226,000 and be completed in the medium-term planning horizon (2022 to 2025).
10.3.2 Storage
The City’s reservoirs are generally in good condition; continued maintenance tasks are
recommended. Table 10.2 and Figure 10.2 present the location of each of these projects.
Lakeland Hills Reservoir 5 Improvements (R-01)
The Lakeland Hills Reservoir’s interior and exterior will be painted as part of its routine
maintenance to help preserve the life of the reservoir. Additionally, mixing equipment will be
added to improve water quality and a seismic isolation valve and new ladder will be added
for safety. Per the CFP, the City has budgeted $735,000 to complete the project in 2015.
Annual Reservoir Repair & Replacement (R&R) Program (R-03)
The City has allocated an annual capital expenditure of $50,000 ($1,050,000 in total) for
general reservoir maintenance and minor improvements, beginning in 2015. Projects are
identified by the City on an as-needed basis.
Valley Service Area New Reservoir (R-04)
To meet future storage requirements in the Valley Service Area, it is recommended that a
new, 1-MG storage facility be provided. A siting study should be conducted to identify the
preferred reservoir location and other details. Costs for the reservoir are estimated to be
$3,380,000 and the project is needed by the year 2025. The project costs does not include
property acquisition.
February 2015 - DRAFT 10-10
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
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Figure 10.2Storage CIP ProjectsComprehensiveWater PlanCity of Auburn
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R-03 Annual Resevoir R&RProgram applies to all reservoirs.
February 2015 - DRAFT 10-12
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Reservoir Painting (R-05)
The City plans to paint both the Academy and Lea Hill Service Area reservoirs to ensure
longevity of the tanks. The City has budgeted $1,250,000 per service area (two tanks in
each) with a total project cost of $2,500,000. The first service area will be completed in
2020 and the second service area will be completed in the medium-term planning horizon.
Reservoir Seismic Rehabilitation (R-06)
The City plans to install seismic control valve on outlet piping of the Valley Service Area
Reservoirs (1 & 2), Lea Hill Reservoirs (4A & 4B), and Academy Reservoirs (8A & 8B).
Seismic control valve isolates the reservoir to prevent catastrophic flows from the reservoir
during a seismic pipe failure. The project is planned for 2018-2019 at a cost of $715,000.
Reservoir Capital Improvements (R-07)
The Facility Evaluation Study identified improvements to reservoir treatment facilities based
on the condition and remaining useful life of the assets within the facilities. Improvements
were identified at Reservoir 1, Reservoir 4A & 4B, and Reservoir 8A. The combined
improvements are expected to cost $690,000 and be completed between in the mid-term
planning horizon (2022 to 2025).
10.3.3 Pump Stations
Several pump station improvements are recommended to provide adequate flows and
maintain system pressure in the service areas. The recommended improvements are
generally focused on increasing capacity and providing redundancy. These projects and
their associated costs are presented in Table 10.3 and Figure 10.3 shows the location of
each of these projects.
Green River Pump Station Emergency Power (PS-03)
Without an emergency power supply, the Green River Pump Station cannot be considered
a reliable source for meeting peak demands in the Lea Hill Service Area due to the
possibility of a power outage. Providing a back-up generator and associated electrical
improvements are estimated to cost $690,000 and are recommended for the year 2017-
2018.
Intertie Booster Pump Station (PS-04)
The Intertie Booster Pump Station fire flow pumps need to be expanded by the addition of
one 1,000-gpm pump. It was assumed that the additional pump will fit within the intertie
facility and that the station’s electrical facilities are adequate for the addition of one more
fire flow pump. Additionally, six fire hydrants within the Lea Hill service area will need to be
moved to the boosted zone to insure adequate fire flow. This expansion and rezone is
estimated to cost $1,303,000 and is recommended by the year 2021.
February 2015 - DRAFT 10-13
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Academy Pump Station No. 1 Improvements (PS-07)
The Academy Service Area is served by Academy Pump Station No. 1 (PS1) and No. 2
(PS2). Academy PS1, including the generator, is reaching the end of its useful life and will
be replaced and expanded. The new pump station is recommended to have a 1.44 mgd
capacity, with the ability to be expanded in the future. Per the CFP, the pump replacement
is estimated to cost $2,125,000 and is recommended by the year 2017-2018.
Game Farm Pump Station Capital Improvement Project (PS-09)
The Game Farm Wilderness Park Pump Station is reaching the end of its useful life. The
Facility Evaluation Study identified $149,000 of building improvements to allow continued
use of the station, which the City plans to implement in the medium-term. The City plans to
connect the Game Farm to the distribution system in the long-term and decommission the
pump station.
Decommission Lea Hill PS (PS-10)
Previously, the City planned to replace and expand the Lea Hill Pump Station by 2028. With
increased supplies from the 132nd Ave RWSS intertie, the pump station is no longer
required. Therefore, the City has chosen to decommission the Lea Hill PS at the end of its
usable life, approximately 2025. The project will also replace the existing PRV at the site.
Decommissioning the PS is expected to cost approximately $83,000; however, this cost
may vary depending disposal costs of materials.
February 2015 - DRAFT 10-14
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
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February 2015 - DRAFT 10-16
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
10.3.4 Distribution System
The City’s water distribution system will require many improvements to adequately provide
water to its customers. Several pipes have been identified as undersized, aging, having
excessively high velocities, or made of asbestos cement. As system demands grow, the
City will need to upsize distribution piping to ensure safe delivery of the required flows. To
save costs during design and construction, the City is coordinating pipe replacement
projects with other street and utility projects. The identified distribution programs for the
system are described below and presented in Table 10.4.
Annual Distribution System Improvements Program (D-02)
Capacity-related improvements to the City’s water distribution system have been identified
through the hydraulic analysis. These improvements address low pressures during the PHD
and fire flows as shown in Figure 10.4.
SCADA Upgrades (D-03)
The Supervisory Control and Data Acquisition (SCADA) system, also known as the
Telemetry system, has been upgraded to improve control of the water utility facilities and to
replace obsolete components. Per the CFP, the City has budgeted $10,000 in 2015 to
complete the project.
February 2015 – DRAFT 10-17
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
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February 2015 - DRAFT 10-19
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Street Utility Improvements (D-06)
The City Street Utility program budgets $500,000 a year to perform water main
improvements in coordination with the Save our Streets (SOS) program and general arterial
street improvements. By replacing water infrastructure concurrent with other utility or street
replacement programs, the City is able to reduce overall project costs. Identified projects
are anticipated to occur annually throughout the planning period.
In addition to the annual program, the City has identified five individual street improvement
projects associated with Auburn Way South improvements and the BNSF Utility crossing to
be completed in 2015. Per the CFP, the combined projects’ cost for FY 2015, including the
annual program, is expected to be $1,519,895.
Water Repair and Replacement (D-09)
Distribution system repair and replacement projects required for meeting peak demands
and reducing system losses. The City’s pipeline water repair and replacement program
presented in Chapter 9 will be accomplished through the combination of the Street Utility
Improvements (D-06) and this program. Ideally, Water Repair and Replacement and Street
Utility projects will be constructed on alternating years to maintain consistent levels of
capital expenditures, beginning in 2017.
Pipeline Asset Management Study (D-10)
A pipeline asset management study is recommended to identify the remaining useful life of
water mains in the system, prioritization of pipe replacements, and develop replacement
costs to aid in phasing the replacements. It is recommended that the City collect pipe
material and age data before conducting the asset management study. The study will be
conducted in 2018 and is expected to cost $50,000.
Coal Creek Springs Transmission Main Repair (D-11)
The Facilities Evaluation Study found a suspected leak on Coal Creek Spring’s 24-inch
steel transmission main crossing the White River. The approximate location of the leak was
identified, but further investigation of the leak is required to assess the degree and
magnitude of the leak. The City has budgeted $1,300,000 in 2025 to replace the river
crossing.
Academy Transmission Main Replacement (D-12)
The Facilities Evaluation Study identified that the 14-inch Academy Transmission Main may
be in poor condition, based on its age and assumed material type (Class 52 ductile iron).
The report recommended the replacement of approximately 11,300 linear feet of pipe due
to decreased wall thickness. Additional testing is required to confirm the study’s findings,
specifically whether the apparent decrease in wall thickness is due to a thinner original pipe
February 2015 - DRAFT 10-20
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
class (e.g., Class 50) or due to corrosion (which would indicate possible need for
replacement). The transmission main replacement is expected to cost $2,865,000 and be
completed in 2025.
Lea Hill PRV Station Improvements (D-13)
The City plans to replace five aging PRVs in the Lea Hill Service Area that do not meet
modern operation and maintenance standards. Per the CFP, the City has budgeted
$450,000 to complete the project by 2016.
Valley AC Main Replacement (D-14)
The City previously found its asbestos-cement (AC) mains are generally undersized and
have relatively high leakage rates. Replacement of the remaining two areas of AC mains
within the system, as described in Section 9.5.8.1, will be completed in 2015. Per the CFP,
the City has budgeted $50,000 to complete the project.
Braunwood Transmission (D-15)
An approximately 8,000 linear foot transmission main will be constructed to connect the
Braunwood satellite system to the distribution system in the long-term planning horizon.
The transmission main will allow for service to additional customers along the pipeline route
(53rd St SE). The existing supply, booster pump, and storage facilities at the satellite
system may be decommissioned as part of the project. The project is expected to cost
$2,264,600.
Game Farm Park Transmission (D-16)
An approximately 7,700 linear foot transmission main will be constructed to connect Game
Farm Park to the distribution system in the long-term planning horizon. The transmission
main will allow for service to new areas. The existing booster pump station will be
decommissioned as part of the project. The project is expected to cost $2,212,210.
10.3.5 General Utility Projects
The City has several general water system projects such as a Facilities Evaluation Study
and continued Comprehensive Plan updates. These projects and estimated expenditures
are shown in Table 10.5.
Utilities Field Operations Center (G-05)
This project consists of the construction of buildings for utilities field staff use and storage of
field equipment. Per the CFP, this project is partially funded by Sewer and Storm; the Water
share of the project cost is $300,000.
February 2015 - DRAFT 10-21
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
Muckleshoot Indian Tribe (MIT) Master Meters (G-06)
This project will install master meters to MIT properties to facilitate both City and MIT
account administration. Per the CFP, the project is anticipated to cost $400,000 and is
scheduled for the year 2015.
Comprehensive Water Plan Updates (G-04, G-08)
The Department of Health requires that the Comprehensive Water Master Plan be updated
every six years. This interval is expected to increase to 10 years starting in 2015. Per the
CFP, the City has allocated $50,000 to complete the Comprehensive Water Plan in 2015.
An additional $425,000 has been budgeted for updates in 2024 and 2034.
Water Meter & Billing System Improvements (G-09)
The City will install advanced metering infrastructure (AMI) to all customers between 2015
and 2019. The AMI will allow for more accurate meter reads, daily information for quicker
detection of leaks, and improved efficiency of billing operations. Per the CFP, the City has
budgeted $6,500,000 to implement the metering infrastructure.
10.4 CIP SUMMARY
Table 10.6 summarizes the short, medium and long-term CIP elements. All costs shown in
Table 10.6 are 2014 dollars. The total supply project costs are estimated at $58.1 million,
the total storage project costs are estimated at $9.1 million, the total pump station project
costs are estimated at $4.4 million, the total distribution project costs are estimated at $39.5
million and the total general water system project costs are estimated at $8.1 million.
The projects anticipated for the next six years are summarized in Table 10.7. The project
costs shown in Table 10.7 are divided into three categories: 1) upgrade; 2) expansion; and
3) repair & replacement. The City uses this information to develop rates and SDC charges.
Projects may include elements of multiple categories. In the short-term horizon,
approximately 60% of CIP spending will address repair and replacement and approximately
40% of CIP spending will address system upgrades and expansion.
February 2015 10-22
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc
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F
Y
2
0
2
0
F
Y
2
0
2
1
FY 2015 - 2021 Total
Su
p
p
l
y
S-
0
1
We
l
l
1
O
n
-
s
i
t
e
Im
p
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m
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t
s
P
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t
20
1
5
5
0
%
0
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5
0
%
$
5
0
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0
0
0
.
0
0
$
0
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0
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$
0
.
0
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$
0
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0
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$
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0
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$
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0
0
$
0
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0
0
$
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0
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0
0
0
.
0
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0
2
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l
l
4
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m
e
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e
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p
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v
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m
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s
P
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t
20
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5
1
0
0
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0
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0
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0
,
0
0
0
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0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
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$
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0
0
$
0
.
0
0
$
0
.
0
0
$
5
0
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0
0
0
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0
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S-
0
4
Ca
s
c
a
d
e
W
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t
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r
A
l
l
i
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n
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e
Wa
t
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r
P
u
r
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h
a
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2
0
1
7
-
2
0
2
9
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1
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0
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0
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$
0
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0
0
$
0
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0
0
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5
3
2
,
5
6
1
.
00
$
5
3
2
,
5
6
1
.
0
0
$
5
3
2
,
5
6
1
.
0
0
$
2
,
1
6
4
,
4
91.00 $2,164,491.00 $5,926,665.00
S-
0
7
We
l
l
I
n
s
p
e
c
t
i
o
n
a
n
d
Re
d
e
v
e
l
o
p
m
e
n
t
P
r
o
g
r
a
m
20
1
7
-
2
0
3
3
2
0
%
0
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8
0
%
$
5
0
,
0
0
0
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0
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0
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$
1
5
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0
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0
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3
5
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0
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0
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0
8
Wa
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r
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e
s
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u
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Pr
o
t
e
c
t
i
o
n
P
r
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g
r
a
m
An
n
u
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l
2
0
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0
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8
0
%
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4
,
5
9
7
.
0
0
$
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5
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3
3
5
.
00
$
2
6
,
0
9
5
.
0
0
$
2
6
,
8
7
8
.
0
0
$
2
7
,
6
8
5
.
0
0
$28,515.00 $29,371.00 $188,477.00
S-
0
9
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a
l
C
r
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e
k
S
p
r
i
n
g
s
Co
l
l
e
c
t
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I
m
p
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o
v
e
m
e
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t
s
20
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8
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2
0
1
9
2
0
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0
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8
0
%
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0
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0
0
$
0
.
0
0
$
0
.
0
0
$
8
0
0
,
0
00.00 $2,600,000.00 $0.00 $0.00 $3,400,000.00
S-
1
3
Al
g
o
n
a
W
e
l
l
1
De
c
o
m
m
i
s
s
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20
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5
0
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0
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9
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0
0
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0
0
$
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0
0
$
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0
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$
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0
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3
9
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1
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We
s
t
H
i
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l
S
p
r
i
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g
s
F
l
o
w
Co
n
t
r
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l
I
m
p
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o
v
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m
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n
t
s
20
1
5
5
0
%
0
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5
0
%
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4
5
5
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0
0
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0
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0
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0
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0
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5
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1
9
W
e
l
l
6
V
F
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P
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m
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P
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2
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00
$
0
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0
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$
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0
0
$
0
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0
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$
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0
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0
0
$
5
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Su
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l
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5
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7
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0
0
$
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5
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3
3
5
.
0
0
$
7
0
8
,
6
5
6
.
0
0
$1
,
3
5
9
,
4
3
9
.
0
0
$
3
,
3
1
0
,
2
4
5
.
0
0
$
2
,
1
9
3
,
0
06.00 $2,193,861.00 $10,509,142.00
St
o
r
a
g
e
R-
0
1
La
k
e
l
a
n
d
H
i
l
l
s
R
e
s
e
r
v
o
i
r
5
I
m
p
r
o
v
e
m
e
n
t
s
20
1
5
5
0
%
0
%
5
0
%
$
7
3
5
,
0
0
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
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0
0
$
0
.
0
0
$
0
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0
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$
7
3
5
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0
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0
0
R-
0
3
An
n
u
a
l
R
e
s
e
r
v
o
i
r
R
&
R
Pr
o
g
r
a
m
An
n
u
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l
5
0
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%
5
0
%
$
5
0
,
0
0
0
.
0
0
$
5
0
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0
0
0
.
00
$
5
0
,
0
0
0
.
0
0
$
5
0
,
0
0
0
.
0
0
$
5
0
,
0
0
0
.
0
0
$50,000.00 $50,000.00 $350,000.00
R-
0
5
R
e
s
e
r
v
o
i
r
P
a
i
n
t
i
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g
2
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2
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0
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$
0
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0
0
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00
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
1
,
2
5
0
,
000.00 $0.00 $1,250,000.00
R-
0
6
Re
s
e
r
v
o
i
r
S
e
i
s
m
i
c
Re
h
a
b
i
l
i
t
a
t
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n
2
0
1
8
-
2
0
1
9
8
0
%
0
%
2
0
%
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
3
5
7
,
500.00 $357,500.00 $0.00 $0.00 $715,000.00
Su
b
t
o
t
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l
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8
5
,
0
0
0
.
0
0
$
5
0
,
0
0
0
.
0
0
$
5
0
,
0
0
0
.
0
0
$
4
0
7
,
5
0
0
.
0
0
$
4
0
7
,
500.00 $1,300,000.00 $50,000.00 $3,050,000.00
Pu
m
p
S
t
a
t
i
o
n
s
PS
-
0
3
Gr
e
e
n
R
i
v
e
r
P
S
B
a
c
k
-
U
p
Po
w
e
r
20
1
7
-
2
0
1
8
5
0
%
0
%
5
0
%
$
0
.
0
0
$
0
.
0
0
$
9
0
,
0
0
0
.
0
0
$
6
0
0
,
0
0
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
6
9
0
,
0
0
0
.
0
0
PS
-
0
4
In
t
e
r
t
i
e
B
o
o
s
t
e
r
P
u
m
p
St
a
t
i
o
n
I
m
p
r
o
v
e
m
e
n
t
s
20
2
1
2
5
%
2
5
%
5
0
%
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$0.00 $0.00 $1,303,000.00 $ 1,303,000.00
PS
-
0
7
Ac
a
d
e
m
y
P
S
N
o
.
1
Im
p
r
o
v
e
m
e
n
t
s
20
1
7
-
2
0
1
8
5
0
%
0
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5
0
%
$
0
.
0
0
$
0
.
0
0
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9
2
5
,
0
0
0
.
0
0
$1
,
2
0
0
,
0
0
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$0.00 $2,125,000.00
Su
b
t
o
t
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l
$0
.
0
0
$
0
.
0
0
$
1
,
0
1
5
,
0
0
0
.
0
0
$
1
,
8
0
0
,
0
00.00 $0.00 $0.00 $1,303,000.00 $4,118,000.00
Fe
b
r
u
a
r
y
2
0
1
5
-
D
R
A
F
T
10-26
pw
:
/
/
C
a
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l
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s
/
C
l
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6
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0
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1
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b
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C
a
p
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t
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l
I
m
p
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v
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m
e
n
t
s
P
r
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g
r
a
m
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o
s
t
s
a
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d
P
h
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g
Co
m
p
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h
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n
s
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l
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b
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r
n
CI
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ID
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M
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Y
e
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r
SHORT-TERM
Up
g
r
a
d
e
E
x
p
a
n
s
i
o
n
Re
p
a
i
r
&
Re
p
l
a
c
e
m
e
n
t
FY
2
0
1
5
F
Y
2
0
1
6
F
Y
2
0
1
7
F
Y
2
0
1
8
F
Y
2
0
1
9
F
Y
2
0
2
0
F
Y
2
0
2
1
FY 2015 - 2021 Total
Di
s
t
r
i
b
u
t
i
o
n
S
y
s
t
e
m
D-
0
2
An
n
u
a
l
D
i
s
t
r
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b
u
t
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o
n
Im
p
r
o
v
e
m
e
n
t
s
P
r
o
g
r
a
m
20
1
7
-
2
0
3
1
2
0
%
0
%
8
0
%
$
0
.
0
0
$
0
.
0
0
$
3
0
0
,
00
0
.
0
0
$
1
,
0
0
0
,
0
0
0
.
0
0
$
3
0
0
,
0
0
0
.
0
0
$
1
,
000,000.00 $300,000.00 $2,900,000.00
D-
0
3
S
C
A
D
A
U
p
g
r
a
d
e
s
2
0
1
5
5
0
%
0
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5
0
%
$
1
0
,
0
0
0
.
0
0
$
0
.
00
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
1
0
,
0
0
0
.
0
0
D-
0
6
St
r
e
e
t
U
t
i
l
i
t
y
Im
p
r
o
v
e
m
e
n
t
s
An
n
u
a
l
2
0
%
0
%
8
0
%
$
1
,
5
1
9
,
8
9
5
.
0
0
$
5
0
0
,
0
00
.
0
0
$
5
0
0
,
0
0
0
.
0
0
$
5
0
0
,
0
0
0
.
0
0
$
5
0
0
,
0
0
0
.
0
0
$500,000.00 $500,000.00 $4,519,895.00
D-
0
9
Wa
t
e
r
R
e
p
a
i
r
a
n
d
Re
p
l
a
c
e
m
e
n
t
s
20
1
5
-
2
0
3
1
2
0
%
0
%
8
0
%
$
0
.
0
0
$
0
.
0
0
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.
0
0
$
3
0
0
,
0
0
0
.
0
0
$
1
,
0
0
0
,
0
0
0
.
0
0
$
3
0
0
,
0
00.00 $1,000,000.00 $2,600,000.00
D-
1
0
Pi
p
e
A
s
s
e
t
M
a
n
a
g
e
m
e
n
t
St
u
d
y
20
1
8
5
0
%
0
%
5
0
%
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
5
0
,
000.00 $0.00 $0.00 $0.00 $50,000.00
D-
1
3
Le
a
H
i
l
l
P
R
V
S
t
a
t
i
o
n
Im
p
r
o
v
e
m
e
n
t
s
20
1
5
-
2
0
1
6
5
0
%
0
%
5
0
%
$
5
0
,
0
0
0
.
0
0
$
4
0
0
,
0
0
0
.
0
0
$0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
4
5
0
,
0
0
0
.
0
0
D-
1
4
Va
l
l
e
y
A
C
M
a
i
n
Re
p
l
a
c
e
m
e
n
t
20
1
5
2
0
%
0
%
8
0
%
$
5
0
,
0
0
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
0
.
0
0
$
5
0
,
0
0
0
.
0
0
Su
b
t
o
t
a
l
$1
,
6
2
9
,
8
9
5
.
0
0
$
9
0
0
,
0
0
0
.
0
0
$
8
0
0
,
0
0
0
.
0
0
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,
8
5
0
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0
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0
0
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1
,
8
0
0
,
0
0
0
.
0
0
$
1
,
8
0
0
,
0
00.00 $1,800,000.00 $10,579,895.00
Ge
n
e
r
a
l
G-
0
4
Co
m
p
r
e
h
e
n
s
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W
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February 2015 - DRAFT 11-1
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx
Chapter 11
FINANCIAL
11.1 INTRODUCTION
The objective of the financial plan is to identify the total cost of providing water service and
to provide a financial program that allows the water utility to remain financially viable during
execution of the identified Capital Improvement Program (CIP). This viability analysis
considers the historical financial condition of the utility, the sufficiency of utility revenues to
meet current and future financial and policy obligations and the financial impact of
executing the CIP. Furthermore, the plan provides a review of the utility’s rate structure with
respect to rate adequacy, promotion of water conservation, and customer affordability.
11.2 PAST FINANCIAL PERFORMANCE
This section includes a historical (2008 to 2013) summary of financial performance as
reported by the City of Auburn (City) on the Statement of Revenues, Expenses, and
Changes in Net Position and the Statement of Net Position, specific to the water utility.
11.2.1 Statement of Revenues, Expenses and Changes in New Position
Table 11.1 shows a consolidated Statement of Revenues, Expenses, and Changes in Net
Position for the period 2008 to 2013.
Findings and Trends
Operating Income (including depreciation expense) has been positive since 2011.
Operating income grew from an operating loss of $761,001 in 2008 to an operating income
of $956,758 in 2012. Furthermore, from 2008 to 2013 operating revenues grew 53%,
outpacing operating expenses by 20%. In spite of this trend, operating income in 2013
declined 47% compared to 2012. This is largely attributed to the nearly $1.1 million growth
in Operations and Maintenance (O&M) expense in 2013. Depreciation is a non-cash
expenditure, so even though operating income has been negative in some years, cash flow
was positive for each of the six years in the table.
A few key financial ratios are discussed below. Unless otherwise noted, the stated
benchmarks are based on industry standards.
The O&M Coverage Ratio: (operating revenues divided by operating expenses)
– Benchmark: A ratio of 1.0 or higher is a desirable result, indicative of sufficient
revenues to meet cash operating expenses as well as to cover depreciation
expense.
– Results: Increased from 0.91 in 2008 to 1.05 in 2013 which is a positive trend.
February 2015 - DRAFT 11-2
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The Operating Ratio: (total operating expenses excluding depreciation divided by
total operating revenues)
– Benchmark: A ratio greater than 90% indicates there is little room for new debt
service and capital replacement without additional rate increases. A ratio
greater than 100% indicates that cash operating expenses exceed operating
revenues and is indicative of an unsustainable financial condition.
– Results: Decreased from 83% in 2008 to 76% in 2013 which is a positive trend.
The Debt Service Coverage Ratio: (operating & interest revenues less O&M
expenses excluding depreciation, divided by annual debt service)
– Benchmark: There are two forms of debt service coverage: one applies to debt
service from revenue bonds only, while the other applies to debt service on total
debt, including state loans. Revenue bonds typically have a legal minimum
coverage requirement of 1.25. State loans usually do not carry a minimum
coverage requirement; however, based on industry standards, it is
recommended that debt service coverage on total debt be at least 1.0. To be
conservative, this review of financial statements looks at coverage on total debt.
– Results: The City’s debt service coverage on total debt decreased from 1.7 in
2008 to 1.4 in 2013 but still remains well above industry and City benchmarks.
Table 11.1 Statement of Revenues, Expenses and Changes in Fund Net Position
Comprehensive Water Plan
City of Auburn
200820092010201120122013
OPERATING REVENUES:
Charges for services 7,664,443$ 8,825,924$ 9,100,699$ 9,008,830$ 10,335,641$ 11,695,351$
Other Operating Revenue - - - - - -
Total Operating Revenues7,664,443 8,825,924 9,100,699 9,008,830 10,335,641 11,695,351
OPERATING EXPENSES:
Operations and Maintenance3,266,201 3,262,764 3,560,195 3,017,606 3,500,564 4,572,464
Administration2,192,538 2,484,844 2,557,897 2,328,180 2,503,885 2,951,254
Depreciation/Amortization2,098,916 2,104,554 2,116,352 2,080,667 2,171,770 2,289,288
Other Operating Expenses867,789 1,003,065 1,055,120 1,111,008 1,202,664 1,371,582
Total Operating Expenses8,425,444 8,855,227 9,289,564 8,537,461 9,378,883 11,184,588
OPERATING INCOME (LOSS)(761,001) (29,303) (188,865) 471,369 956,758 510,763
NON OPERATING REVENUE (EXPENSES)
Interest Revenue383,491 88,079 58,353 56,417 27,209 23,019
Other Non-Operating Revenue55,348 93,286 775,827 841,545 725,905 214,324
Interest Expense(137,855) (114,306) (753,316) (421,883) (274,449) (635,239)
Other Non-Operating Expenses(1,932) (682) - (2,392) (2,392) (73,267)
Total Non-Operating Revenue (expenses)299,052 66,377 80,864 473,687 476,273 (471,163)
INCOME(LOSS) BEFORE CONTRIBUTIONS
AND TRANSFERS (461,949) 37,074 (108,001) 945,056 1,433,031 39,600
CAPITAL CONTRIBUTIONS 2,653,883 649,742 1,257,840 2,458,649 3,307,307 1,005,667
TRANSFERS IN - - - - - -
TRANSFERS OUT (50,000) (166,100) (55,790) (50,000) (50,000) (50,000)
Changes in Net Position2,141,934 520,716 1,094,049 3,353,705 4,690,338 995,267
Net Position, January 1, as Previously Reported55,918,291 58,060,225 58,580,941 59,674,990 63,028,695 67,719,033
Change in Accounting Principle (58,325)
Net Position, January 1, as Restated 67,660,708
Net Position, December 3158,060,225$ 58,580,941$ 59,674,990$ 63,028,695$ 67,719,033$ 68,655,975$
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11.2.2 Statement of Net Position
Table 11.2 shows the consolidated Statement of Net Position for the period 2008 to 2013.
Findings and Trends
This statement shows that the City’s net water assets, which measures the cost of assets
(net of depreciation) remaining after liabilities are paid, increased from $58.1 million to
$68.7 million over the 2008 to 2013 time period; this represents an 18% increase over the
five-year period. This includes an overall increase in current assets of 41%, from $12.4
million in 2008 to $17.4 million in 2013. Cash and investments remained relatively level
through 2012 but declined in 2013.
Non-current assets, which represent assets required for use or consumption beyond one
year, have seen a 43% increase over the five-year period, from $54.4 million in 2008 to
$77.7 million in 2013. A more detailed look at the change in capital assets over this period
reveals that Improvements Other Than Buildings has increased 24%, Construction in
Progress has increased by about $10 million, and the City paid an System Development
Charge (SDC) for wholesale water supply from Tacoma Public Utilities valued at $5.2
million.
The following financial performance indicators of the utility reflect the trends and discussion
above. Unless otherwise noted, the stated benchmarks are based on industry standards.
Liquidity:
The Current Ratio: (unrestricted current assets divided by current liabilities)
– Benchmark: A ratio of 2.0 or higher is considered good in terms of healthy
liquidity. The current ratio is a measure of short-term financial strength and
answers the question: Are current assets able to cover expected current
liabilities in the coming year?
– Results: From 2008 through 2012, the current ratio has ranged from 3.3 to 6.9,
each year well above the recommended benchmark. However, in 2013 the
current ratio declined to 1.9, which is approximately at the suggested
benchmark of 2.0. The main reason for the decline is that unrestricted cash and
investments dropped by $2.2 million, from $9.1 million to $6.9 million. While a
current ratio of 1.9 by itself is not cause for concern, it would be worth the City’s
attention to explore the reason for the decrease in the level of unrestricted cash
and investments between 2012 and 2013.
Efficiency:
Accounts Receivable Collection Period: (customer receivables on balance sheet x
365 days then divided by annual sales)
– Benchmark: Generally, less than 30 days is considered very good.
– Results: Decreased from 37 days in 2008 to 31 days in 2013. This is trending
towards the “very good” benchmark.
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Capital Structure:
Debt to Net Capital Assets Ratio: (total outstanding debt divided by capital assets net
of accumulated depreciation)
– Benchmark: For utilities, having a capital structure of at least 40% equity and
less than 60% debt is considered a healthy capital structure, with adequate
future borrowing capacity and a manageable debt service burden. The City’s
capital structure policy is even more conservative: 50% debt and 50% equity.
– Results: Increased from 14% debt in 2008 to 31% debt in 2013. This is still well
within both industry and City benchmarks for maximum outstanding debt.
Table 11.2 Statement of Net Position
Comprehensive Water Plan
City of Auburn
2008 2009 2010 2011 2012 2013
Assets
Current Assets
Cash and Cash Equivalents 6,695,075$ 7,112,183$ 7,988,302$ 9,105,059$ 9,097,192$ 6,933,381$
Investments 3,112,826 2,004,773 1,731,607 2,004,940 - -
Restricted Cash
Bond Payments 1,009,122 272,508 948,415 974,099 1,282,185 1,773,039
Customer Deposits 33,745 35,606 31,629 20,633 14,746 16,337
Other 468,199 357,499 11,123,922 6,280,141 1,225,687 7,546,533
Customer Accounts 768,978 840,101 888,146 895,871 921,837 999,061
Other Receivables 51,179 8,103 715,867 6,716 - -
Inventories 242,852 175,328 226,378 187,286 147,520 141,028
Total Current Assets12,381,976 10,806,101 23,654,266 19,474,745 12,689,167 17,409,379
Non Current Assets
Long Term Contracts and Notes - - -
Capital Assets
Land897,971 897,971 897,971 897,971 897,971 897,971
Water Rights- - - 5,196,600 5,196,600
Buildings and Equipment3,113,583 2,344,538 2,344,538 2,436,120 2,463,741 2,463,741
Improvements Other Than Buildings81,599,892 82,968,802 86,437,929 90,393,469 96,250,763 101,191,935
Construction in Progress920,761 3,134,552 2,400,937 7,331,713 9,189,882 10,812,019
Less: Accumulated Depreciation(32,146,881) (34,251,435) (36,367,787) (38,448,453) (40,620,223) (42,909,512)
Total Capital Assets ( Net of A/D)54,385,326 55,094,428 55,713,588 62,610,820 73,378,734 77,652,754
Total Non-Current Assets54,385,326 55,094,428 55,713,588 62,610,820 73,378,734 77,652,754
Total Assets66,767,302 65,900,529 79,367,854 82,085,565 86,067,901 95,062,133
LIABILITIES
Current Liabilities
Current Payables477,679 393,169 802,944 852,393 839,004 1,078,499
Current Deposits33,745 35,606 31,629 - -
Loans Payable-Current- 435,568 435,568 435,568 435,568 515,855
Employee Leave Benefits-Current123,306 153,208 152,012 146,344 158,980 180,068
Revenue Bonds Payable-Current896,500 203,500 214,600 225,700 545,133 839,969
General Obligation Bonds Payable-Current- -
Accrued Interest138,825 100,848 752,503 762,807 749,850 959,978
Deposits- - - 20,633 14,746 16,337
Total Current Liabilities1,670,055 1,321,899 2,389,256 2,443,445 2,743,281 3,590,706
Non Current Liabilities
Unearned Revenue42,200 42,200 42,200 42,200 42,200 42,200
Employee Leave Benefits15,208 50,635 79,476 66,429 55,158 53,695
Loans Payable5,323,768 4,452,631 4,017,063 3,581,494 3,145,925 4,155,517
Revenue Bonds Payable1,655,846 1,452,223 13,164,869 12,923,302 12,362,304 18,564,040
General Obligation Bonds Payable- - - - - -
Total Non Current Liabilities7,037,022 5,997,689 17,303,608 16,613,425 15,605,587 22,815,452
Total Liabilities8,707,077 7,319,588 19,692,864 19,056,870 18,348,868 26,406,158
NET POSITION
Invested In Capital Assets, Net of Related Debt46,509,213 48,550,506 47,778,846 50,498,331 56,889,804 53,577,373
Restricted for:
Debt Service468,199 630,007 2,174,980 2,200,664 2,507,872 3,403,353
Capital Projects 5,916,219
Unrestricted11,082,813 9,400,428 9,721,164 10,329,700 8,321,357 5,759,030
Total Net Position58,060,225$ 58,580,941$ 59,674,990$ 63,028,695$ 67,719,033$ 68,655,975$
February 2015 - DRAFT 11-5
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11.2.3 Outstanding Debt Principal
Table 11.3 outlines the City’s outstanding debt principal as of the end of 2013.
The City of Auburn has three outstanding revenue bonds and four outstanding Public
Works Trust Fund loans. The total outstanding principal on these loans is $23 million.
11.3 FINANCIAL PLAN
11.3.1 Overview
The water utility is an enterprise fund that is responsible for funding all of its related costs. It
is not dependent upon general tax revenues or General Fund resources. The primary
source of funding for the utility is collections from water service charges. The City controls
the level of service charges by ordinance, and subject to statutory authority, can adjust user
charges as needed to meet financial objectives.
The financial plan can only provide a qualified assurance of financial feasibility if it
considers the “total system” costs of providing water service – both operating and capital.
To meet these objectives, the following elements are completed:
Capital Funding Plan – This plan identifies the total CIP obligations for the planning
period 2015-2035. As defined previously in this document, the planning period is
separated into three individual time horizons: “Short Term” 2015 to 2021, “Medium
Term” 2022 to 2025 and “Long Term” 2026 to 2035. The plan defines a strategy for
funding the CIP including an analysis of available resources from rate revenues,
existing reserves, system development charges, debt financing and any special
resources that may be readily available (e.g. grants, developer contributions, etc).
The capital funding plan impacts the financial plan through use of debt financing
(resulting in annual debt service) and the assumed rate revenue resources available
for capital funding.
Table 11.3Outstanding Debt Principal
Comprehensive Water Plan
City of Auburn
Debt Description Principal
Outstanding
Maturity
Year
2005 Revenue Bond754,800$ 2016
2010 CIP Revenue Bond11,377,352$ 2030
2013 CIP Revenue Bond6,426,400$ 2032
PW-01-691-0061,816,685$ 2021
PW-02-691-002235,030$ 2022
PW-13-961-0121,592,885$ 2032
PW-99-791-0031,094,211$ 2019
Total23,297,363$
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Financial Forecast – This forecast identifies annual non-capital costs associated
with the operation, maintenance, and administration of the water system. Included in
the financial plan is a reserve analysis that forecasts cash flow and fund balance
activity along with testing for satisfaction of actual or recommended minimum fund
balance policies. The financial plan ultimately evaluates the sufficiency of utility
revenues in meeting all obligations, including operating expenses, debt service, and
reserve contributions, as well as any debt service coverage requirements associated
with long-term debt. The Financial Forecast analysis is discussed in Section 11.5.
11.3.2 Utility Fund Structure
The City tracks the water utility’s revenues and expenditures in a single fund: Fund 430.
Conceptually, utility expenditures can be divided into three main types of costs: operating,
capital, and debt service. For modeling purposes, it was assumed that the single fund for
the water utility is split between three “accounts”: operating, capital, and debt reserves.
Municipal utilities commonly maintain separate operating, capital, and debt reserves. The
initial allocation of the beginning fund balance is discussed in Section 11.5.
Operations – serves as an operating account where operating revenues are
deposited and operating expenses are paid.
Capital projects – serves as a capital account where capital revenues are deposited
and capital expenditures are paid. Examples of capital revenues include system
development charges, grant proceeds, debt proceeds, and contributions from rates.
Restricted Bond Reserve – serves as a restricted account set up to comply with
revenue bond covenants.
Splitting a single fund into three separate “accounts” allows the City to apply the City’s and
industry standard reserve targets to each account. Minimum balance thresholds for these
accounts are discussed in the next section, “Financial Policies.”
11.3.3 Financial Policies
Following is a brief summary of adopted or recommended financial policies for the City
water utility. Adopted policies are drawn from the “Process/Policies” section within the City’s
Adopted 2015-16 Budget.
Reserve Policies
Utility reserves serve multiple functions; they can be used to address variability and timing
of expenditures and receipts; occasional disruptions in activities, costs or revenues; utility
debt obligations; and many other functions. The collective use of individual reserves helps
to limit the City’s exposure to revenue shortfalls, meet long-term capital obligations, and
reduce the potential for bond coverage defaults.
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Operating Reserve – An operating reserve is designed to provide a liquidity cushion;
it protects the utility from the risk of short-term variation in the timing of revenue
collection or payment of expenses. Like other types of reserves, operating reserves
also serve another purpose: they help smooth rate increases over time. Target
funding levels for an operating reserve are generally expressed as a certain number
of days of O&M expenses, with the minimum requirement varying with the expected
revenue volatility. Industry practice for utility operating reserves ranges from 30 days
(8%) to 120 days (33%) of O&M expenses, with the lower end more appropriate for
utilities with stable revenue streams and the higher end of the range more appropriate
for utilities with significant seasonal or consumption-based fluctuations.
The City’s adopted policy states that the water utility’s target operating reserves
should be approximately 90 days (page 36, “Process/Policies”). This is the target
assumed in the financial forecast. Based on the City’s 2015 budgeted expenditures
(excluding depreciation), a 90 day target equates to $2.7 million.
Capital Contingency Reserve – A capital contingency reserve is cash set aside in
case of an emergency should a piece of equipment or a portion of the utility’s
infrastructure fail unexpectedly. The reserve could also be used for other
unanticipated capital needs, including capital project cost overruns. There are various
approaches used in the industry to set an appropriate level for this reserve, such as:
1) choosing a percentage of a utility system’s total fixed assets; or 2) determining the
cost of replacing highly critical assets or facilities. Following common industry
practice, this analysis assumes a minimum capital fund balance equal to 1% of the
original cost of plant in service.
Bond Reserve – Bond covenants often establish reserve requirements as a means of
protecting an agency against the risk of nonpayment. This bond reserve can be
funded with cash on hand, but is more often funded at the time of borrowing as part of
the bond principal. A reserve amount equal to annual debt service is targeted.
System Reinvestment Policies
The purpose of system reinvestment funding is to provide for the ongoing rate funding for
the replacement of system facilities. Each year, the utility assets lose value, and as they
lose value they are moving toward eventual replacement. That accumulating loss in value
and future liability is typically measured for reporting purposes through annual depreciation
expense. This is based on the original cost of the asset divided by its anticipated useful life.
While this expense reflects the consumption of the existing asset and its original
investment, the replacement of that asset will likely cost much more, after factoring in
inflation and construction conditions. Therefore, the added annual replacement liability is
often even greater than the annual depreciation expense. It is prudent to establish a system
reinvestment policy that attempts to recover at least a portion of the annual depreciation
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expense from rate funding. Providing a certain amount of rate-funded capital reinvestment
is an approach to ensure that the system does not become too heavily dependent on debt.
The City’s adopted policy is to phase in system reinvestment funding over ten years in 10%
increments beginning in 2012. To keep rates at their currently-adopted levels through 2017,
the system reinvestment strategy for the financial plan begins in 2015 at 10% and increases
by 10% per year until 100% of the target is funded.
Debt Policies
Revenue bond covenants typically establish a minimum debt service coverage as a way to
protect bondholders against the risk of nonpayment. City policy and the City’s current bond
covenants both require bonded debt service coverage of 1.25.
The City also has another debt-related policy, which is to maintain a capital structure that
does not exceed 50% debt. This is more conservative than the typical industry standard of
60% debt and 40% equity. The City’s capital structure from the 2013 financial statement
was 31% debt and 69% equity. This forecast projects that the debt level will exceed 50% in
2023 and reach as high as 57% during the 21-year planning period. This level of
indebtedness goes above the City’s policy target, but it stays within the industry-standard
limit of 60% debt and 40% equity.
11.3.4 Capital Funding Plan
The CIP developed for this Plan contains 47 different projects valued at $119 million ($173
million in inflated dollars) over the 2015 to 2035 planning period (excluding the budgeted
expenditures for 2014). Costs are stated in 2014 dollars and are escalated to the year of
planned spending at an annual inflation rate of 3.5% per year.
Table 11.4 summarizes the expected annual capital expenditures, using budgeted figures
for 2014.
Table 11.4Water CIP
Comprehensive Water Plan
City of Auburn
Year2014 $Inflated $
20147,662,309$ 7,662,309$
20154,883,492$ 5,054,415$
20161,975,335$ 2,116,029$
20174,073,656$ 4,516,536$
20186,916,939$ 7,937,347$
20197,017,746$ 8,334,880$
20205,293,006$ 6,506,456$
20215,346,862$ 6,802,701$
8 Year Total43,169,346$ 48,930,672$
2022-203583,560,353$ 131,834,083$
Grand Total126,729,699$ 180,764,756$
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A capital funding plan is developed to identify the total resources available to pay for the
CIP and determine if new debt financing is required. After allocating the estimated
beginning 2015 fund balance first to the debt reserve and secondly to the operating
reserve, there were no funds available for capital.
The SDC is projected to generate an average annual revenue stream of just under
$800,000. This is based on an assumed customer growth rate of 1.21% per year. The
customer growth percentage is drawn from the previous five years of actual growth (from
2008 through 2013).
The SDC revenue projection assumes the current SDC of $2,424 plus an annual
Construction Cost Index adjustment starting in 2015. The City Council is currently reviewing
an update of the SDCs. If higher charges are adopted, the increased SDC revenue will
allow slightly lower rate increases than those contained in this financial plan.
Table 11.5 summarizes the capital funding plan.
11.4 AVAILABLE CAPITAL FUNDING RESOURCES
Feasible long-term capital funding strategies should be defined to ensure adequate
resources are available to fund the CIP identified in this Plan. In addition to the Utility’s
resources such as accumulated cash reserves, capital revenues, bond proceeds and
system development charges, capital needs can also be met from outside sources such as
grants, low-interest loans, and bond financing. The following is a summary of Internal Utility
Resources, Government Programs & Resources, and Public Debt Financing.
Table 11.5Capital Financing Plan
Comprehensive Water Plan
City of Auburn
Year Capital
Expenditures
Capital
Expenditures
Inflated
Revenue
Bond
Financing
Cash Funding
Total
Financial
Resources
20147,662,309$ $ 7,662,309 $ - 7,662,309$ $ 7,662,309
20154,883,492 5,054,415 5,150,000 - 5,150,000
20161,975,335 2,116,029 1,210,111 810,332 2,020,443
20174,073,656 4,516,536 3,401,164 1,115,372 4,516,536
20186,916,939 7,937,347 6,823,766 1,113,581 7,937,347
20197,017,746 8,334,880 7,145,906 1,188,974 8,334,880
20205,293,006 6,506,456 5,257,771 1,248,685 6,506,456
20215,346,862 6,802,701 5,377,588 1,425,113 6,802,701
8-Year Total43,169,346$ 48,930,672$ 34,366,306$ 14,564,367$ 48,930,672$
2022-203583,560,353$ 131,834,083$ 97,925,278$ 33,908,805$ 131,834,083$
Grand Total126,729,699$ 180,764,756$ 132,291,583$ 48,473,172$ 180,764,756$
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11.4.1 Internal Utility Resources
Utility resources appropriate for funding capital needs include accumulated cash in the
capital “account”, bond proceeds and capital revenues, such as system development
charges. Capital-related revenues are discussed below.
Utility Funds and Cash Reserves
User charges (rates) paid by the utility’s customers are the primary funding source for all
utility activities. The rates cover total annual costs associated with operating and
maintaining the water system. Rates can pay for capital improvement projects in two ways:
either paying for debt service or directly paying for capital projects. Although funding the
capital costs directly through rates does not result in the additional interest expense
associated with issuing debt, this approach can cause large and/or volatile rate increases.
System Development Charges
A SDC, as provided for by RCW 35.92.025, refers to a one-time charge imposed on new
customers as a condition of connection to the utility system. The purpose of the SDC is two-
fold: (1) to promote equity between new and existing customers; and (2) to provide a source
of revenue to fund capital projects. Equity is served by providing a vehicle for new
customers to share the cost of infrastructure investment. SDC revenues provide a source of
cash flow used to support utility capital needs; revenue can only be used to fund utility
capital projects or to pay debt service incurred to finance those projects.
In the absence of a SDC, growth-related capital costs would be borne in large part by
existing customers. In addition, the net investment in the utility already collected from
existing customers, whether through rates, charges, and/or assessments, would be diluted
by the addition of new customers, effectively subsidizing new customers with prior
customers’ payments. To establish equity, a SDC should recover a proportionate share of
the existing and future infrastructure costs from a new customer. From a financial
perspective, a new customer should become financially equivalent to an existing customer
by paying the SDC.
Table 11.6 summarizes the City’s current SDC schedule.
Table 11.6Current System Development Charge Schedule
Comprehensive Water Plan
City of Auburn
Meter Sizes (Inches)SDC
3/4" or less$2,424
1"$4,048
1 1/2"$8,072
2"$12,920
3"$24,240
4"$40,408
6"$80,792
8"$129,280
10"$135,971
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A recent SDC study has been completed and City Council is currently evaluating the
updated charges.
Local Facilities Charge
While a SDC is the manner in which new customers pay their share of general facilities
costs, local facilities funding is used to pay the cost of local facilities that connect each
property to the system infrastructure. Local facilities funding is often overlooked in a rate
forecast, because it is funded upfront by either connecting customers, developers, or
through an assessment to properties - but never from rates. Although these funding
mechanisms do not provide a capital revenue source toward funding CIP costs, a
discussion of these charges is included in this chapter because of their impact on new
customers.
There are several mechanisms that can be considered toward funding local facilities. One
of the following scenarios typically occurs:
The utility charges a connection fee based on the cost of the local facilities (under the
same authority as the SDC);
A developer funds extension of the system to their development and turns those
facilities over to the utility (contributed capital); or
A local assessment is set up called a Utility Local Improvement District (ULID/LID)
which collects tax revenue from benefited properties.
A Local Facilities Charge (LFC) is a variation of the system development charge authorized
through RCW 35.92.025. It is a city-imposed charge to recover the cost related to service
extension to local properties. Often called a front-footage charge and imposed on the basis
of footage of main “fronting” a particular property, it is usually implemented as a
reimbursement mechanism to a city for the cost of a local facility that directly serves a
property. It is a form of connection charge and, as such, can accumulate up to 10 years of
interest. It typically applies to instances where no developer-installed facilities are needed
through developer extension due to the prior existence of available mains already serving
the developing property.
The Developer Extension is a requirement that a developer install onsite and sometimes
offsite improvements as a condition of extending service. These are in addition to the SDC
required and must be built to City standards. The City is authorized to enter into developer
extension agreements under RCW 35.91.020. Part of the agreement between the City and
the developer for the developer to extend service might include a late-comer agreement,
resulting in a late-comer charge to new connections to the developer extension.
Latecomer Charges are a variation of developer extensions whereby a new customer
connecting to a developer-installed improvement makes a payment to the City based on
their share of the developers cost (RCW 35.91.020). The City passes this on to the
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developer who installed the facilities. This is part of the developer extension process, and
defines the allocation of costs and records latecomer obligations on the title of affected
properties. No interest is allowed, and the reimbursement agreement is in effect for a period
of 20 years, unless a longer duration is approved by the City.
LID/ULID is another mechanism for funding infrastructure that assesses benefited
properties based on the special benefit received by the construction of specific facilities
(RCW 35.43.042). Most often used for local facilities, some ULIDs also recover related
general facilities costs. Substantial legal and procedural requirements can make this a
relatively expensive process, and there are mechanisms by which a ULID can be rejected
by a majority of property ownership within the assessment district boundary.
11.4.2 Government Programs & Resources
Grants and Low Cost Loans
Historically, federal and state grant programs were available to local utilities for capital
funding assistance. However, these assistance programs have been mostly eliminated,
substantially reduced in scope and amount, or replaced by loan programs. Remaining
miscellaneous grant programs are generally lightly funded and heavily subscribed.
Nonetheless, even the benefit of low-interest loans makes the effort of applying worthwhile.
Grants and low-cost loans for Washington State utilities are available from various
Washington State Departments. Grant and loan programs that the City might be eligible for
are described in greater detail below.
Department of Commerce
A September 2014 document from the Department of Commerce summarizes various loan
and grant programs available (“Summary of Some Grant and Loan Programs for Drinking
Water and Wastewater Projects”, found at http://www.commerce.wa.gov/Documents/9-2-
14_multi-program_funding_program_summary.pdf). A few of those programs are described
below:
1. Community Economic Revitalization Board (CERB)
CERB, a division of the Washington State Department of Commerce, primarily offers low
cost loans; grants are made available only to the extent that a loan is not reasonably
possible. The CERB targets public facility funding for economically disadvantaged
communities, specifically for job creation and retention. Priority criteria include the
unemployment rates, number of jobs created and/or retained, wage rates, projected private
investment, and estimated state and local revenues generated by the project. According to
their website, “CERB funds a variety of projects that create jobs including (but not limited to)
domestic and industrial water, storm and sewer water projects, telecommunications and
port facilities.” Eligible applicants include cities, towns, port districts, special purpose
districts, federally recognized Indian tribes and municipal corporations.
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Funding details for the 2013 – 2015 Program are as follows per the Washington Commerce
website: “$9 million was appropriated to CERB for the 2013-2015 Biennium. By state law,
CERB must award 75% of this funding to projects in rural counties. The Board has also
allocated $2,182,500 to be available for construction and planning grants on a first-come,
first-served basis.”
Further details are available at:
http://www.commerce.wa.gov/commissions/CommunityEconomicRevitalizationBoard/
http://www.commerce.wa.gov/Documents/2013-15_Policies.pdf
http://www.commerce.wa.gov/commissions/CommunityEconomicRevitalizationBoard/
Pages/CERB-Traditional-Programs.aspx
2. Public Works Board (PWB) Financial Assistance
The Board’s goal is to provide community access to financial and technical resources that
help sustain local infrastructure. Cities, towns, counties, and special purpose districts are
eligible to receive financial assistance for qualifying projects. When funding is available, the
following tools are accessible:
Construction Loan Program: http://www.pwb.wa.gov/financial-
assistance/Construction/Pages/default.aspx
– Funding Cycle: Per the Board website, the Governor's proposed 2015-17
budget offers $69.7M for 19 projects.
– Program Description: Low-interest loans for local governments to finance public
infrastructure construction and rehabilitation. Eligible projects must improve
public health and safety, respond to environmental issues, promote economic
development, or upgrade system performance.
– Terms: For non-distressed communities, a term of five years or less has an
interest rate of 1.28% and a term from six to twenty years has an interest rate of
2.55%
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Pre-Construction Loan Program: http://www.pwb.wa.gov/financial-assistance/Pre-
Construction/Pages/default.aspx
– Funding Cycle: No funding has been allocated to the Pre-construction loan
program for the 2013-15 biennium.
– Program Description: Local governments may apply for low interest loans to
finance pre-construction activities to prepare a project for construction.
– Terms: Terms are limited to a five year repayment period (the loan term may be
converted to 20-years once the project has secured construction funding) with a
1% interest rate.
Emergency Loan Program: http://www.pwb.wa.gov/financial-assistance/Emergency-
Loan/Pages/default.aspx
– Funding Cycle: No funding has been allocated to the Emergency loan program
for the 2013-15 biennium.
– Program Description: The Emergency Loan Program provides funding to
address public works emergencies, thereby helping provide immediate
restoration of critical public works services and facilities.
– Terms: Funds are limited to $500,000 per jurisdiction per biennium, and come
with a 20-year term (or the life of the project), and a 3% interest rate. No local
match is required.
Energy and Water Efficiency Loan Program: http://www.pwb.wa.gov/financial-
assistance/Energy-Water/Pages/default.aspx
– Funding Cycle: No funding has been allocated to the Energy and Water
Efficiency (EWE) loan program for the 2013-15 biennium.
– Program Description: The EWE program is designed to encourage energy,
water, and efficiency upgrades to existing infrastructure by providing low-cost
loans.
– Terms: The maximum loan amount is $1,000,000. The interest rate is
dependent upon the term of the loan. Loans less than 5 years receive a 0.50%
rate. Loans between 5 and 10 years receive a 1% interest rate. Loans between
11 and 20 years receive a 1.50% interest rate.
Drinking Water State Revolving Fund Loan Program:
http://www.pwb.wa.gov/financial-assistance/Drinking-Water/Pages/default.aspx
– Funding Cycle: The DWSRF program has shifted their application cycle to fall,
starting September 1, 2014.
– Program Description: The DWSRF loan program is a federal and state
partnership program to provide low-interest loans to finance projects that
increase public health protection. A 2012 Washington State law requires all
public water systems that receive loans or grants for infrastructure to complete
an Investment Grade Efficiency Audit (IGEA). This is an effort to apply energy
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efficiency to water systems, similar to DOH's Green Projects that was started in
2009, and may be financed as part of the DWSRF loan.
– Terms: For construction loans, interest rates range from 1% to 1.5% with loan
repayment periods of 20 years or life of the project being financed, whichever is
less.
Further general resources are available at:
http://www.pwb.wa.gov/financial-assistance/Pages/default.aspx
http://www.pwb.wa.gov/Documents/FINAL-MASTER-GUIDELINES.pdf
http://www.commerce.wa.gov/Documents/9-2-14_multi-
program_funding_program_summary.pdf
11.4.3 Public Debt Financing
General Obligation Bonds
General obligation (G.O.) bonds are bonds secured by the full faith and credit of the issuing
agency, committing all available tax and revenue resources to debt repayment. With this
high level of commitment, G.O. bonds have relatively low interest rates and few financial
restrictions. However, the authority to issue G.O. bonds is restricted in terms of the amount
and use of the funds, as defined by Washington constitution and statute. Specifically, the
amount of debt that can be issued is linked to assessed valuation.
RCW 39.36.020 states:
“(ii) Counties, cities, and towns are limited to an indebtedness amount not exceeding
one and one-half percent of the value of the taxable property in such counties, cities,
or towns without the assent of three-fifths of the voters therein voting at an election
held for that purpose.
(b) In cases requiring such assent counties, cities, towns, and public hospital districts
are limited to a total indebtedness of two and one-half percent of the value of the
taxable property therein.”
While bonding capacity can limit availability of G.O. bonds for utility purposes, these can
sometimes play a valuable role in project financing. A rate savings may be realized through
two avenues: the lower interest rate and related bond costs; and the extension of
repayment obligation to all tax-paying properties (not just developed properties) through the
authorization of an ad valorem property tax levy.
Revenue Bonds
Revenue bonds are commonly used to fund utility capital improvements. The debt is
secured by the revenues of the issuing utility and the debt obligation does not extend to the
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City’s other revenue sources. With this limited commitment, revenue bonds typically bear
higher interest rates than G.O. bonds and also require security conditions related to the
maintenance of dedicated reserves (a bond reserve) and financial performance (added
bond debt service coverage). The City agrees to satisfy these requirements by ordinance
as a condition of bond sale.
Revenue bonds can be issued in Washington without a public vote. There is no bonding
limit, except perhaps the practical limit of the utility’s ability to generate sufficient revenue to
repay the debt and provide coverage. In some cases, poor credit might make issuing bonds
problematic.
11.4.4 Capital Resource Funding Summary
An ideal funding strategy would include the use of grants and low-cost loans when debt
issuance is required. However, these resources are very limited and competitive in nature
and do not provide a reliable source of funding for planning purposes. It is recommended
that the City pursue these funding avenues but assume bond financing to meet needs
above the utility’s available cash resources. G.O. bonds may be useful for special
circumstances, but since bonding capacity limits are most often reserved for other City
(non-utility) purposes, revenue bonds are a more secure financing mechanism for utility
needs. The Capital Financing Strategy developed to fund the updated CIP follows the
funding priority below:
1. Available grant funds and/or developer contributions
2. Interest earnings on allocated fund balances
3. Other miscellaneous capital resources
4. Annual revenue collections from SDCs
5. Annual transfers of rate-funded capital or excess cash (above minimum balance
targets) from operating accounts
6. Accumulated capital cash reserves
7. Revenue bond financing
11.5 FINANCIAL FORECAST
The Financial Forecast, or revenue requirement analysis, forecasts the amount of annual
revenue that needs to be generated by rates throughout the Short Term planning horizon
(2015 to 2021). The analysis incorporates operating revenues, O&M expenses, debt
service payments, rate funded capital needs, and any other identified revenues or
expenses related to utility operations, and determines the sufficiency of the current level of
rates. Revenue needs are also impacted by debt covenants (typically applicable to revenue
bonds) and specific fiscal policies and financial goals of the utility. For this analysis, two
revenue sufficiency “tests” have been developed to reflect the financial goals and
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constraints of the utility: (1) cash needs must be met; and (2) debt coverage requirements
must be realized. In order to operate successfully with respect to these goals, both tests of
revenue sufficiency must be met:
Cash Test
The cash flow test identifies all known cash requirements for the utility in each year of the
planning period. Capital needs are identified and a capital funding strategy is established.
This may include the use of debt, cash reserves, outside assistance, and rate funding.
Cash requirements to be funded from rates are determined. Typically, these include O&M
expenses, debt service payments, system reinvestment funding or directly funded capital
outlays, and any additions to specified reserve balances. The total annual cash needs of
the utility are then compared to total operating revenues (under current rates) to forecast
annual revenue surpluses or shortfalls.
Coverage Test
The coverage test is based on a commitment made by the City when issuing revenue
bonds. For purposes of this analysis, revenue bond debt is assumed for any needed debt
issuance. As a security condition of issuance, the City is required per covenant to agree
that the revenue bond debt would have a higher priority for payment (a senior lien)
compared to most other utility expenditures; the only outlays with a higher lien are O&M
expenses. Debt service coverage is expressed as a multiplier of the annual revenue bond
debt service payment. For example, a 1.0 coverage factor would imply no additional
cushion is required. A 1.25 coverage factor means revenues must be sufficient to pay O&M
expenses, annual revenue bond debt service payments, plus an additional 25% of annual
revenue bond debt service payments. The excess cash flow derived from the added
coverage, if any, can be used for any utility purpose, including funding capital projects. The
existing coverage requirement policy on the City’s outstanding revenue bonds is 1.25 times
bond debt. In determining the annual revenue requirement, both the cash and coverage
sufficiency tests must be met – the test with the greatest deficiency drives the level of
needed rate increase in any given year.
The financial forecast projects the amount of operating and capital expenditures to
determine the annual amount of revenue required. The objective of the financial forecast is
to evaluate the sufficiency of the current level of rates in meeting the total revenue
requirements of the system. In addition to annual operating costs, the revenue of the utility
must also meet debt covenant requirements and minimum reserve level targets.
11.5.1 Financial Forecast
The financial forecast is developed from the City’s adopted 2015-16 biennial budget
documents along with other key factors and assumptions to develop a complete portrayal of
the water utility annual financial obligations. The forecast covers the Short Term horizon,
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2015 to 2021. The following is a list of the key revenue and expense factors and
assumptions used to develop the forecast:
Revenue & Fund Balance Assumptions
Customer Growth and Demand: Based on a review of six years of historical data,
annual customer account growth has averaged 1.21%. Annual volume per account is
projected to decline at 1% per year until estimated usage per account aligns with the
engineer’s Low Demand Scenario of 172 gallons per day per equivalent residential
unit (expected to occur in 2027). An analysis of historical volume data supports the
assumption that usage per unit will decline from current levels. The net effect of
1.21% customer account growth and 1% decline in usage per account results in a
composite retail rate revenue increase of 0.5% per year.
Adopted Rate Increases: The City adopted rate increases through 2017 of roughly
3.5% per year, which are incorporated into the revenue figures in the forecast. The
analysis shows that through 2017, no additional rate increases are needed above the
adopted levels.
Wholesale water revenues are assumed to decrease by nearly $50,000 in 2015,
assuming the recommended wholesale rates from a 2014 study are implemented.
Future wholesale revenues are projected to increase with an annual CPI adjustment.
Miscellaneous revenues are conservatively assumed to stay at their currently
budgeted levels. Miscellaneous revenues include late penalties, water applications,
rents & leases, etc. The BAB subsidy for the 2010 Revenue Bond is expected to
gradually decline in proportion to the annual decline in interest expense.
Fund balances are based on the estimated beginning balance in 2015 for Fund 430.
Depending on resource availability, the balance was allocated to the “accounts” using
the following methodology:
– Debt Reserve: Amount equal to highest annual debt service on existing debt
– Operating Reserve: Amount equal to the operating reserve target of 90 days
– Capital Reserve: Remaining funds
The estimated beginning fund balance in 2015 was approximately $4.5 million, which
is enough to fully fund the debt reserve, and provide 76 days in the operating reserve.
No resources were available to fund the capital reserve using the defined
methodology.
Interest earnings initially assume a rate of 0.09% applied to beginning of year cash
balances based on existing Local Government Investment Pool rates, phasing
towards 0.25% over the long term.
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Expenditure Assumptions
General operating expenses are escalated from the budgeted figures at 2.5% per
year; labor costs increase at 2.5% per year; and benefits at 5.5% per year.
State taxes are calculated based on prevailing tax rates.
Existing debt service schedules were provided by the City and include three existing
revenue bond issues as well as four Public Works Trust Fund loans. These
obligations represent nearly $2.3 million in annual debt service principal and interest
payments in 2015.
Future debt service has been added as outlined in the capital funding plan. The
forecast assumes a revenue bond interest rate of 4.30% based on prevailing rates, as
well as an issuance cost of 1% with a 20-year term. City policy dictates a minimum
debt service coverage requirement of 1.25.
The rate strategy focuses on the Short Term period. The City should review the proposed
rates and rate assumptions annually to ensure that the rate projections developed remain
adequate. Any significant changes should be incorporated into the financial plan and future
rates should be adjusted as needed.
Table 11.7 summarizes the annual revenue requirement for the Short Term planning
horizon based on the forecast of revenues, expenditures, fund balances, fiscal policies, and
capital funding.
The last two rows of Table 11.7 show the projected debt service coverage for both bonded
debt and total debt. Bonded debt service coverage—which legally cannot drop below
1.25—is projected to stay at or above 1.45 throughout the life of the forecast. Debt service
Table 11.7 Financial Forecast
Comprehensive Water Plan
City of Auburn
Revenue Requirements 2014 2015 20162017 20182019 2020 2021
Assuming Existing Rates:
Revenue
Rate Revenues 12,071,396$ 12,551,796$ 13,052,630$ 13,574,815$ 13,640,474$ 13,706,451$ 13,772,746$ 13,839,363$
Non-Rate Revenues 1,071,265 1,293,870 1,116,441 1,127,924 1,141,527 1,155,615 1,169,311 1,183,237
Total Revenue13,142,661$ 13,845,666$ 14,169,071$ 14,702,739$ 14,782,001$ 14,862,065$ 14,942,057$ 15,022,600$
Expenses
Cash Operating Expenses10,421,745$ 10,863,101$ 10,992,073$ 11,331,416$ 11,626,816$ 11,931,862$ 12,246,988$ 12,572,590$
Existing Debt Service2,270,041 2,267,061 1,988,072 2,186,555 2,183,681 1,995,274 1,989,408 1,902,806
New Debt Service- 425,480 525,457 806,453 1,370,215 1,960,593 2,394,977 2,839,260
Rate-Funded System Reinvestment- 120,135 244,751 353,399 392,784 414,582 551,341 543,002
Additions to Operating Reserve- - - - 139,001 75,217 69,451 88,536
Total Expenses12,691,785$ 13,675,777$ 13,750,352$ 14,677,822$ 15,712,498$ 16,377,528$ 17,252,165$ 17,946,194$
Cash Surplus / (Deficiency)450,876$ 169,889$ 418,719$ 24,917$ (930,497)$ (1,515,463)$ (2,310,108)$ (2,923,594)$
Annual Rate Adjustment 0.00%0.00%0.00%7.75%4.47%5.77%4.16%
Cumulative Annual Rate Adjustment 0.00%0.00%0.00%7.75%12.57%19.07%24.01%
After Rate Increases:
Rate Revenues 12,071,396$ 12,551,796$ 13,052,630$ 13,574,815$ 14,698,205$ 15,429,135$ 16,398,735$ 17,162,724$
Net Cash Flow 450,900 169,900 418,700 24,900 139,000 75,200 69,500 88,500
Debt Service Coverage - Revenue Bonds 2.16 1.88 1.90 1.83 1.73 1.54 1.52 1.45
Debt Service Coverage - All Debt 1.62 1.49 1.68 1.49 1.46 1.40 1.39 1.37
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coverage for total debt (including state loans) is recommended to be at least 1.0, and
throughout the life of this forecast, it is projected to stay at or above 1.37.
In 2012, the City Council adopted annual rate increases of 3.5% in 2015, 2016, and 2017.
This analysis shows that the adopted rates will generate sufficient revenue to meet
operating expenses and the utility policy goals as discussed herein for the 2015 to 2017
period. Based on the assumptions in the forecast, no incremental rate increases (above
adopted amounts) are needed through 2017.
Rate increases averaging just above 5.5% per year are needed in 2018 and beyond to
cover projected O&M expenses, debt service payments, system reinvestment funding,
coverage requirements, and other stated financial policy objectives.
11.5.2 City Funds and Reserve Balances
Table 11.8 shows a summary of the projected ending City operating, capital and debt
reserve balances through 2021. The operating reserve ends at 90 days of operating
expenditures; the capital reserve ends at $1.5 million, which is below the target of $1.6
million, but within an acceptable range; and the debt reserve ends at $4.6 million, which is
enough to cover one year of annual debt service.
11.6 EXISTING RATE STRUCTURE & PROJECTED SCHEDULE
The City’s existing retail water rate structure for inside-City customers is comprised of nine
rate classes. The retail rate schedule for the single-family residential customer class
consists of a base monthly charge and a three-tiered increasing block volume rate structure
based upon the amount of water consumed as measured in 100 cubic feet increments (ccf).
The retail rate schedule for non-single family residential customer classes consist of a base
monthly charge and a single volume rate based upon the amount of water consumed as
measured in ccf. The City also has wholesale contracts to provide water service to the City
of Algona and Water District #111.
Retail water utility customers residing outside of the City’s political boundaries are assessed
charges based upon the inside-City rate schedule plus a 50% premium (ACC 13.06.360).
Low-income single-family residential customers are provided a 50% discount to the rates
presented. To qualify for a low-income discount, a customer must be 62 years of age or
older and meet low-income guidelines as defined by the US Department of Housing and
Urban Development (ACC 13.24 and 13.24.030).
Table 11.8Cash Balance Summary
Comprehensive Water Plan
City of Auburn
Ending Reserves20142015201620172018201920202021
Operating2,569,745$ 2,429,591$ 2,702,969$ 2,727,885$ 2,866,886$ 2,942,103$ 3,011,555$ 3,100,091$
Capital2,499,930 905,917 1,115,372 1,113,581 1,188,974 1,248,685 1,425,113 1,458,613
Debt2,270,041 2,692,541 2,517,617 2,798,613 3,362,376 3,768,561 4,202,945 4,564,503
Total7,339,716$ 6,028,050$ 6,335,958$ 6,640,079$ 7,418,237$ 7,959,350$ 8,639,613$ 9,123,207$
February 2015 - DRAFT 11-21
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The City’s current increasing block rates for residential customers adequately address
water conservation goals within the rate structure, consistent with the state’s guidelines for
a rate structure that encourages water demand efficiency (WAC 246-290-100).
A recent detailed review of the City’s rate structure has been completed in the 2014 Retail
Rate Study and, among other items, recommends the following adjustments:
Combine the “Schools” and “City Accounts” (non-irrigation) classes within the existing
“Commercial” class
Incorporate cost of service adjustments between various customer classes
Revise base charge to increase with size of meter (future study)
Table 11.9 presents the City’s existing retail water rate schedule for each customer class
under the adopted rates through 2017. No rate increases above adopted levels are
necessary through 2017. The table then incorporates necessary rate increases starting in
2018 and continuing through 2021.
Table 11.9 Projected Rate Schedule
Comprehensive Water Plan
City of Auburn
Monthly Rate ScheduleExistingAdoptedAdoptedAdoptedProjectedProjectedProjectedProjected
Water Utility 20142015201620172018201920202021
Annual:0.0%0.0%0.0%7.8%4.5%5.8%4.2%
Cumulative:0.0%0.0%0.0%7.8%12.6%19.1%24.0%
Single Family
Base Rate $14.54$15.05$15.57$16.12$17.37$18.15$19.19$19.99
1-7 CCF Rate $2.88$2.99$3.09$3.20$3.45$3.60$3.81$3.97
7.01-15 CCF Rate $3.53$3.65$3.78$3.91$4.21$4.40$4.66$4.85
15.01+ CCF Rate $4.01$4.15$4.29$4.44$4.78$5.00$5.29$5.51
Non-Single Family
Multifamily - Base $43.33$44.85$46.42$48.04$51.77$54.08$57.20$59.58
Multifamily - CCF $3.02$3.13$3.24$3.35$3.61$3.77$3.99$4.15
Commercial - Base$43.33$44.85$46.42$48.04$51.77$54.08$57.20$59.58
Commercial - CCF $3.45$3.57$3.69$3.82$4.12$4.30$4.55$4.74
Manufacturing - Base$43.33$44.85$46.42$48.04$51.77$54.08$57.20$59.58
Manufacturing - CCF$2.80$2.90$3.00$3.11$3.35$3.50$3.70$3.86
Schools - Base $43.33$44.85$46.42$48.04$51.77$54.08$57.20$59.58
Schools - CCF $3.26$3.38$3.50$3.62$3.90$4.07$4.31$4.49
City Accounts - Base$43.33$44.85$46.42$48.04$51.77$54.08$57.20$59.58
City Accounts - CCF$4.01$4.15$4.29$4.44$4.78$5.00$5.29$5.51
Irrigation - Base $14.62$15.13$15.66$16.21$17.47$18.25$19.30$20.10
Irrigation - CCF $4.01$4.15$4.29$4.44$4.78$5.00$5.29$5.51
Algona - Base $68.47$70.86$73.34$75.91 Per Contract
Algona - CCF $2.24$2.32$2.40$2.48 Per Contract
WD #111 - Base $175.00$175.00 Per Contract
WD #111 - CCF $0.97$0.99 Per Contract
Low Income Discount: 50%
Outside City Multiplier: 1.50
Algona & WD#111 rates subject to change pending the 2014 Wholesale Rate Study
Rate increases for 2018-2021 are assumed to be applied "across-the-board"
February 2015 - DRAFT 11-22
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11.7 AFFORDABILITY
The Washington State Department of Health and the State Public Works Board have
historically used an affordability index to prioritize low-cost loan awards. The typical
threshold looks at whether a system’s rates exceed 1.5% to 2.0% of the median household
income for the demographic area. As a result, if monthly bills are less than 1.5% of the
median household income for the demographic area, they are generally considered
affordable.
According to City staff, the median household income for the City of Auburn in 2012 was
$49,996. This figure was inflated to $51,810 at 2014 levels assuming annual Consumer
Price Index adjustments. Table 11.10 presents the City’s estimated single family water rate
with the projected rate increases for the forecast period. The affordability mark (Monthly
Bill*12 ÷ Median Income) averages 0.86% throughout the study period. As shown in the
following table, the City’s water rates remain well within the affordability range throughout
the planning horizon.
Table 11.10 below presents the results of the affordability test.
11.8 CONCLUSION
The analysis indicates that the adopted rates in 2015, 2016, and 2017 are sufficient to meet
the utility financial obligations as presented in this forecast. No additional increases are
proposed for 2015 through 2017. Based on the forecast, required rate increases for 2018
through 2021 average about 5.5% per year, for a cumulative increase of 24.0%.
This evaluation also finds that the water rates with projected rate increases would remain
within the defined threshold of affordability.
Table 11.10Affordability Test
Comprehensive Water Plan
City of Auburn
YearInflation Median HH
Income
Projected
Monthly Bill
% of Median
HH Income
20142.50%$51,810$34.700.80%
20152.50%$53,106$35.980.81%
20162.50%$54,433$37.200.82%
20172.50%$55,794$38.520.83%
20182.50%$57,189$41.510.87%
20192.50%$58,619$43.360.89%
20202.50%$60,084$45.860.92%
20212.50%$61,586$47.770.93%
Note: Assumes single family 3/4", 7 ccf per month.
February 2015 – DRAFT 12-1
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Chapter 12
OPERATIONS AND MAINTENANCE
12.1 INTRODUCTION
This chapter provides an overview of the City of Auburn’s (City) Water Utility organization
and operation. The purpose of the chapter is to document existing procedures and to
identify areas where improvements or changes could enhance system operation.
12.2 WATER SYSTEM MANAGEMENT & PERSONNEL
12.2.1 Mission Statement
The mission statement of the City’s Water Utility is to provide for the efficient,
environmentally sound and safe management of the existing and future water system within
the City’s service area.
12.2.2 Department Overview
The Water Utility is responsible for providing potable water to the City’s customers that
meets or exceeds the recognized standards of today and in the future by efficiently
administering, operating and maintaining the water supply. The Water Utility will also
continue to enhance its customer service through public education and information. A
primary responsibility of the Water Utility is implementing the Comprehensive Water Plan
(Plan).
12.2.3 Internal and External Factors
The objective of the Water Utility is based on compliance with internal and external factors.
An internal Work Plan Overview is generated at the beginning of each work year with a
review process at the end of the year. The Work Plan Overview describes budget goals,
performance measures, engineering tasks, capital projects, and maintenance and
operations tasks. External factors include adoption of goals, recommendations and
standards established by the following regulatory or professional practice agencies:
Washington State Department of Health (DOH)
Washington State Department of Ecology (Ecology)
American Public Works Association (APWA)
Association of Washington Cities (AWC)
Department of Homeland Security (DHS)
American Water Works Association (AWWA)
Washington Cities Insurance Authority (WCIA)
Municipal Research and Services Center of Washington (MRSC)
United States Environmental Protection Agency (USEPA)
February 2015 – DRAFT 12-2
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12.2.4 Water Utility Division Organization
The Auburn Water Utility is operated as a utility enterprise under the direction of the
Community Development & Public Works (CDPW) Director. The CDPW Department is
responsible for planning, design, construction, operation, maintenance, quality control, and
management of the water system. Within the CDPW Department, Engineering Services has
the responsibility for comprehensive water system planning, development of a Capital
Improvement Program (CIP), as well as programming the design, construction and
inspection of projects related to the water system and is under the direction of the CDPW
Director and the Assistant Director of Engineering/City Engineer.
The Operations Services of the CDPW Department is responsible for the day-to-day
management of the Utility and is under the direction of the CDPW Director, the Assistant
Director of Public Works Operations, the Water Manager, the Water Operations Supervisor,
and the Water Distribution Supervisor. The Water Division operates and maintains the
water system, performing daily operation and inspection, water quality monitoring as
required by DOH and line management of the Water Utility.
The Assistant Director of Public Works Operations is designated as the manager of the
Water Manager. The Water Manager is designated as the manager of the Water
Operations Supervisor and the Water Distribution Supervisor. The Water Manager is
designated as the individual responsible for the water system Maintenance & Operations
(M&O) staff. The organization of the Water Utility is shown on Figure 12.1. The water
division technical support staff from Engineering Services is listed in Table 12.1. The
responsibilities of each of the water division technical support staff are summarized below:
Utilities Engineering Manager and Water Utility Engineer: Are primarily responsible for
development of the comprehensive water plans, water capital facility plan, annual
project budgeting, technical design, and construction standards, “as-built” drawings,
and designs, utilized in the construction of the water systems facilities. They also
provide technical computations, water modeling and other analysis required to
support system operation. Additional responsibilities include engineering, consultant
contracts, capital projects planning, and customer assistance with City code,
drawings and permits.
Water Quality Program Coordinator: Provides assistance with the Water Quality and
Water Conservation Programs.
Capital Project Manager and Project Engineers: Are responsible for the management
of the design and construction of capital projects, including consultant
February 2015 – DRAFT 12-3
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Table 12.1 Technical Support
Comprehensive Water Plan
City of Auburn
Title Department Division
Utilities Engineering Manager Community Development &
Public Works
Engineering
Water Utility Engineer Community Development &
Public Works
Engineering
Water Quality Programs CoordinatorCommunity Development &
Public Works
Engineering
City Engineer/Assistant City
Engineer
Community Development &
Public Works
Engineering
Capital Project Manager Community Development &
Public Works
Engineering
Project Engineers Community Development &
Public Works
Engineering
Utilities Technician Community Development &
Public Works
Engineering
Utilities Civil Engineer Community Development &
Public Works
Engineering
GIS Database Staff Innovation & Technology GIS
City Engineer/Assistant City Engineer: Is responsible for issuance of the City’s Design
and Construction Standards.
Utilities Technician: Provides assistance with permit related activities involving
connections to the water system or extensions of the water system. The Technician is
also responsible for customer inquiries and assistance with applications.
Utilities Civil Engineer: Provides assistance with “as-built” drawings, designs,
standards, specifications, and customer assistance regarding projects.
Geographic Information System (GIS) Database Specialists: Transfer data from
“as-built” drawings to the GIS database. GIS is a mapping software program that
records and locates infrastructure related to the water system. The Specialists are
also responsible for provision of maps and statistics to staff within the CDPW
Department.
pw:\\PHX-POP-PW.Carollo.local:Carollo\Documents\Client\WA\Auburn\9466A00\Deliverables\Fig_12_01.docx
AUBURN WATER UTILITY
ORGANIZATION
FIGURE 12.1
CITY OF AUBURN
COMPREHENSIVE WATER PLAN
February 2015 – DRAFT 12-5
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Personnel lists for Engineering and M&O staff that are responsible for daily operations are
shown on Table 12.2and Table 12.3. Operations staff provide daily operations and
maintenance of wells, corrosion control treatment facilities, pump stations, and reservoirs.
They also implement the cross connection control program and provide locating services for
all City utilities. Distribution staff maintains the complete distribution system including water
mains, valves, hydrants, and meters, and reads meters for billing.
Auburn has a mayor-council form of government, therefore, the CDPW Director reports to
the Mayor. The City Council provides oversight of the Water Utility regarding policy,
planning and management of the water system.
12.2.5 Communication System
The City maintains a robust communication system to contact Water Utility personnel
during normal work hours and after hours. This system is necessary to respond to customer
requests, routine maintenance or emergency situations. Maintenance staff vehicles and
other rolling stock are all equipped with radios and personnel carry cellular phones. The
Water Utility also has access to an inventory of portable emergency use radio units should
they be required.
A Standby Call-Out Program was initiated in 2006 to ensure that coverage for after-hour
response was guaranteed. One staff member in Operations and one staff member in
Distribution always carry a dedicated cell phone during their off hours. Standby duration
runs for one week before responsibility is rotated to the next staff member on the roster.
Water problems involving service leaks, quality issues, main breaks, broken hydrants, etc.
that occur outside normal working hours are reported through the City’s 911 emergency
response system. An “Emergency Call-Out List” is provided to the emergency operators
who will attempt to contact the designated standby Water Distribution or Water Operations
employee based on the type of service required. If contact cannot be made, the 911
operator will try to make contact with the Water Manager. If contact is not made, the
operator will contact the designated Standby Public Works Maintenance and Operation
Supervisor.
February 2015 – DRAFT 12-6
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Table 12.2 Operations Staff
Comprehensive Water Plan
City of Auburn
Position Primary Function(s) Certification(s)1 Certificate
Number
Water Operations
Supervisor
Management WDM-3
CCS
WTPO
5651
5651
5651
Cross Connection
Control Specialist
Cross Connection
Control
Backflow Assembly
Tester
CCSBAT
WDM-1
10503
B4690
10503
Cross Connection
Control Specialist
Cross Connection
Control
Backflow Assembly
Tester
CCS
BAT
WDM-1
11600
B5779
11600
Distribution Specialist Distribution
Operations
Maintenance
WDM-4
WDS
CCS
3969
3969
3969
Distribution Specialist Distribution
Operations
Maintenance
WDM-4
WTPO
BAT
6961
6961
B3821
Maintenance Worker II Operations
Maintenance
N/A N/A
Maintenance Worker II Operations
Maintenance
N/A N/A
Maintenance Worker II Operations
Maintenance
N/A N/A
Water Manager Management CCS
WTPO
WDM-3
BAT
9698
9698
9698
B3817
Assistant Director of
Public Works Operations
Management WDM-3
WDS
CCS
4742
4742
4742
Water Utility Engineer Management WDM-4 13490
Notes:
(1) WDM-4 = Water Distribution Manager 4
WDM-3 = Water Distribution Manager 2
WDM-2 = Water Distribution Manager 2
WDM-1 = Water Distribution Manager 1
WDS-2 = Water Distribution Specialist
CCS - Cross-Connection Specialist
BAT = Backflow Assembly Tester
WTPO = Water Treatment Plant Operator
February 2015 – DRAFT 12-7
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Table 12.3 Distribution Staff
Comprehensive Water Plan
City of Auburn
Position
Primary
Function(s) Certification(s)1 Certificate
Number
Water Distribution
Supervisor
Management WDM-1 11286
Maintenance Worker II
Construction
Maintenance
WDM-1
WDS
CCS
9873
9873
9873
Maintenance Worker I Maintenance N/A N/A
Maintenance Worker II Construction
Maintenance
N/A N/A
Maintenance Worker II Construction
Maintenance
N/A N/A
Maintenance Worker I Maintenance N/A N/A
Maintenance Worker I Maintenance N/A N/A
Maintenance Worker II Construction
Maintenance
N/A N/A
Maintenance Worker II Customer Service N/A N/A
Maintenance Worker Meter Reader N/A N/A
Maintenance Worker Meter Reader N/A N/A
Maintenance Worker II Unidirectional
Flushing Dead-end
Flushing
Valve Exercising
WDM-1 11964
Maintenance Worker II Unidirectional
Flushing Dead-end
Flushing
Valve Exercising
BAT B5583
Water Manager Management CCS
WTPO
WDM-3
BAT
9698
9698
9698
B3817
Assistant Director of
Public Works Operations
Management WDM-3
WDS
CCS
4742
4742
4742
Water Utility Engineer Management WDM-4 13490
Notes:
(1) WDM-4 = Water Distribution Manager 4
WDM-3 = Water Distribution Manager 3
WDM-2 = Water Distribution Manager 2
WDM-1 = Water Distribution Manager 1
CCS = Cross-Connection Specialist
BAT = Backflow Assembly Tester
WTPO = Water Treatment Plant Operator
February 2015 – DRAFT 12-8
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There are ten staff members on the Standby List and one of them has call-out responsibility
for an entire week until it rotates to the next staff member. The 10 staff on the Standby List
are as follows:
Water Manager
Water Distribution Supervisor
Water Operation Supervisors
Sanitary Sewer and Storm Manager
Sanitary Sewer Supervisor
Storm Drainage Supervisor
Streets and Vegetation Manager
Street Supervisor
Vegetation Supervisor
Fleet/General Service Manager
There are also three other maintenance staff members on standby that can be called out as
needed. The staff members are employed by Sanitary Sewer Division, Storm Drainage
Division and Street Division. The 911 operator also has phone access to the other Public
Works staff, if the situation warrants it.
Telemetry alarms that occur after hours are handled by an automated Supervisory Control
and Data Acquisition (SCADA) alarm and an automated dialer for notification called
WIN911. The SCADA alarm calls standby staff from the WIN911 list. If no one responds
within 15 minutes, then WIN911 calls the Water Operations standby staff on the call out list.
The system will continue to cycle through the roster of seven employees until contact is
made.
12.3 OPERATOR CERTIFICATION
12.3.1 Operator Certification Program
The Washington Administrative Code (WAC) 246-292, requires minimum standards for the
certification status of water operators. Also, the City has recognized the value of having a
knowledgeable and well-trained staff operating the Water Utility and encourages employees
to obtain the highest level of certification available. The City currently serves a population of
greater than 50,000, which classifies their distribution system into a group 4 according to
WAC 246-292-040.
The City pays for annual certification fees, provides time and tuition for certification training
courses and allows time for certification examinations. In addition, the City provides
February 2015 – DRAFT 12-9
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opportunities for staff to obtain continuing education units (CEUs) to maintain certification.
Professional growth requirements for certification CEUs are monitored and maintained by
the Washington Certification Services. Water Utility Staff and their certifications are listed in
Table 12.2 and Table 12.3 for Operations and Distribution, respectively.
12.3.2 Education and Training Program
Continuing educational opportunities are fundamental elements for staff in the Water Utility.
The Water Utility training budget is funded so as to support staff in maintaining their
technical awareness and skill sets. Seminars, conferences, and college coursework; 1)
broaden their knowledge and; 2) allow them to network with other professionals involved in
Water Utility work. Subjects include cross connection control, pumps, motors, pressure
reducing valves, hydrants, chlorination, generators, forklift training, confined space, first aid,
CPR, electrics, and other essential topics.
The majority of staff is tasked with specific job functions during their normal work shift and
the consistent nature of the work allows them to complete their jobs in a very professional
and efficient manner. However, all staff is rotated through an active cross training program
to cope with employee absences such as vacation, sickness, retirement, and termination.
12.4 SYSTEM OPERATION AND CONTROL
The City’s water system is comprised of booster pump stations, chlorination stations,
corrosion control facilities, reservoirs, springs, and wells. These components all work
together to ensure that water is available to meet customer demands. Primary operation of
the water system is maintained via the SCADA computerized control system. A software
program called Wonderware works in association with SCADA to provide real time
graphical display of system data for staff interpretation and control. The SCADA system is
often referred to as the Telemetry system based on one of the definitions of Telemetry (the
science and technology of the transmission and measurement of data from a distant
source). The City’s SCADA system is located in the Public Works M&O Building, 1305 C ST
SW and responsibility for the system falls under the Water Manager and associated staff.
Some of the functions that SCADA monitors, records, and controls include the following:
Reservoir Levels
Source meter production
Pumps
Motors
Valves
Chlorination
February 2015 – DRAFT 12-10
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Pressures: Low, High, Discharge, Suction
Alarms: Intrusion, Fire, Generator Run, Low Fuel, Overflows, Failures, Turbidity
Status reports are continuously received via radio, and information regarding system
demand is used to determine system activation. The SCADA system includes logic
programming which automates the process; however, Operations staff can manually over-
ride most computer decisions if necessary. The alarm infrastructure is linked to WIN911 for
after-hour call-out and response.
All of the data monitored by the SCADA system is electronically recorded by a computer
server maintained by the Innovation & Technology (IT) Department. A back-up copy is
made each evening to ensure that records are retrievable should hardware or software
failures occur. SCADA records are available to all Public Works staff via the City’s computer
server. Access and control of the system is relegated to two dedicated computer terminals
at the M&O Building.
A system overview of SCADA components and interaction is shown in Figure 12.2. The
SCADA software and historical data in maintained on the City’s Wide Area Network (WAN).
Staff have access to the system via workstations connected to the WAN or remote network
applications. A telephone connection provides the autodialer for WIN911 notification to
phones or pagers. An Ethernet radio connected to the computer system at M&O Building
sends and receives radio signals to/from the Programmable Logic Controllers (PLC) at the
water facilities. PLCs at the facilities are also able to communicate directly with each other
via radio signal.
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SCADA SYSTEM DIAGRAM FIGURE 12.2 CITY OF AUBURN COMPREHENSIVE WATER PLAN
February 2015 – DRAFT 12-12
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The SCADA Upgrade Project, which is to be completed in 2015, has modernized the City’s
SCADA system. Major components were replaced throughout the system to provide more
reliable communication. The new hardware, in conjunction with software upgrades, also
provides additional control of the city’s facilities. Upgrades to the SCADA system were
completed in 2014. Physical site improvements associated with the project will be
completed in 2015.
12.4.1 Inspections, Preventive Maintenance, Repairs, and Replacement
Systematic inspection of Water Utility facilities is conducted on a daily or weekly basis by
Distribution Specialists under direction of the Water Operations Supervisor as summarized
in Table 12.4. The inspection process serves a number of purposes as follows:
System Confirmation - proper operation of automated control and monitoring
equipment
Sound Check– listen for unusual noises
Well Levels – static and dynamic
Equipment Check - pumps, motors, valves, chlorination, heaters, vents, generators,
etc.
Security Verification – intrusion, vents, hatches, locks, gates, graffiti, etc.
A portion of the maintenance tasks handled by the Operations staff are associated with a
Preventive Maintenance Program and some of those activities are arranged to coincide with
the Facility Inspection Schedule shown in Table 12.4. The maintenance activities are based
on equipment manufacturer recommendations and maintenance staff observations for
infrastructure located within and outside the facility. Preventive maintenance tasks are
essential for reliable operations and preservation of investment so adherence to the
program is stressed. Additional maintenance activities handled by Water Operations staff
include repairs, replacement, small improvement projects, and response to customer
requests. The majority of customer requests are usually associated with water quality
concerns and water pressure issues. Those requests are handled by the Cross Connection
Specialists due to their experience with such matters.
The Distribution staff is involved in the same activities as Water Operations staff in regard
to inspection, preventative maintenance, repairs, replacement, and response to customer
requests. Water Distribution staff customer request activities are usually in response to
damage or leaks involving mainlines, service laterals, meters, meter boxes, and hydrants.
Other Distribution tasks include fire flow testing, system flushing, meter installation, and
miscellaneous small improvement projects.
February 2015 – DRAFT 12-13
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Table 12.4 Water Operations - Facility Inspection Schedule
Comprehensive Water Plan
City of Auburn
Type of Facility Facility Name
Daily
Inspection
5 Day
Workweek
Weekly
Inspection
Booster Pump Station Academy Booster Pump Station X
Booster Pump Station Lea Hill Booster Pump Station X
Booster Pump Station Terrace View Booster Pump
Station X
Booster Pump Station Lakeland Hills Booster Pump
Station X
Booster Pump Station Green River Booster Pump Station X
Booster Pump Station Lea Hill Intertie Booster Pump
Station X
Booster Pump Station Academy East Booster Pump
Station X
Booster Pump Station Braunwood Booster Pump Station X
Booster Pump Station Wilderness Game Farm Park
Booster Pump Station X
Chlorination Station Lea Hill Intertie Booster Pump
Station (Re-chlorination) X
Chlorination Station Terrace View Booster Pump
Station (Re-chlorination) X
Chlorination Station Coal Creek Springs - Gas X
Chlorination Station West Hill Springs - Gas X
Chlorination Station Well 3A – Gas
(when well is in operation) X (when on) X (when off)
Chlorination Station Well 3B – Gas
(when well is in operation) X (when on) X (when off)
Chlorination Station Well 4 - Gas X
Chlorination Station Fulmer Field Corrosion
Control Facility –
Onsite Generated Hypochlorite
(treats Well 2, 6, and 7 sources)
X
Chlorination Station Well 5A - Gas X
Chlorination Station Braunwood Well - Gas X
Corrosion Control
Facility
Howard Road Corrosion
Control Facility
(treats Coal Creek Springs source)
X
Corrosion Control
Facility
Fulmer Field Corrosion
Control Facility
(treats Well 2, 6 and 7 sources)
X
Treatment Facility Well 5B
(treats iron and manganese) Off-line
Reservoir Reservoir 1 X
Reservoir Reservoir 2 X
February 2015 – DRAFT 12-14
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Table 12.4 Water Operations - Facility Inspection Schedule
Comprehensive Water Plan
City of Auburn
Type of Facility Facility Name
Daily
Inspection
5 Day
Workweek
Weekly
Inspection
Reservoir Lea Hill Reservoirs 4A & 4B
(2 storage tanks) X
Reservoir Academy Reservoir 8A & 8B
(2 storage tanks) X
Reservoir Lakeland Reservoir 5 X
Reservoir Lakeland Reservoir 6 X
Reservoir Braunwood Reservoir X
Spring Coal Creek Springs X
Spring West Hill Springs X
Well Well 1 (usually off) X (when on) X (when off)
Well Well 2 Off-line
Well Well 3A (usually off) X (when on) X (when off)
Well Well 3B (usually off) X (when on) X (when off)
Well Well 4 X
Well Well 5 X
Well Well 5A X
Well Well 5B (usually off) Off-line
Well Well 6 X (when on) X (when off)
Well Well 7 X (when on) X (when off)
Well Braunwood Satellite Well X
Intertie Tacoma B Street Intertie X
Intertie Tacoma 132nd Avenue Intertie X
12.4.2 Reservoir Maintenance
Reservoirs are a fundamental part of the water distribution system. Reservoirs act as
storage and regulating devices for water flow and maintaining them in prime physical
condition is an essential activity. The Water Utility began a rigorous reservoir maintenance
program in 1997 and it has evolved into an annual routine function. Each year, two of the
reservoirs have their interiors thoroughly inspected by a contractor experienced in reservoir
maintenance. The annual inspection process is based on a rotational schedule to ensure
inspection of each reservoir on a 5-year timetable.
Since the reservoirs are usually filled with water, a diver must conduct the inspection. The
diver is equipped with lights and an audio/video device to record the process. Issues of
concern include corrosion, cracks, and condition of coating on the walls, valve, fasteners,
etc. The diver is also equipped with a vacuum unit to remove sedimentation. The contractor
also gives the exterior of the reservoir a visual inspection in regard to the same elements
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noted for the interior of the reservoir. The recording is reviewed by the contractor, a report
is generated based on the interior and exterior inspection and a copy of the report and
recording are given to the Water Manager and Water Utility Engineer for review.
If the report and recording indicate that a reservoir is in need of major repair, relining or
repainting, another contractor is acquired for a recommended course of action. If interior
work is required, the reservoir must be drained of water. In those situations, a carefully
orchestrated timetable and shifting of water resources is necessary to balance maintenance
with the needs of the City’s customers.
12.4.3 Pressure Reducing Valve Stations
Pressure Reducing Valve Stations (PRV) are inspected every month by Water Operations
Staff. The checklist includes condition of the vault, valves, inlet pressure, outlet pressure,
and pilot controls. Staff inspections are supplemented by a more thorough inspection and
calibration process conducted annually by a contractor that specializes in PRVs. Repair or
replacement maintenance, unless minor, is usually performed by the noted contractor.
Rebuilds of PRVs is typically done every three to five years based on the re-build schedule.
12.4.4 Utility Locating Service
Two Water Utility staff are designated as the Utility Locators for all City utilities (Water,
Storm Drainage, Sanitary Sewer, and Street lights and traffic signals) and additional staff
may also be present to provide flagging when safety issues arise. The quantity of location
requests varies on a daily basis, but averages out to a full time commitment. The Utility
Locators report to the Water Operation Supervisor, but location requests may be made
indirectly by the Water Distribution, Sanitary Sewer, or Storm Drainage Supervisors as
necessary.
12.4.5 Hydrant Inspection
In 1999 a hydrant inspection goal was initiated. The intent was to inspect, repair, and test at
least one third of the water hydrants in the system each year. The importance of this
program cannot be understated since hydrants are the first defense against loss of life or
property due to fire. The inspection also improves water quality due to the stagnant water
that is purged from the hydrant stubs. A water de-chlorination program, in response to
Ecology guidelines, was initiated in 2001 to treat water purged from hydrant stubs. The
Water Distribution Supervisor has made hydrant inspection a year-round routine task of
Water Utility operations. Secondary maintenance of the hydrants such as rust removal,
painting, street reflector replacement, clearing obstructions, etc. is handled by seasonal part
time staff when time permits.
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12.4.6 Dead-end Flushing
An important component of water quality control is dead-end line flushing. The City has
approximately 640 dead-end mains throughout the distribution system. The water in dead-
end mains tends to stagnate due to lack of turnover and this can have a critical impact on
water quality to customers in the immediate vicinity. Flushing dead-ends is the only
effective way to purge the lines of stagnate water and associated particulate matter. In the
year 2000, an engineering consulting firm was hired to assist the City with the development
of a Dead-end Flushing Program. They examined the City’s distribution system via GIS
data and supplemented the study with field inspections. A comprehensive operating
procedure detailing separate flushing instructions for each dead-end was developed.
Maintenance staff, under the direction of the Water Distribution Supervisor, follow the
program instructions and record their activities. This program has been incorporated into
the Unidirectional Flushing program, see Section 12.4.8.
12.4.7 Valve Exercising
The AWWA technical manual, entitled M44 - Distribution Valves: Selection, Installation,
Field Testing, and Maintenance, suggests that valve exercising should be conducted each
year and more frequently for valves 16 inches and larger.
The Water Utility’s Valve Exercising Program has been initiated and will continue in concert
with the Unidirectional and Dead-end Flushing programs. Historically, distribution valves
have only been exercised on a limited and sporadic basis. Through the Valve Exercising
Program, the City’s goal is to exercise 25 percent of the distribution valves each year. Note,
hydrant foot valves are exercised as part of the hydrant inspection process.
Opening and closing valves by hand is a repetitive, ergonomically unsafe and time
consuming task. The City has purchased a portable valve exercising machine and vacuum
device to speed up removal of debris that collects in the bottom of valve boxes. Valves
requiring repair or replacement are documented and corrected by City Staff or contractors.
Additionally, Distribution staff work with GIS staff to correct inaccurate valve information in
the City’s GIS data.
12.4.8 Unidirectional Flushing
In 2013, the City implemented a comprehensive Unidirectional Flushing (UDF) program to
flush its water system. The program’s goals, included
Improving cleaning of accumulated deposits on pipes,
Reduce water use, as compared with conventional flushing, and
Reduce the impact on customers
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The Water Distribution Supervisor is responsible for a UDF program to maintain Water
Quality.
UDF concentrates flow within a pipe by closing valves and using specific hydrants to isolate
each pipeline and create flow in a single direction. The concentrated flows increase
velocities within the pipe that results in scouring of accumulated deposits on pipes. UDF
may remove sand, gravel, plastic, biofilms, and other accumulated materials that are not
removed by conventional flushing. The cleaned mains may have improved water clarity or
color, reduced turbidity, and improved chlorine residual.
Flushing times of a half hour or less are typical, which can equate to substantial water
savings. Therefore, UDF is an important component of the City’s Water Use Efficiency
program. The reduced flushing time also limits the impact on the Water Utility’s customers.
As previously mentioned, the City has incorporated the valve exercising and dead-end
flushing programs into the UDF program. Valves not used as part of a flushing sequence
along each pipe length are exercised by distribution system staff to complete the Valve
Exercising Program. While the UDF program flushes dead-end mains, more frequent dead-
end main flushing may be required for water quality reasons. The UDF program also
provides static pressure measurements
The City has completed the UDF of the Lea Hill Service Area in 2014 and expects to
complete the Valley Service Areas in the spring of 2015. These Service Areas have
historically had aesthetic issues due to manganese deposits. The City is implementing the
UDF program in a phased approach for each service area. The City intends to develop and
implement UDF programs for the Academy and Lakeland Hills Service Areas in the short-
term to medium-term planning horizon. The City’s goal is to conduct UDF flushing of
approximately 20 percent of the system each year.
12.4.9 System Loss Program
The City has committed to an active System Loss Program to maintain water loss under
10%. The achievement is documented each year in the Distribution System Leakage
Report. Elements of the Program include Leak Detection, Source Meter Calibration, Large
Meter Testing, and Meter Replacement. Each of these is discussed in detail below.
12.4.10 Leak Detection
The City is committed to a tight, non-leaking water distribution system. Each year an
experienced Leak Detection Contractor inspects approximately 25 percent of the water
distribution system. The remaining sections are inspected in the following year(s). The
contractor is accompanied by one maintenance worker under the direction of the Water
Distribution Supervisor. The inspection process is usually conducted between the months of
May through July. Leaks, when located, are immediately scheduled for repair by
maintenance staff. A report is generated and submitted to the City shortly after close of the
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inspection process. The report details miles of system inspected, the areas and
infrastructure under focus, leaks located and estimated loss of water in gallons per minute
(gpm) per leak.
In 2016, the City plans to purchase leak detection equipment and implement an in-house
Leak Detection program. An advantage to the purchase of equipment would be the ability to
locate leaks or spot check the system at any time without making appointments or suffering
delays.
12.4.11 Source Meters
Source meters, also known as production meters, measure the amount of water emitted
from the City’s springs and wells. They are calibrated by an outside contractor under the
direction of the Water Operations Supervisor and if a meter cannot be calibrated properly, it
is replaced with a new one. Propeller source meters are being replaced with
electromagnetic (MAG) meters in conjunction with planned capital improvements projects,
or as budget allows.
12.4.12 Meter Replacement Program
The City will begin installing an Automated Metering Infrastructure (AMI) system in 2015,
referred to as the Water Meter and Billing System Improvements project. The system will
automatically receive meter reads via radio transmission and integrate the data into the
City’s billing software. The benefits of an AMI system include increased accuracy and
efficiency, early leak detection, and improved customer service.
Complete meter change out will occur along with installing the AMI system. The City
currently has over 14,000 meters ranging in size from ¾” to 10”. New meters with radios will
be installed over a 3-5 year period. The AMI system is anticipated to have a 20-year life.
This includes the system components and batteries in the radios. Meter replacement will be
on a 20-year program to coincide with the AMI system.
12.4.13 Meter Services
Water Distribution staff are responsible for all new service connections under 3 inches and
contractors are usually secured for installation of sizes 3 inches and larger. Repairs,
retrofits or replacements of existing services are typically conducted by Water Distribution
Staff unless unusual circumstances arise. Meter services consist of meters, meter vaults,
meter boxes, service lines, valves, setters, resetters, and other associated equipment.
The City uses master meters when beneficial to the City and its customers. Master meters
are currently used at several mobile home parks and Muckleshoot Indian Tribe (MIT)
commercial properties.
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12.4.14 Large Meter Testing
Large meters are devices that measure water consumed by customers with significant
demand requirements. They are usually employed by the following customer class:
Commercial
Farms or Parks – Irrigation
Schools
Multifamily Complexes
Industrial / Manufacturing Businesses
Wholesale Customers
Municipal Buildings
Large meters are defined as water meters three inches or larger. There are a total of 110
large meters in the system. All large meters are calibrated for accuracy each year usually
between the months of April and June as part of the City’s System Loss Program.
Calibration of large meters is conducted by an outside contractor, but one maintenance
staff member under the direction of the Water Distribution Supervisor assists in the process.
If a meter cannot be calibrated, it is replaced with a new one.
12.4.15 Distribution System Corrosion Inspection
One program that the Water Distribution Division would like to activate, if additional funds
and manpower are available, is Distribution System Corrosion Inspection program. A large
percentage of the City’s piping system is constructed of metal and this material is subject to
corrosive deterioration. Corrosion is an electrochemical reaction whereby metal is eroded
and reduced. It is virtually impossible to stop corrosion of metal pipe but it can be
substantially retarded if proper anti-corrosive measures are taken.
The distribution system corrosion inspection will identify pipes that serviceable life can be
extended by corrosion resistance measures. The two most popular measures taken to
resist corrosion are coatings and anode packs. Coatings are electrical insulator types of
finishes applied to a surface. Most pipes are coated but the coating is subject to damage
and decay. Damage from soil stress such as contraction and expansion can rip coatings
from pipes. Pinholes in the insulation, also known as holidays, can allow seepage between
the coating and pipe and accelerate corrosion. Penetration of the pipe occurs even more
rapidly when pinholes are present than it would on a bare line.
Anode packs are metal cylinders that are connected to a metal structure via electrically
conductive wires and inserted into the ground adjacent to the structure. The ground is
subject to stray electric currents and these currents are the electrical component of the
electrochemical nature of corrosion. Anode packs become the sacrificial metal to corrode in
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lieu of the structure. A Distribution System Corrosion Inspection program would determine
where anode packs are required. The program, if initiated, would benefit customers in two
ways as follows: 1) it could save substantial amounts of money by reducing unnecessary,
early replacement of pipe and 2) it would reduce possible disruptive service to the City’s
customers that could occur if pipe replacement was necessary.
12.5 WATER FACILITIES EVALUATION STUDY
The City completed an extensive water Facilities Evaluation Study in 2014. The study
conducted a physical inspection and evaluation of 40 of the City’s 97 water supply facilities.
Inspections included pump stations, treatment facilities, reservoirs, wells, transmission
mains and pressure reducing stations. Inspections considered general conditions, corrosion
and rust, structural deficiencies, ability to meet current code, and operational constraints. In
addition to the inspections, the remaining useful life of the facilities were developed in an
desktop analysis for pump, motor, pipe, valve, general electrical equipment, and major
electrical equipment.
Where notable deficiencies were identified in the inspections or assets exceeded their
usable life, improvements were recommended. Recommended improvements and a
schedule, summarized in Appendix R, were developed. Improvements less than or equal to
$10,000 were considered capital maintenance projects, which the City staff or small works
contractor will address as part of the normal M&O budget. Similarly, the identified PRV
improvements, regardless of price, will be addressed as part of the City’s normal valve
rehabilitation and replacement program. Improvements greater than $10,000 were
considered capital improvement projects. These larger improvement projects were
incorporated into capacity related improvements, when possible, or included in the CIP as a
separate project.
Based on the observed facilities, general maintenance improvements are recommended for
each facility to create a schedule of improvements based on the facility’s remaining useful
life. Regular facility inspections are also recommended, as summarized in Table 12.5.
Additionally, maintenance plans were developed for each inspected water system facility.
These plans included the improvement type, estimated project cost and frequency the
improvement is required.
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Table 12.5 Recommended Inspections
Water System Plan
City of Auburn
Asset Type Recommended Inspection Frequency (years)
Pump Perform pump test 5
Motor Check motor amp draw 5
Reservoir Inspect coating thickness 5
Reservoir Inspect reservoir interior 5
PRV Station Inspect for corrosion and signs of flooding 1
Structure Inspect for cracks in grout (where applicable) 1
Piping Inspect for general coating conditions 3
12.6 WATER QUALITY PROGRAM
The Water Operations staff maintains an active and ongoing program of Water Quality
Monitoring and reporting to ensure a safe, high quality water supply. Two staff members are
responsible for water quality monitoring, sampling, control, and record keeping. The Water
Operations staff also receives assistance from the Engineering Services - Water Quality
Program Coordinator. A detailed description of the City’s water quality monitoring and
results is presented in Chapter 7, which includes the following:
Summary of the City’s water quality monitoring programs.
Summary of recent water quality testing results.
Summary of the Wholesale Interties Blending Evaluation.
The City’s Water Quality Monitoring Program is detailed in a manual entitled “City of Auburn
Public Water System Water Quality Monitoring Plan.” Additionally, the City has a Coliform
Monitoring Plan. These Plans comply with the DOH regulations for Group A Public Water
Systems. All sampling is conducted in accordance with annual Water Quality Monitoring
Schedule received from DOH. The City samples for inorganic and physical parameters,
synthetic and volatile organic compounds, asbestos, nitrate and nitrite, radionuclides,
coliforms, residual chlorine, disinfection byproducts, lead and copper and fluoride.
Additional sampling also occurs based on special requests by DOH or by customers
concerned about water quality issues involving unusual taste, odor, or color.
The Water Manager maintains hard copies of the water quality analysis laboratory reports.
These reports are kept at the Maintenance and Operations facility in files organized by
years and analysis type. As specified by DOH regulations, chemical analysis reports are
kept indefinitely and bacteriological reports are maintained for a minimum of five years.
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The City will comply with the Follow-Up Action Requirements of WAC 246-290-320
whenever Water Quality results exceed a prescribed level. The Water Utility also complies
with the requirements of WAC 246-290 for public notification, as established by the SDWA
and the DOH. Forms for “Water Boil Notification” and “Drinking Water Problem Corrected
Notification” have been developed and are available for immediate distribution if necessary.
A list of the appropriate print, TV and radio media to contact for public notice are included in
Chapter 15 of the Public Works Emergency Response Manual. An additional procedure
described in the Emergency Response Manual to address Water Quality issues involves an
“Action Plan for Water System Contamination Via Threat Warning”.
The City maintains equipment to perform some basic water quality monitoring functions.
However, all testing required for water quality regulatory compliance is contracted to
independent testing laboratories. The current primary laboratory used by the City is:
Water Management Laboratory
1515 80th Street East
Tacoma, Washington 98404
206-531-3121
If testing cannot be done on a timely basis, the City also uses the following laboratory:
Analytical Resources, Inc.
4611 South 134th Place, Suite 100
Tukwila, WA 98168
206-695-6200
12.7 EMERGENCY RESPONSE PROGRAM
The City has prepared a Public Works Emergency Response Manual as a guide for
management of emergency situations. It was developed in 1999 in response to the potential
impact of Y2K and it is updated annually at the first of the year. The manual is not all-
inclusive for every type of disaster that could occur but it is a valuable tool for dealing with
many of the emergency situations that most municipalities could face. The primary
objectives of the Public Works Emergency Response Manual are the protection of life and
property and restoration of essential services as quickly as possible.
The Emergency Response Manual contains a detailed table of contents and the Manual is
tabbed to allow quick access to information being sought. Three copies of the Manual have
been published. One copy is available at the M&O Building, the second copy resides in
Engineering Services with the City Engineer, and the third is located at the Valley Regional
Fire Authority, Station 31. The manual is also available in digital format on the City’s
computer server.
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The Public Works Emergency Response Manual is only one element of the City’s overall
Emergency Response Plan. There is also a master response program for the entire City
and it is documented as the City’s Comprehensive Emergency Management Plan (CEMP).
The material in the CEMP provides guidance to the Emergency Management Organization
for mitigation, preparedness, responsibilities, recovery operations, training, and community
education activities. The CEMP also describes the functions of local government and
incorporation of essential non-governmental organizations into the Emergency
Management Organization. Copies are located in each City Department, the Public Works
M&O Building, and the Valley Regional Fire Authority, Station 31. The CEMP is also
available in digital format on the City’s Emergency Operation Center (EOC) computer
server.
An additional emergency response manual that is available for use is the Water Division
Intertie Locations and Policy Manual. The Manual contains contact names, addresses and
phone numbers for cities and water districts that have intertie connections with the City.
Included are photos of the intertie vaults, valves, and meters along with information for
activating or deactivating an intertie. Three copies of the Manual have been published. One
copy is available at the M&O Building, the second copy resides in Engineering Services
with the Water Utility Engineer, and the third is located at the Valley Regional Fire Authority,
Station 31.
The City has been involved with several Table Top Exercises to prepare for emergencies
and they are an ongoing feature of the City’s Emergency Response Program. Staff,
depending on their position, have also been trained for emergencies in accordance with the
Federal Emergency Management Authority (FEMA) under the auspices of Homeland
Security. The training program, known as the National Incident Management System
(NIMS), offers educational classes tailored for the Incident Command System (ICS).
The NIMS and ICS program is a solid blueprint for Federal and Local emergency command
activities but it doesn’t provide the type of response details needed by Public Works
maintenance staff and managers. Consequently, the Public Works Emergency Response
Manual is the reference tool referred to on a more intimate scale.
12.7.1 Vulnerability Assessment
The City’s Vulnerability Assessment (VA) was prepared in 2004 under the guidance of an
engineering consultant firm and it was submitted to the USEPA on November 15, 2004. A
Water System Security Improvement Plan (WSSIP) was also prepared in conjunction with
the VA to prevent or significantly lessen the impact of intrusive activities.
Many of the recommendations noted in the WSSIP have been addressed by completing the
SCADA system upgrade and physical security project. Remaining items will be addressed
as part of planned CIP projects or as budget allows.
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12.8 SAFETY PROCEDURES
The City has a comprehensive safety program that meets Occupational Safety and Health
Administration (OSHA) and Washington Industrial Safety and Health Act (WISHA)
regulations. The safety policies and procedures for the water department are documented
in 25 policies that are summarized in Table 12.6. The full text of the policies and procedures
are included in Appendix S. The policies cover the full range of hazards staff may
experience while operating the water system. These include, but are not limited to,
operation of motor vehicles and equipment, chemicals, confined spaces, falls, traffic, and
fires. Each policy includes a purpose, organization affected, references, the policy,
definitions, procedures to implement the policy, and responsibilities for the implementation.
Responsibilities are assigned to individual role, such as employee, supervisor, or safety
manager. The policies and procedures clearly identify contact information of the applicable
regulating agencies in case of a serious incident. All policies are available on the City’s
intranet.
Table 12.6 Safety Policies and Procedures
Comprehensive Water Plan
City of Auburn
Number Policy Name Description
300-01 Workplace Health & Safety Document workplace health and safety
policy
300-03 Hearing Conservation Implement program to protect employee
hearing
300-04 Personal Protective Equipment Establish policy that requires employees
to always use personal protective
equipment when performing certain tasks
or when in an unsafe environment
300-05 Flagger Certification Flagger certification requirements
300-06 First Aid Employee first aid training, first aid
supplies and emergency stations
300-07 Hazard Reporting Procedure to report an obvious or
potential safety or health hazard
300-08 Incident Reporting Procedures for reporting non-vehicular
incidents
300-09 On The Job Injury Establish policy to monitor on-the-job
injuries
300-10 Safety Inspection of City Owned Facilities Procedure for inspection of all City-owned
and operated facilities
300-11 Central Safety Committee Establish function and structure of Central
Safety Committee
300-13 Emergency Evacuations of City Buildings Procedure for evacuation of City buildings
in the event of an emergency
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Table 12.6 Safety Policies and Procedures
Comprehensive Water Plan
City of Auburn
300-14 Safety Restraints & Seat Belts Requires mandatory use of safety
restraints/seat belts while driving or riding
in the City vehicles
300-15 Excavation Trenching & Shoring Establish policy for shoring and sloping all
excavations or trenches over four (4) feet
in depth
300-16 Safety Line Procedure All Cranes,
Backhoes, & Hoists
Procedures for controlling moving loads
being hoisted or swinging ground or truck
using hoists, backhoes, cranes, or any
mechanical device use in moving loads
300-17 Chemical Hazard Communication
(Worker Right To Know)
Establish chemical and global hazard
communication program to assure the
health and safety of City employees
300-18 Welding, Brazing, & Cutting Procedure for welding, cutting or brazing
work or practices which may result in an
injury or death
300-19 Lockout & Tagout Requirements for the lockout or tagout of
energy isolating devices
300-20 Bloodborne Pathogens Procedure to prevent exposure to blood or
other substances and materials that may
carry bloodborne pathogens. Procedures
for decontamination of equipment and
evaluation and treatment of employees
who experience exposure.
300-21 Reporting Vehicle Accidents Procedure for reporting vehicle accidents
300-22 Heat Related Illness Training for potential heat related illness
300-23 Confined Spaces Procedures for entering a confined space
300-24 Green Housekeeping Guidelines Procedures that sustain a "Green
Cleaning" environment
300-25 Respiratory Protection Program Procedures that will prevent employees
from inhaling hazardous airborne
chemicals
300-26 Fall Protection & Rooftop Safety Procedures for rooftop safety and use of
fall protection
300-27 Powered Industrial Trucks Training, operation and safety of powered
industrial vehicles
In addition to the policies, all M&O staff receives safety training. The content of the training
are periodically reviewed and update, if necessary, through departmental and city-wide
safety committees. Human Resource/Risk Management department maintains information
and schedules safety training.
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The City maintains appropriate safety equipment and information. Each vehicle and each
facility has a fire extinguisher and first aid kit. All staff use personnel protective equipment,
such as hard-hats, safety glasses, safety vests, etc. Climbing equipment and lockout/tagout
equipment is available and stored at M&O or the Well 7 storage. Additionally, each site that
has chemicals has Safety Data Sheets (SDS) book that contains the Material Safety Data
Sheets (MSDS) for all chemicals on hand. A master of all chemicals used by the Water
Utility is maintained at the M&O Building.
12.9 CROSS CONNECTION CONTROL PROGRAM
The City’s Cross Connection Control Program (provided in Appendix T) protects the public
water system as defined by WAC 246.290.010, WAC 246.290.490, and Auburn City Code
(ACC) 13.12 from contamination via cross connection hazards. It describes minimum
operating policies, provides guidelines for installation, testing and maintenance of approved
backflow prevention assemblies, permitting process, inspection and survey requirements
for existing and new water service connections. The program is maintained by two Cross
Connection Specialists under direction of the Water Operations Supervisor. The specialists
are responsible for identification and elimination of potential and actual cross connections
and contamination hazards within the public water system.
12.10 WELLHEAD PROTECTION PROGRAM
The City’s wellhead protection program is key to managing potential sources of
groundwater contamination prior to their entry into the drinking water system. The wellhead
protection plan (WHP) was updated as part of the Plan and summarized in Chapter 6.
Engineering Services staff are charged with implement the program. Staff track and follow
up on construction projects, spills, and monitor possible contamination sources, as
possible.
12.11 CUSTOMER COMPLAINT RESPONSE PROGRAM
One Water Distribution staff is assigned as a Customer Service Representative. This
individual is responsible for meter turn-on and turn-off, delinquency notices, meter rereads,
new service reads, final service reads, leak adjustments, high consumption investigations,
account documentation, and other duties as assigned. The employee maintains a modified
work schedule, which provides more flexibility in dealing with emergency service requests
by customers.
The Water Utility, along with the rest of Public Works transitioned to an asset management
software system called CarteGraph. CarteGraph software has the ability to revolutionize the
City’s business practice if used to its full potential. Implementation was completed in 2006
with a software update in 2014. Some of the benefits include the following:
Ability to assign and track citizens complaints and requests
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Produce work orders
Monitor work and maintenance projects
Track costs for labor, equipment, and material
Enhanced inventory control
Integration with GIS
Benchmark analysis
Generate reports
Track infrastructure conditions – GASB 34
The City has a customer service program accessible by the public and City staff via the City
Internet Website. Customers fill out the online Citizen Report form and describe the
services they are seeking. The submitted form downloads into the CarteGraph system for
review and action by staff.
12.12 RECORDKEEPING AND REPORTING
All recordkeeping and reporting follows DOH regulations as specified in WAC 246-290-480.
The Water Manager maintains hard copies of the water quality analysis laboratory reports.
These reports are kept at the M&O building in files organized by year and analysis type.
Analytical laboratories submit reports directly to DOH. As specified by the regulations,
chemical analysis reports are kept indefinitely and bacteriological reports are maintained for
a minimum of five years.
Water production and water purchased source meters are read daily (during the work
week). Paper copies are scanned at the end of the month and digital copies in pdf format
are maintained on the City computer server by month and year. Summary spreadsheets are
also maintained on the computer server by year. This data is added to the monthly DOH
reports. Records are maintained for a minimum of 10 years.
Chlorine residual samples are collected in the distribution system and analyzed on a weekly
basis. Summary spreadsheets are maintained on the City computer server by year.
Records are maintained for a minimum of three years.
Monthly reports containing water production and treatment data are submitted to DOH by
the 10th day of the following month using forms provide by DOH. Signed paper copies are
scanned to produce a digital copy and are maintained on the City computer server by year.
Digital copies are maintained for a minimum of 10 years.
The majority of records that Water Utility collected in the past are based on hard copy paper
forms. This includes forms that track maintenance and inspection records used for pumps,
valves, meters, reservoirs, hydrants, operating equipment, etc. A portion of the integration
February 2015 – DRAFT 12-28
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc
process with CarteGraph involved the collection and collation of historical data into a form
that can be downloaded into the software system. The City’s goal is a near-paperless
documentation system that can be accessed by staff in the office, field or home on a 7 day,
24 hour basis. Existing electronic records include:
Cross Connection Control Program
Cross Connection Control documentation is managed with Tokay software. The Tokay
software is tailored specifically for Cross Connection Control, is simple to use, and very
comprehensive.
Water Meter Consumption
Water meter consumption records are maintained by the Finance Department using the
SpringBrook Utility Billing System. These records include customer account data for
classes of customers, billing, service, comments, and questions. The system also includes
a tracking feature for water sold each month as well as an annual total of water sales. The
tracking feature is useful because data on water consumption by customer type and season
supports the City’s Water Use Efficiency Program per Chapter 8. The Finance Department
also provides staff with monthly financial reports in regard to Water Utility operations. There
is no intent to replace SpringBrook with the CarteGraph system.
Supervisory Control and Data Acquisition (SCADA)
The SCADA system monitors, records and controls water system operations at various
facilities. The records are electronically recorded by a computer server maintained by the
Innovation & Technology Department and a back-up copy is made each evening to ensure
that records are retrievable should hardware or software failure occur. There is no intent to
transfer SCADA records into the CarteGraph system at this point in time or in the future.
Please note that the SCADA system is discussed more thoroughly in the System Operation
and Control section of this chapter.
Water Meter Reading
Water service meters are read every two months for single family residential customers,
and monthly for all other meters. Responsibility for meter reading resides with two staff
members in the Water Department but Water staff are available as backup readers when
required. Staff employ a computerized data logging system to record consumption and the
data is automatically downloaded into the City Utility Billing System when the logging unit is
docked. This will change with the implementation of AMI.
February 2015 – DRAFT 12-29
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc
12.13 CUSTOMER REQUEST RESPONSE PROGRAM
As described in the above section, the CarteGraph system has the ability to assign and
track customer requests, which includes complaints and produce work orders. The City
maintains a list of requests and identifies the work done to respond to any requests from
the public. The City classifies the citizen reported issues in five (5) categories:
Water Appearance: contains all requests related with the color of the water (brown,
discoloration, cloudy, etc.)
Odor: contains all requests related to water smell (chemical, sulfur, chlorine smell,
etc.)
Pressure: contains all requests related to change in water pressure (pressure drop,
very high water pressure, fluctuation in pressure, etc.)
Taste: contains all requests related to water taste (poor, bitter, strong chlorine taste,
etc.)
Water Quality: contains all requests related to a combination of odor, taste, and
discoloration issues.
Customer requests are entered into the CarteGraph and a work order is generated.
Typically, a distribution staff member or team will investigate the issue and respond directly
to the customer.
Table 12.7 summarizes the number and type of requests or complaints since 2009. The
City conducted substantial public outreach as part of the UDF flushing program, since
flushing can create short-term issues. This outreach is credited with maintaining requests
within historical ranges. The substantial decrease in appearance requests are believed to
be due to a combination of the cleaner distribution mains due to the UDF program and the
increased use of the Tacoma Wholesale Supplies.
Table 12.7 Summary Customer Requests
Water System Plan
City of Auburn
Category 2009 2010 2011 2012 2013 2014
Appearance 26 11 16 19 11 5
Odor 2 2 8 5 2 2
Pressure 19 18 5 17 13 17
Taste 3 6 2 4 4 2
Water
Quality 3 0 1 3 0 1
Total 53 37 32 48 30 27
February 2015 – DRAFT 12-30
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc
12.14 SUMMARY OF IMPROVEMENTS
The City operates and maintains an efficient, environmentally sound and safe water
system. The evaluation of O&M program and practices identified recommended
improvements. The majority of these recommended improvements were identified in the
Facility Evaluation Study.
The improvements include:
Complete remaining items identified in the 2012 Sanitary Survey
Address improvements identified in the Facilities Evaluation Study
Conduct inspections of facilities at frequency recommended in the Facilities
Evaluation Study
Begin distribution system corrosion inspection, as funds are available
Develop UDF Program for Academy and Lakeland Hills Service Areas
Implement an in-house Leak Detection program, as funds are available
Complete SCADA Upgrades
1218 THIRD AVENUE, SUITE 1600 • SEATTLE, WASHINGTON 98101 • P. 206.684.6532 • F. 206.903.0419 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC CITY OF AUBURN COMPREHENSIVE
WATER PLAN March 2015 STAFF REVIEW DRAFT
CITY OF AUBURN COMPREHENSIVE WATER PLAN 2015 This Comprehensive Water Plan for the City of Auburn was prepared in accordance with WAC 246-290-100, under the direction of the following
Registered Professional Engineer: Lara Kammereck, P.E. Carollo Engineers PREPARED BY Carollo Engineers
March 2015 -DRAFT i pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC CITY OF AUBURN Comprehensive Water Plan Preliminary Draft TABLE OF CONTENTS Page No. EXECUTIVE
SUMMARY ................................................................................................ ES-1 COMPREHENSIVE WATER PLAN ................................................................
................ ES-1 ES.1 INTRODUCTION ................................................................................................. ES-1 ES.2 PLANNING CONSIDERATIONS ...........................
.............................................. ES-1 ES.3 POLICIES AND CRITERIA.................................................................................. ES-4 ES.4 WATER REQUIREMENTS..........
........................................................................ ES-5 ES.5 EXISTING SYSTEM ............................................................................................
ES-7 ES.6 WATER RESOURCES ...................................................................................... ES-10 ES.7 WATER QUALITY .............................................................
................................ ES-11 ES.8 WATER USE EFFICIENCY ............................................................................... ES-11 ES.9 SYSTEM ANALYSIS ...........................
.............................................................. ES-13 ES.10 CAPITAL IMPROVEMENTS PLAN ................................................................... ES-13 ES.11 FINANCIAL
........................................................................................................ ES-14 ES.12 MAINTENANCE AND OPERATIONS .......................................................
........ ES-15 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 ENVIRONMENTAL ASSESSMENT ..................................................................
..... 1-3 1.7 APPROVAL PROCESS.......................................................................................... 1-3 1.8 ACKNOWLEDGEMENTS......................................................
................................. 1-3 CHAPTER 2 ....................................................................................................................... 2-1 PLANNING CONSIDERATIONS
....................................................................................... 2-1 2.1 PLANNING CONSIDERATIONS ............................................................................
2-1 2.2 RETAIL WATER SERVICE AREA ......................................................................... 2-1 2.3 WATER SYSTEM HISTORY ..............................................................
.................... 2-1 2.3.1 Service Area Topography ........................................................................... 2-7 2.3.2 Climate...................................................
..................................................... 2-8 2.3.3 Geology ...................................................................................................... 2-8 2.4
ADJACENT WATER PURVEYORS ....................................................................... 2-9 2.4.1 City of Algona .............................................................................
................ 2-9
March 2015 -DRAFT ii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 2.4.2 City of Bonney Lake.................................................................................
... 2-9 2.4.3 City of Kent ............................................................................................... 2-11 2.4.4 City of Pacific .................................................
........................................... 2-11 2.4.5 City of Sumner .......................................................................................... 2-12 2.4.6 Covington
Water District (CWD) ............................................................... 2-12 2.4.7 Lakehaven Utility District (LUD) ................................................................
2-12 2.4.8 King County Water District #111 (WD#111) ............................................. 2-13 2.4.9 Muckleshoot Indian Tribe (MIT) ...........................................................
..... 2-13 2.5 OTHER WATER SYSTEMS ................................................................................. 2-14 2.6 INTERTIES ...............................................................
............................................ 2-14 2.6.1 Wholesale Interties ................................................................................... 2-14 2.6.2 City of Tacoma..............
............................................................................ 2-16 2.6.3 City of Algona ...........................................................................................
2-16 2.6.4 Covington Water District and King County Water District #111 ................ 2-16 2.7 EMERGENCY INTERTIES..................................................................................
. 2-17 2.7.1 City of Bonney Lake.................................................................................. 2-17 2.7.2 City of Kent ............................................................
................................... 2-17 2.7.3 City of Pacific ............................................................................................ 2-17 2.7.4 Lakehaven Utility
District .......................................................................... 2-18 2.7.5 King County Water District #111 ...............................................................
2-18 2.7.6 City of Tacoma.......................................................................................... 2-18 2.8 POTENTIAL INTERTIES ......................................................
................................ 2-18 2.9 INVENTORY OF RELATED STUDIES ................................................................ 2-18 CHAPTER 3 ................................................
....................................................................... 3-1 POLICIES AND CRITERIA ................................................................................................
3-1 3.1 INTRODUCTION .................................................................................................... 3-1 3.2 BUSINESS PRACTICES ..................................................
...................................... 3-2 3.3 SERVICE AREA ..................................................................................................... 3-3 3.4 OPERATIONS AND
MAINTENANCE .................................................................... 3-3 3.5 FINANCIAL ....................................................................................................
......... 3-3 3.6 PLANNING ............................................................................................................. 3-3 3.7 ENVIRONMENTAL STEWARDSHIP ............................
....................................... 3-25 3.8 DESIGN AND CONSTRUCTION ......................................................................... 3-25 CHAPTER 4 .....................................
.................................................................................. 4-1 WATER REQUIREMENTS .............................................................................................
... 4-1 4.1 HISTORICAL WATER USE.................................................................................... 4-2 4.1.1 Historical Accounts ....................................................
................................. 4-2 4.1.2 Historical Consumption ............................................................................... 4-3 4.1.2.1 Historical Retail Consumption
...................................................... 4-3 4.1.2.2 Historical Wholesale Consumption ............................................... 4-6 4.1.3 Water Use Per Account and
Equivalent Residential Units ......................... 4-8 4.2 HISTORICAL PRODUCTION ................................................................................. 4-8 4.2.1 Average
and Maximum Demands .............................................................. 4-8 4.2.2 Distribution System Leakage ....................................................................
4-13 4.3 SEASONAL DEMANDS ....................................................................................... 4-15 4.4 CLIMATIC REVIEW ............................................................
................................. 4-17
March 2015 -DRAFT iii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 4.5 DEMOGRAPHIC FORECAST ..............................................................................
4-18 4.5.1 Land Use .................................................................................................. 4-19 4.5.1.1 Existing Zoning ...................................................
........................ 4-19 4.5.1.2 Future Land Use ......................................................................... 4-21 4.6 PROJECTED DEMOGRAPHIC GROWTH .................................
......................... 4-21 4.6.1 Demographic Projections.......................................................................... 4-21 4.7 PROJECTED NUMBER OF CONNECTIONS .......................
............................... 4-27 4.7.1 Lea Hill Service Area ................................................................................ 4-27 4.7.2 Valley Service Area ......................
............................................................ 4-29 4.7.3 Lakeland Hills Service Area ...................................................................... 4-29 4.7.4
Academy Service Area ............................................................................. 4-30 4.7.5 Ultimate Accounts .......................................................................
.............. 4-30 4.8 PROJECTED WATER DEMAND ......................................................................... 4-31 4.8.1 Potential Range in Future Water Demand ............................
.................... 4-31 4.8.2 Large User Demand Forecast .................................................................. 4-32 4.8.3 Projected Retail ERUs ........................................
...................................... 4-34 4.8.4 Projected Retail Average Day and Maximum Day Demands ................... 4-36 4.8.5 Wholesale Demands................................................
................................. 4-40 4.8.6 Total Demands ......................................................................................... 4-42 CHAPTER 5 ...................................
.................................................................................... 5-1 EXISTING SYSTEM ..............................................................................................
............. 5-1 5.1 INTRODUCTION .................................................................................................... 5-1 5.2 SERVICE AREAS .........................................
......................................................... 5-1 5.2.1 Valley Service Area .................................................................................... 5-1 5.2.2
Lea Hill Service Area .................................................................................. 5-8 5.2.3 Academy Service Area ...............................................................
................ 5-9 5.2.4 Lakeland Hills Service Area ........................................................................ 5-9 5.3 PRESSURE REDUCING STATIONS ....................................
............................... 5-12 5.3.1 Control Valve 1 ......................................................................................... 5-12 5.3.2 Valley Service Area Pressure
Reducing Stations ..................................... 5-12 5.3.3 Lea Hill Service Area Pressure Reducing Stations ................................... 5-18 5.3.4 Academy Service Area
Pressure Reducing Stations ................................ 5-18 5.3.5 Lakeland Hills Service Area Pressure Reducing Stations ........................ 5-18 5.4 WATER SUPPLY FACILITIES
............................................................................. 5-18 5.4.1 Coal Creek Springs...................................................................................
5-19 5.4.2 West Hill Springs ...................................................................................... 5-20 5.4.3 Well 1 5-20 5.4.4 Wells 2 & 6...........................................
..................................................... 5-21 5.4.5 Wells 3A & 3B ........................................................................................... 5-21 5.4.6
Well 4 5-21 5.4.7 Well 5 5-22 5.4.8 Well 5A ..................................................................................................... 5-22 5.4.9 Well 5B ..................................
................................................................... 5-22 5.4.10 Well 7 5-23 5.4.11 Algona Well.........................................................................................
...... 5-23 5.5 PUMP STATIONS ................................................................................................ 5-23 5.5.1 Academy Pump Stations 1 and 2 ...............................
.............................. 5-23 5.5.2 Green River Pump Station ........................................................................ 5-26 5.5.3 Game Farm Park Pump Station ....................
............................................ 5-26
March 2015 -DRAFT iv pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 5.5.4 Janssen’s Addition Pump Station .............................................................
5-27 5.5.5 Intertie/Lea Hill Booster Pump Station and Chlorination Facility .............. 5-27 5.5.6 Lea Hill Pump Station ...........................................................................
.... 5-27 5.5.7 Lakeland Hills Pump Station ..................................................................... 5-28 5.5.8 Terrace View Booster Pump Station ........................................
................. 5-28 5.5.9 Academy East Booster Pump Station ....................................................... 5-28 5.6 STORAGE FACILITIES ....................................................
.................................... 5-29 5.6.1 Reservoir 1 ............................................................................................... 5-29 5.6.2 Reservoir 2 ....................
........................................................................... 5-31 5.6.3 Lea Hill Reservoirs 4A and 4B ..................................................................
5-31 5.6.4 Lakeland Hills Reservoir 5 ........................................................................ 5-31 5.6.5 Lakeland Hills Reservoir 6 ..................................................
...................... 5-31 5.6.6 Academy Reservoirs 8A and 8B ............................................................... 5-31 5.7 WATER TREATMENT................................................
.......................................... 5-32 5.7.1 Chlorination Facilities ................................................................................ 5-32 5.7.1.1 Coal Creek
Springs Chlorination ................................................ 5-32 5.7.1.2 West Hill Springs Chlorination .................................................... 5-32 5.7.1.3 Well
1 .......................................................................................... 5-32 5.7.1.4 Wells 2 & 6 .................................................................................
5-32 5.7.1.5 Wells 3A & 3B ............................................................................. 5-33 5.7.1.6 Well 4 ..........................................................................
................ 5-33 5.7.1.7 Well 5 .......................................................................................... 5-33 5.7.1.8 Well 5A ..................................................
..................................... 5-33 5.7.1.9 Well 5B ....................................................................................... 5-33 5.7.1.10 Well 7 ...............................
........................................................... 5-33 5.7.1.11 Fulmer Field Corrosion Control Treatment Facility ..................... 5-33 5.7.1.12 Intertie Pump Station
.................................................................. 5-33 5.7.1.13 Terrace View Booster Pump Station .......................................... 5-34 5.7.2 Corrosion Control
Facilities ....................................................................... 5-34 5.7.2.1 Fulmer Field Corrosion Control Treatment Facility ..................... 5-34 5.7.2.2 Howard
Road Corrosion Control Treatment Facility ................... 5-34 5.7.3 Metals Removal ........................................................................................ 5-34
5.8 DISTRIBUTION SYSTEM .................................................................................... 5-35 5.8.1 Existing System ...............................................................
......................... 5-35 5.9 CONTROL SYSTEM ............................................................................................ 5-36 5.10 BRAUNWOOD SATELLITE SYSTEM ...................
............................................... 5-36 CHAPTER 6 .......................................................................................................................
6-1 WATER RESOURCES ...................................................................................................... 6-1 6.1 INTRODUCTION .......................................................
............................................. 6-1 6.2 SUPPLY SOURCES .............................................................................................. 6-1 6.2.1 Spring Sources
........................................................................................... 6-1 6.2.1.1 Coal Creek Springs ......................................................................
6-1 6.2.1.2 West Hill Springs .......................................................................... 6-5 6.2.2 Valley Well Field ..................................................................
....................... 6-5 6.2.2.1 Well 1 ............................................................................................ 6-5 6.2.2.2 Well 2 ............................................
................................................ 6-6 6.2.2.3 Wells 3A and 3B ........................................................................... 6-6 6.2.2.4 Well 4 ...........................
................................................................. 6-6 6.2.2.5 Well 6............................................................................................ 6-6
March 2015 -DRAFT v pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 6.2.2.6 Well 7 ............................................................................................
6-7 6.2.3 Upland Well Field ........................................................................................ 6-7 6.2.3.1 Well 5 ...............................................................
............................. 6-7 6.2.3.2 Well 5A ......................................................................................... 6-7 6.2.3.3 Well 5B .......................................
.................................................. 6-8 6.2.3.4 Algona Well 1 ............................................................................... 6-8 6.2.4 Water Supply Interties
................................................................................ 6-8 6.2.4.1 Wholesale Interties .......................................................................
6-8 6.2.4.2 Emergency Interties .................................................................... 6-10 6.2.4.3 Potential Interties .................................................................
....... 6-11 6.2.5 Braunwood Satellite System ..................................................................... 6-11 6.2.6 P ending Water Right Applications ......................................
..................... 6-11 6.3 WATER RIGHT EVALUATION............................................................................. 6-12 6.4 SUPPLY EVALUATION .........................................
.............................................. 6-13 6.4.1 Ability to Pump .......................................................................................... 6-13 6.4.1.1 Ongoing
Source Improvement Projects ...................................... 6-14 6.4.1.2 MDD Ability to Pump .................................................................. 6-15 6.4.1.3 ADD
Ability to Pump ................................................................... 6-19 6.5 WATER SUPPLY STRATEGY .............................................................................
6-22 6.5.1 Improve Existing Supply Facilities ............................................................ 6-22 6.5.2 Use of Wholesale Supplies .......................................................
................ 6-32 6.5.3 Secure Additional Supplies and Water Rights .......................................... 6-32 6.5.4 Water Reuse .............................................................
................................ 6-32 6.5.5 Continue an Aggressive Water Use Efficiency Program .......................... 6-32 6.5.6 Summary .........................................................
......................................... 6-33 6.6 GROUNDWATER MANAGEMENT ...................................................................... 6-33 6.6.1 Wellhead Protection Program
................................................................... 6-33 6.6.2 Wellhead Protection Area ......................................................................... 6-34
6.6.3 Existing and Potential Contamination Hazard Identification ..................... 6-34 6.6.4 Protection Strategies and Implementation Tasks .....................................
6-35 CHAPTER 7 ....................................................................................................................... 7-1 WATER QUALITY ..............................................
............................................................... 7-1 7.1 INTRODUCTION ....................................................................................................
7-1 7.2 WATER QUALITY REGULATIONS ....................................................................... 7-1 7.2.1 Source Water Quality...............................................................
................... 7-2 7.2.1.1 Primary and Secondary Drinking Water Regulations ................... 7-2 7.2.1.2 Arsenic Rule (2001) ..................................................................
.... 7-3 7.2.1.3 Radionuclide Rule (2000) ............................................................. 7-3 7.2.1.4 Groundwater Rule (2007) ...........................................................
.. 7-4 7.2.1.5 Unregulated Contaminants ........................................................... 7-5 7.2.1.6 Surface Water Treatment Rule .....................................................
7-6 7.2.2 Distribution System Water Quality .............................................................. 7-6 7.2.2.1 Total Coliform Rule (1989) .....................................................
...... 7-6 7.2.2.2 Lead and Copper Rule (1991/2000) ............................................. 7-8 7.2.2.3 Stage 1 Disinfectants and Disinfection By-Products (1998) ......... 7-8
7.2.2.4 Stage 2 Disinfectants and Disinfection By-Products Rule (2006) ........................................................................................... 7-8 7.2.3 Water Quality
Programs ............................................................................. 7-9 7.2.3.1 Consumer Confidence Reports .................................................... 7-9
March 2015 -DRAFT vi pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 7.2.3.2 Public Notification Rule ...............................................................
7-10 7.3 MONITORING PRACTICES................................................................................. 7-10 7.4 WATER QUALITY EVALUATION ......................................................
.................. 7-12 7.4.1 Source Water Quality................................................................................ 7-12 7.4.1.2 Groundwater Rule ......................................
................................ 7-16 7.4.1.3 Surface Water Treatment Rule ................................................... 7-18 7.4.2 Distribution System Water Quality ...........................
................................. 7-18 7.4.2.1 Total Coliform Rule ..................................................................... 7-18 7.4.2.2 Stage 1 and 2 Disinfectants/Disinfection
By-products Rules ...... 7-20 7.4.2.3 Lead and Copper Monitoring ...................................................... 7-22 7.4.3 Water Quality Programs .............................................
.............................. 7-22 7.4.3.1 Consumer Confidence Reports .................................................. 7-22 7.4.3.2 Public Notification Rule ......................................
......................... 7-22 7.5 BLENDING STUDY .............................................................................................. 7-23 7.5.1 Blending Scenarios ........................
........................................................... 7-23 7.5.2 Blending Evaluation .................................................................................. 7-24 7.5.3
Evaluation of Corrosion Potential ............................................................. 7-26 7.5.4 Evaluation of Impact of Treatment Changes on Surface Water Source ... 7-27
7.5.5 Recommendations .................................................................................... 7-27 7.6 DEFICIENCIES AND RECOMMENDATIONS ..................................................
... 7-28 CHAPTER 8 ....................................................................................................................... 8-1 WATER USE EFFICIENCY ...................................
............................................................ 8-1 8.1 PRIOR CONSERVATION PROGRAMS ................................................................ 8-1 8.1.1 History 8-1
8.1.2 Regulatory Requirements ........................................................................... 8-1 8.1.3 Previous Program Goals and Historical Water Usage ................................
8-2 8.1.4 Historical Distribution System Leakage ...................................................... 8-3 8.2 2015-2020 WATER USE EFFICIENCY PROGRAM ..............................................
8-3 8.2.1 Program Goals ............................................................................................ 8-3 8.2.2 Program Requirements ...................................................
............................ 8-4 8.2.3 Mandatory Measures .................................................................................. 8-4 8.2.4 Distribution System Leakage ....................
.................................................. 8-5 8.2.4.1 Increasing Effectiveness of the WUE Program with AMI .............. 8-5 8.2.5 2015-2020 Demand-Side Program Measures ...................
......................... 8-6 8.2.6 Reclaimed Water ........................................................................................ 8-8 8.2.7 Budget 8-9 8.2.8 Public Participation
................................................................................... 8-10 8.2.9 2015-2020 WUE Program Effectiveness ..................................................
8-10 8.2.9.1 Future Methods for Measuring Program Effectiveness .............. 8-10 8.2.9.2 Cost Savings ..............................................................................
8-11 8.2.10 Projected Water Demand ......................................................................... 8-12 8.2.11 Summary of Water Use Efficiency Program ......................................
....... 8-12 CHAPTER 9 ....................................................................................................................... 9-1 SYSTEM ANALYSIS ....................................
..................................................................... 9-1 9.1 INTRODUCTION ....................................................................................................
9-1 9.2 PUMP STATION ANALYSIS .................................................................................. 9-1
March 2015 -DRAFT vii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 9.2.1 Open Zones Booster Pump Station Analysis ..............................................
9-2 9.2.1.1 Lakeland Hills Service Area .......................................................... 9-2 9.2.1.2 Academy Service Area .................................................................
9-3 9.2.1.3 Lea Hill Service Area .................................................................... 9-3 9.2.2 Closed Zone Booster Pump Station Analysis ............................................
. 9-4 9.2.2.1 La keland Hills BPS ...................................................................... 9-4 9.2.2.2 Academy East BPS .................................................................
..... 9-4 9.2.2.3 Intertie Booster Pump Station ....................................................... 9-5 9.2.2.4 Game Farm Park Pump Station ...................................................
9-5 9.2.3 Summary of Pump Station Improvements .................................................. 9-5 9.3 STORAGE ANALYSIS ............................................................................
............... 9-6 9.3.1 Storage Requirements ................................................................................ 9-6 9.3.1.1 Operational Storage .......................................
.............................. 9-6 9.3.1.2 Equalizing Storage ....................................................................... 9-6 9.3.1.3 Emergency Storage ...................................
................................... 9-8 9.3.1.4 Fire Suppression Storage ............................................................. 9-8 9.3.1.5 Dead Storage Volume ................................
.................................. 9-9 9.3.2 Storage Analysis Results ............................................................................ 9-9 9.3.2.1 Valley Service Area ....................
................................................ 9-10 9.3.2.2 Lea Hill Service Area .................................................................. 9-12 9.3.2.3 Academy Service Area
............................................................... 9-13 9.3.2.4 Lakeland Hills Service Area ........................................................ 9-13 9.3.3 Summary of
Storage Improvements ......................................................... 9-13 9.4 HYDRAULIC MODEL ...........................................................................................
9-13 9.4.1 Model Conversion and Update ................................................................. 9-14 9.4.2 Model Calibration .................................................................
..................... 9-14 9.4.3 Demand Allocation.................................................................................... 9-15 9.4.3.1 Demand Allocation .................................
.................................... 9-17 9.4.4 Fire Flows ................................................................................................. 9-18 9.4.5 Diurnal Demand
Pattern ........................................................................... 9-22 9.4.6 Future System Operation and Supply Strategy ........................................ 9-22
9.4.7 Model Recommendations ......................................................................... 9-22 9.5 DISTRIBUTION SYSTEM EVALUATION .........................................................
.... 9-22 9.5.1 Evaluation Criteria .................................................................................... 9-23 9.5.2 Maximum Recommended Pressure during the ADD .......................
......... 9-23 9.5.3 Minimum Low Pressure during the PHD ................................................... 9-23 9.5.4 Maximum Velocity during the PHD Scenario ......................................
...... 9-25 9.5.5 Minimum Pressure During MDD plus Fire Flow ........................................ 9-25 9.5.6 Capacity Improvements ................................................................
............ 9-28 9.5.6.1 Valley Service Area .................................................................... 9-28 9.5.6.2 Lea Hill Service Area .................................................
................. 9-28 9.5.6.3 Academy Service Area ............................................................... 9-36 9.5.7 Lakeland Hills Service Area ............................................
.......................... 9-39 9.5.8 Water Repair and Replacement Program ................................................. 9-39 9.5.8.1 Asbestos-Cement Pipe ........................................
....................... 9-39 9.5.8.2 Aged and Undersized Watermains ............................................. 9-39 9.5.8.3 Dead-end Pipes in Non Single-Family Areas Requiring Upsize
or Looping ................................................................................... 9-41 9.5.8.4 Abandonment of Duplicate Watermains .....................................
9-41 9.5.8.5 Recommendation ....................................................................... 9-42 9.6 SUMMARY ..................................................................................
......................... 9-42
March 2015 -DRAFT viii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC CHAPTER 10 .............................................................................................
...................... 10-1 CAPITAL IMPROVEMENTS PLAN ................................................................................. 10-1 10.1 INTRODUCTION ........................................
.......................................................... 10-1 10.2 ESTIMATED COSTS ........................................................................................... 10-1
10.3 CAPITAL PROJECTS .......................................................................................... 10-2 10.3.1 Water Supply .............................................................
............................ 10-2 10.3.2 Storage .................................................................................................. 10-9 10.3.3 Pump Stations .........................
............................................................ 10-12 10.3.4 Distribution System .............................................................................. 10-16 10.3.5
General Utility Projects ........................................................................ 10-20 10.4 CIP SUMMARY ..............................................................................
.................... 10-21 CHAPTER 11 ................................................................................................................... 11-1 FINANCIAL ..............................
........................................................................................ 11-1 11.1 INTRODUCTION .......................................................................................
........... 11-1 11.2 PAST FINANCIAL PERFORMANCE ................................................................... 11-1 11.2.1 Statement of Revenues, Expenses and Changes in New Position
....... 11-1 11.2.2 Statement of Net Position ...................................................................... 11-3 11.2.3 Outstanding Debt Principal ...........................................
......................... 11-5 11.3 FINANCIAL PLAN ................................................................................................ 11-5 11.3.1 Overview ..............................
.................................................................. 11-5 11.3.2 Utility Fund Structure ............................................................................. 11-6
11.3.3 Financial Policies ................................................................................... 11-6 11.3.4 Capital Funding Plan ........................................................
..................... 11-8 11.4 AVAILABLE CAPITAL FUNDING RESOURCES ................................................. 11-9 11.4.1 Internal Utility Resources ..........................................
........................... 11-10 11.4.2 Government Programs & Resources ................................................... 11-12 11.4.3 Public Debt Financing .......................................
................................... 11-15 11.4.4 Capital Resource Funding Summary ................................................... 11-16 11.5 FINANCIAL FORECAST ...................................
................................................. 11-16 11.5.1 Financial Forecast ............................................................................... 11-17 11.5.2 City Funds
and Reserve Balances ...................................................... 11-20 11.6 EXISTING RATE STRUCTURE & PROJECTED SCHEDULE .......................... 11-20 11.7 AFFORDABILITY
............................................................................................... 11-22 11.8 CONCLUSION .................................................................................
.................. 11-22 CHAPTER 12 ................................................................................................................... 12-1 OPERATIONS AND MAINTENANCE
............................................................................. 12-1 12.1 INTRODUCTION ..................................................................................................
12-1 12.2 WATER SYSTEM MANAGEMENT & PERSONNEL ........................................... 12-1 12.2.1 Mission Statement ...............................................................................
.. 12-1 12.2.2 Department Overview ............................................................................ 12-1 12.2.3 Internal and External Factors .............................................
.................... 12-1 12.2.4 Water Utility Division Organization ........................................................ 12-2 12.2.5 Communication System ........................................
................................. 12-5 12.3 OPERATOR CERTIFICATION ............................................................................. 12-8 12.3.1 Operator Certification Program
.............................................................. 12-8
March 2015 -DRAFT ix pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC 12.3.2 Education and Training Program ...........................................................
12-9 12.4 SYSTEM OPERATION AND CONTROL ............................................................. 12-9 12.4.1 Inspections, Preventive Maintenance, Repairs, and Replacement ..... 12-12
12.4.2 Reservoir Maintenance ........................................................................ 12-14 12.4.3 Pressure Reducing Valve Stations ...................................................
... 12-15 12.4.4 Utility Locating Service ........................................................................ 12-15 12.4.5 Hydrant Inspection ....................................................
........................... 12-15 12.4.6 Dead-end Flushing .............................................................................. 12-16 12.4.7 Valve Exercising ...............................
................................................... 12-16 12.4.8 Unidirectional Flushing ........................................................................ 12-16 12.4.9 System
Loss Program ......................................................................... 12-17 12.4.10 Leak Detection ...................................................................................
.. 12-17 12.4.11 Source Meters ..................................................................................... 12-18 12.4.12 Meter Replacement Program ..........................................
..................... 12-18 12.4.13 Meter Services ..................................................................................... 12-18 12.4.14 Large Meter Testing ............................
................................................. 12-19 12.4.15 Distribution System Corrosion Inspection ............................................ 12-19 12.5 WATER FACILITIES EVALUATION
STUDY ..................................................... 12-20 12.6 WATER QUALITY PROGRAM........................................................................... 12-21 12.7 EMERGENCY
RESPONSE PROGRAM ............................................................ 12-22 12.7.1 Vulnerability Assessment .....................................................................
12-23 12.8 SAFETY PROCEDURES ................................................................................... 12-24 12.9 CROSS CONNECTION CONTROL PROGRAM ..........................................
..... 12-26 12.10 WELLHEAD PROTECTION PROGRAM ............................................................ 12-26 12.11 CUSTOMER COMPLAINT RESPONSE PROGRAM ........................................
12-26 12.12 RECORDKEEPING AND REPORTING ............................................................. 12-27 12.13 CUSTOMER REQUEST RESPONSE PROGRAM ............................................
12-29 12.14 SUMMARY OF IMPROVEMENTS ..................................................................... 12-30 ACRONYMS & ABBREVIATIONS ..............................................................
...................... XIV LIST OF APPENDICES (provided upon request) Appendix A State Environmental Policy Act (SEPA) Checklist Notice of Determination of Non-Significance Appendix
B Agency Comment Letters and Responses Appendix C Ordinances and Approvals Plan Content Checklist Appendix D Interlocal Agreements Appendix E Detailed Demographic and Demand Projections
Appendix F Water Rights Certificates Appendix G Water Facility Inventory Appendix H Water Right DOH Tables 3 and 4 Appendix I King County Reclaimed Water Checklist Appendix J Wellhead
Protection Report Appendix K 2013 Customer Confidence Report Appendix L Water Quality Monitoring Report Appendix M Water Use Efficiency Appendix N System Analysis Results Appendix O
Hydraulic Model Update And Calibration TM Plan Updates to Model By Service Area
March 2015 -DRAFT x pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC Diurnal Curves Appendix P Distribution System Improvements Appendix Q Design Standards Appendix
R Water Facilities Evaluation Study Appendix S Safety Procedures Appendix T Cross Connection Control Program LIST OF TABLES Table ES.1 Service Area Policies Summary ..................................
............................ ES-4 Table ES.2 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale .......................................................................................
......... ES-6 Table ES.3 Service Area Elevations........................................................................... ES-8 Table ES.4 Capital Improvements Program Costs and Phasing
.............................. ES-16 Table 3.1 Existing Business Practices in Operation and Maintenance Programs ...... 3-2 Table 3.2 Business Practices Policy Summary ...............................
........................... 3-4 Table 3.3 Service Area Policy Summary .................................................................... 3-8 Table 3.4 Operations and Maintenance Policy
Summary ......................................... 3-11 Table 3.5 Financial Policy Summary ........................................................................ 3-12 Table 3.6 Planning
Policy Summary ......................................................................... 3-20 Table 3.7 Environmental Stewardship Policy Summary ...........................................
3-26 Table 3.8 Design and Construction Policy Summary ............................................... 3-31 Table 4.1 Historical Number of Connections by Customer Class ...............................
4-4 Table 4.2 Historical Annual Water Consumption by Customer Classification ............ 4-5 Table 4.3 Historical Annual Water Use Per Account (gpd/account) ...........................
4-9 Table 4.4 Historical Equivalent Residential Units (ERU) .......................................... 4-10 Table 4.5 Historical Annual ADD, MDD, Peak Day, and Peaking Factor .................
4-11 Table 4.6 Historical Distribution System Leakage .................................................... 4-15 Table 4.7 Climate and MDD/ADD Peaking Factor Comparison ...............................
4-17 Table 4.8 Classification/Customer Projections by Individual Water Service Areas .. 4-24 Table 4.9 Growth Rates by Customer Class and Service Area ................................
4-26 Table 4.10 Account Projections by Customer Class and Service Area ...................... 4-28 Table 4.11 Proposed Planning Values for Demand Projections .................................
4-32 Table 4.12 Large User Demand Projections ............................................................... 4-33 Table 4.13 ERU Projections by Customer Class and Service Area – Medium
Water Use Scenario.................................................................................. 4-34 Table 4.14 ADD Projections – Medium Water Use Scenario .....................................
4-37 Table 4.15 MDD Projections – Medium Water Use Scenario ..................................... 4-39 Table 4.16 Wholesale Water Demand Projections ..................................................
... 4-41 Table 4.17 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale Included .................................................................................. 4-42
Table 5.1 Pressure Zones .......................................................................................... 5-7 Table 5.2 Pressure Reducing Valve Summary .....................................
.................... 5-13 Table 5.3 Water Supply Facilities Summary ............................................................. 5-19 Table 5.4 Existing Booster Pump Stations .......................
........................................ 5-24 Table 5.5 Existing Storage Facilities ......................................................................... 5-30 Table 5.6 Pipe Size
and Material .............................................................................. 5-35
March 2015 -DRAFT xi pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC Table 6.1 Water Rights and Intertie Summary ............................................................
6-3 Table 6.2 Wholesale Water Supply Interties ............................................................... 6-9 Table 6.3 Emergency Water Supply Interties .........................................
.................. 6-10 Table 6.4 Water Rights Status Summary ................................................................. 6-13 Table 6.5 Ongoing Source Improvements ............................
.................................... 6-14 Table 6.6 MDD Ability to Pump – Standard Scenario ............................................... 6-16 Table 6.7 MDD Ability to Pump – Redundancy
Scenario ......................................... 6-17 Table 6.8 ADD Ability to Pump – Standard Scenario ............................................... 6-20 Table 6.9 ADD Ability to
Pump – Redundancy Scenario .......................................... 6-21 Table 6.10 Improved Supply Facilities MDD Ability to Pump – Standard Scenario .... 6-25 Table 6.11 Improved
Supply Facilities MDD Ability to Pump – Redundancy Scenario ................................................................................................... 6-26 Table 6.12 Improved
Supply Facilities ADD Ability to Pump – Standard Scenario .... 6-27 Table 6.13 Improved Supply Facilities ADD Ability to Pump – Redundancy Scenario ...................................................
................................................ 6-28 Table 6.14 Water Supply Improvements .................................................................... 6-29 Table 6.15 Protection
Strategies and Implementation Tasks ..................................... 6-36 Table 7.1 Radionuclide Regulation .............................................................................
7-4 Table 7.2 Historical Inorganic Chemical Concentrations and Physical Properties ... 7-13 Table 7.3 Detected Volatile and Synthetic Organic Compounds ..............................
7-15 Table 7.4 Summary of Issues Identified in 2012 Sanitary Survey ............................ 7-17 Table 7.5 Total Chlorine Residuals ..............................................................
............. 7-19 Table 7.6 Sample Sites with Low Chlorine Residuals .............................................. 7-20 Table 7.7 Stage 1 Disinfection By-Product Rule Monitoring Summary
................... 7-21 Table 7.8 Stage 2 Disinfection By-Product Rule Monitoring Summary ................... 7-21 Table 7.9 Lead and Copper Concentrations ..........................................
................... 7-22 Table 7.10 Blended Water: Water Quality Scenarios for Intertie to Tacoma Public Utilities ....................................................................................
. 7-24 Table 7.11 Blended Water: Primary Drinking Water Standards for Intertie to Tacoma Public Utilities .....................................................................................
7-24 Table 7.12 Blended Water: Secondary Drinking Water Standards for Intertie to Tacoma Public Utilities .....................................................................................
7-26 Table 7.13 City Water (Blended): Corrosion Indices .................................................. 7-27 Table 8.1 2015 to 2020 Budget for Each Program Measure ................................
...... 8-9 Table 8.2 2015 to 2020 Budget for System Required WUE Measures .................... 8-10 Table 8.3 Retail ADD & MDD with and without WUE ...............................................
8-13 Table 9.1 Summary of Pump Station Capacity for Open Zones in 2035 .................... 9-2 Table 9.2 Summary of Booster Pump Station Capacity for Closed Zones in 2035 .... 9-4 Table
9.3 Maximum Fire Flows ................................................................................... 9-9 Table 9.4 Reservoir Dead Storage .......................................................
.................... 9-10 Table 9.5 Summary of Reservoir Storage Analysis in 2035 ..................................... 9-11 Table 9.6 Summary of Reservoir Storage Analysis in 2035 with
Improvements ...... 9-12 Table 9.7 Fire Test Calibration Summary ................................................................. 9-15 Table 9.8 Buildings in Auburn that have Specific,
High Fire Flow Requirements ..... 9-19 Table 9.9 Piping Improvements ................................................................................ 9-36 Table 9.10 Dead-Ends Pipes
Requiring Looping ........................................................ 9-41 Table 9.11 Recommended Projects from System Analysis ........................................ 9-43
March 2015 -DRAFT xii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC Table 10.1 Water Supply Improvements Projects ......................................................
10-3 Table 10.2 Storage Improvements Projects ............................................................. 10-10 Table 10.3 Pump Station Improvements Projects .......................................
............. 10-14 Table 10.4 Distribution System Improvements Projects ........................................... 10-17 Table 10.5 General Utility Capital Projects ................................
............................... 10-22 Table 10.6 Capital Improvements Projects (2014 Costs) ......................................... 10-23 Table 10.7 Capital Improvements Program Costs
and Phasing ............................... 10-25 Table 11.1 Statement of Revenues, Expenses and Changes in Fund Net Position ... 11-2 Table 11.2 Statement of Net Position ...........................
.............................................. 11-4 Table 11.3 Outstanding Debt Principal ....................................................................... 11-5 Table 11.4 Water
CIP ................................................................................................. 11-8 Table 11.5 Capital Financing Plan ..........................................................
.................... 11-9 Table 11.6 Current System Development Charge Schedule ................................... 11-10 Table 11.7 Financial Forecast ...............................................
.................................. 11-19 Table 11.8 Cash Balance Summary ........................................................................ 11-20 Table 11.9 Projected Rate Schedule
....................................................................... 11-21 Table 11.10 Afordability Test .....................................................................................
11-22 Table 12.1 Technical Support ..................................................................................... 12-3 Table 12.2 Operations Staff .............................................
........................................... 12-6 Table 12.3 Distribution Staff ....................................................................................... 12-7 Table 12.4
Water Operations -Facility Inspection Schedule .................................... 12-13 Table 12.5 Recommended Inspections ....................................................................
12-21 Table 12.6 Safety Policies and Procedures .............................................................. 12-24 Table 12.7 Summary Customer Requests .............................................
................... 12-29 LIST OF FIGURES Figure ES.1 Water Service Area........................................................................................ 2 Figure ES.2 Adjacent
Purveyors........................................................................................ 3 Figure ES.3 Water Facilities Location .............................................................
................... 9 Figure ES.4 Demand Savings ......................................................................................... 12 Figure 2.1 Water Service Area............................
......................................................... 2-2 Figure 2.2 Adjacent Purveyors................................................................................... 2-10 Figure
2.3 Interties ..................................................................................................... 2-15 Figure 4.1 Historical Accounts and Water Use by Customer Class
(2008-2013 Average) .................................................................................. 4-7 Figure 4.2 Historical Peaking Factor by Year (2000 -2013) ..................................
.... 4-12 Figure 4.3 Historical Distribution System Leakage .................................................... 4-14 Figure 4.4 Average Consumption by Month for 2011 to 2013 (Including
Wholesale) ................................................................................................ 4-16 Figure 4.5 Comprehensive Zoning Map ..................................................
................... 4-20 Figure 4.6 Comprehensive Land Use Map ................................................................ 4-22 Figure 4.7 Demographic Projections................................
.......................................... 4-25 Figure 4.8 Projected Retail plus Firm Wholesale ADD and MDD Demands .............. 4-44 Figure 5.1 Water Facility Locations ...........................
................................................... 5-2 Figure 5.2 System Hydraulic Profile ............................................................................. 5-3
March 2015 -DRAFT xiii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC Figure 5.3 Pressure Zone Overview Map ..................................................................
.. 5-6 Figure 5.4 Lea Hill Service Area Pressure Zones and HGL ...................................... 5-10 Figure 5.5 Academy Service Area Pressure Zones and HGL ...................................
5-11 Figure 5.6 Lakeland Hills Service Area Pressure Zones and HGL ............................ 5-13 Figure 6.1 Water Facilities ......................................................................
..................... 6-2 Figure 6.2 MDD Ability to Pump Evaluation ............................................................... 6-18 Figure 6.3 ADD Ability to Pump Evaluation ....................
........................................... 6-23 Figure 6.4 Improvements to the MDD Ability to Pump ............................................... 6-30 Figure 6.5 Improvements to the
ADD Ability to Pump ............................................... 6-31 Figure 8.1 Demand Savings ......................................................................................
8-14 Figure 9.1 Storage Reservoir Components ................................................................. 9-7 Figure 9.2 Future and Existing Demand Allocation ...................................
................. 9-16 Figure 9.3 Fire Flow Requirements ............................................................................ 9-20 Figure 9.4 Sites Requiring Larger Fire Flows
............................................................ 9-21 Figure 9.5 Nodes Exceeding Pressure Criteria in 2021 Without Improvements ........ 9-24 Figure 9.6 Pressure and Velocity
Deficiencies during PHD ...................................... 9-26 Figure 9.7 Fire Deficiencies by Planning Years ......................................................... 9-27 Figure
9.8 Recommended Water Distribution System Improvements ....................... 9-29 Figure 9.9 Pressure and Velocity Deficiencies During PHD with Improvements ....... 9-30 Figure 9.10
Fire Deficiencies with Improvements ........................................................ 9-31 Figure 9.11 North Valley Recommended Water Distribution System ..........................
9-32 Figure 9.12 South Valley Recommended Water Distribution System .......................... 9-33 Figure 9.13 Lea Hill Recommended Water Distribution System Improvements ..........
9-34 Figure 9.14 Lea Hill Recommended Rezone ............................................................... 9-35 Figure 9.15 Academy Recommended Water Distribution System Improvements
....... 9-37 Figure 9.16 Academy Recommended Rezone ............................................................ 9-38 Figure 9.17 Water Repair and Replacement Projects ...............................
.................. 9-40 Figure 10.1 Supply CIP Projects .................................................................................. 10-5 Figure 10.2 Storage CIP Projects ......................
........................................................ 10-11 Figure 10.3 Pump Station CIP Projects ..................................................................... 10-15 Figure
10.4 Distribution System CIP Projects ............................................................ 10-18 Figure 12.1 Auburn Water Utility Organization ................................................
............ 12-4 Figure 12.2 SCADA Schematic .................................................................................. 12-11
February 2015 -DRAFT xiv pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC ACRONYMS & ABBREVIATIONS AACE American Association of Cost Estimators AC asbestos-cement
ACC Auburn City Code ac-ft/year acre-foot per year ADD average day demand AFY acre feet per year AI Aggressive Algona City of Algona AMI Advanced Metering Infrastructure APWA American
Public Works Association ASR aquifer storage and recovery AWC Association of Washington Cities AWWA American Water Works Association BCA Bilateral Compliance Agreement Bonney Lake City
of Bonney Lake BPS booster pump station Cascade Cascade Water Alliance ccf Centum cubic feet CCI Construction Cost Index CCPP Calcium Carbonate Precipitation Potential CCR Consumer Confidence
Report CCT Corrosion Control Treatment CDBG Community Development Block Grant CDPW Community Development & Public Works CEMP Comprehensive Emergency Management Plan CERB Community Economic
Revitalization Board CEU continuing education units cfs cubic feet per second cfm cubic feet per minute CFP Capital Facilities Plan City City of Auburn CIP Capital Improvement Program
CMP Coliform Monitoring Plan
February 2015 -DRAFT xv pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC CPR Conservation Planning Requirements CSCSL Confirmed and Suspected Contaminate Sites
CWD Covington Water District CWSP Coordinated Water System Plan D Distribution improvements DBPR Disinfectants and Disinfection Byproducts Rule DBP disinfection byproducts DHS Department
of Homeland Security DI ductile-iron DNS determination of non-significance DOH Department of Health DSL distribution system leakage DWSRF Drinking Water State Revolving Fund Ecology
Department of Ecology ENR Engineering News Record EOC Emergency Operation Center EPS extended period simulation ERU equivalent residential unit EWE Energy and Water Efficiency FEMA Federal
Emergency Management Agency ft/s feet per second G general improvements gal/ERU gallons per equivalent residential unit GIS geographic information system gpd gallons per day gpm gallons
per minute GMA Growth Management Act G.O. General Obligation GWMP Ground Water Management Plan GWR Groundwater Rule GWUI groundwater under the influence of surface water HAA5 haloacetic
acids HGL hydraulic grade line HPC heterotrophic plate count
February 2015 -DRAFT xvi pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC hp horsepower IA2 Interlocal Agreement 2 IA3 Interlocal Agreement 3 ICS Incident Command
System IDSE Initial Distribution System Evaluation IGEA Investment Grade Efficiency Audit LCRMR Lead and Copper Rule Minor Revisions LFC Local Facilities Charge LIDs Local Improvement
Projects LRAAs locational running annual averages LR Larson Ratio LSI Langelier LUD Lakehaven Utility District MAG electromagnetic MCL maximum contaminant level MCLGs maximum contaminant
level goals M/DBP Microbial/Disinfection By-Product MDD maximum day demand MDRLs maximum disinfectant residual level MFR multifamily residential MG million gallon mgd million gallons
per day MG/year million gallons per year MIT Muckleshoot Indian Tribe M&O Maintenance and Operations MRSC Municipal Research and Services Center of Washington MSDS Material Safety Data
Sheets NIMS National Incident Management System NOM Natural Organic Matter O&M Operations & Maintenance OSHA Occupational Safety and Health Administration PAA potential annexation areas
PGG Pacific Groundwater Group PHD peak hour demand
February 2015 -DRAFT xvii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC PHG public health goal PIC Forest Villa Manor PI Parcel Insight Plan Comprehensive Water
Plan PLC Programmable Logic Controller PNR Public Notification Rule PR pressure reducing Project ID identification number PRV pressure reducing valve psi pounds per square inch PSRC
Puget Sound Regional Council PS pump stations PUD Planned Unit Development PWB Public Works Board Qaw White River Alluvium Qd Vashon Recessional Deltaic Deposits Qom Osceola Mudflow
Qua Undifferentiated Alluvium Qu Undifferentiated Glacial and Interglacial Deposits R storage improvement R5 Residential 5 DU/Acre RAA running annual average RWSA Retail Water Service
Area RWSS Regional Water Supply System S supply improvement SCADA supervisory control and data acquisition SDC Standard Development Charge SDS Safety Data Sheets SDWA Safe Drinking Water
Act SEATAC Seattle-Tacoma International Airport SEPA State Environmental Policy Act SFR Single-family Residential/Duplex SMP Standard Monitoring Program SOC Synthetic Organic Chemical
February 2015 -DRAFT xviii pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/_Cover_TOC SOS Save our Streets SSS System-Specific Study SWTR Surface Water Treatment Rule TCR
Total Coliform Rule TPU Tacoma Public Utility TTHM total trihalomethanes UCM Unregulated Contaminant Monitoring UDF Unidirectional Flushing ULID Utility Local Improvement District USEPA
United States Environmental Protection Agency VA Vulnerability Assessment VFD variable frequency drive VOC volatile organic compound WAC Washington Administrative Code WCIA Washington
Cities Insurance Authority WD#111 King County Water District #111 WETRC Washington Environmental Training Resource Center WFI Water Facilities Inventory WHPA Wellhead Protection Areas
WHP Wellhead Protection WHPP Wellhead Protection Plan WISHA Washington Industrial Safety and Health Act WSSIP Water System Security Improvement Plan WUE Water Use Efficiency
February 2015 – DRAFT ES-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc Executive Summary COMPREHENSIVE WATER PLAN ES.1 INTRODUCTION This executive
summary presents a brief overview of the City of Auburn (City) Comprehensive Water Plan (Plan) including the need for this Plan and proposed improvements for anticipated future growth.
The City initiated this Plan recognizing the importance of planning, developing, and financing water system facilities to provide reliable and efficient service for existing customers
and to serve anticipated growth. The Plan is designed to meet state, county, and local requirements. It complies with the requirements of the Washington State Department of Health (DOH)
as set forth in the Washington Administrative Code 246-290-100, Water System Plan. This Plan contains timeframes that are the intended framework for future funding decisions. However,
these timeframes are estimates and may change depending on factors involved in the processing, project work, and availability of funding. The framework does not represent actual commitments
by the City. ES.2 PLANNING CONSIDERATIONS The City’s Retail Water Service Area (RWSA) boundaries were initially defined through both the South King County and Pierce County coordinated
water-system planning process. The RWSA boundary includes areas within the City limits and potential annexation areas (PAA) as shown on Figure ES.1. Several water purveyors adjoin the
City of Auburn RWSA, as shown in Figure ES.2. These include the cities of Algona, Bonney Lake, Kent, Pacific, and Sumner. Also included are the Covington Water District (CWD), Lakehaven
Utility District (LUD), Water District #111 (WD#111), Highline Water District (HWD), and the Muckleshoot Indian Tribe (MIT). Since the last Plan (adopted in 2012), minor adjustments
to the boundary with Bonney Lake in Pierce County have been agreed upon in principal. Council approvals of the new boundaries are expected in 2015. Interties provide a tool that water
utilities use to move water between systems to meet supply needs, to increase reliability and to respond to emergencies. The City maintains wholesale supply interties with three adjacent
water systems: Algona, CWD, and WD#111. The City also has emergency interties with LUD, WD#111, and the cities of Bonney Lake, Kent, and Pacific.
?æ ? ?¦ ¦ ?æ277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave
124th AveB St 132nd Ave C St A St M StR St M St O 0 0.5 1Miles Figure ES.1 Water Service Area Water Comprehensive Plan Update City of Auburn LegendCity Limits Retail Water Service Area
PAA Roadways
?æ ? ?¦ ¦ ?æ277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave
124th AveB St 132nd Ave C St A St M StR St M St City of Kent Lakehaven Utility District Bonney Lake WD 111 City of Pacific Covington Water District Highline Water District City of Algona
City of Sumner O 0 0.5 1Miles Figure ES.2 Adjacent Purveyors Comprehensive Water Plan Update City of Auburn LegendAuburn City Limits Retail Water Service Area Roadways Adjacent Purveyors
City of Algona Bonney Lake City of Kent City of Pacific City of Sumner Covington Water District Highline Water District Lakehaven Utility District Water District 111 Muckleshoot Indian
Tribe Reservation
February 2015 – DRAFT ES-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc ES.3 POLICIES AND CRITERIA City policies are established in order to support
a vision or mission and to provide a framework for the design, operation, and ongoing well being of the City’s water utility. The policies establish consistency and to ensure that adequate
levels of service are provided throughout the system. The policies also provide documentation to current water-system customers, as well as those considering service from the City. The
City’s Plan establishes the following mission statement for the water utility: “The City will provide for the efficient, environmentally sound and safe management of the existing and
future water system within Auburn’s service area.” The policies included in this plan are developed specifically for the City’s multi-source municipal water system (System Number 03350V).
Table ES.1 summarizes key policies and criteria. The Plan summarizes policies and criteria relating to business practices, service area, operation and maintenance (O&M), financial, planning,
environmental stewardship, and design and construction. Table ES.1 Service Area Policies Summary Comprehensive Water Plan City of Auburn Policy Name Policy Statement Business Practices
City desires to employ recognized best business practices which result in the efficient and cost effective operation of the utility. The City shall identify the key business functions
within the utility and develop supporting best business practices for each. The utility will conduct a performance audit every six years in conjunction with its capital projects planning
cycle to evaluate how well best business practices are being implemented and how effective they are. Retail Service Area The City will plan for and provide water service to all customers
with firm contracts. As supply permits, the City may provide water to customers without firm contracts. Conditions of Service For areas outside the current City limits, but within the
RWSA, the City shall condition service on agreement that development is in compliance with City development standards. Service Extension Extension of the water system should be allowed
provided the area to be served is within the City’s RWSA, the proposed development is consistent with adopted development policies, and associated City costs are reimbursed. Property
owners shall be responsible for extending the water system through the full extent of their property as required by Auburn City Code. Source of Supply It is the City’s goal to have sufficient
system-wide supply facilities (including both permanent and emergency interties) to meet the maximum daily demand (MDD) of the entire system with any single active water supply source
out of service. Pump Stations The City's goal is to have sufficient capacity to allow full service with any single pump out-of-service.
February 2015 – DRAFT ES-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc Table ES.1 Service Area Policies Summary Comprehensive Water Plan City of
Auburn Policy Name Policy Statement Reservoir Storage The City will provide sufficient storage volume so that each storage component (operational, equalizing, fire fighting and emergency)
is provided separately, recognizing that a fire could occur during an emergency (supply or pump station out-of-service). Fire Flow The City has established a fire flow criterion of 1,500
gallons per minute (gpm) for all single-family residential areas of the City and 2,500 gpm for all multifamily residential and all other non-residential land use areas, except parks
and open spaces within the City. Hydrants The maximum distance between fire hydrants in single-family use district zones shall be 600 feet. The maximum distance between fire hydrants
in commercial, industrial, and apartment (including duplex) use district zones shall be 300 feet. Dead-end Mains Provisions shall be made wherever appropriate in any project for looping
all dead-end or temporarily dead-end mains. System Pressure The City of Auburn has established an acceptable system pressure range of 35 to 80 pounds per square inch (psi) for all new
facilities. During fireflow conditions, a minimum pressure of 20 psi is allowed. Distribution System Pipe velocities shall not exceed 8 feet per second in all water mains. Water Use
Efficiency Goals The City will target a 1 percent reduction in equivalent residential unit value for each year until reaching a water use per Equivalent Residential Unit (ERU) of 172
gallons per day (gpd) per ERU. Non-revenue water (water leakage) The City will strive to maintain levels of water leakage for its distribution system at less than 10 percent. ES.4 WATER
REQUIREMENTS The City’s water requirements, or demand, was projected for each customer class (singlefamily residential/duplex, multifamily residential, commercial, manufacturing /industrial,
schools, city accounts, and irrigation). Demand projections were expressed as Equivalent Residential Unit (ERU), average day demand (ADD), and maximum day demand (MDD). One ERU is defined
as the average quantity of water beneficially used by one average, fulltime, single-family residence per day. The quantity of water used by other customer classes, and by the whole system,
can be expressed in terms of equivalent ERUs. The ADD is typically used in operational evaluations. The MDD represents the single largest day water demand during the year and is a key
parameter for infrastructure sizing. The City provided water to approximately 56,000 people through 13,910 retail accounts as of the end of 2013. Between 2008 and 2013 the average day
demand (ADD) has ranged from 7.16 million gallons per day (mgd) in 2011 to 8.61 mgd in 2009 and averaged 7.74 mgd. The MDD has ranged from 11.43 mgd in 2011 to 14.36 mgd in 2009. From
2008 to 2013, the total number of connections increased by 6 percent, while the average annual total water consumed declined by approximately 10 percent. The decline was likely caused
by multiple factors, including the economic downturn from 2008 to 2010, continued water
February 2015 – DRAFT ES-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc use efficiency (WUE) activities, and higher water use efficiency in new
and renovated homes and offices. The total projected annual ADD and MDD, along with wholesale demands, are summarized in Table ES.2. Projected demands were developed based on projected
customer accounts, which used demographic growth rates provided by the City, and the expected water use. The expected water use was based on historical information. The City has historically
used the 75th percentile statistic in its demand projections to provide a factor of safety, without being overly conservative. For comparison purposes, the average water use can be expressed
in relation to ERUs where water use per ERU was 195 gpd/ERU. The peak demands can be expressed as an MDD/ADD peaking factor, which is the relative magnitude of MDD compared to the ADD.
The City’s MDD/ADD peaking factor was 1.82. Distribution system leakage (DSL) was also included in the demand projections. DSL represents the difference between production and documented
water use (retail, wholesale, and authorized unmetered). State rules require that the three-year average of distribution leakage be maintained at less than 10 percent of the supply.
The total 3-year rolling average DSL for 2000 through 2013 was between 5.6 percent and 9.7 percent of the total production, meeting the regulatory requirements. The City has chosen a
planning value of 9.5 percent for DSL by using the 75th percentile of the historical data. The City has wholesale agreements to sell water to the City of Algona, CWD, MIT, and WD#111.
The current contract with Algona is a firm wholesale agreement to deliver 525,000 gallons of ADD and 1,114,000 gallons of MDD. The City also needs to plan for supply to the MIT future
fish hatchery. An agreement dated from 1986 requires that the City provide the tribe with a firm average annual demand of 2.5 mgd from Coal Creek Springs and a firm maximum demand during
the summer of 1.9 mgd. The City’s agreements with CWD and WD#111 is on an interruptible basis and requires the City to sell 2.5 mgd to CWD and 2.5 mgd to WD#111. CWD did not renew its
purchase agreement in 2010; however, the City may provide supply per the Interlocal Agreement 2 upon request of CWD as determined by the City. Table ES.2 ADD, MDD, and ERUs Summarized
for Each Service Area with Wholesale Comprehensive Water Plan City of Auburn Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Lea Hill Average Day Demand, mgd 1.26 1.37 1.45 1.60 Maximum
Day Demand, mgd 2.30 2.50 2.63 2.92 Equivalent Residential Units 5,829 6,343 6,687 7,411
February 2015 – DRAFT ES-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc Table ES.2 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale
Comprehensive Water Plan City of Auburn Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Valley Average Day Demand, mgd 4.84 5.23 5.77 6.27 Maximum Day Demand, mgd 8.81 9.52 10.51 11.41
Equivalent Residential Units 22,370 24,169 26,677 28,964 Lakeland Hills Average Day Demand, mgd 0.38 0.43 0.46 0.49 Maximum Day Demand, mgd 0.69 0.78 0.83 0.89 Equivalent Residential
Units 1,757 1,983 2,113 2,247 Academy Average Day Demand, mgd 0.69 0.71 0.74 0.79 Maximum Day Demand, mgd 1.26 1.29 1.35 1.44 Equivalent Residential Units 3,187 3,266 3,419 3,665 Total
Retail Customers Average Day Demand, mgd 7.17 7.74 8.42 9.15 Maximum Day Demand, mgd 13.06 14.09 15.32 16.66 Equivalent Residential Units 33,142 35,761 38,897 42,287 Retail With Firm
Wholesale (Algona) Average Day Demand, mgd 10.02 10.59 11.28 12.01 Maximum Day Demand, mgd 15.44 16.47 17.71 19.06 Retail With Firm & Interruptible Wholesale (CWD and WD#111) Average
Day Demand, mgd 15.02 15.59 16.28 17.01 Maximum Day Demand, mgd 20.44 21.47 22.71 24.06 ES.5 EXISTING SYSTEM The City owns and operates a multi-source municipal water system (DOH ID
03350V), which includes supply, treatment, storage, and distribution of potable water to residential, commercial, and wholesale customers. Service is provided to four major service areas,
February 2015 – DRAFT ES-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc which are further divided into pressure zones as required by local topography.
The major service zones and associated service elevations are summarized in Table ES.3. Table ES.3 Service Area Elevations Comprehensive Water Plan City of Auburn Service Area Elevation
Range, ft. Valley 39 -235 Lea Hill 58 -513 Academy 171 – 444 Lakeland Hills 78 -578 The City's four major service areas and the location of key elements of the water system are shown
in Figure ES.3. The City sources of supply include two springs, ten wells, and Tacoma wholesale water supply. Wells 1, 2, 3A, 3B, 4, 6, 7, Coal Creek Springs, and West Hill Springs provide
water to the Valley service area, while Wells 5, 5A, and 5B provide water to the Lakeland Hills service area. Tacoma wholesale supplies are received through two interties: the B St NW
Intertie in the Valley Service Area and the 132nd Ave SE Intertie in the Lea Hill Service Area. The City operates and maintains pump stations to move water throughout the piping network
and to provide water at the required service pressures. Pump stations supply water from the Valley Service Area to the Lea Hill, Academy, and Lakeland Hills Service Areas. Additionally,
booster pump stations are used to supply high elevation areas in the Academy, Lea Hill, and Lakeland Hills Service Areas. The City also operates the Intertie Pump Station in Lea Hill
Service Area to provide wholesale supplies to WD#111. The City currently maintains a total of 15.8 million gallons (MG) of water storage in eight water reservoirs. Each of the City’s
service areas contains two reservoirs to aid in system operation and maintenance. Water treatment in the City includes chlorination, corrosion control treatment (CCT), and metals removal.
All wells, except Well 5, are equipped with some level of treatment. Water quality improvements have recently been completed at several sites to convert the current gas chlorination
systems to hypochlorite. Hypochlorite systems are a safer way to operate disinfection facilities.
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* T LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $
c³ $ ?¦ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th
St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Figure ES.3
Water Facility Locations Comprehensive Water Plan City of Auburn Legend !GReservoir Water Distribution System Water Service Areas #*Intertie TSpring L Well TÚ_Pump Station GFTreatment
Facility hgClosed Valve c³ $PRVs 8" and Smaller 10 -16" 18" and Larger TÚ_Pump Station (Decomissioned) City Limits Retail Water Service Area Roadways Academy Lakeland Hills Lea Hill
Valley
February 2015 – DRAFT ES-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc The City’s water transmission and distribution system includes nearly 250
miles of pipeline. Pipe size varies from 4 to 24 inches, with predominance of 8-and 12-inch diameter pipe. The existing data shows that over 90 percent of the distribution system is
ductile-iron (DI) pipe. Pipes made of asbestos-cement, steel, and concrete cylinder make up the remaining pipes in the system. In 2015, the last remaining asbestos-cement pipes in the
water system will be replaced with DI pipe. ES.6 WATER RESOURCES The City currently holds certificated, primary water rights and claims with a total instantaneous flow (Qi) of 19,075
gpm (27.47 mgd) and an average annual flow (Qa) of 21,002 acre-foot per year (ac-ft/year) (18.75 mgd). The City’s water rights are sufficient to supply the City through 2035; therefore,
no new water rights applications are recommended. The City’s total instantaneous supply capacity is 14,686 gpm (21.15 mgd) and the total annual capacity is 17,104 ac-ft/year (15.02 mgd)
mgd, based on the City’s ability to pump from the existing system. The existing instantaneous supply capacity will be deficient starting in 2019. The City will need to provide a minimum
additional supply of 2,100 gpm by the end of the planning period to address this deficiency. To meet the projected deficit, the City has developed a five-part water supply strategy as
follows: · Improve existing supply facilities: The source improvement strategy to meet the future demands includes improvements to Coal Creek Springs, manganese treatment of Well 7,
and expansion of Howard Road CCT. Additionally, Well 2 and Well 3A/B will be replaced to maximize the capacity and operational flexibility of the water system. Manganese treatment may
also be needed for Well 3A/B to make full use of these supplies. · Use cost-effective wholesale supplies from Tacoma to their full extent: The City has obtained 3,556 gpm (5.12 mgd)
of peak season and 1,736 gpm (3.5 mgd) of average day wholesale supplies from Tacoma. The City may also secure additional permanent or temporary (market-rate) supplies from Tacoma in
the short-term planning period. · Secure additional water rights: The City has an application into the Ecology for new primary water rights. The new rights will provide supply for the
City, Algona, MIT, Covington Water District, and WD#111. The City may also consider securing additional wholesale supplies from Tacoma. · Consider opportunities for water reuse: Water
reuse, as reclaimed water, is a potential source of supply. No reclaimed water is currently available from King County Metro sewer system in the City, who treats the City’s sewage. The
City will continue to participate in local and regional wastewater reuse planning efforts to identify new opportunities.
February 2015 – DRAFT ES-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc · Continue an aggressive Water Use Efficiency Program: To reduce or delay
the need for more supplies the City will continue to reduce demand through a WUE, which is discussed in more detail in an subsequent section. ES.7 WATER QUALITY The City is in compliance
with all current regulatory requirements, including monitoring requirements. The following actions are recommended to maintain future compliance: 1. It is recommended that the City continue
its monitoring program. Continue to routinely evaluate water quality parameters and potential issues throughout the system to maximize the water supply benefit and minimize potential
adverse water quality issues. 2. The City should continue to coordinate with Tacoma concerning the water quality of the wholesale supplies. It is recommended that the City add continuous
chlorine analyzers at each intertie with supervisory control and data acquisition (SCADA) connections to monitor and record residual at the interties. Additional sampling at the Tacoma
interties is recommended to fill in gaps in existing source water quality data. 3. Continue to take actions recommended by the DOH to correct deficiencies identified in the 2012 Sanitary
Survey. 4. Contact the DOH regional engineer to determine whether treatment provided at the City’s sources is sufficient to provide 4-log virus inactivation or removal, especially West
Hill Springs and Well 1 (upon completion of the improvements). 5. Update the City’s Water Quality Management Plan, as necessary, to address changes due to forthcoming source improvement
projects. ES.8 WATER USE EFFICIENCY The development of the WUE program is the foundation for using water wisely. The 2015-2020 WUE program will be a continuation of the existing program
with specific enhancements to the program to comply with current regulations. The proposed goal for the 2015-2020 WUE program will target a 1 percent reduction in the ERU value per year
from the current planning ERU value of 195 gpd/ERU. Re-evaluate goal when the planning ERU value reaches less than 172 gpd/ERU. WUE measures are projected to reduce retail MDD by 1.72
mgd by 2020 and 3.53 mgd by the year 2035, as shown in the Figure ES.4. The City is planning to implement water meter and billing system improvements that will provide advanced meter
infrastructure (AMI) throughout the system during the 2015-2020 program period. In addition to the operational and financial benefits, AMI will provide a new tool for the WUE Program.
For example, the AMI meters may be able to identify substantially more water loss reduction opportunities than previously possible.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_ES_4.docx 7.12 7.26 7.54 7.74 8.42 9.15 7.05 7.04 7.09 7.10 7.42 8.07 12.40 13.22 13.74 14.09 15.32 16.66 11.63 12.11
12.18 12.23 12.77 13.88 6.00 8.00 10.00 12.00 14.00 16.00 18.002010 2015 2020 2025 2030 2035 Demand (mgd) Year ADD w/o WUE ADD w/WUE MDD w/o WUE MDD w/WUE DEMAND SAVINGS FIGURE ES.4
CITY OF AUBURN COMPREHENSIVE WATER PLAN
February 2015 – DRAFT ES-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc ES.9 SYSTEM ANALYSIS The City’s water system includes pump station, storage,
and distribution network. An analysis of the City’s water system was conducted to identify deficiencies in the system and recommended improvement projects to resolve the identified deficiencies.
Implementation of the improvement projects were assigned into three planning horizons: short-term from 2015-2021, medium-term from 2022-2025, and long-term from 2026-2035. The pump stations
(PS) and booster pump stations (BPS) were analyzed to ensure there was sufficient capacity to maintain the required level of service and identify improvements, where needed. Due to capacity
considerations and age, one PS will be replaced and one PS will be decommissioned. Due to fire flow demands and reliability requirements, one BPS will be expanded and one BPS will be
replaced. Additionally, backup power will be added to one PS. Historically, the City has considered storage in each service area independently. New sources and PSs increase the ability
of the system to operate as an interconnected whole. This new operational ability allows sharing of storage between the service areas and reduces the overall need for new storage. However,
the analysis of storage indicates that the Valley Service Area will require additional storage. To meet the future storage requirements, a combination of new storage, improvements to
existing reservoirs, and supply improvements are proposed. The water distribution network was evaluated using demands and fire flows. To satisfy the City’s criteria, the system should
be able to maintain pressures of 35 psi at all times except during a fire. The system needs to provide fire flow under MDD conditions, while maintaining a minimum pressure of 20 psi
or greater. The velocity in transmission and distribution mains should be less than 8 feet per second. The City’s fire flow requirements are 1,500 gpm for residential areas and 2,500
gpm for all other land use areas, except City parks and open spaces. Hydraulic analysis showed a number of pipe improvements are required in the future to meet the City’s criteria. ES.10
CAPITAL IMPROVEMENTS PLAN The Capital Improvement Plan (CIP) was developed which identifies system improvements needed to meet customer demands through the 20 year planning period. Planning-level
cost estimates were developed for each of the recommended projects for budgeting purposes. These costs are planning level estimates only and should be refined during predesign of the
projects. Cost estimates are presented as total project costs in October 2014 dollars. Cost estimates were developed using a Class 5 budget estimate, as established by the American Association
of Cost Estimators (AACE). This level of estimate is used for
February 2015 – DRAFT ES-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc strategic business planning purposes, including long-range capital planning.
Planning costs include engineering, legal, administration, and construction management costs. Construction costs include the cost of material, labor, a 30 percent contingency, markup
for contractor overhead and profit, and sales tax on both services and materials. The capital projects identified are categorized into water supply (S), storage (R), pump stations (PS),
distribution (D), and general improvements (G). The projects anticipated for the next six years total $35.5M, which are summarized in Table ES.4. The project costs shown in Table 10.7
are divided into three categories: 1) upgrade; 2) expansion; and 3) repair and replacement. Projects may include elements of multiple categories. The City uses this information to develop
rates and System Development Charges. The total costs for upgrade related projects over the next six years is $7.9M, the total cost for expansion related projects over the next six years
is $7.9M, and the total cost for repair and replacement related projects over the next six years is $19.8M. ES.11 FINANCIAL The objective of the financial plan is to identify the total
cost of providing water service and to provide a financial program that allows the water utility to remain financially viable during execution of the 2015-2021 CIP. This viability analysis
considers the financial condition of the utility over the past six-year period (2008-2013), the sufficiency of utility revenues to meet current and future financial and policy obligations,
and the financial impact of executing the CIP. For the 2015-2021 planning horizon, the City identified 27 projects valued at $35.51 million in current day dollars ($41.27 million inflated).
Sources of funding to support this CIP include revenue bonding of $34.92 million (85 percent) and cash funding of $6.35 million (15 percent). Annual debt service for existing and bond
issuances is forecasted to total approximately $2.69 million in 2015, increasing to $4.87 million by 2021. Operating expenses for the Utility, including annual debt service and rate-funded
system reinvestment, is forecasted to increase from approximately $13.67 million in 2015, to $18.05 million by 2021. To fund these financial obligations, the primary source of revenue
for the utility is collections from water service charges. Total revenues are forecasted to provide $13.85 million in 2015 and increase to $18.45 million by 2021. The forecasted revenues
were developed using the approved 3.5 percent annual increase in rates from 2015 through 2017 and an additional average 5.7 percent annual increase starting in 2018. As a result, the
financial condition is forecasted to end 2015 with a surplus of about $171,873 increasing to approximately $410,176 by 2021.
February 2015 – DRAFT ES-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc ES.12 MAINTENANCE AND OPERATIONS The Maintenance and Operations (M&O) Water
Division is led by the Assistant Director of Public Works Operations, the Water Manager, Water Operations Supervisor, and the Water Distribution Supervisor. The Water Manager is designated
as the individual responsible for the water system M&O staff. The Water Manager is designated as manager of the Water Distribution Supervisor and Water Operations Supervisor. The City
maintains a robust communication system to contact Water Utility personnel during normal work-hours and after-hours. This system is necessary to respond to customer requests, routine
maintenance, or emergency situations. Maintenance staff vehicles and other rolling stock are all equipped with radios and personnel carry cellular phones. The Water Utility also has
access to an inventory of portable emergency use radio units should they be required. Primary operation of the City’s Water System is maintained via the SCADA computerized control system.
A software program called “Wonderware” works in association with SCADA to provide real time graphical display of system data for staff monitoring and control. The City’s SCADA system
is located in the Public Works M&O Building, and responsibility for the system falls under the Water Operations Manager and associated staff. The Water Operations Division maintains
an active and ongoing program of water quality monitoring and reporting to ensure a safe, high quality water supply. Two staff members are responsible for water quality monitoring, sampling,
control, and record keeping. The Water Operations Division also receives assistance from the Engineering Services -Water Quality Program Coordinator. The City’s Public Works Department
has prepared a Public Works Emergency Response Manual as a guide for management of emergency situations. The manual is a valuable tool for responding to emergency situations. The primary
objectives of the Manual are the protection of life and property and restoration of essential services.
February 2015 – DRAFT ES-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc Table ES.4 Capital Improvements Program Costs and Phasing Comprehensive
Water Plan City of Auburn CIP ID NAME Year SHORT-TERM Upgrade Expansion Repair & Replacement FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 FY 2015 -2021 Total Supply S-01 Well
1 On-site Improvements Project 2015 50% 0% 50% $50,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $50,000.00 S-02 Well 4 Emergency Power Improvements Project 2015 100% 0% 0% $50,000.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00 $50,000.00 S-04 Cascade Water Alliance Water Purchase 2017-2029 0% 100% 0% $0.00 $0.00 $532,561.00 $532,561.00 $532,561.00 $2,164,491.00 $2,164,491.00 $5,926,665.00
S-07 Well Inspection and Redevelopment Program 2017-2033 20% 0% 80% $50,000.00 $0.00 $150,000.00 $0.00 $150,000.00 $0.00 $0.00 $350,000.00 S-08 Water Resources Protection Program Annual
20% 0% 80% $24,597.00 $25,335.00 $26,095.00 $26,878.00 $27,685.00 $28,515.00 $29,371.00 $188,477.00 S-09 Coal Creek Springs Collector Improvements 2018-2019 20% 0% 80% $0.00 $0.00 $0.00
$800,000.00 $2,600,000.00 $0.00 $0.00 $3,400,000.00 S-13 Algona Well 1 Decommissioning 2015 0% 0% 100% $39,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $39,000.00 S-17 West Hill Springs
Flow Control Improvements 2015 50% 0% 50% $455,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $455,000.00 S-19 Well 6 VFD Pump Project 2015 100% 0% 0% $50,000.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $50,000.00 Subtotal $718,597.00 $25,335.00 $708,656.00 $1,359,439.00 $3,310,245.00 $2,193,006.00 $2,193,861.00 $10,509,142.00 Storage R-01 Lakeland Hills Reservoir 5 Improvements
2015 50% 0% 50% $735,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $735,000.00 R-03 Annual Reservoir R&R Program Annual 50% 0% 50% $50,000.00 $50,000.00 $50,000.00 $50,000.00 $50,000.00
$50,000.00 $50,000.00 $350,000.00 R-05 Reservoir Painting 2020 & 2022 0% 0% 100% $0.00 $0.00 $0.00 $0.00 $0.00 $1,250,000.00 $0.00 $1,250,000.00 R-06 Reservoir Seismic Rehabilitation
2018-2019 80% 0% 20% $0.00 $0.00 $0.00 $357,500.00 $357,500.00 $0.00 $0.00 $715,000.00 Subtotal $785,000.00 $50,000.00 $50,000.00 $407,500.00 $407,500.00 $1,300,000.00 $50,000.00 $3,050,000.00
Pump Stations PS-03 Green River PS Back-Up Power 2017-2018 50% 0% 50% $0.00 $0.00 $90,000.00 $600,000.00 $0.00 $0.00 $0.00 $690,000.00 PS-04 Intertie Booster Pump Station Improvements
2021 25% 25% 50% $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,303,000.00 $ 1,303,000.00 PS-07 Academy PS No. 1 Improvements 2017-2018 50% 0% 50% $0.00 $0.00 $925,000.00 $1,200,000.00 $0.00
$0.00 $0.00 $2,125,000.00 Subtotal $0.00 $0.00 $1,015,000.00 $1,800,000.00 $0.00 $0.00 $1,303,000.00 $4,118,000.00
February 2015 – DRAFT ES-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Executive Summary.doc Table ES.4 Capital Improvements Program Costs and Phasing Comprehensive
Water Plan City of Auburn CIP ID NAME Year SHORT-TERM Upgrade Expansion Repair & Replacement FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 FY 2015 -2021 Total Distribution
System D-02 Annual Distribution Improvements Program 2017-2031 20% 0% 80% $0.00 $0.00 $300,000.00 $1,000,000.00 $300,000.00 $1,000,000.00 $300,000.00 $2,900,000.00 D-03 SCADA Upgrades
2015 50% 0% 50% $10,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $10,000.00 D-06 Street Utility Improvements Annual 20% 0% 80% $1,519,895.00 $500,000.00 $500,000.00 $500,000.00 $500,000.00
$500,000.00 $500,000.00 $4,519,895.00 D-09 Water Repair and Replacements 2015-2031 20% 0% 80% $0.00 $0.00 $0.00 $300,000.00 $1,000,000.00 $300,000.00 $1,000,000.00 $2,600,000.00 D-10
Pipe Asset Management Study 2018 50% 0% 50% $0.00 $0.00 $0.00 $50,000.00 $0.00 $0.00 $0.00 $50,000.00 D-13 Lea Hill PRV Station Improvements 2015-2016 50% 0% 50% $50,000.00 $400,000.00
$0.00 $0.00 $0.00 $0.00 $0.00 $450,000.00 D-14 Valley AC Main Replacement 2015 20% 0% 80% $50,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $50,000.00 Subtotal $1,629,895.00 $900,000.00
$800,000.00 $1,850,000.00 $1,800,000.00 $1,800,000.00 $1,800,000.00 $10,579,895.00 General G-04 Comprehensive Water Plan Update -2014 2015 50% 0% 50% $50,000.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $50,000.00 G-05 Utilities Field Operations Center 2015 100% 0% 0% $300,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $300,000.00 G-06 MIT Master Meters 2015 20% 0% 80% $400,000.00
$0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $400,000.00 G-09 Water Meter & Billing System Improvements 2015-2019 20% 0% 80% $1,000,000.00 $1,000,000.00 $1,500,000.00 $1,500,000.00 $1,500,000.00
$0.00 $0.00 $6,500,000.00 Subtotal $1,750,000.00 $1,000,000.00 $1,500,000.00 $1,500,000.00 $1,500,000.00 $0.00 $0.00 $7,250,000.00 TOTAL 22% 22% 56% $4,883,492.00 $1,975,335.00 $4,073,656.00
$6,916,940.00 $7,017,745.00 $5,293,006.00 $4,043,862.00 $35,507,037.00
February 2015 -DRAFT 1-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch01 Chapter 1 INTRODUCTION 1.1 PURPOSE The City of Auburn (City) prepared this Comprehensive Water
Plan (Plan) to document the water utility system (water system), its programs, and analyze the future needs of the water system. This Plan is an update to the City’s 2009 Plan, which
was approved in 2012. 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 improvement
projects to meet future water demands. Maintaining a current Plan is required to meet the regulations of the Washington State Department of Health (DOH) and the requirements of the Washington
State Growth Management Act. This plan complies with the requirements of DOH as set forth in the Washington Administrative Code (WAC) 246-290-100, Water System Plan. This Plan contains
timeframes that 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 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 2013, the City selected
the Carollo Engineer’s team to prepare 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 infrastructure 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. Planning Considerations (Chapter
2): Describe system history, water service area, and interconnections with adjacent water utilities.
February 2015 -DRAFT 1-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch01 Policies and Criteria (Chapter 3): Establish clear policies and criteria relating to water
service and within the City’s water system. Water Requirements (Chapter 4): Identify historical water use and project future demands based on growth projections. Existing System
(Chapter 5): Document the existing water system supply, storage, and distribution facilities. Water Resources (Chapter 6): Document existing and potential future water resources available
to the City for meeting demands. Water Quality (Chapter 7): Review existing water quality data for the system and discuss existing and forthcoming regulatory requirements on the City
water system. Water Use Efficiency (Chapter 8): 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. System Analysis (Chapter 9): Analyze storage and booster pump stations capacity. Evaluate the distribution system using the City’s calibrated InfoWater hydraulic
model. Capital Improvements Plan (Chapter 10): Summarize identified water system deficiencies and develop a program of recommended capital improvements, including costs and timing.
Financial (Chapter 11): Summarize the City’s total cost of providing water service, assurances that the utility improvement schedule will be implemented, and established fees for service.
Operations and Maintenance (Chapter 12): Provide a comprehensive review of operations and maintenance of system facilities. 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 as set forth in the WAC 246-290-100, Water System Plan. 1.4 LOCATION The City is centrally located between Seattle and Tacoma in both King County and Pierce County, Washington.
The City encompasses 29.8 square miles. Adjacent cities include: Pacific, Algona, Bonney Lake, Federal Way, Kent, Sumner, and Covington. 1.5 OWNERSHIP AND MANAGEMENT The City owns their
water system (DOH ID 03350V) and serves the majority of the City of Auburn as delineated by the Retail Water Service Area (RWSA). The RWSA boundaries
February 2015 -DRAFT 1-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch01 are further described in Chapter 2. The City additionally provides water to the City of Algona
(Algona), King County Water District #111 (WD#111), and the Muckleshoot Indian Tribe. The City provides internal staffing for the management, operations, and maintenance of the water
system. 1.6 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. 1.7 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 WAC 246-290-100. The City
will submit this plan to DOH, King and Pierce Counties, adjacent utilities, and local governments as part of the Agency Review process. See Appendix B for the Comment Letters. As required
by WAC 246-290-108, a local government review checklist is required as part of this plan and is included in Appendix C. The Adopting Resolution is included in Appendix C, documenting
the plan approval by the City Council. 1.8 ACKNOWLEDGEMENTS Carollo and their team member Robinson Noble wish to acknowledge and thank the following individuals for their efforts and
assistance in completing this Plan. Kevin Snyder, Director of Community Development and Public Works Ingrid Gaub, Assistant Director of Engineering Services & City Engineer Lisa
Tobin, Utilities Engineering Manager Susan Fenhaus, Water Utility Engineer Jirong Lu, Civil Engineer -Utilities Randy Bailey, Assistant Director of Public Works Operations Allen
Hunter, Water Manager Phil Ast, Water Operations Supervisor Josh Flanders, Water Distribution Supervisor
October 2014 -DRAFT 2-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 Chapter 2 PLANNING CONSIDERATIONS 2.1 PLANNING CONSIDERATIONS This chapter includes a description
of the area served by the City of Auburn’s (City) water utility. A brief history of the water system provides insight into how the system has developed over time. Information on adjacent
water utilities provides an understanding of existing and potential opportunities for collaborative activities that can enhance the system’s reliability or reduce costs. 2.2 RETAIL WATER
SERVICE AREA The City’s Retail Water Service Area (RWSA) boundaries were initially defined and documented through the South King County Coordinated Water System Plan (CWSP) in 1989.
The current boundaries of the RWSA have been adjusted since 1989. An area of Pierce County was incorporated into the RWSA through the Pierce County Coordinated Water System Planning
process (1997) and interlocal agreements with the City of Bonney Lake (Bonney Lake) (1998), Lakehaven Utility District (LUD) (2004), the City of Kent (Kent) (2006) and King County Water
District #111 (WD#111) (2006). In 2014, the City proposed an updated boundary with Bonney Lake to reflect current parcel boundaries. The resulting RWSA boundary resolves comments made
by Pierce County in the 2012 Plan. Additionally, subsequent planning and work with adjacent jurisdictions established several potential annexation areas (PAA) that provide for growth
of the City over the planning period. The City limits, RWSAs, and the PAAs are shown on Figure 2.1. Copies of the Service Area Agreements can be found in Appendix D. For areas outside
the City’s municipal boundaries, the City maintains water franchises that allow for construction and operation and maintenance of its facilities. Water system design and construction
in the franchise areas are consistent with franchise requirements and the standards included in this Comprehensive Water Plan. 2.3 WATER SYSTEM HISTORY The earliest record of a potable
water system for the City is the Peasley Canyon supply in 1884. Surface water was supplied to the City (then called Slaughter), through a 4-inch wood-stave pipe from a Peasley Canyon
Reservoir. In 1907 the City purchased West Hill Springs for $2,000. The West Hill Springs, with production of 540,000 gallons of water per day (gpd), remains in service today. In 1915,
the City constructed a 210,000-gallon concrete reservoir to store water from the West Hill Springs. The reservoir was removed in 1988 and all of the water produced from the West Hill
Springs now flows continuously into the system. By 1922, the City population had
?¦ ?¦ West Hill Spring 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave
112th Ave 124th AveB St 132nd Ave C St A St M StR St M St O 0 0.5 1Miles Figure 2.1 Water Service Area Comprehensive Water Plan City of Auburn Legend City Limits Retail Water Service
Area Parcels
October 2014 -DRAFT 2-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 grown to a few thousand, and the City decided to supplement the West Hill Springs with groundwater
wells. Wells were drilled in the downtown area and pump stations were constructed. One well was located at the present site of City Hall (25 West Main Street). While these early wells
and pump stations served the City for many years, they have long been abandoned. The initial water distribution system consisted of wooden pipes. The first recorded steel water main
was installed in 1924. It was a 10-inch pipeline from the West Hill Springs to the valley floor. By 1925, City growth required additional water supply development and construction of
storage facilities. The Coal Creek Springs collection system, consisting of a 24-inch, wood-stave supply pipeline connected to a booster pump station, located at the present Howard Road
site, and an uncovered 3.0-million gallon (MG) reservoir (called City Reservoir 1) were constructed. The booster pump station included five hydraulic ram-type pumps to move water from
the springs up to the reservoir through a 14-inch pipeline and then through a 16-inch wood-stave pipeline to the distribution system. Three of the ramtype pumps were still in operation
until 1962. By 1946, the City population had increased to 6,500. The City constructed a second pump station, the Coal Creek Pump Station, to pump water from Coal Creek Springs into the
distribution system. The station consisted of a pump house and one electric pump. A second pump was later added to increase the pumping capacity to 2,000 gallons per minute (gpm). In
1953, a third pump was installed in the Coal Creek Pump Station to bring the pumping capacity to 3,000 gpm. Like the hydraulic ram-type pumps, the electric pumps boosted water from Coal
Creek Springs to Reservoir 1. In 1959, the 16-inch wood-stave pipeline from Reservoir 1 into the distribution system was replaced with a 16-inch cast iron pipeline. Two years later,
initial water system facilities for the Academy Service Area were constructed. These included the Academy Pump Station with 300-gpm and 500-gpm pumps, a 500,000 gallon steel reservoir
and approximately 2 miles of 10-inch cast iron water line from the pump station to the reservoir. The Academy distribution system was constructed in 1961. A larger 1.0-MG reservoir (Reservoir
8A) was constructed in 1973. The Academy system was improved again between 1978 and 1980, with a second booster pump station (two 750-gpm pumps and an emergency power generator), a 1.5-MG
steel reservoir (Reservoir 8B) and approximately two miles of 14-inch ductile iron transmission pipeline. The 500,000-gallon reservoir constructed in 1959 was removed at that time. The
City began to supplement its two spring water supplies with a well system in 1960. Well 1, in operation until an unexplained drop in water level in 1998, was drilled and equipped with
a 2,100-gpm pump. It was the only well in service until Well 2 (3,000-gpm capacity) was constructed in 1969.
October 2014 -DRAFT 2-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 The City expanded service to the Lea Hill area between 1964 and 1965. Basic facilities for the
Lea Hill Service Area included the Lea Hill Pump Station, with two 600-gpm pumps, a 1.0-MG steel reservoir (Reservoir 4A) and approximately two miles of 12-inch ductile iron pipeline
from the Porter (8th Street NE) Bridge to the reservoir. The Lea Hill distribution system was constructed at the same time and consisted of 6-inch and 8-inch ductile iron distribution
water lines. A second 1.5-MG reservoir (Reservoir 4B) was constructed next to the 1.0-MG reservoir in 1983. The Coal Creek supply system was extensively modified in 1964. New collector
piping was installed at Coal Creek Springs; the 24-inch wood-stave pipe from the Springs to the Coal Creek Pump Station was replaced with a 24-inch concrete pipe; the Coal Creek Pump
Station was equipped with new piping manifolds, and two of the then existing pumps were replaced with a new 1,500-gpm pump and a new 2,500-gpm pump. In 1975, the City replaced Reservoir
1, an uncovered 3-MG reservoir, with a covered 5-MG concrete reservoir, also named Reservoir 1. A control pressure reducing station serving the Valley Service Area was installed near
the Coal Creek Pump Station along with a 30-inch ductile iron water line from the new reservoir. At the same time, an underground 3.6-MG storage (Reservoir 2) was constructed on Lea
Hill above the Lea Hill Pump Station. Like Reservoir 1, Reservoir 2 also serves the Valley Service Area. The City added a supervisory control telemetering system in 1975. The control
system controls all reservoirs, wells and pumps from the Maintenance and Operations building. This telemetry control system was upgraded in 1987. In 1976, a chlorination station was
constructed at Coal Creek Springs, replacing the system located at the Coal Creek Pump Station. The chlorination system at West Hill Springs (located near West Valley Highway) was moved
in 1992 as a result of road construction. Many improvements occurred in the early 1980s, including extension of the water system south of the White River with the development of Lakeland
Hills Divisions Nos. 1, 2, and 3 in 1982. The Lakeland Hills facilities included a 12-inch diameter well (Well 5), a well house, a 1,000-gpm submersible pump, a 1.0-MG steel reservoir,
three pressure-reducing stations and 8-to 12-inch distribution water lines. Well 3A was constructed in 1983. This 1,500-gpm well was equipped with an automatic standby generator and
pumps directly into the Valley Service Area. In 1984, Well 3B (1,500-gpm) was completed adjacent to Well 3A. A chlorination system was included with Well 3B that can chlorinate both
Wells 3A and 3B. Well 4, with a capacity of 3,000-gpm, was completed in 1985. Well 4 pumps directly into Reservoir 1. It is also capable of feeding the south end of the Valley distribution
system through a pressure reducing station located on 25th Street SE, if low pressures are caused by fire fighting or other emergencies require this additional water supply.
October 2014 -DRAFT 2-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 A booster pump station was added to the Lakeland Hills system in 1989 to accommodate growth
and provide pressure for development at higher elevations. The station consists of a three-pump pressure sustaining package system and two large-capacity fire pumps. In 1991, Braunwood
Estates (now called Hidden Valley) was accepted as a satellite water system providing water to thirteen 5-acre lots in the southeast portion of the City. Constructed by the developer,
the system was turned over to the City to operate and maintain. The Hidden Valley system consists of a well, a 33,000-gallon reservoir (for fire storage), and hydro-pneumatic tanks to
maintain system pressure. The well produces 20 gpm. Because of its location, this system is not connected to the City distribution network. Well 5A was constructed in Lakeland Hills
in 1993 to provide additional water for continued growth. This well has a capacity of 180 gpm and pumps directly into the Lakeland Hills distribution system. Following the 1995 Comprehensive
Water Plan, the City implemented several significant improvements identified in the plan, as well as others required to serve a growing customer base. In 1995, the City secured a water
rights attorney to assist in developing a Water Rights Strategy for obtaining the additional water rights needed to meet future supply requirements. An integral part of the strategy
was to complete technical studies of the local groundwater system, including the deep aquifer the City has traditionally used as a supply source. Two key elements of the program were
the installation of monitoring wells and river gauges and the assessment of the existing City wells in the deep aquifer. The groundwater and local river levels were collected with data
loggers, recorded in a newly developed database, and documented in annual reports. Pacific Groundwater Group in the 1999 Hydrogeologic Characterization Report summarized the ground-water
study. Lastly, the program included the development of a regional ground-water model. The regional groundwater model using the USGS model program, MODFLOW, was completed in 2000 and
could be used to analyze the impact of potential ground-water withdrawal scenarios. In 1996, the City entered into Interlocal Agreement 3 (IA3) with the City of Algona (Algona) for a
firm quantified (uninterruptible) wholesale water supply from the City. This agreement was superseded in 2002 by IA3A. As part of the agreement, Algona provided its groundwater right
to the City. The agreement also called for Algona to provide direct service to some customers inside the Algona city limits who were being served by the City. The water supply intertie
project between WD#111, Covington Water District (CWD) and the City is commonly referred to as the Interlocal Agreement 2 (IA2) project. IA2 was signed in 1996. The agreement provides
WD#111 and CWD up to 2.5 mgd each of wholesale water supply from the City. The supply is on an interruptible basis until the City obtains
October 2014 -DRAFT 2-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 additional valley groundwater water rights to make the supply firm. IA2 included construction
of significant new water system facilities. The new IA2 facilities were constructed between 1998 and 2000 and included the following: two new 3,500-gpm wells, Well 6 and Well 7, both
within the Valley Service Area; the Green River Pump Station, constructed in Isaac Evans Park, along with associated pipelines to deliver water into the Lea Hill Service Area; a new
booster pump station, the Intertie Pump Station, near the Lea Hill Reservoirs along 132nd Avenue SE; and associated pipelines to deliver water from the Lea Hill Service Area to the Districts.
Associated intertie meter stations were constructed by WD#111 and CWD and are located at 132nd Avenue SE and SE 288th Street. In 1996, the City negotiated a Bilateral Compliance Agreement
(BCA) for copper corrosion control with the Department of Health. The Agreement was amended in 2000. The BCA identified a step plan to meet the provisions of the Lead and Copper Rule
of the Federal Safe Drinking Water Act (SDWA). The initial step identified treatment of two of the City's water supplies, Coal Creek Springs and Well 2. If this initial step was unsuccessful,
additional sources such as Well 4 would be treated. The treatment process selected was to adjust the water pH using aeration. The treatment facilities include packed-media towers, clear
wells, booster pumps, chlorination facilities and back-up power generators. During the development of the Corrosion Control Treatment Facilities 30 Percent Design Report, the City concurred
with the recommendation that the facility, designed to treat Well 2, also include treatment for the City's two new wells, Well 6 and Well 7, located nearby. The BCA was revised to include
this change and to modify the schedule in 2000. To implement the change in corrosion control strategy, the City decided to rehabilitate Well 2 and included this work in the Well 6 project
scope. The new Well 2 and Well 6 facility includes a new masonry building (housing both wells), new well pumps and associated equipment. In 1998, the City replaced the protective coatings
on the exterior surfaces of both Lea Hill Reservoirs and the interior of the Lea Hill 1.0-MG Reservoir. The diesel fuel storage tanks for the emergency generators at the Coal Creek Springs
Pump Station, the Academy Pump Stations, and the Lea Hill Pump Station were removed and replaced in 1999 with above ground, double-walled fuel tanks. The new tanks can be more easily
inspected for fuel leakage. In 1999, a Corrosion Control Specialist recommended recoating the exterior and interior of the Reservoir 5. In 2002 and 2003 the exterior and interior of
both Academy Reservoirs and the interior of the Lea Hill 1.5-MG Reservoir were recoated. In 2012, a new tank, Reservoir 6, was constructed in the Lakeland Hills Service Area. This tank
provides storage for both the City and Algona. With the completion of Reservoir 6, Reservoir 5 is able to be taken out of service and Reservoir 5 was recoated 2014.
October 2014 -DRAFT 2-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 In 2013, the Lakeland Hills Booster Pump Station was replaced to provide improved service to
the boosted Lakeland 697 Pressure Zone. In 2014, Janssen’s Addition booster zone was replaced with a new Academy Booster Pump Station. The new Academy Booster Pump Station provides improved
fire protection and increased the size of the Academy Service Area’s boosted zone. The City transferred Aaby Drive pump station and service area to LUD in 2004. As recommended in the
1995 Comprehensive Water Plan, the Aaby Drive Intertie, an intertie to LUD, was completed at R Street NW. The Aaby drive pump station was retired upon completion of the intertie, since
this provided a gravity service to the Aaby Drive service area for fire protection. The Water Service Area was expanded to the south to include areas within Pierce County. The area was
redefined between Bonney Lake and the City in 1998 to allow adequate service to developments within the Lakeland Hills South Planned Unit Development (PUD) in the Lakeland Hills Service
Area. This service agreement was reaffirmed for seven years in 2013. The City and WD#111 modified their service area to allow the City of Kent in 2006 to provide service to the Verdana
PUD. The Verdana PUD is an incorporated area of Kent surrounded by Auburn. Pipeline and other system improvements were implemented since the last plan. 2.3.1 Service Area Topography
The City’s RWSA is dominated by a broad valley surrounded by uplifted plateaus. The Green River runs near the eastern limit of the City. Mill Creek, a tributary of the Green River, parallels
the western corporate limits. The White River flows through the southern part of the City before turning south to join the Puyallup River. The topography of the service area is a result,
in part, of glaciation of the region. The majority of the City lies on a two to three-mile wide plain bound by Mill Creek on the west and the Green River on the east. Ground elevations
in the area range between 50 to 100 feet and slope generally north. The terrain rises sharply to elevations of 400 to 500 feet on either side of the valley as well as in the southern
portion of the City, south of the White River and between the White and Green Rivers. The topographic features of the RWSA made it necessary to divide the water system into four major
service areas serving the valley and the surrounding plateaus. The following are the major service zones and associated elevations: Valley Service Area (service elevation from 39 to
235 feet); Lea Hill Service Area (service elevation from 150 to 515 feet); Academy Service Area (service elevation from 146 to 444 feet); and Lakeland Hills Service Area (service elevation
from 58 to 513 feet). Each service area is further subdivided into smaller hydraulic operating areas depending on topographic elevations, called pressure zones, in order to reduce local
pressures.
October 2014 -DRAFT 2-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 2.3.2 Climate The RWSA has a West Coast, marine-type climate caused by the influence of air
masses coming from the Pacific Ocean. In late fall and winter, orographic lifting and cooling causes moist air masses to create clouds and precipitation throughout the area. Average
annual rainfall is about 40 inches, generally occurring between October and March. Average annual snowfall is 8.6 inches. The temperatures range from the mid-70 degrees Fahrenheit in
the summer, to 40 degrees Fahrenheit during the winter, with an overall average of 50 degrees Fahrenheit. Climate has a significant effect on water consumption since customers use more
or less water depending on the weather. During hot, dry weather, water consumption increases as a result of lawn watering and other outdoor water uses; during wet weather, consumption
decreases. 2.3.3 Geology The geology of the City is the result of glacial and interglacial processes acting over millions of years. Large continental glaciers in the Puget Sound area
created the glacial deposits and erosion of material through these processes. During the periods when glaciers, not rivers nor lakes, did occupy the area, landslides created deposits
and erosion through glacial and interglacial deposits. Generally, the uplands surrounding the City are composed of glacial and interglacial deposits and the valleys are filled with more
recent deposits overlying glacial and older interglacial deposits. Five major geologic units lie within the White and Green River Valleys: White River Alluvium (Qaw), Osceola Mudflow
(Qom), Undifferentiated Alluvium (Qua), Vashon Recessional Deltaic Deposits (Qd) and Undifferentiated Glacial and Interglacial Deposits (Qu). Bedrock is known to lie approximately 1,280
feet beneath the valley floors. The City completed an extensive study of the geology and hydrogeology within the City RWSA. The study, known as the Auburn Water Resources Program Study,
is documented in several volumes: 1996 Preliminary Hydrogeologic Characterization, Summary of 1997 Hydrogeologic Investigations, the 1997-1998 Test Well Drilling and Installation Program,
and the 1999 Hydrogeologic Characterization Report and Appendices. The studies were completed by the Pacific Groundwater Group. The general groundwater flow system in the City’s vicinity
is characterized by recharge within uplands and discharge to the rivers in the lowland valleys. Precipitation is the major source of recharge. Lake Tapps is also a source of groundwater
recharge. Lake water flows from the lake bottom into the groundwater system. Contrary to recharge in other upland areas, recharge from Lake Tapps is not totally dependent upon precipitation
because water is routed to the lake from outside the area.
October 2014 -DRAFT 2-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 The main discharge zone for the City’s area is the Green River Valley. Some groundwater discharges
into the river in the City vicinity and further downstream. 2.4 ADJACENT WATER PURVEYORS Several other water purveyors adjoin the City RWSA. These include the Cities of Algona, Bonney
Lake, Kent, Pacific, and Sumner. Also included are the CWD, the LUD, WD#111, Highline Water District and the Muckleshoot Indian Tribe (MIT) Utility. Adjacent purveyors are shown on Figure
2.2 and described in the following paragraphs. Interties with these adjacent purveyors are discussed later in this chapter. 2.4.1 City of Algona Algona is located at the southwest corner
of the City’s RWSA. Until 1996, Algona provided water from a shallow well located at the intersection of 3rd Avenue South and Washington Boulevard. In 1996, the well failed and Algona
entered into a water supply agreement with the City (IA3, dated August 1996). Algona and the City superseded this agreement with a new agreement (IA3A October 2002) to reflect current
status and update information and exhibits. The agreement calls for five meter stations between the two systems, Reservoir 6 in Lakeland Hills provides water to Algona, and Well 6 and
Well 7 also will provide water to Algona. Currently Algona is served through the metered Boeing Welded Duct Intertie (located west of Pacific Avenue off 1st Avenue) and by two intertie
meter stations located at Boundary Boulevard and Industry Drive North and at Boundary Boulevard and Milwaukee Avenue. Both new stations include 8-inch meters. Algona serves a population
of about 3,120 and maintains a hydraulic grade line (HGL) of 245 feet. Algona's water right for the failed well was transferred to the City as a provision of the interlocal agreement.
2.4.2 City of Bonney Lake Bonney Lake is located south and east of the City RWSA in Pierce County. Bonney Lake serves a population of over 32,600 through a combination of two well fields
and two spring sources. The Bonney Lake water system operates over a total of eight pressure zones with its 748-foot HGL pressure zone adjacent to the City RWSA.
?æ ? ?¦ ¦ ?æ277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave
124th AveB St 132nd Ave C St A St M StR St M St City of Kent Lakehaven Utility District Bonney Lake WD 111 City of Pacific Covington Water District Highline Water District City of Algona
City of Sumner O 0 0.5 1Miles Figure 2.2 Adjacent Purveyors Comprehensive Water Plan City of Auburn LegendAuburn City Limits Retail Water Service Area Roadways Adjacent Purveyors City
of Algona Bonney Lake City of Kent City of Pacific City of Sumner Covington Water District Highline Water District Lakehaven Utility District Water District 111 Muckleshoot Indian Tribe
Reservation
October 2014 -DRAFT 2-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 In 1998, the City and Bonney Lake entered into an agreement allowing Bonney Lake to provide
interim water service to a portion of the City’s PAA in Pierce County for a period of at least seven years after annexation by Auburn. At the end of the seven years, the City has the
option to serve the customers within the annexation area. The City renewed this agreement in 2005 and again in 2012. Currently, Bonney Lake provides water service to approximately 4,000
City customers. The City purchases water from Bonney Lake to serve two customers along Kersey Way near the Pierce County Line. This arrangement was implemented because the customers
were adjacent to the Bonney Lake system and some distance from the City facilities. Additional development in this area will probably depend on individual wells, satellite systems, or
additional purchased water from Bonney Lake. 2.4.3 City of Kent Kent and the City originally established SE 277th Street as the boundary between the two cities. Due to the City’s annexation
of the Lea Hill area, the new boundary between the cities is SE 280th, SE 282nd, and SE 288th streets. The City does not anticipate extending its system north of these streets. The Kent
water supply source is a combination of springs and wells that serve a population of about 65,500. For the future, Kent does have additional supply from the Second Supply Project of
Tacoma. The City serves outside its RWSA, as a result of the division of Water District No. 87 until such time as Kent’s system expands. Water District No. 87 once served the area between
the City and Kent; however, the district was divided between the two cities and no longer exists. A portion of the old Water District No. 87 system was connected to the City’s distribution
system along B Street NW near South 285th Street and along Auburn Way North near SE 280th Street. These connections resulted in an intertie between the City’s water system and the Kent
water system at SE 277th Street and 78th Avenue SE, which can be opened in an emergency. Kent maintains a HGL at the intertie of about 240 feet, which is slightly lower than the City’s
Valley 242 Pressure Zone. The City maintains a 6-inch meter at the intertie; the City of Kent also has a 6-inch meter that allows flow to Auburn. The City serves outside its RWSA as
a result of the division of Water District No. 87 until such time as the Kent system expands. In 2006, the City, Kent and WD#111 agreed that Kent would serve the Verdana PUD, which is
located north of SE 304th Avenue and west of 124th Avenue SE. The service area for the WD#111 has been adjusted to reflect this agreement. 2.4.4 City of Pacific Pacific is located south
of the City’s RWSA, just west of Lakeland Hills. Pacific uses groundwater from two shallow wells in the vicinity of Ellingson Road and Pacific Avenue. Pacific currently serves a population
of about 6,303.
October 2014 -DRAFT 2-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 In October 2003, Pacific and the City mutually adjusted their service boundaries to include
the Illako Elementary School and several parcels to the south and east of the school in the City’s RWSA. Pacific’s system is operated at a HGL of about 250 feet, which is slightly higher
than the City’s Valley 242 Pressure Zone. Pacific maintains a one-way intertie on Ellingson Road with the City for emergency water supply. Another emergency water intertie is located
on East Valley Highway between the two cities. 2.4.5 City of Sumner Sumner is located south and west of the City’s RWSA. Although Sumner and the City’s RWSA are adjacent at a corner
of the two service areas, there are no connections, emergency or otherwise, and no plans at this time to establish interties. 2.4.6 Covington Water District (CWD) The CWD is located
east of the City’s RWSA which includes urban and rural development. CWD uses groundwater to serve a population of about 44,000, with a HGL of 660 feet in the vicinity of the City. The
CWD and WD#111 entered into an IA2 with the City in September 1996. The agreement required construction of supply and delivery facilities to deliver up to 5.0 mgd of water to the districts.
Under IA2, CWD is provided up to 2.5 mgd of wholesale water supply from the City on an interruptible basis. CWD did not renew the purchase agreement in 2010; however, the City may provide
supply per the IA2 upon request of CWD as determined by the City. In 2007, the CWD began receiving supplies from Regional Water Supply System (RWSS), which is also known as the Tacoma
Second Supply Pipeline. CWD is a 7/36 partner in the RWSS, which provides the right for 12.5 mgd of supply. The RWSS is a primary supply that is supplemented by the CWD’s well. The CWD
also maintains three interties with Cedar River Water and Sewer District, which in turn purchases water from the City of Seattle, and one emergency intertie with WD#111. 2.4.7 Lakehaven
Utility District (LUD) LUD serves an area to the west of the City’s RWSA. LUD uses groundwater and an intertie with Tacoma to serve a population of about 112,800. LUD maintains a HGL
of 578 feet near the City’s RWSA. LUD has a service area agreement with the City creating a mutual water service planning area that allows the LUD to serve the West Hill area within
the city limits along the steep West Valley hillside. Because the City’s Valley Service Area serves elevations below 160 feet, it would be impractical to install facilities to serve
each residential development along the hillside when adequate service can be provided by the LUD from its 578-pressure zone
October 2014 -DRAFT 2-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 through the use of pressure reducing stations. Within this 2002 agreement, the City transferred
the pump station and distribution system that serves the Aaby Drive neighborhood to LUD. In 2009, LUD decommissioned the Aaby Drive pump station and completed a second feed to the West
Hill area via an 8-inch pipeline within Hi-Crest Drive. LUD has three interties to serve the West Hill area; however, these interties are separated from the Valley Service Area by normally
closed valves. In 2002, LUD and the City entered into an agreement that grants the City the right to connect a future intertie to LUD located in the vicinity of 15th Street NW and Terrace
Drive. 2.4.8 King County Water District #111 (WD#111) WD#111 lies north and east of the City. WD#111 serves a population of about 18,092 using a combination of wells and water purchased
from the City. The District operates at a HGL of 590 feet, slightly higher than City's adjacent Lea Hill Service Area. WD#111 and the City have two emergency interties. The intertie
facilities are located near the intersection of 124th Avenue SE and SE 300th and the intersection of 127th Place SE and SE 300th, which are used only for the Duberry Hill development.
In 1996, WD#111 and the City entered into a water supply intertie arrangement documented in an interlocal agreement, IA2. Under the agreement, WD#111 and CWD are provided up to 5.0 mgd
of wholesale water supply from the City on an interruptible basis. In 2006, it was agreed upon by the City and WD#111 that the City of Kent will serve the Verdana PUD, which is located
north of SE 304th Avenue and west of 124th Avenue SE. WD#111 adjusted its west boundary line to remove this from their service area. In December 2010, to avoid unpredictable water sales
and create a predictable and reliable cost for wholesale water to be sold by the City to WD#111, the District agreed to purchase an average of 0.75 mgd (during the winter) and 1.0 mgd
(during the summer) from the City on a take or pay basis. This is a portion of, not in addition to, the 2.5 mgd allocated to the District as addressed in IA2. The agreement expires in
2015, with the option for one year extensions. 2.4.9 Muckleshoot Indian Tribe (MIT) The MIT currently operates a water system on reservation lands east of the City. The MIT and the City’s
water systems are not currently connected by intertie, however, the City and the MIT have discussed their future relationship. The City currently serves some customers outside of the
city who reside on reservation land.
October 2014 -DRAFT 2-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 2.5 OTHER WATER SYSTEMS There are many smaller water systems, such as Class A, Class B, and
private wells operating within the City’s limits or PAA. The City encourages other systems within the City RWSA to connect to it’s system. The following Class A water systems have been
identified by the Department of Health: Braunwood Estates 25 W Main Street Auburn, WA 98001-4998 Danner Corp 307 Oravetz Place SE Auburn, WA 98092 Hazelwood Heights 30224 – 108th Avenue
SE Auburn, WA 98092 South Auburn Water Association 208 – 31st Street SE Auburn, WA 98002 Logandale Water Association 6430 S 287th Street Kent, WA 98032 2.6 INTERTIES Under interlocal
agreements water utilities use interties to move water between adjacent systems to meet supply needs, to increase reliability and to respond to emergencies. Cities water system interties
are described in the sections that follow. The City has separated its interties into three groups: wholesale interties, emergency interties, and potential future interties. The Cities’
interties are shown on Figure 2.3. The City’s interlocal agreements are provided in Appendix D. 2.6.1 Wholesale Interties The City maintains wholesale supply interties with three adjacent
water systems: Algona, CWD, and WD#111. The City also has a supply contract with the MIT and the Indian Health Service, dating from 1972, for services along a pipeline at 368th Street
SE extending from the City limits into the reservation.
#* #* #* #*#* #*#*#* #* #* #* #* #*#* #* #* #* #* #* #* #*#*#*#* ?æ ? ?¦ ¦ ?æ277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn
Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St O 0 0.5 1Miles Figure 2.3 Interties Comprehensive Water Plan Update City of
Auburn Legend #* Intertie City Limits Retail Water Service Area Roadways
October 2014 -DRAFT 2-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 2.6.2 City of Tacoma In 2012, Tacoma agreed to provide water to the City in the quantity of
up to 1.0 mgd average day use, 1.8 mgd peak day use, and 1.62 mgd four-day peak use. Tacoma also agreed to supply at the City’s Option to exercise no later than December 31, 2015, and
additional 1.0 mgd average day use, 1.8 mgd peak day use and 1.62 mgd four-day peak use. Two interties were constructed to supply the City: one located at 3200 B Street NW, Auburn and
one located at 29600 132nd Avenue SE (Kent). This agreement will remain in force as long as the City of Tacoma (or its successors in interest in its water system) remains in the business
of providing water, and as long as the City meets the terms and conditions of the agreement. In 2014, the City executed an superseding agreement to provide an total of 3.5 mgd (2,430
gpm ) of average use and 5.12 mgd (3,555 gpm) of peak use from the interties. The B Street NW Intertie is limited to a maximum flow-rate of 2,200 gpm and the 132nd Avenue SE Intertie
is limited to a maximum flow-rate of 4,500 gpm. 2.6.3 City of Algona The City has supplied water to Algona on a regular basis since 1996. In 1996, Algona's well failed and Algona negotiated
an interlocal agreement with the City, IA3, to purchase specific quantities of water. A superseded agreement, IA3A October 2002, reflects the current status and updates information and
exhibits. Currently, Algona is served through the metered Boeing Welded Duct intertie (located west of Pacific Avenue off 1st Avenue) and by two 8-inch intertie meter stations located
at Boundary Boulevard and Industry Drive North and at Boundary Boulevard and Milwaukee Avenue. The agreement anticipates 0.491 mgd average and 1.029 mgd peak by 2009 and 0.525 mgd average
and 1.114 mgd peak by 2014. In the event that the City experiences any failure or decreased capacity, the supply of water to Algona may be decreased by the same percentage that is experienced
by the City. 2.6.4 Covington Water District and King County Water District #111 An intertie between the City, CWD, and WD#111 was constructed in 1996 as part of IA2, to enable the Districts
to purchase water from the City. The intertie also allows the City to provide an emergency supply to Kent's East Hill Service Area through WD#111. Effective December 31, 2010, CWD terminated
water purchases from the City. As part of the IA2, the City agrees to provide up to 2.5 mgd of MDD to both CWD and WD#111 (total maximum day demand of 5.0 mgd). The conditions of this
agreement include: “VIII. Conditions of Service. A. Auburn does not presently have the necessary capacity (i.e., water supply and/or water rights) to guarantee delivery of firm uninterruptible
water. It is acknowledged and agreed that in the event Auburn experiences any failure or decreased capacity for any reason or increased demand within its retail service area, the supply
to the
October 2014 -DRAFT 2-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 Districts may be immediately reduced or stopped under such conditions at the sole discretion
of Auburn. The Districts agree that Auburn may take such action irrespective of any cost, investment in capacity, or other reliance which may have been placed upon the intertie facilities
and interruptible water supply referenced in this Agreement.” A provision of the IA2 agreement calls for either of the Districts to send an emergency supply of water to the City when
needed for the Lea Hill Service Area. The IA2 also included several improvements to allow delivery of water: The Green River Pump Station and pipelines to deliver additional water
into the Lea Hill Service Area. The Intertie Pump Station and pipelines to deliver water from the Lea Hill Service Area to the Districts. Construction of two additional wells (Well
6 and Well 7). 2.7 EMERGENCY INTERTIES 2.7.1 City of Bonney Lake The Cities of Auburn and Bonney Lake have an emergency intertie located in the Lakeland Hills Area on Lakeland Hills
Way, south of Evergreen Way SE. This intertie, controlled by the City Fire Department, is to provide support for the Bonney Lake system only in the event of a fire at three multi-family
development sites in its service area. In March 2002, the City and Bonney Lake created a two-way emergency supply intertie located in Evergreen Way SE. The agreement will remain in force
until terminated by either city. This agreement was replaced in May 2010 with a new Emergency Intertie Agreement allowing the Cities of Auburn and Bonney Lake to take and provide water
under emergency conditions (Resolution 4596). 2.7.2 City of Kent The City and Kent have an emergency intertie at South 277th Street. This is a two-way intertie with two valves and two
meters that normally are closed. Flow is accomplished by manually opening the connection in an emergency. The City HGL at the intertie location is higher than Kent's (HGL 242 vs. HGL
240) so, the only time water can flow from Kent into the City is during emergency conditions when the pressure in the City’s system drops below that of Kent’s or if water is pumped from
Kent to the City. 2.7.3 City of Pacific The City supplies water to the City of Pacific on an emergency basis through a 4-inch meter located off Ellingson Road near Pacific Avenue. An
emergency water intertie was agreed upon between the City and Pacific in October 2003. This is located on East Valley Highway between the two cities. There is also a normally closed,
unmetered intertie located on A
October 2014 -DRAFT 2-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 Street SE on the north side of the White River Bridge. Each emergency supply can be used only
by opening manual valves between the systems. Pacific must notify the City before the valves are opened. Pacific has used water from the City occasionally. 2.7.4 Lakehaven Utility District
The LUD and the City have a 6-inch intertie located at Aaby Drive and Knickerbocker Drive. In October 2010, LUD and the City entered into an agreement that grants the right to install
a water meter and control the valve located in the vault at the intersection of Knickerbocker Drive and Aaby Drive for emergency water in order to increase fire protection and emergency
water supply reliability. This emergency intertie is limited to a maximum flowrate of 800 gpm. This agreement will remain in place until terminated by either city upon 60-day written
notice. 2.7.5 King County Water District #111 WD#111 and the City have two emergency interties to serve the Duberry Hill development. The intertie facilities are located near the intersection
of 124th Avenue SE and SE 300th and the intersection of 127th Place SE and SE 300th between the City and WD#111 boundaries. These interties are for emergency use only and are two-way.
2.7.6 City of Tacoma In October 2010, the City of Tacoma and the City entered into an agreement that allows the City to take water through the B Street NW and 132nd Ave SE Intertie under
emergency conditions. This agreement is however superseded by the Wholesale Water Agreement dated July 2012 between the City and Tacoma and detailed in section 2.6.2. 2.8 POTENTIAL INTERTIES
The City has an interest in acquiring additional interties that would enhance the reliability of water service in the City and among adjacent purveyors. Tacoma Public Utilities constructed
the Second Supply Pipeline Project, which runs through the north end of the City’s RWSA between 30th and 37th Streets NE. In addition to the B Street NW and 132nd Avenue SE interties,
a third turnout was constructed as part of the pipeline project in the Valley Service Area. The City does not currently plan to develop this turnout, but may do so in the future. 2.9
INVENTORY OF RELATED STUDIES In preparing this Comprehensive Water Plan, related studies were reviewed to ensure coordination between this Plan and previous studies. Related plans reviewed
and a brief synopsis of each plan follows:
October 2014 -DRAFT 2-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 City of Auburn 2012 Comprehensive Water Plan, City of Auburn Public Works, 2012: The previous
Comprehensive Water Plan provided evaluation of needs and recommended improvements to the City system for 2012-2015. The 2012 plan constitutes the basis for this Plan. King County 2012
Comprehensive Plan, King County Department of Permitting and Environmental Review, 2012: The King County Comprehensive Plan establishes land use zoning for areas outside the City limits,
but within the RWSA. Additionally, King County provides critical area ordinances and critical aquifer recharge areas that support the City’s wellhead protection efforts. South King County
Coordinated Water System Plan (CWSP), Economic and Engineering Services, Inc., 1989: This plan, adopted in 1989, defined the initial service area boundaries for the water systems within
the Critical Water Supply Area of South King County. The City of Auburn Comprehensive Water Plan, upon adoption, becomes an element of the CWSP. Auburn Water Resources Program, Pacific
Groundwater Group, Inc., 1995-1999: Pacific Groundwater Group conducted this comprehensive groundwater study in response to recommendations of the 1995 Comprehensive Water Plan. The
work of the study was documented in a series of reports including: 1996 Existing Data Hydrogeologic Characterization; 1996 Preliminary Hydrogeologic Characterization; Summary of 1997
Hydrogeologic Investigations; 1997-1998 Test Well Drilling and Installation Program; 1999 Hydrogeologic Characterization Report and Appendices; and Regional Groundwater Model Report.
The Auburn Water Resources Program assessed the long-term potential for the City's continued use of ground water for its water supply. The study confirmed substantial quantities of ground
water underlying the valley area and concluded that the continued potential for water supply is excellent. However, the Program focused on hydrogeological issues as opposed to legal
issues associated with obtaining additional water rights. This study provided the basis for the water supply conclusions for this Plan, however, further work is anticipated to address
legal issues as well as ESA issues. USGS South King County Ground Water Study, Occurrence and Quality of Ground Water in Southwestern King County, Washington. Water-Resources Investigations
Report 92-4098: Prepared in cooperation with: State of Washington Department of Ecology (Ecology), Regional Water Association of South King County, and Seattle -King County Department
of Public Health, Tacoma. 1995. Draft Ground Water Management Plan (GWMP), South King County Groundwater Advisory Committee, 2003: The GWMP was initiated by Ecology with the intent to
develop methods to protect the quality and quantity of ground water, meet future resource
October 2014 -DRAFT 2-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 needs while recognizing existing water rights and provide effective and coordinated management
of ground-water resources. Comprehensive Plan, City of Auburn Planning Department, 1995 and Amendments: This plan, originally adopted in 1995 in response to the WGMA, is the City's long-range
comprehensive land use plan and policy document. It consists of goals, land use policies, and the Comprehensive Plan map. The plan is amended annually. Tribal Land Use Plan, Muckleshoot
Indian Tribe, 1978: The Tribal Council adopted The MIT's Zoning Ordinance on August 31, 1979. Soos Creek Community Plan, King County Planning Department, 1991: This plan is a growth
management plan, guiding growth and development in the Soos Creek community. Pierce County Comprehensive Plan, 1996 and Amendments: This is a comprehensive plan and policy document for
Pierce County. The plan was developed in accordance with the State Growth Management Act (GMA) and is amended every two years. Water Cost of Service Rate Update Study, City of Auburn,
2014: The most recent water-rate cost of service study for the City. Capital Facilities Plan (2014-2019), City of Auburn Finance Department, 2013: The Capital Facilities Plan was adopted
in 2013 and includes goals, policies, capital improvements and implementation programs as required by the State GMA, coordinated with the City capital improvements program. System Development
Charge Study (2014): The City completed a study of its system development charges in 2014. Pierce County Coordinated Water System Plan, 2003: In 1983, all of Pierce County was declared
a Critical Water Supply Service Area. In response to this declaration, Pierce County established the first Coordinated Water System Plan in an effort to coordinate planning and establish
water service areas. The currently Coordinated Water System Plan was adopted in 2003 through ordinance 2003-69. In addition to the studies listed above, the Water Comprehensive Plans
from the following neighboring water systems were considered during the preparation of this Plan. City of Algona, July 2013, Gray & Osborne, Inc (Draft). City of Bonney Lake, 2009,
RH2 Engineering, Inc. City of Kent, 2011, PACE. City of Pacific, 2000, Gray & Osborne, Inc. /2002 Parametrix (Amendment). Covington Water District, 2014, Carollo Engineers, Inc
(Draft). Lakehaven Utility District, 2013, Carollo Engineers, Inc.
October 2014 -DRAFT 2-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch02 King County Water District #111, 2008, Roth Hill Engineering Partners. Highline Water District
, 2008, BHC Engineers.
October 2014 -DRAFT 3-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Chapter 3 POLICIES AND CRITERIA 3.1 INTRODUCTION The City of Auburn (City) manages the water
utility in accordance with established watersystem policies that govern various facets of utility operations. City policies are established by the City in order to provide a vision or
mission of the Water utility and to provide a framework for the design, operation, and ongoing well being of the City’s Water utility. Generally, the water utility policies will provide
necessary guidance for staff to develop appropriate criteria and programs to implement the defined policies. The policies seek to provide uniform treatment to all Utility customers and
to provide documentation to current water-system customers as well as those considering service from the City. It should be noted that what is included in these policies is limited to
those things related to the water system and its design and operation. The City has a wide variety of other policies (and criteria) related to land use, development, and finance that
would condition what may be done, in addition to the requirements related specifically to the needs of the water system included in this plan. The policies included in this plan are
developed specifically for the City’s multi-source municipal water system (System Number 03350V). In addition to policies documented in this section, criteria and standards relating
to the planning, design, construction, operation, and maintenance of the water system have been developed to establish consistency and to ensure that adequate levels of service are provided
throughout the system. The City’s Water Comprehensive Plan is based upon the following mission statement for the water utility: “The City will provide for the efficient, environmentally
sound and safe management of existing and future water system within Auburn’s service area” (City 2014-2015 Budget). The City’s policies are grouped by major categories. These categories
are: Business Practices Service Area Operations and Maintenance Financial Planning Environmental Stewardship Design and Construction
October 2014 -DRAFT 3-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 3.2 BUSINESS PRACTICES The City desires to employ recognized best business practices, which
result in the efficient and cost effective operation of the utility. The City shall identify the key business functions within the utility (e.g. billing, permitting, asset management,
and planning) and develop supporting best business practices for each. The utility will conduct a performance audit every six years in conjunction with its capital projects planning
cycle to evaluate how well best business practices are being implemented and how effective they are. As an initial step, the City has identified operational and maintenance programs
that reflect the City’s current best management practices, which are presented in Table 3.1. For each program, the City’s best practice or goal has been identified. These practices or
goals reflect each of the four asset best practices: Having knowledge about assets and costs (i.e. detailed inventories). Maintaining desired levels of service. Taking a lifecycle
approach to asset management planning. Implementing the planned solutions to provide reliable cost-effective service. For example, the large meter testing program provides knowledge
of the meters condition, insures accurate measurement and billing for the customer and utility, allows the City to repair faulty meters on a regular basis, and meters can be easily replaced
as needed on a lifecycle basis. Table 3.1 Existing Business Practices in Operation and Maintenance Programs Program Practice or Goal Valve inspection program Goal to inspect 25% of all
valves each year. Hydrant inspection program Goal to inspect 50% of all hydrants each year. Large meter testing program Practice to test all meters 3-inch and greater every year. PRV
inspection and repair program Practice to inspect and repair all PRVs every year. PRV and control valve re-build program Practice to rebuild PRV and pump control valves every 2-3 years.
Reservoir inspection and cleaning program Practice to inspect and clean reservoirs every 1-5 years depending on quality of water sources. Leak detection program Practice to do leak detection
analysis on 25% of the system each year. Dead-end main flushing program Goal to flush all dead-end mains each year. System-wide unidirectional flushing program Goal to flush 20% of the
distribution system each year.
October 2014 -DRAFT 3-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 The City understands that defining and implementing best business practices is a long-term effort
and will require a stepwise approach. Given that the utility is largely made up of physical assets, which have the greatest value and represent the greatest cost to operate and maintain,
the City shall address the business practice of asset management first. Business Practices Policies are presented in Table 3.2. The policies are intended to support the City’s Business
Practices framework for asset management. The policies define programmatic objectives and requirements for City assets. 3.3 SERVICE AREA Service area policies define the Retail Water
Service Area, the City’s duty to serve and conditions of service. The policies also define government consistency, agency coordination, satellite systems, and the level of service provided
by others within the Auburn’s City limits. Service area policies are summarized in Table 3.3. 3.4 OPERATIONS AND MAINTENANCE The operational and maintenance policies summarize the City’s
multiple programs, commitment to training, and certification opportunities for its employees. Operations and Maintenance policies are summarized in Table 3.4 3.5 FINANCIAL The financial
policies summarize the City’s general financial policies and criteria, including water rate structure, development charges, capital improvements financing, and reserves. Financial policies
are summarized in Table 3.5. 3.6 PLANNING Planning policies define a wide range of planning activities that the City’s conducts. The policies define conditions for service extensions,
fire system responsibility, oversizing, and service Pressures and flow. The policies also define planning activities, including water supply planning and capital facility planning. Planning
policies are summarized in Table 3.6.
October 2014 -DRAFT 3-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Table 3.2 Business Practices Policy Summary Comprehensive Water System Plan Update City of Auburn
Section Policy Name Policy Statements 3.2.1 Asset Management Business Practices Asset management is the manner in which to maintain assets in good working order to minimize future costs
of maintaining and replacing them, especially to avoid costly deferred maintenance. The best practices for asset management involve systematically basing choices on an understanding
of asset performance, risks and costs in the long-term. Asset best practices include: Having knowledge about assets and costs (i.e. detailed inventories). Maintaining desired levels
of service. Taking a lifecycle approach to asset management planning. Implementing the planned solutions to provide reliable cost-effective service. The City will develop and implement
system improvements, infrastructure renewal (repair, rehabilitation, or replacement), and operations and maintenance programs for the water system according to asset management principles
that address levels of service, address the triple bottom line (economic, social, and environmental benefits and costs), minimize asset life cycle costs, and incorporate risk management
into decision-making. This will be accomplished in part by implementing sub items 3.2.2 thru 3.2.8. The utility shall begin implementing the above best practices during the next planning
period and report progress annually. 3.2.2 Connections to Water System It is unlawful for any person to make connections with any water facility belonging to the water utility without
first obtaining an approved utility permit for service. (Ordinance 5849 § 1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996) [13.06.090 Connection] Connections to the public
water system shall be made in accordance with City of Auburn polices and design and construction standards. (Ordinance 5849 § 1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996)
[13.06.100 Connection]
October 2014 -DRAFT 3-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Table 3.2 Business Practices Policy Summary Comprehensive Water System Plan Update City of Auburn
Section Policy Name Policy Statements 3.2.3 Asset Criticality Database The City will maintain an asset criticality database to be used in prioritizing asset maintenance and repair and
replacement. The existing criticality database will be refined to include more asset age and material information, and will be validated using the results of inspections. The database
will transition from an external process to an integral process within the City's computerized maintenance management system (CMMS). 3.2.4 Condition Assessments of Critical Assets The
City will perform condition assessments of critical assets. The City will develop and implement a condition assessment schedule for all critical assets. 3.2.5 Design Life of Water Assets
The City will assign industry standard design life's for water assets. The actual physical assessment will be compared to the theoretical design life to determine the optimal economic
life. The City will attempt to repair or replace system assets before they exceed their economic life. The number of high-criticality assets beyond economic life will be minimized. 3.2.6
Maintenance Activities for Asset Management The City will conduct maintenance activities at a level that is consistent with optimizing system reliability, asset economic life, and system
performance. The City will develop schedules for maintenance of all water system assets 3.2.7 Addressing Water Quality Complaints The City will monitor the frequency, location, and details
of all water quality complaints. At a minimum, the City will respond, research the cause of, and propose control methods once an issue is documented. 3.2.8 Security of Assets Adequate
measures shall be taken to ensure system security. At a minimum, the City shall maintain security at water facilities by using the SCADA system (motion detection, cameras) to alert City
personnel when unauthorized access is occurring.
October 2014 -DRAFT 3-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Table 3.2 Business Practices Policy Summary Comprehensive Water System Plan Update City of Auburn
Section Policy Name Policy Statements 3.2.9 Public Health Protection The City shall conduct periodic inspections of its water system in coordination with the Washington State Department
of Health. The City shall from time to time promulgate, publish and enforce such rules and regulations deemed necessary to protect the municipally owned water supply from contamination.
(Ord. 5851 § 1, 2004; Ord. 2789 § 1, 1974; 1957 code § 10.12.033.) [13.12.080] 3.2.10 Cross-Connection Prohibited The installation or maintenance of a cross connection which will endanger
the water quality of the city’s municipal water system is prohibited. Any such cross connection now existing or hereafter installed is a nuisance and shall be abated immediately. The
control or elimination of cross connections shall be in accordance with WAC 246-290-490 or subsequent revisions, together with any future manuals of standard practice pertaining to the
city’s cross connection control program approved by the city and the Washington State Department of Health. The water supply will be discontinued to any premises for failure to comply
with the provisions of this section. [Ordinance 5851 § 1, 2004; Ordinance 2789 § 1, 1974; 1957 code § 10.12.031(A),] (13.12.040) 3.2.11 Cross-Connection Control The City reserves the
right to require any customer to install, as a condition of water service, a pressure reducing valve, reduced pressure backflow prevention assembly, pressure relief valve or similar
assemblies at any location where the City determines a need to protect the municipal water system. Protective assemblies shall comply with requirements of DOH, the City's cross-connection
control program and the City's design and construction standards. (Ordinance 5851 § 1, 2004; Ordinance 2789 § 1, 1974; 1957 code § 10.12.032) [13.12.070] 3.2.12 All Meters All meters
shall remain the property of the City and shall not be removed except by the City. In all cases where meters are lost, damaged or broken by carelessness, negligence, or willful actions
of owners/operators of premises, they shall be replaced or repaired by or under the direction of the City. The actual cost of repairs or replacement of meters will be charged against
the owners/operators. In case of nonpayment of fees, fines, charges, or penalties, the water shall be shut off and will not be turned on until all charges are paid. (Ordinance 5849 §
1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996) [13.06.330]
October 2014 -DRAFT 3-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Table 3.2 Business Practices Policy Summary Comprehensive Water System Plan Update City of Auburn
Section Policy Name Policy Statements 3.2.13 Fire Hydrant Unlawful Use It is unlawful for any person to obstruct the access to any fire hydrant by placing around or thereon any stone,
brick, lumber, dirt, landscaping or other material, or to open or operate any fire hydrant, or draw or attempt to draw water there-from without a permit or to willfully or carelessly
damage or deface the same. (Ord. 5851 § 1, 2004.) [13.12.035] 3.2.14 Hydrant Meter Permit Regulations Any person, other than authorized City employees, requiring the use of water from
any City hydrant shall obtain authorization in the form of a hydrant meter use permit. (Ord. 5849 § 1, 2004; Ord. 5216 § 1, 1999; Ord. 4878 § 3, 1996.) [13.06.415] 3.2.15 Leak Adjustment
The City will allow adjustments of the water bill for water that leaked from the service line between the City water meter and the point where the line enters the building. Proof of
repair must be provided. One leak adjustment is allowed per 12 month period per account. Index no. 100-52 (Leak Adjustment Policy) 3.2.16 Termination of water service for delinquent
accounts The City has established procedures for terminating water service to delinquent accounts for non-payment. Index no. 100-53 (Termination of Water Service Policy)
October 2014 -DRAFT 3-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Table 3.3 Service Area Policy Summary Comprehensive Water System Plan Update City of Auburn
Section Policy Name Policy Statements 3.3.1 Retail Water Service Area The City's water service area boundaries were initially defined through the South King County Coordinated Water
Supply Plan dated 1989 and are in agreement with the Pierce County Coordinated Water System Plan from 2003. These plans define the City’s water service area now referred to as the Retail
Water Service Area (RWSA). The City will plan for and provide water service to all retail customers and wholesale customers with firm contracts. As supply permits, the City may provide
water to wholesale customers without firm contracts unilaterally or as part of a capital improvement partnership agreement. Provision of water service should be consistent with the goals,
objectives, and policies of the City of Auburn Water Comprehensive Plan. 3.3.2 Government Consistency The City’s Water Comprehensive Plan will be consistent with local, county, and state
land use authorities. 3.3.3 Duty to Serve The City will plan to provide water service to all customers within the City’s RWSA. Revisions to the City’s RWSA shall be made only by written
agreement and in accordance with local, county and state regulations. 3.3.4 Conditions of Service For areas outside the current City limits, but within the RWSA, the City shall condition
service on agreement that development is in compliance with City water system standards. This conditioning of service ensures that the water system and other infrastructure do not require
significant upgrade upon annexation, and that development is consistent with the City’s Water Comprehensive Plan. New customers within the City’s Potential Annexation Areas are asked
to sign an Annexation Agreement before a Water Availability Certificate is issued. Prior to receiving water service, provision of water service both inside and outside the current City
limits shall be conditioned on the developer/development providing infrastructure improvements identified by the City, in accordance with City’s Policy and Criteria and Comprehensive
Plan. In addition, the City requires that all residents of the City within the retail water service area will receive water services from the City, to the extent practical. The City
will work with existing water purveyors within the City limits and within the City’s Potential Annexation Areas in order to provide fair and equitable water service.
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Section Policy Name Policy Statements 3.3.5 Water Service by Others In order to provide the same level of service to all City citizens, the City shall require that water service provided
by others within Auburn’s City limits be provided to the same level of service and to the same policy and criteria as defined in the City’s Water Comprehensive Plan. The City shall work
with the designated water provider to assure that water-system facilities are designed and installed according to the policies and criteria. 3.3.6 Satellite Systems The City may consider,
on a case by case basis, assisting water providers with water service. The City shall not assume ownership of any satellite water system unless it meets current City standards. The responsibility
and all costs to bring a satellite system up to City standards shall be the system owner(s). The City shall strongly discourage the development of new satellite systems within the City’s
RWSA. All satellite systems within the City’s RWSA shall comply with all the City’s applicable regulations. The decision to allow satellite systems to provide service within the City
RWSA shall remain solely with the City. 3.3.7 Agency Coordination The City should coordinate closely with adjacent jurisdictions to determine applicable regulatory requirements, growth
projections, and opportunities for joint projects. Agreements should be prepared between the pertinent parties on all joint projects. The City shall protect the municipal water supply
from adverse impacts resulting from the activities of adjacent purveyors. 3.3.8 Water Supply Management and Planning The City should work with other water providers to promote effective
water supply management and planning consistent with the “South King County Coordinated Water System Plan,” as well as regional water supply and conservation goals. [CF-21, (Page 5-6)]
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Section Policy Name Policy Statements 3.3.9 Concurrency of Improvements for Service Provision of water service in the City’s RWSA and extension of the water system shall be conditioned
on water supplied – concurrently with development, redevelopment, and/or change in occupancy or use – as required in accordance with the criteria of this Water Comprehensive Plan. While
the City should plan for the provision of water service to all customers within the RWSA, water service meeting the criteria discussed herein may lag growth. Water service, including
supply, shall be deemed concurrent if all those facilities necessary for meeting the criteria discussed herein, including water right certificate(s) or permit(s) issued by Ecology, are
available and adequate to serve the development at the time the development is available for occupancy and use without decreasing service levels below the standards and criteria established
herein. If the necessary water-system facilities do not exist or are not under construction, contract, and/or binding development agreement, or if such facilities will not be completed
before occupancy and use of the development, then the property developer shall provide the aforementioned required water-system facilities, including water right permit(s), certificate(s),
and/or supply facilities prior to the provision of water service by the City. The City will encourage development where new public facilities can be provided in an efficient manner.
[CFP Policy 1.3, (Page 11)]
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City of Auburn Section Policy Name Policy Statements 3.4.1 System Operation The primary operations of the water system are carried out through the use of computerized control system
in the Water Control Center located at the Maintenance and Operations Building. Status reports on each supply and pump station and the levels of each reservoir are continuously received
via telemetry. Reservoir levels are used to determine which water supplies need to be placed in service and which booster pumps need to be operated. Regular system operating activities
include preparation and submittal of the Monthly Operating Report required by DOH, that includes data on system operation and water quality. 3.4.2 Regular Inspection of Facilities Water
facilities such as wells, springs, and booster pump stations are regularly inspected. Facility status is verified, and routine maintenance is performed. 3.4.3 Meter Reading Water service
meters of single-family residential and school customers are read every two months. All other meters are read on a regular basis. 3.4.4 Customer Service The City is committed to resolving
customer complaints. All complaints are recorded and forwarded to the appropriate staff member for resolution. 3.4.5 Pressure Reducing Valve Program The City will continue its regular
program to adjust all pressure reducing valves to the proper settings to maximize system operating efficiency. 3.4.6 Employee Certification The City will pay annual certification, provide
time and tuition for certification training courses, and provide timeoff for certification exams. In addition, the City will provide its staff opportunities for obtaining the continuing
education required to maintain certification. Professional growth requirements for certification are met through continuing education units (CEUs) as monitored and maintained by the
Washington Environmental Training Resources Center (WETRC) at Green River Community College. 3.4.7 Continuing Education The City supports continuing educational opportunities that may
include seminars, conferences, and college coursework.
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Policy Name Policy Statements 3.5.1 Source Meters All sources will be metered to measure the amount of water produced. Meters will be calibrated every year in order to ensure an accurate
accounting of water produced. 3.5.2 Water Use from Fire Hydrants All hydrant water sales shall be metered and require a hydrant meter use permit that authorizes the use of hydrants.
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Policy Name Policy Statements 3.5.3 Fiscal Stewardship The City should manage the water utility funds and resources in a professional manner in compliance with applicable laws, regulations,
and City financial policies. Responsible fiscal stewardship requires ongoing monitoring of revenues and expenses in order to make prudent business decisions and report to City officials,
as needed, regarding the status of utility operations. There is created, in the treasury of the City, a fund to be known and designated as the “water fund.” All moneys due the City for
water service of any kind or as penalties for violation of the provisions of this chapter or of any other ordinance of the City relating to the municipally owned water system of the
City shall be paid to the finance director, who shall ensure receipt and deposit into the water fund. The water fund shall not be commingled with any other fund or funds of the City
and shall be disbursed only upon checks drawn by the order of the City Council against the fund. (Ordinance 5849 § 1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996) [13.06.030
Water fund] The City Council shall establish rates and charges to be paid by a customer receiving water service from the water utility of the City. The total cost of fees and charges
shall be charged to and paid by the owner of the premises receiving the water service. The City reserves the right to temporarily discontinue the service at any time without notice to
the customer. As a condition of service, the owner/operator is subject to all provisions of this chapter and of any ordinance of the City relating to the subject, hereafter passed. The
City shall not be held responsible for any damage by water or other cause resulting from defective plumbing or appliances on the premises supplied with water, installed by the owner/operator
of the premises. The fact that the agents of the City inspected the plumbing and appliances shall not be pleaded as a basis of recovery in case of damage to premises from defective plumbing
or appliances installed by the owner/operator of such premises. In case the supply of water is interrupted or fails by reason of accident or any other cause whatsoever, the City shall
not be liable for damages for such interruption or failure, nor shall such failures or interruptions for any reasonable period of time be held to constitute a breach of this chapter
on the part of the City or in any way relieve the customer from performing the obligations of this chapter. A copy of this chapter may be obtained by all owners of property and customers
of the water utility, and shall be considered a part of the conditions of service. (Ordinance 5849 § 1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996) [13.06.065 Water service
– Generally]
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Policy Name Policy Statements 3.5.4 Self-Sufficient Funding The City maintains the water utility fund as a self-supporting enterprise fund. Water utility revenues come primarily from
customer charges and are dependent upon established rates. The Revised Code of Washington requires that utility funds be used only for stated utility purposes. Although General Fund
revenues can be used to fund water utility programs, the City has a general policy of not doing so. The City budgeting process should include a balanced and controlled annual water utility
budget. This requires careful preparation of expense and revenue projections that may be reviewed by City management, the general public, and the City Council before approval of any
rate increases. 3.5.5 Capital Improvement Program Level Funding for the Capital Improvement Program (CIP) identified in the budget should be maintained at a level sufficient to assure
system integrity. To the extent that the annual level of the CIP investment can be managed by scheduling and scoping of projects, the funding should be provided at a fairly uniform level
in order to avoid significant fluctuations and to reduce the impact on the operating budget and related rate increases. The City should maintain reasonable level of reserves in the CIP
fund in order to manage cash flow variation caused by the nature of the cost and timing of projects. Utility sold revenue bonds, Utility Local Improvement Districts (ULID), State Public
Works Trust Fund loans, any available grants, system developer charges and developer contributions should be considered for funding the future CIP projects.
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Policy Name Policy Statements 3.5.6 Development Charges Both existing and future development will pay for the costs of needed capital improvements. Ensure that existing development pays
for capital improvements that reduce or eliminate existing deficiencies, and pays for some or all of the cost to replace obsolete or worn out facilities. Existing development may also
pay a portion of the cost of capital improvements needed by future development. Payments may take the form of user fees, charges for services, special assessments and taxes. Ensure that
future development pays a proportionate share of the cost of new facilities that it requires. Future development may also pay a portion of the cost to replace obsolete or worn-out facilities.
Payments may take the form of voluntary contributions for the benefit of any public facility, impact fees, mitigation payments, capacity fees, dedications of land, provision of public
facilities, and future payments of user fees, charges for services, special assessments and taxes. [CFP Policy 2.5, (Page 12)] A water utility systems development charge is imposed upon
all lands inside the boundary of the City and all lands outside the boundary of the City, which utilize water facilities. The utility systems development charge as set forth in the City
fee schedule will be computed to consider the future and/or current value of the utility system’s fixed assets, excluding contributions by developers, and outstanding bonded indebtedness,
and will also consider an appropriate service unit. The utility systems development charge shall be reviewed annually by the City council and the charges may be revised to reflect changes
in utility asset value, depreciation of the utility system fixed assets, bonded indebtedness, the number of ERU, RCE or ESU customers served. (Ordinance 5819 § 4, 2004; Ordinance 5801
§ 1, 2003; Ordinance 5709 § 1, 2002; Ordinance 5619 § 2, 2001; Ordinance 5125 § 2, 1998; Ordinance 4830 § 1, 1996; Ordinance 4479 § 2, 1990; Ordinance 3510 § 1, 1980; Ordinance 6341§
1; Ordinance 6391§ 1 ) [13.41.030 Utility systems development charge imposed – Rates – Review]
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Policy Name Policy Statements 3.5.7 Capital Facilities Plan The City shall continue to fund utility costs through utility enterprise funds, based on user fees and grants. Public facilities
that are utilities are sewer, solid waste, storm drainage, and water. Where feasible pursue joint venture facility construction, construction timing, and other facility coordination
measures for City provided facilities, as well as with school districts and other potential partners in developing public facilities. The City shall continue to assist through direct
participation, SDC credits, LIDs and payback agreements, where appropriate and financially feasible. Where funding is available, the City may participate in developer initiated facility
extensions or improvements, but only to the extent that the improvements benefit the broader public interest, and are consistent with the policies of the Capital Facilities Plan. [CFP
Policy 2.3, (Page 11)] Ensure that the ongoing operating and maintenance costs of a capital facility are financially feasible prior to constructing the facility. [CFP Policy 2.7, (Page
13)] 3.5.8 Capital Budget Enterprise fund working capital in excess of that needed for operations may be used for capital needs in order to conserve the debt capacity of those funds
for major facility expansions to meet future needs. [BBP Policies – 6, (Page 41)]
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Policy Name Policy Statements 3.5.9 Development Charge Cost Recovery The City shall continue to recognize the overall system impacts of new development upon the City water system through
the collection and appropriate use of system development charges or similar fees. [CF-18, (Page 5-6)] The City should establish fees and charges to recover City costs related to development.
In general, water utility costs related to development should be recovered through a system of fees and charges. Fees shall be established by City Ordinance for routine services such
as meter installation. In situations where new development or extension of services is complicated or lengthy, permit applicants should be charged for direct administrative costs and
associated staff time. These rates should be reviewed periodically to ensure that the cost methodology is appropriate. System development charges shall be charged to all new development
properties to reimburse the water utility for historical asset investments that provided overall benefits to the service area. These fees should be reviewed regularly and adjusted as
needed. All new connections to the water system shall be charged a service installation fee to recover the costs of connecting to the water line and setting a service meter. In addition,
when another developer or the City has at its own expense constructed new water mains, new customers connecting to that portion of the water main shall pay a latecomer fee or charge
in lieu of assessment. The City may enter into a payback agreement with the party constructing the improvement to recover appropriate costs from the new customers when they connect to
the system. After the City and a developer execute a latecomer agreement, the City shall collect the amount due and forward the appropriate payment to the party constructing the improvement.
Latecomer agreements may have a term of up to 20 years. The water utility also may collect an overhead amount on this charge to pay for processing the agreement and payments. (Water
Plan)
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Policy Name Policy Statements 3.5.10 Payback Agreement The City engineer is authorized and directed to execute payback agreements at the request of the developer upon City Council approval.
All payback agreements shall be executed pursuant to ACC 13.40.060. (Ordinance 5850 § 1, 2004; Ordinance 5212 § 1 (Exhibit H), 1999; Ordinance 4760 § 1, 1995; 1957 code § 10.10.070)
[13.08.070] 3.5.11 Water Rate Levels Water rates should be set at a level sufficient to cover expenses and maintain reserves. Water rates should be set as low as possible and still provide
for the on-going operations, maintenance, repair, replacement, capital improvements, and general business of the water utility. The City’s budget process should be used as an opportunity
to increase or reduce current service levels. The final budget should include the total authorized expenses and establish the amount of revenue required for balancing the expenses. 3.5.12
Water Rate Structure The water-rate structure should be set by customer class based on costs to serve each customer class. The water-rate structure shall support water conservation and
wise use of water resources objectives as required by State law. 3.5.13 Water Rate Equity The water-rate structure should fairly allocate costs between the different customer classes.
Rates should be established on a “Cost of Service” basis so that each customer class pays its prorated share of the total costs needed to operate and maintain the water utility. All
projected future costs should be allocated to each customer class by using established criteria that reflect the benefit that each customer class receives from the service. For example,
the cost of producing water should be allocated to customer classes as determined by the volumes used. Fixed costs, such as for meter reading and billing, should be allocated to each
meter based on the customer class. A Cost of Service and Rate Study should be performed periodically to ensure ongoing equity between customer classes. 3.5.14 Water Rate Uniformity Water
rates should be uniform for all water utility customers of the same class throughout the City.
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Policy Name Policy Statements 3.5.15 Frequency of Water Rate Adjustments Water rates should be evaluated regularly as part of the water utility budgeting process to ensure that budgeted
expenses, including the impact of increasing water-supply regulations, are reflected in current rates. 3.5.16 Financial Reserve Levels The City shall maintain water utility cash balances
to serve as a contingency reserve fund. The fund should maintain a balance of $1,000,000 to cover working capital needs and emergency contingencies and cash flow fluctuations. Base the
financing plan for public facilities on realistic estimates of current local revenues and external revenues that are reasonably anticipated to be received by the City. [Policy 2.2, (Page
11)] 3.5.17 Charges for Services Outside the City Limits The City may include a rate adjustment for water service outside the City limits. 3.5.18 Low-Income Assistance Program The Utility
Rate Exemption Program currently provides water rate assistance for specific low-income senior citizens or for specific low-income totally or permanently disabled citizens. The City
should administer the rate discount program on the monthly water base charges for senior citizens over 62 years old and with incomes below certain levels as defined in Ordinances No.
4256 and 4879.
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Policy Name Policy Statements 3.6.1 Connections for Existing Wells Owners of lands with existing wells will conform to the following: The owner of lands located in the City who makes
application for a short plat or preliminary plat that requires water service from the City shall extend, at the owner's cost, the municipal water system to serve the development, provided
the City permits such extension. The owner of lands located in the City and within 200 feet of a municipal water line, undertaking new nonresidential construction, shall connect to
the municipal water system when the City permits such construction, and shall extend, at the owner's cost, the municipal water system to serve the development. The owner of lands located
in the City on which a private well or wells are located, and who applies to connect to a municipal water system, shall work with the City to seek authorization from the Washington State
Department of Ecology (Ecology) to transfer any water rights associated with the well or wells from the owner to the water service provider, or to the City if the provider does not accept
the water rights. The owner of permitted water rights may seek compensation from the transferee under mutually agreed upon terms. Any such compensation paid by the City shall be based
upon the value of the water, as determined by the City, made available to the City under such a transfer. Regardless of whether Ecology allows such a transfer of water rights, the well
or wells shall be decommissioned in accordance with Ecology’s requirements prior to connection to a municipal water system. The owner of lands located within Auburn's water service
area that apply to connect to the Auburn water system shall sign a service agreement prohibiting the installation of an irrigation well or wells on their lands for which service is provided.
The applicability of this policy to lands designated as proposed special planning areas shall be reviewed by the City engineer on a case-by-case basis. (Ordinance 5974 § 1, 2006) [13.06.150]
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Policy Name Policy Statements 3.6.2 Service Extension Water system service extension will be considered, provided the area to be served is within the City’s existing retail water service
area and the extension of service is consistent with adopted annexation policies. Service extension by the City may be considered under such conditions only if the City’s costs are recovered,
and sufficient financial and staffing resources are available. The property owners shall be responsible for an equitable share of extension costs at the time of connection to the system.
The City will cooperate with DOH, King County and Pierce County regarding feasibility studies of extending service to existing small systems as they might occur within the City’s retail
water service area. Water system extensions shall be designed and constructed according to current City codes and standards. Service extensions to existing systems not meeting City water
system standards shall be upgraded, at property owner expense, to meet City standards before service is provided. The City may consider the use of master meters for small systems with
functioning distribution systems which wish to remain privately owned and operated. The City shall continue it’s policy of requiring that water system extensions needed to serve new
development shall be built prior to or simultaneous with such development, according to the size and configuration identified by the Comprehensive Water Plan as necessary to serve future
planned development. The location and design of these facilities shall give full consideration to the ease of operation and maintenance of these facilities by the City. The City may
continue to participate to the extent permitted by law, through SDC credits, Local Improvement District (LIDs) and payback agreements to assist in the financing of such improvements.
Wherever any form of City finance is involved in a water line extension, lines that promote a compact development pattern will be favored over lines traversing large undeveloped areas
where future development plans are uncertain. [CF-16, (Page 5-6)] All persons or LIDs desiring to extend City water mains in the City must extend the same under the supervision of the
City engineer. All 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 water main is extended
to the extreme boundary limit of the property line extending the full length of the front footage of the property. (Ordinance 5850 § 1, 2004; Ordinance 5212 § 1 (Exhibit. H), 1999; 1957
code § 10.10.020) [13.08.020] All properties shall be metered. Master meters will be evaluated and determined on a case-by-case basis.
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Policy Name Policy Statements 3.6.3 Facility Extension Agreement The City engineer is delegated and authorized to develop, implement, execute, and administer facility extension agreements
with developers for water within the applicable service areas. The City engineer shall provide an application form for the facility extension agreement to be filled out by each applicant.
(Ordinance 5995 § 1, 2006; Ordinance 5791 § 4, 2003; Ordinance 3375 § 3(A), 1979) [13.40.020] 3.6.4 System-Wide Reliability The City shall invest the resources necessary to construct,
maintain, and renew water-system infrastructure and equipment to ensure that customers are provided consistent, reliable service in accordance with WAC 246-290-420 Reliability and Emergency
Response. Wherever possible, the City should anticipate system interruptions and design and operate the system to minimize the impact of such interruptions to customers. The City shall
establish reliability criteria for water-system components as an element of its water-system criteria. 3.6.5 Emergency Preparedness The City shall update, as needed, a citywide Emergency
Response Plan that will include the water system operations. The water system portion of the plan should ensure that adequate provisions are in place to provide for an organized response
to the most likely kinds of emergencies that might endanger the health and safety of the general public or the operation of the municipal water system. The Emergency Response Plan shall
comply with applicable RCW and WAC requirements. 3.6.6 Fire System Responsibility The City should provide and maintain water-system infrastructure to deliver adequate water for fire
protection to retail customers served by the multi-source municipal water system. The multi-source water system, including water mains, storage facilities, hydrants, booster-pump stations,
and related facilities, shall be designed to meet all applicable codes at the time of construction. The City should maintain, repair, or replace mains, lines, hydrants, and valves as
necessary to keep the facilities in good working order. 3.6.7 Emergency Interties The City should support emergency interties with adjacent water systems where there is a benefit to
both water systems. Interties increase reliability of the City-wide water system during emergencies and other unusual operating circumstances.
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Policy Name Policy Statements 3.6.8 Water Supply Interties The City should consider water-supply interties on a case-by-case basis. Water supply interties should provide benefits to
both water service providers and should not compromise the City’s ability to serve its existing customers or its future water supply needs. 3.6.9 Water Supply Planning The City's objective
is to assure a continuous, safe water supply to meet firm customer demands. The City will plan for and provide water service to all firm customers. Firm customers are those retail customers
within the RWSA and wholesale customers to whom the City is obligated to provide an uninterruptible supply of water. As supply permits, the City may provide water to non-firm customers
unilaterally or as part of a capital improvement partnership agreement. Provision of water service must be consistent with the goals, objectives, and policies of the City of Auburn Comprehensive
Water Plan. Effects of past water conservation will be considered when projecting future water needs. Future water demands will be estimated using existing water usage patterns and projected
future populations developed by the City Community Development and Public Works Department and consistent with the Puget Sound Regional Council data. The City will plan for and provide
water service to all firm customers. 3.6.10 Oversizing The size of the water main to serve developing property shall be determined by the City engineer taking into consideration the
Comprehensive Plan, the length of line, potential land use and fire flow requirements. When it is deemed necessary by the City to install major transmission lines larger than are required
to serve adjacent properties, the City may enter into an agreement to compensate the developer for the difference in cost of the oversizing. (Ordinance 5850 § 1, 2004; Ordinance 5212
§ 1 (Exhibit H), 1999; 1957 code § 10.10.040) [13.08.040] 3.6.11 Service Pressure and Flow The City should provide potable water to customers in sufficient quantity to meet maximum day
demands at a pressure that meets or exceeds all minimum applicable regulations, except during emergency conditions. Property owners may install private booster pumps to achieve higher
pressures under supervision of the City and in accordance with WAC 246-290-230 Distribution Systems.
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Policy Name Policy Statements 3.6.12 Water for Irrigation Irrigation water, for use by non-single-family residential customers, shall be provided through an irrigation meter installed
in accordance with the City of Auburn design and construction standards. Irrigation water shall be billed at the irrigation only rate identified in City code. Deduct meters, as defined
in City code, shall not be used to supply water for irrigation. (Ordinance 5849 § 1, 2004) [13.06.230] 3.6.13 Water Meters A water meter shall be placed on every service to measure the
quantity of water used by a customer. (Ordinance 5849 § 1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996) [13.06.320] 3.6.14 Capital Facilities Plan The City is required by
the Washington State Growth Management Act to adopt a Capital Facilities Plan. The plan should include capital projects for the water utility for a six-year period of time. Projects
should be financially constrained and broken-down into capacity and non-capacity projects. (Water Plan) The City will develop a multi-year plan for capital improvements as required by
the Growth Management Act of Washington State. The Capital Facilities Plan will be updated annually and be financially constrained for the appropriated budget period. [Biennial Budget,
Budget policies] The City will establish level of service standards that are achievable with the financing plan of the Capital Facilities Plan. [CFP Policy 2.1, (Page 11)] The City will
match revenue sources to capital projects based on sound fiscal policies.
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to develop and implement facilities and programs that will protect the environment. It also defines the City’s conservation program, as well as its demand management and water shortage
response. Environmental Stewardship policies are summarized in Table 3.7. 3.8 DESIGN AND CONSTRUCTION Water system design and construction policies define the criteria, methods, and
procedures for the City to provide guidance for how water facilities are designed and constructed. Included in these policies are criteria for supplies, pump stations, storage reservoirs,
system pressures and fire flow requirements. Design and Construction policies are summarized in Table 3.8.
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of Auburn Section Policy Name Policy Statements 3.7.1 Conservation Promotion The City shall promote water conservation and the wise use of water resources. [CF-20, (Page 5-6)]
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of Auburn Section Policy Name Policy Statements 3.7.2 Demand Management and Water Shortage Response In the event of a water-supply shortage caused by a drought or supply interruption,
the City shall take reasonable actions to ensure that the essential needs of its customers are met and that available supplies are equitably distributed to all affected retail customers.
The water utility criterion for demand management requires that the water system is capable of delivering two days of MDD, after which the Demand Management Notification Program will
reduce water demands to Average Daily Demand (ADD) levels. Water service to wholesale customers shall be maintained in accordance with the terms and conditions of the applicable wholesale
contractual agreement. The following procedures shall apply during the various stages of water emergencies as set forth in this section: Stage I – Anticipated Water Shortage – Internal
Preparations. The public works department shall conduct public education efforts regarding the benefits and necessity of conservation by the public. The public works department initiates
coordination with other utilities for delivery of emergency water supply through emergency interties. Stage II – Serious Water Shortage – Voluntary Conservation. The public works department
shall conduct an intensified public information campaign and shall coordinate the campaign to encourage voluntary water conservation through news releases and other methods of providing
information about conservation methods. The public works department evaluates the need to accept delivery of emergency water supply through emergency interties. Stage III – Critical
Water Shortage – Limited Outdoor Restrictions. The mayor may declare a Stage III water emergency when a water shortage exists such that water supplies are critically impacted and water
demand must be reduced. The mayor is authorized to establish certain specified days or hours for irrigating, sprinkling or watering lawns and gardens, and may prohibit or regulate other
nonessential uses of water within the water system during such times as there is an actual or impending water shortage, extreme pressure loss in the distribution system, or for any other
reasonable cause. Stage IV – Emergency Water Shortage – Mandatory Outdoor Restrictions and Indoor Conservation. The mayor may declare a Stage IV water emergency when a water shortage
exists such that maximum flow reduction is immediately required, water available to the City is insufficient to permit any irrigation, watering, or sprinkling, and all available water
is needed solely for human consumption, sanitation, and fire protection. Stage V – Regional Disaster – Water Rationing. Water shortage exists such that water rationing must be implemented
and emergency water distribution may be necessary for customers without water. [13.14.030] It is in the public interest to promote the conservation of the city’s water supply in order
to protect the health, welfare, and safety of water users. To accomplish this declared purpose, the City reserves the right to exercise its powers through emergency measures. Penalties
for violations of this power are addressed in the City Code. [13.14.060]
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of Auburn Section Policy Name Policy Statements 3.7.3 Natural Resources Promote conservation of energy, water, and other natural resources in the location and design of public facilities.
[CFP Policy 3.1, (Page 13)] 3.7.4 Water Quality Responsibility The City shall provide water to all water-system customers that meet all state and federal water quality standards. The
City shall take the actions necessary to ensure that all water quality standards are met to the point of delivery (meter). The customer is responsible for maintaining water quality from
the meter to the actual point of use. The City shall seek to ensure adequate and healthful supplies of domestic water by protecting groundwater from degradation, by providing for surface
water infiltration, by minimizing or prohibiting unnecessary withdrawals of groundwater and by preventing unintended groundwater discharges caused by disturbance of water-bearing geological
formations. [EN-1, (Page 9-2)] The City’s surface water, groundwater, sanitary, and storm drainage systems shall be protected from contamination by hazardous materials or other contaminates.
[EN-84, (Page 9-16)]
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of Auburn Section Policy Name Policy Statements 3.7.5 Water Resource Protection The City shall maintain a Water Resource Protection Program to protect the City’s groundwater supplies
from degradation. The City should develop programs and implement procedures to protect water quality, habitat, and other environmental values in areas where the City must construct,
operate, maintain, or replace water-system infrastructure. Special consideration shall be given to threatened or endangered species identified under the provisions of the National Endangered
Species Act. The programs and procedures developed should include consideration of best management practices and adaptive management concepts. 3.7.6 Sustainable Development The City
strives to be a sustainable community: meeting the needs of the present while preserving the ability of future generations to meet their own needs. 3.7.7 Coal Creek Springs Protection
The City shall protect Coal Creek Springs by: Limiting densities to no more than one residential unit per four acres within the area tributary to the Coal Creek Springs Watershed.
Designating a Special Planning Area for the Mt. Rainier vista site. [Comprehensive Plan LU-9, (Page 3-11)] Protection of the City’s Coal Creek Springs and West Hill Spring watersheds,
wells, and other sources shall be a high priority in the designation of appropriate land uses in the vicinity of these areas and facilities. [CF-15, (Page 5-5)] 3.7.8 Aquifer Recharge
Area The City shall consider the impacts of new development within aquifer recharge areas of potable water sources as part of its environmental review process and require any appropriate
mitigation measures. Such mitigation may require hydrogeologic studies, testing, and/or monitoring (including monitoring wells), spill response planning, spill containment devices, sanitary
sewers, and use of best management practices. [CF-19, (Page 5-6)]
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of Auburn Section Policy Name Policy Statements 3.7.9 Mining Impacts The City shall consider impacts of mining on groundwater and surface water quality as well as possible changes in
hydrology as a result of the mining during the environmental review process and require appropriate mitigating measures to prevent water quality degradation. [EN-50, (Page 9-11)] 3.7.10
Water Use Efficiency Goals The City will continue implementation of its existing Water Use Efficiency Program. The City will target a 1 percent reduction in equivalent residential unit
value for each year. The City shall consider financial incentives as a tool which may be used to achieve demand reduction. A goal of the City is to reduce peaking factors that occur
during the high usage periods to maximize existing water supply sources. The City will reevaluate the program with each Comprehensive Water Plan update. The City’s goal shall be in compliance
and consistent with all applicable local, state, and federal laws and regulations within the RWSA. 3.7.11 Non-Revenue Water The City will strive to maintain levels of water leakage for
its distribution system at less than 10 percent. 3.7.12 Leak Detection The City is committed to a tight, non-leaking water distribution system. Each year the City will check approximately
one-quarter of the water distribution system for leakage. 3.7.13 Reclaimed Water The City is committed to wastewater reuse and rainwater reclamation. These can serve as cost-effective
and environmentally beneficial sources of water thereby increasing the security and reliability of the drinking water supply. The City will explore opportunities and evaluate options
on a case-by-case basis. 3.7.14 Aquifer Storage and Recovery The City shall consider the use of aquifer storage and recovery (ASR) as a conservation and demand management tool to make
best use of City water resources.
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of Auburn Section Policy Name Policy Statements 3.8.1 Service Ownership /Responsibility The City shall own and maintain the service line between the main and the meter, the meter and
setter, and the meter box. The property owner shall own and maintain the service line and other facilities such as pressure-reducing valves, pumps, or cross-connection assemblies beyond
the meter. For unmetered connections (fire sprinklers), City ownership ceases at the fitting on the water line. Where on-site fire hydrants are required, the City shall own the mains
and hydrants. Easements shall be provided for the mains and hydrants. The City shall be responsible for the maintenance and operation of the public water system within public rights-of-way
and easements up to and including water service meters. The responsibility for the maintenance and operation of the non-public water supply system within private property shall be with
the property owner. (Ordinance 5849 § 1, 2004) [13.06.027 Water system responsibility]
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of Auburn Section Policy Name Policy Statements 3.8.2 Source of Supply Source of Supply reliability is critical to providing an uninterrupted level of service to City utility customers.
Malfunction of any of several supply components could cause a temporary limitation of the supply capacity. The following is a list of possible malfunctions and the time necessary to
correct them: Well pump failure -1 week Submersible well pump failure -3 weeks Loss of power -4 hours Source failure -6 months SCADA or communication failure -8 hours The City
should provide sufficient water to meet maximum day demands. Since any of the City's supply facilities (a single well or spring supply) might fail as a result of a rare or catastrophic
emergency event, it is the City’s goal to have sufficient system-wide supply facilities (including both permanent and emergency interties) to meet the MDD with the largest active water
supply source out of service. Since power continuity is a concern, auxiliary power, such as an installed or portable generator, of sufficient capacity to power the well or spring pumps
should be provided.
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of Auburn Section Policy Name Policy Statements 3.8.3 Pump Stations For important pumps and other mechanical equipment that might be occasionally out-of-service for repair or maintenance,
the City's goal is to have sufficient capacity to allow full service with any single component outof-service. For pump stations, this usually means installing pumping capacity larger
than required to meet demand. In other cases, it means having spare units that can be readily installed if a component fails. The following is a list of possible malfunctions for pump
stations and the time necessary to correct them: Pump or motor failure -1 week Electrical equipment failure -1 week Control Valve failure -2 days Loss of power -4 hours SCADA
or communication failure -8 hours A minimum of two pumps or a complete spare pump will be provided for each distribution system pump station to provide flexibility and system redundancy.
Where multiple pumps are provided, the pumps will be sized so that the station can meet MDD flow conditions with the largest pump out-of-service. If the area is not served by gravity
by a reservoir, booster pumps (along with any supply available) will be sized to provide peak hour demand and fire demand for the service area should the largest pump be out-of-service.
Since power continuity is a concern, auxiliary power, such as an installed or portable generator, of sufficient capacity to power the station with the any single pump out of service
should be provided.
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of Auburn Section Policy Name Policy Statements 3.8.4 Storage Reservoirs Reservoir redundancy is not a criterion of the City. The reliability of City storage reservoirs is affected by
a limited number of components. Possible malfunctions and the time necessary to correct them and return the storage reservoir to service include: Reservoir inlet or outlet out-of-service
-2 days Reservoir contamination -1 week However, where an area is served by a single reservoir, supply capacity (source and pumping) shall be sufficient to meet peak hour demand and
fire demand during the duration that the reservoir is out-of-service. 3.8.5 Distribution System It is important to have a distribution network that allows water to be re-routed to affected
customers if there is a pipeline failure. Therefore, providing system looping and redundant pipeline connections are important distribution system features. Providing multiple connections
between service zones at various locations is particularly important. Possible malfunctions and the time necessary to correct such malfunctions include: Pipeline break -1 day Control
or Pressure Reducing Valve failure -2 days Valve failure -2 days 3.8.6 Fire Protection Services Services for fire protection are required to be installed with the proper backflow assemblies.
It shall be mandatory for the installation to be made with an approved water flow alarm, as approved by the City and the chief of the Fire Authority, or their delegate, on each such
service installation. [13.06.270]
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of Auburn Section Policy Name Policy Statements 3.8.7 Fire Flow Requirements The City has established two distinct and independent parts to the municipal water-system fire flow requirements
within the City Retail Water Service Area. The first is a fire flow requirement established by the Fire Authority as a building-specific fire flow based on building use and materials
of construction. The second is a multi-source municipal water system level of service criterion. The City shall require that both parts of the fire flow requirements be met as a condition
of development and as a condition of any extension of the City water system. New development, redevelopment, or change in use or occupancy (as defined by Auburn City Code) shall meet
the full fire flow requirements as established by this policy. Change of occupancy is not intended to include change of tenants or proprietors. The developer shall be responsible for
installing all necessary facilities needed to serve his property and for complying with the City’s development, design, and construction standards in order to meet these requirements.
Fire flow requirements for existing structures and uses or occupancies are those that were required at the time of construction, as determined by the Fire Authority and the City’s water
utility (since 1995). Such existing structures shall not be required to upgrade the municipal water-system infrastructure to meet current fire flow and development standards. Similarly,
the City shall not be obligated to upgrade the existing watersystem infrastructure to meet current fire-flow criteria and standards. The City should consider the benefit of improved
fire flows when analyzing the need, design, and merits of municipal water-system improvements.
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of Auburn Section Policy Name Policy Statements 3.8.8 Fire-Flow Improvements As resources become available, the City shall make municipal water-system improvements to meet the current
fire flow criteria. Such system improvements may include replacing undersized water mains and pumping stations or correcting fire hydrant deficiencies of spacing and standardization
where current standards are not met. When prioritizing and scheduling system improvements, the City capital facilities planning procedures should consider the severity of deficiencies.
The City should seek opportunities to make improvements in conjunction with other City projects to achieve economic efficiency. There are some areas within the City RWSA that have fire
hydrants on private water lines. This is no longer allowed. The City should work to eliminate these systems with other improvement projects. 3.8.9 Fire-Flow Quantity The quantity of
water available for firefighting establishes an important level of service for a water system. The City has established a fire flow criterion of: 1,500 gpm for all single-family residential
area of the City. 2,500 gpm for all multifamily residential and all other non-residential land use areas, except parks and open spaces within the City. These criteria apply to all
improvement projects within the water system, including those necessary to provide service to new customers or to serve modified property uses or occupancies by existing customers both
inside and outside the City limits. The fire flow criteria described above are minimum requirements. Fire flows in excess of the above criteria may be required by the Fire Authority
to provide fire protection for specific types of building construction and use. Where the Fire Authority determines higher fire flows are required, the higher flow will be the criterion
used to determine the required system improvements. Fire flows are to be provided during MDD at the pressure requirements discussed in the paragraphs on Distribution System.
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of Auburn Section Policy Name Policy Statements 3.8.10 Fire-Flow Duration The time or duration, for which a fire flow is to be provided, is based on the quantity of fire flow required:
Required Fire Flow; Duration 2,000 gpm or less: 2 hours 2,001 to 3,000 gpm: 3 hours 3,001 to 4,000 gpm: 4 hours 4,001 to 5,000 gpm: 5 hours 5,001 to 6,000 gpm: 6 hours 6,001
to 7,000 gpm: 7 hours 7,001 to 8,000 gpm: 8 hours 3.8.11 Source of Supply Requirements The City will have sufficient water supply facilities and/or interties available to meet the
MDD. The City will meet MDD with the largest active supply source out of service. MDD is calculated based on the peaking factor (historical ratio of MDD to ADD) multiplied by the ADD.
The peaking factor is based historical data from the most recent planning period, accounting for data anomalies. Peak hour demand will be determined using the Washington State Department
of Health design criteria. 3.8.12 Individual Service Area Water Supply Requirements The City will provide sufficient water supply capacity to meet MDD for each of the four service areas
(Valley service area, Academy service area, Lea Hill service area and the Lakeland Hills service area) and any sub systems within these service areas utilizing a combination of reliable
sources, reliable pump stations and reservoirs in accordance with system reliability criteria in Section 3.3.
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of Auburn Section Policy Name Policy Statements 3.8.13 Construction Standards All projects shall comply with the “Standard Plans (M21-01), Specifications, and Standard Details for Road,
Bridge, and Municipal Construction" prepared by the Washington State Department of Transportation, to define construction contract documents. Additionally, the City will comply with
the most recent version of the King County and Pierce County Road Standards when performing work within the County road right-of-way. These technical or standard specifications shall
be modified as necessary within the contract documents to meet the City’s requirements. The City will maintain services from City mains in streets and will have such access on private
property as shall be necessary to maintain such services during the work, and shall, as soon as practicable, upon the completion of such work, reconnect the pipes in the street to the
owner maintained service pipes. (Ordinance 5849 § 1, 2004; Ordinance 5849 § 1, 2004; Ordinance 5216 § 1, 1999; Ordinance 4878 § 3, 1996) [13.06.120 Service pipes – Specifications – Maintenance]
October 2014 -DRAFT 3-39 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch03 Table 3.8 Design and Construction Policy Summary Comprehensive Water System Plan Update City
of Auburn Section Policy Name Policy Statements 3.8.14 Hydrants Dead-end mains over 50 feet in length that supply hydrants shall be at least 8 inches in size. All hydrants newly installed
in commercial, industrial, multifamily residential areas, and other similar areas shall be supplied by not less than 8-inch mains. All hydrants shall have at least a five-inch minimum
valve opening, “O” ring stem seal, two 2-1/2-inch national standard thread hose nozzles, one steamer port per City Fire Authority specifications and a 6-inch mechanical joint shoe connection.
In addition, all hydrants shall meet AWWA standards for public hydrants and shall be installed according to the specifications of the City Fire Authority and the City’s Design and Construction
Standards. The maximum distance between fire hydrants in single-family use district zones shall be 600 feet, measured as the fire vehicle lays its hose. The maximum distance between
fire hydrants in commercial, industrial, and apartment (including duplex) use district zones shall be 300 feet, measured as the fire vehicle lays its hose. [13.16.060] Lateral spacing
of fire hydrants shall be approved by the Fire Authority and predicated on hydrants being located at street intersections. [13.16.060] The lead from the service main to the hydrant shall
be no less than 6 inches in diameter. Any hydrant leads over 50 feet in length from water main to hydrant shall be no less than 8 inches in diameter. [13.16.060] 3.8.15 Dead-End Mains
Provisions shall be made wherever appropriate in any project for looping all dead-end or temporarily deadend mains. Construction plans must be approved by the appropriate water authority
prior to the commencement of construction. Where it is not feasible at the time of approval and installation to loop a water system, the loop requirement may be relaxed if the intent
of the code is met and a stub is provided on the main for future expansion. (Ordinance 3064 § 1, 1976) [13.16.090]
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of Auburn Section Policy Name Policy Statements 3.8.16 System Pressure The City of Auburn has established a criterion for minimum pressure within the water distribution system of 35
psi for all new facilities during MDD, including peak hour demand. This criterion exceeds the minimum pressure of 30 psi established in WAC 246-290-230 Distribution Systems. There is
no upper pressure regulation in the WAC. The distribution system shall be capable of providing required fire flow under MDD conditions. During these conditions, a minimum pressure of
20 psi is allowed at any point within the distribution system when fire fighting storage and equalizing storage are depleted (WAC 246-290-230 Distribution Systems). The City requires
individual pressure regulating valves (PRVs) on service lines where pressures exceed 80 psi; therefore, 80 psi is used as the target maximum pressure for water system design. 3.8.17
Elements of Required Storage The City storage reservoir volume requirements are comprised of three separate categories: Equalizing Storage, Fire Fighting Storage, and Emergency Storage.
In addition, reservoirs may include a "dead storage" volume that is not useful because of the water system configuration. Auburn will provide sufficient storage volume so that each storage
component is provided separately, recognizing that a fire could occur during an emergency (supply or pump station out-of-service). As a result, nesting of storage (using the same storage
for both emergency and fire fighting) is not acceptable and the City requires these volumes to be stacked. Evaluation of the required reservoir volume must be done by analyzing each
reservoir independently to ensure that adequate storage is provided to meet the needs of customers within the reservoir service area. Storage within a zone of higher elevation can be
used to meet the storage requirements of lower zones served by the reservoir.
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of Auburn Section Policy Name Policy Statements 3.8.18 Reservoir Sizing The following criteria will be used to size, evaluate, and plan Auburn storage requirements: Equalizing Storage
-Equalizing storage will be computed to be 25 percent of MDD within the service area. Fire Fighting Storage -Fire fighting storage will be computed based on the size and duration of
the largest known fire demand within each storage service area (The duration of fire demand is dependent on the size of the required fire flow, as described hereinafter). Emergency Storage
-Emergency storage facilities will be computed for each service area. The City should provide either sufficient water to meet two days of the maximum day demands with the largest supply
facility in each service area out of service or sufficient water to meet two days of maximum day demands using only reliable sources in each service area. The emergency storage volume
will be calculated as the more conservative of the two criteria. Although a reservoir may be out-of-service, the frequency of such an event is rare. Consequently, the City does not have
a redundancy requirement for storage if the peak-hour demand and fire demand for the reservoir service zone can be provided by supply or pumping.
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of Auburn Section Policy Name Policy Statements 3.8.19 Distribution System Materials and Configuration Pipe velocities shall not exceed 8 feet per second in watermains. Distribution
system piping shall be 8-inch minimum cement-mortar-lined ductile-iron pipe, Class 52. It is the intent to have the water distribution system looped to provide redundancy and reliability
and to provide fire flow in two directions; however, in rare instances, looping may be impracticable. This criterion will often require off-site improvements to developing areas in order
to achieve distribution looping. Water mains larger than 8-inch may be required for major distribution lines or where fire flows are larger than required for singlefamily residential
zoning. Where the distribution system is divided into separate pressure zones, each zone should have multiple supplies (booster pumps or pressure-reducing stations), to reduce the likelihood
that a single component failure interrupts service. Distribution valves are to be placed every 400 feet (maximum) and at the intersection of all lateral lines. Whenever a street is to
be substantially reconstructed or a new street built, the City shall determine whether water facilities in that street right-of-way shall be constructed or brought up to the size and
configuration indicated by the Water Comprehensive Plan. [CF-17, page 5-6]
October 2014 -DRAFT 4-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Chapter 4 WATER REQUIREMENTS Projecting realistic future water requirements, or demand,
is necessary for planning infrastructure projects and securing adequate water supply to meet future growth. Future water demands are a key component of the water system analyses presented
in this Plan and in the City’s Capital Improvement Program (CIP). Accurate demand projections require a thorough review of historical water use, predicting where and how much growth
will occur, and estimating the future water use for existing and new customers. Historical data provides the City’s unique water use over a long period of time, which captures the range
of water use due to weather, economic conditions, conservation practices, and other factors. This Chapter presents an analysis of historical water use from 2008 to 2013 based on customer
billing and production records. These data provide information on the City’s different types of customers, as well as water use parameters on an average annual basis, seasonally, and
for the maximum day. Historical water use patterns and parameters were established from this data to predict future water use for existing and new customers. Demographic projections
were used to predict where and how much will occur in the water system. The demographic projections are developed based on the City’s comprehensive planning and regional policies adopted
by the Puget Sound Regional Council (PSRC) Vision 2040 plan. These demographic projections were consistent with the PSRC projections and the Growth Management Act (GMA). Future customer
accounts were developed based on existing customer accounts and the demographic growth rates of each Service Area. The resulting future accounts were converted to projected demands using
the historical water use patterns and parameters. Demand projections were generated for the planning period of 2015 to 2035 for the City’s established RWSA. The projections were divided
into three planning scenarios: Short-term (2016 -2021). Medium-term (2022 -2025). Long-term (2026 -2035). Dividing the planning period into three scenarios aids in the development
and phasing of improvement projects and the CIP, as well as being consistent with DOH requirements. Demand projections were expressed as Equivalent Residential Unit (ERU), average day
demand (ADD), and maximum day demand (MDD). One ERU is defined as the average quantity of water beneficially used by one average, full-time, single-family residence per day. The quantity
of water used by other customer classes, and by the whole system, can be expressed in terms of equivalent ERUs. The ADD is typically used in operational
October 2014 -DRAFT 4-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc evaluations. It is calculated by dividing the total water produced by the number of days
per year (2004, 2008, and 2012 were leap years and include 366 days per year). The MDD represents the single largest day water demand during the year and is a key parameter for infrastructure
sizing. Changes in water use, conservation activities, system growth, and other factors may result in higher or lower than projected water use. Planning for the potential changes allows
the City to better manage potential risks from these changes. For example, lower than projected water use may be a concern for the City’s financial planning, while higher than projected
water use may be a concern for water supply planning. Therefore, three growth scenarios were developed: Low, Medium, and High demand scenarios. The low growth scenario represents future
demand with conservation; the medium scenario was analogous with City’s historical projections; the high scenario includes greater water use by new customers. Details on the historical
water use, demographic projections, and demand calculations used to develop these projections presented in the following Chapter. 4.1 HISTORICAL WATER USE Historical water use, or consumption,
data were obtained from City records to characterize the demands of the City’s customers. Annual water use data for the years 2008 to 2013 were used to develop historical demand patterns
and parameters, which represent current and likely future water use. Two key demand parameters were generated from the data: typical water use per customer class, and typical water use
per ERU. These parameters were used as the basis of future demand projections. 4.1.1 Historical Accounts The City customers were divided into nine customer classifications, plus unmetered
(nonrevenue) water. The customer classes are: Single-family Residential/Duplex (SFR). Multifamily Residential (MFR). Commercial. Manufacturing /Industrial. Schools. City
Accounts. Irrigation. Large Users. Wholesale.
October 2014 -DRAFT 4-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc The Large Users customer class was added in this Plan Update, which represent the City’s
largest industrial, commercial, and institutional customers, as well as large master metered residential areas. Large Users include the following customers: Boeing Company Fabrication
Division , Muckleshoot Casino, Emerald Downs, Wal-mart – Supermall Way, Adventist Academy, Safeway Auburn Distribution Center, Auburn Dairy Products, Inc., MultiCare Auburn Medical Center,
Auburn Manor, Rio Verde Mobile Estates, White River Estates, Forest Villa Manor (PIC), Tall Cedars Mobile Home Community, and Leisure Manor. These customers were the largest water users
in their Service Areas, which warranted careful consideration. Therefore, individual demand projections were developed for each large user to provide additional accuracy in the demand
projections, as well as the system analyses. Large users have multiple meters and accounts, potentially of different classes, and do not represent a City billing class; therefore, Large
Users’ historical accounts and water use have been subtracted from the appropriate customer class in all summarized tables, figures, and statistics. In the past, the City does not differentiate
between SFR customers and duplex customers. Where a duplex is served by a single meter due to historic policies, it is counted as one account. Where a duplex is served by two meters,
it is counted as two accounts. The number of duplexes is small compared to the total number of single family customers and only a portion of those duplexes are served by a single meter.
Therefore, the combination of SFR and duplex customers was considered reasonable for planning level analyses. The number of accounts for each customer class is summarized in Table 4.1.
As seen in the table, SFR makes up approximately 80 percent of accounts. The total number of accounts has increased by approximately 6 percent from 2008 to 2013. SFR, MFR, and Irrigation
accounts increased during this period, while the number of other customer classes remained constant or declined slightly over the period. 4.1.2 Historical Consumption 4.1.2.1 Historical
Retail Consumption The City’s historical annual water consumption was provided for each customer class based on City billing data, as presented in Table 4.2. The City uses the 75th percentile
of historical water use parameters in the demand projection; therefore, this statistic was included along the annual average in applicable tables in this Section. While accounts have
increased over the period, consumption has actually decreased. Despite the increasing number of accounts (as seen in Table 4.1), the City’s total water consumption declined during the
period from 7.85 mgd in 2008 to 6.66 mgd in 2013. Declines have been seen in almost all of the customer classes, where the largest decreases have been in Wholesale, Commercial, and Schools.
The decline was likely caused by multiple factors, including the economic downturn from 2008 to 2010, continued conservation activities, and higher water use efficiency in new homes
and offices. Total water consumption has remained relatively constant since 2011 and remains well below historic highs.
October 2014 -DRAFT 4-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.1 Historical Number of Connections by Customer Class Comprehensive Water Plan City
of Auburn Year Singlefamily/Duplex Multi Family Commercial Mfg/Industry Schools City Accounts Irrigation Large Users Wholesale(1) Total 2008 10,493 952 1,098 39 39 30 383 56 7 13,097
2009 10,535 976 1,083 38 37 27 363 56 8 13,123 2010 10,564 982 1,100 38 37 29 401 56 8 13,215 2011 10,704 982 1,095 38 37 28 434 56 7 13,381 2012 11,055 976 1,098 37 36 26 453 56 7 13,744
2013 11,224 980 1,098 37 36 26 446 56 7 13,910 Notes: (1) Wholesale accounts are maintained with City of Algona, CWD, and KC WD #111.
October 2014 -DRAFT 4-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.2 Historical Annual Water Consumption by Customer Classification Comprehensive Water
Plan City of Auburn Year Singlefamily/Duplex (mgd) Multi Family (mgd) Commercial (mgd) Mfg/Industry (mgd) Schools (mgd) City Accounts (mgd) Irrigation (mgd) Large Users (mgd) Wholesale(1)
(mgd) Total (mgd) 2008 2.09 1.28 0.94 0.11 0.21 0.02 0.36 1.05 1.78 7.85 2009 2.12 1.26 0.96 0.14 0.14 0.02 0.39 1.01 1.85 7.98 2010 1.92 1.21 1.13 0.10 0.13 0.01 0.30 1.10 1.62 7.51
2011 1.92 1.25 0.71 0.20 0.04 0.01 0.29 0.92 1.16 6.52 2012 1.90 1.25 0.77 0.06 0.07 0.01 0.35 1.09 1.17 6.67 2013 1.95 1.20 0.76 0.04 0.07 0.01 0.34 1.13 1.15 6.66 Average 1.98 1.24
0.88 0.11 0.11 0.02 0.34 1.05 1.45 7.20 75th Percentile 2.05 1.26 0.96 0.13 0.13 0.02 0.36 1.10 1.74 7.77 Notes: (1) Wholesale accounts are maintained with City of Algona, CWD, and KC
KCWD #111.
October 2014 -DRAFT 4-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc In addition to billing data, the City tracks some authorized unmetered water use, such as
street sweeping and hydrant testing. Unmetered water use represents as small portion of the overall water use; an average of 0.03 mgd. The average percentage of accounts and annual water
consumption by customer class is presented in Figure 4.1. The top pie chart shows the average number of accounts for each customer class from 2008 to 2013. The bottom pie chart shows
the average annual water consumption for each customer class over the same period. Comparing accounts and water consumption illustrates the differences in water use between the customer
classes. This difference in proportional water use is quantified by comparing the historical water use per account for each customer class (in Table 4.3), as described in the section
4.1.3. As seen in the figure, SFR customers represent 80 percent of the accounts, yet only use 29 percent of the demand. Large Users represent less than one percent of accounts, but
use 14 percent of the demand. More information on the amount of water use per account is presented in the following section. 4.1.2.2 Historical Wholesale Consumption Wholesale accounts
represent 20 percent of the City’s average water consumption. As discussed in Chapter 2, the City of Algona relies on the City for its water supplies. The contract requires the City
to deliver up to 0.525 million gallons per day (mgd) of ADD and up to 1.114 mgd of MDD through 2014. Historically water use from Algona averaged 0.33 mgd, which is approximately five
percent of the City’s average water consumption. Algona’s demand varied through the planning period; however, no major trend in demands was observed. The remaining wholesale demand was
purchased by King County Water District 111 (WD #111). Covington Water District (CWD) did not purchase wholesale water during the planning period. The City’s agreement with CWD and WD
#111 is on an interruptible basis and allows sales up to 2.5 mgd to CWD and 2.5 mgd to WD #111. This agreement was executed in October of 1996 and will remain in full force unless terminated
by mutual agreement of the participants. Purchases by WD #111 decreased substantially from 2008 to 2013, declining by approximately 40 percent or 0.6 mgd. Similar to the City, these
declines are likely due to multiple factors and may be reversed in the future. Copies of the wholesale water agreements are included in Appendix D.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_01.docx Singlefamily/Duplex 80% Multifamily 7% Commercial 9% Mfg/Industry 0.31% Schools 0.29% City Accounts 0% Large
Users 0.44% Wholesale 0% Average Percent of Retail Accounts by Customer Class (2008 -2013) Singlefamily/Duplex 28% Multifamily 17% Commercial 12% Mfg/Industry 2% Schools 1%City Accounts
0% Irrigation 5% Large Users 15% Wholesale 20% Percent Consumed by Customer Class (2008 -2013) WATER CONSUMPTION PERCENTAGE BY CUSTOMER CLASS (2002 TO 2013) FIGURE 4.1 CITY OF AUBURN
WATER SYSTEM PLAN UPDATE
October 2014 -DRAFT 4-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc 4.1.3 Water Use Per Account and Equivalent Residential Units The demand of each customer
class can be expressed in terms of ERUs for forecasting and planning purposes. As discussed previously, One ERU is defined as the average quantity of water beneficially used by one average,
full-time, single-family residence per day. The ERU calculation does not include non-revenue water or distribution leakage. Table 4.3 shows the historical annual average water consumption
by customer classification used to determine the ERU planning value and the distribution system leakage. Based on the data from 2008 through 2013, the average quantity of water used
by one typical, full-time single-family residence ERU is equal to 185 gallons per day (gpd). Because water use varies, an ERU planning value higher than the average was used by the City
for demand forecasting. The 75th percentile of all the six-year values was used to select the planning ERU value of 195 gpd. The other customer class planning values was also selected
by determining the 75th percentile from all the six-year values. The ERU value of 195 gpd is 15 percent lower than the 2012 Plan’s ERU planning value of 230 gpd/ERU, which is consistent
with the observed decreased water use. As previously discussed, the conversion of total water use to ERUs provides a means to express water use by non-residential customers as an equivalent
number of SFR accounts. This water use per ERU is obtained by dividing the water use per account by the water use per ERU. Table 4.3 presents the ERUs per account for each customer class
based on 75th percentile of historical water use and the planning value of 195 gallons per ERU. The number of equivalent ERUs per account range from 3.1 for City accounts to 100.7 for
Large Users. The historical Equivalent ERUs for 2008 through 2013 are presented in Table 4.4. 4.2 HISTORICAL PRODUCTION The historical average and maximum water demands are important
parameters when performing system and supply analyses. The term “water demand” refers to all the water requirements of a system including metered customers, unmetered water use, and
unaccounted-for water such as leakage. For this reason, the City’s production data, which accounts for all water demand, was used to calculate the ADD and MDD for each year. Additionally,
historical production or supply allows the City to track system-wide demands on a daily basis, rather than monthly or bi-monthly billing records. 4.2.1 Average and Maximum Demands The
City produces water for its customers through its multiple springs, wells and wholesale water purchases. Table 4.5 presents the historical total production, the ADD, and MDD (based on
production) for the period of 2000 through 2013. The MDD is a key benchmark
October 2014 -DRAFT 4-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.3 Historical Annual Water Use Per Account (gpd/account) Comprehensive Water Plan
City of Auburn Year Singlefamily/Duplex Multi Family Commercial Mfg/Industry Schools City Accounts Irrigation Large Users Wholesale Total 2008 199 1,349 852 2,846 5,359 767 940 18,798
254,286 463 2009 201 1,292 890 3,553 3,703 630 1,077 17,950 231,000 459 2010 182 1,233 1,023 2,684 3,378 448 736 19,696 202,000 446 2011 180 1,275 646 5,263 946 500 668 16,446 166,286
399 2012 172 1,280 700 1,676 1,833 462 775 19,386 166,857 400 2013 174 1,219 688 1,189 1,861 423 771 20,171 164,286 395 Average 185 1,275 800 2,869 2,847 538 828 18,741 197,452 427 75th
Percentile 195 1,289 880 3,376 3,622 597 913 19,618 223,750 456 ERUs per Account(1) 1.0 6.6 4.5 17.3 18.6 3.1 4.6 100.7(2) 1,148.1 2.34 Notes: (1) ERUs per Account based on 75th percentile
of annual water consumption. (2) An individual demand projection was made for each Large User. Data for comparison purposes only.
October 2014 -DRAFT 4-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.4 Historical Equivalent Residential Units (ERU) Comprehensive Water Plan City of
Auburn Year Singlefamily/Duplex Multi Family Commercial Mfg/Industry Schools City Accounts Irrigation Large Users Wholesale Total 2008 10,724 6,588 4,797 570 1,072 118 1,847 5,401 9,133
51 2009 10,862 6,470 4,946 693 703 87 2,006 5,158 9,482 513 2010 9,867 6,214 5,772 523 641 67 1,514 5,659 8,292 0 2011 9,872 6,424 3,628 1,026 180 72 1,488 4,726 5,972 51 2012 9,759
6,409 3,946 318 339 62 1,801 5,570 5,993 51 2013 10,000 6,132 3,874 226 344 56 1,765 5,796 5,901 103 Average 10,731 6,830 5,348 2,036 797 89 1,922 5,385 8,296 112 75th Percentile 10,543
6,459 4,909 662 688 83 1,836 5,637 8,923 90 Notes: (1) Based on an 195 gpd per ERU
October 2014 -DRAFT 4-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc for supply capability, pump station discharge rates, reservoir capacity, and pump sizes.
The last column of Table 4.5 presents the historical MDD to ADD peaking factor, which normalizes the historical data to compare between years. The peaking factor is also a key parameter
in developing the future MDD projections, as discussed later in this chapter. The long period of record (2000 to 2013) captures the variability in this City’s historical record. The
average annual water produced from 2000 through 2013 is 2,958 million gallons per year (MG/year). As shown in this table, the minimum ADD was 7.16 mgd in 2011, and the maximum ADD was
8.88 mgd in 2001. The average ADD over the period was 8.10 mgd. Table 4.5 Historical Annual ADD, MDD, Peak Day, and Peaking Factor Comprehensive Water Plan City of Auburn Year Annual
Production (MG/year) Average Day Demand (mgd) Maximum Day Demand (mgd) Date of Maximum Day Demand Max Day/Avg Day Peaking Factor 2000 2,881 7.87 14.50 8/20/2000 1.84 2001 3,239 8.88
13.92 6/24/2001 1.57 2002 3,035 8.32 15.35 7/12/2002 1.85 2003 3,079 8.44 14.22 8/4/2003 1.69 2004 3,082 8.42 15.04 7/30/2004 1.79 2005 2,957 8.10 13.13 8/5/2005 1.62 2006 3,030 8.30
15.17 8/4/2006 1.83 2007 3,134 8.59 14.25 7/11/2007 1.66 2008 3,018 8.25 13.44 8/6/2008 1.63 2009 3,142 8.61 14.36 7/30/2009 1.67 2010 2,773 7.60 13.31 8/5/2010 1.75 2011 2,613 7.16
11.43 8/18/2011 1.60 2012 2,728 7.45 13.13 8/16/2012 1.76 2013 2,694 7.38 13.77 8/21/2013 1.87 Average 2,958 8.10 13.93 1.72 75th Percentile 3,082 8.43 14.47 1.82 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. The minimum MDD was 11.43 mgd in
2011, and the maximum MDD was 15.35 mgd in 2002. The average MDD from 2000 to 2013 was 13.93 mgd. The ADD, MDD, and MDD to ADD peaking factor over the period is shown graphically in
Figure 4.2. The figure illustrates the variability in the peaking factor over period. The maximum peaking
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_02.docx 1.40 1.45 1.50 1.55 1.60 1.65 1.70 1.75 1.80 1.85 1.90 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 Peaking Factor Water Production (MGD) HISTORICAL PEAKING FACTOR BY YEAR (2002 TO 2013) FIGURE 4.2 CITY OF AUBURN
WATER SYSTEM PLAN UPDATE
October 2014 -DRAFT 4-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc factor of 1.87 occurred in 2013 and the minimum peaking factor of 1.57 occurred in 2001.
Due to variability of the peaking factor, average annual peaking factor of 1.72 is substantially lower than many of the highest years. Therefore, the City has chosen to use the 75th
percentile of the historical peaking factors in demand projections, which is 1.82. This factor provides a better representation of the peaking factors observed historically for water
supply predictions. 4.2.2 Distribution System Leakage Distribution System Leakage (DSL) represents the difference between production and documented water use (retail, wholesale, and
authorized unmetered). It may include inaccurate master and service connection meters, unaccounted-for non-revenue water use, pipeline leakage, and unauthorized use. DSL does not include
authorized water usage such as water used for fire protection, flushing, construction, and other maintenance and operations practices. However, to be credited, this must be accounted
for by metering or estimating using credible means. DSL is calculated as the difference between the total amount of water produced and the sum of water sold and authorized unmetered
water usage. DOH requires the 3-year average DSL to be under 10 percent to minimize water waste. The City’s estimated DSL for 2000 through 2013 is presented graphically in Figure 4.3
and Table 4.6. For the City’s water system, the total 3-year rolling average DSL was between 5.6 percent and 9.7 percent of the total production. The City’s annual average DSL over the
period was 7.0 percent. The City’s DSL has approached and exceeded 10 percent for a single year, but has not exceeded a 3-year rolling average of 10 percent. The City is committed to
maintaining DSL below 10 percent and is actively working to identify and eliminate DSL. The City has ongoing leak detection, meter calibration, and an active repair and replacement program
for water system infrastructure, as detailed in Chapter 12 – Operations and Maintenance. Additionally, the City has recently increased its efforts to reduce non-payment of bills and
water theft.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_03.docx 0% 2% 4% 6% 8% 10% 12% 0123456789 10 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013
Distribution System Leakage (%) Water Produced (mgd) Year Unaccounted for Water Total Consumption DSL HISTORICAL DISTRIBUTION SYSTEM LEAKAGE FIGURE 4.3 CITY OF AUBURN WATER SYSTEM PLAN
UPDATE
October 2014 -DRAFT 4-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.6 Historical Distribution System Leakage Comprehensive Water Plan City of Auburn
Year Annual Consumption (mgd) Annual Production (mgd) Unaccounted for Water (mgd) Unaccounted for Water (%) Unaccounted for Water – 3 year average (%) 2000 8.13 8.52 0.39 4.5% 2001 8.09
8.30 0.21 2.5% 2002 7.42 8.21 0.79 9.6% 5.6% 2003 8.10 8.56 0.45 5.3% 5.8% 2004 8.14 8.64 0.50 5.7% 6.9% 2005 7.65 8.17 0.52 6.3% 5.8% 2006 8.44 8.79 0.35 4.0% 6.0% 2007 8.21 8.99 0.78
8.7% 7.5% 2008 7.89 8.62 0.72 8.4% 8.5% 2009 7.98 8.89 0.91 10.3% 9.1% 2010 7.52 7.79 0.28 3.5% 7.4% 2011 6.51 7.16 0.64 9.0% 7.6% 2012 6.68 7.45 0.78 10.4% 7.7% 2013 6.66 7.38 0.72
9.7% 9.7% Average 7.67 8.25 0.57 7.0% 4.3 SEASONAL DEMANDS The pattern of water consumption differs between the customer classes. Water use increases significantly during the summer
when daylight hours are longer and lawn and landscape watering is prominent. Other outdoor uses, including car washing and recreation, are also at their highest during summer months.
Figure 4.4 presents average monthly consumption by customer class from 2011 through 2013. The top chart shows the average total monthly consumption and the bottom chart shows the average
monthly consumption per account. Note, with the exception of some of the city’s largest users, the City conducts bi-monthly meter reading, therefore the water consumption was averaged
between months to better reflect the actual water consumed in the month. As seen in the top figure, SFR customers show a significant peak in total consumption during the summer months.
Other smaller customer classes also show as similar peak when normalized by account. Uncharacteristically, MFR water use does not show a
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_04.docx 0.0 0.5 1.0 1.5 2.0 2.5 3.0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Monthly Consumption by User Type
(mgd) Month Average Consumption per Customer Type (2002 -2012) Single Family Multi Family Commercial Industrial Schools City Accounts Irrigation 02,000 4,000 6,000 8,000 10,000 12,000
14,000 16,000 0 500 1,000 1,500 2,000 2,500 3,000 3,500 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Monthly Consumption by User Type (gpd/account) Month Average Consumption per Account
(2002 -2012) Commercial Schools Single Family Multi Family Industrial City Accounts Irrigation AVERAGE CONSUMPTION BY MONTH FOR 2011 TO 2013 FIGURE 4.4 CITY OF AUBURN WATER SYSTEM PLAN
UPDATE
October 2014 -DRAFT 4-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc irrigation peak. The City’s policy is to use separate irrigation accounts for all non-SFR
accounts may account for the lack of peak for the MFR accounts. These monthly variations can be used to target water use efficiency efforts and/or to project future water-use patterns
for planning purposes. 4.4 CLIMATIC REVIEW Climate is an important factor driving water use, because temperature, precipitation, and other climate-driven weather patterns affect irrigation,
commercial and industrial cooling, etc. As shown in the above section, irrigation is common in the summer and early fall and largely drives the MDD. Water consumption during peak irrigation
season (July through October) accounts for approximately 50 percent of the City’s water use in less than 4 months. However, many additional factors influence demands, including the economy
and conservation activities. Auburn’s maritime climate is characterized by wet cool winters and dry warm summers. The City’s temperate climate is largely protected from continental weather
by the Cascade Mountains to the east. During the period of historical data, annual precipitation and temperature varied substantially from year to year, providing a good indication of
the variability in demand from climatic conditions. While there are many examples that illustrate how climate affects demand, the statistical correlations between the two for each Utility
are difficult to establish. From the available data provided by the City, the MDD/ADD peaking factor provides a good indication of climate-driven water use (i.e. irrigation and cooling)
from year to year. By comparing these data to historical temperature and precipitation, it was possible to investigate the statistical correlations between climate and historical demand.
Table 4.7 presents the MDD/ADD peaking factors, month the MDD occurred, monthly precipitation, and maximum monthly temperature from the regions long-term climate station at the Seattle-Tacoma
International Airport (SEATAC). Anecdotally, comparisons did show examples of hot and dry conditions and high demand. For example, 2012 MDD/ADD peaking factor is relatively high (1.76),
which had high average maximum daily temperatures and no appreciable rainfall. In 2008 there was a low peaking factor (1.63) that occurred during relatively low maximum temperatures
and high rainfall. However, the highest peaking factor (1.87) occurred in 2013, which had above average rainfall and near average maximum daily temperatures. These variations show the
difficulty in correlating climate and demand over a fourteen-year period. Table 4.7 Climate and MDD/ADD Peaking Factor Comparison Comprehensive Water Plan City of Auburn Year MDD/ADD
Peaking Factor MDD Month Precipitation in MDD Month (in) Average Max Daily Temperature (F) 2000 1.84 August 0.33 72.9 2001 1.57 June 3.06 65.3 2002 1.85 July 0.64 74.2
October 2014 -DRAFT 4-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.7 Climate and MDD/ADD Peaking Factor Comparison Comprehensive Water Plan City of
Auburn Year MDD/ADD Peaking Factor MDD Month Precipitation in MDD Month (in) Average Max Daily Temperature (F) 2003 1.69 August 0.32 76.7 2004 1.79 July 0.16 78.3 2005 1.62 August 0.29
77.3 2006 1.83 August 0.02 77.1 2007 1.66 August 0.74 74.8 2008 1.63 July 0.48 74.9 2009 1.67 July 0.06 81.0 2010 1.75 August 0.64 75.2 2011 1.60 August 0.13 75.9 2012 1.76 August 0.00
78.5 2013 1.87 August 1.35 79.0 Average 1.72 0.59 75.8 Correlation (R2) to MDD/ADD Peaking Factor 0.07 0.11 Climate experts predict that future weather patterns in the Pacific Northwest
may change in the next century. If the Pacific Ocean temperatures rise as is expected, the likely result will be warmer temperatures year-round, wetter winters, with more intense storm
events, and drier summers1. However, the timing and magnitude of such changes is uncertain. No changes to demand projections were made for the 20-year planning period to account for
potential climate change due to the uncertain magnitude and timing of local effects. However, it is recognized that demands have the potential to increase in the future given these changes.
4.5 DEMOGRAPHIC FORECAST Demographic forecasts provide an estimate of future population and employment. The City is a member of the PSRC, which develops demographic analyses for the
central Puget Sound region (King County, Kitsap County, Pierce County, and Snohomish County). The demographic projections are developed based on local planned development capacities
and regional policies adopted by the PSRC Vision 2040. Vision 2040 established the region’s strategy for accommodating population and employment growth to maintain the high quality of
living, economic prosperity and a healthy environment through the year 2040. Through this planning process, the City is required to plan for a specific number of additional housing units
and jobs. Consistent with the GMA, the City uses the Vision 2040 growth values as the basis of the demographic projections. 1 Dalton, M.M., P.W. Mote, and A.K. Snover [Eds.]. 2013. Climate
Change in the Northwest: Implications for Our Landscapes, Waters, and Communities. Washington, DESIGN CONSULTANT: Island Press.
October 2014 -DRAFT 4-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc The City’s policy is to serve all customers within its RWSA, thus, demographic projections
were provided by City planners for all Service Areas. The demographic projections were based on the PSRC‘s 2013 UrbanSim land use forecast model, which utilizes jurisdictions’ allocated
employment and housing targets to project growth.. Additional information on the City’s existing land use and future zoning are provided in this Section. The resulting demographic projections
and corresponding rates of growth are also detailed. 4.5.1 Land Use Land use designations and regulations provide important information in determining future water requirements. Land
use determines the area available for various types of development including both SFR and MFR development, as well as commercial and other types of land use that provide the economic
base necessary to support residential development. The population and employment projections developed by the PSRC are based on the City's employment and housing targets allocated for
the 20-year planning horizon. 4.5.1.1 Existing Zoning Existing zoning designations for the City of Auburn Water Service Area are shown on the Comprehensive Zoning Map, Figure 4.5. Zoning
designations implement the land use identified in Auburn’s Comprehensive Plan; therefore, the current land use reflects the City’s historical zoning. The City includes a wide range of
residential, commercial, institutional, and industrial land uses. Public and quasi-public land uses include parks, open space, and public recreation as well as institutional uses such
as schools. Commercial and industrial uses occur primarily in the valley; however, large areas of residential land use and the Downtown Urban Center also exist in the valley area. The
Academy and Lakeland Hills Service Areas are primarily residential, although some commercial development is located along Auburn Way South (SR 164) in the Academy Service Area. The Lea
Hill Service Area is also primarily residential although other uses include small amounts of commercial and open space, and the Green River Community College. Areas within the RWSA,
but outside the City limits, are governed by King County zoning. Land use was assumed to be consistent with zoning in these areas. The area in the northwest corner of the RWSA, west
of SR167 and north of S 287th ST is zoned for Agriculture. A second area is located near Auburn Narrows State Park, which is north and west of SR18. This area is includes Rural Residential,
as well as Park and Greenbelt zoning. The City does not currently provide service in this area; however, it is willing to provide service to customers meeting the Service Area Policies.
There are two additional unincorporated “pockets” of urban residential zoning within the RWSA that the City currently serves, where the southern area also contains a single parcel of
Industrial zoning. The King County zoning was used in the demographic analyses.
277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB
St 132nd Ave C St A St M StR St M St Muckleshoot Indian Reservation Valley Lakeland Hills Lea Hill Academy 0 0.5 1Miles Figure 4.5 Comprehensive Zoning Map Comprehensive Water Plan City
of Auburn Legend Streets Roadways City Limits Retail Water Service Area Water Service Areas Adopted Special Plan Areas Proposed Special Plan Areas Auburn Zoning Plan RC Residential Conservancy
R1 Residential 1 DU/Acre R5 Residential 5 DU/Acre R7 Residential 7 DU/Acre R10 Residential 10 DU/Acre R20 Residential 20 DU/Acre RMHC Residential Manufactured/Mobile Home Units RO Residential
Office District RO-H Residential Office District (Hospital) CN Neighbhorhood Shopping District C1 Light Commercial District C2 Central Business District DUC Downtown Urban Center C3
Heavy Commercial District C4 Mixed Use Commercial EP, Environmental Park District M1 Light Industrial District M2 Heavy Industrial District LF Airport Landing Field District P1 Public
Use District I, Institutional Use District UNC Unclassified Use District PUD Planned Unit Development District LHSPUD Lakeland Hills South PUD TV Terrace View District
October 2014 -DRAFT 4-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc 4.5.1.2 Future Land Use The Auburn Comprehensive Plan was developed based on the projected
needs of the City for 20 years. This consistency of approach is encouraged by the Washington State Growth Management Act and should result in predictable and stable land uses over longer
planning periods. Additionally, the Comprehensive Plan is being updated in parallel with this Plan. While it is likely the City will annex it's potential annexation areas (a portion
of the currently unserved Lakeland Hills area in Pierce County and the two small pockets within the city) over the next 10 years, annexation should have little impact on current land-use
patterns. The Auburn Comprehensive Plan recognizes the need for a variety of land uses and anticipates that areas to be annexed to the City will be residential until redevelopment happens
consistent with the industrial and commercial zoning. Future land use for the planning period should conform to the Comprehensive land use map, Figure 4.6., Areas within the RWSA, but
outside the City limits, are governed by King County zoning as described in the above section. 4.6 PROJECTED DEMOGRAPHIC GROWTH Many factors influence population growth. The state of
the economy, interest rates, annexation of adjacent areas, and up-zoning all influence new development and population growth. Growth management policies, along with coordination between
local governments, should make development more predictable and growth projections more accurate than they have been historically. The City’s Comprehensive Plan, as well this Plan, are
key documents to aid the City in preparing for the predicted growth. However, it is not uncommon for actual growth rates within the City to vary from those predicted. In addition, growth
rates will vary between different parts of the City based on the availability of services and the costs to develop the land for the zoned use. Population and Employment numbers were
used to calculate rates of growth. PSRC’s Vision 2040 requires the City to plan for a given number of additional housing units and jobs. The City developed demographic projections allocating
these housing units and jobs to the water Service Areas. Housing units are presented in terms of population in the demographic projections. The population was allocated between SFR and
MFR and the employment was allocated between commercial and manufacturing/industrial by City planners. From these demographic projections, the number of future accounts was projected
for each water customer class. 4.6.1 Demographic Projections Existing and future demographic projections consistent with the City’s GMA goals were provided by the City for 2013, 2015,
2021, 2025, and 2035. The projections by Service Area provided total population, commercial employment, and manufacturing and industrial employment. Due to the difference in water use
between the City’s SFR and MFR accounts, it was preferable to allocate total population between SFR and MFR. The City’s housing unit data provided an ideal means to estimate the population
in SFR and MFR. City planning indicated that on average there
277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB
St 132nd Ave C St A St M StR St M St Lakeland Hills Academy Valley Lea Hill Muckleshoot Indian Reservation 0 0.5 1Miles Figure 4.6 Comprehensive Land Use Map Comprehensive Water Plan
City of Auburn Legend Streets City Limits Retail Water Service Area Water Service Areas Adopted Special Plan Areas Proposed Special Plan Areas Auburn Comprehensive Plan Residential Conservency
Single-Family Residential Moderate Density Residential High Density Residential Office Residential Neighborhood Commercial Light Commercial Heavy Commercial Downtown Light Industrial
Heavy Industrial Public and Quasi-Public Open Space
October 2014 -DRAFT 4-23 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc was a similar number of people in a given dwelling, regardless of being SFR or MFR. Therefore,
the 2013 population was allocated to SFR and MFR proportionally to the respective percentage of housing units in a given Service Area. For example, 43 percent of the housing units in
the Valley Service Area are SFR that equates to 12,685 people of the Valley Service Area’s total population of 29,788 people. The growth of SFR and MFR housing was expected to vary between
the Service Areas due to zoning, availability of vacant or re-developable land, existing and proposed infrastructure, etc. City planning provided projections of development patterns
in each Service Area based on current levels of development, zoning, and City programs. These patterns were used to allocate future population between SFR and MFR as detailed below.
Valley Service Area: SFR is not expected to increase substantially in the Valley Service Area. All population growth was allocated to MFR. The majority of MFR development is expected
to occur in the Valley floor, especially in the urban center/Downtown Auburn. The City expects limited SFR infill on the Valley, however, the magnitude and timing of the infill is unknown
and therefore not considered in the demand projections. Lea Hill: The current mix of SFR and MFR is expected to remain similar to what it is today (64 percent SFR). Lakeland Hills:
Future population in Lakeland Hills is expected to develop as SFR and MFR zoned areas are built out. Academy: The current mix of SFR and MFR is expected to remain similar to what it
is today (51 percent SFR). The resulting demographic projections are presented in Table 4.8, which presents the population or employment projections by Service Area for each demographic
category. Overall, the City is planning for and additional 18,565 people and 29,854 employees by 2035 for the water service area. The demographic growth for each Service Area are illustrated
in Figure 4.7, where each demographic category is presented in a different chart. The figure shows the variability in demographic growth rates within the planning period and between
the Service areas. For example, the top right chart shows that Commercial employment growth is greater in the Valley Service Area than in Lea Hill between 2021 and 2025. Note, the Valley
Service Area has a much greater magnitude of population and employment than other Service Areas, where the values are shown on a secondary axis in Figure 4.7. For example, the Valley
Service Area represents 87 percent of the system’s commercial employment in 2035..
October 2014 -DRAFT 4-24 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.8 Classification/Customer Projections by Individual Water Service Areas Comprehensive
Water Plan City of Auburn 2013 2015 2021 2025 2035 Single-Family Population Lea Hill 8,003 8,228 9,067 9,667 10,809 Valley 12,685 12,685 12,685 12,685 12,685 Lakeland 3,487 3,487 4,110
4,500 4,783 Academy 4,393 4,442 4,550 4,619 5,144 Subtotal 28,569 28,842 30,411 31,471 33,421 Multifamily Population Lea Hill 4,456 4,580 5,047 5,382 6,017 Valley 17,103 17,720 20,950
24,339 28,541 Lakeland 1,847 1,847 1,847 1,847 1,847 Academy 4,177 4,224 4,325 4,391 4,890 Subtotal 27,582 28,371 32,170 35,959 41,295 Commercial Employment Lea Hill 1,930 2,029 2,347
2,691 3,000 Valley 22,789 24,330 29,255 38,438 43,812 Lakeland 727 779 956 1,155 1,395 Academy 1,297 1,390 1,679 2,016 2,264 Subtotal 26,743 28,528 34,237 44,300 50,471 Manufacturing
/Industry Employment Lea Hill 25 44 63 85 99 Valley 14,084 14,701 16,230 17,845 19,979 Lakeland 180 185 200 209 223 Academy 88 109 136 178 202 Subtotal 14,377 15,039 16,629 18,317 20,503
Total Population Lea Hill 12,459 12,808 14,114 15,049 16,826 Valley 29,788 30,405 33,635 37,024 41,226 Lakeland 5,334 5,334 5,957 6,347 6,630 Academy 8,570 8,666 8,875 9,010 10,034 Total
56,151 57,213 62,581 67,430 74,716
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_07.docx 05,000 10,000 15,000 0 2,000 4,000 6,000 8,000 10,000 12,0002010 2015 2020 2025 2030 2035 2040 Valley Population
Population Year Single Family Residential Population Projections by Service Area Lea Hill Lakeland Academy Valley 05,000 10,000 15,000 20,000 25,000 30,000 0 2,000 4,000 6,000 8,0002010
2015 2020 2025 2030 2035 2040 Valley Population Population Year Multi‐family Population Projections by Service Area Lea Hill Lakeland Academy Valley 010,000 20,000 30,000 40,000 50,000
0 1,000 2,000 3,000 4,0002010 2015 2020 2025 2030 2035 2040 Valley Employement Employment Year Commercial Employment Projections by Service Area Lea Hill Lakeland Academy Valley 05,000
10,000 15,000 20,000 25,000 0 50 100 150 200 2502010 2015 2020 2025 2030 2035 2040 Valley Employement Employment Year Mfg/Industry Employment Projections by Service Area Lea Hill Lakeland
Academy Valley DEMOGRAPHIC PROJECTIONS FIGURE 4.7 CITY OF AUBURN COMPREHENSIVE WATER PLAN
October 2014 -DRAFT 4-26 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Demographic growth rates, rather than total number of people or employees, were used in
the demand projection. The demographic growth rates as a simple percent growth are presented in Table 4.9. Total population is projected to annually increase by 1.4 percent from 2015
to 2035 and total employment is projected to increase by 3.2 percent over the same period. Table 4.9 Growth Rates by Customer Class and Service Area Comprehensive Water Plan City of
Auburn 2015 2021 2025 2035 Annual Average Single-Family Population Lea Hill 0.9% 1.5% 1.5% 1.3% 1.5% Valley 0.0% 0.0% 0.0% 0.0% 0.0% Lakeland 0.0% 2.6% 2.2% 0.7% 1.6% Academy 0.4% 0.3%
0.3% 1.1% 0.7% Subtotal 0.3% 0.8% 0.7% 0.6% 0.7% Multifamily Population Lea Hill 0.9% 1.5% 1.5% 1.3% 1.5% Valley 1.2% 2.7% 4.0% 2.2% 2.9% Lakeland 0.0% 0.0% 0.0% 0.0% 0.0% Academy 0.4%
0.3% 0.3% 1.1% 0.7% Subtotal 1.0% 2.0% 2.7% 1.8% 2.2% Commercial Employment Lea Hill 1.7% 2.4% 3.6% 1.5% 2.4% Valley 2.3% 3.1% 8.1% 2.1% 4.0% Lakeland 2.4% 3.5% 5.5% 3.0% 4.0% Academy
2.4% 3.2% 5.2% 1.7% 3.2% Subtotal 2.2% 3.0% 7.5% 2.1% 3.9% Manufacturing /Industry Employment Lea Hill 25.3% 10.9% 17.6% 5.1% 12.9% Valley 1.5% 1.6% 2.3% 1.4% 1.8% Lakeland 0.9% 1.2%
1.0% 0.7% 1.0% Academy 8.0% 4.4% 9.5% 2.5% 5.6% Subtotal 1.5% 1.6% 2.3% 1.4% 1.9%
October 2014 -DRAFT 4-27 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.9 Growth Rates by Customer Class and Service Area Comprehensive Water Plan City
of Auburn 2015 2021 2025 2035 Annual Average Total Population Lea Hill 0.9% 1.5% 1.5% 1.3% 1.5% Valley 0.7% 1.5% 2.3% 1.3% 1.7% Lakeland 0.0% 1.7% 1.5% 0.5% 1.1% Academy 0.4% 0.3% 0.3%
1.1% 0.7% Total 0.6% 1.4% 1.7% 1.2% 1.4% 4.7 PROJECTED NUMBER OF CONNECTIONS The number of water connections were used in determining the ERU, ADD, and MDD projections. The number of
water connections in the future were projected using the demographic growth rates and the number of existing water accounts presented in Table 4.1. The future connections were projected
by both Service Area and customer class and are presented in Table 4.10. SFR and MFR account numbers were grown by the population growth rates presented in Table 4.9 for each Service
Area. Commercial and Manufacturing \ Industrial were grown by their respective employment growth rates presented in Table 4.9 for each Service Area. Growth rates for schools, city accounts,
and irrigation customers weren’t provided, therefore a comparable customer classification that represented a similar growth was used. The growth rates of the “total population” for each
individual water Service Area were applied to the accounts for schools and city accounts. Total population rates were used as they best represented the growth of schools and city accounts.
Total employment growth rates were applied to the irrigation account projections. 4.7.1 Lea Hill Service Area The Lea Hill Service Area is located east of the Auburn-Kent Valley. The
Area is largely residential with some supportive neighborhood business. Green River Community College is located in the Lea Hill Service Area and has a concentration of multifamily residential
uses in the vicinity of the college. Much of the area is moving from a rural level of development to a more urban development density. As a result, it is presently an active development
area with potential for additional growth. The Lea Hill service area is projected to have the second to highest growth rate in population with an 1.5 percent per year average increase
from 2015 to 2035. The Service Area is projected have a moderate growth in employment with a 2.4 percent per year average increase in employment from 2015 to 2035.
October 2014 -DRAFT 4-28 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.10 Account Projections by Customer Class and Service Area Comprehensive Water Plan
City of Auburn 2015 2021 2025 2035 Ultimate Lea Hill Single-family/Duplex 3,946 4,294 4,526 5,029 5,029 Multifamily 207 226 238 264 455 Commercial 18 20 23 25 27 Mfg/Industry 2 3 3 4
4 Schools 6 6 6 7 7 City Accounts 2 2 2 2 2 Irrigation 62 71 79 88 94 Valley Single-family/Duplex 5,261 5,261 5,261 5,261 9,181 Multifamily 662 767 869 1,013 1,013 Commercial 1,086 1,279
1,614 1,836 2,100 Mfg/Industry 39 42 45 51 55 Schools 24 26 28 31 33 City Accounts 24 26 28 31 33 Irrigation 342 392 469 530 596 Lakeland Hills Single-family/Duplex 1,167 1,346 1,451
1,537 2,335 Multifamily 42 42 42 42 234 Commercial 13 16 18 22 32 Mfg/Industry 2 2 2 2 2 Schools 4 5 5 5 6 City Accounts 1 2 2 2 2 Irrigation 31 36 41 49 70
October 2014 -DRAFT 4-29 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.10 Account Projections by Customer Class and Service Area Comprehensive Water Plan
City of Auburn 2015 2021 2025 2035 Ultimate Academy Single-family/Duplex 1,184 1,209 1,224 1,351 2,954 Multifamily 96 98 99 110 295 Commercial 28 33 38 43 65 Mfg/Industry 2 2 2 3 4 Schools
6 6 6 6 7 City Accounts 3 3 3 3 3 Irrigation 26 31 36 40 61 Total Single-family/Duplex 11,558 12,110 12,462 13,178 19,499 Multifamily 1,007 1,133 1,248 1,429 1,997 Commercial 1,145 1,348
1,693 1,926 2,224 Mfg/Industry 45 49 52 60 65 Schools 40 43 45 49 53 City Accounts 30 33 35 38 40 Irrigation 461 530 625 707 821 4.7.2 Valley Service Area The Valley Service Area contains
a significant amount of developable land designated as multifamily and commercial, including the Downtown Urban Center. The multifamily connections in this area are projected to grow
2.9 percent per year on average from 2015 to 2035 and commercial connections are projected to grow 4 percent per year on average. There is not expected to be growth in SFR and moderate
Manufacturing and Industrial growth rate of 1.8 percent during this period. These growth projections are largely based on the City’s anticipation of growth trends and the redevelopment
of Auburn’s Downtown Urban Center and surrounding areas. 4.7.3 Lakeland Hills Service Area The Lakeland Hills Service Area includes the entire City south of the White River. Portions
of this Service Area are designated residential conservancy, which are not anticipated to develop in the near future. The area includes the master planned area (Lakeland Hills North)
and the Kersey III developments. These areas have been largely built-out, which was reflected in the relatively low population growth rate of 1.1 percent per year. Commercial connections
in the Service Area is projected to grow by 4.0 percent per year on average from 2015 to 2035 The Lakeland Hills
October 2014 -DRAFT 4-30 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc account projections do not include the Lakeland Hills South master planned area, which
is currently served by the City of Bonney Lake. 4.7.4 Academy Service Area The Academy Service Area is a relatively well-developed portion of the City. It is expected to have the lowest
population growth in the system, with a 0.7 percent per year average increase from 2015 to 2035. Similar to Lakeland Hills, the commercial connections in the Service Area are expected
to increase by 3.2 percent per year on average from 2015 to 2035. 4.7.5 Ultimate Accounts The ultimate accounts represent the largest number of accounts expected based on the current
zoning in the RWSA. The estimates of ultimate SFR and MFR accounts were based on the zoning, dwelling densities, and the holding capacity associated with each Service Area. The ultimate
residential growth in accounts was used to project the ultimate non-residential water uses. The ultimate holding capacity was calculated by total land area minus a 40 percent reduction
factor for critical areas, rights-of-way, public uses, and market factors. The reduction factor was deduced by analysis of the 2007 King County Buildable Lands Report and the City of
Auburn Comprehensive Plan (revision 2006). A 25 percent reduction factor was used for the Valley Service Area due to the more urban nature of its area. The ultimate number of single-family
and multifamily housing units within the Water Service Area were calculated based on the area of each zoning type in a Service Area and the zoning density. For example, 100 acres of
Residential 5 DU/Acre (R5) zoning would equal a 500 ultimate SFR accounts. No specific existing areas were targeted for redevelopment nor was a timeframe for redevelopment set in the
analysis; rather the analysis assumes that on average of all the R5 zoned area in the Service Area will reach the zoned density over a long period of time. This voluntary redevelopment
was required to achieve the projected ultimate number of accounts. To use the best available information, the demographic employment projections were used to predict the growth of non-residential
water uses through 2035. From 2035 to the ultimate condition, nonresidential growth was projected to mirror the residential growth. It is important to note that the technique used to
make this ultimate demand projection is the best available at this time and uses current planning polices. As a result, as planning polices change, the ultimate water demands should
be used to gain additional perspective on what growth may occur in the future and the magnitude of water supply required to serve a fully-developed condition.
October 2014 -DRAFT 4-31 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc 4.8 PROJECTED WATER DEMAND 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. This section
summarizes the ERU, ADD, and MDD projections, as well as the potential range in future demands associated with various factors, such as water use per ERU, DSL, and demographic growth
rate. 4.8.1 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 will vary in the future, the projections were developed for low, medium, and high demand scenarios to provide a range in demands that may be experienced in
the future. The medium projection will be used for the system analysis in Chapter 9, while the high projection will be used for the water right evaluation in Chapter 6. The system analysis
determines future pumping, storage, and distribution system deficiencies and identifies potential improvements to achieve the City’s established capacity criteria. The water right evaluation
looks at both water rights and overall supply capacity. The variables considered in developing the range of demand projections are summarized in Table 4.11 and are discussed below.
Future Water Accounts: The future water accounts are presented in Table 4.10 and were used for all demand scenarios (low, medium, and high). Water Use Per ERU: Water use per ERU for
the medium and high demand projections was based on 75th percentile of the historical data presented in Table 4.3, which equals 195 gpd/ERU. The low demand projections reflects the City’s
conservation goals, where the water use per ERU declines by one percent annual from the current of 195 gpd/ERU until a minimum water use of 172 gpd/ERU is reached. ERUs per Account:
The historical ERU per account by customer class presented in Table 4.3 was used to project the future demands. These ERU per Account values were based on the 75th percentile of the
historical data and a water use per ERU value of 195 gpd/ERU. New Customer Demand Adjustments: New customer demand will likely be below the historical level of water use. For example,
all new development should be constructed to meet the updated uniform plumbing code, which requires water efficient fixtures. For the low and medium projections, new customers are expected
to use five percent less water per account or 95 percent of the existing water customers. No new customer demand adjustment was made in the high demand scenario or use 100 percent of
the existing water customers. These adjustments were made in addition to water use efficiency savings. Distribution System Leakage : DSL varied between 3.5 and 10.4 percent of the
City’s total City production between 2000 and 2013. The 75th percentile of historical annual DSL values of 9.5 percent was applied all demand projections.
October 2014 -DRAFT 4-32 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Maximum Day/Average Day Peaking Factor: The MDD/ADD peaking factor varied by 18 percent
between 2000 and 2013. The 75th percentile of historical annual peaking factors of 1.82 was applied to the medium and high demand projections. The average historical peaking factor of
1.72 was used for the low growth scenario. Large users and wholesale customers were based on individual demand projections that are presented in the following sections. Table 4.11 Proposed
Planning Values for Demand Projections Comprehensive Water Plan City of Auburn Assumptions Demand Scenario Low Average High Water Demand (gpd) per ERU 195 to 172(1) 195 195 DSL (%) 9.4%
9.4% 9.4% Max Day/Avg Day Peaking Factor 1.72 1.82 1.82 New Customer Demand Adjustments Single-family/Duplex 95% 95% 100% Multifamily 95% 95% 100% Commercial 95% 95% 100% Mfg/Industry
95% 95% 100% Schools 95% 95% 100% City Accounts 95% 95% 100% Irrigation 95% 95% 100% Notes: (1) Water use per ERU declines by one percent annual from the current of 195 gpd/ERU until
a minimum water use of 172 gpd/ERU is reached. 4.8.2 Large User Demand Forecast Large users class was created from the largest water users in the system as presented in Section 4.1.1.
The City identified fourteen customers consuming a large annual volume of water. The large users represented commercial, manufacturing and industrial, master metered residential communities,
and an academic institution. An individual demand forecast was created for each large user to aid in accurate forecasting and in the system analyses. The forecasts were based on historical
water use data from 2008 through 2013. The large user demands projections are presented in Table 4.12. The table provides for each large user the customer classes, service area, historical
water use statistic used in the projection, and the projected 2035 demands. The projected demands were based on a representative water
October 2014 -DRAFT 4-33 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc use from the historical period of record. The table provides the number of ERUs for all
demand scenarios. The presented ADD and MDD represent the medium and high demand scenarios. Large Users are expected to engage in WUE activities; therefore the projected demand for the
low demand scenario will be less than presented in Table 4.12. Table 4.12 Large User Demand Projections Comprehensive Water Plan City of Auburn Large User Customer Class Service Area
Representative Historical Water Use Statistic(1) Representative Water Use (gpd)(2) Projected ERUs in 2035 Boeing Company: Fabrication Division Mfg/Industry, Commercial Valley Maximum
568,172 2,914 Muckleshoot Casino Commercial Academy Maximum 117,155 690 Emerald Downs Commercial Valley 75th Percentile 109,185 560 Walmart/Supermall Way Commercial Valley 75th Percentile
51,880 266 Adventist Academy Schools, Multifamily Academy 75th Percentile 42,756 219 Safeway Auburn Distribution Center Commercial Valley 75th Percentile 28,034 144 Auburn Dairy Products,
Inc. Mfg/Industry Valley 75th Percentile 20,087 103 MultiCare Auburn Medical Center Commercial Valley 75th Percentile 49,252 253 Auburn Manor Multifamily Valley 75th Percentile 43,202
222 Rio Verde Mobile Estates Multifamily Valley 75th Percentile 40,653 209 White River Estates Multifamily Valley 75th Percentile 40,893 210 Forest Villa Manor (PIC) Multifamily Academy
75th Percentile 28,969 149 Tall Cedars Mobile Home Community Multifamily Valley 75th Percentile 20,517 105 Leisure Manor Multifamily Valley 75th Percentile 15,605 80 Total 1,176,359
6,122 Notes: (1) Historical water use data from 2008 through 2013. (2) Based on representative historical water use statistic. (3) Muckleshoot Casino demands increased from the historical
maximum by 17,401 gpd or 43 ERUs in 2025, which represent an additional commercial area of the casino (i.e. restraints, bars, shops, hotel, etc.).
October 2014 -DRAFT 4-34 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc The majority of large users were projected to continue using existing levels of water use.
Consistent with the overall demand projections this was represented by the 75th percentile of the historical data. Boeing and Muckleshoot Casino are projected use the maximum water use
during the 2008 to 2013 period into the future, which provides a conservative projection for the two largest system demands. The higher demand provides a conservative estimate of these
important Additionally, the Muckleshoot Casino demands were projected to increase during the long-term scenario (2025 – 2035) representing increased water use from an additional commercial
complex for of the casino (i.e. restaurants, bars, shops, hotel, etc.). While the City is not aware of any active projects, this commercial complex has been discussed in the past and
therefore included in the long-term projections. The new complex increases the Muckleshoot Casino’s ERUs from 589 to 676 in 2025, which represents an approximately 17,400 gpd increase.
These demands were projected using the DOH Water System Design Handbook (2009). 4.8.3 Projected Retail ERUs Future water system demands are based on projected ERUs, which in turn are
based on the projected water consumption by customer classification and the projected number of accounts discussed earlier in this chapter. Table 4.13 shows the projected ERUs for the
City’s individual service areas over the planning period and for the anticipated ultimate demand. The projected number of ERUs for each Service Area was calculated by multiplying the
projected number of accounts, provided in Table 4.10, by the number of ERUs per account, as summarized in Table 4.3, for each customer class. It does not include distribution leakage,
unmetered water use, or wholesale customer demand. Table 4.13 ERU Projections by Customer Class and Service Area – Medium Water Use Scenario Comprehensive Water Plan City of Auburn 2015
ERU 2021 ERU 2025 ERU 2035 ERU Ultimate ERU Lea Hill Single-family/Duplex 3,942 4,273 4,493 4,971 4,971 Multifamily 1,369 1,489 1,564 1,727 2,929 Commercial 81 90 103 111 120 Mfg/Industry
34 50 50 67 67 Schools 111 111 111 128 128 City Accounts 6 6 6 6 6 Irrigation 286 325 360 400 426 Large Users 0 0 0 0 0
October 2014 -DRAFT 4-35 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.13 ERU Projections by Customer Class and Service Area – Medium Water Use Scenario
Comprehensive Water Plan City of Auburn 2015 ERU 2021 ERU 2025 ERU 2035 ERU Ultimate ERU Valley Single-family/Duplex 5,261 5,261 5,261 5,261 8,985 Multifamily 4,377 5,037 5,679 6,585
6,585 Commercial 4,898 5,727 7,165 8,119 9,252 Mfg/Industry 674 723 772 871 937 Schools 445 480 516 569 604 City Accounts 74 79 85 94 100 Irrigation 1,577 1,796 2,134 2,402 2,692 Large
Users 5,064 5,064 5,064 5,064 5,064 Lakeland Hills Single-family/Duplex 1,167 1,337 1,437 1,519 2,277 Multifamily 278 278 278 278 1,486 Commercial 59 71 80 97 140 Mfg/Industry 34 34
34 34 34 Schools 74 92 92 92 110 City Accounts 3 6 6 6 6 Irrigation 143 165 187 222 314 0 0 0 0 0 Academy Single-family/Duplex 1,184 1,207 1,222 1,342 2,865 Multifamily 635 648 654 723
1,887 Commercial 126 148 169 191 285 Mfg/Industry 34 34 34 50 67 Schools 111 111 111 111 128 City Accounts 9 9 9 9 9 Irrigation 120 142 164 181 273 Large Users 969 969 1,058 1,058 1,058
October 2014 -DRAFT 4-36 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.13 ERU Projections by Customer Class and Service Area – Medium Water Use Scenario
Comprehensive Water Plan City of Auburn 2015 ERU 2021 ERU 2025 ERU 2035 ERU Ultimate ERU Total Single-family/Duplex 11,554 12,078 12,413 13,093 19,098 Multifamily 6,659 7,452 8,175 9,313
12,885 Commercial 5,164 6,036 7,517 8,517 9,797 Mfg/Industry 775 841 890 1,022 1,104 Schools 740 793 829 899 970 City Accounts 92 100 106 115 121 Irrigation 2,125 2,428 2,845 3,205 3,705
Large Users 6,033 6,033 6,122 6,122 6,122 4.8.4 Projected Retail Average Day and Maximum Day Demands The ADD projections include the projected customer demands, unmetered use, and DSL.
The customer demands were calculated by multiplying the projected ERUs shown in Table 4.13 by the average ERU water use (195 gpd/ERU). The unmetered water use, or authorized consumption,
was estimated using the City’s historical records. The City has accounted for an average of 0.03 mgd of unmetered use from 2008 through 2013. This equates to 0.44 percent of the retail
water sales during the same time (5.99 mgd) as shown in Table 4.2 . ADD projections were calculated by summing the customer demands, unmetered use, and applying a DSL as a percentage
of total ADD. The following equation demonstrates this calculation: 2035 ADD = (Customer Demands) + (Unmetered Use) = 8.25 mgd + 0.04 mgd = 9.15 mgd (1 -DSL) (1 – 0.095) In this way,
ADD projections were developed for the low, medium, and high demand scenarios. The resulting ADD projections are shown summarized in Table 4.14. The projected MDD is simply the projected
ADD multiplied by the low, medium, and high MDD/ADD peaking factors shown in Table 4.11. The medium MDD projections are summarized in Table 4.15. The projected retail ADD and MDD for
the low and high demand scenarios are provided in Appendix E.
October 2014 -DRAFT 4-37 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.14 ADD Projections – Medium Water Use Scenario Comprehensive Water Plan City of
Auburn 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) Lea Hill Single-family/Duplex 0.769 0.833 0.876 0.969 0.969 Multifamily 0.267 0.29 0.305 0.337 0.571 Commercial 0.016
0.017 0.02 0.022 0.023 Mfg/Industry 0.007 0.01 0.01 0.013 0.013 Schools 0.022 0.022 0.022 0.025 0.025 City Accounts 0.001 0.001 0.001 0.001 0.001 Irrigation 0.056 0.063 0.07 0.078 0.083
Large Users 0 0 0 0 0 Unmetered 0.005 0.005 0.006 0.006 0.007 DSL 0.12 0.13 0.137 0.152 0.178 Valley Single-family/Duplex 1.026 1.026 1.026 1.026 1.752 Multifamily 0.854 0.982 1.107
1.284 1.284 Commercial 0.955 1.117 1.397 1.583 1.804 Mfg/Industry 0.131 0.141 0.151 0.17 0.183 Schools 0.087 0.094 0.101 0.111 0.118 City Accounts 0.014 0.015 0.017 0.018 0.019 Irrigation
0.308 0.35 0.416 0.468 0.525 Large Users 0.988 0.988 0.988 0.988 0.988 Unmetered 0.019 0.021 0.023 0.025 0.029 DSL 0.46 0.497 0.548 0.596 0.704 Lakeland Hills Single-family/Duplex 0.228
0.261 0.28 0.296 0.444 Multifamily 0.054 0.054 0.054 0.054 0.29 Commercial 0.011 0.014 0.016 0.019 0.027 Mfg/Industry 0.007 0.007 0.007 0.007 0.007 Schools 0.014 0.018 0.018 0.018 0.021
City Accounts 0.001 0.001 0.001 0.001 0.001 Irrigation 0.028 0.032 0.036 0.043 0.061 Large Users 0 0 0 0 0 Unmetered 0.002 0.002 0.002 0.002 0.004 DSL 0.036 0.041 0.043 0.046 0.09
October 2014 -DRAFT 4-38 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.14 ADD Projections – Medium Water Use Scenario Comprehensive Water Plan City of
Auburn 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) Academy Single-family/Duplex 0.231 0.235 0.238 0.262 0.559 Multifamily 0.124 0.126 0.128 0.141 0.368 Commercial 0.025
0.029 0.033 0.037 0.056 Mfg/Industry 0.007 0.007 0.007 0.01 0.013 Schools 0.022 0.022 0.022 0.022 0.025 City Accounts 0.002 0.002 0.002 0.002 0.002 Irrigation 0.023 0.028 0.032 0.035
0.053 Large Users 0.189 0.189 0.206 0.206 0.206 Unmetered 0.003 0.003 0.003 0.003 0.006 DSL 0.066 0.067 0.07 0.075 0.135 Total Single-family/Duplex 2.253 2.355 2.42 2.553 3.724 Multifamily
1.299 1.453 1.594 1.816 2.513 Commercial 1.007 1.177 1.466 1.661 1.91 Mfg/Industry 0.151 0.164 0.174 0.199 0.215 Schools 0.144 0.155 0.162 0.175 0.189 City Accounts 0.018 0.02 0.021
0.022 0.024 Irrigation 0.414 0.473 0.555 0.625 0.723 Large Users 1.176 1.176 1.194 1.194 1.194 Unmetered 0.029 0.031 0.034 0.036 0.046 DSL 0.681 0.735 0.8 0.869 1.106
October 2014 -DRAFT 4-39 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.15 MDD Projections – Medium Water Use Scenario Comprehensive Water Plan City of
Auburn 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) Lea Hill Single-family/Duplex 1.399 1.516 1.595 1.764 1.764 Multifamily 0.486 0.528 0.555 0.613 1.039 Commercial 0.029
0.032 0.036 0.039 0.043 Mfg/Industry 0.012 0.018 0.018 0.024 0.024 Schools 0.039 0.039 0.039 0.045 0.045 City Accounts 0.002 0.002 0.002 0.002 0.002 Irrigation 0.101 0.115 0.128 0.142
0.151 Large Users 0 0 0 0 0 Unmetered 0.009 0.01 0.01 0.012 0.014 DSL 0.218 0.237 0.25 0.277 0.324 Valley Single-family/Duplex 1.867 1.867 1.867 1.867 3.189 Multifamily 1.553 1.788 2.015
2.337 2.337 Commercial 1.738 2.032 2.543 2.881 3.284 Mfg/Industry 0.239 0.257 0.274 0.309 0.333 Schools 0.158 0.17 0.183 0.202 0.214 City Accounts 0.026 0.028 0.03 0.033 0.035 Irrigation
0.56 0.638 0.758 0.853 0.955 Large Users 1.797 1.797 1.797 1.797 1.797 Unmetered 0.035 0.038 0.042 0.045 0.054 DSL 0.837 0.904 0.998 1.084 1.28 Lakeland Hills Single-family/Duplex 0.414
0.475 0.51 0.539 0.808 Multifamily 0.099 0.099 0.099 0.099 0.527 Commercial 0.021 0.025 0.028 0.034 0.05 Mfg/Industry 0.012 0.012 0.012 0.012 0.012 Schools 0.026 0.033 0.033 0.033 0.039
City Accounts 0.001 0.002 0.002 0.002 0.002 Irrigation 0.051 0.058 0.066 0.079 0.111 Large Users 0 0 0 0 0 Unmetered 0.003 0.003 0.003 0.004 0.007 DSL 0.066 0.074 0.079 0.084 0.163
October 2014 -DRAFT 4-40 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.15 MDD Projections – Medium Water Use Scenario Comprehensive Water Plan City of
Auburn 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) Academy Single-family/Duplex 0.42 0.428 0.434 0.476 1.017 Multifamily 0.225 0.23 0.232 0.257 0.67 Commercial 0.045 0.052
0.06 0.068 0.101 Mfg/Industry 0.012 0.012 0.012 0.018 0.024 Schools 0.039 0.039 0.039 0.039 0.045 City Accounts 0.003 0.003 0.003 0.003 0.003 Irrigation 0.042 0.05 0.058 0.064 0.097
Large Users 0.344 0.344 0.375 0.375 0.375 Unmetered 0.005 0.005 0.005 0.006 0.01 DSL 0.119 0.122 0.128 0.137 0.246 Total Single-family/Duplex 4.1 4.287 4.405 4.647 6.778 Multifamily
2.363 2.645 2.901 3.305 4.573 Commercial 1.833 2.142 2.668 3.023 3.477 Mfg/Industry 0.275 0.298 0.316 0.363 0.392 Schools 0.263 0.282 0.294 0.319 0.344 City Accounts 0.033 0.036 0.038
0.041 0.043 Irrigation 0.754 0.862 1.01 1.137 1.315 Large Users 2.141 2.141 2.173 2.173 2.173 Unmetered 0.052 0.056 0.061 0.066 0.084 DSL 1.24 1.338 1.455 1.582 2.013 4.8.5 Wholesale
Demands The City currently has wholesale water contracts with the City of Algona, Covington Water District (CWD), and King County Water District 111 (WD#111). The City is also planning
to supply wholesale water for the Muckleshoot Indian Tribe’s future fish hatchery. As stated in the Retail Water Service Policy, “the City will plan for and provide water service to
all retail customers and wholesale customers with firm contracts. As supply permits, the City may provide water to wholesale customers without firm contracts unilaterally or as part
of a capital improvement partnership agreement.” The wholesale demands for the City are shown in Table 4.16. Algona’s current agreement allows for up to the sale of up to 525,000 gallons
per day on an firm basis for the ADD and up to 1,114,00 gallons per day on a firm basis for the MDD. In 2013, Algona purchased an average of 325,690 gallons per day of water from the
City. Algona’s 2013 Water System Plan (WSP) projects 2032 ADD to be 413,067 gallons per day and 2032 MDD to be
October 2014 -DRAFT 4-41 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc 1,032,668 gallons per day. The 2002 firm wholesale agreement expires at the end of 2014.
Algona’s WSP demand projections were used for projecting the wholesale water purchases from Algona, rather than the contractual amount, as shown in Table 4.16. The demands are projected
to 2028 based on the assumption that the contract will be renewed and will continue after 2014. Muckleshoot Indian Tribe plans to develop a fish hatchery on the White River. An agreement
dated from 1986 (included in Appendix D) requires that the City provide the tribe with an average annual demand of 3.9 cfs (2.52 mgd) from Coal Creek Springs for the MIT’s future fishery
enhancement purposes. The agreement does not specify a MDD but rather states: “The Tribe and the City agree to work in harmony toward a mutually satisfactory allocation of the Coal Creek
waters. In furtherance of this goal, the City understands that the water requirements for fishery enhancement purposes are greatest in the winter and spring months. Accordingly, the
City agrees to increase the amount of water above 3.9 cfs as needed for fishery purposes. The tribe understands that the City’s requirement for water for domestic uses are greatest in
the summer and fall months. Accordingly, the Tribe aggress to decrease its use of water below 3.9 cfs, as needed for domestic water purposes…It is further understood that the tribe requires
a minimum of 3 cfs at all times for fishery enhancement purposes”. The intent of this agreement seems to indicate that the MIT demand will be at a minimum when the City’s demands are
at their maximum. Based on this understanding, the planned MDD for the MIT is 3.0 cfs (1.9 mgd) and the ADD was 3.9 cfs (2.5 mgd). For planning purposes, the MIT demand was added to
the Algona demand and included in the “Retail + firm wholesale” group of demands. CWD and WD#111 have a interuptable (non-firm) wholesale contract that can be terminated at anytime and
therefore represented seperately. As discussed in the Historical Wholesale Water section, CWD has not purchased wholesale water in recent years. WD#111 currently purchases wholesale
water to suppliment its wells; however, low demand has substantially reduced purchases in recent years. Both CWD and WD#111 may purchase up to 2.5 mgd each of wholesale water per the
Interlocal Agreement 2. The contract does not have an expiration date and therefore 5 mgd of interutable wholesale demand is projected through 2035. Table 4.16 Wholesale Water Demand
Projections Comprehensive Water Plan City of Auburn Wholesale Customer Service Area Contractual Delivery(1) 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) ADD Algona Valley
Firm 0.35 0.37 0.39 0.43 0.53 MIT(2) Valley Firm 2.50 2.50 2.50 2.50 2.50 KCWD #111 Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50 CWD Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50
October 2014 -DRAFT 4-42 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.16 Wholesale Water Demand Projections Comprehensive Water Plan City of Auburn MDD
Algona Valley Firm 0.88 0.92 0.96 1.06 1.11 MIT Valley Non-Firm 1.50 1.50 1.50 1.50 1.50 KCWD #111 Lea Hill Non-Firm 2.50 2.50 2.50 2.50 2.50 CWD Lea Hill Non-Firm 2.50 2.50 2.50 2.50
2.50 Notes: (1) The City will plan for and provide water service to all retail customers and wholesale customers with firm contracts. As supply permits, the City may provide water to
wholesale customers without firm contracts unilaterally or as part of a capital improvement partnership agreement. (2) Muckleshoot Indian Tribe. 4.8.6 Total Demands The total projected
demands were tabulated for retail customers, firm wholesale, and interruptible wholesale in Table 4.17. The demands are presented seperately to show the level of obligation to the City’s
customers.Projected retail ADD, MDD, and ERUs are presented by Service Area for the medium demand scenario. Additionally, the ADD and MDD are presented as the total of the projected
retail demand and firm wholesale. The retail with firm wholesale represents the projected demand that is used as the basis for the system analysis and are are shown in Figure 4.8. The
difference between the historical demands and projected demands is largely due to the projected allocation of the supply to the proposed MIT Fish Hatchery, per the 1986 Stipulation Settlement
Agreement. In 2015, the retail customers for the entire water system is projected to have an ADD of 7.17 mgd. The 2035 retail ADD demand is projected at 9.15, which is a 28 percent increase
from 2015. Throughout the planning period, approximately half of the City’s demand may be from wholesale purchases when both firm and interruptible supply are considered. The MDD is
projected to increase for the sum of firm wholesale customers and retail customers in 2015 is 13.06 mgd and in 2035 it is 16.66 mgd, which is an increase of 26 percent. Table 4.17 ADD,
MDD, and ERUs Summarized for Each Service Area with Wholesale Included Comprehensive Water Plan City of Auburn Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) Lea Hill
Average Day Demand, mgd 1.26 1.37 1.45 1.60 1.87 Maximum Day Demand, mgd 2.30 2.50 2.63 2.92 3.41 Equivalent Residential Units 5,829 6,343 6,687 7,411 8,647
October 2014 -DRAFT 4-43 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch04.doc Table 4.17 ADD, MDD, and ERUs Summarized for Each Service Area with Wholesale Included
Comprehensive Water Plan City of Auburn Area 2015 (mgd) 2021 (mgd) 2025 (mgd) 2035 (mgd) Ultimate (mgd) Valley Average Day Demand, mgd 4.84 5.23 5.77 6.27 7.41 Maximum Day Demand, mgd
8.81 9.52 10.51 11.41 13.48 Equivalent Residential Units 22,370 24,169 26,677 28,964 34,218 Lakeland Hills Average Day Demand, mgd 0.38 0.43 0.46 0.49 0.94 Maximum Day Demand, mgd 0.69
0.78 0.83 0.89 1.72 Equivalent Residential Units 1,757 1,983 2,113 2,247 4,366 Academy Average Day Demand, mgd 0.69 0.71 0.74 0.79 1.42 Maximum Day Demand, mgd 1.26 1.29 1.35 1.44 2.59
Equivalent Residential Units 3,187 3,266 3,419 3,665 6,572 Total Retail Customers Average Day Demand, mgd 7.17 7.74 8.42 9.15 11.64 Maximum Day Demand, mgd 13.06 14.09 15.32 16.66 21.20
Equivalent Residential Units 33,142 35,761 38,897 42,287 53,803 Retail With Firm Wholesale (Algona) Average Day Demand, mgd 10.02 10.59 11.28 12.01 14.50 Maximum Day Demand, mgd 15.44
16.47 17.71 19.06 23.61 Retail With Firm & Interruptible Wholesale (CWD and KCWD #111) Average Day Demand, mgd 15.02 15.59 16.28 17.01 19.50 Maximum Day Demand, mgd 20.44 21.47 22.71
24.06 28.61
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_04_08.docx 05 10 15 20 25 30 352001 2006 2011 2016 2021 2026 2031 Water Demand (mgd) Year Projected MDD High Projected
MDD Medium Projected MDD Low Projected ADD High Projected ADD Medium Projected ADD Low Historical ADD Historical MDD Historical Projected PROJECTED RETAIL PLUS FIRM WHOLESALE ADD AND
MDD FIGURE 4.8 CITY OF AUBURN COMPREHENSIVE WATER PLAN
October 2014 – DRAFT 5-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Chapter 5 EXISTING SYSTEM 5.1 INTRODUCTION The City of Auburn, WA (City) owns and operates
a multi-source municipal water system (Department of Health (DOH) System Number 03350V), which includes supply, treatment, storage, and distribution of potable water to residential,
commercial, and wholesale customers. Service is provided to four major service areas, which are further divided into pressure zones as required by local topography. The City's four major
service areas and the location of key elements of the water system are shown in Figure 5.1 and discussed in this chapter. Figure 5.2 presents an overall hydraulic profile of the system
and its various elements. This Chapter reviews all of the facilities incorporated in the water supply system. A brief summary of each facility is provided, followed by a review of system
components evaluated against the established policies and criteria standards (discussed in Chapter 3). 5.2 SERVICE AREAS The City’s existing water system has four major service areas
organized by system pressure zones. The largest of the service areas is the Valley Service Area. Development of the City water utility began within this area, and other portions of the
system were added as the City grew and demands for municipally supplied water expanded. Figure 5.3 presents the existing system pressure zones that make up the service areas. Table 5.1
lists the pressure zones in each service area, their nominal hydraulic grade line (HGL), and the minimum and maximum elevation served. A description of each Service Area is provided
in this section. 5.2.1 Valley Service Area The Valley Service Area is the City's oldest and largest service area. As the lowest service area in the system, the area consists of the broad
valley floor between the White River to the south, the Green River to the east, and Mill Creek to the west. The Valley Service Area includes the majority of the City's commercial and
industrial customers, as well as a significant portion of the City’s residential customers.
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFLL L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ ?¦ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St
E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend !GReservoir
#*Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service
Area Roadways Water Service Areas Academy Lakeland Hills Lea Hill Valley Figure 5.1 Water Facility Locations Comprehensive Water Plan City of Auburn
#* #* #* #* #* #* #* #* #*#* #* #*#* #* #* #* #* #* GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L LL T L T L hg hg TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ !G!G !G !G !G!G !G !G #* #*
c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ West Hill Spring
Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st
Ave 112th Ave 124th Ave B St 132nd Ave C St A St M St R St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion Control Intertie
Treatment Facility Terrace View BPS Well 1 Chlorination Facility Well 4 Chlorination Facility Tacoma Pipeline Intertie (132nd Ave) Tacoma Pipeline Intertie (B Street) Reservoir 1 Reservoir
2 Lakeland Hills Reservoir 5 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Lakeland Hills Reservoir 6 Well 5 Well 4Well 1 Well 7 Well 2, 6 Well 5A Well 3A, 3B
Well 5B Coal Creek Spring Intertie PS Lakeland PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 2,000 4,000 Feet Figure 5.3 Pressure
Zone Overview Map Comprehensive Water Plan City of Auburn Legend GF Treatment Facility hgClosed Valve c³ $PRVs TÚ_ Pump Station L Well T Spring !G Reservoir #* Intertie Water Model Pipes
Pressure Zone and HGL Academy 350 Academy 445 Academy 531 Academy 585 Gamefarm 288 Lakeland 377 Lakeland 390 Lakeland 440 Lakeland 441 Lakeland 446 Lakeland 545 Lakeland 575 Lakeland
630 Lakeland 670 Lakeland 697 Lea Hill 173 Lea Hill 299 Lea Hill 395 Lea Hill 401 Lea Hill 406 Lea Hill 415 Lea Hill 462 Lea Hill 500 Lea Hill 563 Lea Hill 648 Valley 242 Valley 288
Contours -50 Feet City Limits Water Service Boundary Service Areas Pressure Zones and HGL Academy 350 Academy 445 Academy 531 Academy 585 Lea Hill 173 Lea Hill 299 Lea Hill 395 Lea Hill
401 Lea Hill 406 Lea Hill 415 Lea Hill 462 Lea Hill 500 Lea Hill 563 Lea Hill 648 Lea Hill 150 -566 Lakeland 285 Lakeland 377 Lakeland 390 Lakeland 440 Lakeland 441 Lakeland 446 Lakeland
545 Lakeland 575 Lakeland 630 Lakeland 670 Lakeland 697 Valley 242 Valley 288
October 2014 – DRAFT 5-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.1 Pressure Zones Comprehensive Water Plan City of Auburn Pressure Zone Water Service
Area Hydraulic Grade Line, ft Maximum Elevation Served, ft (Static Pressure) Minimum Elevation Served, ft (Static Pressure) Academy 350 Academy 350 275 (32 psi) 171 (77 psi) Academy
445 Academy 445 338 (46 psi) 250 (84 psi) Academy 531 Academy 531 395 (59 psi) 259 (118 psi) Academy 585 Academy 585 444 (61 psi) 400 (80 psi) Lakeland 285 Lakeland 285 102 (79 psi)
78 (90 psi) Lakeland 377 Lakeland 377 242 (58 psi) 261 (50 psi) Lakeland 390 Lakeland 390 260 (56 psi) 154 (102 psi) Lakeland 440 Lakeland 440 364 (33 psi) 236 (88 psi) Lakeland 441
Lakeland 441 261 (78 psi) 247 (84 psi) Lakeland 446 Lakeland 446 335 (48 psi) 225 (96 psi) Lakeland 545 Lakeland 545 422 (53 psi) 418 (55 psi) Lakeland 575 Lakeland 575 438 (59 psi)
340 (102 psi) Lakeland 630 Lakeland 630 544 (37 psi) 230 (173 psi) Lakeland 670 Lakeland 670 543 (55 psi) 485 (80 psi) Lakeland 697 Lakeland 697 578 (52 psi) 485 (92 psi) Lea Hill 173
Lea Hill 173 77 (42 psi) 58 (50 psi) Lea Hill 299 Lea Hill 299 177 (53 psi) 129 (74 psi) Lea Hill 395 Lea Hill 395 245 (65 psi) 230 (71 psi) Lea Hill 401 Lea Hill 401 253 (64 psi) 230
(74 psi) Lea Hill 406 Lea Hill 406 270 (59 psi) 189 (94 psi) Lea Hill 415 Lea Hill 415 248 (72 psi) 230 (80 psi) Lea Hill 462 Lea Hill 462 334 (55 psi) 286 (76 psi) Lea Hill 500 Lea
Hill 500 348 (66 psi) 308 (83 psi) Lea Hill 563 Lea Hill 563 491 (31 psi) 209 (153 psi) Lea Hill 648 Lea Hill 648 513 (58 psi) 401 (107 psi) Lea Hill 150-566 Lea Hill 566 None None Valley
242 Valley 242 144 (42 psi) 39 (88 psi) Valley 288 Valley 288 235 (23 psi) 118 (74 psi)
October 2014 – DRAFT 5-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc The Valley Service Area is currently connected to the Lea Hill, Academy, and Lakeland Hills
Service Areas through a series of booster pumps, valves, and pressure reducing valves (PRVs). Water to serve the Valley and other Service Areas comes from the two spring sources, Valley
Well Field and the B Street Wholesale Intertie with Tacoma Public Utilities (TPU), as described in Chapter 6. The Valley Service Area has two large reservoirs (Reservoirs 1 and 2) and
two treatment sites, Howard Road Corrosion Control Treatment (CCT) Facility and Fulmer Field CCT Facility. There are active interties in the Valley Service Area to Algona, as well as
emergency interties with Pacific, Lakehaven, and Kent. The Valley Service Area consists of service mainly in one pressure zone, with a nominal HGL of 242 feet. Ground elevations in the
area vary from 39 to 144 feet. Wells 1, 3A, 3B, and West Hill Spring directly serve the Valley 242 Pressure Zone. Wells 2, 6, and 7 are treated at the Fulmer Field CCT Facility and are
pumped to the Valley 242 Pressure Zone. The Valley Service Area contains a small boosted zone at the elevation of Reservoir 1 (288 feet), as seen in Figure 5.3. Coal Creek Springs is
treated at the Howard Road CCT Facility and then re-pumped to the Valley 288 Pressure Zone. Well 4 is pumped directly to Reservoir 1 and the Valley 288 Pressure Zone. Well 1 has historically
discharged directly into the Valley 242 Pressure Zone, but will be routed to the Howard Road CCT Facility upon completion of the ongoing improvements. The Valley Service Area contains
another small boosted zone at the Game Farm Park. 5.2.2 Lea Hill Service Area The Lea Hill Service Area is the City's second largest service area based on consumption. Located east of
the Valley Service Area on the East Hill Plateau, the largely residential area was constructed in the mid-1960s. The service area was largely annexed into the City in 2008; however,
limited areas along the eastern and southern borders remain in unincorporated King County. Water is supplied to serve the area from the 132nd Ave SE Intertie and from the Valley 242
Pressure Zone through the Lea Hill Booster Pump Station and the Green River Pump Station.
October 2014 – DRAFT 5-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc A booster pump station, the Intertie Pump Station, provides water through an intertie to
neighboring water purveyors, King County Water District #111 (WD #111) and Covington Water District (CWD). The Intertie Treatment Facility near the reservoirs provides treatment to the
intertie supply. The Lea Hill Service Area’s largest pressure zone operates at a nominal HGL of 563 feet, maintained by Lea Hill Reservoirs (4A and 4B). Other pressure zones in this
area can be seen in Figure 5.4. Ground elevations in the Lea Hill Service Area vary from 58 to 513 feet. As seen on Figure 5.2, the Lea Hill Service Area includes several sub-zones to
provide suitable service pressures to customers located at lower elevations. In addition, one boosted sub-zone operating at an HGL of 648 feet is provided to serve a higher elevation
area. 5.2.3 Academy Service Area The Academy Service Area is located along SR 164 on the Enumclaw Plateau, southeast of the Valley Service Area. The system was constructed in the early
1960s and is the City's third largest service area based on consumption. Water is supplied to serve this area via two booster pump stations that bring a portion of the water produced
in the Valley up to the elevation of the Academy Service area. Academy Reservoirs (8A and 8B) provide storage to the service area. The pressure zones in the Academy Service Area have
recently been reconfigured and simplified, as the City has completed a Pressure Rezone since the last capital improvement plan. The Academy Service Area’s pressure zones are shown in
Figure 5.5. As seen in Figure 5.2, the nominal HGL of the main Academy pressure zone is 531 feet, maintained by the two Academy storage reservoirs operating together. Ground elevations
in the Academy pressure zones vary from 171 to 444 feet. The service area includes a large sub-zone at 445 feet and two smaller sub-zones to serve local developments that would experience
high pressures if served directly from the 531 foot HGL. Additionally, the service area has a boosted zone served by the Academy East Booster Pump Station commissioned in 2014. The Janssen’s
Addition Booster Pump Station was decommissioned with the completion of the Academy East Booster Pump Station. 5.2.4 Lakeland Hills Service Area The City's newest service area is the
Lakeland Hills Service Area. Constructed in the early 1980s, the Lakeland Hills system is located south of the Valley Service Area and primarily serves residential customers south of
the White River. Wells 5 and 5A directly supply the area and storage is provided from Reservoir 5 and Reservoir 6 at a nominal 630 feet. The Terrace View Booster Pump Station, installed
in 2011, was built at the base of the service area near East Valley Highway SE to boost water from the Valley Service Area to Lakeland 630 Pressure Zone. Water can flow from the Lakeland
Hills Service Area into the Valley
#* #* #* GF TÚ_ TÚTÚ__ TÚ_ !G!GTÚ_ !G !G GF c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ #* Intertie Treatment Facility Tacoma Pipeline Intertie (132nd Street) Reservoir
1 Reservoir 2 Lea Hill Reservoirs 4A, 4B Well 1 Intertie PS Lea Hill PS Sr 18 132nd Ave SE 124th Ave SE SE 312Th St SE 320Th St 116th Ave SE Auburn-Black Diamond Rd SE SE 304Th St SE
Lake Holm Rd SE 288Th St SE 282Nd St 112th Ave SE SE 316Th St 127th Pl SE SE 310Th St Lea Hill Rd SE 118th Ave SE 104th Ave SE SE 281St St 110th Ave SE T St SE SE 299Th St SE 316Th Pl
SE 284Th St SE 296Th Way 141St Pl SE Scenic Dr SE Green River Rd SE 323Rd P l 105th Pl SE SE 301St St SE 318Th Way 2nd St SE 135th Ave SE 4th St SE SE 287Th St SE 304Th Way SE 298Th
Pl E Main St Skyway Ln SE 108th Ave 17th St SE 111th Pl SE SE 286Th St SE 295Th Pl SE 278Th St 104th Pl SE SE 290Th St 118th Pl SE 102nd Ave SE Riverview Dr NE SE 280Th St 128th Pl SE
16th St SE Dogwood St SE SE 294Th St 126th Ave SE SE 293Rd S t SE 307Th Pl 140th Ave SE SE 314Th St 109th Ave SE 116th Pl SE SE 289Th St 14th St SE 133rd Ave SE 108th Ave SE Elm St SE
Green River Acrd 15th St SE SE 299Th Pl SE 295 Th St 130th Way SE SE 297Th St 128th Ave SE SE 285Th St 110th Pl SE 19th Dr NE SE 286Th Pl 131St Ave SE 117th Pl SE SE 296Th St SE 307Th
St 111th Ave SE 105th Ave SE 4th St NE 109th Pl SE SE 282Nd Way 114th Way SE SE 290Th Pl 132nd Way SE SE 323Rd St 112th Pl SE SE 337Th St SE 292Nd St 130th Ave SE 121St Ave SE 129th
Pl SE 1St St NE S 299Th Pl SE 288Th Pl SE 313Th Pl SE 314Th Pl SE 318Th Pl V St NE SE 315Th Pl 107th Ave SE 121St Pl SE V Pl SE 129th Ave SE SE 340Th St SE 304 Th Pl 3rd Ct SE 122nd
Ave SE SE 322Nd St 124th Pl SE SE 321 St Pl SE 315Th St 114th Pl SE SE 320Th Pl SE 309Th St 106th Pl SE 122nd Pl SE SE 319Th St SE 300Th St SE 326Th St SE 301St Way SE 302Nd St SE 324Th
Ln T St NE SE 324Th St SE 308Th Ct SE 283Rd St SE 297Th Pl SE 306Th Pl SE 312Th Pl SE 317Th Ct U Pl NE 115th Pl SE SE 284Th St SE 294Th St 110th Pl SE 108th Ave SE SE 286Th St SE 292Nd
St 112th Ave SE SE 304Th St SE 314Th Pl SE 299Th St Green River Rd SE 288Th St 118th Ave SE SE 302Nd St SE 295Th St Green River Acrd 118th Ave SE Sr 18 SE 288Th Pl SE 282Nd St SE 282Nd
St 128th Pl SE SE 318Th Pl 108th Ave SE 117th Pl SE SE 290 Th Pl SE 294Th St 130th Ave SE 118th Ave SE 140th Ave SE 108th Ave SE 112th Ave SE 109th Ave SE 108th Ave SE 124th Ave SE SE
304Th St Green River Rd SE 280Th St SE 284Th St 17th St SE SE 313Th Pl SE 321St Pl O 0 1,000 2,000 Feet Figure 5.4 Lea Hill Service Area Pressure Zones and HGL Comprehensive Water Plan
City of Auburn Legend GF Treatment Facility !G Reservoir hg Closed Valve c³ $ PRVs #* Intertie TÚ_ Pump Station L Well T Spring Water Model Pipes Pressure Zone and HGL Lea Hill 173 Lea
Hill 299 Lea Hill 395 Lea Hill 401 Lea Hill 406 Lea Hill 415 Lea Hill 462 Lea Hill 500 Lea Hill 563 Lea Hill 648 Valley 242 Lea Hills Service Area Pressure Zones and HGL Lea Hill 173
Lea Hill 299 Lea Hill 395 Lea Hill 401 Lea Hill 406 Lea Hill 415 Lea Hill 462 Lea Hill 500 Lea Hill 563 Lea Hill 648 Lea Hill 150 -566 City Limits Parcels
GF !G !G!G GF GF GF L L LL T c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ hg TÚ_ TÚTÚ__ TÚ_ TÚ_ ?¦ Howard Rd Corrosion Control Kersey Way Coal Creek Spring
Chlorination Facility Academy BPS Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Academy Reservoirs 8A, 8B Well 4 Well 1 Well 3A, 3B Coal Creek Spring Academy
PS Game Farm Park PS Janssens Addition PS (decomissioned) Auburn Way S Sr 18 R St SE Green Valley Rd Stuck River Dr M St SE Academy Dr SE SE Lake Holm Rd 29th St SE Scenic Dr SE SE 368Th
Pl 148th Ave SE 25th St SE 41St St SE SE Green Valley Rd Kersey Way SE 37th St SE Auburn-Black Diamond Rd SE Dogwood St SE Oravetz Rd SE Riverwalk Dr SE 160th Ave SE Howard Rd 17th St
SE L St SE 47th St SE Auburn-Enumclaw Rd 141St Pl SE SE 372Nd St Wyman Dr 35th Way SE J St SE 36th St SE K St SE Hemlock St SE 135th Ave SE 12th St SE Forest Ridge Dr SE 24th St SE Skyway
Ln SE 22nd St SE T St SE 20th St SE O St SE SE 364Th St SE 369Th St 27th St SE 37th Way SE 16th St SE Alpine St SE Mapl e Dr 146th Ave SE V St SE Norman Ave SE V Ct SE Ginkgo St SE Elm
St SE Z St SE 28th St SE 26th St SE 14th St SE 133rd Ave SE 15th St SE Noble Ct SE 19th St SE Bridget Ave SE U St SE 33rd St SE 21St St SE 8th St SE 49th St SE SE 337Th St 18th St SE
I St SE 130th Ave SE 147th Ave SE 19th Pl SE Poplar St SE Fir St SE Orchard St SE 48th Ct SE O Ct SE SE 340Th St M Pl SE Juniper Ln SE 33rd St SE Elm St SE Fir St SE 24th St SE 26th
St SE 20th St SE M St SE 8th St SE Howard Rd Elm St SE K St SE Auburn Way S 24th St SE Sr 18 21St St SE 17th St SE 25th St SE 17th St SE 18th St SE O 0 1,000 2,000 Feet Figure 5.5 Academy
Service Area Pressure Zones and HGL Comprehensive Water Plan City of Auburn Legend GF Treatment Facility !G Reservoir hg Closed Valve c³ $ PRVs #* Intertie TÚ_ Pump Stations L Well T
Spring Water Model Pipes Pressure Zone and HGL Academy 350 Academy 445 Academy 531 Academy 585 Gamefarm 288 Valley 242 Valley 288 City Limits Academy Service Area Pressure Zones and
HGL Academy 350 Academy 445 Academy 531 Academy 585 Parcels
October 2014 – DRAFT 5-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Service Area during a large fire demand by opening a normally closed valves. Therefore,
the City does not rely on this flow. The Lakeland Hills Pump Station provides service to a boosted zone of 697 feet. The Lakeland 697 Pressure Zone has two emergency interties with Bonney
Lake. The Lakeland Hills Service Area has several sub-zones at lower elevations as seen on Figure 5.2. The pressure zones are shown in Figure 5.6. The Lakeland 630 Pressure Zone can
be served from Reservoir 5 and Reservoir 6 or from the Lakeland 697 Pressure Zone via two PRVs. A series of PRVs are used to serve zones lower on the northern portion of the hill. Additionally,
the service area supplies water to several sub-zones on the west side of the hill through several PRVs. A new Lakeland 545 Pressure Zone has been created to serve a portion of the Kersey
III and Lakeland Hills Estates developments. The pressure zone is fed by PRVs from the Lakeland 630 Pressure Zone. 5.3 PRESSURE REDUCING STATIONS The City operates many pressure reducing
(PR) stations to provide service to portions of the Academy, Lea Hill, and Lakeland Hills pressure zones at pressures below the nominal service area HGL. Use of PRVs and a series of
pressure sub-zones are necessary because of the topographic variation within each of the service areas. The PRVs for each of the four service areas are summarized in Table 5.2. The locations
of PRVs and their connection to other system components can be seen in Figures 5.1 through 5.6. 5.3.1 Control Valve 1 Control Valve 1 is a special application PRV that is equipped for
remote control from the Water Control Center in the Maintenance and Operation Facility. Control Valve 1 regulates the flow of water from Reservoir 1 (HGL 292) into the Valley Service
Area (HGL 242). Without the valve, the difference in HGL would result in Reservoir 1 “emptying” into the 242 zone. The PRV makes it possible for the Howard Road CCT Facility to fill
Reservoir 1, to supply the Valley Service Area, and to supply Reservoir 2. As more water is needed in the Valley Service Area, the PRV is opened to provide more water from Reservoir
1 into the Valley. The valve is located at the Howard Road CCT Facility. 5.3.2 Valley Service Area Pressure Reducing Stations As the lowest and primary service area, most of the City
sources and customers are located in the Valley Service Area, and most are served at a single level of 242 feet. The only PRV stations considered to be in the Valley Service Area connect
the Valley 288 Pressure Zone to the Valley 242 Pressure Zone. An PRV is located at the Well 4 that when open will allow supply to bypass Reservoir 1 and enter the Valley 242 Pressure
Zone directly.
#* #* #* #* #*!G GFL LL L L c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ hg hg TÚ_ TÚ_ TÚ_ !G !G 29th St SE A St Coal Creek Chlorination Lakeland
Hills Reservoir 5 Terrace View BPS Lakeland Hills Reservoir 6 Well 3A, 3BWell 5 Well 5A Well 5BLakeland Hills BPS Game Farm Park PS A St SE 29th St SE R St SE 41St St SE 2nd St E Lake
Tapps Pkwy SE 37th St SE Lakeland Hills Way SE Oravetz Rd SE Kersey Way SE East Valley Hwy SE D St SE Stuck River Dr Evergreen Way SE M St SE 69th St SE 33rd St SE River Dr Montevista
Dr SE 67th St SE Mill Pond Dr SE 16th St E G St SE Olive Ave SE 62nd St SE 36th St SE 64th St SE K St SE C St SE B St SE Highland Dr SE Quincy Ave SE 50th St SE Elm Ln 30th St SE 31St
St SE Terrace View Ln SE Skinner Rd East Valley Acrd 47th St SE 59th St SE Nathan Ave SE O St SE 35th St SE 37th Way SE 32nd St SE 17th St E Sumner-Tapps Hwy E Isaac Ave SE V St SE 7th
St E Perry Ave SE Lake Tapps Dr SE Old Man Thomas Rd E 51St St SE Hazel Ave SE 61St St SE 72nd St SE 67th Ln SE SE 42Nd St 66th St SE 60th St SE 57th Dr SE SE 43Rd St 55th Way SE Orav
etz Pl S E 49th St SE Olympic St SE Skylark Village Rd D Pl SE 176th Ave E Elizabeth Ave SE Francis Ave SE Birch Ln SE 167th Ave E 62nd Loop SE Dogwood Ln 178th Ave E 63rd St SE 54th
St SE James Ave SE 8th St EElaine Ave SE 48th Ct SE Kennedy Ave SE SE 45Th St 37th Pl SE Nathan Loop SE 65th St SE 67th Ct SE 55th Ct SE Francis Ct SE I St SE Douglas Ave SE 70th Ct
SE 44th St SE 52nd St SE Marshall Ave SE 53rd St SE Hazel Loop SE Elizabeth Loop SE Charlotte Ave SE Laurelwood Rd Lindsay Ave SE Evan Ct SE M Pl SE 168th Ave E Diana Ct SE Pike St SE
68th St SE 171St Ave E Elliott Ct SE Nathan Pl SE James Pl SE Alexander Pl SE C Ct SE 33rd Pl SE G St SE B St SE 67th St SE 32nd St SE 50th St SE 49th St SE Elizabeth Ave SE Pike St
SE 51St St SE 61St St SE D St SE 37th Pl SE 50th St SE 178th Ave E 68th St SE Lindsay Ave SE 65th St SE 61St St SE Old Man Thomas Rd E Elizabeth Loop SE Charlotte Ave SE 62nd St SE 66th
St SE 167th Ave E 32nd St SE O 0 400 800 Feet Figure 5.6 Lakeland Hills Service Area Pressure Zones and HGL Comprehensive Water Plan City of Auburn Legend GF Treatment Facility !G Reservoir
hg Closed Valve c³ $ PRVs #* Intertie TÚ_ Pump Station L Well T Spring Water Model Pipes Pressure Zone and HGL Gamefarm 288 Lakeland 377 Lakeland 390 Lakeland 440 Lakeland 441 Lakeland
446 Lakeland 545 Lakeland 575 Lakeland 630 Lakeland 670 Lakeland 697 Valley 242 Valley 288 City Limits Lakeland Hills Service Area Pressure Zones and HGL Lakeland 285 Lakeland 377 Lakeland
390 Lakeland 440 Lakeland 441 Lakeland 446 Lakeland 545 Lakeland 575 Lakeland 630 Lakeland 670 Lakeland 697 Parcels
October 2014 – DRAFT 5-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.2 Pressure Reducing Valve Summary Comprehensive Water Plan City of Auburn Location
Description Valve # Connection Valve Size Inlet Pressure (psi) Outlet Primary/Pressure (psi) Fire Flow Secondary Valley Howard Rd CCF 1011-10 16-90G-01ABKC 16" 82 55-64 Howard Rd CCF
1011-20 8-90G-01ABKC 8" (bypass) Off Off Well 4/25th & K St SE 1110-10 10" Off Off Well 4/25th & K St SE 1110-20 4" Off Off Lea Hill 104th Ave SE/SE 302nd St Cobble Creek Upper 411-10
8-90G-01AB 8" 94 55 104th Ave SE/SE 302nd St Cobble Creek Upper 411-11 2-90G-01AS 2" 94 60 104th Ave SE/SE 302nd St Cobble Creek Upper 411-12 1 1/2-50G-01 1.5" 94 60 103rd Ct SE/SE 304th
Pl Cobble Creek Lower 411-20 6-90G-01AB 6" 86 40 103rd Ct SE/SE 304th Pl Cobble Creek Lower 411-21 2-90G-01AS 2" 86 46 103rd Ct SE/SE 304th Pl Cobble Creek Lower 411-22 1 1/2-50-01B
1.5" 46 56 109th Ave SE/SE 298th St 412-10 4-90G-01AB 8’’ 85 45 108th Ave SE/SE 304th St 511-10 6-90G-01AB 6” 70 45 110th Pl SE/SE 304th St 512-10 8-90G-01AB 8” 82 50 110th Pl SE/SE
304th St 512-11 8-90G-01AB 6” 82 50 Lea Hill Rd Carriage Square Apts Lower 611-10 8-90G-01AB 8” 160 65 106th Pl SE/Lea Hill Rd Carriage Square Apts Middle 611-20 8-90G-01AB 8" 140 65
106th Pl SE/Lea Hill Rd Carriage Square Apts Middle 611-21 2-90G-01AS 2" 140 70
October 2014 – DRAFT 5-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.2 Pressure Reducing Valve Summary Comprehensive Water Plan City of Auburn Location
Description Valve # Connection Valve Size Inlet Pressure (psi) Outlet Primary/Pressure (psi) Fire Flow Secondary 107th Pl SE/Lea Hill Rd Carriage Square Apts Upper 611-30 6-90G-01AB
6” 140 60 107th Pl SE/Lea Hill Rd Carriage Square Apts Upper 611-31 2-90G-01AS 2" 140 65 107th Pl SE/Lea Hill Rd Carriage Square Apts Upper 611-32 1 1/2-50-01B 1.5" 140 74 105th Pl SE/SE
320th Pl Amberview Apts N 711-10 8-90G-01AB 8" 140 65 105th Pl SE/SE 320th Pl Amberview Apts S 711-20 8-90G-01AB 8” 8" 140 60 105th Pl SE/SE 320th Pl Amberview Apts S 711-21 2-90G-01
2” 140 65 Academy 2003 Auburn Way South 1011-30 10-90G-01-YBS 8" 138 75 2003 Auburn Way South 1011-31 3-90G-01-YBS 3" 138 85 2003 Auburn Way South 1011-32 3-50A-01-YB 3" 130 Air Relief
Valve Howard Rd/Riverwalk 1111-10 6-90G-01-YBS 6" 109 55 Howard Rd/Riverwalk 1111-11 2-90G-01-YBS 2" 109 60 Howard Rd/Riverwalk 1111-12 2-50A-01-YB 2" 109 Air Relief Valve 27th St SE
Riverwalk Development 1111-20 6-90G-01ABCS 6" 90 50 27th St SE Riverwalk Development 1111-21 2-90G-01AB 2" 90 60 27th St SE Riverwalk Development 1111-22 1/2-50-01 1.5" 90 Air Relief
Valve 4500 Auburn Way South 1114-10 10-90-01-YBS 8” 95 56 4500 Auburn Way South 1114-11 3-90-01-YBS 3” 87 65 4500 Auburn Way South 1114-12 3-50A-01-YB 3" 95 Air Relief Valve
October 2014 – DRAFT 5-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.2 Pressure Reducing Valve Summary Comprehensive Water Plan City of Auburn Location
Description Valve # Connection Valve Size Inlet Pressure (psi) Outlet Primary/Pressure (psi) Fire Flow Secondary Lakeland Hills Mill Pond Dr/Orvetz Rd 1309-10 10-90G-01AB 10" 105 55
Mill Pond Dr/Orvetz Rd 1309-11 3-90G-01AS 3" 105 60 Mill Pond Dr/Orvetz Rd 1309-12 2 1/2-50-01 2.5" 65 0 Mill Pond Lp/Mill Pond Dr 1310-10 10-90-01AB 10" 130 55 Mill Pond Lp/Mill Pond
Dr 1310-11 3-90-01AS 3" 130 60 Mill Pond Lp/Mill Pond Dr 1310-12 2 1/2-50-01 2.5" 130 Air Relief Valve Lakeland Hills Way/Oravetz Rd 1409-10 8-90G-01-AB 8" 110 40 Lakeland Hills Way/Oravetz
Rd 1409-11 4-90G-01AB 2" 110 50 Lakeland Hills Way/Oravetz Rd 1409-12 2-90G-01AS 2" 110 Air Relief Valve 47th/Lakeland Hills Way 1409-20 8-90-01-AB 8" 140 56 47th/Lakeland Hills Way
1409-21 4-90-01ABS 4" 140 66 47th/Lakeland Hills Way 1409-22 1 1/2-90-01AS 1.5" 65 Air Relief Valve 47th/Lakeland Hills Way 1409-23 1 1/2-90-01AS 1.5" 140 72 Lakeland Hills Way/Lakeland
Hills Lp Upper 51st 1409-30 10-90G-01YBS 10" 95 70 Lakeland Hills Way/Lakeland Hills Lp Upper 51st 1409-31 3-90G-01YBS 3" 95 75 Lakeland Hills Way/Lakeland Hills Lp Upper 51st 1409-32
3-50A-01B 3" 75 Air Relief Valve Lakeland Hills Way/Mill Pond Dr 1409-40 10-90-01AB 10" 85 55 Lakeland Hills Way/Mill Pond Dr 1409-41 3-90-01AS 3" 85 60 Lakeland Hills Way/Mill Pond
Dr 1409-42 2 1/2-50-01 2.5" 60 Air Relief Valve Mill Pond Dr/4900 Blk 1410-10 10-90G-01YBS 10" 103 50 Mill Pond Dr/4900 Blk 1410-11 3-90G-01YBS 3" 103 60 Mill Pond Dr/4900 Blk 1410-12
2 1/2-50A-01B 2.5" 103 Air Relief Valve
October 2014 – DRAFT 5-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.2 Pressure Reducing Valve Summary Comprehensive Water Plan City of Auburn Location
Description Valve # Connection Valve Size Inlet Pressure (psi) Outlet Primary/Pressure (psi) Fire Flow Secondary 51st St. SE/East of Mill Pond Lp 1410-20 8-90-01AB 8" 120 60 51st St.
SE/East of Mill Pond Lp 1410-21 4-90-01ABS 4" 120 70 51st St. SE/East of Mill Pond Lp 1410-22 1 1/2-90-01AS 1.5" 80 70 51st St. SE/East of Mill Pond Lp 1410-23 1 1/2-90-01AS 1.5" 90
Air Relief Valve Nathan Ave/Highland Dr 1410-30 8-90-01AB 8" 125 62 Nathan Ave/Highland Dr 1410-31 4-90-01ABS 4" 125 67 Nathan Ave/Highland Dr 1410-32 1 1/2-90-01AS 1.5" 125 72 Nathan
Ave/Highland Dr 1410-33 1 1/2-50-01 1.5" Quincy Ave 1410-40 8-90-01AB 8" 75 55 Quincy Ave 1410-41 4-90-0AB 4" 75 58 Quincy Ave 1410-42 1 1/2-90-01AS 1.5" 75 63 Quincy Ave 1410-43 1 1/2-50G01
1.5" 55 Air Relief Valve Terrace View Apt #6170 Lower 1509-10 10-90G-01-YBS 10" 174 60 Terrace View Apt #6170 Lower 1509-11 3-90G-01-YBS 3" 174 65 Terrace View Apt #6170 Lower 1509-12
3-50A-01-YB 3" 174 Air Relief Valve Terrace View Apt #5960 Middle 1509-20 10-90G-01-YBS 10" 160 72 Terrace View Apt #5960 Middle 1509-21 3-90G-01-YBS 3" 160 78 Terrace View Apt #5960
Middle 1509-22 3-50A-01-YB 3" 160 Air Relief Valve Terrace View Apt #5810 Upper 1509-30 10-90G-01-YBS 10" 138 47 Terrace View Apt #5810 Upper 1509-31 3-90G-01-YBS 3" 138 52 Terrace View
Apt #5810 Upper 1509-32 3-50A-01-YB 3" 138 Air Relief Valve Alexander Pl SE/Terrace View Dr SE 1509-40 10-90G-01BCSY 10" 230 70 Alexander Pl SE/Terrace View Dr SE 1509-41 3-90G-01BCSY
3" 230 80 Alexander Pl SE/Terrace View Dr SE 1509-42 3-100-01-54E 3" 200 Air Relief Valve
October 2014 – DRAFT 5-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.2 Pressure Reducing Valve Summary Comprehensive Water Plan City of Auburn Location
Description Valve # Connection Valve Size Inlet Pressure (psi) Outlet Primary/Pressure (psi) Fire Flow Secondary Lakeland Hills Way/Evergreen 1510-10 8-90-01AB 8" 75 52 Lakeland Hills
Way/Evergreen 1510-11 4-90-01ABS 4" 75 57 Lakeland Hills Way/Evergreen 1510-12 1-90-01AS 1.5" 75 62 Lakeland Hills Way/Evergreen 1510-13 1 1/2-50-01 1.5" 75 Air Relief Valve Bennett
Ave SE & 56th Ave SE 1411-10 6-90-01-BSY 6" 80 42 Bennett Ave SE & 56th Ave SE 1411-11 2-90-01-BSY 2" 80 47 Bennett Ave SE & 56th Ave SE 1411-12 2-50A-01 B 2" 80 Air Relief Valve 5314
Bennett Ave SE 1411-20 6-90-01-BSY 6" 82 42 5314 Bennett Ave SE 1411-21 2-90-01-BSY 2" 82 47 5314 Bennett Ave SE 1411-22 2-50A-01 B 2" 82 Air Relief Valve Lakeland Hills Estates -5100
Kersey Way 1411-30 9-90G-01BSVY 6" 155 73 Lakeland Hills Estates -5100 Kersey Way 1411-31 2-90G-01BSVY 2" 155 78 Lakeland Hills Estates -5100 Kersey Way 1411-32 2-50A-01B 2" Air Relief
Valve Lakeland Hills Estates -54th St SE 1411-40 10-90G-01BSVY 10" 92 52 Lakeland Hills Estates -54th St SE 1411-41 3-90G-01BSVY 3" 92 57 Lakeland Hills Estates -54th St SE 1411-42 3-50A-01B
3" Air Relief Valve Lakeland Hills Estates -Westly Ave SE 1411-50 9-90G-01BSVY 6" 85 44 Lakeland Hills Estates -Westly Ave SE 1411-51 2-90G-01BSVY 2" 85 44 Lakeland Hills Estates -Westly
Ave SE 1411-52 2-50A-01B 2" Air Relief Valve 5539 Franklin Ave SE 1412-10 6-90-01-BSY 6" 82 55 5539 Franklin Ave SE 1412-11 2-90-01-BSY 2" 82 60 5539 Franklin Ave SE 1412-12 2-50A-01
B 2" 82 Air Relief Valve
October 2014 – DRAFT 5-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.3.3 Lea Hill Service Area Pressure Reducing Stations The Lea Hill Service Area has eight
sub-zones at lower elevations that serve customers on the transition from the hill to the valley. PR stations in this pressure zone include two to three PRVs to provide service during
low and high flows. Several stations serve large apartment complexes. The remainder of the PRV stations provides service to the 500, 406, 299, and 173 pressure zones. In the boosted
pressure zone, some customers are served directly from the transmission pipeline supplying the Lea Hill Reservoirs. Individual PRVs are installed on some of these service connections
to reduce pressure to a suitable range, which are not listed in Table 5.2. 5.3.4 Academy Service Area Pressure Reducing Stations As seen in Figure 5.5, the Academy Service Area contains
four PRV stations to the 445 and 350 sub-zones, which are served by parallel PRVs to provide redundancy. The Janssen’s Addition PRV was recently removed as a result of the completion
of the new Academy East Booster Pump Station. A new PRV was installed at the booster station. 5.3.5 Lakeland Hills Service Area Pressure Reducing Stations The Lakeland Hills Service
Area has multiple PRVs as seen in Figures 5.2 and 5.6. The main pressure zone in this service area is the Lakeland 630 Pressure Zone, which can be served from both Reservoir 5 and Reservoir
6. Below the Lakeland 630 Pressure Zone are four sub-zones: a 575 sub-zone, two 440 sub-zones, and a 390 sub-zone. Two PRV stations connect the 390 sub-zone to the Valley 242 Pressure
Zone; these valves are normally closed. Additionally, PRV stations serve the Terrace View development area from the transmission/distribution line in the Lakeland 630 Pressure Zone.
The Lakeland Hills Booster Pump Station pumps to a boosted Lakeland 697 Pressure Zone from the Lakeland 630 Pressure Zone. The Lakeland 697 Pressure Zone serves the Lakeland 670 Pressure
Zone, as well as two PRV stations between the zone and the Lakeland 630 Pressure Zone. These PRV stations typically do not operate as the Lakeland Hills Booster Pump Station pressure
is regulated. During emergencies, these PRVs allow supply from the two emergency interties with Bonney Lake to reach lower pressure zones. The Lakeland 545 Pressure Zone is served by
multiple PRVs from the Lakeland 630 Pressure Zone. 5.4 WATER SUPPLY FACILITIES The City uses a combination of springs and wells to supply the system. The City’s water supplies are summarized
in Table 5.3. Each facility is described below. Further review of capacity of these sources is discussed in Chapter 6.
October 2014 – DRAFT 5-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.3 Water Supply Facilities Summary Comprehensive Water Plan City of Auburn Well/Spring
Location Elevation (ft) Date Constructed/R ehabilitated Pumping Capacity (gpm) Power (hp) Backup Power Source Head (ft) Coal Creek 3401 Stuck River Road 190 1964, 1998 3,500 Gravity
190 West Hill 1900 15th St NW 305 1960 600 Gravity 305 1 1106 M St SE 111 2013 2,200 125 Yes 111 2 1109 5th St NE 73 2000 1,600 125 Yes 73 3A(1) 401 37th St SE 113 1983 0 125 Yes 113
3B(1) 401 37th St SE 113 1984 0 125 Yes 113 4 950 25th St SE 120 1985 2,600 300 No(3) 120 5 5530 James Ave SE 504 1983 650 125 No 504 5A 5401 Olive Ave SE 558 1990 180 60 Yes 558 5B(2)
1100 63rd St SE 2005 600 Yes 0 6 1109 5th St NE 73 2000 1,800 200 Yes 73 7 405 E St NE 74 1997 3,500 500 No 74 Notes: (1) Well 3A and 3B are not operated due to water quality. (2) Well
5B does not sustain production due to aquifer limitations. (3) Backup power will be added as part of the Well 4 Emergency Power Improvements Project. 5.4.1 Coal Creek Springs Coal Creek
Springs is a primary water supply for the City due to its capacity and because it is more economical to operate than other sources. The spring’s collection system is located at the base
of the Lake Tapps Upland at an elevation of approximately 190 feet. The system includes approximately 2,300 feet of collector pipe. Much of the system, including the south and middle
collectors, was constructed in 1964. The south collector includes about 138 feet of 24-inch perforated concrete pipe connected to seven, 10-foot long, 8-inch well-screen laterals extending
from the perforated concrete collection pipe into the foothill. The middle collector includes about 980 feet of 8-inch to 15-inch perforated concrete pipe and is located about 100 feet
northeast of the south collector. The south and middle collectors are approximately five feet below the ground surface. A third collector, the north collector, was added in 1998 to enhance
system performance and to provide increased reliability. The north collector is about 15 feet below the ground surface and is located approximately 150 feet to the northeast of the middle
collector. The
October 2014 – DRAFT 5-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 24-inch north collector is about 1,100 feet long and is constructed of perforated PVC
pipe. Currently, the flow from this collector is by gravity. A large manhole was installed in the line to provide for a future pump station that could increase the flow from the line.
Each of the collectors is connected to an overflow structure before connection to a 24-inch transmission line to the chlorination station. Currently, the overflow from each of the collectors
flows into an overflow pond, which discharges into nearby Coal Creek. Water supplied from Coal Creek Springs is chlorinated as described later in this Chapter. Flow from Coal Creek Springs
varies depending on aquifer conditions. The City estimates Coal Creek Springs has produced up to 4,500 gpm of supply in recent years. However, The City typically produces 3,000 gallons
per minute (gpm) of supply from the Springs. From the Coal Creek Springs headworks, water flows by gravity through a 24-inch concrete pipe to the Howard Road CCT Facility where it is
pumped into Reservoir 1. Between the Coal Creek Springs headworks and the Howard Road CCT Facility is a single connection that supplies potable water to Game Farm Wilderness Park. 5.4.2
West Hill Springs West Hill Springs is located near the extension of 15th Street NW, at an elevation of 305 feet. Water continuously flows into collection boxes, which are then piped
through a 10-inch, ductile iron pipe that carries the supply to the West Hill Spring Chlorination Facility, where chlorine is continuously added. Water then flows by gravity into the
Valley Service Area. Although the use of West Hill Springs as a potable water supply dates from before 1907, most of the current facilities and equipment have been completed since 1960.
The most recent improvements included replacement of the collection boxes, as recommended in the 1995 Comprehensive Water Plan and a partial fencing of the watershed as recommended by
the 2000 Water Comprehensive Plan. West Hill Springs has a capacity of 600 gpm, where supply may vary depending on aquifer conditions. 5.4.3 Well 1 Well 1 is located on M Street SE near
12th Street SE. Constructed in 1960, substantial renovations are under way as recommended in previous plans. The existing well pump has remained operational through late 2014 and will
be off-line during renovated that are expected to be completed in 2015. Renovations include transmission to Howard Road CCT Facility, site improvements, a new well house, new pumping
system, disinfection with sodium hypochlorite, on-site emergency power, and upgraded electrical and SCADA controls. The new well pumping system is a two-stage, vertical turbine pump
with a capacity of 2,200 gpm, driven by a 100-HP motor and controlled by a variable frequency drive (VFD). Well 1 renovations also will install permanent chlorination as described in
Section 5.7. Supply from Well 1 will be routed along the recently constructed transmission main in
October 2014 – DRAFT 5-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc M Street SE, 17th Street SE, R Street SE, and Howard Road SE to convey supplies to the
Howard Road CCT Facility. The pump will normally be controlled by the water level in Reservoir 1 . In 1998, the well output began to fall as a result of decreasing water levels, which
led the well to be shut down. A hydrogeological investigation of the well was conducted in 2009, which indicated the declining output could be addressed through infrastructure improvements.
The identified improvements have been implemented and Well 1 is expected to be returned to full capacity in 2015. 5.4.4 Wells 2 & 6 Wells 2 and 6 are located on the extension of K Street
NE near 5th Street NE at Fulmer Field, a City park. Well 2 and the Well 2 house were replaced in 2000 with a new masonry building and pumping equipment as part of the City’s corrosion
control strategy. The new facility houses both wells; a two-stage 1,600 gpm pump powered by a 125-HP motor (Well 2) and a 1,800 gpm, two-stage, vertical-turbine pump driven by a 200-HP
motor (Well 6). Under the City’s corrosion control strategy, Wells 2 and 6 pump to the Fulmer Field CCT Facility, an air-stripping tower, located near the Wells. Since, the Fulmer Field
CCT Facility is required to re-pump the water from Wells 2 and 6 into the Valley Service Area and to Reservoir 2, Wells 2 and 6 are functional only with operation of the Fulmer Field
CCT Facility. Chlorination and emergency power for both Wells 2 and 6 are housed in the Fulmer Field CCT Facility. 5.4.5 Wells 3A & 3B Wells 3A and 3B are located at the same site, off
37th Street SE on the extension of E Street SE. The wells are about 50 feet apart and were constructed respectively in 1983 and 1984. The wells pump into the Valley Service Area. Each
well is equipped with a four-stage, centrifugal pump driven by a 125-HP motor, each with a capacity of about 1,650 gpm when pumping individually. Each well is enclosed in a manufactured
metal building. A standby generator capable of running one pump at a time is available on site. The system is equipped with an automatic transfer switch. The chlorination facilities
at Wells 3A and 3B have been removed. Currently, Wells 3A and Well 3B are not operated because they produce water that contains high concentrations of manganese and treatment facilities
do not exist. 5.4.6 Well 4 Well 4, located off 25th Street SE on the extension of K Street SE, was constructed in 1985. The well is equipped with a 2,600-gpm, four-stage, centrifugal,
turbine pump driven by a 300-HP motor. The well and equipment are housed in a masonry building. Well 4 normally pumps directly to Reservoir 1, but may pump into the valley distribution
system through a
October 2014 – DRAFT 5-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc PRV. Well 4 serves as a primary backup to the Coal Creek Springs supply and is an important
supply to the south end of the City’s distribution system. The well is normally controlled by the water level in Reservoir 1. The Well 4 Emergency Power Improvements Project will install
an emergency power generator at Well 4 in 2015, along with hypochlorite chlorination to replace the existing chlorine gas system. 5.4.7 Well 5 Well 5 is one of three City wells that
were constructed to serve the Lakeland Hills Development within the City’s Lakeland Hills Service Area. Well 5 is located off Lakeland Hills Way SE and James Avenue SE and pumps into
the Lakeland Hills distribution system and the Lakeland Hills Reservoirs. The well was constructed in 1983 by the Lakeland Hills developer. It is equipped with a seven-stage submersible
turbine pump, driven by a 125-HP motor. Although the pump is capable of delivering 1,000 gpm, pumping at that rate results in a large water level drawdown. Currently, Well 5 has a maximum
production capability of 650 gpm. The well and equipment are housed in a double-high concrete vault. Well 5 does not have the facilities to support an emergency power supply and is not
chlorinated. 5.4.8 Well 5A Well 5A, the second well serving the Lakeland Hills Service Area, was constructed in 1990 to supplement Well 5. Well 5A, located in Lakeland Hills Park, also
pumps into Lakeland Hills distribution system and the Lakeland Hills Reservoirs. The well is equipped with a tenstage submersible turbine pump, driven by a 60-HP motor. The pump has
a capacity of 180 gpm. The Well 5A controls and ancillary equipment are located in a masonry building, which houses the park restrooms, about 100 feet from the well itself. Well 5A is
equipped with chlorination facilities. A manual transfer switch is provided to allow operation of Well 5A using a portable emergency generator. Since the Well 5A facilities are located
in a public park, the facility is not secured. 5.4.9 Well 5B Well 5B was constructed in 2005 and consists of a 600 gpm pump. The pumped water then proceeds through 4 ATEC media filters
to remove iron and manganese prior to disinfection. The treated water is then re-boosted with three small booster pumps with a total capacity of 700 gpm and a firm capacity of 420 gpm.
The boosted water is stored in a 27,000 gallon treated water storage tank. The Well 5B facility is equipped with a 500 kW generator that can power the facility if power is interrupted.
Once Well 5B came on-line the City, discovered that the aquifer was not recovering. Well 5B was operated intermittently in 2005 and 2006, but has not been in operation since 2006.
October 2014 – DRAFT 5-23 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.4.10 Well 7 Well 7 is located at E Street NE and Park Avenue in a city park inside the
Backyard Idea Garden. The well was constructed in 1997. The well is housed in a masonry building equipped with a 3,500-gpm variable-stage, vertical-turbine pump driven by a 500-HP motor.
Well 7 pumps directly to the Fulmer Field CCT Facility. The treated water is re-pumped into the valley distribution system and Reservoir 2. If necessary, Well 7 can pump untreated water
directly to the Valley distribution system. Well 7 has elevated levels of manganese and is operated intermittently when additional capacity is needed. 5.4.11 Algona Well In 1996, the
City acquired the title to Algona Well 1 as a condition of meeting Algona’s water supply needs. Because of pump operational problems the Algona Well was taken offline. The 500-gpm pump
and associated piping have been removed from the well house, the building has been demolished, but the well casing is still standing and the well is plugged. 5.5 PUMP STATIONS The City
operates and maintains several pump stations to move water throughout the piping network and to provide water at the required service pressures. A summary of City booster pump stations
is provided in Table 5.4, and locations are shown in Figure 5.1. Table 5.4 presents the firm pump station capacity assuming the largest pump is out of service. As stated in Chapter 3,
City pump stations are expected to meet the MDD with the largest pump out of service. The resulting capacity is referred to as the “firm” capacity. The criteria also recommend an on-site
or portable generator. A description of each pump station is provided herein. 5.5.1 Academy Pump Stations 1 and 2 The City maintains two pump stations that pump water from Reservoir
1 into the Academy Service Area. Both of the Academy Pump Stations are located on the Reservoir 1 site. These stations are separate from the Academy East Booster Pump Station presented
in Section 5.5.9. The primary Academy Pump Station (Pump Station 2) was constructed in 1980 and houses Pumps 3 and 4. The station consists of a masonry block building, two can-type pumps,
a piping system and control. Space was provided in the building for a future third pump. The original Academy Pump Station (Pump Station 1), constructed in 1960, houses two cantype pumps
(Pumps 1 and 2). The station consists of a masonry block building, two cantype pumps, a piping system and control.
October 2014 – DRAFT 5-24 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.4 Existing Booster Pump Stations Comprehensive Water Plan City of Auburn Booster
Pump Station Location Source Supplies Firm Capacity (mgd) Pump Number Pump Capacity (gpm) Hp Constructed/Installed Standby Power Elevation (ft) Academy Pump Station 1 2003 Auburn Way
S Reservoir 1 Academy 531 Pressure Zone 0.43 1960 Yes 1 500 50 1960 277 2 300 30 1960 277 Academy Pump Station 2 2003 Auburn Way S Reservoir 1 Academy 531 Pressure Zone 1.08 1980 Yes
3 750 75 1980 277 4 750 75 1980 277 Green River Pump Station 29621 Green River Road SE Valley 242 Pressure Zone Lea Hill 563 Pressure Zone 5.04 1999 No 1 1,170 150 1999 56 2 1,170 150
1999 56 3 1,170 150 1999 56 4 1,170 150 1999 56 Game Farm Park Pump Station 2401 Stuck River Rd Coal Creek Springs Game Farm Park 0.07 1988 No 1 50 5 1992 164 2 1,000 50 1993 164 Intertie
Pump Station 30502 132nd Avenue SE Lea Hill 563 Pressure Zone Wholesale 5.05 1999 No 1 1,170 60 1999 505 2 1,170 60 1999 505 3 1,170 60 1999 505 4 1,170 60 1999 505 Lea Hill 648 Pressure
Zone 1.44 1999 1 500 2005 505 2 500 2005 505 3 1,000 2005 505 Lea Hill Pump Station 10406 Lea Hill Road SE Valley 242 Pressure Zone Lea Hill 563 Pressure Zone 1.73 1965 Yes 1 600 75
1982 120 2 600 75 1982 120 3 800 100 1982 120 Lakeland Hills Pump Station 1326 57th Dr SE Lakeland Hills 630 Pressure Zone Lakeland Hills 697 Pressure Zone 4.67 2012 Yes 1 360 20 2012
560 2 360 20 2012 560 3 360 20 2012 560 4 3,125 150 2012 560 5 3,125 150 2012 560
October 2014 – DRAFT 5-25 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.4 Existing Booster Pump Stations Comprehensive Water Plan City of Auburn Booster
Pump Station Location Source Supplies Firm Capacity (mgd) Pump Number Pump Capacity (gpm) Hp Constructed/Installed Standby Power Elevation (ft) Academy East Booster Pump Station 5031
Auburn Way S Academy 531 Pressure Zone Academy 585 Pressure Zone 4.38 2014 Yes 1 70-180 7.5 2014 465 2 70-180 7.5 2014 465 3 70-180 7.5 2014 465 4 750-1,250 40 2014 465 5 750-1,250 40
2014 465 6 750-1,250 40 2014 465 Terrace View Booster Pump Station 6134 Alexander Pl SE Valley 242 Pressure Zone Lakeland Hills 630 Pressure Zone 1.58 2010 Yes 1 550 100 2010 102 2 550
100 2010 102 3 550 100 2010 102
October 2014 -DRAFT 5-26 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc The pumps of both stations are computer controlled from the Water Control Center at the
Maintenance and Operations (M&O) facility, however manual control at the pump station is also available. Primary control is based on the level of the Academy Reservoirs. Emergency power
is provided to both of the Academy Pump Stations from a 250 kW diesel engine generator set that is housed in a separate metal enclosure. The engine generator set is capable of operating
both pumps, in either station (or one pump in each pump station) and includes an automatic transfer switch to operate when line power fails. Fuel for the engine generator set is stored
in a 1,000 gallon above ground fuel tank installed in 1998. 5.5.2 Green River Pump Station The Green River Pump Station boosts water from the Valley 242 Pressure Zone into the Lea Hill
563 Pressure Zone. The pump station was constructed as part of the Interlocal Agreement 2 (IA2) project to supply water to CWD and WD#111. The Green River Pump Station was constructed
in 1999. The station is equipped with 4 can-type pumps, each with a capacity of 1170 gpm. Two of the pumps are equipped with variable-speed 150 HP drives (Pumps 1 and 2), and two with
fixed speed 150 HP motors (Pumps 3 and 4). The Green River Pump Station is located in Isaac Evans Park adjacent to the Green River. The pump station includes a block building with houses
pumps, controls, and necessary piping. Space within the station was provided for chlorination; however, the chlorination equipment was not installed. Space was also provided for a fifth
pump. On-site emergency power generation is not provided at the Green River Pump Station because IA2 partners indicated that they could accommodate service interruptions caused by power
failure. The primary control for the Green River Pump Station is linked to the Intertie Pump Station. City operators set flows for both stations based on the wholesale water demand requests
for IA2 partners. Currently, the Green River pump station pumps water to the Lea Hill Reservoirs, and the Lea Hill Reservoirs then serve the IA2 partners. Settings may be adjusted daily
from the Water Control Center at the Maintenance and Operational Facility. Other automated modes of operation and manual control at the pump station are also available through the programmable
controller located at the pump station. 5.5.3 Game Farm Park Pump Station The Game Farm Wilderness Park Pump Station was constructed in 1988 to provide domestic water supply and fire
protection to the Game Farm Wilderness Park on the south bank of the White River. The station pumps water from the Coal Creek gravity supply line. The station is located in an underground
concrete vault and includes a horizontal, split-case fire pump, rated at 1,000 gpm installed in 1993, and an end-suction domestic pump with a capacity of 60 gpm, installed in 1992. Hydro-pneumatic
tanks provide pressure when the small pump is not operating. The system is locally controlled based on pressure.
October 2014 -DRAFT 5-27 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc The Game Farm Wilderness Park Pump Station requires that the City maintain a nearly full
pipe hydraulic condition in the Coal Creek supply line to prevent loosing suction at the station. 5.5.4 Janssen’s Addition Pump Station The Janssen's Addition Pump Station was decommissioned
as part of the Academy East Booster Pump Station project. 5.5.5 Intertie/Lea Hill Booster Pump Station and Chlorination Facility The Intertie Pump Station houses pumps that provide two
separate functions for the water system. The first function is to pump water from the Lea Hill 563 Pressure Zone to the IA2 partners: WD#111 and CWD. Four can-type pumps accomplish this
function, two of which have variable-speed drives, and two have fixed speed motors. The second function of the pump station is to boost water to a smaller area at the top of Lea Hill
using a “package” type booster-pump system. The Intertie Pump Station was designed to be operated in conjunction with the Green River Pump Station with City operators setting the flows
for both stations based on the wholesale water demand from the IA2 partners. Although control of the station is through the programmable controller located at the pump station, settings
may be adjusted daily from the Water Control Center at the Maintenance and Operational Facility. Manual control of the station is also available through the programmable controller located
at the pump station. As with the Green River Pump Station, on-site emergency power generation is not provided at the Intertie Pump Station because the IA2 partners indicated that they
could accommodate service interruptions caused by power failure. The Intertie Pump Station was constructed in 1998 and is in excellent condition. 5.5.6 Lea Hill Pump Station The Lea
Hill Pump Station boosts water from the Valley Service Area into the Lea Hill Service Area. The Lea Hill Pump Station was constructed in 1965 and was remodeled in 1982. The station is
equipped with three can-type pumps, two of which have capacities of 600 gpm and one that has a capacity of 800 gpm. The Lea Hill Pump Station is located adjacent to Lea Hill Road and
includes a block building that houses pumps, controls, and necessary piping. A portable trailer mounted generator is located at the site. The unit uses a manual transfer and has an integral
fuel tank. The Lea Hill Pump Station is logic controlled from the Water Control Center, with manual control at the pump station. Primary control is based on the level of the Lea Hill
Reservoirs.
October 2014 -DRAFT 5-28 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.5.7 Lakeland Hills Pump Station The Lakeland Hills Pump Station pumps water from the
Lakeland Hills Reservoir, to the Lakeland Hills Service Area. The old Lakeland Hills Pump Station was completed in 1990 and upgraded in 1998. A new Lakeland Hills Pump Station was constructed
in 2012. The new pump station is located on the existing Lakeland Hills Reservoir 5 site owned by the City. The facility was constructed of a block building that contains three pressure
booster system pumps and two additional pumps that provided higher fire flows. The three low-flow pumps have a firm capacity of 720 gpm and the two fire flow pumps have a firm capacity
of 3,125 gpm. VFD technology powers each of the three low flow pumps allowing for flexibility in flow rate and total dynamic head conditions. The Lakeland Hills Pump Station is controlled
through the programmable controller located at the station using a pressure-control logic. Alarms and status of the Lakeland Hills Pump Station are returned to the Water Control Center
at M&O facility. Remote operation of the larger pumps is possible from the Control Center. A permanently installed 300 kW generator provides emergency power to the station in case of
loss of power. The generator is sized to provide full station flow capacity as well as miscellaneous station loads such as lighting, heating and controls. The generator is a packaged
unit with an external 1,000 gallon fuel tank. 5.5.8 Terrace View Booster Pump Station The Terrace View Pump Station is located within the Lakeland Hills Service Area at the northeast
corner of Alexander Place SE and Terrace View Drive SE intersection. The booster pump station supplies water to Lakeland Hills 630 Pressure Zone by pumping from Valley 242 Pressure Zone.
This booster pump station was constructed in 2010. The station provides a minimum of 500 gpm with a station firm capacity of 1,100 gpm. VFD technology powers each of the three identical
550 gpm pumps allowing for flexibility in flow rate and total dynamic head conditions. Start and stop of the pumps are based on level in either Reservoir 5 or Reservoir 6, with operator
controls for pump alternation and level settings. Reservoirs 5 and 6 provide fire flows in the service area; therefore, this station does not serve fire flows. 5.5.9 Academy East Booster
Pump Station In 2009, the City Comprehensive Plan identified the need for improvements to the Academy Service Area, served at the time by the existing Janssen’s Addition Booster Pump
Station. The new Academy East Booster Pump Station is required to provide adequate pressure and fire flow to the elevated area that was served by the Janssen’s Addition Pump Station.
With the new facility in place, the Janssen’s Addition Pump Station was decommissioned, mechanical and electrical appurtenances removed, and the existing structure abandoned in place.
October 2014 -DRAFT 5-29 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc The new Academy East Booster Pump Station was completed in 2014 and is located at 5031
Auburn Way South on the City’s existing Academy Reservoirs 8A and 8B parcel. The Academy East Booster Pump Station pumps water from both Reservoirs 8A and 8B into a new expanded pressure
zone (Academy 585). The station comprises three domestic pumps with a firm capacity ranging from 70 to 180 gpm and three fire flow pumps with a firm capacity ranging from 750 to 1,250
gpm. The BPS is expected to serve a very wide range of flows over its usable life; therefore, its pumps were sized to serve a range of flow. The pump name-plate states the lowest design
point for the pumps.. This Pump Station also required offsite piping modifications in Auburn Way South, 32nd Street SE, Lemon Tree Lane, and adjacent City right-of-way to redefine the
pressure zones. 5.6 STORAGE FACILITIES The City currently maintains a total of 15.8 million gallons (MG) of water storage in eight water reservoirs located throughout the service area.
Storage is provided in each of the City's major service areas. Figure 5.1 provides the location of each of the City storage reservoirs. A summary of the City storage reservoirs is provided
in Table 5.5. 5.6.1 Reservoir 1 Reservoir 1, located in the southeast end of the Valley Service Area, is the primary storage location for water from the City's Coal Creek Springs supply.
Constructed in 1975, this reservoir is a covered, pre-stressed concrete tank with a capacity of 5 MG. The reservoir serves as the water supply for the Academy Pump Stations and serves
the Valley Service Area through Control Valve 1. Reservoir 1 is 184.5 feet in diameter and has an overflow elevation of 292.5 feet. The main purpose of Reservoir 1 is to provide storage
for the Valley Service Area; therefore, Control Valve 1 is essential to limit the flow from the reservoir into the zone while still maintaining the essential supply into the south end
of the Valley Service Area. In addition to water pumped from the Howard Road CCT Facility, Reservoir 1 can be filled by water from the City’ s Well 4.
October 2014 – DRAFT 5-30 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc Table 5.5 Existing Storage Facilities Comprehensive Water Plan City of Auburn Reservoir
Name Location Service Area Pressure Zone Volume (MG) Year Const Height (ft) Base Elevation (ft) Diameter (ft) Overflow Elevation (ft) Draw/Fill Lines (common/separate) Reservoir 1 2003
Auburn Way S Valley 288 5 1975 25 267.5 184.5 292.5 Common Reservoir 2 32115 105th Place SE Valley 242 3.6 1975 29..75 219..42 143 249.2 Common Reservoir 4A 30502 132nd Ave SE Lea Hill
563 1 1965 77 498 58 575 Common Reservoir 4B 30502 132nd Ave SE Lea Hill 563 1.5 1983 77 498 135 575 Common Reservoir 5 1326 57th Dr SE Lakeland Hills 630 1 1981 60.5 575 73.9 635.5
Common Reservoir 6 5718 Francis Ct SE Lakeland Hills 630 1.0 2012 63.4 575.5 53.25 358.9 Separate Reservoir 8A 5031 Auburn Way S Academy 531 1.2 1973 72.5 468 52.75 540.5 Common Reservoir
8B 5031 Auburn Way S Academy 531 1.5 1980 72.5 468 80 540.5 Common
October 2014 -DRAFT 5-31 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.6.2 Reservoir 2 Reservoir 2, located on the northeast side, also serves the Valley Service
Area. Reservoir 2, a 3.6-MG, underground, pre-stressed concrete tank, has public tennis courts on the concrete roof. The reservoir, constructed in 1975, has a diameter of 143 feet and
an overflow elevation of 249.17 feet. Reservoir 2 "floats" on the system servicing the Valley Service Area. Reservoir 2 is filled by the City’s sources and from Reservoir 1, through
Control Valve 1. 5.6.3 Lea Hill Reservoirs 4A and 4B Storage in the Lea Hill Service Area is provided in two steel standpipes located along 132nd Avenue SE in the northeast corner of
the Service Area. The reservoirs, designated Reservoir 4A and Reservoir 4B, have capacities of 1.0 MG and 1.5 MG respectively. Both reservoirs have overflow elevations of 575 feet. Reservoir
4A, constructed in 1965, has a diameter of 46 feet. Reservoir 4B, constructed in 1983, has a diameter of 58 feet. Water is supplied to the Lea Hill reservoirs from the City’s Valley
Service Area through the Lea Hill Pump Station and Green River Pump Station. 5.6.4 Lakeland Hills Reservoir 5 Reservoir 5 is one of two reservoirs providing storage for the Lakeland
Hills Service Area. Reservoir 5 is a 53.25-foot diameter steel standpipe, with a total volume of 1.0 MG and an overflow elevation of 635.5 feet. Constructed in 1981, Reservoir 5 is located
near the top of the Lakeland Hills development. Well 5, Well 5A, and the Terrace View Booster Pump Station supply the reservoir. 5.6.5 Lakeland Hills Reservoir 6 The new Reservoir 6
is located within the boundary of the Lakeland Hills 697 Pressure Zone, but is connected to the Lakeland Hills 630 Pressure Zone distribution system piping. Reservoir 6 was constructed
in 2012 and has a capacity of 1.0 MG. This reservoir has an overflow elevation of 638.9 feet and a diameter of 63.4 feet. Water is supplied by the City’s Well 5, Well 5A, and the Terrace
View Booster Pump Station. 5.6.6 Academy Reservoirs 8A and 8B Two steel standpipes located just off Auburn Way South provide storage for the Academy Service Area. The reservoirs are
normally operated in parallel. The Academy Reservoirs have an overflow elevation of 540.5 feet. The smaller reservoir, Academy Reservoir 8A, has a diameter of 52.75 feet and a total
storage volume of 1.2 MG and was constructed in 1973. Academy Reservoir 8B has a diameter of 60 feet and a total storage volume of 1.5 MG and was constructed in 1980. Water is pumped
to the Academy Reservoirs from City Reservoir 1 by the Academy Pump Stations.
October 2014 -DRAFT 5-32 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.7 WATER TREATMENT The City’s water treatment includes chlorination, corrosion control,
and metals removal. The specific treatment facilities at each source is discussed in this section. 5.7.1 Chlorination Facilities The goal of the chlorination system is to maintain a
minimum chlorine residual of 0.55 mg/L in the system. The City uses gaseous chlorine or hypochlorite systems at its sources, except Well 5, to disinfect the supplies. 5.7.1.1 Coal Creek
Springs Chlorination Coal Creek Springs chlorination station achieves 4-log treatment of the supply, except at Game Farm wilderness Park. The chlorination station is housed in a masonry
building approximately 300 feet north from the collectors. As a major source of chlorinated water, Coal Creek Springs is used to maintain chlorine residuals in the Academy Service Area
and south end of the Valley Service Area. This chlorination station is equipped with two chlorinators. Gaseous chlorine is stored on site in a separate room. Alarms from the chlorination
equipment are transmitted back to the Water Control Center at the M&O Facility. A chlorine residual analyzer provides high and low alarms to the M&O Facility. Chlorine is dosed into
the water at a range of 0.75-0.80 mg/L and is adjusted based on the chlorine residual measured in the Academy and the south end of the Valley Service Area. 5.7.1.2 West Hill Springs
Chlorination At West Hill Springs, water continuously flows from the collection boxes to the on-site chlorination station, housed in a wood building. Control is manually based on the
average flow from the West Hill Springs and the desired chlorine dosage. Chlorine dosages typically range from 0.75-0.80 mg/L and is adjusted based on the measured chlorine residual
in the north end of the Valley Service Area. From the chlorination station, the supply flows by gravity into the Valley Service Area. Gaseous chlorine is stored on site in a separate
room. 5.7.1.3 Well 1 Supply from Well 1 is currently not chlorinated. Permanent sodium hypochlorite treatment will be installed with the current renovations. The anticipated chlorine
dose is 0.75-0.80 mg/L. A residual monitoring system will be tied into the City’s existing SCADA system. 5.7.1.4 Wells 2 & 6 Pumped water from Wells 2 and 6 is treated and chlorinated
at the Fulmer Field CCT Facility and is discussed in Section 5.7.1.11.
October 2014 -DRAFT 5-33 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.7.1.5 Wells 3A & 3B The chlorination facilities at Wells 3A and 3B have been removed.
Currently, Wells 3A and Well 3B are not operated because they produce water that contains high concentrations of manganese. 5.7.1.6 Well 4 Well 4 has historically been equipped with
gaseous chlorination facilities that were operated whenever the well was in service. As part of the Emergency Power Improvements project, the gaseous chlorination system was replaced
with a sodium hypochlorite chlorination system. The chlorination range is 0.75-0.80 mg/L. 5.7.1.7 Well 5 Pumped water from Well 5 is not chlorinated. 5.7.1.8 Well 5A Well 5A is equipped
with a chlorination system. Hypochlorite is added at a range of 0.75 to 0.80 mg/L and is adjusted based on the chlorine residual measured in the Lakeland Hills Service Area. 5.7.1.9
Well 5B Well 5B is not currently in service. The Well 5B facility was designed with hypochlorite generation to add chlorine at a range of 0.75 to 0.80 mg/L prior to the metal removal
filters described in Section 5.7.3. 5.7.1.10 Well 7 Pumped water from Well 7 is treated and chlorinated at the Fulmer Field CCT Facility. 5.7.1.11 Fulmer Field Corrosion Control Treatment
Facility The Fulmer Field CCT Facility was constructed in 2004 and is located adjacent to the Fulmer Field City Park and Wells 2 and 6. Chlorination at Fulmer Field CCT, along with B
Street Intertie, is the major source of chlorine residual in the north end of the Valley Service Area and in the Lea Hill Service Area. The Fulmer Field CCT Facility is housed in a masonry
building and treats the water from Wells 2, 6, and 7. Chlorine is introduced into the system prior to the air-stripping towers at a dose of approximately 0.95 mg/L. The chlorine is adjusted
based on measured chlorine residual at the station analyzer. The treated water is then stored in the clearwell and boosted into the distribution system and Reservoir 2. Alternatively,
chlorine can be manually introduced into the clearwell rather than prior to the towers. Chlorine is generated on site. 5.7.1.12 Intertie Pump Station The Intertie pump Station is equipped
with a hypochlorite chlorination station. Chlorine is added into the wholesale water at a dose of approximately 0.75 mg/L.
October 2014 -DRAFT 5-34 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.7.1.13 Terrace View Booster Pump Station The pump station is equipped with a hypochlorite
feed pump adding 6 percent solution to the discharge piping of the station with an approximate dose of 0.75 mg/L 5.7.2 Corrosion Control Facilities To limit the corrosion of lead and
copper in the system, the City treats major supplies. The treatment increases the pH of the water, which reduces the solubility of lead and copper, allowing the water to be in compliance
with the Lead and Copper Rule. The goal of the corrosion control facilities is to adjust the water leaving the facility to a pH of approximately 7.5. 5.7.2.1 Fulmer Field Corrosion Control
Treatment Facility The Fulmer Field CCT Facility adjusts the pH of the water from its sources to approximately 8.0 by air-stripping in three 33,000 gallon air-stripping towers. Three
10,000 cubic feet per minute (CFM) blowers provide air. As the carbon dioxide is stripped from the water, the treated water is then stored in the clearwell and boosted through four 3,200
gpm booster pumps back into the distribution system and Reservoir 2. The firm capacity of the facility is 9,600 gpm. The facility also includes a 1,000 kW electric generator with a diesel
fuel capacity of 2,000 gallons. This generator provides backup power for the treatment facility and Wells 2 and 6. 5.7.2.2 Howard Road Corrosion Control Treatment Facility The Howard
Road CCT Facility was constructed in 2004 and is located near the existing Coal Creek Springs Pump Station. This Facility is housed in a masonry building and treats the water from Coal
Creek Springs, as well as Well 1 upon completion of the improvements. The pH of the water from the wells is then adjusted to approximately 7.8 by air-stripping in two 33,000 gallon air-stripping
towers. Two 9,300 CFM blowers provide air. The treated water is then stored in the clearwell and re-boosted through three 2,100 gpm booster pumps into Reservoir 1. The total capacity
fo the facility is 6,300 gpm and the firm capacity of the facility is 4,200 gpm. Also included is a 600 kW electric generator with a diesel fuel capacity of 1,000 gallons. 5.7.3 Metals
Removal Iron and manganese removal treatment is available at Well 5B, which is not currently in service. The goal of the metals removal at Well 5B is to reduce the concentration of iron
and manganese to 50 percent or less of the design secondary MCLs of 0.3 mg/L for iron and 0.05 mg/L for manganese. Water from Well 5B proceeds through four ATEC media filters to remove
iron and manganese prior to disinfection.
October 2014 -DRAFT 5-35 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.8 DISTRIBUTION SYSTEM 5.8.1 Existing System In 2014, the City water transmission and
distribution system includes nearly 250 miles of pipeline. Pipe size varies from 2 to 30 inches, with predominance of 8-and 12-inch diameter pipe. Table 5.6 provides a summary of the
pipe sizes and materials within the Auburn system. This information is based on a combination of mapping data and existing knowledge of facility conditions observed from previous field
maintenance activities. The City continues to conduct field and records investigations to improve the accuracy and completeness of the system data regarding water main size, material
and age. The existing data show that over 90 percent of the distribution system is ductile-iron (DI) pipe. Pipes made of asbestos-cement, steel, and concrete cylinder pipe make up the
remaining pipes in the system. Some areas within the City system have distribution piping made of old cast iron with lead joint connections. The majority of this pipe is 4 to 6-inch
diameter and typically has a shallow bury (2 to 3 feet of cover). Table 5.6 Pipe Size and Material Comprehensive Water Plan City of Auburn Diameter Ductile Iron (LF) Cast Iron (LF) Asbestos
Cement (LF) Other (LF) Total (LF) Percentage (%) <4-inch 25,978 401 0 0 26,379 1.81% 4-inch 52,449 6,017 883 0 59,349 4.08% 6-inch 124,660 48,607 5,820 0 179,087 12.31% 8-inch 601,040
6,090 5,140 0 612,270 42.09% 10-inch 32,293 0 0 0 32,293 2.22% 12-inch 414,220 3,388 0 0 417,608 28.71% 14-inch 12,263 0 0 0 12,263 0.84% 16-inch 88,426 0 0 0 88,426 6.08% 18-inch 184
0 0 0 184 0.01% 20-inch 17,326 0 0 0 17,326 1.19% 24-inch 7,717 0 0 878 8,595 0.59% >24-inch 885 0 0 0 885 0.06% Total 1,377,441 64,503 11,843 878 1,454,665 Percentage (%) 94.69% 4.43%
0.81% 0.06%
October 2014 -DRAFT 5-36 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch05.doc 5.9 CONTROL SYSTEM The City controls operation and maintenance records of the water system
using a Supervisory Control and Data Acquisition (SCADA) system in the Water Control Center located in the M&O building. The system includes equipment designed to monitor the status
of all system wells, reservoirs, and primary booster pumps. In addition, the system includes programming logic that allows automatic operation of water system components in response
to system demands for water. The City has made extensive improvements to the SCADA system that were completed in 2014. Additional information on SCADA is provided in Chapter 12. 5.10
BRAUNWOOD SATELLITE SYSTEM Braunwood Satellite system, also known as the Hidden Valley Acres development, is a small satellite water system that serves twelve 5-acre lots, as well as
an irrigation meter. All residence have fire sprinkler systems. The system is located south of the White River and east of Kersey Way. The water supply and storage infrastructure consists
of a well, a 33,000-gallon reservoir (for fire storage), hydro-pneumatic tanks to maintain system pressure, and a booster pump station. Because of its location, this system is not connected
to the City distribution network. The system is supplied by a well located off 47th Street SE, which the City acquired in 1989. The Braunwood Well Certificate No. G1-25173C was issued
in 1988 to the developer of a small development in the Auburn Retail Water Service Area. The City acquired the well as part of a Satellite Management Agreement with the developer, Summersett
E & L. The water right has a Qi of 20 gpm (0.03 mgd) and a Qa of 6.5 ac-ft/year (0.01 mgd). The place of use for the water right is a forty-acre area around the well. The well was constructed
in 1989 to a depth of 352 feet by the developer. The well screen is open to the aquifer between a depth of 280 and 300 feet. The well is housed in a concrete block building with a wood
roof. An emergency generator system was added in 1998. The well was redeveloped and refurbished in 2004 with a new 20 gpm submersible pump. The booster pump station consists of two 2
HP low-flow pumps and a 7.5 HP fire flow pump. The booster pumps are operated off system pressure and are not metered. The Braunwood Satellite system is adequately sized for the existing
development under normal average day demands. No future development is expected in the planning horizon. The City believes the Braunwood supply and storage infrastructure will require
full replacement within the 20-year planning period. The City would like to connect the Braunwood Satellite System to the City distribution system during the long-term planning horizon
(2025-2035), rather than replace the infrastructure.
October 2014 -DRAFT 6-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Chapter 6 WATER RESOURCES 6.1 INTRODUCTION The City of Auburn (City) has diverse water supply
sources, including wells, springs, and connections to the regional water system. To meet future demands, the City will be required to fully use its water resources to continue to provide
a high level of service. The City currently receives its water from two springs, ten wells, and the Tacoma regional water supply. This chapter presents an evaluation of these supplies
to identify any future deficiencies in the City’s water rights and in its supplies’ ability to produce reliable water supplies. These deficiencies are addressed by the City’s water supply
strategy summarized in this Chapter. 6.2 SUPPLY SOURCES The City relies upon its springs and groundwater wells to meet all of its current supply needs. Water rights for these wells are
administered by the Washington State Department of Ecology (Ecology). Source water protection is regulated by the Washington State Department of Health (DOH). The City’s water system
(DOH ID 03350V) currently has four sources: Coal Creek Springs, West Hill Springs, the Valley Well Field (Wells 1, 2, 3A, 3B, 4, 6 and 7), and the Upland Well Field (Wells 5, 5A and
5B). In addition, the City purchases wholesale supplies from Tacoma Public Utilities (Tacoma) via the Regional Water Supply System (RWSS), formerly known as the Second Supply Pipeline.
The City operates one satellite facility: the Braunwood Well located in the Hidden Valley Acres development. Additionally, the City owns Algona Well 1, which is not currently connected
to a water system. The City water supply facilities are shown on Figure 6.1. Water rights are summarized Table 6.1. Copies of the water right certificates for each well are included
in Appendix F. The City’s 2013 Water Facility Inventory (WFI) is provided in Appendix G. The source capacities in this chapter reflect the current values, which have changed since 2013
in some cases due to ongoing studies and improvement projects. The 2014 WFI will be updated to reflect the capacities in this Chapter. Each operating well is visited daily by City staff,
and the mechanical and electrical equipment is maintained regularly. 6.2.1 Spring Sources 6.2.1.1 Coal Creek Springs Coal Creek Springs is the City’s main water source and is used consistently
throughout the year. The springs are located at the base of the Lake Tapps Upland at an elevation of 190 feet, where water is collected by a perforated, concrete pipe placed parallel
to the base of the upland. The collection system and the transmission line were reconstructed in 1964 and
LL L L L L T L T L L L *# *# ?¦ ?¦ West Hill Spring 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th
St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Braunwood Well Algona Well Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd
Street) Well 5 Well 4 Well 1 Well 7 Well 2, 6 Well 5A Well 3A, 3B Well 5B Coal Creek Spring O 0 0.5 1Miles Figure 6.1 Water Facilities Comprehensive Water Plan City of Auburn Legend
#* Intertie L Well T Spring Water Distribution System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Water Service Areas Academy Lakeland Hills
Lea Hill Valley
October 2014 -DRAFT 6-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.1 Water Rights and Intertie Summary Comprehensive Water Plan City of Auburn Permit
Certificate or Claim # Name of Rightholder or Claimant Priority Date Source Name/Number Primary or Additive Maximum Instantaneous Flow Rate (Qi), gpm (1) Maximum Annual Volume (Qa),
AFY (2) Permits/Certificates 1. 857 City of Auburn 1925 Coal Creek Springs Primary 6,730 9,410 1. 3560-A City of Auburn 1960 Well 1 Primary 2,200 1,120 2. G1-00277C City of Auburn 1972
Well 2 Primary 2,400 1,360 3. G1-23629C City of Auburn 1980 Wells 3A & 3B Primary 2,800 3,600 4. G1-20391C City of Auburn 1972 Well 4 Primary 2,800 3,600 5. G1-23633C City of Auburn
1980, 1989, 2004 Wells 5, 5A, 5B Primary 1,000 720 6. Additive to Wells 1, 2, 3A, 3B and 4 City of Auburn 1995 Well 6 Additive 3,500 -7. Additive to Wells 1, 2, 3A, 3B and 4 City of
Auburn 1995 Well 7 Additive 3,500 -8. Additive to Well 1 and Coal Creek Springs City of Auburn 1972 Well 2 Additive -2,480 9. G1-22769C (3) City of Auburn 1976 Algona Well 1 Primary
500 175
October 2014 -DRAFT 6-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.1 Water Rights and Intertie Summary Comprehensive Water Plan City of Auburn Permit
Certificate or Claim # Name of Rightholder or Claimant Priority Date Source Name/Number Primary or Additive Maximum Instantaneous Flow Rate (Qi), gpm (1) Maximum Annual Volume (Qa),
AFY (2) 10. G1-25173C City of Auburn 1988 Braunwood Primary 20 6.5 Claims 1. S1-049354CL City of Auburn 1907 West Hill Springs Primary 625 1,010 Total Primary 19,075 21,002 Wholesale
Interties 1. B St NW (4) Tacoma Public Utilties 3,694 3,920 2. 132 Ave SE (4) Tacoma Public Utilties 3,694 3,920 Pending Water Rights 1. G1-28404 City of Auburn Submitted 01/05/06 Primary
12,500 13,433 Notes: (1) Qi reported in gpm (gallons per minute). (2) Qa reported in acre-feet per year. (3) Algona Well 1 has no existing production capacity. (4) Not a water right.
Wholesale Agreement with Tacoma Public Utilities allows a total annual supply 3,920 AFY, with a maximum instantaneous flow rate of 3,560 gpm, from the combination of the City's interties.
October 2014 -DRAFT 6-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc updated in 1998. Work done in 1998 was largely in response to landslide damage and included
a new, third collector (south collector) that provides greater system reliability in the event of future seismic/slide events. The City has a primary water right (certificate number
857) with priority date of 1925, which allows a maximum instantaneous withdrawal (Qi) of 15 cubic feet per second (cfs) (6,730 gallons per minute [gpm] or 9.70 million gallons per day
[mgd]) and an annual quantity withdrawal (Qa) of 9,410 acre feet per year (AFY) (8.4 mgd). However, the City has indicated that the capacity of Coal Creek springs is more commonly producing
3,000 gpm (4.2 mgd). 6.2.1.2 West Hill Springs The West Hill Springs are located near the extension of 15th Street NW at an elevation of 305 feet. Water continuously flows into collection
boxes that directly discharge into a 10-inch, ductile-iron pipe. The collection facilities were replaced in 1999. The West Hill Springs is a claim-based water right (Claim No. S1-049354CL)
filed in 1973 for a Qi and Qa of 625 gpm (0.9 mgd) and 1,010 AFY (1.0 mgd), respectively. This source of supply was developed and applied by the City to beneficial use prior to 1907.
The City has indicated that the Spring typically produces 600 gpm (0.84 mgd). The capacity varies based on aquifer conditions and achieves its Qi given sufficient groundwater levels.
6.2.2 Valley Well Field Pursuant to a determination by the Ecology, Wells 1, 2, 3A, 3B, 4, 6 and 7 are considered a well field. This designation allows the City substantial flexibility
in its management and use of its Valley Well Field. Wells 1, 2, 3A, and 4 are authorized as primary, certificated water rights. Wells 3B, 6, and 7 are authorized as additive water rights.
Overall, the City’s Valley Well Field primary groundwater rights authorize a Qi of 10,200 gpm (14.70 mgd), and a Qa of 12,160 AFY (10.86 mgd). 6.2.2.1 Well 1 Well 1 is located on M Street
SE near 12th Street SE. Well 1 was constructed in 1960 to a depth of 134 feet with an 18-inch diameter casing and screen. The screen is open to the aquifer between a depth of 103 and
134 feet. Well 1 is a primary, certificated water right (Certificate No. 3560-A) with a priority date of 1957. Well 1 has an authorized Qi of 2,200 gpm (3.17 mgd) and a Qa of 1,120 AFY
(1.0 mgd). Well 1 will have a capacity of 2,200 gpm upon completion of the ongoing Well 1 Improvement Project summarized in Section 6.4.1.1.
October 2014 -DRAFT 6-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc 6.2.2.2 Well 2 Well 2 is located on the extension of K Street NE near 5th Street NE in Fulmer
Field. The well was constructed in 1970 to a depth of approximately 291 feet with a 24-inch diameter casing and screen. The screen is open to the aquifer between a depth of 242 and 291
feet. Well 2 is a primary, certificated water right (Certificate No. G1-00277C) with a priority date of 1972. Well 2 has an authorized Qi of 2,400 gpm (3.46 mgd). In 2013, Ecology issued
a determination reducing the Primary Qa from 3,840 AFY (3.43 mgd) to 1,360 AFY (1.9 mgd). Well 2 is additive Qa to Well 1 and Coal Creek Springs of 2,480 AFY. Historically, the well
has had operational issues that limits its safe yield to 1,800 gpm and leads to increased rates of fouling. With the recent increase in wholesale RWSS capacity, the City no longer plans
to operate Well 2 in the short-term and medium-term planning horizons, unless it is needed for emergency use. 6.2.2.3 Wells 3A and 3B Wells 3A and 3B are located on the same site, near
37th Street SE on the extension of E Street SE. The wells, which are located about 50 feet apart, were constructed to a depth of 394 feet in 1983 and 1984. The screens are open to the
aquifer between a depth of 285 and 360 feet and 307 and 368 feet, respectively. Well 3A is a primary, certificated water right (Certificate No. G1-23629C) with a priority date of 1980.
Well 3A has an authorized Qi of 2,800 gpm (4.03 mgd) and a Qa of 3,600 acft/year (3.12 mgd). Well 3B was developed concurrently with Well 3A to serve as a additive point of withdrawal
to Well 3A. The City has indicated that the capacity of Well 3A and 3B are each 1,500 gpm. The City does not commonly operate Wells 3A and 3B due to elevated manganese concentrations.
6.2.2.4 Well 4 Well 4 is located near 25th Street SE on the extension of K Street SE near Cedar Lanes City Park. The well is 293 feet deep and was constructed in 1985. The well screen
is open to the aquifer between a depth of 272 and 334 feet. Well 4 is a primary, certificated water right (Certificate No. G1-20391C) with a priority date of 1972. Well 4 has a Qi of
2,800 gpm (4.03 mgd) and a Qa of 3,600 AFY (3.21 mgd). Well 4 has a capacity of 2,800 gpm, however the well more typically supplies 2,600 gpm. 6.2.2.5 Well 6 Well 6 is located on the
extension of K Street NE near 5th Street NE in Fulmer Field. Constructed in 1999, the well was drilled to a depth of 303 feet and completed with a 24-inch telescopic well screen open
to the naturally developed aquifer between depths of 245 to 288 feet. A twenty four-inch steel casing extends from the well screen to the ground surface.
October 2014 -DRAFT 6-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Well 6 was approved by Ecology in 1995 to serve as an additive right and source of supply
to the existing primary rights for Wells 1, 2, 3A and 4. Well 6 has a Qi of 3,500 gpm (5.0 mgd) and no additional Qa. Well 6 has a pumping capacity of 3,500 gpm. However, the City has
indicated that the safe yield of Well 6 is actually 1,900 gpm due to the proximity of Well 2. City is currently in the process of studying the Fulmer Well Field to address well capacity
and operational issues. 6.2.2.6 Well 7 Well 7 is located on the extension of E Street NE near 4th Street NE and Park Avenue in City Park. The well was constructed in late 1996 through
early 1997. It was drilled to a depth of 303 feet and completed with an 18-inch pipe-sized well screen with a silica-sand filter pack. The screen is open to the aquifer between depths
of 240 to 297 feet. A twenty four-inch steel casing extends from the well screen to the ground surface. Well 7 was approved by Ecology in 1995 to serve as an additive right and source
of supply to existing primary rights for Wells 1, 2, 3A and 4. Well 7 has a Qi of 3,500 gpm (5.0 mgd) and no additional Qa. Historically, the well was only operated by the City in the
summer when additional capacity was needed. With the recent increase in wholesale RWSS capacity, the City no longer plans to operate Well 7 until manganese treatment is installed in
the medium-term planning horizon, unless it is needed for emergency use. 6.2.3 Upland Well Field The Upland Well Field consists of three existing wells (5, 5A and 5B) and one potential
future well (5C) currently consisting of casing only. In 2004, Ecology issued a combined water right (Certificate No. G1-23633C) for the Upland Well Field allowing Well 5B and a future
Well 5c as additive wells to Well 5; however, the water right was limited to a combined Qi to 1,000 gpm (1.44 mgd) and a combined Qa to 720 AFY (0.64 mgd). This represented a net decrease
of 167 gpm of Qi from the previous Upland Wells’ water rights. 6.2.3.1 Well 5 Well 5, located off Lakeland Hills Way and James Avenue SE, serves the Lakeland Hills area. It was constructed
in 1983 to a depth of 434 feet by the Lakeland Hills developer. The screen is open to the aquifer between a depth of 320 and 335 feet. Well 5 has a design capacity of 1,000 gpm. However,
the City has noted a drop in capacity of the aquifer, resulting in a decrease in safe yield from the well to 650 gpm. 6.2.3.2 Well 5A Well 5A is located on Evergreen Way in Lakeland
Hills Park and was constructed in 1990 to a depth of 570 feet. The screen is open to the aquifer between a depth of 510 and 570 feet.
October 2014 -DRAFT 6-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Well 5A has a capacity of 250 gpm. However, similar to Well 5, the safe yield of Well 5A
is has decreased to 180 gpm due to a drop in capacity of the aquifer. 6.2.3.3 Well 5B Well 5B is located off 63rd Street SE and was drilled to a depth of 781 feet in November 1991, and
is now 746 feet deep after regrading in 2000-2001 as part of ongoing residential development in the area. The screen is open to the aquifer between a depth of 706 and 746 feet. Well
5B has a capacity of 600 gpm, however, as soon as the well was turned on the City found that the aquifer was not recovering and produced sand. Well 5B has not been operated since 2006.
6.2.3.4 Algona Well 1 In 1996, the City acquired the title to Algona Well 1 as a condition of meeting Algona’s water supply needs on a firm, uninterruptible basis, as agreed upon in
the Wholesale Supply Interlocal Agreement 3 (IA3). The “Algona” well consists of a 10-inch casing to approximately 65 feet below ground surface. The agreement between the City and Algona
was necessitated due to well pump operational problems at Algona Well 1 that led to the well being taken off line. The 500-gpm pump and associated piping have been removed from the well
house and the building demolished. The well casing is still standing, where the City plans to cap the well in the short-term planning horizon. Algona Well 1 is a certificated water right
(Certificate No. G1-22769C) with a priority date of 1976. This well has a Qi of 500 gpm (0.72 mgd) and a Qa of 175 AFY (0.16 mgd). 6.2.4 Water Supply Interties Interties provide a tool
that water utilities use to move water between systems to meet supply needs, increase reliability, and respond to emergencies. The City has wholesale and emergency interties. Wholesale
interties provide substantial supplies from the City to adjacent purveyors and constitute the second largest source of supply to the City. The City has emergency interties with five
different entities. The City's interties are described in Chapter 2 and detailed below. Potential future interties are also discussed. 6.2.4.1 Wholesale Interties The City of Auburn
maintains wholesale supply interties to both receive and provide water supply, as presented in Table 6.1. A description of the contractual limits of the interties are provided below.
1. City of Algona (Algona): The City is the primary source of supply for Algona. Algona may use up to 0.53 mgd on average annually and peak supplies up to 1.11 mgd (IA3A, from October
2002) from four interties. In the event that the City experiences
October 2014 -DRAFT 6-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc any failure or decreased capacity, the supply of water to Algona may be decreased by the
same percentage that is experienced by the City. 2. Tacoma RWSS: Tacoma has agreed to provide wholesale water to the City from the RWSS via two interties. In 2012, the City entered into
agreement for 1.0 mgd (694 gpm) average day use and 1.8 mgd (1,250 gpm) peak use, and 1.62 mgd (1,125 gpm) four-day use. Supply may be withdrawn simultaneously from both interties. In
2014, the City executed an agreement for an additional 2.5 mgd (1,736 gpm) of average use and 3.32 mgd (2,305 gpm) of peak use. The combined agreements allow up to 3,556 gpm (5.12 mgd)
on the MDD and an annual average of 2,430 gpm (3.5 mgd). Additionally, the interties may provide emergency supplies. These values include a new wholesale water agreement that was executed
between Tacoma and the City 2014. 3. King County Water District #111 (WD#111) and Covington Water District (CWD): An intertie between the City and CWD and WD#111 was constructed in 1996
as part of IA2, to enable the Districts to purchase water from the City. The intertie also allows the City to provide an emergency supply to Kent's East Hill service area through WD#111.
A provision of the IA2 agreement calls for either of the Districts to send an emergency supply of water to the City when needed for the Lea Hill service area. As part of the IA2 the
City agrees to provide water, not to exceed a total maximum day demand (MDD) of 2.5 mgd to each CWD and WD#111 (total MDD of 5.0 mgd). The City also has a supply contract with the MIT
and the Indian Health Service dating from 1972 for services along a pipeline at 368th Street SE extending from the City Limits into the reservation. Table 6.2 Wholesale Water Supply
Interties Comprehensive Water Plan City of Auburn Name Type of Intertie Meter Size Location Maximum Flow Rate (gpm) Algona Wholesale 1.1 mgd 8 1149 Industry Drive SW -8 Boundary Boulevard
and Milwaukee Ave -8 Iowa Drive and West Valley Highway -8 1st Avenue -Tacoma Wholesale Purchase 6 3240 B St NW 2,200 8 29598 132nd Ave SE 4,500 WD#111 Wholesale 12 30502 132nd Avenue
SE 5 mgd
October 2014 -DRAFT 6-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc 6.2.4.2 Emergency Interties The City has emergency interties with five different entities
as summarized below and in Table 6.2: 1. Algona: The City and Algona have two emergency interties in addition to their wholesale interties. 2. City of Bonney Lake (Bonney Lake): The
City and Bonney Lake have four emergency interties. One intertie is located on Evergreen Way SE southwest of Lakeland Hills Way and provides support for the Bonney Lake water system
only in the event of a fire at three multi-family development sites in the service area. The remaining interties provide two-way emergency supply. 3. City of Kent (Kent): The City and
Kent have an emergency intertie at South 277th Street. The City’s hydraulic grade line at the intertie location is higher than Kent's therefore the only time water can flow from Kent
into the City is during emergency conditions when the pressure in the City’s system drops below that of Kent’s. 4. City of Pacific (Pacific): The City supplies water to Pacific on an
emergency basis through two interties. 5. Lakehaven Utility District (LUD): LUD and the City have a 6-inch intertie located at Aaby Drive NW and Knickerbocker Drive NW for emergency
service to the higher elevations within Auburn’s Valley Service Area. In 2002, LUD and the City entered into an agreement that grants the City the right to connect a future intertie
to the LUD at the end of the 16-inch water main located in the vicinity of 15th Street NW and Terrace Drive. 6. WD#111: WD#111 and the City have four emergency interties, as well as
the wholesale intertie. The interties located near the intersection of 124th Avenue SE and SE 300th and the intersection of 127th Place SE and SE 300th between the City and WD#111 boundaries
are for emergency use only and are two-way. Table 6.3 Emergency Water Supply Interties Comprehensive Water Plan City of Auburn Name Type of Intertie Meter Size Location Algona Emergency
Boundary Boulevard and Celery Ave Algona Emergency Boundary Boulevard and O Street Bonney Lake Emergency 8 Evergreen Way, southwest of Lakeland Hills Way Bonney Lake Emergency Lakeland
Hills Way & 59th Avenue Bonney Lake Emergency Evergreen Way and Nathan Avenue Bonney Lake Emergency Olive Avenue, south of Evergreen Loop
October 2014 -DRAFT 6-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.3 Emergency Water Supply Interties Comprehensive Water Plan City of Auburn Name
Type of Intertie Meter Size Location Kent Emergency 6 78th Avenue S and S 277th Street Pacific Emergency 4 Ellingson Road near Pacific Ave Pacific Emergency A St SE, north of White River
Lakehaven Utility District Emergency 6 Aaby Drive and Knickerbocker Dr WD#111 Emergency 127th Place SE, south of SE 299th Place WD#111 Emergency 124th Avenue SE and SE 300th Way WD#111/Duberry
Emergency SE 300th & 132nd Ave SE WD#111/Covington Emergency SE 288th St & 132nd Ave SE 6.2.4.3 Potential Interties The City would consider additional interties that would provide increased
supply and reliability to itself and adjacent purveyors. The City has identified the potential for a second intertie with the RWSS in the Valley Service Area; however, the City is not
pursuing a third intertie at this time. The City has not identified other interties at this time. 6.2.5 Braunwood Satellite System The Braunwood system is discussed in detail in Chapter
5, including its water resources. The Braunwood Well is a certificated water right (Certificate No. G1-25173C) with a priority date of 1988. This well has a Qi of 20 gpm (0.03 mgd) and
a Qa of 6.5 AFY (0.006 mgd). 6.2.6 Pending Water Right Applications In 1996, CWD and WD#111 executed the IA2 with the City of Auburn that included the development of primary water rights
and construction of Wells 6 and 7. In the event that the primary water rights are approved, CWD and WD#111 would receive 5.0 mgd (2.5 mgd each) on a firm basis and the City would be
entitled to the remaining 2.0 mgd. The agreement also established interruptible wholesale purchases that are described in Chapter 2. On April 26, 1996, the City submitted an application
to Ecology (application number G1-27735) for two new primary rights in the Valley Well Field. The application requested a combined Qi of 8,000 gpm (11.52 mgd) and a Qa of 7,840 AFY (7.00
mgd). Wells 6 and 7 would be used to withdraw the requested quantities. This water right application was withdrawn from consideration. A new application was submitted on January 5, 2006.
This new water right application (application number G1-28404) is for primary water rights for a Qi of 12,500 gpm (18.00 mgd) and a Qa of 13,433 AFY (11.99 mgd) from a combined Well
6, 7 and a future
October 2014 -DRAFT 6-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Well 8. In the application, the City indicated that 6.0 mgd of the 18.0 mgd request was
to support the estimated future needs of the Muckleshoot Indian Tribe (MIT). 6.3 WATER RIGHT EVALUATION Groundwater supply sources represent the City’s largest water resource. The capacity
of these supplies during the MDD and throughout the year is set by water rights, as well as the constraints that are presented in the Ability to Pump analysis. Therefore, the City’s
water rights were evaluated to determine if they are sufficient to supply the future demand. As described in the previous section, the City currently holds seven certificated groundwater
rights, three additive groundwater rights, one certificated surface (spring) water right, and one claim (spring). The City currently holds certificated, primary water rights and/or claims
Qi water right to 19,075 gpm (27.47 mgd) and their Qa water right to 21,002 AFY (18.75 mgd). This total includes the Algona well and Braunwood Satellite System water rights, but does
not include the long-term wholesale water contract with Tacoma. The City’s water rights were compared to current (2013) and future (2035) production, which is summarized in Table 6.3,
to establish excess or deficiencies in water rights for both Qi and Qa. The maximum instantaneous well pumping capacity in 2013 is shown in Table 6.3. Not all the City’s wells were used
during this period and no well reached its Qi. Overall, the City has an existing excess Qi of 7,960 gpm (11.46 mgd) and an existing excess Qa of 14,246 AFY (12.72 MGD). For the future
water rights status in Table 6.3, the instantaneous well pumping capacity was based on the water supply strategy described later in this Chapter. Based on this strategy, the City will
have redundant and reliable capacity to supply the 2035 MDD. The medium scenario, as presented in Chapter 4, was used in all system analyses. Since the maximum instantaneous use of the
City’s source may occur on different days, the future Qi (17,630 gpm) is expected to be greater than the 2035 MDD of 13,264 gpm. The City has an excess of Qi of 1,445 gpm (2.08 mgd)
in 2035, which equates to 8 percent of the total Qi. The future Qa was also based on water supply strategy. In 2035 the maximum annual volume is expected to equal the 2035 medium scenario
ADD, which has been converted to units of AFY for this analysis. The city will have an excess Qa of 7,515 AFY (6.71 MGD) in 2035, which equates to 36 percent of the total Qa. Due to
the excess of both Qi and Qa in 2035, no new water rights are required during the planning period to serve retail and firm wholesale customers (Algona and existing agreements with the
Muckleshoot Indian Tribe). Detailed results are provided in Appendix H, which are analogous to “Table 3” and “Table 4” in the DOH Water System Planning Handbook.
October 2014 -DRAFT 6-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Note, demands for Covington Water District (CWD), King County Water District #111 (WD#111),
and future needs of the Muckleshoot Indian Tribe (MIT) in addition to the Coal Creek Springs supplies are not included in the evaluation. The City’s policy is to have sufficient supplies
to meet demand with the largest source out of service, referred to as the redundancy scenario. The City does not currently have sufficient water rights to meet the ultimate demands (16,400
gpm) under the redundancy scenario. The City’s pending water right would provide sufficient supply to meet the ultimate demand. Table 6.4 Water Rights Status Summary Comprehensive Water
Plan City of Auburn Year Water Rights Water Use from Sources Water Right Status (Excess/Deficiency) Maximum Instantaneous Flow Rate (Qi), gpm Maximum Annual Volume (Qa), AFY Maximum
Instantaneous Flow Rate (Qi), gpm Maximum Annual Volume (Qa), AFY Maximum Instantaneous Flow Rate (Qi), gpm Maximum Annual Volume (Qa), AFY 2013 19,075 21,002 11,115 6,756 7,960 14,246
2035 19,075 21,002 17,630 13,487 1,445 7,515 6.4 SUPPLY EVALUATION The City’s supplies were further evaluated for meeting future demands given source limitations in addition to water
rights. The City’s actual supply capacity or “Ability to Pump” for each source was considered. This provides a comprehensive approach that included physical, water quality, and regulatory
limitations. The resulting total Ability to Pump was compared to demands to determine the supply excess or deficiencies. Supply improvements are proposed to eliminate all deficiencies.
As with the Water Right Evaluation, the supply evaluation considered both MDD and ADD conditions. Further, the Ability to Pump was evaluated for a standard scenario and a redundancy
scenario for each demand condition. The redundancy scenario evaluated the supplies considering the redundancy criteria presented in Chapter 3. A detailed evaluation of supply limitations
to specific pressure zones and in the distribution system is presented in Chapter 9 6.4.1 Ability to Pump The Ability to Pump was determined for each of the City’s sources. The Ability
to Pump is the maximum capacity of a source considering water rights, pumping capacity, treatment capacity, and aquifer or regulatory limitations. Note, the City’s springs do not require
pumping; however, the term “Ability to Pump” was used in these cases to be consistent with
October 2014 -DRAFT 6-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc other sources. The Ability to Pump analyses are presented separately for the MDD and ADD.
6.4.1.1 Ongoing Source Improvement Projects The City has a number of ongoing or planned projects that are to be completed by the end of 2016 to improve operations; provide reliability;
and enhance treatment. The improvement projects include: Well 1 On-site Improvements project. Well 4 Emergency Power Improvements project. Well 6 VFD pump. West Hill Springs
Flow Control Improvements. Details of the projects are presented in Table 6.4. Due to imminent nature of these projects, they were incorporated into the existing Ability to Pump and
were not considered to increase capacity. Table 6.5 Ongoing Source Improvements Comprehensive Water Plan City of Auburn Planning Period Year Supply Improvement Improved Capacity (gpm)
Project Elements Short-term 2015 Well 4 Emergency Power Improvements Project 2,600 Emergency power generator and hypochlorite chlorination. Short-term 2015 Well 1 On-site Improvements
Project 2,200 Transmission to Howard Road CCT Facility, site improvements, a new well house, new pumping system, on-site emergency power, chlorination, and upgraded electrical and SCADA
controls. Short-term 2016 Well 6 VFD Pump 1,900 Replace pump with VFD for operational flexibility. Short-term 2016 West Hill Springs Flow Control Improvements 600 Control valve for automatic
shut-down with upgrades to SCADA controls, and Tide-flex valve on overflow.
October 2014 -DRAFT 6-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc 6.4.1.2 MDD Ability to Pump The MDD Ability to Pump was compared to the projected medium
MDD, as developed in Chapter 4, under two scenarios: standard and redundancy. The standard scenario represents the City’s ability to meet MDD with all sources pumping continuously (24
hours per day). This represents the maximum quantity of water that can be produced. However, the City’s source reliability criteria, as described in Chapter 3, states: “Since any of
the City's supply facilities (a single well, spring supply, or wholesale intertie) might fail as a result of a rare or catastrophic emergency event, it is the City’s goal to have sufficient
system-wide supply facilities (including both permanent and emergency interties) to meet the MDD with the largest active water supply source out of service.” Therefore, the redundancy
scenario represents the City’s ability to meet MDD with the single largest source offline. Demands above the MDD (such as peak hour demands or fire flow) are met from storage and are
evaluated in Chapter 9. The City’s existing Ability to Pump is tabulated for the standard scenario in Table 6.5 and the redundancy scenario in Table 6.6. The tables consists of the following
components: Pumping Capacity: The pump or physical capacities at each source. Instantaneous Water Right (Qi): The sum of instantaneous water rights or contractual maximum at each
source. Treatment Capacity: The available treatment capacity for each applicable source. Treatment capacities were considered at the Fulmer and Howard Road CCT facilities. Other
Limitations: Limitations due to water quality in sources without treatment, well field water right limitations (rather than a well specific Qi), and aquifer limitations. The pumping
or physical capacity of the source is the primary limiting component in the MDD Ability to Pump evaluation. The City’s existing Ability to pump is 14,686 gpm (21.15 mgd) in the standard
scenario and 11,130 gpm (16.03 mgd) in the redundancy scenario. This equates to approximately 65 percent of the Qi in the standard scenario and approximately 49 percent of the Qi in
the redundancy scenario. This finding is consistent with past evaluations and the City’s current operations. The MDD Ability to Pump was compared with the projected MDD for the planning
period to evaluate if the City has sufficient supply, as shown in Figure 6.2. The top blue line represents the maximum instantaneous supply allowed by the City’s water rights and wholesale
water contract with Tacoma. The solid green and red lines represent the existing MDD ability to pump for the standard and redundancy scenarios, respectively. The demands are divided
into three groups: retail (pink line), retail plus firm wholesale (tan line), and retail plus total wholesale (black line). City policy is to provide supplies for retail and firm wholesale
customers; therefore, a deficiency occurs when the tan line is greater than the green or red lines.
October 2014 -DRAFT 6-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.6 MDD Ability to Pump – Standard Scenario Comprehensive Water Plan City of Auburn
Supply Source Pumping Capacity (gpm) Instantaneous Water Right (Qi) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability to Pump (gpm) Limiting Component Coal Creek Springs
3,000 (1) 6,730 4,800 (2) NA 3,000 Pumping West Hill Springs 600 (3) 625 NA NA 600 Well 1 2,200 2,200 2,200 (2) NA 2,200 Well 2 0 (4) 2,400 2,400 (5) NA 0 Pumping Well 3A/B 0 2,800 NA
0 (6) 0 Aquifer Well 4 2,600 2,800 NA NA 2,600 Pumping Well 6 1,900 3,500 3,500 (5) 1,900 (7) 1,900 Pumping & Aquifer Well 7 0 (4) 3,500 3,500 (5) 3,500 (7) 0 Pumping Well 5, 5A, 5B
830 1,000 NA NA 830 Pumping & Aquifer Algona Well 0 500 NA NA 0 Pumping B Street Intertie 1,250 1,250 (8) NA NA 1,250 132nd Intertie 2,306 2,306 (8) NA NA 2,306 Total 14,686 22,611 14,686
Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and pumped to Reservoir 1. 2. Howard Road CCT Facility. 3. West Hill Springs flows
by gravity to the Valley Service Area, 242 Pressure Zone. 4. Well is out of service until operational and maintenance issues are resolved. 5. Fulmer Road CCT Facility. 6. Well 3A & 3B
are not commonly operated due to elevated levels of manganese. 7. Wells 6 and 7 are additive to Wells 1,2, 3A, 3B, and 4; therefore the pumping cannot exceed unused primary water rights
in the Valley Well Field. 8. Not a water right. Values based on contractual wholesale agreement with Tacoma.
October 2014 -DRAFT 6-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.7 MDD Ability to Pump – Redundancy Scenario Comprehensive Water Plan City of Auburn
Supply Source Pumping Capacity (gpm) Instantaneous Water Right (Qi) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability to Pump (gpm) Limiting Component Coal Creek Springs
3,000 (1) 6,730 4,800 (2) NA 3,000 Pumping West Hill Springs 600 (3) 625 NA NA 600 Well 1 2,200 2,200 2,200 (2) NA 2,200 Well 2 0 (4) 2,400 2,400 (5) NA 0 Pumping Well 3A/B 0 2,800 NA
0 (6) 0 Aquifer Well 4 2,600 2,800 NA NA 2,600 Pumping Well 6 1,900 3,500 3,500 (5) 1,900 (7) 1,900 Pumping & Aquifer Well 7 0 (4) 3,500 3,500 (5) 3,500 (7) 0 Pumping Well 5, 5A, 5B
830 1,000 NA NA 830 Pumping & Aquifer Algona Well 0 500 NA NA 0 Pumping B Street Intertie 0 (8) 1,250 (9) NA NA 0 Redundancy Criteria 132nd Intertie 0 (8) 2,306 (9) NA NA 0 Redundancy
Criteria Total 11,130 22,611 11,130 Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and pumped to Reservoir 1. 2. Howard Road CCT Facility.
3. West Hill Springs flows by gravity to the Valley Service Area, 242 Pressure Zone. 4. Well is out of service until operational and maintenance issues are resolved. 5. Fulmer Road CCT
Facility. 6. Well 3A & 3B are not commonly operated due to elevated levels of manganese. 7. Wells 6 and 7 are additive to Wells 1,2, 3A, 3B, and 4; therefore the pumping cannot exceed
unused primary water rights in the Valley Well Field. 8. Interties considered a single source. As the largest source, the interties were assumed to be out of service for redundancy scenario.
9. Not a water right. Values based on contractual wholesale agreement with Tacoma.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_06_02.docx 0 5,000 10,000 15,000 20,000 25,0002015 2020 2025 2030 2035 Qi, gpm Qi Water Rights MDD Ability to Pump MDD
Reliable Ability to Pump Demand (retail) Demand (retail + Algona + MIT) Total Demand (All customers including wholesale) MDD ABILITY TO PUMP FIGURE 6.2 CITY OF AUBURN COMPREHENSIVE WATER
PLAN
October 2014 -DRAFT 6-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc The City currently has sufficient supplies to meet the projected demands throughout the
planning period for the standard scenario (green line). However, the City is not able to supply the MDD for the redundancy scenario (red line) starting in approximately 2019. The City
will need an additional 2,100 gpm of redundant supplies by the end of the planning period to correct this deficiency. 6.4.1.3 ADD Ability to Pump The ADD Ability to Pump evaluation confirms
the ability of the City to supply its demand throughout the year. The ADD was used to represent the average conditions expected to occur. Similar to the MDD Ability to Pump evaluation,
standard and redundancy scenarios were considered for the ADD. The standard scenario represents the City’s ability to meet the ADD with all sources pumping continuously. The City’s ADD
source reliability criteria, as summarized in Chapter 3, states: Source of Supply reliability is critical to providing an uninterrupted level of service to City utility customers. Malfunction
of any of several supply components could cause a temporary limitation of the supply capacity. A source of supply failure is assumed to last for 6 months. Therefore, the redundancy scenario
represents the City’s ability to meet ADD with the single largest source offline for 6 months. This was represented by a 50 percent reduction in pumping capacity of the largest source.
The City’s existing Ability to Pump is tabulated for the standard scenario in Table 6.7 and the redundancy scenario in Table 6.8. The tables consist of the following components: Pumping
Capacity: The pump or physical capacities at each source. Primary Water Right (Qa): The sum of Primary annual water rights or contractual limitations at each source. Additive Water
Right (Qa): The sum of Additive annual water rights at each source. Treatment Capacity: The available treatment capacity for each applicable source. Treatment capacities were considered
at the Fulmer and Howard Road CCT facilities. Other Limitations: Limitations due to water quality in sources without treatment, well field water right limitations, and aquifer limitations.
Similar to the MDD Ability to Pump evaluation, the pumping or physical capacity of the source is the primary limiting component in the ADD Ability to Pump evaluation. However, water
rights are limiting for Well 1 and Upland Well Field (Well 5, 5A, and 5b) for the ADD. The City’s existing Ability to pump is 10,603 gpm (15.27 mgd) in the standard scenario and 9,103
gpm (13.11 mgd) in the redundancy scenario. This equates to approximately 68
October 2014 -DRAFT 6-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.8 ADD Ability to Pump – Standard Scenario Comprehensive Water Plan City of Auburn
Supply Source Pumping Capacity (gpm) Primary Water Right (Qa) (gpm) Additive Water Right (Qa) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability to Pump (gpm) Limiting Component
Coal Creek Springs 3,000 (1) 5,833 4,800 (2) NA 3,000 Pumping West Hill Springs 600 (3) 626 NA NA 600 Well 1 2,200 694 2,200 (2) NA 694 Well 2 0 (4) 843 1,537 2,400 (5) NA 0 Pumping
Well 3A/B 0 2,232 NA 0 (6) 0 Aquifer Well 4 2,600 2,232 NA NA 2,232 Pumping Well 6 1,900 0 (7) 3,500 (5) 1,201 (8) 1,201 Pumping & Aquifer Well 7 0 (4) 0 (7) 3,500 (5) 0 (9) 0 Pumping
Well 5, 5A, 5B 830 446 NA NA 446 Pumping & Aquifer Algona Well 0 108 NA NA 0 Pumping B Street Intertie 1,250 1,250 (10) NA NA 1,250 132nd Intertie 2,306 1,180 (10) NA NA 1,180 Total
14,686 15,445 10,603 Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and pumped to Reservoir 1. 2. Howard Road CCT Facility. 3. West
Hill Springs flows by gravity to the Valley Service Area, 242 Pressure Zone. 4. Well is out of service until operational and maintenance issues are resolved. 5. Fulmer Road CCT Facility.
6. Well 3A & 3B are not commonly operated due to elevated levels of manganese. 7. Wells 6 and 7 are additive to the other wells. 8. Wells 6 pumping is limited to unused primary water
rights in the Valley Well Field. 9. Well 7 is used for peak demand periods only due to water quality reasons; therefore, it was not considered as an annual source. 10. Not a water right.
Values based on contractual wholesale agreement with Tacoma.
October 2014 -DRAFT 6-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.9 ADD Ability to Pump – Redundancy Scenario Comprehensive Water Plan City of Auburn
Supply Source Pumping Capacity (gpm) Primary Water Right (Qa) (gpm) Additive Water Right (Qa) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability to Pump (gpm) Limiting Component
Coal Creek Springs 1,500 (1) 5,833 4,800 (2) NA 1,500 Pumping West Hill Springs 600 (3) 626 NA NA 600 Well 1 2,200 694 2,200 (2) NA 694 Well 2 0 (4) 843 1,537 2,400 (5) NA 0 Pumping
Well 3A/B 0 2,232 NA 0 (6) 0 Aquifer Well 4 2,600 2,232 NA NA 2,232 Pumping Well 6 1,900 0 (7) 3,500 (5) 1,201 1,201 Pumping & Aquifer Well 7 0 (4) 0 (7) 3,500 (5) 0 (8) 0 Pumping Well
5, 5A, 5B 830 446 NA NA 446 Pumping & Aquifer Algona Well 0 108 NA NA 0 Pumping B Street Intertie 1,250 1,250 (10) NA NA 1,250 132nd Intertie 2,306 1,180 (10) NA NA 1,181 Total 14,686
15,445 9,103 Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and pumped to Reservoir 1. As the largest source, it is assumed to be
offline for 6 months per the City’s redundancy criteria. 2. Howard Road CCT Facility. 3. West Hill Springs flows by gravity to the Valley Service Area, 242 Pressure Zone. 4. Well is
out of service until operational and maintenance issues are resolved. 5. Fulmer Road CCT Facility. 6. Well 3A & 3B are not commonly operated due to elevated levels of manganese. 7. Wells
6 and 7 are additive to the other wells. 8. Wells 7 pumping is limited to unused primary water rights in the Valley Well Field. 9. Well 7 is used for peak demand periods only due to
water quality reasons; therefore, it was not considered as an annual source. 10. Not a water right. Values based on contractual wholesale agreement with Tacoma.
October 2014 -DRAFT 6-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc percent of the Qa in the standard scenario and approximately 59 percent of the Qa in the
redundancy scenario. Therefore, the City is able to use a larger portion of its Qa than its Qi, which is consistent with the identified pumping limitations. Similar to the MDD, the ADD
Ability to Pump was compared with the projected ADD for the planning period to evaluate if the City has sufficient supply, as shown in Figure 6.3. This Figure uses the same coloring
as Figure 6.2, where the blue line represents the Primary Qa, rather than the Qi. The City currently has sufficient supplies to meet the projected demands throughout the planning period
for both the standard scenario (green line) and the redundancy scenario (red line). The City will have a relatively small excess, 742 gpm, for the redundancy scenario by 2035. Source
of supply projects may require long lead times to conduct the necessary studies and legal processes, potentially requiring an ADD project during the planning period. However, the improvements
needed to correct the MDD Ability to Pump scenario deficiency starting in 2019 will also increase the ADD Ability to Pump. With this additional pumping capacity, no additional projects
are recommended. 6.5 WATER SUPPLY STRATEGY The City has sufficient supplies to meet the ADD and MDD through 2035. However, deficiencies occur under the redundancy scenario for the MDD
starting in 2019. The City will need to provide a minimum additional supply of 2,100 gpm by the end of the planning period. The City’s water supply strategy has five parts: Improve
existing supply facilities. Use cost-effective wholesale supplies from Tacoma to their full extent. Secure additional water rights. Consider opportunities for water reuse. Continue
an aggressive Water Use Efficiency Program. The improvements are grouped by planning horizons: short-term (2015-2020), mediumterm (2021-2024), and long-term (2025-2035). 6.5.1 Improve
Existing Supply Facilities The City has unused supply capacity due to the limitations presented in the Ability to Pump evaluation. The City goal is to make full use of all its water
rights by the end of the planning period, which will both meet the redundancy scenario deficiencies and provide additional redundancy and operational flexibility. The City has developed
a strategy to improve the existing supply facilities in order to meet the short-and medium-term deficiencies, as well as accomplish its long-term goals. The strategy can be summarized
as the following: Address the short-term deficiency by rehabilitating Coal Creek Springs.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_06_03.docx 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,0002015 2017 2019 2021 2023 2025 2027 2029 2031 2033
2035 Qa, gpm Qa Water Rights ADD Ability to Pump ADD Reliable Ability to Pump Demand (retail) Demand (retail + Algona + MIT) Total Demand (All customers including wholesale) ADD ABILITY
TO PUMP FIGURE 6.3 CITY OF AUBURN COMPREHENSIVE WATER PLAN
October 2014 -DRAFT 6-24 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Address the medium-term deficiency by providing manganese treatment to Well 7. Make
full use of the City’s groundwater and spring supply sources to provide both redundant capacity and operational flexibility and meet the long-term deficiency. Decommission Algona Well
1 in the short-term and study options for using water right. Individual improvements are summarized in Table 6.9. Projects are grouped by planning horizons: short-term (2015-2020), medium-term
(2021-2024), and long-term (2025-2035). The resulting improved ability to pump is presented in Figure 6.4 and Figure 6.5 for the MDD and ADD Ability to Pump, respectively. The dashed
red and green lines remain at or above the tan line (demands), showing the deficiency has been eliminated. Planned improvements in 2018-2019 to Coal Creek Springs will eliminate the
identified short-term deficiency. The Coal Creek Springs Collector Improvement Project is expected to double the existing capacity of the source to 6,000 gpm. The project will focus
on rehabilitating the middle collector and additional flow control improvements. In the shortterm, the capacity of the source will be limited to 4,800 gpm due to the treatment capacity
at Howard Road CCT facility. Note, Coal Creek Springs (4,800 gpm) will be the largest source of supply after the 2018-2019 improvements; therefore, it is assumed to be out of service
during the redundancy scenario. The Coal Creek Springs existing capacity of 3,000 gpm was removed and the 3,694 gpm supply from Tacoma was added; resulting in a net increase of only
694 gpm for the redundancy scenario. Similarly, treatment improvements to Howard Road CCT in 2025 do not impact the redundancy scenario, as Coal Creek Springs is assumed to be out of
service. To meet medium-term deficiencies, manganese treatment is proposed to be a phased improvement to Well 7. This initial phase will treat half of the well’s capacity (1,750 gpm),
where phase 2 in the long-term planning horizon will treat the entire well capacity. Additionally, Howard Road CCT facility is to be expanded to its full capacity in the mediumterm planning
horizon to allow full use of both Coal Creek Springs and Well 1. The expansion will add a fourth 2,100 gpm pump, for a total of 8,400 gpm, and a third airstripping tower. The facility
was design for the expansion; therefore signifigant site work is not expected. The expanded capacity of 8,400 gpm is sufficient to treat both Coal Creek Springs and Well 1 simultaneously.
The firm capacity of 6,300 gpm is sufficient to treat the improved Coal Creek Spring supply capacity. The Valley Well Field will be further improved in the long-term planning horizon
by replacing Well 2 and Wells 3A/B. These wells have historically had operational issues that the City will address through the new wells. With these improvements, the Valley Well Field
will be able to produce the well fields full Qi with one or more wells offline.
October 2014 -DRAFT 6-25 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.10 Improved Supply Facilities MDD Ability to Pump – Standard Scenario Comprehensive
Water Plan City of Auburn Supply Source Pumping Capacity (gpm) Instantaneous Water Right (Qi) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability to Pump (gpm) Limiting Component
Coal Creek Springs 0 (1) 6,730 6,000 (2) NA 6,000 Pumping West Hill Springs 600 (3) 625 NA NA 600 Well 1 2,200 2,200 2,200 (2) NA 2,200 Well 2 2,400 2,400 2,400 (4) NA 2,400 Well 3A/B
2,800 2,800 2,800 (5) NA 2,800 Well 4 2,600 2,800 NA NA 2,600 Pumping Well 6 1,900 3,500 3,500 (4) 200 (6) 200 Pumping & Aquifer Well 7 3,500 3,500 3,500 (4) 0 (6) 0 Well 5, 5A, 5B 830
1,000 NA NA 830 Pumping & Aquifer Algona Well 0 500 NA NA 0 Pumping B Street Intertie 1,250 1,250 (7) NA NA 1,250 132nd Intertie 2,306 2,306 (7) NA NA 2,306 Total 26,386 22,611 21,186
Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and pumped to Reservoir 1. 2. Howard Road CCT Facility. 3. West Hill Springs flows
by gravity to the Valley Service Area, 242 Pressure Zone. 4. Fulmer Road CCT Facility. 5. Well 3A & 3B will require manganese treatment. 6. Wells 6 and 7 are additive to Wells 1,2, 3A,
3B, and 4; therefore the pumping cannot exceed unused primary water rights in the Valley Well Field. 7. Not a water right. Values based on contractual wholesale agreement with Tacoma.
October 2014 -DRAFT 6-26 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.11 Improved Supply Facilities MDD Ability to Pump – Redundancy Scenario Comprehensive
Water Plan City of Auburn Supply Source Pumping Capacity (gpm) Instantaneous Water Right (Qi) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability to Pump (gpm) Limiting Component
Coal Creek Springs 0 (1, 2) 6,730 6,000 (3) NA 0 Redundancy Criteria West Hill Springs 600 (4) 625 NA NA 600 Well 1 2,200 2,200 2,200 (3) NA 2,200 Well 2 2,400 2,400 2,400 (5) NA 2,400
Well 3A/B 2,800 2,800 2,800 (6) NA 2,800 Well 4 2,600 2,800 NA NA 2,600 Pumping Well 6 1,900 3,500 3,500 (5) 200 (7) 200 Pumping & Aquifer Well 7 3,500 3,500 3,500 (5) 0 (7) 0 Well 5,
5A, 5B 830 1,000 NA NA 830 Pumping & Aquifer Algona Well 0 500 NA NA 0 Pumping B Street Intertie 1,250 1,250 (8) NA NA 1,250 132nd Intertie 2,306 2,306 (8) NA NA 2,306 Total 11,130 22,611
15,186 Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and pumped to Reservoir 1. 2. As the largest source, the Coal Creek Springs
was assumed to be out of service for redundancy scenario. 3. Howard Road CCT Facility. 4. West Hill Springs flows by gravity to the Valley Service Area, 242 Pressure Zone. 5. Fulmer
Road CCT Facility. 6. Well 3A & 3B will require manganese treatment.. 7. Wells 6 and 7 are additive to Wells 1,2, 3A, 3B, and 4; therefore the pumping cannot exceed unused primary water
rights in the Valley Well Field. 8. Not a water right. Values based on contractual wholesale agreement with Tacoma.
October 2014 -DRAFT 6-27 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.12 Improved Supply Facilities ADD Ability to Pump – Standard Scenario Comprehensive
Water Plan City of Auburn Supply Source Pumping Capacity (gpm) Primary Water Right (Qa) (gpm) Additive Water Right (Qa) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability
to Pump (gpm) Limiting Component Coal Creek Springs 6,000 (1) 5,833 6,000 (2) NA 5,833 Water Rights West Hill Springs 600 (3) 626 NA NA 600 Well 1 2,200 694 2,200 (2) NA 694 Water Rights
Well 2 2,400 843 1,537 2,400 (4) NA 843 Water Rights Well 3A/B 2,800 2,232 2,800 (5) NA 2,232 Water Rights Well 4 2,600 2,232 NA NA 2,232 Water Rights Well 6 1,900 0 (6) 3,500 (4) 0
(6) 0 Water Rights Well 7 3,500 0 (6) 3,500 (4) 0 (6) 0 Water Rights Well 5, 5A, 5B 830 446 NA NA 446 Water Rights Algona Well 0 108 NA NA 0 Pumping B Street Intertie 1,250 1,250 (7)
NA NA 1,250 132nd Intertie 2,306 1,180 (7) NA NA 1,180 Total 26,386 15,445 15,311 Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is treated and
pumped to Reservoir 1 2. Howard Road CCT Facility. 3. West Hill Springs flows by gravity to the Valley Service Area, 242 Pressure Zone. 4. Fulmer Road CCT Facility. 5. Well 3A & 3B will
require manganese treatment. 6. Wells 6 and 7 are additive to Wells 1,2, 3A, 3B, and 4; therefore the pumping cannot exceed unused primary water rights in the Valley Well Field. 7. Not
a water right. Values based on contractual wholesale agreement with Tacoma.
October 2014 -DRAFT 6-28 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.13 Improved Supply Facilities ADD Ability to Pump – Redundancy Scenario Comprehensive
Water Plan City of Auburn Supply Source Pumping Capacity (gpm) Primary Water Right (Qa) (gpm) Additive Water Right (Qa) (gpm) Treatment Capacity (gpm) Other Limitations (gpm) Ability
to Pump (gpm) Limiting Component Coal Creek Springs 3,000 (1, 2) 5,833 6,000 (3) NA 1,500 Redundancy Scenario West Hill Springs 600 (4) 626 NA NA 600 Well 1 2,200 694 2,200 (3) NA 694
Water Rights Well 2 2,400 843 1,537 2,400 (5) NA 0 Water Rights Well 3A/B 2,800 2,232 2,800 (6) NA 0 Water Rights Well 4 2,600 2,232 NA NA 2,232 Water Rights Well 6 1,900 0 (7) 3,500
(5) 0 (7) 1,201 Water Rights Well 7 3,500 0 (7) 3,500 (5) 0 (7) 0 Water Rights Well 5, 5A, 5B 830 446 NA NA 446 Water Rights Algona Well 0 108 NA NA 0 Pumping B Street Intertie 1,250
1,250 (8) NA NA 1,250 132nd Intertie 2,306 1,180 (8) NA NA 1,181 Total 14,686 15,445 9,103 Notes: 1. Coal Creek Springs flows by gravity to the Howard Road CCT Facility, where it is
treated and pumped to Reservoir 1. 2. As the largest source, it is assumed to be offline for 6 months per the City’s redundancy criteria. 3. Howard Road CCT Facility. 4. West Hill Springs
flows by gravity to the Valley Service Area, 242 Pressure Zone. 5. Fulmer Road CCT Facility. 6. Well 3A & 3B will require manganese treatment. 7. Wells 6 and 7 are additive to Wells
1,2, 3A, 3B, and 4; therefore the pumping cannot exceed unused primary water rights in the Valley Well Field. 8. Not a water right. Values based on contractual wholesale agreement with
Tacoma.
October 2014 -DRAFT 6-29 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.14 Water Supply Improvements Comprehensive Water Plan City of Auburn Planning Period
Year Supply Improvement Existing Total Capacity (gpm) Improved or Expanded Total Capacity (gpm) Increase in Ability to Pump (gpm) Comment Short-term 2018 Algona Well 1 Decommissioning
0 0 0 Decommission well and conduct study to identify options for using the water right. Short-term 2019 Coal Creek Springs Collector Improvements 3,000 6,000 1,800 Due to limitation
in Howard Road CCT capacity, the Ability to Pump will be limited to 4,800 gpm. Mediumterm 2022 Well 7 Water Quality Treatment Phase 1 0 1,750 1,750 Removal of manganese. Detailed study
is required for selection of treatment technology and sizing. Implementation of treatment will be in phases. Mediumterm 2025 Howard Road CCT Expansion 6,300 8,400 2,100 Expand to full
capacity with an additional air stripper and booster pump. Long-term 2035 Well 2 Replacement 0 2,400 2,400 New large diameter well per Golder & Associates recommendations. Long-term
2035 Well 3A/B Replacement 0 2,800 2,800 New well(s) to provide better site for treatment facilities. Long-term 2035 Well 7 Water Quality Treatment Phase 2 1750 3,500 1,750 Expand existing
treatment system to treat all of Well 7.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_06_04.docx 0 5,000 10,000 15,000 20,000 25,0002015 2017 2019 2021 2023 2025 2027 2029 2031 2033 2035 Qi, gpm Qi Water
Rights MDD Ability to Pump MDD Improved Ability to Pump MDD Reliable Ability to Pump MDD Improved Reliable Ability to Pump Demand (retail) Demand (retail + Algona + MIT) Total Demand
(All customers including wholesale) CoalCreek Springs Improvements Howard Road CCT Well 7 Expansion Treatment Phase 1 Well2 Replacement, Well 3A/3B Replacement, Well 7 Treatment Phase
2 IMPROVEMENTS TO MDD ABILITY TO PUMP FIGURE 6.4 CITY OF AUBURN COMPREHENSIVE WATER PLAN
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_06_05.docx 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,0002015 2017 2019 2021 2023 2025 2027 2029 2031 2033
2035 Qa, gpm Qa Water Rights ADD Ability to Pump ADD Improved Ability to Pump ADD Reliable Ability to Pump ADD Improved Reliable Ability to Pump Demand (retail) Demand (retail + Algona
+ MIT) Total Demand (All customers including wholesale) CoalCreek Springs Improvements Well 7 Treatment Phase 1 Howard Road CCT Expansion Well2 Replacement, Well 3A/3B Replacement, Well
7 Treatment Phase 2 IMPROVEMENTS TO ADD ABILITY TO PUMP FIGURE 6.5 CITY OF AUBURN COMPREHENSIVE WATER PLAN
October 2014 -DRAFT 6-32 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Algona Well 1 has historically had substantial issues, ultimately leading to Algona obtaining
their supplies from the City in 1996. The existing well casing cannot reliably produce supplies and the City plans to decommission it in the short-term planning horizon. The City will
conduct a study to identify potential options to use the water right in conjunction with the well decommissioning. Based on the results of the study, the City will update its water supply
strategy. 6.5.2 Use of Wholesale Supplies As part of the water supply strategy, the City intends to use cost-effective wholesale supplies from Tacoma to their full extent. By using these
supplies, the City gains more flexibility in phasing the Valley Well Field improvements. 6.5.3 Secure Additional Supplies and Water Rights The City has an application into the Ecology
for new primary water rights. The new rights will provide supply for the City, Algona, MIT, Covington Water District, and KC WD#111. The City may also consider securing additional regional
supplies. 6.5.4 Water Reuse Reclaimed water, in the form of wastewater reuse, is a potential source of supply. The most likely potential uses of reclaimed water are for irrigation and
landscape purposes. However, there are other potential uses, such as manufacturing, industrial operations and aquifer recharge, depending on the degree to which reclaimed water is treated.
The City has a contract to send all of its sewage to the King County Metro sewer system, placing prime responsibility to future wastewater reuse opportunities with the County, which
is the final manager of the sewage. One of King County’s goals in the Regional Water Supply Planning effort is to explore the use of reclaimed water as a potential water supply. The
City has several potential end users for reclaimed water including golf courses, cemeteries, and parks, as documented in the King County Reclaimed Water Checklist provided in Appendix
I. The City will continue to participate in local and regional wastewater reuse planning efforts. 6.5.5 Continue an Aggressive Water Use Efficiency Program The final element of the City’s
supply strategy is to continue to reduce demand through an aggressive water use efficiency program. The City has observed declining per account water use for over a decade. The average
water use per account has decreased 17 percent from 2007 to 2013. Additionally, the current projections assume a MDD peak factor of 1.72 while the previous plan assumed a value of 1.8.
The observed drop in the water use and MDD peak factor can be attributed in part to the City’s water use efficiency program. which is summarized in Chapter 8.
October 2014 -DRAFT 6-33 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc 6.5.6 Summary The City plans to pursue a five-pronged water supply strategy to meet future
demands. The strategy includes improving existing supply sources, using cost-effective wholesale supplies, securing new water rights, evaluating potential reuse opportunities and continuing
an aggressive water use efficiency program. Improvements include: Rehabilitate Coal Creek Springs in the short-term. Complete Well 7 Water Quality Treatment Phase 1 in the medium-term.
Make full use of the City’s Valley Well Field in the long-term. Flexibility in implementing the Valley Well Field improvements can be gained through continued use of cost-effective
wholesale water. Continued water use efficiency gains may also provide additional flexibility and allow improvements to be delayed. However, the City will need to secure new water rights
or additional regional supplies to meet its ultimate demand. Reclaimed water should continue to be considered as a potential new supply in addition to traditional sources. 6.6 GROUNDWATER
MANAGEMENT The City’s wellhead protection plan was updated as part of the Plan. Section 1428 of the 1986 Amendments to the Federal Safe Drinking Water Act (SDWA) mandates that each state
develop a wellhead protection program and that all federally defined public water systems (in Washington, Group A systems) using groundwater as its source implement a wellhead protection
plan. In July 1994, the Washington Administrative Code (WAC) addressed requirements for Group A public water systems (WAC 246-290) and was modified to include mandatory wellhead protection
measures. The legislative authority to require wellhead protection (WHP) planning can be found in the Revised Code of Washington (RCW) Chapters 43.20.050, 70.119A.060, and 70.119A.080.
6.6.1 Wellhead Protection Program The overall goal of the state WHP program is to prevent the contamination of groundwater used by Group A public water systems. This is to be accomplished
by providing management zones around public wells, identifying existing groundwater contamination sources, and managing potential sources of groundwater contamination prior to their
entry into the drinking water system. Under the WAC, local public water systems have the primary responsibility for developing and implementing local wellhead protection plans (WHPP).
However, due to the limited jurisdictional and regulatory authority afforded most purveyors, coordination with other local, State, and Federal agencies is essential to the successful
implementation of a WHPP. The DOH has developed regulations that require Group A water systems using groundwater sources to develop and implement the WHPP (WAC 246-290-135). The
October 2014 -DRAFT 6-34 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc objective is to prevent releases of contaminants to groundwater in areas that contribute
water to the public supply systems. The City’s Well Head Protection Report is included in Appendix J. The basic elements of a WHPP include: Assessment of initial groundwater susceptibility
for each water supply source. Delineation of the WHP area that directly contributes groundwater to each water supply well. Inventory of land uses and identification of potential
sources of contamination within each WHPA. Documentation of notification to owner/operators of known or potential hazards. Development of spill prevention plans and water contingency
plans that minimize or eliminate the possibility of contamination to the groundwater supply and also development of options for maintaining water supply in the event the aquifer contributing
to a source is contaminated. The State of Washington WHPP applies to the City’s wells. 6.6.2 Wellhead Protection Area The updated WHPP maintained the City’s existing Wellhead Protection
Areas (WHPA). Pacific Groundwater Group (PGG) initially delineated the City’s WHPAs in 1997, and later updated them in 2000. Robinson, Noble, & Saltbush Inc. used these modeled capture
zones to perform a hazard assessment within the wellhead protection area. Therefore, the WHPA are consistent with the King County critical areas ordinances and reflected in critical
aquifer recharge areas as described in the 2012 King County Ccomprehensive Plan The US Geological Survey is currently completing groundwater flow modeling of the Puyallup River Watershed,
and the model area will cover the WHPP study area. The resulting numerical computer model will likely allow the WHP areas to be refined, which will capture updated aquifer characteristics,
groundwater flow patterns, and increased detail in the location of aquitard-deposits. During the next update of the WHP plan, we recommend using the USGS model to re-define the WHPAs
as the new model will represent an expansion of and improvement over the older PGG work. 6.6.3 Existing and Potential Contamination Hazard Identification The inventory of potential contamination
sources within the WHPA was performed according to the DOH publication: “Inventory of Potential Contaminant Sources in Washington’s Wellhead Protection Areas (1993).” Parcel Insight
(PI), an environmental database research company, reviewed 27 federal and state databases for any known or potential contaminant sites within a 5-mile radius of the center of the City
of Auburn’s service area. The sites in this radial search were narrowed further by their location in
October 2014 -DRAFT 6-35 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc relation to WHPAs. An evaluation of various land-use categories and activities was also
performed. The results of the contamination source inventory include a list of potential and known environmental hazards in proximity to the Auburn water system. From this process, 513
sites or categories of land-use activities were identified as known or potential hazards to the City’s wells. . A field verification or “windshield survey” was performed by City staff
to verify the listed sites were appropriately located. These were prioritized and ranked according to three factors; proximity of potential hazard to the WHPA; type of contamination;
distance from the groundwater source to the potential hazard (Appendix J). This prioritization allows the WHP implementation process to address each site or land use in a systematic
manner. 6.6.4 Protection Strategies and Implementation Tasks The completion of wellhead protection planning provides no safeguards unless effective management strategies are implemented
to prevent potential contamination of groundwater sources. With the hazards identified, the WHPP provides 26 specific tasks for the City to undertake to complete the process of implementing
this wellhead protection program. Of these, two tasks have been completed, four tasks have been removed as redundant, and 8 tasks are currently being completed. The ongoing and remaining
tasks are listed in Table 6.10. The tasks include a wide range of activities, including placing proper signage throughout the WHPA, education of the public, proper zoning within the
WHPA, annual review of environmental databases, implementation of best management practices and the cooperation between the City and appropriate enforcement and emergency response agencies.
It is not uncommon that the full list of goals or tasks cannot be immediately adopted because there is insufficient resources available. Therefore, the City should prioritize its WHP
tasks in order to meet its overall goal of groundwater protection. Potential prioritization criteria may include: time to complete, staff availability, cost, immediacy or importance,
practicality to complete given the City’s current resources, or the necessary order of completion (some goals or tasks will logically precede others). It is recommended that the City
consider the prioritization of tasks annually, as well as when potential new hazards are identified.
October 2014 -DRAFT 6-36 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.15 Protection Strategies and Implementation Tasks Comprehensive Water Plan City
of Auburn WHPP Task Number Task Description Task Status 1 Include the City’s Emergency Management Department (or its equivalent) in the WHP planning process. Completed 2 Establish formal
communication with first responders and educate them about the needs for wellhead protection. Remaining 3 Notify County health and planning departments. Ongoing 4 Consider seeking designation
of the WHP areas as a special protection area. Remaining 5 Create awareness of the wellhead protection area by posting metal “WATER SUPPLY PROTECTION AREA” signs along major arterial
roads at the borders of the WHP areas. Remaining 6 Communicate the location of the WHPA, explain basic WHP concepts, and address specific WHP concerns to industrial/commercial site owners
and local gravel mine owners. Completed 7 Increase public awareness through notification letters to customers. Remaining 8 Coordinate with King and Pierce Counties to require engineering
asbuilts of new septic system be recorded with property deeds. Remaining 9 and 24 Review routine leak detection procedures for sewer lines, request the use of “leak-proof” piping for
new sewer construction, and replace older lines. Remaining 10 Document the location and use of petroleum pipelines and develop appropriate emergency procedures. Completed
October 2014 -DRAFT 6-37 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.15 Protection Strategies and Implementation Tasks Comprehensive Water Plan City
of Auburn WHPP Task Number Task Description Task Status 11 Participate in regional groundwater data development and management program. Ongoing 12 Encourage King and Pierce Counties
to maintain their delegated authority of well-drilling inspection and coordinate with this program to gain advance notice of drilling in or near the WHP areas. Remaining 13 Ensure SEPA
Evaluations include WHP considerations. Ongoing 14 Document the type and amount of herbicide and pesticide application. Ongoing 15 and 16 Annually review the Confirmed and Suspected
Contaminate Sites (CSCSL), Leaking Underground Storage Tank (LUST), and other environmental database listings within the WHP areas. Monitor Washington Department of Ecology’s (Ecology)
progress in the cleanup of contaminated sites within the WHPA’s and encourage Ecology and county inspection of RCRA hazardous waste generator facilities. Remaining 17 Promote and coordinate
public education programs on WHP concerns. Ongoing 18 Develop data on the number and size of exempt underground tanks within the half-year and one-year WHP area zones. Also, promote
and coordinate public education programs concerning underground tank hazards, leak detection methods, and proper removal and closure procedures. Remaining
October 2014 -DRAFT 6-38 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch06.doc Table 6.15 Protection Strategies and Implementation Tasks Comprehensive Water Plan City
of Auburn WHPP Task Number Task Description Task Status 19 Seek to have Ecology’s prioritize the investigation of contaminated and potentially-contaminated sites within the WHP areas.
Remaining 20 Encourage development and use of best management practices in developments covering groundwater protection. Ongoing 21 Request County, State, and private landowners to utilize
vegetation management to protect water quality. Completed 22 Encourage thorough analysis of groundwater impacts for siting, operation, and reclamation of gravel quarries and mines Ongoing
23 Inventory abandoned or unused wells in the six-month, one-year, and five-year WHP area zones. Well owners should be informed about proper well decommissioning procedures. Remaining
25 Investigate the need and feasibility for re-routing transport of hazardous material through the WHP areas. Also, create a formal Spill Response Plan to describe the City’s responsibilities
and responses to a major spill event under the State’s Incident Command System. Remaining 26 Work with responsible parties to assess adequacy of stormwater systems Ongoing
December 2014 – DRAFT 7-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Chapter 7 WATER QUALITY 7.1 INTRODUCTION The purpose of this chapter is to review current
and upcoming regulations relevant to the City of Auburn (City). This chapter includes the following: Review of current and upcoming regulations. Summary of the City’s water quality
monitoring programs. Summary of recent water quality testing results. Summary of the Wholesale Interties Blending Evaluation. Recommendations. 7.2 WATER QUALITY REGULATIONS The
Safe Drinking Water Act (SDWA) of 1974 established primary drinking water regulations designed to ensure the distribution of safe drinking water. These regulations were the first to
be implemented at all public water systems in the U.S., covering both chemical and microbial contaminants. These regulations consisted of standards for 18 parameters, referred to as
the National Interim Primary Drinking Water Regulations. They remained in place for over 10 years with minor revisions, including a revised fluoride standard, addition of a total trihalomethanes
standard, and interim regulations for radionuclides in potable water. In 1986, Congress passed widespread amendments to the SDWA, which significantly altered the rate at which the United
States Environmental Protection Agency (USEPA) was to set drinking water standards. These amendments resulted in a three-fold increase in the number of contaminants regulated. Also at
that time, the National Interim and revised Primary Drinking Water Regulations promulgated prior to 1986 were redefined as National Primary Drinking Water Regulations. The 1996 amendments
to the SDWA greatly enhanced the existing law by recognizing source water protection, operator training, funding for water system improvements, and public information as important components
of safe drinking water. Among others, the 1996 amendments required the USEPA to develop rules to balance risks between microbial pathogens and disinfection by-products (DBP), named the
Microbial/Disinfection By-Product (M/DBP) Rules. Several rules emerged from this requirement, including the Stage 1 and Stage 2 Disinfectants and Disinfection By-Products Rules, and
the Interim, Long Term 1 and Long Term 2 Enhanced Surface Water Treatment Rules.
December 2014 – DRAFT 7-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc The SDWA gives the USEPA authority to delegate primary enforcement responsibilities, or
primacy, to individual states. Within the state of Washington, the Washington State Department of Health (DOH) was given authority to enforce drinking water regulations. To maintain
authority to enforce drinking water regulations under the SDWA, a state must adopt drinking water regulations at least as stringent as the federal standards. The Washington regulations
are contained in Title 246 of the Washington Administrative Code (WAC). The City’s water system is classified as a Group A -Community Water System by the DOH. As a Group A system, the
City is responsible for monitoring and complying with all applicable SDWA and WAC regulations pertaining to source water and distribution system water quality. USEPA regulations and
accompanying state codes that pertain to the City are described herein. The regulations are divided into three categories: source water quality, distribution system water quality, and
water quality programs. The City also owns and operates the Braunwood satellite system located in southeast Auburn. This system is classified as a Group A -Community Water System by
the DOH. The Braunwood development, also known as the Hidden Valley Acres development, is discussed in detail in Chapter 5. The City regularly monitors the system as required and has
not had water quality issues. Therefore, it is not discussed further in this chapter. 7.2.1 Source Water Quality Regulations that address source water quality for groundwater and surface
water systems are described herein. Historically, the City has relied on groundwater supplies from wells and springs, which have been determined to not be under the direct influence
of surface waters (DOH 2004 for Coal Creek Springs). The City began to use surface water in 2012 through the B-St Wholesale Intertie with Tacoma Public Utilities (TPU). This supply,
referred to as the Regional Water Supply, originates from the Green River and the Howard Hansen Dam. Therefore, the City is now required to meet the Surface Water Treatment Rule. However,
as a wholesale purchaser the City receives treated water from the Second Supply Project, where Tacoma maintains compliance with the Interim Enhanced Surface Water Rule, Long Term 1 and
Long Term 2 Enhanced Surface Water Treatment Rules; and the Filter Backwash Recycling Rule. 7.2.1.1 Primary and Secondary Drinking Water Regulations National Primary Drinking Water Regulations
set legally enforceable maximum contaminant levels (MCLs) and established non-enforceable maximum contaminant level goals (MCLGs) for water contaminants. MCLs base based on treatment
technique requirements were not summarized and are being addressed through the City’s existing facilities. A constituent’s MCL is generally based on its public health goal (PHG), which
is the level of a contaminant in drinking water below which there is no known or expected health risk. Monitoring of constituents with primary standards is addressed under WAC 246-290-300,
with MCLs
December 2014 – DRAFT 7-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc defined under WAC 246-290-310 and required follow-up actions for MCL violations addressed
under WAC 246-290-320. The USEPA has also established secondary standards for 15 contaminants to address the aesthetic quality of drinking water. Because the federal standards primarily
address taste and odor, rather than health issues, they are often used only as a guideline. Monitoring of constituents with secondary standards is addressed under WAC 246-290-300, with
secondary MCLs defined under WAC 246-290-310. For new community water systems, treatment for secondary contaminant MCL exceedances is required under WAC 246-290-320 (3)(d). For other
public water systems, the WAC stipulates that the required follow-up action be determined by the DOH based on the degree of consumer acceptance of the water quality and their willingness
to bear the costs of meeting the secondary standard. 7.2.1.2 Arsenic Rule (2001) In January 2001, the USEPA promulgated a new standard that requires public water systems to reduce arsenic
levels in drinking water. The final rule became effective in January 2006 and applies to all community water systems and non-transient, noncommunity water systems, regardless of size.
The rule not only establishes an MCL for arsenic (0.010 mg/L), based on a running annual average (RAA) of quarterly results and an MCLG for arsenic (zero), but also lists feasible technologies
and affordable technologies for small systems that can be used to comply with the MCL. However, systems are not required to use the listed technologies in order to meet the MCL. The
arsenic rule has been adopted by the Washington DOH as a revision to the arsenic MCL under WAC 246-290-310. 7.2.1.3 Radionuclide Rule (2000) On December 7, 2000, the USEPA announced
updated standards for radionuclides. This rule became effective on December 8, 2003. All community water systems are required to meet the MCLs, presented in Table 7.1, and requirements
for monitoring and reporting. All systems were required to complete initial monitoring and phase in the monitoring requirements, between December 8, 2003 and December 30, 2007. Initially,
utilities were required to undergo four consecutive quarters of monitoring for gross alpha, combined radium-226/-228, and uranium. Only systems considered “vulnerable” were required
to monitor for gross beta (quarterly samples), tritium, and strontium-90 (annual samples). The initial monitoring was used to determine if a system would have to perform reduced or increased
monitoring. The City conducts reduced monitoring with a standard 6-year sampling period. The Radionuclide Rule has been adopted by the Washington DOH; monitoring is addressed under WAC
246-290-300, the MCLs are defined under WAC 246-290-310 and required follow-up actions for MCL violations are addressed under WAC 246-290-320.
December 2014 – DRAFT 7-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.1 Radionuclide Regulation Comprehensive Water Plan City of Auburn Constituent
MCL Combined Radium-226 and Radium-228 5 pCi/L(1) Gross Alpha Particle Activity (including Radium-226, but excluding radon and uranium) 15 pCi/L Beta Particle and Photon Emitters 4 millirems
per year Uranium 30 μg/L Notes: (1) pCi/L = picocuries per liter. 7.2.1.4 Groundwater Rule (2007) The USEPA enacted the final Groundwater Rule (GWR) January 8, 2007, for the purpose
of providing increased protection against microbial pathogens in public water systems that use untreated groundwater. The GWR applies to public water systems that serve groundwater as
well as to any system that mixes surface and groundwater, if the groundwater is added directly to the distribution system and is provided to customers without treatment. To implement
the GWR, the USEPA is taking a risk-based approach to protect drinking water from groundwater sources that have been identified as being at the greatest risk of fecal contamination.
This strategy includes four primary components: 1. Periodic sanitary surveys that require the evaluation of eight critical elements of a public water system and the identification of
significant deficiencies (such as a well located near a leaking septic system). 2. Triggered source water monitoring when a system does not sufficiently disinfect drinking water to achieve
4-log (99.99 percent) virus removal and identifies a positive sample during its Total Coliform Rule monitoring and assessment monitoring (at state discretion) targeted at high-risk systems.
3. Corrective action required for any system with a significant deficiency or evidence of source water fecal contamination. 4. Compliance monitoring to ensure that treatment technology
installed to treat drinking water reliably achieves 4-log virus inactivation. The GWR increased the frequency of sanitary surveys from once every five years to once every three years.
Initial sanitary surveys must be completed by December 31, 2012. However, for community water systems that have been identified by the state as outstanding performers (generally those
that have treatment that provides 4 log virus
December 2014 – DRAFT 7-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc inactivation or removal at all sources), the initial sanitary survey must be completed
by December 31, 2014. If a significant deficiency is found in the sanitary survey, then corrective actions may be required by DOH. DOH completed a Sanitary Survey of the City’s facility
in September of 2012. Triggered source water monitoring is required within 24 hours of positive total coliform sample in the distribution system. Source water monitoring is conducted
for Escherichia coli (E. coli), rather than total coliform. If source water monitoring samples are positive for E. coli, then corrective action or additional five samples within the
next 24 hours will be required. If a positive E. coli result is obtained in the additional samples, then corrective action must be taken. Corrective actions may be required as a result
the sanitary survey or triggered source monitoring. Significant deficiencies are defined as “a defect in the design, operation, or maintenance, or a failure or malfunction of the sources,
treatment, storage, or distribution system that the Department of Health determines to be causing, or have the potential for causing, the introduction of contamination into the water
delivered to consumers. (DOH 2013 331-447)” Corrective actions can involve one or more of the following: Correct all significant deficiencies. Provide an alternative source of water.
Eliminate the source of contamination. Provide 4-log treatment. Systems have 45 days either to complete corrective actions or to comply with a corrective action plan. Annual public
notification will be required if a significant deficiency remains uncorrected. Compliance monitoring is required to prove that chlorine residual concentrations are high enough to achieve
4-log virus inactivation. For the City, continuous monitoring would be required. Failure to monitor, report, or provide adequate treatment will result in a violation that at a minimum
would require public notification of customers. For systems providing 4-log virus inactivation, which is not the result of a corrective action, triggered source water monitoring may
be conducted instead of compliance monitoring. 7.2.1.5 Unregulated Contaminants There are two programs that address contaminants for which future regulatory requirements are being considered.
The first is the USEPA Unregulated Contaminant Monitoring (UCM) Program, which is used to collect occurrence data for contaminants suspected to be present in drinking water, but that
do not have health-based standards. Depending on their size, utilities are required to monitor for a select list of contaminants, which is reviewed every 5 years.
December 2014 – DRAFT 7-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc The second is the Contaminant Candidate List (CCL). The USEPA is required to establish
a list of contaminants that aid in priority setting for the drinking water program. The USEPA conducts research on health, analytical methods, treatment technologies, effectiveness,
costs, and occurrence for drinking water contaminants on the CCL. The second CCL (CCL2) included 51 contaminants; regulatory determination that no action was required for 11 of the contaminants
was made in 2008. The third CCL (CCL3) was published in 2009 and monitors 104 chemicals and 12 microbiological contaminants. 7.2.1.6 Surface Water Treatment Rule The Surface Water Treatment
Rule (SWTR) established filtration and disinfection as a drinking water treatment technique in lieu of MCLs for Giardia lamblia, viruses, HPC bacteria, Legionella, and turbidity. Promulgated
on December 31, 1990, the SWTR requires 99 percent (2-log) removal and/or inactivation of Cryptosporidium, 99.9 percent (3 log) removal and/or inactivation of Giardia cysts, and 99.99
percent (4 log) removal and/or inactivation of viruses. As part of the SWTR, surface water systems must disinfect, must filter water unless certain source water-quality and site-specific
conditions are met, and must be operated by qualified, certified personnel. The Regional Water Supply was unfiltered during the period of sampling presented in this Plan; therefore,
the City must maintain a disinfectant residual throughout the water distribution system. At entry points to the distribution system, residual disinfectant concentrations cannot be <0.2
mg/L for more than 4 hours. At distribution system sample locations, residual disinfectant concentrations cannot be undetectable in greater than 5% of samples in a month, for any 2 consecutive
months. Heterotrophic plate count (HPC) ≤ 500/mL is deemed to have detectable residual disinfectant. To meet the Long Term 2 Enhanced Surface Water Treatment Rule, the Green River Filtration
Facility was constructed to filter the regional supply. With the facility’s completion in late 2014, the City’s wholesale source will comply with these more stringent requirements. Groundwater
under the influence of surface water (GWUI) is regulated by the SWTR. The intent is to provide the same level of treatment for groundwater sources that are at risk for contamination
by pathogens as surface water supplies. As previously stated, the City does not have any sources that are considered to the GWUI. 7.2.2 Distribution System Water Quality Regulations
that address distribution system water quality are described herein. 7.2.2.1 Total Coliform Rule (1989) The Total Coliform Rule (TCR) was promulgated in 1989, and established an MCLG
of zero for total and fecal coliforms. The rule requires that less than 5 percent of distribution system samples collected each month be positive for the presence of total coliform bacteria.
December 2014 – DRAFT 7-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Positive samples must be further analyzed for E. coli and fecal coliform. If two consecutive
samples in the system are total coliform positive and one is also positive for fecal coliform or E. coli, it is considered an acute MCL violation, resulting in notification and further
monitoring requirements. Secondary disinfection is required under the TCR in accordance with the following: A minimum disinfectant residual of 0.2 mg/L free chlorine or 0.5 mg/L chloramines
measured as total chlorine must be continually present at the entrance of the distribution system, with a detectable chlorine residual maintained throughout the distribution system.
A sample with HPCs less than 500 cfu/100 mL is assumed to carry the required minimum residual. The TCR has been adopted by the Washington DOH; monitoring requirements are defined under
WAC 246-290-300, acute and non-acute MCL violations are defined under WAC 246-290-310 (2), and required follow-up actions are specified under WAC 246-290-320. The EPA published the final
Revised TCR on February 13, 2013. The final Revised TCR: “Requires public water systems that are vulnerable to microbial contamination to identify and fix problems; and Establishes criteria
for public water systems to qualify for and stay on reduced monitoring, which could reduce water system burden and provide incentives for better system operation. (EPA 2012).” Public
water systems must comply with the rule by April 1, 2016. DOH’s rule making to adopt the Revised TCR is ongoing and is expected to be adopted in spring of 2015. The Revised TCR removes
the MCL and MCLG for total coliform, as well as the non-acute MCL. Rather, the Revised TCR establishes a MCL and MCLG for E. coli, as well as a treatment technique for coliforms. The
Revised TRC maintains the same routine monitoring structure as the 1989 rule using Total Coliforms to indicate if a “pathway” for contamination exists in the distributions system. Total
Coliform positive samples trigger additional assessment that includes monitoring for E. Coli. MCL violations are based on sampling during these assessments. If sanitary defects are found,
then the rule requires corrective actions. Public notification is required if an E. Coli violation occurs or if the water system fails to conduct the required assessment or corrective
actions. Rule revisions will require existing Coliform Monitoring Plans to be updated. In April 2013, DOH has updated its guidance called “Preparing a coliform monitoring plan (DOH 2013,
331-036)”. Additionally, it has prepared a number of checklists and examples of coliform monitoring plans. Updated Coliform Monitoring Plans will provide the necessary plans and procedures
to implement the Revised TCR. The City’s updated Coliform Monitoring Plan is presented in Chapter 12 and is based on these new guides.
December 2014 – DRAFT 7-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc 7.2.2.2 Lead and Copper Rule (1991/2000) The federal Lead and Copper Rule was finalized
in June 1991. In lieu of MCLs, this rule established an action level for lead of 0.015 mg/L and for copper of 1.3 mg/L in more than 10 percent of customer tap samples, and MCLGs of 0
mg/L for lead and 1.3 mg/L for copper. Exceeding the action level is not a violation, but triggers additional action including water quality parameter monitoring, corrosion control treatment,
source water monitoring/treatment, public education, and lead service line replacement. On January 12, 2000, the USEPA promulgated the Lead and Copper Rule Minor Revisions (LCRMR) to
streamline requirements, promote consistent national implementation, and in many cases, reduce the burden on water systems. The LCRMR does not change the action levels or the rule's
basic requirements to optimize corrosion control. The modified rule addresses seven broad categories: 1. Demonstration of optimal corrosion control. 2. Lead service line replacement
requirements. 3. Public education requirements. 4. Monitoring requirements. 5. Analytical methods. 6. Reporting and record-keeping requirements. 7. Special primacy considerations. State
regulations for lead and copper monitoring are outlined in detail in WAC 246-290-300 (5). 7.2.2.3 Stage 1 Disinfectants and Disinfection By-Products (1998) The Stage 1 Disinfectants
and Disinfection By-Products Rule (DBPR) was promulgated in December 1998. The portions of the Stage 1 DBPR relevant to the City are the MCLs for total trihalomethanes (TTHMs) and 5
haloacetic acids (HAA5) of 0.080 and 0.060 mg/L, respectively. Compliance with the TTHM and HAA5 MCLs is based on a system-wide Running Annual Average (RAA) of quarterly samples taken
in the distribution system. The Stage 1 DBPR also introduced a maximum residual disinfectant level (MRDLs) of 4 mg/L for free chlorine, based on an RAA of samples collected concurrent
with TCR monitoring. The Stage 1 DBPR requires the development of a monitoring plan, as described in WAC 246-290-300. The MCLs are defined in WAC 246-290-310 and the required follow-up
actions in WAC 246-290-320. 7.2.2.4 Stage 2 Disinfectants and Disinfection By-Products Rule (2006) The Stage 2 DBPR was promulgated by the USEPA on January 4, 2006. The key provisions
of the Stage 2 DBPR consist of:
December 2014 – DRAFT 7-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc An Initial Distribution System Evaluation (IDSE) to identify distribution system locations
with high DBP concentrations. Further information is provided below. Site-specific locational running annual averages (LRAAs) instead of system-wide RAAs to calculate compliance data.
LRAAs will strengthen public health protection by eliminating the potential for groups of customers to receive elevated levels of DBPs on a consistent basis. The MCLs for TTHM and HAA5
remain unchanged from the Stage 1 DBPR at 0.080 and 0.060 mg/L, respectively, although they will now be calculated as LRAAs. The IDSE is the first step in Stage 2 DBPR compliance. It
intends to identify sampling locations for Stage 2 DBPR compliance monitoring that represent distribution system sites with high TTHM and HAA5 levels. For systems serving more than 500
people, three options are available for the IDSE: 40/30 Waiver, which allows systems with no samples exceeding TTHM and HAA5 concentrations of 40 and 30 μg/L, respectively, during
8 consecutive quarters to apply to waive the IDSE requirements. Standard Monitoring Program (SMP), which involves a 1-year distribution system monitoring effort to determine locations
that routinely show high TTHM and HAA5 concentrations. System-Specific Study (SSS), based on historical data and a system model. The Washington DOH has assumed responsibility for the
Stage 2 DBPR in January 2010. Auburn was granted a 40/30 Waiver in August of 2013; therefore no IDSE was required. The City conducted Stage 2 sampling in 2012 ahead of this deadline.
The City conducts quarterly monitoring at eight sites for TTHM and HAA5. 7.2.3 Water Quality Programs Required water quality programs are described herein. 7.2.3.1 Consumer Confidence
Reports Under the 1996 amendments to the SDWA, community water systems are required to provide an annual Consumer Confidence Report (CCR). The annual reports must be distributed to customers
and include information on the following: Drinking water sources. Definition of terms. Concentrations of any regulated constituents detected in the water, along with their respective
maximum contaminant levels and maximum contaminant level goals.
December 2014 – DRAFT 7-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Information on health effects for any constituents at concentrations that exceed their
respective MCLs. Concentrations of unregulated constituents, as required by the USEPA. In addition to the CCR, water quality data is provided to the City’s wholesale customers. 7.2.3.2
Public Notification Rule The Public Notification Rule (PNR) requires that public water systems notify their customers when they violate USEPA or State regulations (including monitoring
requirements) or otherwise provide drinking water that may pose a risk to consumer’s health. The original public notification requirements were established in the SDWA; the revised PNR
was promulgated in 2000 as required by the 1996 SDWA amendments. The PNR establishes three notification levels: Immediate Notice (Tier 1): In a situation where there is the potential
for human health to be immediately impacted, notification is required within 24 hours. Notice As Soon As Possible (Tier 2): In a situation where an MCL is exceeded or water has not
been treated properly, but there is no immediate threat to human health, notification is required as soon as possible and within 30 days. Annual Notice (Tier 3): In a situation where
a standard is violated that does not directly impact human health, notice must be provided within one year, likely within the system’s CCR. Public notification requirements are addressed
as part of the follow-up actions in WAC 246-290-320. 7.3 MONITORING PRACTICES The City is primarily responsible for monitoring source and distribution system water quality, based on
the monitoring programs described herein. This section documents current monitoring practices. All sampling is conducted in accordance with annual Water Quality Monitoring Schedule received
from DOH. National Primary and Secondary Drinking Water Regulations. Compliance with primary and secondary MCLs is determined through the following monitoring programs: Inorganic Chemical
and Physical Parameter Monitoring. This includes monitoring of the following primary constituents: antimony, barium, beryllium, cadmium, chromium, cyanide, fluoride, mercury, nickel,
selenium, sodium, and thallium. The following constituents and physical parameters with secondary MCLs are also monitored: chloride, color, hardness, iron, manganese, specific conductivity,
silver, sulfate, turbidity, total dissolved solids, and zinc. Monitoring of these constituents varies by source between once every 36-month compliance period to once every 9 years.
December 2014 – DRAFT 7-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc However, the City typically monitors these constituents every 12 months, during the month
of July. Samples are collected at each source, at the entry point following treatment. Asbestos Monitoring. Asbestos sampling is usually required once every 36-month compliance period.
However, the City has a waiver that requires sampling only once every nine years at three distribution system sample sites. No data was collected during the study period. Nitrate and
Nitrite Monitoring. Nitrate (N) and nitrite (as N) are monitored once every 12 months, during the month of July. This reduced monitoring frequency is granted by the State after determining
concentrations in the system are reliably and consistently less than the MCL. Samples are collected at all sources, at the entry point following treatment. Volatile Organic Compounds
(VOC) Monitoring. Monitoring of these constituents varies by source between once every 36-month compliance period to once every 6 years. This reduced sampling frequency is granted by
the State to sources with no previous detection of any VOC in any collected sample. More frequent, annual sampling is required for Wells 2 and 6, which are both currently represented
by the corrosion control treatment (CCT) facility at Fulmer Field Park. Sampling is conducted at all sources, at the entry point following treatment. Synthetic Organic Compounds(SOC)
Monitoring. Sampling for SOCs, such as herbicides, pesticides, and soil fumigants monitoring has been waived for a three to nine year period depending on SOC category. This reduced monitoring
frequency is granted to systems that did not detect a contaminant during an initial compliance period. Sampling is conducted at all sources, at the entry point following treatment. There
are a number of SOCs that have statewide waivers, including dioxin, endothall, glyphosphate, and ethylene dibromide and other soil fumigants. Radionuclide Monitoring. Radionuclide
monitoring currently consists of Radium-228 monitoring on a standard 6-year compliance period at all entry points following treatment. Additionally, Gross alpha is monitored at the Fulmer
Field CCT Facility. Total Coliform Rule. The City currently conducts monitoring at 60 TCR sites for total and fecal coliform. Sampling is conducted at one quarter of the routine sample
locations each week during the first four weeks of a month. The City also monitors weekly for total and fecal coliform at Coal Creek Springs and West Hill Springs at their respective
collector vaults as well as after treatment at West Hill Springs, Howard Road and Fulmer Field CCT Facilities, and several additional sites to support operations on a weekly basis. Residual
Disinfectant Concentration Monitoring. Chlorine dosing and concentration levels are sampled daily at the system’s chlorination sites. In addition, free chlorine concentrations are monitored
concurrent with TCR monitoring.
December 2014 – DRAFT 7-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Stage 1 DBPR. The City conducted annual monitoring of six distribution system sample
sites for TTHM and HAA5. Monitoring was conducted during the month of peak temperature (assumed to be August). Stage 1 DBPR monitoring was superseded in 2012 with Stage 2 DBPR monitoring.
Stage2 DBPR. Stage 2 DBPR monitoring began in 2012. The City conducts quarterly monitoring of eight distribution system sample sites for TTHM and HAA5. LRAAs are generated for each site.
Lead and Copper Rule. The City collects tap water samples from 30 distribution system sites once during each 36-month compliance period for lead and copper monitoring. Fluoride. The
City conducts monthly sampling within the distribution system to determine concentration of fluoride. This sampling is in addition to the inorganic source monitoring required by DOH.
The City does not add fluoride; however, fluoride is added to TPU wholesale supplies. Sampling is conducted, for informational purposes only, to monitor the blending of RWSS water within
the distribution system and answer customers questions regarding fluoride in the City’s water. 7.4 WATER QUALITY EVALUATION This section documents the City’s past and projected future
compliance with the water quality regulations discussed above. 7.4.1 Source Water Quality Monitoring data for 2008 through 2013 for inorganic constituents, physical parameters, SOCs,
and VOCs were reviewed. All constituents are currently below their respective MCLs and future compliance is anticipated. Table 7.2 summarizes the inorganic chemical and physical constituents
identified in the City’s wells based on data provided by City staff. Since 2007, Wells 2, 6 and 7 are represented by samples collected from the Fulmer Field CCT Facility. Wells 3A, 3B,
and 5B were not used during this period and were therefore not sampled. In addition to City sampling, TPU provides water quality data for the provided wholesale supply. With the exception
of one secondary contaminant, iron, all regulated primary or secondary contaminants are well below their respective MCLs. Iron concentrations in Well 1, Well 4, and Well 5A exceeded
the Secondary standard of 0.3 mg/L. Secondary standards represent non-public health concerns that are not-enforceable and generally concern the aesthetic qualities of the water. The
elevated concentrations of iron occurred in both 2011 and 2013 in Well #1, where no sampling was conducted in 2012. Iron concentrations in the source from 2008 through 2010 were non-detectable.
Elevated concentrations of iron in Well 4 and Well 5A occurred in 2013 and 2011, respectively. Iron concentrations in all other years were non-detectable. Historically, sampling of Well
1 has detected similar concentrations of iron periodically. Iron concentrations of 0.67 mg/L were detected in Well 5A during the 2001; however, all other samples since 1998 have been
December 2014 – DRAFT 7-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.2 Historical Inorganic Chemical Concentrations and Physical Properties Comprehensive
Water Plan City of Auburn Constituent MCL Units Maximum Detected Concentration(1) Coal Creek Springs West Hill Spring Well 1 Well 4 Well 5 Well 5A Fulmer CCT Facility(2) USEPA Regulated
(Primary) Arsenic 0.05 mg/L < 0.002 < 0.002 < 0.002 < 0.002 0.001 0.002 0.002 Barium 2 mg/L < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 Cadmium 0.005 mg/L < 0.002 < 0.002 < 0.002 < 0.002
< 0.002 < 0.002 < 0.002 Chromium 0.1 mg/L < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 Mercury 0.002 mg/L < 0.0005 < 0.0005 < 0.0005 < 0.0005 < 0.0005 < 0.0005 < 0.0005 Selenium
0.05 mg/L < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 Beryllium 0.004 mg/L < 0.003 < 0.003 < 0.003 < 0.003 < 0.003 < 0.003 < 0.003 Nickel 0.1 mg/L < 0.04 < 0.04 < 0.04 <
0.04 < 0.04 < 0.04 < 0.04 Antimony 0.006 mg/L < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 < 0.005 Thallium 0.002 mg/L < 0.002 < 0.002 < 0.002 < 0.002 < 0.002 < 0.002 < 0.002 Cyanide
0.2 mg/L < 0.05 < 0.05 < 0.05 < 0.05 < 0.05 < 0.05 < 0.05 Fluoride 4 mg/L < 0.2 < 0.2 < 0.2 < 0.2 < 0.2 < 0.2 < 0.2 Nitrite-N 1 mg/L < 0.2 < 0.2 < 0.2 < 0.2 < 0.2 < 0.2 < 0.2 Nitrate-N
10 mg/L 1.1 3.7 2.4 1.1 1.7 0.2 1.5 Total Nitrate/Nitrite 10 mg/L 1.1 3.7 2.4 1.1 1.7 < 0.4 1.5 USEPA Regulated (Secondary) Iron 0.3 mg/L < 0.1 < 0.1 0.79 0.91 < 0.1 1.3 < 0.1 Manganese
0.05 mg/L < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 0.04 Silver 0.1 mg/L < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 < 0.01 Chloride 250 mg/L 4 8 4 4 4 3 8 Sulfate 250 mg/L 6 16 13 11
11 6 14 Zinc 5 mg/L < 0.2 < 0.2 < 0.2 0.25 < 0.2 1.6 < 0.2
December 2014 – DRAFT 7-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.2 Historical Inorganic Chemical Concentrations and Physical Properties Comprehensive
Water Plan City of Auburn Constituent MCL Units Maximum Detected Concentration(1) Coal Creek Springs West Hill Spring Well 1 Well 4 Well 5 Well 5A Fulmer CCT Facility(2) State Regulated
Sodium mg/L 5 9 7 6 9 6 14 Hardness mg/L 64 169 86 68 112 64 112 Conductivity (micromhos/cm) 700 micromhos/cm 133 263 188 147 241 127 227 Turbidity (NTU) NTU 0.2 0.3 12.4 18.9 0.7 12.6
1.5 Color (color units) 15 Color Units < 5 < 5 7.5 < 5 < 5 5 < 5 Total Dissolved Solids(3) 500 mg/L N/A N/A N/A N/A N/A N/A N/A State Unregulated Lead mg/L 0.002 < 0.002 0.003 0.01 <
0.002 0.005 < 0.002 Copper mg/L 0.16 0.34 0.04 0.76 < 0.02 < 0.02 < 0.02 Notes: (1) Based on monitoring conducted between 2008 and 2013. Wells 3A, 3B, and 5B were not in use during this
time period and no monitoring was conducted. (2) The Fulmer CCT Facility was monitored only in 2007 and replaced monitoring of Wells 2, 6, and 7. (3) N/A -not applicable, no testing
conducted; testing for total dissolved solids is only required if the specific conductivity is greater than 700 umhos/cm.
December 2014 – DRAFT 7-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc below or near the detection level. Other than 2013, all Well 4 samples since 1998 have
been below the detection limit. Given this historical data, these elevated levels appear to be periodic. Synthetic organic compounds were monitored in all of the City’s sources in 2012,
except Well No. 1 that was sampled in 2010; all constituents were below the detection limit. The City was granted waivers for reduced monitoring; therefore, no additional samples were
taken. Volatile organic compound (VOC) were monitored in all the City’s active sources at least once since 2008. VOCs were found in the 2010 sampling of Coal Creek Springs. Five unregulated
VOCs were found in the sample, which are summarized in Table 7.3. Sample concentrations in all other years were below their respective detection limits. Table 7.3 Detected Volatile and
Synthetic Organic Compounds Comprehensive Water Plan City of Auburn Constituent Source, Year Concentration (ug/L) MCL (ug/L) Chloroform Coal Creek Spring, 2010 1.2 None(1) Bromodichloromethane
Coal Creek Spring, 2010 1.7 None(1) Chlorodibromomethane Coal Creek Spring, 2010 2.2 None(1) Bromoform Coal Creek Spring, 2010 1.0 None(1) Total Trihalomethanes Coal Creek Spring, 2010
6.1 None(1) Notes: (1) EPA Unregulated VOC. Trichloroethylene and tetrachloroethylene were detected in sampling of Wells 2 and 6 in 2003 and 2004 has not been detected in the more recent
sampling. No VOCs were detected in the other sources. Radionuclide monitoring of all sources was conducted in 2010; levels in all sources were below their respective detection limits.
Sampling for Gross Alpha Particle Activity and Radium-228 was conducted at the Well 1 in 2009; levels in both constituents were again below their respective detection limits. 7.4.1.1.1
Recommendations The City is in compliance with all surface water quality rules. It is recommended that the City continue its monitoring program. Additionally, the City should continue
to coordinate with Tacoma to address any issues with the Regional Supply if they arise.
December 2014 – DRAFT 7-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc 7.4.1.2 Groundwater Rule Chlorination is added at the majority of the City’s wells to
maintain safe water supplies. The exceptions are Wells 3A and 3B, which are currently not in service, and Well 5, which serves the Lakeland Hills area. The last Sanitary Survey was completed
by DOH in September 2012 and found only minor deficiencies. The City does not anticipate that a significant deficiency will be identified in the next Sanitary Survey. The last positive
total coliform sample was asingle positive sample that occurred in 2008. While unlikely, the City is prepared to respond if Total Coliform is found in the distribution system through
triggered monitoring. Triggered monitoring and Sanitary Surveys may result in corrective actions. These corrective actions may require additional CIP projects to improve significant
deficiencies in source or distribution system infrastructure or additional disinfection. Impacts of increased disinfection potentially required as a corrective action by the Groundwater
Rule may include: Potential for increased DBP formation. Increased corrosiveness of the water. Capital and O&M costs for treatment and disinfection facilities. Additional costs
for triggered source water monitoring. To reduce the risk of contamination from E. coli the City may be required to use alternative sources. The City’s Emergency Response Plan identifies
a number of supply sources that may be used in an emergency outage. Additional water supply contingency plans can be found in the City’s Water Resource Protection Program. 7.4.1.2.1
Recommendations There are no major concerns with the City’s compliance with the Ground Water Rule. It is recommended that the City continue to correct the minor deficiencies identified
in the sanitary survey. The City should correct the deficiencies identified in the 2012 Sanitary Survey. Additional actions under the GWR may be required; it is anticipated that such
requirements will be communicated to the City by the DOH as they are adopted. The issues identified in the survey and required actions are summarized in Table 7.4 below.
December 2014 – DRAFT 7-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.4 Summary of Issues Identified in 2012 Sanitary Survey Comprehensive Water Plan
City of Auburn Issues/Recommended Improvements Required Action (if any) Sources and Treatment West Hill Springs Add control valve shut-down. Add Tideflex valve to overflow. Howard Road
and Fulmer Field CCT Facilities Verify if the clearwells have overflows that are adequately screened. Completed Well 1 Confirm a raw water tap is installed Completed Well 2 Confirm a
screened vent is installed Currently no pump in Well 2 Well 4 Seal opening around electrical box penetration Completed Well 5 Confirm raw water sample tap is installed and add a screen
vent. Completed Well 5A Confirm raw water sample tap and screen vent is installed. Completed Well 7 Install fine screen on inside of coarse screen at concrete flow box located at Well
7. Completed Storage Reservoir 1 Install fine screen or Tide-flex valve on the overflow pipe located at Howard Road CCT Facility. Routinely clean out gutter drain as needed to prevent
trapped stormwater from entering tank. Completed New hatch installed Reservoir 2 Consider adding fine mesh screen on inside of reservoir vent. Routinely clean out gutter drain as needed
to prevent trapped stormwater from entering tank. Completed New hatch installed General Ensure Hatches without gaskets have a tight seal to prevent any potential for contamination entering
the reservoir. New hatches installed General Work to modify the overflow pipelines at each reservoir to incorporate an air gap and screen/flapper valve to keep each reservoir safe from
potential contamination. Inform DOH of plan of action to complete improvements.
December 2014 – DRAFT 7-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.4 Summary of Issues Identified in 2012 Sanitary Survey Comprehensive Water Plan
City of Auburn Issues/Recommended Improvements Required Action (if any) Management and Operations Water System Plan (WSP) Submit plan to avoid losing distribution design exemption and
green (in compliance) operating permit status. Provide written notice to DOH when WSP is submitted. Water Facilities Inventory Add 132nd Ave SE intertie to the City’s Water Facilities
Inventory. Completed Total Coliform Rule Include updated Coliform Monitoring Plan with the WSP. Update sample locations and address how the City plans to comply with the Groundwater
Rule. Provide updated Coliform Monitoring Plan with WSP. 7.4.1.3 Surface Water Treatment Rule The SWTR and associated compliance activities have been implemented since 2012 in conjunction
with receiving wholesale water from the Regional Water Supply System (RWSS). The City monitors chlorine residual levels at the B St and the 132 Ave interties with the RWSS. The chlorine
residual in the water obtained from the RWSS range on average from 0.6 to 1.4 mg/L. 7.4.1.3.1 Recommendations There are no major concerns with meeting the Surface Water Treatment Rule.
With the filtration of the Regional Supply, the City no longer needs to meet the disinfection requirements of the unfiltered systems. It is recommended that the City add continuous chlorine
analyzers at each intertie with SCADA connections to monitor and record residual at the interties. 7.4.2 Distribution System Water Quality The City has no current or anticipated challenges
meeting distribution system water quality requirements, based on data provided by the City and input from City staff. The water quality data relevant to each regulation are summarized
herein. 7.4.2.1 Total Coliform Rule Auburn prepared its original Coliform Monitoring Plan (CMP) in 1991 in accordance with the TCR and makes modifications as needed to continue compliance.
The City has updated the CMP as part of this Plan to confirm with new DOH guidance and the Revised TCR. The monitoring frequency under the TCR for total coliforms is based on the population
served by the system. In accordance with the TRC, systems that serve between 50,001 -
December 2014 – DRAFT 7-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc 60,000 people are required to collect 60 representative samples every month. Samples
are taken throughout the system. This represents an increase from the previous Plan. The City uses two types of disinfectant for treatment, chlorine gas and sodium hypochlorite, which
both produce free chlorine residuals in the distribution system. Monthly average chlorine residuals throughout the distribution system ranged from 0.63 to 0.77 mg/L over the period from
2008 to 2013, as summarized in Table 7.5. Although the range of chlorine residuals appears to vary throughout the year, the levels appear relatively consistent from year to year. Ongoing
improvements to chlorination facilities at Well 1 and Well 4 are expected to maintain or improve the level of total chlorine residuals in the system. Table 7.5 Total Chlorine Residuals
Comprehensive Water Plan City of Auburn Sample Results (mg/L) Year Average Range 2008 0.64 0.01 -1.9 2009 0.66 0.02 -1.18 2010 0.63 0 -1.2 2011 0.67 0.11 -1.1 2012 0.71 0.05 -1.44 2013
0.77 0.38 -1.9 Chlorine residuals at the 60 individual sites were also evaluated to determine if average chlorine residuals were less than 0.5 mg/L, which was considered an indication
of areas of lower chlorine residual. Four of the 60 sites had low average chlorine as are presented in Table 7.6. Two of the sites had minimum residuals less than 0.1 mg/L, which was
considered very low. The City may wish to evaluate and address the cause of the low chlorine residuals at these sites.
December 2014 – DRAFT 7-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.6 Sample Sites with Low Chlorine Residuals Comprehensive Water Plan City of Auburn
Site Number Address Average Residual (mg/L)(1) Minimum Residual (mg/L)(1) C-46 710 47 St SE 0.49 0.30 C-13 5110 Mill Pond Dr SE 0.49 0.09 C-31 Elizabeth Ave SE 0.46 0.09 B-1 4431 47
St SE 0.44 0.35 Note: (1) Based on chlorine residual data collected between 2008 and 2013. The City also monitors chlorine residual at the Braunwood satellite service area. Average chlorine
residuals for this area was 0.44 mg/L. A single sample in December 2010 registered no chlorine residual at this site. Since 2012, the City has maintained total chlorine residual above
0.3 mg/L. 7.4.2.2 Stage 1 and 2 Disinfectants/Disinfection By-products Rules The City conducted both Stage 1 DBPR and Stage 2 DBPR monitoring since the last planning period. TTHM and
HAA5 data was collected at six locations under the Stage 1 DBPR from 2008 through 2011, when the City was supplied completely by groundwater. All samples were well below the concentrations
that the DOH uses to determine whether a water system qualifies for reduced monitoring (0.040 mg/L TTHMs; 0.030 mg/L HAA5) as shown in Table 7.7. Note, the City’s TTHM and HAA5 monitoring
has been conducted once per year during the month with the warmest water temperature (i.e. July or August). The City was required to begin Stage 2 DBPR compliance monitoring starting
in April of 2012, because the City’s current population served has exceeded 50,000 people. Sampling was conducted at eight Stage 2 sample sites in 2012, as presented in Table 7.8.
December 2014 – DRAFT 7-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.7 Stage 1 Disinfection By-Product Rule Monitoring Summary Comprehensive Water
Plan City of Auburn Sample Site Total Trihalomethane Concentration (μg/L) Haloacetic Acid 5 Concentration (μg/L) Average (1) Max Average (1) Max 2001 36th St SE 5.8 10.4 ND ND 31512
115th Pl SE 3.5 5.8 ND ND 3615 Orchard St SE 4.5 5.7 ND ND 3705 West Valley Hwy N 8.3 13.2 1.5 3.0 5208 Nathan Loop 3.9 12.7 1.1 4.4 710 47th St SE 1.6 3.1 ND ND Notes: (1) Average concentrations
calculated assuming a concentration of 0 μg/L for all non-detect samples. Table 7.8 Stage 2 Disinfection By-Product Rule Monitoring Summary Comprehensive Water Plan City of Auburn Sample
Site Total Trihalomethane Concentration (μg/L) Haloacetic Acid 5 Concentration (μg/L) LRAA (1, 2) LRAA (1, 3) 1212 12th St NE 3.3 ND 2001 36th St SE 8.7 1.4 29309 112th Ave SE 12.9 10.7
31512 115th Pl SE 8.3 4.6 3615 Orchard St SE 8 ND 3705 West Valley Hwy N 10.4 4.7 5208 Nathan Loop SE 3.2 ND 710 47th St SE 3.2 ND Notes: (1) LRAA = Locational Running Annual Average.
(2) Total Trihalomethane is MCL is 80 μg/L. (3) Haloacetic Acid 5 is MCL is 60 μg/L.
December 2014 – DRAFT 7-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc 7.4.2.3 Lead and Copper Monitoring Copper levels exceeded the action levels in samples
collected in 1993. Based on these results, the City and the DOH entered into a Bilateral Compliance Agreement in 1996 that identified treatment options and schedules for the implementation
of corrosion control facilities. New corrosion facilities at the Howard Road/Coal Creek Springs Pump Station and Fulmer Field Park were completed in 2002. The treatment systems use air
stripping towers to remove naturally occurring carbon dioxide, increasing the pH. The Howard Road CCT Facility treats water from Coal Creek Springs. Well 1 will also be treated upon
completion of ongoing improvements. Fulmer Field CCT Facility treats water from Wells 2, 6, and 7. The pH of the Regional Water Supply is also adjusted for corrosion control before distribution
to the City. The City resumed lead and copper sampling on the regular schedule required under the LCR, starting in 2007. For the City, the LCR requires that at least 30 water samples
be collected each 36-month compliance period. Results from the 2012 sampling are presented in Table 7.9. Since the corrosion control facilities were constructed, the copper levels have
been well below the action level. Table 7.9 Lead and Copper Concentrations Comprehensive Water Plan City of Auburn Constituent 2012 Copper Concentrations (mg/L) Copper range <0.07 -17
Copper 90th percentile 0.17 Lead Concentrations (mg/L) Lead range <0.001 Lead 90th percentile <0.001 7.4.3 Water Quality Programs The City’s compliance with the water quality programs
is as follows: 7.4.3.1 Consumer Confidence Reports The City’s first CCR was distributed in October 1999, as required by DOH. Subsequent annual reports have been distributed in 2000 through
2013, as required. The City’s 2013 CCR is provided in Appendix K. 7.4.3.2 Public Notification Rule The public notification requirements were updated in 2011. The requirements reduce
the period of time water suppliers have to inform customers of any situation that may
December 2014 – DRAFT 7-23 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc immediately pose a health risk from 72 to 24 hours. For less serious problems, the City
can combine notices and make them shorter and easier to understand. Additionally, the new requirements make the standard health effects language more concise, thus making it easier for
the City to issue notices. The full public notification requirements can be found in 40 CFR 141.201 -208, and in WAC 246-290-320. The City should review the new regulations to ensure
City procedures are in compliance, if such a review has not yet been completed. 7.5 BLENDING STUDY The City began using the RWSS as a primary source of supply to augment their existing
groundwater well sources. This new supply is surface water from the Green River, which is a departure from the City’s historical groundwater supplies. Both the City and RWSS water quality
is regulated by the DOH. However, the City has recognized that blending surface water with groundwater may have an impact on water quality as it relates to changes in corrosion potential,
compliance with the lead and copper rule, presence of DBPs, volatile organic compounds (VOCs), and changes to historical water quality parameters. Therefore, a blending study was conducted
in 2012 to identify possible water quality issues for primary maximum contaminant levels (MCL), secondary MCLs (SMCL), and corrosion parameters. The study was conducted in accordance
with WAC Section 246-290-132. All of the analysis was conducted at the desktop level with modeling and mathematical software using the information and data supplied by the City. No bench-scale
studies or testing the actual water quality of blended samples was performed. The results of this analysis were documented in Technical Memorandum No. 1 Blending Study (Carollo 2013).
Results were also summarized in the Project Reports for the City’s two wholesale interties: B St. NW and 132nd Ave SE. 7.5.1 Blending Scenarios Four scenarios of blending City water
with TPU water are presented in Table 7.10. The study was conducted for the B Street NW intertie; however, results of the study are valid for the 132nd Avenue SE intertie as well. Both
locations receive water from the same source, the RWSS. The evaluated scenarios are based on the initial wholesale water agreement of 1,250 gpm, as well as the physical capability of
the intertie. These scenarios represent the range of expected blending ratios, which represent the amount of City supply to TPU water. Scenario 2 has proportionally the least amount
of water from TPU, 14.7:1, and Scenario 3 has proportionally the most amount of water from TPU, 0.9:1. The new wholesale water agreement, provides up to an annual daily average of 2,431
gpm (3.5 mgd) annually and 3,556 gpm (5.12 mgd) on the MDD. The resulting blending ratios vary between 3.5:1 and 2.1:1. This level of blending is within the range evaluated; therefore,
the results are applicable for new wholesale water agreement
December 2014 – DRAFT 7-24 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc 7.5.2 Blending Evaluation Results of the study demonstrate that the blending of City
water with TPU water results in water quality characteristics that meet Primary and Secondary Drinking Water Standards, as shown in Table 7.11 and Table 7.12. The levels of DBPs (both
TTHMs and HAA5) from the City sources and RWSS were also evaluated. Under all blending scenarios, the anticipated TTHM and HAA5 values are below the 80 g/L and 60 g/L MCL, respectively.
Turbidity and color have been identified as possible aesthetic changes from the City supply water quality but are considered acceptable with respect to water quality standards. However,
changes to blended water turbidity and color may or may not be noted by consumers due to the higher turbidity and color of the RWSS. The Green River Filtration Facility will remove TDS
and some of the color-forming constituents from the water prior to distribution, which will result in values consistent with the City’s current groundwater supply. Table 7.10 Blended
Water: Water Quality Scenarios for Intertie to Tacoma Public Utilities Comprehensive Water Plan City of Auburn Scenario Blending Ratio (City/TPU Supply) Auburn Supply, gpm RWSS, gpm
1 7.8/1 9,750 1,250 2 14.7/1 10,300 700 3 0.9/1.0 2,000 2,200 4 5.1/1 3,500 700 Table 7.11 Blended Water: Primary Drinking Water Standards for Intertie to Tacoma Public Utilities Comprehensive
Water Plan City of Auburn Parameter Units MCL Scenario 1 Scenario 2 Scenario 3 Scenario 4 Inorganic Chemicals Arsenic mg/L 0.010 0.004 0.004 0.005 0.004 Asbestos MFL 7 -(3) ---Barium
mg/L 2 0.09 0.09 0.05 0.09 Cadmium mg/L 0.005 0.002 0.002 0.002 0.002 Chromium mg/L 0.1 0.01 0.01 0.01 0.01 Mercury mg/L 0.002 0.0005 0.0005 0.0005 0.0005 Selenium mg/L 0.05 0.005 0.005
0.005 0.005
December 2014 – DRAFT 7-25 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.11 Blended Water: Primary Drinking Water Standards for Intertie to Tacoma Public
Utilities Comprehensive Water Plan City of Auburn Parameter Units MCL Scenario 1 Scenario 2 Scenario 3 Scenario 4 Beryllium mg/L 0.004 0.003 0.003 0.003 0.003 Nickel mg/L 0.1 0.04 0.04
0.04 0.04 Antimony mg/L 0.006 0.004 0.004 0.004 0.004 Thallium mg/L 0.002 0.0017 0.0017 0.0018 0.0017 Cyanide mg/L 0.2 0.05 0.05 0.05 0.05 Fluoride mg/L 4 0.26 0.23 0.48 0.29 Nitrite-N
mg/L 1 0.23 0.22 0.36 0.25 Nitrate-N mg/L 10 1.13 1.17 1.15 1.35 Lead and Copper Lead mg/L 0.015 (4) 0.004 0.003 0.008 0.004 Copper mg/L 1.3 0.41 0.41 0.41 0.41 Radionuclides Alpha pCi/L
15 0.21 0.12 0.96 0.31 Beta millirems/yr 4 ID(1) ID ID ID Radium pCi/L 5 0.07 0.04 0.34 0.11 Uranium g/L 30 ID ID ID ID Microorganisms(2) Crypto #/mL 0 ----Coliforms Presence/Absence
0 ----Giardia #/mL 0 ----Legionella #/mL 0 ----Turbidity NTU 5 1.2 1.0 2.5 0.9 Viruses #/mL 0 ----Notes: (1) ID = insufficient data available to allow for comparison/blending. (2) MCL
values for microorganisms are public health goals. The EPA surface water treatment rules require systems using surface water or groundwater under the direct influence of surface water
to disinfect their water and filter their water or meet the criteria to avoid filtration. (3) “-“ indicates data was not available. (4) Action level, not MCL.
December 2014 – DRAFT 7-26 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc Table 7.12 Blended Water: Secondary Drinking Water Standards for Intertie to Tacoma Public
Utilities Comprehensive Water Plan City of Auburn Parameter Units SMCL Scenario 1 Scenario 2 Scenario 3 Scenario 4 Aluminum mg/L 0.05-0.2 ID(1) ID ID ID Chloride mg/L 250 5.1 5.3 4.4
5.5 Color C.U. 15 5.52 5.35 6.75 5.6 Copper mg/L 1.0 0.41 0.41 0.41 0.41 Fluoride mg/L 2.0 0.26 0.23 0.48 0.29 Iron mg/L 0.3 0.09 0.09 0.09 0.08 Manganese mg/L 0.05 0.017 0.015 0.028
0.016 Odor TON 3 ID ID ID ID pH mg/L 6.5-8.5 7.35 7.37 7.22 7.29 Silver mg/L 0.10 0.01 0.01 0.01 0.01 Sulfate mg/L 250 8.7 9.3 4.9 6.4 TDS mg/L 500 102 107 83 89 Zinc mg/L 5 0.14 0.15
0.08 0.12 Notes: (1) ID = insufficient data available to allow for comparison/blending. 7.5.3 Evaluation of Corrosion Potential Corrosion control, as it relates to the LCR, is a primary
health concern, as well as an aesthetic and maintenance concern. The corrosion potential of the blended water was evaluated through four corrosion control indices. The corrosion control
indices that were used for this analysis include Langelier (LSI), Aggressive (AI), Calcium Carbonate Precipitation Potential (CCPP), and Larson Ratio (LR). In general, the individual
City sources display a wide range of corrosion indices, with two indices indicating corrosion potential (LSI and CCPP) and two indicating having a small potential for corrosion (AI and
LR). Blending City water with TPU water has a minor impact on corrosion potential based on the corrosion indices investigated, as shown in Table 7.13. Table 7.13 provides the desired
range or value of each index and then the results for each blending scenario. The LSI and CCP indices indicated corrosion potential, while the AI and LR indicated non-aggressive or having
a small potential for corrosion. However, values within the indices did not vary substantially within the scenarios, except Scenario 3 of the CCPP; indicating minor impacts to corrosion
potential from the TPU water.
December 2014 – DRAFT 7-27 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc The City has continued to meet the LCR, since beginning to receive supplies from the
B St NW Intertie in 2012. Based on the results on corrosion potential, it is expected to continue to meet the LCR as the supplies from TPU increase. Table 7.13 City Water (Blended):
Corrosion Indices Groundwater – Surface Water Blending Study Comprehensive Water Plan City of Auburn Index Desired Range/Value MDD ADD Scenario 1 (Maximize Intertie) Scenario 2 (Baseline
Intertie) Scenario 3 (Max Design Intertie) Scenario 4 (Baseline Intertie) LSI > 0 -1.4 -1.4 -1.7 -1.6 CCPP 4 -10 -15 -15 -25 -17 AI > 10 -12 10.5 10.1 10.2 10.3 LR < 0.2 -0.5 0.43 0.43
0.43 0.44 7.5.4 Evaluation of Impact of Treatment Changes on Surface Water Source The RWSS is expected to finish construction in 2014 on a new filtration facility for the Green River
and North Fork Wellfield source waters to meet the requirements of the Long Term 2 Enhanced Surface Water Treatment Rule, referred to as the Green River Filtration Facility. The major
change in treatment will be the use of flocculation/sedimentation, granular media filtration, and related facilities. The changes to treatment from direct supply and ozonation to a filtration
facility should have a positive impact on water quality. In general, the water from the RWSS is expected to be more stable (i.e., alkalinity and pH), be improved in quality with respect
to turbidity and microbial contaminants, and have a reduced potential for formation of DBPs in the distribution system. 7.5.5 Recommendations As the City continues to use the intertie
with TPU as a non-emergency source of supply, the following future steps are recommended to help the City track water quality parameters resulting from the blending: Future Sampling:
A small number of water quality parameters were not available for the study or were insufficient for the blending evaluation. Additional sampling for the following water quality parameters
should be completed to fill in the gaps in data: – Asbestos. – Radionuclides. – Volatile Organic Chemicals (VOCs).
December 2014 – DRAFT 7-28 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc – Aluminum. – Odor. – Natural Organic Matter (NOM). Continued Evaluation: Continue
to routinely evaluate water quality parameters and potential issues throughout the system to maximize the water supply benefit and minimize potential adverse water quality issues. Results
should be revisited if substantial changes in water quality occur to the Regional Water Supply due to the Green River Filtration Facility. 7.6 DEFICIENCIES AND RECOMMENDATIONS The City
is in compliance with all current regulatory requirements, including monitoring requirements. The 2012 Sanitary Survey identified several deficiencies with existing sources. No additional
deficiencies are expected due to future growth. The following actions are recommended to maintain future compliance: 1. It is recommended that the City continue its monitoring program.
Additionally, the City should continue to coordinate with Tacoma to address any issues with the Regional Supply if they arise. 2. Take actions recommended by the DOH to prepare for the
upcoming Groundwater Rule requirements, including: a. Correcting deficiencies identified in the 2012 Sanitary Survey. b. Updating the City’s emergency response plan. c. Contacting the
designated DOH regional office engineer to determine whether treatment provided at the City’s sources is sufficient to provide 4-log virus inactivation or removal, especially the RWSS,
West Hill Springs, and Well 1 upon completion of the improvements. 3. It is recommended that the City add continuous chlorine analyzers at each intertie with SCADA connections to monitor
and record residual at the interties. 4. Additional sampling for the following water quality parameters should be completed at the interties to fill in the gaps in data: – Asbestos.
– Radionuclides. – Volatile Organic Compounds (VOCs). – Aluminum. – Odor. – Natural Organic Matter (NOM).
December 2014 – DRAFT 7-29 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch07.doc 5. Continue to routinely evaluate water quality parameters and potential issues throughout
the system to maximize the water supply benefit and minimize potential adverse water quality issues. 6. Update the City’s Water Quality Management Plan, as necessary, to address changes
due to forthcoming source improvement projects.
December 2014 – DRAFT 8-1 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc Chapter 8 WATER USE EFFICIENCY As populations continue to climb,
demand for limited water supplies is steadily increasing in the Pacific Northwest. Efficient water use is critical for water systems to support growth in their communities and support
the environment and recreation. The efficient use of water helps ensure reliable water supplies are available for the City of Auburn (City) well into the future. It is important to the
City to not only conserve water, which reduces use, but also promote efficient use, which both conserves water and reduces wasteful uses. The purpose of this chapter is to provide an
analysis of the City’s historic water conservation program and to evaluate the existing and proposed conservation and water use efficiency measures. This chapter is formatted into two
sections. The first section analyzes the previous conservation programs by examining how it was formed, it’s program and goals, and analyzes the savings. The second section of this chapter
presents the City’s new 2015 Water Use Efficiency (WUE) Program, and includes the new requirements, measures, and demand savings anticipated from the program. 8.1 PRIOR CONSERVATION
PROGRAMS 8.1.1 History The first formal water conservation program was developed by the City in 1995, one year after the Washington Department of Health (DOH) jointly published conservation
guidelines, as described below. The City’s program included several conservation activities such as school outreach, program promotion, leak detection, meter repair/replacement, and
conservation pricing. The City enhanced the program in 2001 and again in 2009. The 2009 program will provide the basis of the historical review in this chapter. The City’s 2015 WUE Program
follows DOH’s 2011 Water Use Efficiency Guidebook. while building off previous plans. Therefore, it is worth noting that in preparing previous plans the City reviewed the 1990 South
King County Coordinated Water System Plan (CWSP), and Washington Department of Ecology’s 1994 Conservation Planning Requirements (CPR) -Guidelines and Requirements for Public Water Systems
Regarding Water Use Reporting, Demand Forecasting Methodology, and Conservation Programs, and the Water Conservation Bibliography for Public Water Systems by the US Army Corps of Engineers.
8.1.2 Regulatory Requirements The Washington Water Utilities Council, DOH, and Department of Ecology jointly developed the CPR. Interim guidelines were first established in 1990, and
subsequently finalized and approved in 1994. The DOH published the CPR in 1994, which was the basis of the City’s 1995 and 2001 conservation programs.
December 2014 – DRAFT 8-2 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc In 2003, the Washington State Legislature passed Engrossed Second
Substitute House Bill 1338, better known as the Municipal Water Law, to address the increasing demand on our state’s water resources. The law established that all municipal water suppliers
must use water more efficiently in exchange for water rights certainty and flexibility to help water municipal suppliers meet future demand. The Legislature directed the DOH to adopt
an enforceable WUE Program, which became effective on January 22, 2007. The WUE Program replaced the CPR. The new WUE requirements emphasize the importance of measuring water usage and
evaluating the effectiveness of the water supplier’s WUE Program. 8.1.3 Previous Program Goals and Historical Water Usage The City’s 2009–2014 Conservation Program was a continuation
of the 2000-2005 Program, with specific enhancements to the program to comply with WUE regulations and create an emphasis on efficient water usage rather than only conserving. The program
goals were set per the WAC 246-290-830(4)(a) through a public process and posted to the City’s website in July 2009. The goals for the 2009-2014 Program targeted a 1 percent reduction
per year in Equivalent Residential Unit (ERU) values. The City also wanted to raise the visibility and performance of the Conservation Program by becoming a community leader in water
conservation through example and public education. As part of that leadership, the City supported and participated in applicable regional plans in order to maintain a reliable and adequate
supply of water for the region. In 2007, the planning ERU value was 230 gpd per ERU, based on the 75th percentile of the previous six years of data. The 2013 (current) planning ERU value
was 195 gpd per ERU, which was also based on the 75th percentile of the previous six years of data. This equates to a 2.5 percent annual decrease in the planning ERU value, more than
double the City’s WUE goal. The annual water use per account from 2008 through 2013 used to calculate the planning ERU value is shown in Table 4.3. The tables shows the City has also
experienced ddecreases in water use occurred in all sectors, where Schools and Irrigation had the largest decrease in per account water use. These decreases were likely due to a combination
of factors, including: increased metering, WUE education, and economic conditions. Seasonal water use can have a huge impact on the system’s ability to deliver water during peak demands.
Figure 4.4 shows the seasonal demand from 2011 to 2013 for each customer class. The winter months show a generally steady monthly usage, while summer months typically show an increase,
peak, and decrease in water usage. Historically, singlefamily residential customer class has produced a large peak in the summer months. This peaking is quantified in the MDD to ADD
peaking factor presented in Table 4.5. The 75th percentile of the MDD to ADD peaking factor is 1.82, which is marked decrease from the
December 2014 – DRAFT 8-3 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc previous plan of 2.01. The City would like to continue this downward
trend in peak use and has included it as a new goal in the 2015-2020 WUE Program. 8.1.4 Historical Distribution System Leakage Distribution system leakage (DSL) is a significant element
of the WUE requirements. It is calculated as the difference between the total amount of water produced and the sum of water sold and authorized unmetered water usage. It may include
inaccurate master and service connection meters, unaccounted-for non-revenue water use, pipeline leakage, and unauthorized use. DSL does not include authorized water usage such as water
used for fire protection, flushing, construction, and other maintenance and operations practices. However, to be credited, this must be accounted for by metering or by estimating water
use with credible means. All water that is not authorized is considered distribution system leakage. The DOH requires the 3-year average DSL to be under 10 percent to minimize water
waste. As discussed in Chapter 4, the historical 3-year rolling average DSL was between 6.3 percent and 9.7 percent of the total production since 2007. 8.2 2015-2020 WATER USE EFFICIENCY
PROGRAM The 2015-2020 WUE Program will be a continuation of the City’s successful current WUE Program. Program measures have been expanded, reflecting the City’s increased service population
of over 50,000 people. The program has also been updated to leverage the City’s investments in improved SCADA, leak detection, and Advanced Metering Infrastructure (AMI). The 2015 Plan
complies with regulations as set forth in WAC 246-290-830 and DOH’s 2011 Water Use Efficiency Guidebook. This section summarizes the program’s goals, demand and supply side measures,
reclaimed water, and DSL. The projected demand with the conservation goals, program budget, and cost savings are also presented. 8.2.1 Program Goals Per the WAC 246-290-830(4)(a), all
water purveyors with 1,000 or more connections were required to set efficiency goals through a public process. The City has chosen to focus on implementing voluntary measures to decrease
both the average and peak water usage. The 2015 program has established the following goals: Water Use per ERU: Decrease the planning ERU value (gpd/ERU) 1 percent annually from the
current planning ERU value of 195 gpd/ERU, which is the 75th percentile of 6 years of historical data (2008 – 2013). Revaluate goal when the planning ERU value reaches less than 172
gpd/ERU.. MDD/ADD Peaking Factor: Decrease the planning peaking factor from the current 1.82, which is equal to the 75th percentile of 6 years of historical data (2008 – 2013), to
a planning peaking factor of less than 1.72.
December 2014 – DRAFT 8-4 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc Distribution System Leakage: Maintain 3-year average DSL under
10 percent to minimize water waste. Customer Support: To provide the service and support necessary to those water customers expressing a desire to conserve water as a part of their
environmental ethic and as a means of minimizing water bills. Regional Support: To support and participate in the South King County CWSP and other applicable regional plans in order
to maintain a reliable and adequate supply of water for the region. The WUE Program measures, as summarized below, are designed to help meet these established goals. 8.2.2 Program Requirements
The WUE requirements emphasize the importance of measuring water usage and evaluating the effectiveness of the City’s program. There are three fundamental requirements of a WUE Program
that the City follows: Planning Requirements – Municipal water suppliers are required to: – Collect data. – Forecast demand. – Evaluate WUE measures. – Calculate DSL. – Implement a
WUE Program to meet their goals. Distribution Leakage Standard – Municipal water suppliers are required to meet a distribution system leakage standard to minimize water loss from their
distribution system. Goal setting and performance reporting – Municipal water suppliers are required to set WUE goals through a public process and report annually to their customers
and DOH. 8.2.3 Mandatory Measures The WUE Program includes supply side measures that the City implements to understand and control leakage including new meters, leak detection surveys,
and water audits. Per the WUE requirements, the following measures shall be continued for the 2015-2020 WUE program: Install production (source) meters. Install consumption (service)
meters. Perform meter calibration.
December 2014 – DRAFT 8-5 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc Implement a water loss control action plan to control leakage
if the 3 year rolling average exceeds 10 percent. Educate customers about water use efficiency practices. Additionally, the following measures that must be evaluated are: Rates that
encourage water demand efficiency (discussed in Chapter 11); Reclamation opportunities (discussed below). The City in the past has complied with these requirements and will continue
to comply with these regulations. 8.2.4 Distribution System Leakage DSL is a significant element in the City’s WUE Program. In the past, distribution leakage was referred to as “unaccounted-for-water
”. To limit DSL, the City has ongoing leak detection, meter calibration, and an active repair and replacement program for water system infrastructure, as detailed in Chapter 12 – Operations
and Maintenance. The City has recently completed a leak detection study of major mains and is determining the best approach to fix several detected leaks. Additionally, the City has
recently increased its efforts to reduce non-payment of bills and water theft. Further, the City has recently updated its SCADA and will implement AMI during the 2015-2020 periods. These
investments should significantly increase the City’s ability to measure DSL both temporally and geographically. The resulting information may allow the City to better target its WUE
activities to reduce DSL. 8.2.4.1 Increasing Effectiveness of the WUE Program with AMI The City is implementing AMI throughout the system during the 2015-2020 program period. AMI will
provide a new tool to improve the effectiveness of the WUE Program measures. AMI can provide detailed water use data for each customer that would allow the City to better understand
water use patterns and target WUE Program measures to specific customers. Data may be sent real-time or stored for several weeks or months. Potential AMI capabilities vary depending
on the chosen hardware and software; however most systems can aid in the WUE Program. Below is a summary of some of the potential uses of AMI. Using advanced algorithms and advanced
metering data, the City may be able to identify customer leaks. Advanced metering is also expected to provide cost savings in the Leak Detection and Repair and Service Meter Replacements
programs. Advanced metering may aid in the City’s efforts to reduce non-payment of bills and water theft.
December 2014 – DRAFT 8-6 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc Comparing production and customer water use, DSL can be evaluated
in greater temporal and geographic detail. For example, DSL may be calculated by month or for a given service area. Advanced metering data can help the City identify groups of customers
to target for WUE measures. It can also be used to track the effectiveness of the measures for the same customers. Advanced metering data will allow additional reporting options to
educate customers, such as their peak water use. AMI may provide substantial benefits for the WUE Program. It is recommended that the City consider the potential water use and cost savings
when implementing AMI in the system. 8.2.5 2015-2020 Demand-Side Program Measures To encourage WUE and support customers, the City has incorporated program measures that target demand
reductions. Under the WUE requirements, a program measure may include water efficient devices, actions, business practices, or policies that promote efficient water use. With 15 measures
as part of the 2015 Program, the City exceeds the minimum DOH requirement of 12 measures. WUE measures can target specific customer classes or a combination of customer classes. The
City’s demand-side program measures are summarized below. 1. School Outreach: School programs will continue to be arranged to educate students on efficient water usage. The Cities of
Kent and Auburn, along with partners Lakehaven Utility District and Soos Creek Water and Sewer District, have hosted the annual two day Water Festival for fourth and fifth grade students
at Green River Community College. The Water Festival provides hands-on activities to teach water conservation, water supply, groundwater and surface water protection, and the water cycle.
The City will conduct alternative or additional outreach if requested by schools. 2. Speakers’ Bureau: The City will seek speaking opportunities to discuss water use efficiency with
a wide-audience spectrum. Topics could include water efficient fixtures and appliances, curbing seasonal peak demands, lawn watering practices, etc. 3. Program Promotion: The City will
seek opportunities for television and/or radio public service announcements for water use efficiency, and submit news articles to local papers and Auburn City Magazine on efficient water
usage especially during the spring and summer months. 4. Theme Shows/Fairs: The City hosts an annual Kids Day fair. The fair includes a wide range of activities for all ages of kids.
As part of the fair, the City has fun water related activities and provides water efficiency brochures and other materials. The City will conduct outreach at other Theme Shows/Fairs
if requested. Water saving device kits are distributed to interested single-family and multiple-family residential customers.
December 2014 – DRAFT 8-7 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc 5. Water Audits: The City will conduct a water audit upon the
request of a customer, including industrial, commercial, and institutional customers. The audits will review items such as: recirculation of cooling water, reuse of cooling and process
water, reuse of treated wastewater, efficient landscape irrigation, low water using fixtures, fixing leaks, and process modifications. 6. Customer Leak Detection: The City identifies
potential leaks through investigation of the water meter upon request of customers. After implementing AMI, the City will evaluate the potential for using the advanced meters to help
identify leaks. 7. Bills Showing Consumption History: The City will continue to provide customer bills showing the previous year’s water usage. After implementing AMI, the City will
evaluate additional reporting options to educate customers on their water use. 8. Water Saving Device Kits: The City will participate in distribution of water use efficiency kits through
education events such as speakers’ bureaus, theme shows, fairs, and through bill insert request forms. 9. WUE Pricing: The City has an inverted block rate structure for single-family
residential customers to encourage WUE. The City will consider WUE in future cost of service/rate studies. Studies should determine the most appropriate water structures and rate levels
to achieve the City’s WUE goals, while generating sufficient revenues for utility operations. It is recommended that the studies consider uniform rates by class, inverted block rates,
seasonal rates, and excess use rates. 10. Water Efficient Toilet Rebate Program: The City will continue to provide rebates to customers that replace old toilets with new high-efficiency
toilets through their EPA WaterSense Toilet Rebate program. 11. Low-Flow Shower Heads Giveaways: The City gives away free low-flow shower heads at the Utility Billing Counter. 12. School
Outdoor Water Use Reduction: The City will target schools in an effort to reduce their outdoor water consumption. Water audits and education on benefits of replacing inefficient irrigation
systems or landscaping (including turf) will be conducted. 13. City Water Use Reduction: The City will audit the water use of City accounts in an effort to identify both indoor and outdoor
water saving opportunities. The Water Utility staff will help educate City account holders on WUE; however, no water budget has been allocated to implement water saving devices at City
facilities. 14. Demonstration Garden: The City maintains a demonstration garden at Well 7. The site includes informational placards on Xeriscaping and the water supply well. 15. Landscape
Workshops: The City hosts Natural Yard Care workshops. Workshops are open to homeowners and landscaping professionals. It is important to note that in addition to the water cost savings
for the WUE measures, other benefits result, both to the utility and to its customers, from WUE activities. Such additional benefits could include:
March 2015 – DRAFT 8-8 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc Significant customer energy savings because water heaters are
the second largest energy users in the home. Hot water use can be reduced almost one-third by costeffective WUE measures, such as water efficient fixtures and appliances. Significant
energy savings can also occur for industrial processes requiring water heating and other power uses. Efficient landscaping and irrigation techniques save on maintenance costs. Reductions
in water production decrease energy required by utilities to treat and distribute water and to collect and treat wastewater. Chemical costs are also reduced in water and wastewater operations.
System measures could provide substantial benefits in addition to water production cost savings including: – Identification of non-revenue water could result in recovery of unbilled
revenue (inaccurate meters) and reduced unauthorized water usage (theft). – Leak detection helps prevent major main breaks, which could result in significant repair costs to the utility.
– Leak detection reduces a utility’s liability due to prevention of potential property damage. – Repair and/or replacement of service and source meters allows a utility to recover unbilled
water revenues. 8.2.6 Reclaimed Water According to WAC 246-290-100 and the WUE requirements, water systems with over 1,000 connections must collect and evaluate information on reclaimed
water opportunities. The City is committed to wastewater reuse and rainwater reclamation, as stated in its official policies summarized in Chapter 3. The City participates in the King
County reclaimed water program; which completed a Reclaimed Water Comprehensive Plan in 2012. Additionally, the City has completed the King County Water Reclamation Evaluation Checklist;
provided in Appendix I. Currently, there are no reclaimed water users in the City. The City considers the most likely users of reclaimed water to be the irrigation customer class. Total
irrigation use for 2013 was 0.34 million gallons. The City has also identified that it may be possible for four large users to use reclaimed water (Boeing, Emerald Downs, Supermall/Walmart,
and Adventist Academy); however, these users have not confirmed an interest in using reclaimed water and there is not currently a reclaimed water source in the area. The City will implement
reclaimed water as a conservation measure and include this savings in the demand projections when specific opportunities arise. The City, in conjunction with King County, may develop
projects or consider participation in water reuse projects and programs developed by adjacent jurisdictions and others as appropriate. The efforts may include demonstration or pilot
projects developed in accordance with applicable federal, state, and local laws and regulations.
December 2014 – DRAFT 8-9 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc 8.2.7 Budget The City has established a budget for each program
measure from 2015-2020, shown in Table 8.2. Program Measure budgets increase by two to three percent over the period, except Program Promotion that increases by up to six percent and
large meter test/repair/replace that is expected to increase by four percent. Upkeep of the demonstration garden is part of the regular maintenance of Well 7; therefore, no additional
budget was allocated. Natural Yard Care workshops are partially funded through the WUE Program. Table 8.3 shows the City’s budget for required WUE measures through the planning period.
Leak detection and repair and service meter replacements are not expected to increase over the program period due to the implementation of AMI. Table 8.1 2015 to 2020 Budget for Each
Program Measure Comprehensive Water Plan City of Auburn Measure 2015 2016 2017 2018 2019 2020 School Outreach(1) $10,540 $10,750 $10,960 $11,170 $11,380 $11,590 Speakers’ Bureau (2)
$1,300 $1,340 $1,380 $1,420 $1,460 $1,500 Program Promotion (3) $7,060 $7,460 $7,860 $8,260 $8,660 $9,060 Theme Shows/Fairs (4), Demonstration Garden (14) & Landscape Workshops (15)
$1,300 $1,340 $1,380 $1,420 $1,460 $1,500 Water Audits (5), Customer Leak Detection (6), School Outdoor Water Use Reduction (12), & City Water Use Reduction (13) $19,620 $20,270 $20,920
$21,570 $22,220 $22,870 Bills Showing Consumption History (7) $2,610 $2,690 $2,770 $2,850 $2,930 $3,010 Water Saving Device Kits (8) $9,130 $9,410 $9,690 $9,970 $10,250 $10,530 Conservation
Pricing (9) $9,130 $9,410 $9,690 $9,970 $10,250 $10,530 Toilet Rebates (10) & Low-flow Shower (11) Heads $5,910 $6,030 $6,150 $6,270 $6,390 $6,510 Totals $66,600 $68,700 $70,800 $72,900
$75,000 $77,100
March 2015 – DRAFT 8-10 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc Table 8.2 2015 to 2020 Budget for System Required WUE Measures
Comprehensive Water Plan City of Auburn 2015 2016 2017 2018 2019 2020 Leak Detection & Repair $33,000 $33,000 $33,000 $33,000 $33,000 $33,000 Large Meter Test/Repair/Replace $67,000
$69,700 $72,500 $75,400 $78,400 $81,500 Service Meter Replacements $235,000 $235,000 $235,000 $235,000 $235,000 $235,000 Total $335,000 $337,700 $340,500 $343,400 $346,400 $349,500 8.2.8
Public Participation The City publishes its Water Use Efficiency Annual Performance Report on the Water Utility webpage and is summarized in the Annual Water Quality Report,. The report,
also submitted to DOH, provides the City’s DSL, date of most recent public forum, WUE goals, description of progress in reaching goals, and additional information on WUE efforts. The
City website provides the last three years of Efficiency Reports allowing customers to compare performance between several years. The City’s website also prominently displays its Conservation
Promotions, including frequently asked questions and rebate forms, that are also available at the Utility Billing counter. The City has conducted a public process to establish its 2015-2020
WUE Program Effectiveness goals, which are outlined in the next section. A public meeting was held on October 20, 2014 at 3:30 PM. Public comments were incorporated into the WUE goals,
and are in Appendix M. 8.2.9 2015-2020 WUE Program Effectiveness The City’s water use, both on average basis and on peak demand days, has declined for over a decade. An aggressive WUE
Program is likely a major reason for this decline; however, it is difficult to estimate the actual water savings directly resulting from the City’s WUE Program because the measures are
not directly quantifiable. Measures such as rebates for high-efficiency toilets and low-flow showerheads, do have a direct water savings per device. The impacts on customer water use
as a result of public education, which is the main focus of the City’s WUE Program, is challenging to measure, as the response of each participant varies greatly. 8.2.9.1 Future Methods
for Measuring Program Effectiveness The existing program effectiveness was evaluated using system-wide historical water use data. Future program effectiveness may measure the effectiveness
of the City’s WUE Program based on targeted public education programs to customers in a particular area. This area could be limited to a particular pressure zone, group of neighborhoods,
etc., but should be an area for which the City can track water use before and after participation in
December 2014 – DRAFT 8-11 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc WUE activities or events. Winter months would provide an estimate
on indoor water use, since outdoor water use, such as irrigation, are kept to a minimum during the winter. Summer months could provide an estimate on total indoor and outdoor water use.
The first step would be to establish a baseline from historical information. The second step is to evaluate the resulting water use after promoting WUE through targeted activities and
events to customers in the defined area. AMI may provide additional capabilities to more easily perform these studies. It is recommended that water use be tracked for an additional year
to identify seasonal trends. Some consideration would need to be given to variations in weather and economic conditions. Another method would be to perform the same before/after water
use analysis for WUE Program participants who volunteer and provide their address. The resulting information would be valuable for the City to correlate its WUE Program efforts with
direct water savings for its customers. 8.2.9.2 Cost Savings The WUE Program primarily provides cost savings in two ways. Reducing demand may reduce or delay capital projects for additional
supply and expanded distribution infrastructure. Additionally, reducing DSL can provide additional revenue, as well as increase the efficiency of supplying existing water uses. The City
has completed a cost analysis of their proposed WUE Program using historical data and projected annual water savings. The City has exceeded its WUE Program goal of five percent water
use savings from 2008 through 2013; where actual savings were nine percent. However, significant portions of the water use savings may be attributed to the factors other than the WUE
Program, such as the economy. To calculate cost savings, it was assumed that the WUE Program only achieved its goal of five percent, rather than the 17 percent reduction; this corresponds
to savings of 0.3 mgd of ADD from 2008 to 2013. The City will budget approximately $401,600.00 for the WUE Program in 2015. This budget includes both the WUE Program measures ($66,600.00),
and the required measures, ($335,000.00). This annual expenditure is budgeted and expended through the City’s operation and maintenance budget. Based on the projected 2015 budget and
the estimated annual water savings of 0.06 mgd, projected unit cost of water from the City’s program for 2015 is estimated to be $0.0181 per gallon on average. It is important to consider
the majority of the WUE budget is for service meter replacements, which is a key Utility business practice to maintain accurate billing and payment. Without these costs, the estimated
cost for each gallon of water saved by the WUE Program is only $0.0045 per gallon on average. Additionally, WUE plays an important role in reducing the need for new supplies and delaying
costly distribution system upgrades.
December 2014 – DRAFT 8-12 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc 8.2.10 Projected Water Demand The projected water savings from
the 2015-2020 WUE Program goals are represented in the low demand scenario presented in Chapter 4. The WUE Program is only applicable to retail customers. The projected water demand
for the Retail Water Service Area with and without WUE for the ADD and the MDD are presented in Table 8.4. Demands are presented for the 20-year planning period, as well as the Ultimate
demand. The planning ERU value of 172 gpd/ERU will be achieved in 2025 based on an annual one percent decrease. No further reductions in demand are projected beyond 2025. Figure 8.1
is a graphical representation of the data in Table 8.4. As shown in the table, WUE measures are projected to result in an average day reduction in retail demand of 1.08 mgd by 2035,
representing a reduction of approximately 12 percent. A reduction of 0.54 mgd (7 percent) is projected by 2020. The MDD to ADD peaking factor was reduced from of 1.82 to 1.73, per the
City’s goals. As shown in the table, WUE measures are projected to result in a reduction in retail MDD of 1.72 mgd (12 percent) by 2020, and approximately 2.78 mgd (17 percent) by the
year 2035. Note, Table 8.4 assumes the reduction in peaking factor occurs in 2015. The last year of historical data is in 2013; therefore, consistent with the current WUE Program, the
demand projections assume one percent reduction in 2014. 8.2.11 Summary of Water Use Efficiency Program The City with the WUE Program provides for efficient water use and supports continued
growth. This program fulfills all the necessary requirements of DOH. The selected program measures will allow the City to meet its WUE goals, resulting in decreased water demand. Measures
are inter related and will help the City achieve its goals to both reduce average water use and peak water use per customer. Public education measures (showing water use in bills, workshops,
school outreach, fairs/trade shows, etc.) will continue to be a main focus of the WUE Program to increase customer awareness and knowledge of WUE opportunities. Public education is needed
to support the City’s other WUE measures and to support reductions in both average and peak water use. Continued appliance rebates and shower head give-away help customers implement
what is learned in the public education campaign. With the implementation of AMI, it is expected that the City and customers will be able to identify substantially more water loss reduction
opportunities than previously possible. Therefore, customer and City leak detection, water audits, and meter repair and replacement may have a prominent role in the 2015-2020 WUE Program.
The increased water loss reduction activities are expected to support reducing average water use. The program will also continue to provide financial disincentives for excessive water
use through metering and WUE pricing. This aspect of the program is likely to help reduce peak water usage further. These measures will result in the City being able to achieve its WUE
goals, which results in reduced demand.
December 2014 – DRAFT 8-13 pw://Carollo/Documents/Client/WA/Auburn/7888A00/Deliverables/Chapter 04/Water Requirements.doc In conclusion, the City will maintain the target water use efficiency
goal of one percent reduction per year in the planning ERU value from 195 gpd per ERU to 172 gpd per ERU by 2025. Additionally, it is the City’s goal to reduce the MDD/ADD peaking factor
from 1.82 to 1.72. The goals will be reached through implementation of the proposed program measures. Table 8.3 Retail ADD & MDD with and without WUE Comprehensive Water Plan City of
Auburn Demand 2014 2015 2016 2017 2018 2019 2020 2021 2025 2035 Ultimate ADD w/o WUE 7.12 7.17 7.26 7.36 7.45 7.54 7.63 7.74 8.42 9.15 11.65 ADD w/WUE 7.05 7.03 7.04 7.06 7.08 7.09 7.09
7.10 7.42 8.07 10.26 Savings 0.07 0.14 0.22 0.30 0.37 0.45 0.54 0.64 1.00 1.08 1.39 % Savings 1% 2% 3% 4% 5% 6% 7% 8% 12% 12% 12% MDD w/o WUE 12.40 13.06 13.22 13.40 13.56 13.74 13.91
14.09 15.32 16.66 21.20 MDD w/WUE 11.63 12.09 12.11 12.15 12.15 12.18 12.19 12.23 12.77 13.88 17.67 Savings 0.77 0.97 1.11 1.25 1.41 1.56 1.72 1.86 2.55 2.78 3.53 % Savings 6% 7% 8%
9% 10% 11% 12% 13% 17% 17% 17%
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_08_01 7.12 7.26 7.54 7.74 8.42 9.15 7.05 7.04 7.09 7.10 7.42 8.07 12.40 13.22 13.74 14.09 15.32 16.66 11.63 12.11 12.18
12.23 12.77 13.88 6.00 8.00 10.00 12.00 14.00 16.00 18.002010 2015 2020 2025 2030 2035 Demand (mgd) Year ADD w/o WUE ADD w/WUE MDD w/o WUE MDD w/WUE DEMAND SAVINGS FIGURE 8.1 CITY OF
AUBURN COMPREHENSIVE WATER PLAN
December 2014 -DRAFT 9-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Chapter 9 SYSTEM ANALYSIS 9.1 INTRODUCTION The City of Auburn (City), Washington operates
a multi-source municipal water system (DOH ID 03350V) that includes supply, treatment, storage, and distribution of potable water to retail customers within and adjacent to the City,
as well as provides wholesale supplies to neighboring purveyors. Service is provided through four major service areas that are further divided into pressure zones as required by local
topography. An evaluation of the City’s water system was conducted to identify deficiencies in system infrastructure and improvement projects. The following sections outline the methodology,
identified deficiencies, and potential improvements for: pump stations, storage, and the distribution system. This chapter presents the sizing of improvement projects and the planning
horizon they would be required (short-term from 2015-2020, medium-term from 2021-2024, and long-term from 2025-2035). Costs for the improvements were developed as part of the Capital
Improvement Program (CIP) in Chapter 10. 9.2 PUMP STATION ANALYSIS The City’s pump stations (PS) and booster pump stations (BPS) are vital infrastructure that play a key role in serving
the City’s customers. The PSs and BPSs were analyzed to ensure there was sufficient redundancy and reliability capacity to maintain the required level of service. A desktop analysis
was conducted to identify PS and BPS deficiencies and improvements. The analysis compared the PS and BPS supply capacity to the required demand and fire flows for each service area and
applicable pressure zone. The City’s water system PSs and BPSs were evaluated based on open or closed zone criteria, as defined by DOH: Open zones are operated from a storage reservoir
(i.e., Reservoir 2). PSs and BPSs are required to have capacity to supply the maximum day demand (MDD). Fire Flows are met from the storage reservoir. Closed zones do not have storage
(i.e., Lea Hill 648 Pressure Zone) and are required to have capacity to supply the peak hour demand (PHD) and fire flow. The pump station analysis considered each PS and BPS, where open
zone and closed zones were evaluated separately. Additionally, it is the City’s policy that PSs and BPSs meet the required flow with the largest pump out-of-service (redundancy criteria)
and have emergency backup power (reliability criteria).
December 2014 -DRAFT 9-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.2.1 Open Zones Booster Pump Station Analysis Each of the City’s service areas contain
multiple storage reservoirs, which are typically located in the largest pressure zone of the service area. PS and BPS discharging into these pressure zones were evaluated using the open
zone criteria presented in this chapter. The Lea Hill and Lakeland Hills Service Areas have separate sources of supply in addition to the PS and BPS. In these cases, all available supplies
were used to meet the required MDD flow. As with the supply analysis, the reliable capacity (emergency power) and redundant capacity (largest pump out of service) were calculated separately,
and the lesser value was used as the PS and BPS capacity in the analysis. It is important to clarify that the largest single pump or intertie was removed, such as a fire pump in a PS
or intertie. The results of the open zone pump station analysis are presented by service area. 9.2.1.1 Lakeland Hills Service Area The Lakeland Hills Service Area is supplied from the
Upland Well Field (Well 5, Well 5A, and Well 5B) and by the Valley Service Area using the Terrace View BPS. The Terrace View BPS was constructed in 2010 to supply the Lakeland Hills
630 pressure zone from the Valley Service Area, which is then distributed to the entire service area. Lakeland Hills 630 Pressure Zone contains two reservoirs (Reservoirs 5 and 6). Therefore,
the Terrace View BPS was evaluated based on the open zone criteria. Combination of the Terrace View BPS and the Upland Well Field (Wells 5, 5A, and 5B) were evaluated to serve the entire
Lakeland Hills Service Area demand. Well 5 was removed from the redundant source capacity as the single largest pump in the service area, as well from the reliable source capacity in
the short-term planning horizon. The City is planning to rehabilitate Well 5, including adding emergency backup power, in the mediumterm planning horizon that will fulfill CIP Project
S-06 from the previous plan. The resulting redundant supply capacity is 1.84 mgd, which is 0.95 mgd greater than the 2035 MDD, as shown in Table 9.1. Therefore, no pumping improvements
are recommended. Table 9.1 Summary of Pump Station Capacity for Open Zones in 2035 Comprehensive Water Plan City of Auburn Parameter Lakeland Hills Academy Lea Hill Projected MDD, mgd
0.89 1.44 2.92 Redundant or Reliable Capacity Source Capacity 1.20 0.00 3.32 Firm PS Capacity 1.58 1.52 5.05 Combined Capacity 2.78 1.52 8.38 Excess (Deficit) Pump Capacity, MG 1.89
0.08 2.13
December 2014 -DRAFT 9-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.2.1.2 Academy Service Area The Academy Service Area is supplied from the Valley Service
area using the Academy PS. The pump station includes two separate facilities, Academy PS 1 and Academy PS 2, which are jointly operated based on levels in Reservoirs 8A and 8B located
in the Academy 531 Pressure Zone. Therefore, the Academy PS 1 and 2 facilities were evaluated based on the open zone criteria. The combined redundant or reliable supply capacity of the
Academy PS stations is 1.52 mgd. The pump stations have sufficient capacity to supply the Academy Service Area through 2035 as shown in Table 9.1, however, additional supplies will be
needed shortly thereafter. The City has identified that the Academy PS 1 facility has reached the end of its usable life and needs replacement in the short-term planning horizon; therefore,
it was recommended for replacement. The new Academy PS 1 should be upsized to 1.44 mgd (1,000 gpm) to meet future demands. The additional supply will also aid in reducing storage requirements
in the service area. It is recommended that the pump station be expandable, so the combined Academy pump stations can serve the ultimate demand of 2.59 mgd. The City may also consider
the expansion of the Academy PS 2 facility, rather than replacing the Academy PS 1 facility. 9.2.1.3 Lea Hill Service Area Historically, the Lea Hill Service Area has been supplied from
the Valley Service area using the Lea Hill PS and the Green River PS. In 2014 the City added wholesale water supply from Tacoma through the 132nd Ave SW intertie. The intertie and PSs
supply the Lea Hill 563 Pressure Zone, which includes Reservoirs 4A and 4B. Therefore, the Lea Hill and Green River PSs were evaluated based on the open zone criteria. The 132nd Ave
SW Intertie is considered out-of-service in the redundancy scenario, as the single largest source. The Lea Hill PS, constructed in 1965, was the original source of supply for the Lea
Hill Service Area. The City is planning to decommission the Lea Hill PS at the end of its usable life, likely around 2025; therefore, it was not considered in the longterm planning horizon.
The Green River PS was constructed in 1999 to support the intertie PS in providing wholesale water. In accordance with contract terms, the City does not consider the wholesale water
to these customers in the system analysis as the supply is interruptible; therefore, the entire capacity of the Green River PS (5.05 mgd) was used to meet Lea Hill Service Area demands.
The City is planning to add emergency power to the Green River PS in 2018, which fulfills CIP project PS-03 from the previous plan; therefore, it was considered reliable in the future
planning horizons. The reliable and redundant pump capacity for Lea Hill is more than sufficient to meet the required flows through 2035. No additional improvements are recommended.
December 2014 -DRAFT 9-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.2.2 Closed Zone Booster Pump Station Analysis The City operates a closed zone in each
of its service areas. The PSs and BPSs serving these pressure zones were evaluated using the closed zone criteria presented above. The results of the closed zone pump station analysis
are presented by service area below. 9.2.2.1 Lakeland Hills BPS The Lakeland Hills BPS, which was completed in 2013, provides the PHD and fire flows to the closed Lakeland Hills 697
Pressure Zone from the Lakeland Hills 630 Pressure Zone. Lakeland Hills Elementary School is located in the pressure zone and requires 4.50 mgd (3,125 gpm) of fire flow, which is the
largest in the service area. The Lakeland Hills BPS has 6.1 mgd of redundant and reliable pumping capacity. This pump capacity is more than sufficient to meet the required 5.0 mgd of
flow in 2035, as presented in Table 9.2. Therefore, no pumping improvements are recommended. Table 9.2 Summary of Booster Pump Station Capacity for Closed Zones in 2035 Comprehensive
Water Plan City of Auburn Lakeland Hills Academy East Lea Hill Parameter 697 Pressure Zone 578 Pressure Zone 648 Pressure Zone Projected PHD, gpm 0.5 0.3 0.29 Fire Flow, gpm 4.5 3.6
2.16 Total Required Capacity 5.0 3.9 2.45 Total Source Capacity 10.6 5.9 2.88 Reliable Source Capacity 6.1 4.1 1.44 Excess (Deficit) Existing Capacity, MG 1.1 0.2 (1.01) 9.2.2.2 Academy
East BPS The Academy East BPS, constructed in 2014, serves the new and expanded Academy 585 Pressure Zone from the Academy 531 Pressure Zone. The Academy 585 Pressure Zone replaces the
previous Academy 565 Pressure Zone that was served by the now decommissioned Janssen’s Addition PS. The BPS serves the pressure zones PHD and the required non-residential fire flow of
3.6 mgd (2,500 gpm). The redundant, reliable supply capacity of 4.1 mgd is sufficient to meet the total required capacity of 3.9 mgd in 2035, as presented in Table 9.2. Therefore, no
pumping improvements are recommended.
December 2014 -DRAFT 9-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.2.2.3 Intertie Booster Pump Station The Intertie PS consists of two separate pump stations.
The larger pump station delivers wholesale supplies to King County Water District #111 (WD #111) and was not evaluated. The Intertie BPS serving the closed Lea Hill 648 Pressure Zone
was evaluated. The Intertie BPS serves the PHD and 2.16 mgd (1,500 gpm) residential fire flow from the Lea Hill 563 Pressure Zone. The BPS does not have redundant fire flow pumps; therefore,
the pump station capacity is reduced from a total of 2.88 mgd to 1.44 mgd when the largest pump is out of service. This reduced capacity cannot meet the required flows starting in the
shortterm planning horizon. It is recommended that the Intertie BPS be expanded to provide a second 1.44 mgd (1,000 gpm) fire flow pump. The resulting increased capacity will be more
than sufficient to meet the required flows in 2035. Additionally, it is recommended that the BPS and related piping be reconfigured to independently isolate and pump down the Lea Hill
Reservoirs (4A and 4B). The new configuration will provide operational flexibility and increase the available storage from the reservoirs. 9.2.2.4 Game Farm Park Pump Station The Game
Farm Park PS provides supplies to the Game Farm Wilderness Park from the Coal Creek Springs transmission main. The pump station is adequately sized for the necessary demand, but does
not have a redundant fire pump or emergency power. Additionally, the current pump station is in poor condition and difficult to access. It is recommended that the City replace the pump
station in the short-term planning horizon, which is consistent with the previous plans (CIP project PS-08). The City is currently investigating replacing the Coal Creek Springs transmission
main where it crosses the White River. As part of this project, the City should consider adding a transmission main to serve the Game Farm Park from the Valley 242 Pressure Zone distribution
system. If cost effective, the transmission main would eliminate the need for a new pump station. 9.2.3 Summary of Pump Station Improvements The City’s existing pump stations are generally
well-sized to meet future demands. Several pump station improvements were recommended to meet the City’s pump station criteria and address infrastructure that has reached the end of
its usable life. The pump station improvements include: New 1.44 mgd (1,000 gpm) Academy PS 1 in the short-term planning horizon. Add emergency power to Green River PS in the short-term
planning horizon. Add an additional 1.44 (1,000 gpm) fire pump to the Intertie BPS in the short-term planning horizon. Replace the Game Farm Park Pump Station at the end of its usable
life.
December 2014 -DRAFT 9-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.3 STORAGE ANALYSIS The City of Auburn currently maintains a total of 16.2 million gallons
(MG) of water storage in eight water reservoirs located throughout the service area. Redundant storage is provided in each of the City's major service areas. Historically, the City has
considered each service area independently. New sources and pump stations now allow for reliable and redundant operation of the system as interconnected whole, rather than separate service
areas. The storage analysis reflects the new operational ability by allowing sharing of Emergency Storage between the zones. The existing infrastructure and customer expectations still
require that other storage components, such as fire suppression storage, be stored in individual service areas. The following sections describe the five required categories of storage,
summarize the capacity of the system to meet the storage needs of each service area, and present recommendations to address identified storage deficiencies. 9.3.1 Storage Requirements
The City’s reservoir storage requirements are based on the Washington Administrative Code (WAC) 246-290, Department of Health (DOH) Water System Design standards, and the City’s policies
presented in Chapter 3. The water storage volumes comprise five categories: Operational Storage, Equalizing Storage, Emergency Storage, Fire Suppression Storage, and Dead Storage. These
components of storage are shown schematically in Figure 9.1. The five categories of reservoir storage are defined herein. 9.3.1.1 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. Operational Storage volume of at least 1 to 2 feet is typically provided. 9.3.1.2 Equalizing Storage Equalizing
storage volume is the total volume needed to satisfy the PHD that exceeds the capacity of the supply system. The WAC 246-290-253 requires that Equalizing Storage provide for peak demands.
DOH recommends that Equalizing Storage for systems with continuous supplies be calculated based on a utility-specific diurnal demand curve for the MDD or similar utility-specific criteria.
Equalizing volume requirements are typically greatest on the MDD and are often represented as a percentage of the MDD. The City requires Equalizing Storage of 25 percent of MDD (see
criteria in Chapter 3). This criteria has historically been used by the City and is considered conservative as the MDD to PHD peaking factor has declined in recent years.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Fig_09_01.dox DEAD FIRE SUPPRESSION EMERGENCY EQUALIZING OPERATIONAL Storage while supply sources are off Storage to meet
peak hour demands that exceed supply Storage for emergencies or unusual conditions Storage to provide required fire flows Storage unavailable to highest served customerCOMPONENTS OF
STORAGE FIGURE 9.1 CITY OF AUBURN COMPREHENSIVE WATER PLAN
December 2014 -DRAFT 9-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.3.1.3 Emergency Storage Emergency Storage volumes, also known as Standby Storage, 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. Emergency Storage volumes are not typically sized for long-term water disruptions. These types of major emergencies
should be covered under emergency system operation planning. The City requires Emergency Storage volumes be delivered at a minimum of 20 psi or higher throughout the system. DOH recommends
a minimum of 200 gallons per equivalent residential unit (gal/ERU) of Emergency Storage. Additional storage is recommended by DOH when two times the average day demand (ADD) less system
supplies with the largest source out-of-service is greater than 200 gal/ERU. In lieu of applying the DOH recommendations, the City has developed a conservative criteria that accounts
for the unique aspects of the City’s water system. The City’s Emergency Storage criteria is stated in Chapter 3, policy 3.8.18. The criteria can be mathematically represented as the
larger of: 2*MDD -(QTotal Supply-QLargest Source) Or 2*MDD -QReliable Supply The criteria reflects the City’s substantial investment in redundant and reliable supplies and pump stations.
The criteria requires twice the MDD of reliable and firm supply and pumping capacity or Emergency Storage is required. The QLargest Source represents the largest single source in the
system, such as Coal Creek Springs. Previously, the City considered the large source out-of-service in each service area. Emergency Storage is in addition to Fire Suppression storage
and is presented in the next section. 9.3.1.4 Fire Suppression Storage Fire Suppression Storage is the volume of storage required to deliver rate and duration of fire flows prescribed
by local fire protection authorities, while maintaining a minimum pressure of 20 psi during MDD conditions (WAC 246-290-230 (6)). Since a fire can occur at any time during the day, the
Fire Suppression Storage must be in addition to the Equalizing and Operational Storages. The City stacks their Fire Suppression and Emergency Storages, where the Emergency and Fire Suppression
Storages maintain separate volumes. In the system analysis, the Fire Suppression Storage was placed below Emergency Storage at the bottom of the usable volume of each reservoir. Fire
flows required by existing structures vary within the water service area. The systemwide requirement is 1,500 gpm for two hours for single-family residential units and 2,500 gpm is required
for a duration of two hours for all non-residential units except City Parks
December 2014 -DRAFT 9-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc and open areas. The fire marshal has required fire flows in excess of these general requirements
for buildings throughout the system, which is described in detail in Section 9.4.4. The maximum fire flow and fire suppression volume for each major service area is shown in Table 9.3.
Table 9.3 Maximum Fire Flows Comprehensive Water Plan City of Auburn Service Area Flow gpm Duration hours Fire Suppression Volume, MG Location Valley 4,000 4 0.96 Various Distribution
Facilities Academy 4,000 4 0.96 Adventist Academy Lea Hill 4,000 4 0.96 Wesley Homes Sr. Housing (Main Lodge) Lakeland Hills 3,125 3 0.56 Auburn Elementary School at Lakeland 9.3.1.5
Dead Storage Volume Dead Storage is the volume of water at the bottom of a storage tank that is unusable. The storage volume is considered dead if it is located below the outlet pipe
and cannot be used because of hydraulic limitations, or if it is located below the lowest water surface elevation that meets the minimum design pressure storage (20 psi of pressure during
the MDD and a fire flow event) for all customers (WAC 246-290-230(5) and (6)). For planning purposes, a minimum of 1 foot of Dead Storage is used. This minimum volume may account for
sediment, water inaccessible due to outlet configuration, and/or air entrainment when supplying fire flows from a partially submerged outlet pipe. A summary of the Dead Storage in existing
reservoirs is presented in Table 9.4. Booster pump stations may allow Dead Storage to be used as long as they do not cause system pressures to fall below the minimum pressure. For the
Lakeland Hill Reservoir 5, the pumps for the boosted zone can drain the reservoirs down to the outlet; therefore, 1 foot of Dead Storage was assumed for this reservoir. 9.3.2 Storage
Analysis Results The four service areas were evaluated to ensure each are provided with the required usable Operational, Equalizing, Fire Suppression, and Emergency Storage volumes.
Reflecting the interconnectedness of the system, excess storage in higher service areas (e.g., Lea Hill, Lakeland Hills and Academy) can be used in the Valley Service Area and vice versa.
The storage analysis compares the required storage, based on the criteria in Section 9.3.1, and the available storage. Storage excess or deficiencies were identified for each service
area.
December 2014 -DRAFT 9-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Table 9.4 Reservoir Dead Storage Comprehensive Water Plan City of Auburn Reservoir Nominal
Volume per Foot, MG/ft Outlet Elevation, ft Maximum Service elevation within zone, ft Required Tank Elevation(1), ft Dead Volume, MG Dead Volume, % Valley 1 0.20 268.50 235 268.50 0.20
5% Valley 2 0.12 220.42 168 214.16 0.12 4% Academy 8A + 8B 0.037 469.0 410 468.0 0.04 2% Lea Hill 4A + 4B 0.031 499.0 456 517.16 0.59 29% Lakeland Hills 5 0.017 578.0 547 577.0 (2) 0.02
2% Lakeland Hills 6 0.025 575 547 593.16 0.29 33% Notes: (1) Assumes a minimum static pressure of 20 psi. (2) The boosted zone of Lakeland Hills can drain the tank down to the suction
elevation of the booster pump (577.00 ft), thus providing fire flow service to elevated zones normally served by the reservoir. 9.3.2.1 Valley Service Area Storage for the Valley Service
Area is contained within Reservoir 1 and 2, which have a combined available storage volume of 8.23 MG (8.55 MG less the total dead volume of 0.32 MG). Reservoir 2 is maintained at the
Valley 242 Pressure Zone HGL. Reservoir 1 serves the Valley Service Area via pressure reducing valve (PRV) 1, generally operated at the Valley 288 Pressure Zone HGL. The required storage
volume for the service area was calculated using the methodology presented in the previous section and presented in Table 9.5. The demand presented in Table 9.5 represents the MDD for
the medium scenario presented in Chapter 4. The reliable or redundant supply for each service area are also presented, as Emergency Storage is affected by supplies. As previously discussed,
Coal Creek Springs was considered out-of-service when calculating the redundant supply capacity. Detailed results for all planning horizons are provided in Appendix N. The Valley Service
Area does not have sufficient storage volume in Reservoirs 1 and 2 to meet storage volume requirements. The deficiencies are driven by Emergency Storage
December 2014 -DRAFT 9-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc requirements. Deficiencies are largest in the short-term planning horizon and decrease
as additional supplies are brought online. A combination of storage and supplies are needed to eliminate these deficiencies, as shown in Table 9.6. The City has excess storage in the
Lakeland Hills and Academy Service Areas that can be used to reduce Emergency Storage needs in the Valley. Additional PRVs from the Academy and Lakeland Hills Service Areas to the Valley
Service Area may be required to facilitate the transfer of storage. There is not sufficient storage in the service areas to meet all Valley storage deficiencies; therefore, new storage
and supply improvements are needed. An additional 2.3 mgd (approximately 1,600 gpm) of supply projects may be moved to the short-term planning horizon to meet storage deficiencies. For
example, the Well 7 Treatment Project Phase 1 can be moved from medium-term to the short-term planning horizon (2.5 mgd of supply). In addition to existing storage, 1.0 MG of new storage
volume constructed in the medium-term planning horizon will eliminate deficiencies in the mediumterm and long-term planning horizon. The new storage is required to provide Emergency
Storage, which may be contained in multiple reservoirs and other service areas. As an alternative to the supply project, the City may consider constructing a new 2.0-MG Valley Reservoir
anticipated to be located on existing City-owned property, which was recommended in previous plans. This reservoir may provide the City with improved hydraulic performance, as well as
additional flexibility in implementing supply projects. Algona and MIT demands are supplied from the Valley, but are not considered in the Valley Storage analysis. Algona owns storage
in Lakeland Hills Reservoir 6 and is addressed in Section 9.3.2.4 MIT demands are tied directly to Coal Creek Springs flows; therefore, no storage has been reserved. Table 9.5 Summary
of Reservoir Storage Analysis in 2035 Comprehensive Water Plan City of Auburn Parameter Valley Academy Lea Hill Lakeland Hills Projected MDD 11.41 1.44 2.92 0.89 Reliable or Redundant
Source Capacity 16.29 2.52 8.37 2.78 Required Storage, MG Operational 0.24 0.07 0.06 0.03 Equalizing 2.85 0.36 0.73 0.22 Emergency 6.53 0.36 0.00 0.00
December 2014 -DRAFT 9-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Table 9.5 Summary of Reservoir Storage Analysis in 2035 Comprehensive Water Plan City
of Auburn Fire Suppression 0.96 0.96 0.96 0.56 Total Required Storage 10.58 1.75 1.75 0.81 Total Existing Storage 8.23 2.62 1.47 1.33 Excess (Deficit) Existing Storage, MG (2.35) 0.87
(0.28) 0.52 Table 9.6 Summary of Reservoir Storage Analysis in 2035 with Improvements Comprehensive Water Plan City of Auburn Parameter Valley Academy Lea Hill Lakeland Hills Projected
MDD 11.41 1.44 2.92 0.89 Reliable or Redundant Source Capacity 16.29 2.52 8.37 2.78 Required Storage, MG Operational 0.24 0.07 0.06 0.03 Equalizing 2.85 0.36 0.73 0.22 Emergency 6.53
0.36 0.00 0.00 Fire Suppression 0.96 0.96 0.96 0.56 Total Required Storage 10.58 1.75 1.75 0.81 Existing Storage 8.23 2.62 1.47 1.33 Shared Storage 1.39 -0.87 0.00 -0.52 New Storage
1.00 0.00 0.28 0 Total Available Storage 10.62 1.75 1.75 0.81 Excess (Deficit) Existing Storage, MG 0.04 0.00 0.00 0.00 9.3.2.2 Lea Hill Service Area There is currently 1.47 MG of available
storage provided in the Lea Hill Reservoirs 4A and 4B (2.06 MG total storage less 0.59 MG of dead volume). By 2035 the service area will require 1.75 MG of storage, as shown in Table
9.5. Based on existing infrastructure, the Lea Hill Service Area is deficient in storage throughout the planning periods. In the shortterm, the available storage can be increased by
configuring the BPS to independently drawdown the Lea Hill Reservoirs. This would allow the City to access 0.24 MG of Dead Storage, assuming Reservoir 4B is drawn down. This work could
be included with the fire pump improvements discussed earlier in this chapter. To maintain sufficient fire flows, the tanks should not be simultaneously drawn down.
December 2014 -DRAFT 9-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc A small amount (0.04 MG) of additional storage would be required to eliminate the longterm
storage deficiency. This storage may come from changes to operational strategies, distribution improvements to reduce dead storage from distribution, or a small increase in pumping from
the Valley Service Area. 9.3.2.3 Academy Service Area There is currently 2.62 MG of available storage provided in the two Academy Reservoirs (2.66 MG total storage less 0.04 MG of dead
volume). The Academy Service Area requires 1.75 MG of storage by 2035, as shown in Table 9.5; therefore, there will be a 0.87 MG surplus storage by 2035. This surplus has been allocated
as Valley Emergency Storage. The storage calculations include the replacement of Academy PS 1 in the short-term planning horizon, as discussed in Section 9.2. Without this project, the
service area would be deficient in storage in the long-term planning horizon by a maximum of 0.13 MG in 2035. 9.3.2.4 Lakeland Hills Service Area The Lakeland Hills Reservoir currently
has 1.33 MG of available storage (1.94 MG total storage less 0.31 MG of Dead Storage less 0.3 MG of storage reserved forAlgona). Algona currently owns 0.18 MG of storage in Lakeland
Hills Reservoir 6. In 2014, Algona requested an additional 0.12 MG of storage to meet their long-term storage needs. The City has indicated they are willing to sell this storage to Algona
and discussions are ongoing. Therefore, a total of 0.3 MG of storage for Algona has been reserved in the Lakeland Hills Service Area. The Lakeland Hills Service Area has sufficient storage
throughout the planning period, requiring 0.81 MG of storage by 2035, as shown in Table 9.5; therefore, there will be a 0.52 MG surplus storage by 2035. The excess storage in the Lakeland
Hills Service Area has been allocated as Valley Emergency Storage. 9.3.3 Summary of Storage Improvements Storage deficiencies were identified in the Valley, Lea Hill, and Academy Service
Areas. PSs and BPSs are generally well-sized to meet future demands. Several pump station improvements were recommended to meet the City’s pump station criteria and address infrastructure
that has reached the end of its usable life. The pump station improvements: Well 7 Water Quality Phase 1 or other supply project in short-term planning horizon. 1.0 MG of additional
storage volume for Valley Service Area. PRV station from Academy to Valley Service Area. PRV station from Lakeland Hills to Valley Service Area. 9.4 HYDRAULIC MODEL The hydraulic
model was the primary tool for evaluating the distribution system. The City’s model provides the ability to evaluate current conditions in the system and to evaluate what if scenarios
for future growth and infrastructure. The City’s current model has undergone an
December 2014 -DRAFT 9-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc extensive update and calibration since the last Plan. Additionally, the latest demand
projects have been incorporated into the model. Details on each of these activities are provided below. 9.4.1 Model Conversion and Update The City’s hydraulic model was converted to
Innovyze’s InfoWater in 2013 to aid in the development of the City’s Unidirectional Flushing (UDF) program. Additionally, the new model platform is fully integrated with ESRI’s ArcView
to provides a more robust and userfriendly interface. Previously, the City’s water hydraulic model was developed using the WaterCAD (Version 8i) hydraulic modeling package, developed
by Bentley Systems, Inc. The updated model contains 3,876 nodes and 4,786 pipes. In addition, there were 10 tanks, 13 well and spring sources, and 48 pumps. The conversion and update
of the City’s former hydraulic model is documented in a Technical Memorandum entitled Hydraulic Model Update and Calibration (Appendix O). As part of the model conversion work, the model
was updated to match the City’s GIS based infrastructure and distribution system information. The pipe network was updated to include additional 6-inch diameter mains, which were largely
dead-end mains. Most water mains with diameters equal to and less than 4 inches were not included unless they are linked to a hydrant, or needed for connectivity issues. Discrepancies
between the hydraulic model and the updated GIS data were identified and resolved using as-built drawings, revised field verified record drawings, and staff’s institutional knowledge.
The resulting updated InfoWater model was used for the City’s UDF program and the Plan. The model has been continually updated with recent projects and field verified infrastructure.
Documentation of key model changes by service area are summarized in Appendix O. 9.4.2 Model Calibration The purpose of the water system hydraulic model is to estimate, or predict, how
the water system will respond under a given set of conditions. Calibration is important to establish confidence that the model has sufficient accuracy to base capital improvement and
operational decisions on the model results. To this end, the model was calibrated against field fire flow tests. The calibration process considered both the observed system pressures
and how the pumps and reservoirs responded to fire flows. The City’s hydraulic model has been calibrated previously; however, an additional calibration was sought to ensure the model’s
accuracy after the model conversion and update. The new calibration was performed in 2013 as part of the On-Call Modeling Services Contract. The work performed and results are summarized
in Appendix O. Fifteen fire flow tests were conducted across the City’s distribution system, which are summarized in Table 9.7. Each test consisted of one flowing hydrant and one pressure
hydrant. The tests sites were chosen to provide an adequate representation of system
December 2014 -DRAFT 9-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc performance throughout the City. Results show there is a good correlation between measured
pressures and predicted pressures for all of the hydrant locations. The hydraulic model is considered calibrated if pressures are within 10 psi and 10 percent difference to the field
measured data. The City chose not to conduct fire flow tests in the Lea Hill Service Area in 2013 since there has been relatively little change since the last calibration and due to
the possibility of adverse water quality conditions caused by the flushing. Water quality issues have been minimized through the City’s UDF program; therefore, it is recommended that
the City calibrate Lea Hill during the next model update. Table 9.7 Fire Test Calibration Summary Comprehensive Water Plan City of Auburn Service Area Number of Tests Performed Range
of Pressure Difference (psi) Range of Percentage Difference (%) Valley 9 -6.2/7.7 -8.3/7.8 Academy 4 -2.4/5.4 -4.0/7.5 Lakeland Hills 2 -2.8/5.1 -5.6/7.9 Lea Hill -NA NA 9.4.3 Demand
Allocation The model was updated with the demand projections presented in Chapter 4, which provide demands by customer class for each service area. The demand allocation spatially distributed
these future demands to the model’s many nodes. Each node represents the demands from nearby customers that may include multiple customer classes (e.g., commercial and residential).
Demand is allocated based on the number and class of customers contributing to the node. The City’s zoning defines the customer classes that can be developed or redeveloped on a given
parcel in the future. Therefore, future demands were allocated based on City zoning to vacant and redevelopable lands. Nodes with future demands are shown on Figure 9.2, where existing
demand nodes are in white and future demand nodes are in dark blue. Each shown node includes demands from the contributing area that was determined through GIS analyses. The zoning of
the contributing area, in acres, to each node was calculated using GIS. The demand projections were developed based on accounts, not area, therefore the demands were converted to a demand
per acre. Using the demand per acre values, the projected demands were calculated for the contributing area in each node. Details on how each aspect of the demand allocation was calculated
are provided in the following sections.
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TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend Future
Demands Allocation Existing demand Allocations !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller
10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Figure 9.2 Future and Existing Demand Allocation Comprehensive Water Plan City of Auburn
December 2014 -DRAFT 9-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.4.3.1 Demand Allocation The demand allocation was based on the land use or zoning within
these contributing areas. The existing (2015) demands were allocated based on current land use. Future demands were allocated based on zoning, where the contributing area was limited
to vacant and redevelopable lands within the City. Using GIS, the area of each category of land use or zoning within the contributing area of each node was calculated. The land use and
zoning categories are more detailed than customer classes; therefore, categories were combined that best represent each customer class. The resulting data provided the land use and zoning
area for the contributing area of each nodes. This data was combined with the demand per acre to allocate the demands. Due to limited multifamily zoned areas in Lea Hill, future demands
were allocated across all areas, rather than only the redevelopable, and vacant areas. The contributing area to each node was established by combining nearby property parcels. Automated
GIS tools were used initially to assign parcels to each node. The results of the automated analyses were reviewed and selected parcels were reassigned to better represent the source
of water for the customers. Commonly, undeveloped or vacant areas were reassigned to the nearest potential system connection to approximate the impact of expansion on the existing system.
Additionally, parcels bordering multiple mains were reviewed and reassigned when necessary. The projected demand per acre was allocated to both existing and future demands. Per acre
demands were calculated for 2015, 2021 (short-term planning horizon), 2025 (medium-term planning horizon) and 2035 (long-term planning horizon). These future years are consistent with
the City’s CIP planning horizons. The 2015 demand projections represent “existing” demands for the demand allocation. Future demands were added to these existing demands. The 2015 demands
are not analyzed in the system analysis. Demands were assigned proportionally based on land use area for each customer class. The demand per acre was calculated for each customer class
and service area by dividing the projected 2015 demand by the acres of land use. Therefore, per unit demands were the same for all contributing areas of a given customer class within
a service area and the demand per acre value varied between service areas. For example, all commercial areas within the Valley Service Area were assigned the same per acre demand. However,
the commercial demand per acre in the Valley Service Area was different from the value in the Lea Hill or Lakeland Service Areas. Single-family residential, Multi-family residential,
Commercial/Manufacturing, Industrial, and City Accounts were assigned based on the land use or zoning. Irrigation demands were allocated proportionally to all non-single family residential
areas in the system, except Open Space. Open Space were not allocated demands. Unmetered demands and distribution system losses were allocated uniformly across the system.
December 2014 -DRAFT 9-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Large user demands were assigned to specifical locations to accurately capture the hydraulic
impacts of these large demands. Future demands were added incrementally to the existing demands. For example, the incremental 2021 demands are the difference between the 2021 and 2015
demand projections. Therefore, the existing demands were not affected by the future demands. The incremental future demand per acre was calculated by customer class for each service
area. Demands were assigned proportionally to the vacant and redevelopable areas for each customer class, as described above, to calculate per unit values in each service area. The demand
allocated to each node was calculated by multiplying the contributing area by the demand per acre values. As previously stated, demand per acre values were based on customer class and
service area. Future demands were calculated on an incremental basis for 2021, 2025, and 2035. The resulting demands were imported into the InfoWater Model for use in the system analysis.
The resulting demand allocation does not establish the actual water use for individual customers, rather it represents a typical water use based on large groups of customers. Similarly,
the actual site of development or redevelopment is not considered, rather future demands are spread across a large area that the City has established as vacant or having the potential
for redevelopment. Note, the demands presented in this section were developed for planning purposes and should not be used for permitting or design of development-scale projects. . 9.4.4
Fire Flows Fire flow demands were verified based on the City’s zoning and updated as needed in the hydraulic model. The City’s fire flow requirements are 1,500 gallons per minute (gpm)
for single-family residential zoning and 2,500 gpm for all multi-family residential and nonresidential zoning. City parks without structures and open spaces do not have fire flow requirements.
Fire flow demands were only placed in model nodes serving hydrants and are shown in Figure 9.3. The City Fire Marshal requires fire flows up to 4,000 gpm in specific cases, which are
shown in Figure 9.4 and tabulated in Table 9.8. These sites include manufacturing sites, retirement communities, a casino, and select schools.
December 2014 -DRAFT 9-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Table 9.8 Buildings in Auburn that have Specific, High Fire Flow Requirements Comprehensive
Water Plan City of Auburn Test No. Location Address Service Area Flow Required (gpm) 1 RPS Distribution Center 3702 "C" St. NE Valley 4,000 2 Justice Center 340 E Main Street Valley
2,250 3 New Annex Building 1 E Main Street Valley 2,500 4 Emerald Downs 2300 Emerald Downs Drive Valley 3,000 5 Panattoni Warehouse 816 44th ST NW Valley 4,000 6 Span Alaska 3815 W Valley
Highway N Valley 3,125 7 AMB Valley Distribution Center 2202 Perimeter Road SW Valley 4,000 8 Super Mall 1101 15th Street SW Valley 2,000 9 Safeway Distribution Center 3520 Pacific Avenue
S Valley 2,000 10 Auburn Meadows Sr. Housing 945 22nd Street NE Valley 2,375 11 Grace Community Church 1106 12th Street SE Valley 3,750 12 Auburn RMC Bed Tower Addition 202 N Division
Street Valley 1,750 13 Riverside High School 501 Oravetz Road SE Valley 3,000 14 Green River Community College 12401 SE 320th Street Lea Hill 2,250 15 Wesley Homes Sr. Housing 10805
SE 320th Street Lea Hill 4,000 16 Auburn Elementary School @Lakeland 1020 Evergreen Way SE Lakeland Hills 3,125 17 Academy Campus 5000 Auburn Way South Academy 4,000 18 MIT Casino Expansion
2402 Auburn Way South Academy 2,625
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$ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $hg hg ?¦ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St
15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M
St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion Control Intertie Treatment Facility Reservoir 1 Reservoir 2 Lakeland Reservoir
Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Well 5 Well 4 Well 1 Well 7 Well 2, 6 Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lakeland PS Lea Hill PS Academy PS
Green River PS Game Farm Park PS Janssens Addition PS O 0 2,500 5,000 Feet Figure 9.3 Required Available Fire Flow Comprehensive Water Plan City of Auburn Legend Fire Flow Requirements
1,500 gpm 2,500 gpm GFTreatment Facility hgClosed Valve c³ $PRVs #* Intertie TÚ_ Pump Station L Well T Spring !G Reservoir City Limits Retail Water Service Area Roadways
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) 8 6 5 1 4 2 3 7 9 10 14 12
11 20 13 18 15 19 O 0 0.5 1Miles Legend !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10
-16" 18" and Larger City Limits Retail Water Service Area Roadways Sites Requiring Larger Fire Flows Figure 9.4 Sites Requiring Larger Fire Flows Comprehensive Water Plan City of Auburn
December 2014 -DRAFT 9-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.4.5 Diurnal Demand Pattern Water usage in distribution systems is inherently unsteady
due to continuously varying demands. In order for an extended period model simulation to accurately reflect dynamics of the real system, these demand fluctuations must be incorporated
into the model. The City previously used the AWWA diurnal curve, however the City recently upgraded their SCADA data system allowing them to develop specific diurnal curves for each
of the four service areas of their system. These curves show the hourly demand variation over a several week period. The demand is calculated by a water mass balance of inputs (wells,
springs, booster pumps) and outputs (booster pumps) from a given Service Area. SCADA data from August 2013 and May 2013 were used to develop these City specific curves for both ADD and
MDD conditions. The diurnal curves and additional information can be found in Appendix O. 9.4.6 Future System Operation and Supply Strategy The City’s supply strategy established in
Chapter 6 was used for the model simulations. The supply strategy identified sizing and phasing of improvements, as well as making full use of the Tacoma wholesale interties. The strategy
was implemented in the model and source operations were adjusted for each planning year scenario (2015, 2021, 2025, and 2035). Coal Creek Springs, West Hill Springs, the Tacoma Interties,
and the Upland Well Field were used in all scenarios. Individual wells in the Valley Well Field were used as available to provide the remainder of the supply. 9.4.7 Model Recommendations
The existing model provides an excellent tool for evaluating the distribution system. The model should be updated periodically to maintain reasonable prediction of water system conditions.
An update would include incorporating main replacements and improvements, adding new service areas, incorporating operational changes to the tanks and pumps, adjusting PRV settings,
and adjusting demands to match demand projections and zoning. As part of this update, fire flow tests should be conducted to verify the accuracy of the model and aid in monitoring system
changes. Additionally, fire flow tests should be conducted to validate model results for new developments in areas with low pressures or high head loss. 9.5 DISTRIBUTION SYSTEM EVALUATION
The updated and calibrated model was used to evaluate future water system conditions in the distribution system. The City’s distribution system performance criteria were evaluated for
four criteria that evaluate a range of conditions. Areas not meeting the criteria were considered deficient and system improvements were identified to achieve the required level of service.
Improvements include piping improvements, valves, and rezoning as presented below.
December 2014 -DRAFT 9-23 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.5.1 Evaluation Criteria The evaluation criteria were set based on the City’s policies
and criteria presented in Chapter 3. These policies are equal to or greater than that required by DOH Design Manual and WAC 246-290 requirements. The model was evaluated for the following
criteria: 1. Maximum recommended pressure of 80 psi during ADD, 2. Minimum pressure of 35 psi during PHD, 3. Maximum velocity of 8 feet per second (ft/s) during PHD, and 4. Minimum pressure
of 20 psi during MDD plus Fire Flow. The results of each criterion are presented below. 9.5.2 Maximum Recommended Pressure during the ADD Building code requires the installation of individual
PRVs when the meter pressure exceeds 80 psi. Therefore, the City has set 80 psi as a recommended maximum pressure for water system design. The model was run in Extended Period Simulation
(EPS) during ADD to identify the range of pressures typically experienced in the system. Figure 9.5 shows model nodes with pressures above 80 psi during the ADD during short-term planning
horizon. Pressures under long-term scenarios are similar to the conditions in the short-term. No improvements have been identified for this criterion. The general downward gradient from
south to north in the Valley Service Area creates high pressures in the north. As demand increases, most dramatically during fire flows, the maximum pressures will decrease. Therefore,
high pressures can be beneficial for maintaining system pressures during large fire flows for the largely commercial and industrial customers in the area. Similarly, high pressures in
the Academy Service Area support high fire flows at the MIT Casino. Additional areas of high pressure are largely due to topography and PRV settings. The City has been able to maintain
safe and reliable service in these areas and has no plans to reduce pressures. Additionally, many existing customers are accustomed to these high pressures and view reductions in pressure
as a decrease in quality of service. To ensure safe operation, all new customers in high pressure areas will be required to install an individual PRV. 9.5.3 Minimum Low Pressure during
the PHD PHD conditions were simulated to identify areas with operating pressure below 35 psi. Three locations did not meet the low pressure criteria of 35 psi starting in 2015 as shown
in Figure 9.6. In the Valley Service Area, the Gains Park area on the west side of the service area, near Lakehaven Utility District (LUD), has pressures below 35 psi. Gains Park extends
up the ridge from the Valley Service Area near elevation 66 feet, to a high point of 158 feet, and is located relatively far from the tanks. The City has an emergency intertie
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TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend !GReservoir
#*Intertie TSpring LWell TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger Nodes Exceeding Pressure Criteria
0 -80 psi > 80 psi City Limits Retail Water Service Area Roadways Figure 9.5 Pressure and Velocity Deficiencies during PHD Comprehensive Water Plan City of Auburn
December 2014 -DRAFT 9-25 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc with LUD to provide up to 800 gpm of flow to support fire flows in this area. The combination
of system supplied and LUD emergency flows are sufficient to meet the pressure criteria. Either a booster pump station would be required, or the area should be moved to the adjacent
Lakehaven Utility District. The second location of low pressures is located at the boundary of Valley 242 Pressure Zone and Academy 350 Pressure Zone along 28th St SE at the intersection
with U Street SE. Switching this customer to the Academy 350 Pressure Zone will improve pressures and fire flows as this is also shown as deficient during the fire run. The proposed
rezone is described in greater detail in the Recommended Improvements Section. The third location was located south of the Lea Hill reservoir along 132nd Ave SE. Nearby locations are
currently served by a boosted zone, therefore, it is recommended that the boosted zone be expanded to serve customers in this location. A boosted zone expansion, which encompasses this
location, is recommended to meet fire flows and is detailed in the Recommended Improvements Section. No additional improvements to the Intertie BPS beyond those recommended in Section
9.2.2.1 would be required for this expanded boosted zone. 9.5.4 Maximum Velocity during the PHD Scenario The City would like to maintain velocities less than 8 ft/s in distribution pipes
during the PHD. No pipes were found to exceed the velocity criteria in any planning horizon, as shown in Figure 9.6. Therefore, no improvements are recommended. 9.5.5 Minimum Pressure
During MDD plus Fire Flow The City criteria requires minimum system pressures of 20 psi during the MDD plus fire flow. Fire flows are typically the largest flows in the system and often
a major factor in pipe sizing and configurations. The InfoWater model was used to systematically simulate a fire at all applicable model nodes. Fire flows were simulated for each of
the planning horizons during the MDD and deficient nodes with pressures less than 20 psi are shown in Figure 9.7. During the fire flow analysis, reservoirs are set at the bottom of the
fire suppression pool, which is often much lower than typical operating levels. Therefore, locations that may have sufficient pressure during annual hydrant testing may be deficient
with these lower reservoir levels. There are fire flow deficiencies throughout the system, on dead-end mains, in areas of older 4-and 6-inch piping networks, or near high points in a
pressure zone. Most deficiencies occur in 2021. Deficiencies in the Valley Service Area are largely associated with high headloss in the older 4-inch and 6-inch pipe network. Lea Hill
deficiencies are largely associated with high service elevations. There are relatively few deficiencies in the Academy and Lakeland Hills Service Area.
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend !GReservoir
#* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger Pressure <30 psi Pipes Exceeding
Velocity Criteria City Limits Retail Water Service Area Roadways Figure 9.6 Pressure and Velocity Deficiencies during PHD Comprehensive Water Plan City of Auburn No pipes exceeding velocity
criteria were identified.
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend Fire
Deficiencies by 2021 Fire Deficiencies by 2025 Fire Deficiencies by 2035 !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution
System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Figure 9.7 Fire Deficiencies by Planning Years Comprehensive Water Plan City of Auburn No
additional fire deficiencies were identified between 2021 and 2025.
March 2015 -DRAFT 9-28 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Note, a combination of public and private hydrants may be required to meet fire flows in
the Adventist Academy. Hydrant tests performed in 2014 in the Adventist Academy have shown the school’s 8-inch private water system is not looped, as previously believed. Hydraulic modeling
of the short-term planning horizon indicates the distribution system is unable to supply 4,000 gpm to a single location within the Adventist Academy without looping. Therefore, the City
is working with the Fire Marshal to identify the location and quantity of fire protection needed to protect the Academy’s over 15 structures. The City will evaluate the fire flow supply
needs once the final fire flows are determined. No deficiencies are shown on Figure 9.7; however, potential improvements are discussed in later sections. 9.5.6 Capacity Improvements
Improvements have been recommended to meet the deficiencies identified in the previous section. Improvements include pipe upsizing, main looping, and pressure rezoning. The recommended
improvements are shown in Figure 9.8. Detailed information on each recommended pipe improvement can be found in Appendix P, where Individual projects may be referenced based on the Project
ID shown in Figure 9.8. Once implemented, the system will be able to eliminate the identified deficiencies. If all of the recommended improvements are implemented, the model predicts
that adequate fire flow is available to all junctions as presented in Figure 9.9 and that all low pressure nodes present adequate pressures as presented in Figure 9.10. The following
sections detail recommended improvements for each service area. 9.5.6.1 Valley Service Area Deficiencies in the Valley Service Area were largely driven by older pipe networks that are
undersized to meet modern standards. However, the Valley Service Area is well-networked, so selective pipe upsizing can increase pressures and fire flows to the required levels. Figures
9.11 and 9.12 present the recommended piping improvements in the north and south part of the Valley Service Area, respectively. The majority of these projects are upsizing 6-inch pipe
to 8-inch pipe, as shown in Table 9.9. Many of the projects are small lengths of pipe under 500 feet of length. Dead-end mains deficiencies may also be resolved by additional looping.
Looping would likely need to occur on private property, so the cost effectiveness will vary. All improvements in the Valley were required to meet short-term deficiencies, as presented
in Appendix P. Additionally, pressure rezoning in the Gains Park area is recommended, rather than extensive pipe replacement projects. 9.5.6.2 Lea Hill Service Area Deficiencies in the
Lea Hill Service Area were largely due to the combination of high service elevations and headloss during fire flows. The fire requirements can be met with piping improvements and expansion
of the boosted zone, as shown in Figure 9.13 and Figure 9.14, respectively. About half of the pipeline improvements were to upsize existing pipe to 12-inch mains or to create loops to
limit headloss, as presented in Table 9.9. Upsizing of existing pipes and new pipe loops will be required to meet fire criteria especially in the north
7 7 7 7 77 7 7 7 7 7 7 7 7 7 7 7 77 7 7 7 7 7 7 7 7 7 7 7 7 77 7 ^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L LL T L T L #* #* #* #*#* #* #* #* #* #* #* #* #* #* L TT T #* #*
#* #* #* #* LL L L L L hg hg !G!G !G !G !G!G !G !G TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ G!. G!.G!. hg 5 8 45 3 59 1 15 2 71 67 23 9 57 4 7 61 22 47 58 11 12 62 53 10 51 33 13 34 60 20 17 64 43 49 63
6 37 38 70 36 18 42 65 39 41 35 31 30 16 19 55 54 21 68 46 44 48 52 14 66 69 29 40 56 50 26 25 32 24 2827 O 0 0.5 1Miles Legend !G Reservoir #* Intertie T Spring L Well TÚ_ Pump Station
GFTreatment Facility hg Closed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Water Service Areas Academy
Lakeland Hills Lea Hill Valley hgNew NC Valve G!. Hydrant Improvement Proposed Improvements Replacement New Pipe 7 Project ID Figure 9.8 Recommended Water Distribution System Improvements
Comprehensive Water Plan City of Auburn
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend !GReservoir
#* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger Pressure Meets Minimum Pressure
Criteria Pipe Meets Velocity Criteria City Limits Retail Water Service Area Roadways Figure 9.9 Pressure and Velocity Results during PHD with Improvements Comprehensive Water Plan City
of Auburn No pipes meeting velocity criteria were identified.
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L L T L T L #* #* #* #*#* #*#* #* #* #* #* #* #* #* L T TT #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G ! !G G TÚ_ TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E
West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer Field Corrosion
Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility Reservoir 1 Reservoir
2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well
2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.5 1Miles Legend Meets
Fire Criteria !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger City
Limits Retail Water Service Area Roadways Figure 9.10 Fire Flow Results with Improvements Comprehensive Water Plan City of Auburn
^GF !G GF L L L T #* #* #*#* #* L L !G TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ West Hill Spring 277th St 37th St 15th St Main St West Valley Hwy B St M St Hill Spring
Chlorination Facility Fulmer Field Corrosion Control Tacoma Pipeline Intertie (B Street) Well 1 Chlorination Facility Green River PS Well 7 Well 2, 6 Reservoir Lea Hill PS 5 45 8 59
15 67 61 47 58 11 53 51 60 43 37 70 16 18 39 45 55 68 46 44 63 52 36 69 25 O 0 1,000 2,000 Feet Legend !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed
Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Proposed Improvements Replacement New Pipe Figure 9.11 North
Valley Recommended Water Distribution System Improvements Comprehensive Water Plan City of Auburn
^ ^ GF GF !G !G !G GF GFL L L L LL L L #* #* #* #* #* #* #* #* #* #* LLL L L L L hg hg !G !G !G !TÚ_ TÚTÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ Howard Rd Corrosion Control Main St 15th St 29th St SE Ellingson Rd SW Kersey Way C St A St M St R St M St Well 1 Chlorination Facility Well 5A
Well 5 Reservoir 1 Well 7 Well 2, 6 Reservoir Lea Hill PS 45 8 3 2 67 47 12 53 51 33 13 34 60 20 43 49 37 70 42 65 39 41 45 19 17 54 68 46 44 63 48 38 69 29 40 30 50 26 25 O 0 1,000
2,000 Feet Legend !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger
City Limits Retail Water Service Area Roadways Proposed Improvements Replacement New Pipe Figure 9.12 South Valley Recommended Water Distribution System Improvements Comprehensive Water
Plan City of Auburn
^ ^ GF GF !G!G !G GF GF L L #* #* #*#* L !G!G !G TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ G!. G!.G!. G!. hg Howard Rd Corrosion Control 304th St 312th
St 320th St 112th Ave 124th Ave 132nd Ave M St Fulmer Field Corrosion Control Intertie Treatment Facility Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Intertie PS
Lea Hill Reservoirs 4A, 4B Lea Hill PS Green River PS Reservoir 2 Well 1 Academy PS 59 15 71 67 23 57 9 61 22 47 4 7 11 53 10 51 60 45 43 63 54 74 72 62 55 64 76 46 44 48 52 36 14 73
56 25 24 58 27 28 O 0 1,000 2,000 Feet Legend !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller
10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Proposed Improvements Replacement New Pipe Figure 9.13 Lea Hill Recommended Water Distribution System Improvements
Comprehensive Water Plan City of Auburn
hg #* #* #* TÚ_ !G !GGF G!. G!.G!. G!. G!. G!.G!. G!. G!. Intertie Treatment Facility Intertie PS Lea Hill Reservoirs 4A, 4B 116 112 3658 3731 3725 124th Ave SE SE 304Th St 127th Pl
SE 132nd Ave SE SE 312Th St 130th Ave SE 128th Pl SE SE 301St St SE 307Th St 132nd Way SE SE 300Th Way SE 307Th Pl 133rd Ave SE SE 302Nd St 129th Ave SE 129th Pl SE SE 301St Pl SE 311Th
Pl SE 306Th St SE 308Th Ct SE 309Th Pl SE 308Th Pl SE 306Th Pl SE 312Th Ct 128th Ct SE SE 306Th Ct SE 301St St 132nd Ave SE 132nd Ave SE 132nd Ave SE 129th Ave SE O 0 250 500Feet Figure
9.14 Lea Hill Recommended Rezone Comprehensive Water Plan City of Auburn Legend hgClosed Valve c³ $PRVs L Well T Spring GFTreatment Facility !G Reservoir TÚ_ Pump Station #* Intertie
Retail Water Service Area Parcels G!. Hydrant Improvement hgNew NC Valve Rezone Area Water Model Pipes Diameter 8" and Smaller 10" -16" 18" and Larger Pressure Zones Lea Hill 563 Lea
Hill 648
December 2014 -DRAFT 9-36 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc of the service area, north of SE 296th St where the elevations are some of the greatest
in Lea Hill 563. Additional piping and pipe improvements will be required in a high elevation area in the South of the Service Area near SE 318th Place. Projects in these areas address
both short-term and long-term deficiencies, as presented in Appendix P. Table 9.9 Piping Improvements Comprehensive Water Plan City of Auburn Service Area Improvement Type Length (ft)
New Size (inch) Academy Pipe Replacement 714 12 Academy Pipe Replacement 492 8 Academy New Piping 1,071 12 Total Length Academy Piping Improvements 2,276 Lea Hill New Piping 1,815 12
Lea Hill New Piping 356 8 Lea Hill Pipe Replacement 6,081 12 Lea Hill Pipe Replacement 828 10 Lea Hill Pipe Replacement 3,466 8 Total Length Lea Hill Piping Improvements 12,546 Valley
New Piping 3,955 8 Valley New Piping 448 6 Valley Pipe Replacement 2,359 12 Valley Pipe Replacement 14,110 8 Total Length Valley Piping Improvements 20,872 Total Length Distribution
System Piping Improvements 35,695 9.5.6.3 Academy Service Area Deficiencies within the Academy Service Area were addressed with piping improvements, as shown in Figure 9.15. A few pipe
upsize projects and new pipes that improve looping are necessary to improve residual pressures during fire and meet the pressure criteria of 20 psi. A rezone of part of the Valley 242
to Academy 350 is proposed in order to improve delivery pressures under normal operations and during fire. Figure 9.16 illustrates the proposed rezone location. As discussed, the Academy
was found to be potentially deficient for fire flows. It is recommended that the City work in conjunction with the Academy to implement improvements, as necessary. Improvements may include
distribution main improvements along Auburn Way S or 32nd St SE, as well as recommended improvements within the Academy’s private system.
^GF !G !G!G GF GF GF L L T #* TT T !G !G!G TÚTÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c$ c³ $ c³ $ c³ $ Howard Rd Corrosion Control Auburn Way Kersey Way M St R St M St
Coal Creek Spring Chlorination Facility Well 1 Chlorination Facility Well 5A Well 5 Coal Creek Spring Academy East BPS Academy Reservoirs 8A, 8B Janssens Addition PS (decomissioned)
Game Farm Park PS Reservoir 1 1 2 34 60 49 65 41 35 31 30 19 54 21 48 38 29 40 50 32 O 0 1,000 2,000 Feet Legend !GReservoir #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility
hgClosed Valve c³ $PRVs Water Distribution System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Proposed Improvements Replacement New Pipe Figure
9.15 Academy Recommended Water Distribution System Improvements Comprehensive Water Plan City of Auburn
c³ $ c³ $ R St19 34 65 30 R St SE 29th St SE Riverwalk Dr SE T St SE V Ct SE Z St SE 27th St SE O St SE U St SE R Pl SE 25th St SE 30th St SE 31St St SE Howard Rd 28th Ct SE Forest Ridge
Dr SE S St SE 28th St SE 27th Pl SE Pike St SE 26th St SE W Ct SE 27th St SE 28th St SE U St SE 28th St SE O St SE O St SE Pike St SE 26th St SE O 0 300 600Feet Figure 9.16 Academy Recommended
Rezone Comprehensive Water Plan City of Auburn Legend hgClosed Valve c³ $PRVs L Well T Spring GF Treatment Facility !G Reservoir TÚ_ Pump Station #* Intertie Proposed Improvements Replacement
Pipe New Pipe Water Model Pipes Diameter 8" and Smaller 10" -16" 18" and Larger Rezone Academy Pressure Zones and HGL Academy 350 Academy 445 Valley 242 Retail Water Service Area Parcels
December 2014 -DRAFT 9-39 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.5.7 Lakeland Hills Service Area No deficiencies are found in the Lakeland Hills Service
Area for the planning period. 9.5.8 Water Repair and Replacement Program Previous Plans identified pipelines for the City’s water repair and replacement program. The program replaces
asbestos-cement (AC), old cast iron pipes, pipes under 6-inches that serve fire hydrants, dead-end mains in non-residential areas, and decommissioned duplicate pipes. The pipes are presented
in Figure 9.18 and tabulated in Appendix P. 9.5.8.1 Asbestos-Cement Pipe The City previously found its AC mains are generally undersized and have relatively high leakage rates. The City
has two remaining areas of AC pipe in their system: one in the Valley Service Area that will be replaced in 2015 and the other one in the Lea Hill Service Area that is planned to be
replaced at a later date. Upon completion, the City will have eliminated AC mains from the system. The remaining areas are described below. 49th Street SE, 85th Avenue S, Auburn Way
S The six-and eight-inch AC mains serving residential and commercial areas along 49th Street NE, 85th Avenue South, D Street NE and Auburn Way North were acquired from a small water
company that dissolved years ago. West side of 112th Avenue SE The residential areas west of 112th Avenue SE and north of SE 300th Street are served by AC water mains. The pipes in these
areas are aged, undersized, and very fragile. Replacement and upsizing of these pipes will improve fire flows in the area. 9.5.8.2 Aged and Undersized Watermains The majority of the
cast iron piping in the distribution system is 4-to 6-inch diameter with 2-nozzle, 4-1/4-inch fire hydrants. The watermain is typically shallow and the gate valves often leak through
the packing gland when operated. It is recommended that the City replace all 4-inch and 6-inch diameter watermains with minimum 8-inch water main, and replace 4-1/4-inch fire hydrants
with 5 ¼-inch fire hydrants. Appendix P provides a summary of the locations of these pipes. Additionally, 2-inch galvanized pipe is still used for domestic service to commercial buildings
in some areas. Portions of this pipe have been abandoned over time as new development has occurred. The remaining galvanized pipe should be replaced where possible.
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L LL T L T L #* #* #* #*#* #* #* #* #* #* #* #* #* #* L T T T #* #* #* #* #* #* LL L L L L hg hg !G!G !G !G !G!G !G !G TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ c³ $ 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th
Ave B St 132nd Ave C St A St M St R St M St Reservoir 1 Reservoir 2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland
Hills BPSLakeland Reservoir 5 Coal Creek Spring Chlorination Facility Well 4 Chlorination Facility Well 1 Chlorination Facility Howard Rd Corrosion Control Fulmer Field Corrosion Control
West Hill Spring Chlorination Facility West Hill Spring Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Intertie Treatment Facility Well 2, 6 Well 7 Well 1 Academy
PS Well 4 Well 3A, 3B Game Farm Park PS Coal Creek Spring Janssens Addition PS (decomissioned) Lea Hill PS Green River PS Intertie PS Well 5 Well 5A Well 5B O 0 0.5 1Miles Figure 9.17
Water Repair and Replacement Projects Comprehensive Water Plan City of Auburn Legend !GReservoir #* Intertie T Spring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $PRVs
Water Distribution System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Water Service Areas Academy Lakeland Hills Lea Hill Valley Dead-End Pipes
Requiring Replacement or Looping Pipe Abandonment Pipe Replacement
December 2014 -DRAFT 9-41 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc 9.5.8.3 Dead-end Pipes in Non Single-Family Areas Requiring Upsize or Looping The City
has multiple older 6-inch or 8-inch diameter dead-end pipes in non-single family areas that do not meet the City’s fire flow requirements of 2,500 gpm. Per City design criteria, water
mains in multi-family residential and non-residential areas shall be a minimum of 12 inches in diameter. Onsite water main loops, with no possibility of future extension, serving two
or less fire hydrants may be reduced to a minimum diameter of 8 inches. Table 9.10 summarizes the dead-end pipes identified through modeling and Figure 9.18 identifies their location.
The City considers these water mains to be aged and undersized; therefore, they have been included in the annual replacement program. It is recommended to either upsize these pipes to
12-inch diameter or create a looping when possible. Table 9.10 Dead-Ends Pipes Requiring Looping Comprehensive Water Plan City of Auburn Service Area Existing Diameter (inch) Length
(ft) Valley 4 208 Valley 6 3,289 Valley 8 3,050 Valley 12 79 Academy 6 572 Academy 8 384 Lea Hill 8 523 Total Length (ft) 8,105 9.5.8.4 Abandonment of Duplicate Watermains The distribution
system has a few areas where duplicate watermains have been installed. Most of these are situated parallel to each other and provide independent support to the residential/commercial
customers. The following duplicate watermains have been identified. H Street NW It is recommended that the City abandon the 8-inch watermain on H Street NW, between West Main Street
and 6th Street NW, by transferring the individual water service connections to the parallel 16-inch watermain and connect to each branch watermain. This would improve the fire flow for
the area and could be completed with the future replacement of aged and undersized watermains adjacent to H Street NW.
December 2014 -DRAFT 9-42 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc D Street NW It is recommended that the City abandon the 4-inch watermain on D Street NW
and transfer service to the parallel 8-inch watermain. K Street NE It is recommended that the City abandon the 8-inch watermain on K Street NE and transfer services to the parallel 12-inch
watermain. 9.5.8.5 Recommendation It is recommended the City continue the Water Repair and Replacement program to replace the watermains as follows: 1.AC watermains. 2.Aged and undersized
watermains. 3.Dead-Ends Pipes Requiring upsize or looping. 4.Undersized watermains. 5.Abandonment of duplicate watermains. The existing annual replacement program pipes should be reviewed
and updated through an asset management study. The study will identify the remaining useful life of water mains in the system, prioritize pipe replacements, and develop replacement costs
to aid in phasing the replacements. The City has limited pipe age and material data that is required for the remaining useful life analysis. It is recommended that the City collect this
data from a combination of as-built drawing, field verification, and staff institutional knowledge before conducting the asset management study. 9.6 SUMMARY In review of the existing
City water system, several current and future deficiencies in the facilities related to system pressure, supply, storage, pumping, and distribution piping have been identified. Specific
facilities recommended for upgrades or replacement in the shortterm planning horizon has been outlined in the Sections above and are summarized in Table 9.11.
December 2014 -DRAFT 9-43 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch09.doc Table 9.11 Recommended Projects from System Analysis Comprehensive Water Plan City of
Auburn Project Recommended Planning Horizon Service Areas Lea Hill Service Area Rezone Short-term Academy Service Area Rezone and Expansion Short-term PRVs PRV Station from Academy to
Valley Service Area Short-term PRV Station from Lakeland Hills to Valley Service Area Short-term Supply Facilities Well 7 Water Quality Treatment Phase 1 Short-term Pump Stations Green
River Pump Station Emergency Back-Up Power 2018 New 1.44 mgd Academy Pump Station 1 Short-term Intertie Booster Pump Station Expansion (Lea Hill 648 Zone) Short-term Game Farm Park Pump
Station Replacement Short-term Storage New 1.0 mg Valley Storage Reservoir Medium-term Distribution System Annual Distribution Improvement Program Annually Annual Repair and Replacement
Program Annually
February 2015 -DRAFT 10-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Chapter 10 CAPITAL IMPROVEMENTS PLAN 10.1 INTRODUCTION This chapter presents a summary
of all capital projects outlined in the previous chapters and related studies, and creates a cohesive capital improvements plan (CIP) for the City of Auburn (City) to continue consistent,
efficient water supply to its retail water service area (RWSA) throughout the 20-year planning period. Programs listed in this chapter consider water supply and storage requirements,
improvements to the hydraulic system, and upgrades or replacement of aging facilities and distribution system. All projects are in accordance with the policies and criteria described
in Chapter 3 and will conform to the City’s design standards provided in Appendix Q. Projects were allocated to the short-term (2015-2021), medium-term (2022-2025), and longterm (2026-2035)
planning horizons. Short-term projects coincide with the City’s current Capital Facilities Plan (CFP) and have been placed into specific years. These timeframes are intended to be a
framework for future funding decisions that directs when 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, which may depend on funding resources available. 10.2 ESTIMATED COSTS Planning-level cost estimates were developed for each of the recommended projects for budgeting purposes.
These costs are planning level estimates only and should be refined during pre-design of the projects. Cost estimates are presented as total project costs in October 2014 dollars. For
future budgeting purposes, the latest engineering news record (ENR) Construction Cost Index (CCI) can be used to project current estimates to the year of implementation. The cost estimates
for the Auburn area used the national ENR 20-City CCI of 8,533 (October 2014). Cost estimates were developed using a Class 5 budget estimate, as established by the American Association
of Cost Estimators (AACE). This level of estimate is used for strategic business planning purposes, including long-range capital planning, and represents a zero percent to two percent
level of project definition. The expected accuracy range is -30 percent to +50 percent, meaning the actual cost should fall in the range of 30 percent below the estimate to 50 percent
above the estimate. Construction costs assume a 30 percent contingency, 15 percent markup for contractor overhead and profit and a 9.5 percent sales tax on both services and materials
to the direct
February 2015 -DRAFT 10-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc construction costs. Indirect costs are assigned as a percentage of these direct costs,
where costs include an additional 30 percent for engineering, legal, administration, and construction management costs. Total project costs are used to develop the CIP to ensure adequate
funds are available for engineering, legal, and administration costs in addition to construction costs. The CIP cost estimates should be periodically reevaluated to account for changes
in inflation. All costs are in 2014 dollars and have not been inflated. 10.3 CAPITAL PROJECTS The capital projects identified can be categorized into water supply (S), storage (R), pump
stations (PS), distribution (D), and general improvements (G). Specific projects have been assigned an identification number (Project ID) and are described in the sections below. The
Project ID was maintained for CIP projects identified in previous plans to aid in continuity. The scope, timing, and costs for these previously identified projects were reviewed and
updated as necessary. 10.3.1 Water Supply Water supply projects were identified in Chapter 6. The City’s water supply strategy details both project sizing and timing. A summary of the
short-, medium-and long-term capital projects recommended for securing adequate supply to meet the system’s future maximum day demands are presented in Table 10.1 and shown in Figure
10.1. Well 1 Onsite Improvements Project (S-01) The Well 1 Onsite Improvements project, largely constructed in 2013 and 2014, will be completed in 2015. The project includes a transmission
main to the Howard Road Corrosion Control Treatment (CCT) Facility, site improvements, a new well house, new pumping system, on-site emergency power, chlorination, and upgraded electrical
and SCADA controls. Per the CFP, the City has budgeted $50,000 in 2015 to complete the project. Well 4 Emergency Power Improvements Project (S-02) The Well 4 Emergency Power Improvements
Project was designed and bid in 2014 with construction being completed in 2015. The project provides a diesel-fueled generator and new hypochlorite disinfection equipment in a new building
at the Well 4 site. Per the CFP, the City has budgeted $50,000 in 2015 to complete the project. .
February 2015 -DRAFT 10-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.1 Water Supply Improvements Projects Comprehensive Water Plan City of Auburn
Project Description Project ID Project Timing Added Qi Capacity (mgd) Estimated Cost Comment Short -Term Well 1 On-site Improvements Project S-01 2015 $50,000.00 Transmission to the
Howard Road CCT facility, site improvements, a new well house, new pumping system, on-site emergency power, chlorination, and upgraded electrical and SCADA controls. Well 4 Emergency
Power Improvements Project S-02 2015 $50,000.00 Diesel-fueled generator, hypochlorite disinfection equipment, new building. Cascade Water Alliance Water Purchase S-04 2017-2029 3.32
$21,073,743.00 The agreement provides an additional 3.32 mgd of supply during the peak day and 1.5 mgd of average day supply. Well Inspection and Redevelopment Program S-07 2015-2033
$1,400,000.00 Annual funding allocation for investigations and redevelopment of supply wells and springs necessary to ensure production at maximum capacity for efficient utilization.
Water Resources Protection Program S-08 Annual $660,942.00 Annual funding allocation for the Water Resources Protection Program Coal Creek Springs Collector Improvements S-09 2018-2019
4.32 $3,400,000.00 Rehabilitation of the middle collector of Coal Creek Springs, and includes a hydrologic investigation, design, and construction. Algona Well 1 Decommissioning S-13
2015 $39,000.00 Requires proper decommission of the well. West Hill Springs Flow Control Improvements S-17 2015 $455,000.00 Install a flow control valve for automatic emergency shutdown.
Well 6 VFD Pump Project S-19 2015 $50,000.00 Replace Well 6 with a new variable frequency drive pump. Medium -Term Well 7 Back-Up Power S-03 2022 $1,391,000.00 Back-up power provides
reliability for this source. Well 5/5A Upgrades S-06 2022 $2,142,000.00 New building, back-up generator, chlorination, and perform a hydrologic investigation to evaluate the reasons
for the wells observed decreased production. West Hill Springs Water Quality Improvements S-12 2025 $430,000.00 Replace West Hill Springs chlorination building and add new liquid chlorination
system. Well 7 Treatment Phase 1 S-15 2022 2.5 $6,769,000.00 Requires manganese treatment facilities Howard Road CCT Expansion S-18 2025 $1,015,000.00 Expand the facility to its full
capacity (including an additional aeration tower and pumps). Well 4 Pump Improvements S-22 2025 $226,000.00 Replace Well 4 pumps at end of useful life.
February 2015 -DRAFT 10-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.1 Water Supply Improvements Projects Comprehensive Water Plan City of Auburn
Project Description Project ID Project Timing Added Qi Capacity (mgd) Estimated Cost Comment Long -Term Wells 3A/3B Treatment S-11 2035 4.03 $9,349,000.00 Without treatment, these wells
are not used; manganese treatment is recommended. Algona Well 1 Redevelopment S-14 2035 0.72 $1,456,000.00 Well Redevelopment -water right change application, drilling of the well, and
pump infrastructure. Well 7 Treatment Phase 2 S-16 2035 2.5 $5,399,000.00 Requires completion of manganese treatment facilities. Well 2 Replacement S-20 2035 3.46 $1,314,000.00 Replace
Well 2 to resolve ongoing operational challenges. Coal Creek Springs Chlorination Building Replacement S-21 2035 $1,395,000.00 Replace building at Coal Creek Springs Facility, replace
gas chlorine with hypochlorite disinfection system. Subtotal $58,064,685.00
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! !G G TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $
c³ $ c³ $ c³ $ c³ $ c³ $ ?¦ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn
Way Kersey Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility
Fulmer Field Corrosion Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility
S-12 S-04 S-04 S-09 S-06S-11 S-02S-01 S-03S-16 S-15 S-17 S-18 S-19S-20 S-13 S-14 Algona Well 1 L S-22 S-21 Reservoir 1 Reservoir 2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B
Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well 2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie
PS Lea Hill PS Academy PS Green River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.25 0.5Miles Figure 10.1 Source CIP Projects Comprehensive Water Plan City of Auburn
Legend " Water Distribution System Water Service Areas Source CIP Project #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $ PRVs 8" and Smaller 10 -16"
18" and Larger TÚ_ City Limits Retail Water Service Area Roadways !GReservoir Academy Lakeland Hills Lea Hill Pump Station Valley (Decomissioned) Not shown, S-07 and S-08, which apply
to all city sources.
February 2015 -DRAFT 10-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Well 7 Back-up Power (S-03) Without back-up power to its pumps, Well 7 cannot be considered
a reliable source of supply for the Valley Service Area. The City has limited available land at the Well 7 site, therefore, backup power will be installed at Fulmer Field. The project
also includes installing underground electrical transmission capability between Well 7 and Fulmer Field. Costs for a back-up generator are estimated to be $1,391,000 and the improvements
are recommended in conjunction with Well 7 Treatment Project Phase 1 in 2022. Cascade Water Alliance Water Purchase (S-04) Financing to purchase water from Tacoma Public Utilities (Tacoma)
to meet water demands is based on an agreement with Cascade Water Alliance (Cascade), which had purchased water supply from Tacoma. The Council approved the agreement for permanent wholesale
supply in September 2013. The agreement provides an additional 3.32 mgd of supply during the peak day and 1.5 mgd of average day supply. Additionally, Cascade and Tacoma have offered
additional reserve supplies of 2.736 mgd of average day supply and 3.68 mgd of peak day supplies. The City is currently conducting a study to identify the quantity of reserve supplies
to be purchased. The City’s permanent and reserve agreement requires System Development Charges (SDC) payments of $21,073,743 between 2017 and 2029. Per the CFP, a total of $3,762,170
of payments are required for the permanent wholesale supplies through 2020. The SDC costs will decrease if less than the full reserve amount is purchased. Well 5/5A Upgrades (S-06) Well
5 is in need of a new building, a backup generator, chlorination, and a hydrologic investigation to evaluate the well’s observed decreased production. Due to the small size of the existing
site, the acquisition of an adjacent parcel may be required. Additionally, the project will address the recommended Capital Improvements identified in the 2014 Facility Evaluation Study
(CIP Project G-01), including a new well pump at Well 5 and new pump and motor at Well 5A. Additional upgrades may be identified in the hydrologic investigation; therefore, the cost
of this CIP item should be revisited upon completion of the study. The project cost is estimated to be $2,142,000 and is planned for 2022 (medium-term horizon). Well Inspection and Redevelopment
Program (S-07) The City allocates annual funding for investigations and redevelopment of supply wells and springs necessary to ensure production at maximum capacity for efficient utilization.
The CIP is for the production wells and spring collectors, rather than pumps, motors, buildings, etc. Per the CFP, the City has reserved $150,000 on odd years for this work, which amounts
to $1,400,000 over the period.
February 2015 -DRAFT 10-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Water Resources Protection Program (S-08) Starting in 2011, the City allocates annual
funding for the Water Resources Protection Program, which is necessary for implementing strategies identified in the Wellhead Protection Program. The City has reserved $24,597 in 2014
for these projects, which is expected to increase annually by 3 percent rate throughout the planning period. Over the 20 year planning period, the annual Water Resource Protection Program
cost a total $660,942. Coal Creek Springs Collector Improvements (S-09) The middle collector of Coal Creek Springs will be rehabilitated to improve the spring capacity. The project includes
a hydrologic investigation, design, and construction. Per the CFP, the project will cost $3.4 million and is planned for 2018-2019. Wells 3A/3B Treatment (S-11) Wells 3A and 3B are not
commonly operated due to high manganese levels. Manganese treatment is recommended to allow these wells to be used, adding 4.03 mgd of instantaneous flow. The project includes manganese
treatment, a new well/treatment building, well pumps, onsite backup-power. Additionally, the existing gaseous chlorination system will be converted to a hypochlorite system. Costs for
treatment are estimated to be $9,349,000. This project is recommended for the long-term planning horizon. West Hill Springs Water Quality Improvements (S-12) The aging West Hill Springs
chlorination building will be replaced and a new liquid chlorination system will be installed. Water quality improvements are estimated to cost $430,000 and are recommended in the year
2025. Algona Well 1 Decommissioning (S-13) The Algona Well 1 has been temporarily abandoned and all related facilities removed. This project will have the well properly decommissioned
by a State of Washington-licensed well driller. Decommissioning is estimated to cost $39,000 and is planned for 2015. Algona Well 1 Redevelopment (S-14) The City will decommission Algona
Well 1 in 2015. The City will study possible options to use the water right. The well may be redeveloped on-site or an alternative diversion location may be set for an existing or new
well. The project cost of $1,456,000 consists of a water right change application, drilling of the well, and site and well infrastructure. The cost does not include the development of
test wells or water quality treatment (Long-term planning horizon).
February 2015 -DRAFT 10-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Well 7 Treatment Project Phase 1 (S-15) Well 7 is only operated in the summer when necessary
due to high manganese levels. Manganese treatment is recommended to allow this well to be used year-round and to ensure better water quality, and to utilize the full water right for
this well. Due to space limitations at the Well 7 site, the treatment facilities will be included at the Fulmer CCT Facility. The treatment will be installed in two phases. The first
phase will provide 2.5 mgd of capacity in 2022 (medium-term planning horizon). Additionally, the project will address the recommended Capital Improvements to Fulmer Field CCT identified
in the Facility Evaluation Study, including a new pump and motor. Costs for Phase 1 treatment are estimated to be $6,769,000. Well 7 Treatment Phase 2 (S-16) Well 7 Treatment Phase 2
will complete the manganese treatment facilities at the Fulmer CCT Facility to allow year-round use at the well’s full water right. Phase 2 will add 2.5 mgd of treatment for a total
capacity of 5.0 mgd. The second phase will be completed in the long-term planning horizon and is estimated to cost $5,399,000. West Hill Springs Flow Control Improvements (S-17) The
2012 Sanitary Survey by DOH identified several health and safety concerns at West Hill Springs due to flow control and overflow infrastructure. The West Hill Springs Flow Control Improvements
will address these deficiencies, install an electromagnetic meter and flow control valve for automatic shutdown. Per the CFP, the City has budgeted $455,000 in 2015 to complete the improvements.
Howard Road CCT Expansion (S-18) The inflow to the Howard Road CCT will increase substantially in the short-term planning horizon with the completion of the Well 1 Improvements project
and Coal Creek Springs Collector Improvements. The existing facility will be expanded to its full capacity in 2025 to provide additional treatment capacity and provide redundant pump
capacity. Additionally, the project will address the recommended Capital Improvements to Howard Road CCT identified in the Facility Evaluation Study, including a new pump and motor.
The expansion will include an additional aeration tower and a pump to match existing. The project is estimated to cost $1,015,000. Well 6 VFD Pump (as part of Fulmer Well Field Improvements)
Project (S-19) The City is completing the Fulmer Well Field Improvements project in 2015, which began in 2013. The project evaluated Wells 2, 6, and 7 and the Fulmer Field CCT Facility
to identify improvements to increase the supply and treatment capacity of the existing facilities and infrastructure. In 2014, the Well 6 pump bowls were replaced and the motor serviced.
A VFD will be installed in 2015 to complete the Well 6 VFD pump project. Per the CFP, the City has budgeted $50,000 to complete the project.
February 2015 -DRAFT 10-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Well 2 Replacement (S-20) The Fulmer Well Field Improvement project found that Well 2
can continue to serve the City, but would need to be replaced to resolve ongoing operational challenges. The City will replace the well in the long-term planning horizon. The cost is
estimated to be $1,314,000, which assumes the well will remain on its existing site, or other City-owned property. Coal Creek Springs Chlorination Building Replacement (S-21) Coal Creek
Springs chlorination building was identified as requiring replacement in the Facility Evaluation Study. Additionally, the project will upgrade the source from chlorine gas to a hypochlorite
disinfection system. The new building is estimated to cost $1,395,000 and be completed in the long-term planning horizon (2026 to 2035). Well 4 Pump Improvements (S-22) The Facility
Evaluation Study identified improvements to Well 4, including an electrical retrofit and replacement of the aging pump check valve. The improvements are expected to cost $226,000 and
be completed in the medium-term planning horizon (2022 to 2025). 10.3.2 Storage The City’s reservoirs are generally in good condition; continued maintenance tasks are recommended. Table
10.2 and Figure 10.2 present the location of each of these projects. Lakeland Hills Reservoir 5 Improvements (R-01) The Lakeland Hills Reservoir’s interior and exterior will be painted
as part of its routine maintenance to help preserve the life of the reservoir. Additionally, mixing equipment will be added to improve water quality and a seismic isolation valve and
new ladder will be added for safety. Per the CFP, the City has budgeted $735,000 to complete the project in 2015. Annual Reservoir Repair & Replacement (R&R) Program (R-03) The City
has allocated an annual capital expenditure of $50,000 ($1,050,000 in total) for general reservoir maintenance and minor improvements, beginning in 2015. Projects are identified by the
City on an as-needed basis. Valley Service Area New Reservoir (R-04) To meet future storage requirements in the Valley Service Area, it is recommended that a new, 1-MG storage facility
be provided. A siting study should be conducted to identify the preferred reservoir location and other details. Costs for the reservoir are estimated to be $3,380,000 and the project
is needed by the year 2025. The project costs does not include property acquisition.
February 2015 -DRAFT 10-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.2 Storage Improvements Projects Comprehensive Water Plan City of Auburn Project
Project ID Project Timing Added Storage (mg) Estimated Cost Comments Short-Term Lakeland Hills Reservoir 5 Improvements R-01 2015 $735,000.00 Required for maintenance and reservoir longevity,
addition of mixing equipment to improve water quality, seismic isolation valve, a new ladder. Annual Reservoir R&R Program R-03 Annual $1,050,000.00 Reservoir Painting R-05 2020 & 2022
$2,500,000.00 Required for maintenance and reservoir longevity in both Academy and Lea Hill service areas. Reservoir Seismic Rehabilitation R-06 2018-2019 $715,000.00 Installation of
seismic control valves on outlet piping of the Valley Service Area Reservoirs (1&2), Lea Hill Reservoirs (4A&4B), and Academy Reservoirs (8A&8B). Medium-Term Valley Service Area New
Reservoir R-04 2025 1.0 $3,380,000.00 Required to meet future storage requirements in the Valley service area. Reservoir Capital Improvements R-07 2025 $690,000.00 Improvements to Reservoir
1, Reservoir 4A&4B, Reservoir 8A&8B and Braunwood reservoir based on the condition and remaining useful life. Subtotal $9,070,000.00
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TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ c³ $ c³ $ ?¦ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey
Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer
Field Corrosion Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility
R-01 R-06 R-06 R-06 R-04 R-06 R-05 R-05 Algona Well 1 L R-07 R-07 R-07 Reservoir 1 Reservoir 2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS
Lakeland Reservoir 6 Lakeland Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well 2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green
River PS Game Farm Park PS Janssens Addition PS (decomissioned) O 0 0.25 0.5Miles Figure 10.2 Storage CIP Projects Comprehensive Water Plan City of Auburn Legend " Water Distribution
System Water Service Areas Storage CIP Project #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $ PRVs 8" and Smaller 10 -16" 18" and Larger TÚ_ City
Limits Retail Water Service Area Roadways !GReservoir Academy Lakeland Hills Lea Hill Pump Station Valley (Decomissioned) R-03 Annual Resevoir R&R Program applies to all reservoirs.
February 2015 -DRAFT 10-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Reservoir Painting (R-05) The City plans to paint both the Academy and Lea Hill Service
Area reservoirs to ensure longevity of the tanks. The City has budgeted $1,250,000 per service area (two tanks in each) with a total project cost of $2,500,000. The first service area
will be completed in 2020 and the second service area will be completed in the medium-term planning horizon. Reservoir Seismic Rehabilitation (R-06) The City plans to install seismic
control valve on outlet piping of the Valley Service Area Reservoirs (1 & 2), Lea Hill Reservoirs (4A & 4B), and Academy Reservoirs (8A & 8B). Seismic control valve isolates the reservoir
to prevent catastrophic flows from the reservoir during a seismic pipe failure. The project is planned for 2018-2019 at a cost of $715,000. Reservoir Capital Improvements (R-07) The
Facility Evaluation Study identified improvements to reservoir treatment facilities based on the condition and remaining useful life of the assets within the facilities. Improvements
were identified at Reservoir 1, Reservoir 4A & 4B, and Reservoir 8A. The combined improvements are expected to cost $690,000 and be completed between in the mid-term planning horizon
(2022 to 2025). 10.3.3 Pump Stations Several pump station improvements are recommended to provide adequate flows and maintain system pressure in the service areas. The recommended improvements
are generally focused on increasing capacity and providing redundancy. These projects and their associated costs are presented in Table 10.3 and Figure 10.3 shows the location of each
of these projects. Green River Pump Station Emergency Power (PS-03) Without an emergency power supply, the Green River Pump Station cannot be considered a reliable source for meeting
peak demands in the Lea Hill Service Area due to the possibility of a power outage. Providing a back-up generator and associated electrical improvements are estimated to cost $690,000
and are recommended for the year 2017-2018. Intertie Booster Pump Station (PS-04) The Intertie Booster Pump Station fire flow pumps need to be expanded by the addition of one 1,000-gpm
pump. It was assumed that the additional pump will fit within the intertie facility and that the station’s electrical facilities are adequate for the addition of one more fire flow pump.
Additionally, six fire hydrants within the Lea Hill service area will need to be moved to the boosted zone to insure adequate fire flow. This expansion and rezone is estimated to cost
$1,303,000 and is recommended by the year 2021.
February 2015 -DRAFT 10-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Academy Pump Station No. 1 Improvements (PS-07) The Academy Service Area is served by
Academy Pump Station No. 1 (PS1) and No. 2 (PS2). Academy PS1, including the generator, is reaching the end of its useful life and will be replaced and expanded. The new pump station
is recommended to have a 1.44 mgd capacity, with the ability to be expanded in the future. Per the CFP, the pump replacement is estimated to cost $2,125,000 and is recommended by the
year 2017-2018. Game Farm Pump Station Capital Improvement Project (PS-09) The Game Farm Wilderness Park Pump Station is reaching the end of its useful life. The Facility Evaluation
Study identified $149,000 of building improvements to allow continued use of the station, which the City plans to implement in the medium-term. The City plans to connect the Game Farm
to the distribution system in the long-term and decommission the pump station. Decommission Lea Hill PS (PS-10) Previously, the City planned to replace and expand the Lea Hill Pump Station
by 2028. With increased supplies from the 132nd Ave RWSS intertie, the pump station is no longer required. Therefore, the City has chosen to decommission the Lea Hill PS at the end of
its usable life, approximately 2025. The project will also replace the existing PRV at the site. Decommissioning the PS is expected to cost approximately $83,000; however, this cost
may vary depending disposal costs of materials.
February 2015 -DRAFT 10-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.3 Pump Station Improvements Projects Comprehensive Water Plan City of Auburn
Project Project ID Project Timing Added Firm/Reliable Capacity (gpm) Estimated Cost Comments Short-Term Green River PS Back-Up Power PS-03 2017-2018 $690,000.00 Back-up power provides
reliability to this pump station. Academy PS No. 1 Improvements PS-07 2017-2018 $2,125,000.00 Install larger pumps to meet future demands, and electrical modifications. Intertie Booster
Pump Station PS-04 2021 $1,303,000.00 Expand the fire flow capacity of the pump station. Medium-Term Game Farm Pump Station Capital Improvement Project PS-09 2025 $149,000.00 Rehabilitate
Game Farm Pump Station to allow continued use until connection with regular distribution system. Decommission Lea Hill Pump Station PS-10 2025 $83,000.00 Decommission the pump station
at the end of its usable life. Subtotal $4,350,000.00
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TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $c³ $ c³ $c³ $c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ c³ $ c³ $ ?¦ West Hill Spring Howard Rd Corrosion Control 277th St 37th St 15th St Main St 15th St 29th St SE Ellingson Rd SW 8th St E 304th St 312th St 320th St Auburn Way Kersey
Way 12th St E West Valley Hwy 51st Ave 112th Ave 124th AveB St 132nd Ave C St A St M StR St M St Coal Creek Spring Chlorination Facility West Hill Spring Chlorination Facility Fulmer
Field Corrosion Control Intertie Treatment Facility Tacoma Pipeline Intertie (B Street) Tacoma Pipeline Intertie (132nd Ave) Well 1 Chlorination Facility Well 4 Chlorination Facility
PS-03 PS-04 PS-07 PS-10 Algona Well 1 L PS-09 Reservoir 1 Reservoir 2 Lea Hill Reservoirs 4A, 4B Academy Reservoirs 8A, 8B Academy East BPS Terrace View BPS Lakeland Reservoir 6 Lakeland
Hills BPS Lakeland Reservoir 5 Well 5 Well 4 Well 1 Well 7 Well 2, 6Well 5A Well 3A, 3B Well 5B Coal Creek Spring Intertie PS Lea Hill PS Academy PS Green River PS Game Farm Park PS
Janssens Addition PS (decomissioned) O 0 0.25 0.5Miles Figure 10.3 Pump Station CIP Projects Comprehensive Water Plan City of Auburn Legend " Water Distribution System Water Service
Areas Pumping CIP Project #* Intertie TSpring L Well TÚ_Pump Station GFTreatment Facility hgClosed Valve c³ $ PRVs 8" and Smaller 10 -16" 18" and Larger TÚ_ City Limits Retail Water
Service Area Roadways !GReservoir Academy Lakeland Hills Lea Hill Pump Station Valley (Decomissioned)
February 2015 -DRAFT 10-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc 10.3.4 Distribution System The City’s water distribution system will require many improvements
to adequately provide water to its customers. Several pipes have been identified as undersized, aging, having excessively high velocities, or made of asbestos cement. As system demands
grow, the City will need to upsize distribution piping to ensure safe delivery of the required flows. To save costs during design and construction, the City is coordinating pipe replacement
projects with other street and utility projects. The identified distribution programs for the system are described below and presented in Table 10.4. Annual Distribution System Improvements
Program (D-02) Capacity-related improvements to the City’s water distribution system have been identified through the hydraulic analysis. These improvements address low pressures during
the PHD and fire flows as shown in Figure 10.4. SCADA Upgrades (D-03) The Supervisory Control and Data Acquisition (SCADA) system, also known as the Telemetry system, has been upgraded
to improve control of the water utility facilities and to replace obsolete components. Per the CFP, the City has budgeted $10,000 in 2015 to complete the project.
February 2015 – DRAFT 10-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.4 Distribution System Improvements Projects Comprehensive Water Plan City of
Auburn Project Project ID Project Timing Estimated Cost Comments Short-Term Annual Distribution Improvements Program D-02 2017-2031 $9,698,000.00 Pipe improvement projects required to
meet current and short-term demands. SCADA Upgrades D-03 2015 $10,000.00 Complete replacement and upgrade of SCADA system. Street Utility Improvements D-06 Annual $11,519,895.00 Water
main improvements concurrent with Save Our Streets and general arterial street improvements. Water Repair and Replacement D-09 2015-2031 $9,063,673.00 Pipe improvement projects needed
for identified pipe conditions issues. Pipe Asset Management Study D-10 2018 $50,000.00 Perform a pipeline asset management study to identify remaining useful life of water mains. Lea
Hill PRV Station Improvements D-13 2015-2016 $450,000.00 Replace five PRVs in the Lea Hill service area due to aging. Valley AC Main Replacement D-14 2015 $50,000.00 Replace the remaining
AC pipes in the system. Medium-Term Coal Creek Springs Transmission Main Repair D-11 2025 $1,300,000.00 Investigate suspected leak on Coal Creek Spring's 24-inch main to assess the degree
and magnitude of the leak. Academy Transmission Replacement D-12 2025 $2,865,000.00 Replace transmission main in poor condition. Long-Term Braunwood Transmission D-15 2035 $2,264,600.00
Transmission main from Lakeland Hills Service Area to Braunwood Satellite System. Game Farm Park Transmission D-16 2035 $2,212,210.00 Transmission main from Valley Service Area to Game
Farm Park. Subtotal $39,483,378.00
^ ^ GF GF !G!G !G !G !G!G !G GF GF GF GF GFL L L L L LL T L T L #* #* #* #*#* #* #* #* #* #* #* #* #* #* L TT T #* #* #* #* #* #* T LL L L L L hg hg !G!G !G !G !G!G !G !G TÚ_ TÚ_ TÚ_
TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ TÚ_ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³ $c³ $ c³ $ c³ $ c³ $ c³ $ c³ $ c³
$ c³ $ G!. G!.G!. hg 5 8 45 3 59 1 15 2 71 67 23 9 57 4 7 61 22 47 58 11 12 62 53 10 51 33 13 34 60 20 17 54 21 43 49 44 63 6 37 38 70 36 18 42 66 65 39 41 35 30 45 19 55 64 68 16 46
48 52 14 69 31 29 40 56 50 26 25 32 24 2827 58O 0 0.5 1Miles Legend !G Reservoir #* Intertie T Spring L Well TÚ_ Pump Station GFTreatment Facility hg Closed Valve c³ $PRVs Water Distribution
System 8" and Smaller 10 -16" 18" and Larger City Limits Retail Water Service Area Roadways Water Service Areas Academy Lakeland Hills Lea Hill Valley hgNew NC Valve G!. Hydrant Improvement
Figure 10.4 Piping System CIP Projects Comprehensive Water Plan City of Auburn L
February 2015 -DRAFT 10-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Street Utility Improvements (D-06) The City Street Utility program budgets $500,000 a
year to perform water main improvements in coordination with the Save our Streets (SOS) program and general arterial street improvements. By replacing water infrastructure concurrent
with other utility or street replacement programs, the City is able to reduce overall project costs. Identified projects are anticipated to occur annually throughout the planning period.
In addition to the annual program, the City has identified five individual street improvement projects associated with Auburn Way South improvements and the BNSF Utility crossing to
be completed in 2015. Per the CFP, the combined projects’ cost for FY 2015, including the annual program, is expected to be $1,519,895. Water Repair and Replacement (D-09) Distribution
system repair and replacement projects required for meeting peak demands and reducing system losses. The City’s pipeline water repair and replacement program presented in Chapter 9 will
be accomplished through the combination of the Street Utility Improvements (D-06) and this program. Ideally, Water Repair and Replacement and Street Utility projects will be constructed
on alternating years to maintain consistent levels of capital expenditures, beginning in 2017. Pipeline Asset Management Study (D-10) A pipeline asset management study is recommended
to identify the remaining useful life of water mains in the system, prioritization of pipe replacements, and develop replacement costs to aid in phasing the replacements. It is recommended
that the City collect pipe material and age data before conducting the asset management study. The study will be conducted in 2018 and is expected to cost $50,000. Coal Creek Springs
Transmission Main Repair (D-11) The Facilities Evaluation Study found a suspected leak on Coal Creek Spring’s 24-inch steel transmission main crossing the White River. The approximate
location of the leak was identified, but further investigation of the leak is required to assess the degree and magnitude of the leak. The City has budgeted $1,300,000 in 2025 to replace
the river crossing. Academy Transmission Main Replacement (D-12) The Facilities Evaluation Study identified that the 14-inch Academy Transmission Main may be in poor condition, based
on its age and assumed material type (Class 52 ductile iron). The report recommended the replacement of approximately 11,300 linear feet of pipe due to decreased wall thickness. Additional
testing is required to confirm the study’s findings, specifically whether the apparent decrease in wall thickness is due to a thinner original pipe
February 2015 -DRAFT 10-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc class (e.g., Class 50) or due to corrosion (which would indicate possible need for replacement).
The transmission main replacement is expected to cost $2,865,000 and be completed in 2025. Lea Hill PRV Station Improvements (D-13) The City plans to replace five aging PRVs in the Lea
Hill Service Area that do not meet modern operation and maintenance standards. Per the CFP, the City has budgeted $450,000 to complete the project by 2016. Valley AC Main Replacement
(D-14) The City previously found its asbestos-cement (AC) mains are generally undersized and have relatively high leakage rates. Replacement of the remaining two areas of AC mains within
the system, as described in Section 9.5.8.1, will be completed in 2015. Per the CFP, the City has budgeted $50,000 to complete the project. Braunwood Transmission (D-15) An approximately
8,000 linear foot transmission main will be constructed to connect the Braunwood satellite system to the distribution system in the long-term planning horizon. The transmission main
will allow for service to additional customers along the pipeline route (53rd St SE). The existing supply, booster pump, and storage facilities at the satellite system may be decommissioned
as part of the project. The project is expected to cost $2,264,600. Game Farm Park Transmission (D-16) An approximately 7,700 linear foot transmission main will be constructed to connect
Game Farm Park to the distribution system in the long-term planning horizon. The transmission main will allow for service to new areas. The existing booster pump station will be decommissioned
as part of the project. The project is expected to cost $2,212,210. 10.3.5 General Utility Projects The City has several general water system projects such as a Facilities Evaluation
Study and continued Comprehensive Plan updates. These projects and estimated expenditures are shown in Table 10.5. Utilities Field Operations Center (G-05) This project consists of the
construction of buildings for utilities field staff use and storage of field equipment. Per the CFP, this project is partially funded by Sewer and Storm; the Water share of the project
cost is $300,000.
February 2015 -DRAFT 10-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Muckleshoot Indian Tribe (MIT) Master Meters (G-06) This project will install master
meters to MIT properties to facilitate both City and MIT account administration. Per the CFP, the project is anticipated to cost $400,000 and is scheduled for the year 2015. Comprehensive
Water Plan Updates (G-04, G-08) The Department of Health requires that the Comprehensive Water Master Plan be updated every six years. This interval is expected to increase to 10 years
starting in 2015. Per the CFP, the City has allocated $50,000 to complete the Comprehensive Water Plan in 2015. An additional $425,000 has been budgeted for updates in 2024 and 2034.
Water Meter & Billing System Improvements (G-09) The City will install advanced metering infrastructure (AMI) to all customers between 2015 and 2019. The AMI will allow for more accurate
meter reads, daily information for quicker detection of leaks, and improved efficiency of billing operations. Per the CFP, the City has budgeted $6,500,000 to implement the metering
infrastructure. 10.4 CIP SUMMARY Table 10.6 summarizes the short, medium and long-term CIP elements. All costs shown in Table 10.6 are 2014 dollars. The total supply project costs are
estimated at $58.1 million, the total storage project costs are estimated at $9.1 million, the total pump station project costs are estimated at $4.4 million, the total distribution
project costs are estimated at $39.5 million and the total general water system project costs are estimated at $8.1 million. The projects anticipated for the next six years are summarized
in Table 10.7. The project costs shown in Table 10.7 are divided into three categories: 1) upgrade; 2) expansion; and 3) repair & replacement. The City uses this information to develop
rates and SDC charges. Projects may include elements of multiple categories. In the short-term horizon, approximately 60% of CIP spending will address repair and replacement and approximately
40% of CIP spending will address system upgrades and expansion.
February 2015 10-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.5 General Utility Capital Projects Comprehensive Water Plan City of Auburn Project
Project ID Project Timing Cost Comments Short-Term Comprehensive Water Plan Update -2014 G-04 2015 $50,000.00 Mandated by Washington Department of Health. Utilities Field Operations
Center G-05 2015 $300,000.00 Construct building for utilities field staff use and storage of field equipment. MIT Master Meters G-06 2015 $400,000.00 Implement master meters to MIT properties
to ease account administration. Water Meter & Billing System Improvements G-09 2015-2019 $6,500,000.00 Install advanced metering infrastructure (AMI) to allow for more accurate meter
readers, daily information for quicker detection of leaks, and improved efficiency of billing operations. Medium-Term Comprehensive Water Plan Update -2025 & 2035 G-08 2024 & 2034 $850,000.00
Mandated by Washington Department of Health. Subtotal $8,100,000.00
February 2015 -DRAFT 10-23 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.6 Capital Improvements Projects (2014 Costs) Comprehensive Water Plan City of
Auburn Project Total Project Cost (2014 dollars) Annual Cost Short-Term 2015-2021 Medium-Term 2022-2025 Long-Term 2026-2035 Supply Projects S-01 Well 1 On-site Improvements Project $50,000.00
$50,000.00 $0.00 $0.00 S-02 Well 4 Emergency Power Improvements Project $50,000.00 $50,000.00 $0.00 $0.00 S-03 Well 7 Back-Up Power $1,391,000.00 $0.00 $1,391,000.00 $0.00 S-04 Cascade
Water Alliance Water Purchase $21,073,743.00 $5,926,665.00 $8,657,964.00 $6,489,114.00 S-06 Well 5/5A Upgrades $2,142,000.00 $0.00 $2,142,000.00 $0.00 S-07 Well Inspection and Redevelopment
Program $1,400,000.00 $350,000.00 $300,000.00 $750,000.00 S-08 Water Resources Protection Program $660,942.00 $24,597.00 $188,477.00 $126,562.00 $345,903.00 S-09 Coal Creek Springs Collector
Improvements $3,400,000.00 $3,400,000.00 $0.00 $0.00 S-11 Wells 3A/3B Treatment $9,349,000.00 $0.00 $0.00 $9,349,000.00 S-12 West Hill Springs Water Quality Improvements $430,000.00
$0.00 $430,000.00 $0.00 S-13 Algona Well 1 Decommissioning $39,000.00 $39,000.00 $0.00 $0.00 S-14 Algona Well 1 Redevelopment $1,456,000.00 $0.00 $0.00 $1,456,000.00 S-15 Well 7 Treatment
Phase 1 $6,769,000.00 $0.00 $6,769,000.00 $0.00 S-16 Well 7 Treatment Phase 2 $5,399,000.00 $0.00 $0.00 $5,399,000.00 S-17 West Hill Springs Flow Control Improvements $455,000.00 $455,000.00
$0.00 $0.00 S-18 Howard Road CCT Expansion $1,015,000.00 $0.00 $1,015,000.00 $0.00 S-19 Well 6 VFD Pump Project $50,000.00 $50,000.00 $0.00 $0.00 S-20 Well 2 Replacement $1,314,000.00
$0.00 $0.00 $1,314,000.00 S-21 Coal Creek Springs Chlorination Building Replacement $1,395,000.00 $0.00 $1,395,000.00 $0.00 S-22 Well 4 Pump Improvements $226,000.00 $0.00 $226,000.00
$0.00 Subtotal $58,064,685.00 $10,509,142.00 $21,057,526.00 $26,498,017.00 Storage Projects R-01 Lakeland Hills Reservoir 5 Improvements $735,000.00 $735,000.00 $0.00 $0.00 R-03 Annual
Reservoir R&R Program $1,050,000.00 $50,000.00 $350,000.00 $200,000.00 $500,000.00 R-04 Valley Service Area new Reservoir $3,380,000.00 $0.00 $3,380,000.00 $0.00 R-05 Reservoir Painting
$2,500,000.00 $1,250,000.00 $1,250,000.00 $0.00 R-06 Reservoir Seismic Rehabilitation $715,000.00 $715,000.00 $0.00 $0.00 R-07 Reservoir Capital Improvements $690,000.00 $0.00 $690,000.00
$0.00 Subtotal $9,070,000.00 $3,050,000.00 $5,520,000.00 $500,000.00 Pump Station Projects PS-03 Green River PS Back-Up Power $690,000.00 $690,000.00 $0.00 $0.00 PS-04 Intertie Booster
Pump Station $1,303,000.00 $1,303,000.00 $0.00 $0.00 PS-07 Academy PS No. 1 Improvements $2,125,000.00 $2,125,000.00 $0.00 $0.00 PS-09 Game Farm Pump Station Capital Improvement $149,000.00
$0.00 $149,000.00 $0.00 PS-10 Decommission Lea Hill Pump Station $83,000.00 $0.00 $83,000.00 $0.00 Subtotal $4,350,000.00 $4,118,000.00 $232,000.00 $0.00
February 2015 -DRAFT 10-24 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.6 Capital Improvements Projects (2014 Costs) Comprehensive Water Plan City of
Auburn Project Total Project Cost (2014 dollars) Annual Cost Short-Term 2015-2021 Medium-Term 2022-2025 Long-Term 2026-2035 Distribution System Projects D-02 Annual Distribution Improvements
Program $9,698,000.00 $2,900,000.00 $2,600,000.00 $4,198,000.00 D-03 SCADA Upgrades $10,000.00 $10,000.00 $0.00 $0.00 D-06 Street Utility Improvements $11,519,895.00 $500,000 $4,519,895.00
$2,000,000.00 $5,000,000.00 D-09 Water Repair and Replacements $9,063,673.00 $2,600,000.00 $2,600,000.00 $3,863,000.00 D-10 Pipe Asset Management Study $50,000.00 $50,000.00 $0.00 $0.00
D-11 Coal Creek Springs Transmission Repair $1,300,000.00 $0.00 $1,300,000.00 $0.00 D-12 Academy Transmission Main Replacement $2,865,000.00 $0.00 $2,865,000.00 $0.00 D-13 Lea Hill PRV
Station Improvements $450,000.00 $450,000.00 $0.00 $0.00 D-14 Valley AC Main Replacement $50,000.00 $50,000.00 $0.00 $0.00 D-15 Braunwood Transmission $2,264,600.00 $0.00 $0.00 $2,264,600.00
D-16 Game Farm Park Transmission $2,212,210.00 $0.00 $0.00 $2,212,210.00 Subtotal $39,483,378.00 $10,579,895.00 $11,365,000.00 $17,537,810.00 General Water System Projects G-04 Comprehensive
Water Plan Update -2014 $50,000.00 $50,000.00 $0.00 $0.00 G-05 Utilities Field Operations Center $300,000.00 $300,000.00 $0.00 $0.00 G-06 MIT Master Meters $400,000.00 $400,000.00 $0.00
$0.00 G-08 Comprehensive Water Plan Update -2025 & 2035 $850,000.00 $0.00 $425,000.00 $425,000.00 G-09 Water Meter & Billing System Improvements $6,500,000.00 $6,500,000.00 $0.00 $0.00
Subtotal $8,100,000.00 $7,250,000.00 $425,000.00 $425,000.00 TOTAL $119,068,063.00 $35,507,037.00 $38,599,526.00 $44,960,827.00
February 2015 -DRAFT 10-25 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.7 Capital Improvements Program Costs and Phasing Comprehensive Water Plan City
of Auburn CIP ID NAME Year SHORT-TERM Upgrade Expansion Repair & Replacement FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 FY 2015 -2021 Total Supply S-01 Well 1 On-site Improvements
Project 2015 50% 0% 50% $50,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $50,000.00 S-02 Well 4 Emergency Power Improvements Project 2015 100% 0% 0% $50,000.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $50,000.00 S-04 Cascade Water Alliance Water Purchase 2017-2029 0% 100% 0% $0.00 $0.00 $532,561.00 $532,561.00 $532,561.00 $2,164,491.00 $2,164,491.00 $5,926,665.00 S-07
Well Inspection and Redevelopment Program 2017-2033 20% 0% 80% $50,000.00 $0.00 $150,000.00 $0.00 $150,000.00 $0.00 $0.00 $350,000.00 S-08 Water Resources Protection Program Annual 20%
0% 80% $24,597.00 $25,335.00 $26,095.00 $26,878.00 $27,685.00 $28,515.00 $29,371.00 $188,477.00 S-09 Coal Creek Springs Collector Improvements 2018-2019 20% 0% 80% $0.00 $0.00 $0.00
$800,000.00 $2,600,000.00 $0.00 $0.00 $3,400,000.00 S-13 Algona Well 1 Decommissioning 2015 0% 0% 100% $39,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $39,000.00 S-17 West Hill Springs
Flow Control Improvements 2015 50% 0% 50% $455,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $455,000.00 S-19 Well 6 VFD Pump Project 2015 100% 0% 0% $50,000.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $50,000.00 Subtotal $718,597.00 $25,335.00 $708,656.00 $1,359,439.00 $3,310,245.00 $2,193,006.00 $2,193,861.00 $10,509,142.00 Storage R-01 Lakeland Hills Reservoir 5 Improvements
2015 50% 0% 50% $735,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $735,000.00 R-03 Annual Reservoir R&R Program Annual 50% 0% 50% $50,000.00 $50,000.00 $50,000.00 $50,000.00 $50,000.00
$50,000.00 $50,000.00 $350,000.00 R-05 Reservoir Painting 2020 & 2022 0% 0% 100% $0.00 $0.00 $0.00 $0.00 $0.00 $1,250,000.00 $0.00 $1,250,000.00 R-06 Reservoir Seismic Rehabilitation
2018-2019 80% 0% 20% $0.00 $0.00 $0.00 $357,500.00 $357,500.00 $0.00 $0.00 $715,000.00 Subtotal $785,000.00 $50,000.00 $50,000.00 $407,500.00 $407,500.00 $1,300,000.00 $50,000.00 $3,050,000.00
Pump Stations PS-03 Green River PS Back-Up Power 2017-2018 50% 0% 50% $0.00 $0.00 $90,000.00 $600,000.00 $0.00 $0.00 $0.00 $690,000.00 PS-04 Intertie Booster Pump Station Improvements
2021 25% 25% 50% $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,303,000.00 $ 1,303,000.00 PS-07 Academy PS No. 1 Improvements 2017-2018 50% 0% 50% $0.00 $0.00 $925,000.00 $1,200,000.00 $0.00
$0.00 $0.00 $2,125,000.00 Subtotal $0.00 $0.00 $1,015,000.00 $1,800,000.00 $0.00 $0.00 $1,303,000.00 $4,118,000.00
February 2015 -DRAFT 10-26 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch10.doc Table 10.7 Capital Improvements Program Costs and Phasing Comprehensive Water Plan City
of Auburn CIP ID NAME Year SHORT-TERM Upgrade Expansion Repair & Replacement FY 2015 FY 2016 FY 2017 FY 2018 FY 2019 FY 2020 FY 2021 FY 2015 -2021 Total Distribution System D-02 Annual
Distribution Improvements Program 2017-2031 20% 0% 80% $0.00 $0.00 $300,000.00 $1,000,000.00 $300,000.00 $1,000,000.00 $300,000.00 $2,900,000.00 D-03 SCADA Upgrades 2015 50% 0% 50% $10,000.00
$0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $10,000.00 D-06 Street Utility Improvements Annual 20% 0% 80% $1,519,895.00 $500,000.00 $500,000.00 $500,000.00 $500,000.00 $500,000.00 $500,000.00
$4,519,895.00 D-09 Water Repair and Replacements 2015-2031 20% 0% 80% $0.00 $0.00 $0.00 $300,000.00 $1,000,000.00 $300,000.00 $1,000,000.00 $2,600,000.00 D-10 Pipe Asset Management Study
2018 50% 0% 50% $0.00 $0.00 $0.00 $50,000.00 $0.00 $0.00 $0.00 $50,000.00 D-13 Lea Hill PRV Station Improvements 2015-2016 50% 0% 50% $50,000.00 $400,000.00 $0.00 $0.00 $0.00 $0.00 $0.00
$450,000.00 D-14 Valley AC Main Replacement 2015 20% 0% 80% $50,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $50,000.00 Subtotal $1,629,895.00 $900,000.00 $800,000.00 $1,850,000.00 $1,800,000.00
$1,800,000.00 $1,800,000.00 $10,579,895.00 General G-04 Comprehensive Water Plan Update -2014 2015 50% 0% 50% $50,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $50,000.00 G-05 Utilities
Field Operations Center 2015 100% 0% 0% $300,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $300,000.00 G-06 MIT Master Meters 2015 20% 0% 80% $400,000.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00
$400,000.00 G-09 Water Meter & Billing System Improvements 2015-2019 20% 0% 80% $1,000,000.00 $1,000,000.00 $1,500,000.00 $1,500,000.00 $1,500,000.00 $0.00 $0.00 $6,500,000.00 Subtotal
$1,750,000.00 $1,000,000.00 $1,500,000.00 $1,500,000.00 $1,500,000.00 $0.00 $0.00 $7,250,000.00 TOTAL 22% 22% 56% $4,883,492.00 $1,975,335.00 $4,073,656.00 $6,916,940.00 $7,017,745.00
$5,293,006.00 $4,043,862.00 $35,507,037.00
February 2015 -DRAFT 11-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Chapter 11 FINANCIAL 11.1 INTRODUCTION The objective of the financial plan is to identify
the total cost of providing water service and to provide a financial program that allows the water utility to remain financially viable during execution of the identified Capital Improvement
Program (CIP). This viability analysis considers the historical financial condition of the utility, the sufficiency of utility revenues to meet current and future financial and policy
obligations and the financial impact of executing the CIP. Furthermore, the plan provides a review of the utility’s rate structure with respect to rate adequacy, promotion of water conservation,
and customer affordability. 11.2 PAST FINANCIAL PERFORMANCE This section includes a historical (2008 to 2013) summary of financial performance as reported by the City of Auburn (City)
on the Statement of Revenues, Expenses, and Changes in Net Position and the Statement of Net Position, specific to the water utility. 11.2.1 Statement of Revenues, Expenses and Changes
in New Position Table 11.1 shows a consolidated Statement of Revenues, Expenses, and Changes in Net Position for the period 2008 to 2013. Findings and Trends Operating Income (including
depreciation expense) has been positive since 2011. Operating income grew from an operating loss of $761,001 in 2008 to an operating income of $956,758 in 2012. Furthermore, from 2008
to 2013 operating revenues grew 53%, outpacing operating expenses by 20%. In spite of this trend, operating income in 2013 declined 47% compared to 2012. This is largely attributed to
the nearly $1.1 million growth in Operations and Maintenance (O&M) expense in 2013. Depreciation is a non-cash expenditure, so even though operating income has been negative in some
years, cash flow was positive for each of the six years in the table. A few key financial ratios are discussed below. Unless otherwise noted, the stated benchmarks are based on industry
standards. The O&M Coverage Ratio: (operating revenues divided by operating expenses) – Benchmark: A ratio of 1.0 or higher is a desirable result, indicative of sufficient revenues
to meet cash operating expenses as well as to cover depreciation expense. – Results: Increased from 0.91 in 2008 to 1.05 in 2013 which is a positive trend.
February 2015 -DRAFT 11-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx The Operating Ratio: (total operating expenses excluding depreciation divided by total
operating revenues) – Benchmark: A ratio greater than 90% indicates there is little room for new debt service and capital replacement without additional rate increases. A ratio greater
than 100% indicates that cash operating expenses exceed operating revenues and is indicative of an unsustainable financial condition. – Results: Decreased from 83% in 2008 to 76% in
2013 which is a positive trend. The Debt Service Coverage Ratio: (operating & interest revenues less O&M expenses excluding depreciation, divided by annual debt service) – Benchmark:
There are two forms of debt service coverage: one applies to debt service from revenue bonds only, while the other applies to debt service on total debt, including state loans. Revenue
bonds typically have a legal minimum coverage requirement of 1.25. State loans usually do not carry a minimum coverage requirement; however, based on industry standards, it is recommended
that debt service coverage on total debt be at least 1.0. To be conservative, this review of financial statements looks at coverage on total debt. – Results: The City’s debt service
coverage on total debt decreased from 1.7 in 2008 to 1.4 in 2013 but still remains well above industry and City benchmarks. Table 11.1 Statement of Revenues, Expenses and Changes in
Fund Net Position Comprehensive Water Plan City of Auburn 2008 2009 2010 2011 2012 2013 OPERATING REVENUES: Charges for services $ 7,664,443 $ 8,825,924 $ 9,100,699 $ 9,008,830 $ 10,335,641
$ 11,695,351 Other Operating Revenue ------Total Operating Revenues 7,664,443 8,825,924 9,100,699 9,008,830 10,335,641 11,695,351 OPERATING EXPENSES: Operations and Maintenance 3,266,201
3,262,764 3,560,195 3,017,606 3,500,564 4,572,464 Administration 2,192,538 2,484,844 2,557,897 2,328,180 2,503,885 2,951,254 Depreciation/Amortization 2,098,916 2,104,554 2,116,352 2,080,667
2,171,770 2,289,288 Other Operating Expenses 867,789 1,003,065 1,055,120 1,111,008 1,202,664 1,371,582 Total Operating Expenses 8,425,444 8,855,227 9,289,564 8,537,461 9,378,883 11,184,588
OPERATING INCOME (LOSS) (761,001) ( 29,303) (188,865) 471,369 956,758 510,763 NON OPERATING REVENUE (EXPENSES) Interest Revenue 383,491 8 8,079 5 8,353 5 6,417 27,209 2 3,019 Other Non-Operating
Revenue 5 5,348 9 3,286 775,827 841,545 725,905 214,324 Interest Expense (137,855) (114,306) (753,316) (421,883) (274,449) (635,239) Other Non-Operating Expenses (1,932) (682) -(2,392)
(2,392) (73,267) Total Non-Operating Revenue (expenses) 299,052 6 6,377 8 0,864 473,687 476,273 (471,163) INCOME(LOSS) BEFORE CONTRIBUTIONS AND TRANSFERS (461,949) 3 7,074 (108,001)
945,056 1,433,031 3 9,600 CAPITAL CONTRIBUTIONS 2,653,883 649,742 1,257,840 2,458,649 3,307,307 1,005,667 TRANSFERS IN ------TRANSFERS OUT (50,000) (166,100) (55,790) (50,000) (50,000)
(50,000) Changes in Net Position 2,141,934 520,716 1,094,049 3,353,705 4,690,338 995,267 Net Position, January 1, as Previously Reported 55,918,291 58,060,225 58,580,941 59,674,990 63,028,695
67,719,033 Change in Accounting Principle (58,325) Net Position, January 1, as Restated 67,660,708 Net Position, December 31 $ 5 8,060,225 $ 5 8,580,941 $ 5 9,674,990 $ 6 3,028,695 $
67,719,033 $ 6 8,655,975
February 2015 -DRAFT 11-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx 11.2.2 Statement of Net Position Table 11.2 shows the consolidated Statement of Net Position
for the period 2008 to 2013. Findings and Trends This statement shows that the City’s net water assets, which measures the cost of assets (net of depreciation) remaining after liabilities
are paid, increased from $58.1 million to $68.7 million over the 2008 to 2013 time period; this represents an 18% increase over the five-year period. This includes an overall increase
in current assets of 41%, from $12.4 million in 2008 to $17.4 million in 2013. Cash and investments remained relatively level through 2012 but declined in 2013. Non-current assets, which
represent assets required for use or consumption beyond one year, have seen a 43% increase over the five-year period, from $54.4 million in 2008 to $77.7 million in 2013. A more detailed
look at the change in capital assets over this period reveals that Improvements Other Than Buildings has increased 24%, Construction in Progress has increased by about $10 million, and
the City paid an System Development Charge (SDC) for wholesale water supply from Tacoma Public Utilities valued at $5.2 million. The following financial performance indicators of the
utility reflect the trends and discussion above. Unless otherwise noted, the stated benchmarks are based on industry standards. Liquidity: The Current Ratio: (unrestricted current
assets divided by current liabilities) – Benchmark: A ratio of 2.0 or higher is considered good in terms of healthy liquidity. The current ratio is a measure of short-term financial
strength and answers the question: Are current assets able to cover expected current liabilities in the coming year? – Results: From 2008 through 2012, the current ratio has ranged from
3.3 to 6.9, each year well above the recommended benchmark. However, in 2013 the current ratio declined to 1.9, which is approximately at the suggested benchmark of 2.0. The main reason
for the decline is that unrestricted cash and investments dropped by $2.2 million, from $9.1 million to $6.9 million. While a current ratio of 1.9 by itself is not cause for concern,
it would be worth the City’s attention to explore the reason for the decrease in the level of unrestricted cash and investments between 2012 and 2013. Efficiency: Accounts Receivable
Collection Period: (customer receivables on balance sheet x 365 days then divided by annual sales) – Benchmark: Generally, less than 30 days is considered very good. – Results: Decreased
from 37 days in 2008 to 31 days in 2013. This is trending towards the “very good” benchmark.
February 2015 -DRAFT 11-4 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Capital Structure: Debt to Net Capital Assets Ratio: (total outstanding debt divided
by capital assets net of accumulated depreciation) – Benchmark: For utilities, having a capital structure of at least 40% equity and less than 60% debt is considered a healthy capital
structure, with adequate future borrowing capacity and a manageable debt service burden. The City’s capital structure policy is even more conservative: 50% debt and 50% equity. – Results:
Increased from 14% debt in 2008 to 31% debt in 2013. This is still well within both industry and City benchmarks for maximum outstanding debt. Table 11.2 Statement of Net Position Comprehensive
Water Plan City of Auburn 2008 2009 2010 2011 2012 2013 Assets Current Assets Cash and Cash Equivalents $ 6,695,075 $ 7,112,183 $ 7,988,302 $ 9,105,059 $ 9,097,192 $ 6,933,381 Investments
3,112,826 2,004,773 1,731,607 2,004,940 --Restricted Cash Bond Payments 1,009,122 272,508 948,415 974,099 1,282,185 1,773,039 Customer Deposits 33,745 35,606 31,629 20,633 1 4,746 16,337
Other 4 68,199 357,499 11,123,922 6,280,141 1,225,687 7,546,533 Customer Accounts 7 68,978 840,101 888,146 895,871 921,837 999,061 Other Receivables 51,179 8,103 715,867 6,716 --Inventories
242,852 175,328 226,378 187,286 147,520 141,028 Total Current Assets 12,381,976 10,806,101 23,654,266 19,474,745 12,689,167 17,409,379 Non Current Assets Long Term Contracts and Notes
---Capital Assets Land 8 97,971 897,971 897,971 897,971 897,971 897,971 Water Rights ---5,196,600 5,196,600 Buildings and Equipment 3,113,583 2,344,538 2,344,538 2,436,120 2,463,741
2,463,741 Improvements Other Than Buildings 81,599,892 82,968,802 86,437,929 90,393,469 96,250,763 101,191,935 Construction in Progress 9 20,761 3,134,552 2,400,937 7,331,713 9,189,882
10,812,019 Less: Accumulated Depreciation (32,146,881) (34,251,435) (36,367,787) (38,448,453) (40,620,223) (42,909,512) Total Capital Assets ( Net of A/D) 54,385,326 55,094,428 55,713,588
62,610,820 73,378,734 77,652,754 Total Non-Current Assets 54,385,326 55,094,428 55,713,588 62,610,820 73,378,734 77,652,754 Total Assets 66,767,302 65,900,529 79,367,854 82,085,565 86,067,901
95,062,133 LIABILITIES Current Liabilities Current Payables 4 77,679 393,169 802,944 852,393 839,004 1,078,499 Current Deposits 33,745 35,606 31,629 --Loans Payable-Current -435,568
435,568 435,568 435,568 515,855 Employee Leave Benefits-Current 1 23,306 153,208 152,012 146,344 158,980 180,068 Revenue Bonds Payable-Current 8 96,500 203,500 214,600 225,700 545,133
839,969 General Obligation Bonds Payable-Current --Accrued Interest 1 38,825 100,848 752,503 762,807 749,850 959,978 Deposits ---20,633 14,746 16,337 Total Current Liabilities 1,670,055
1,321,899 2,389,256 2,443,445 2,743,281 3,590,706 Non Current Liabilities Unearned Revenue 42,200 42,200 42,200 42,200 42,200 42,200 Employee Leave Benefits 15,208 50,635 79,476 66,429
55,158 53,695 Loans Payable 5,323,768 4,452,631 4,017,063 3,581,494 3,145,925 4,155,517 Revenue Bonds Payable 1,655,846 1,452,223 13,164,869 12,923,302 12,362,304 18,564,040 General
Obligation Bonds Payable ------Total Non Current Liabilities 7,037,022 5,997,689 17,303,608 16,613,425 15,605,587 22,815,452 Total Liabilities 8,707,077 7,319,588 19,692,864 19,056,870
18,348,868 26,406,158 NET POSITION Invested In Capital Assets, Net of Related Debt 46,509,213 48,550,506 47,778,846 50,498,331 56,889,804 53,577,373 Restricted for: Debt Service 4 68,199
630,007 2,174,980 2,200,664 2,507,872 3,403,353 Capital Projects 5,916,219 Unrestricted 11,082,813 9,400,428 9,721,164 10,329,700 8,321,357 5,759,030 Total Net Position $ 58,060,225
$ 58,580,941 $ 59,674,990 $ 63,028,695 $ 67,719,033 $ 68,655,975
February 2015 -DRAFT 11-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx 11.2.3 Outstanding Debt Principal Table 11.3 outlines the City’s outstanding debt principal
as of the end of 2013. The City of Auburn has three outstanding revenue bonds and four outstanding Public Works Trust Fund loans. The total outstanding principal on these loans is $23
million. 11.3 FINANCIAL PLAN 11.3.1 Overview The water utility is an enterprise fund that is responsible for funding all of its related costs. It is not dependent upon general tax revenues
or General Fund resources. The primary source of funding for the utility is collections from water service charges. The City controls the level of service charges by ordinance, and subject
to statutory authority, can adjust user charges as needed to meet financial objectives. The financial plan can only provide a qualified assurance of financial feasibility if it considers
the “total system” costs of providing water service – both operating and capital. To meet these objectives, the following elements are completed: Capital Funding Plan – This plan identifies
the total CIP obligations for the planning period 2015-2035. As defined previously in this document, the planning period is separated into three individual time horizons: “Short Term”
2015 to 2021, “Medium Term” 2022 to 2025 and “Long Term” 2026 to 2035. The plan defines a strategy for funding the CIP including an analysis of available resources from rate revenues,
existing reserves, system development charges, debt financing and any special resources that may be readily available (e.g. grants, developer contributions, etc). The capital funding
plan impacts the financial plan through use of debt financing (resulting in annual debt service) and the assumed rate revenue resources available for capital funding. Table 11.3 Outstanding
Debt Principal Comprehensive Water Plan City of Auburn Debt Description Principal Outstanding Maturity Year 2005 Revenue Bond $ 754,800 2016 2010 CIP Revenue Bond $ 11,377,352 2030 2013
CIP Revenue Bond $ 6,426,400 2032 PW-01-691-006 $ 1,816,685 2021 PW-02-691-002 $ 235,030 2022 PW-13-961-012 $ 1,592,885 2032 PW-99-791-003 $ 1,094,211 2019 Total $ 23,297,363
February 2015 -DRAFT 11-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Financial Forecast – This forecast identifies annual non-capital costs associated with
the operation, maintenance, and administration of the water system. Included in the financial plan is a reserve analysis that forecasts cash flow and fund balance activity along with
testing for satisfaction of actual or recommended minimum fund balance policies. The financial plan ultimately evaluates the sufficiency of utility revenues in meeting all obligations,
including operating expenses, debt service, and reserve contributions, as well as any debt service coverage requirements associated with long-term debt. The Financial Forecast analysis
is discussed in Section 11.5. 11.3.2 Utility Fund Structure The City tracks the water utility’s revenues and expenditures in a single fund: Fund 430. Conceptually, utility expenditures
can be divided into three main types of costs: operating, capital, and debt service. For modeling purposes, it was assumed that the single fund for the water utility is split between
three “accounts”: operating, capital, and debt reserves. Municipal utilities commonly maintain separate operating, capital, and debt reserves. The initial allocation of the beginning
fund balance is discussed in Section 11.5. Operations – serves as an operating account where operating revenues are deposited and operating expenses are paid. Capital projects –
serves as a capital account where capital revenues are deposited and capital expenditures are paid. Examples of capital revenues include system development charges, grant proceeds, debt
proceeds, and contributions from rates. Restricted Bond Reserve – serves as a restricted account set up to comply with revenue bond covenants. Splitting a single fund into three separate
“accounts” allows the City to apply the City’s and industry standard reserve targets to each account. Minimum balance thresholds for these accounts are discussed in the next section,
“Financial Policies.” 11.3.3 Financial Policies Following is a brief summary of adopted or recommended financial policies for the City water utility. Adopted policies are drawn from
the “Process/Policies” section within the City’s Adopted 2015-16 Budget. Reserve Policies Utility reserves serve multiple functions; they can be used to address variability and timing
of expenditures and receipts; occasional disruptions in activities, costs or revenues; utility debt obligations; and many other functions. The collective use of individual reserves helps
to limit the City’s exposure to revenue shortfalls, meet long-term capital obligations, and reduce the potential for bond coverage defaults.
February 2015 -DRAFT 11-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Operating Reserve – An operating reserve is designed to provide a liquidity cushion;
it protects the utility from the risk of short-term variation in the timing of revenue collection or payment of expenses. Like other types of reserves, operating reserves also serve
another purpose: they help smooth rate increases over time. Target funding levels for an operating reserve are generally expressed as a certain number of days of O&M expenses, with the
minimum requirement varying with the expected revenue volatility. Industry practice for utility operating reserves ranges from 30 days (8%) to 120 days (33%) of O&M expenses, with the
lower end more appropriate for utilities with stable revenue streams and the higher end of the range more appropriate for utilities with significant seasonal or consumption-based fluctuations.
The City’s adopted policy states that the water utility’s target operating reserves should be approximately 90 days (page 36, “Process/Policies”). This is the target assumed in the financial
forecast. Based on the City’s 2015 budgeted expenditures (excluding depreciation), a 90 day target equates to $2.7 million. Capital Contingency Reserve – A capital contingency reserve
is cash set aside in case of an emergency should a piece of equipment or a portion of the utility’s infrastructure fail unexpectedly. The reserve could also be used for other unanticipated
capital needs, including capital project cost overruns. There are various approaches used in the industry to set an appropriate level for this reserve, such as: 1) choosing a percentage
of a utility system’s total fixed assets; or 2) determining the cost of replacing highly critical assets or facilities. Following common industry practice, this analysis assumes a minimum
capital fund balance equal to 1% of the original cost of plant in service. Bond Reserve – Bond covenants often establish reserve requirements as a means of protecting an agency against
the risk of nonpayment. This bond reserve can be funded with cash on hand, but is more often funded at the time of borrowing as part of the bond principal. A reserve amount equal to
annual debt service is targeted. System Reinvestment Policies The purpose of system reinvestment funding is to provide for the ongoing rate funding for the replacement of system facilities.
Each year, the utility assets lose value, and as they lose value they are moving toward eventual replacement. That accumulating loss in value and future liability is typically measured
for reporting purposes through annual depreciation expense. This is based on the original cost of the asset divided by its anticipated useful life. While this expense reflects the consumption
of the existing asset and its original investment, the replacement of that asset will likely cost much more, after factoring in inflation and construction conditions. Therefore, the
added annual replacement liability is often even greater than the annual depreciation expense. It is prudent to establish a system reinvestment policy that attempts to recover at least
a portion of the annual depreciation
February 2015 -DRAFT 11-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx expense from rate funding. Providing a certain amount of rate-funded capital reinvestment
is an approach to ensure that the system does not become too heavily dependent on debt. The City’s adopted policy is to phase in system reinvestment funding over ten years in 10% increments
beginning in 2012. To keep rates at their currently-adopted levels through 2017, the system reinvestment strategy for the financial plan begins in 2015 at 10% and increases by 10% per
year until 100% of the target is funded. Debt Policies Revenue bond covenants typically establish a minimum debt service coverage as a way to protect bondholders against the risk of
nonpayment. City policy and the City’s current bond covenants both require bonded debt service coverage of 1.25. The City also has another debt-related policy, which is to maintain a
capital structure that does not exceed 50% debt. This is more conservative than the typical industry standard of 60% debt and 40% equity. The City’s capital structure from the 2013 financial
statement was 31% debt and 69% equity. This forecast projects that the debt level will exceed 50% in 2023 and reach as high as 57% during the 21-year planning period. This level of indebtedness
goes above the City’s policy target, but it stays within the industry-standard limit of 60% debt and 40% equity. 11.3.4 Capital Funding Plan The CIP developed for this Plan contains
47 different projects valued at $119 million ($173 million in inflated dollars) over the 2015 to 2035 planning period (excluding the budgeted expenditures for 2014). Costs are stated
in 2014 dollars and are escalated to the year of planned spending at an annual inflation rate of 3.5% per year. Table 11.4 summarizes the expected annual capital expenditures, using
budgeted figures for 2014. Table 11.4 Water CIP Comprehensive Water Plan City of Auburn Year 2014 $ Inflated $ 2014 $ 7 ,662,309 $ 7,662,309 2015 $ 4,883,492 $ 5,054,415 2016 $ 1,975,335
$ 2,116,029 2017 $ 4,073,656 $ 4,516,536 2018 $ 6,916,939 $ 7,937,347 2019 $ 7,017,746 $ 8,334,880 2020 $ 5,293,006 $ 6,506,456 2021 $ 5,346,862 $ 6,802,701 8 Year Total $ 43,169,346
$ 48,930,672 2022-2035 $ 83,560,353 $ 131,834,083 Grand Total $ 126,729,699 $ 180,764,756
February 2015 -DRAFT 11-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx A capital funding plan is developed to identify the total resources available to pay
for the CIP and determine if new debt financing is required. After allocating the estimated beginning 2015 fund balance first to the debt reserve and secondly to the operating reserve,
there were no funds available for capital. The SDC is projected to generate an average annual revenue stream of just under $800,000. This is based on an assumed customer growth rate
of 1.21% per year. The customer growth percentage is drawn from the previous five years of actual growth (from 2008 through 2013). The SDC revenue projection assumes the current SDC
of $2,424 plus an annual Construction Cost Index adjustment starting in 2015. The City Council is currently reviewing an update of the SDCs. If higher charges are adopted, the increased
SDC revenue will allow slightly lower rate increases than those contained in this financial plan. Table 11.5 summarizes the capital funding plan. 11.4 AVAILABLE CAPITAL FUNDING RESOURCES
Feasible long-term capital funding strategies should be defined to ensure adequate resources are available to fund the CIP identified in this Plan. In addition to the Utility’s resources
such as accumulated cash reserves, capital revenues, bond proceeds and system development charges, capital needs can also be met from outside sources such as grants, low-interest loans,
and bond financing. The following is a summary of Internal Utility Resources, Government Programs & Resources, and Public Debt Financing. Table 11.5 Capital Financing Plan Comprehensive
Water Plan City of Auburn Year Capital Expenditures Capital Expenditures Inflated Revenue Bond Financing Cash Funding Total Financial Resources 2014 $ 7 ,662,309 $ 7,662,309 $ -$ 7,662,309
$ 7,662,309 2015 4,883,492 5,054,415 5,150,000 -5,150,000 2016 1,975,335 2,116,029 1,210,111 8 10,332 2,020,443 2017 4,073,656 4,516,536 3,401,164 1,115,372 4,516,536 2018 6,916,939
7,937,347 6,823,766 1,113,581 7,937,347 2019 7,017,746 8,334,880 7,145,906 1,188,974 8,334,880 2020 5,293,006 6,506,456 5,257,771 1,248,685 6,506,456 2021 5,346,862 6,802,701 5,377,588
1,425,113 6,802,701 8-Year Total $ 43,169,346 $ 4 8,930,672 $ 34,366,306 $ 14,564,367 $ 48,930,672 2022-2035 $ 83,560,353 $ 131,834,083 $ 97,925,278 $ 33,908,805 $ 131,834,083 Grand
Total $ 126,729,699 $ 1 80,764,756 $ 132,291,583 $ 4 8,473,172 $ 180,764,756
February 2015 -DRAFT 11-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx 11.4.1 Internal Utility Resources Utility resources appropriate for funding capital
needs include accumulated cash in the capital “account”, bond proceeds and capital revenues, such as system development charges. Capital-related revenues are discussed below. Utility
Funds and Cash Reserves User charges (rates) paid by the utility’s customers are the primary funding source for all utility activities. The rates cover total annual costs associated
with operating and maintaining the water system. Rates can pay for capital improvement projects in two ways: either paying for debt service or directly paying for capital projects. Although
funding the capital costs directly through rates does not result in the additional interest expense associated with issuing debt, this approach can cause large and/or volatile rate increases.
System Development Charges A SDC, as provided for by RCW 35.92.025, refers to a one-time charge imposed on new customers as a condition of connection to the utility system. The purpose
of the SDC is twofold: (1) to promote equity between new and existing customers; and (2) to provide a source of revenue to fund capital projects. Equity is served by providing a vehicle
for new customers to share the cost of infrastructure investment. SDC revenues provide a source of cash flow used to support utility capital needs; revenue can only be used to fund utility
capital projects or to pay debt service incurred to finance those projects. In the absence of a SDC, growth-related capital costs would be borne in large part by existing customers.
In addition, the net investment in the utility already collected from existing customers, whether through rates, charges, and/or assessments, would be diluted by the addition of new
customers, effectively subsidizing new customers with prior customers’ payments. To establish equity, a SDC should recover a proportionate share of the existing and future infrastructure
costs from a new customer. From a financial perspective, a new customer should become financially equivalent to an existing customer by paying the SDC. Table 11.6 summarizes the City’s
current SDC schedule. Table 11.6 Current System Development Charge Schedule Comprehensive Water Plan City of Auburn Meter Sizes (Inches) SDC 3/4" or less $2,424 1" $4,048 1 1/2" $8,072
2" $12,920 3" $24,240 4" $40,408 6" $80,792 8" $129,280 10" $135,971
February 2015 -DRAFT 11-11 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx A recent SDC study has been completed and City Council is currently evaluating the updated
charges. Local Facilities Charge While a SDC is the manner in which new customers pay their share of general facilities costs, local facilities funding is used to pay the cost of local
facilities that connect each property to the system infrastructure. Local facilities funding is often overlooked in a rate forecast, because it is funded upfront by either connecting
customers, developers, or through an assessment to properties -but never from rates. Although these funding mechanisms do not provide a capital revenue source toward funding CIP costs,
a discussion of these charges is included in this chapter because of their impact on new customers. There are several mechanisms that can be considered toward funding local facilities.
One of the following scenarios typically occurs: The utility charges a connection fee based on the cost of the local facilities (under the same authority as the SDC); A developer
funds extension of the system to their development and turns those facilities over to the utility (contributed capital); or A local assessment is set up called a Utility Local Improvement
District (ULID/LID) which collects tax revenue from benefited properties. A Local Facilities Charge (LFC) is a variation of the system development charge authorized through RCW 35.92.025.
It is a city-imposed charge to recover the cost related to service extension to local properties. Often called a front-footage charge and imposed on the basis of footage of main “fronting”
a particular property, it is usually implemented as a reimbursement mechanism to a city for the cost of a local facility that directly serves a property. It is a form of connection charge
and, as such, can accumulate up to 10 years of interest. It typically applies to instances where no developer-installed facilities are needed through developer extension due to the prior
existence of available mains already serving the developing property. The Developer Extension is a requirement that a developer install onsite and sometimes offsite improvements as a
condition of extending service. These are in addition to the SDC required and must be built to City standards. The City is authorized to enter into developer extension agreements under
RCW 35.91.020. Part of the agreement between the City and the developer for the developer to extend service might include a late-comer agreement, resulting in a late-comer charge to
new connections to the developer extension. Latecomer Charges are a variation of developer extensions whereby a new customer connecting to a developer-installed improvement makes a payment
to the City based on their share of the developers cost (RCW 35.91.020). The City passes this on to the
February 2015 -DRAFT 11-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx developer who installed the facilities. This is part of the developer extension process,
and defines the allocation of costs and records latecomer obligations on the title of affected properties. No interest is allowed, and the reimbursement agreement is in effect for a
period of 20 years, unless a longer duration is approved by the City. LID/ULID is another mechanism for funding infrastructure that assesses benefited properties based on the special
benefit received by the construction of specific facilities (RCW 35.43.042). Most often used for local facilities, some ULIDs also recover related general facilities costs. Substantial
legal and procedural requirements can make this a relatively expensive process, and there are mechanisms by which a ULID can be rejected by a majority of property ownership within the
assessment district boundary. 11.4.2 Government Programs & Resources Grants and Low Cost Loans Historically, federal and state grant programs were available to local utilities for capital
funding assistance. However, these assistance programs have been mostly eliminated, substantially reduced in scope and amount, or replaced by loan programs. Remaining miscellaneous grant
programs are generally lightly funded and heavily subscribed. Nonetheless, even the benefit of low-interest loans makes the effort of applying worthwhile. Grants and low-cost loans for
Washington State utilities are available from various Washington State Departments. Grant and loan programs that the City might be eligible for are described in greater detail below.
Department of Commerce A September 2014 document from the Department of Commerce summarizes various loan and grant programs available (“Summary of Some Grant and Loan Programs for Drinking
Water and Wastewater Projects”, found at http://www.commerce.wa.gov/Documents/9-2-14_multi-program_funding_program_summary.pdf). A few of those programs are described below: 1. Community
Economic Revitalization Board (CERB) CERB, a division of the Washington State Department of Commerce, primarily offers low cost loans; grants are made available only to the extent that
a loan is not reasonably possible. The CERB targets public facility funding for economically disadvantaged communities, specifically for job creation and retention. Priority criteria
include the unemployment rates, number of jobs created and/or retained, wage rates, projected private investment, and estimated state and local revenues generated by the project. According
to their website, “CERB funds a variety of projects that create jobs including (but not limited to) domestic and industrial water, storm and sewer water projects, telecommunications
and port facilities.” Eligible applicants include cities, towns, port districts, special purpose districts, federally recognized Indian tribes and municipal corporations.
February 2015 -DRAFT 11-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Funding details for the 2013 – 2015 Program are as follows per the Washington Commerce
website: “$9 million was appropriated to CERB for the 2013-2015 Biennium. By state law, CERB must award 75% of this funding to projects in rural counties. The Board has also allocated
$2,182,500 to be available for construction and planning grants on a first-come, first-served basis.” Further details are available at: http://www.commerce.wa.gov/commissions/CommunityEconomicRevit
alizationBoard/ http://www.commerce.wa.gov/Documents/2013-15_Policies.pdf http://www.commerce.wa.gov/commissions/CommunityEconomicRevitalizationBoard/Pages/CERB-Traditional-Programs.aspx
2. Public Works Board (PWB) Financial Assistance The Board’s goal is to provide community access to financial and technical resources that help sustain local infrastructure. Cities,
towns, counties, and special purpose districts are eligible to receive financial assistance for qualifying projects. When funding is available, the following tools are accessible:
Construction Loan Program: http://www.pwb.wa.gov/financialassistance/Construction/Pages/default.aspx – Funding Cycle: Per the Board website, the Governor's proposed 2015-17 budget offers
$69.7M for 19 projects. – Program Description: Low-interest loans for local governments to finance public infrastructure construction and rehabilitation. Eligible projects must improve
public health and safety, respond to environmental issues, promote economic development, or upgrade system performance. – Terms: For non-distressed communities, a term of five years
or less has an interest rate of 1.28% and a term from six to twenty years has an interest rate of 2.55%
February 2015 -DRAFT 11-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Pre-Construction Loan Program: http://www.pwb.wa.gov/financial-assistance/Pre-Construction/Pages/de
fault.aspx – Funding Cycle: No funding has been allocated to the Pre-construction loan program for the 2013-15 biennium. – Program Description: Local governments may apply for low interest
loans to finance pre-construction activities to prepare a project for construction. – Terms: Terms are limited to a five year repayment period (the loan term may be converted to 20-years
once the project has secured construction funding) with a 1% interest rate. Emergency Loan Program: http://www.pwb.wa.gov/financial-assistance/Emergency-Loan/Pages/default.aspx – Funding
Cycle: No funding has been allocated to the Emergency loan program for the 2013-15 biennium. – Program Description: The Emergency Loan Program provides funding to address public works
emergencies, thereby helping provide immediate restoration of critical public works services and facilities. – Terms: Funds are limited to $500,000 per jurisdiction per biennium, and
come with a 20-year term (or the life of the project), and a 3% interest rate. No local match is required. Energy and Water Efficiency Loan Program: http://www.pwb.wa.gov/financialassistance/Energy
-Water/Pages/default.aspx – Funding Cycle: No funding has been allocated to the Energy and Water Efficiency (EWE) loan program for the 2013-15 biennium. – Program Description: The EWE
program is designed to encourage energy, water, and efficiency upgrades to existing infrastructure by providing low-cost loans. – Terms: The maximum loan amount is $1,000,000. The interest
rate is dependent upon the term of the loan. Loans less than 5 years receive a 0.50% rate. Loans between 5 and 10 years receive a 1% interest rate. Loans between 11 and 20 years receive
a 1.50% interest rate. Drinking Water State Revolving Fund Loan Program: http://www.pwb.wa.gov/financial-assistance/Drinking-Water/Pages/default.aspx – Funding Cycle: The DWSRF program
has shifted their application cycle to fall, starting September 1, 2014. – Program Description: The DWSRF loan program is a federal and state partnership program to provide low-interest
loans to finance projects that increase public health protection. A 2012 Washington State law requires all public water systems that receive loans or grants for infrastructure to complete
an Investment Grade Efficiency Audit (IGEA). This is an effort to apply energy
February 2015 -DRAFT 11-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx efficiency to water systems, similar to DOH's Green Projects that was started in 2009,
and may be financed as part of the DWSRF loan. – Terms: For construction loans, interest rates range from 1% to 1.5% with loan repayment periods of 20 years or life of the project being
financed, whichever is less. Further general resources are available at: http://www.pwb.wa.gov/financial-assistance/Pages/default.aspx http://www.pwb.wa.gov/Documents/FINAL-MASTER-GUIDELINES.pdf
http://www.commerce.wa.gov/Documents/9-2-14_multiprogram_funding_program_summary.pdf 11.4.3 Public Debt Financing General Obligation Bonds General obligation (G.O.) bonds are bonds
secured by the full faith and credit of the issuing agency, committing all available tax and revenue resources to debt repayment. With this high level of commitment, G.O. bonds have
relatively low interest rates and few financial restrictions. However, the authority to issue G.O. bonds is restricted in terms of the amount and use of the funds, as defined by Washington
constitution and statute. Specifically, the amount of debt that can be issued is linked to assessed valuation. RCW 39.36.020 states: “(ii) Counties, cities, and towns are limited to
an indebtedness amount not exceeding one and one-half percent of the value of the taxable property in such counties, cities, or towns without the assent of three-fifths of the voters
therein voting at an election held for that purpose. (b) In cases requiring such assent counties, cities, towns, and public hospital districts are limited to a total indebtedness of
two and one-half percent of the value of the taxable property therein.” While bonding capacity can limit availability of G.O. bonds for utility purposes, these can sometimes play a valuable
role in project financing. A rate savings may be realized through two avenues: the lower interest rate and related bond costs; and the extension of repayment obligation to all tax-paying
properties (not just developed properties) through the authorization of an ad valorem property tax levy. Revenue Bonds Revenue bonds are commonly used to fund utility capital improvements.
The debt is secured by the revenues of the issuing utility and the debt obligation does not extend to the
February 2015 -DRAFT 11-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx City’s other revenue sources. With this limited commitment, revenue bonds typically
bear higher interest rates than G.O. bonds and also require security conditions related to the maintenance of dedicated reserves (a bond reserve) and financial performance (added bond
debt service coverage). The City agrees to satisfy these requirements by ordinance as a condition of bond sale. Revenue bonds can be issued in Washington without a public vote. There
is no bonding limit, except perhaps the practical limit of the utility’s ability to generate sufficient revenue to repay the debt and provide coverage. In some cases, poor credit might
make issuing bonds problematic. 11.4.4 Capital Resource Funding Summary An ideal funding strategy would include the use of grants and low-cost loans when debt issuance is required. However,
these resources are very limited and competitive in nature and do not provide a reliable source of funding for planning purposes. It is recommended that the City pursue these funding
avenues but assume bond financing to meet needs above the utility’s available cash resources. G.O. bonds may be useful for special circumstances, but since bonding capacity limits are
most often reserved for other City (non-utility) purposes, revenue bonds are a more secure financing mechanism for utility needs. The Capital Financing Strategy developed to fund the
updated CIP follows the funding priority below: 1. Available grant funds and/or developer contributions 2. Interest earnings on allocated fund balances 3. Other miscellaneous capital
resources 4. Annual revenue collections from SDCs 5. Annual transfers of rate-funded capital or excess cash (above minimum balance targets) from operating accounts 6. Accumulated capital
cash reserves 7. Revenue bond financing 11.5 FINANCIAL FORECAST The Financial Forecast, or revenue requirement analysis, forecasts the amount of annual revenue that needs to be generated
by rates throughout the Short Term planning horizon (2015 to 2021). The analysis incorporates operating revenues, O&M expenses, debt service payments, rate funded capital needs, and
any other identified revenues or expenses related to utility operations, and determines the sufficiency of the current level of rates. Revenue needs are also impacted by debt covenants
(typically applicable to revenue bonds) and specific fiscal policies and financial goals of the utility. For this analysis, two revenue sufficiency “tests” have been developed to reflect
the financial goals and
February 2015 -DRAFT 11-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx constraints of the utility: (1) cash needs must be met; and (2) debt coverage requirements
must be realized. In order to operate successfully with respect to these goals, both tests of revenue sufficiency must be met: Cash Test The cash flow test identifies all known cash
requirements for the utility in each year of the planning period. Capital needs are identified and a capital funding strategy is established. This may include the use of debt, cash reserves,
outside assistance, and rate funding. Cash requirements to be funded from rates are determined. Typically, these include O&M expenses, debt service payments, system reinvestment funding
or directly funded capital outlays, and any additions to specified reserve balances. The total annual cash needs of the utility are then compared to total operating revenues (under current
rates) to forecast annual revenue surpluses or shortfalls. Coverage Test The coverage test is based on a commitment made by the City when issuing revenue bonds. For purposes of this
analysis, revenue bond debt is assumed for any needed debt issuance. As a security condition of issuance, the City is required per covenant to agree that the revenue bond debt would
have a higher priority for payment (a senior lien) compared to most other utility expenditures; the only outlays with a higher lien are O&M expenses. Debt service coverage is expressed
as a multiplier of the annual revenue bond debt service payment. For example, a 1.0 coverage factor would imply no additional cushion is required. A 1.25 coverage factor means revenues
must be sufficient to pay O&M expenses, annual revenue bond debt service payments, plus an additional 25% of annual revenue bond debt service payments. The excess cash flow derived from
the added coverage, if any, can be used for any utility purpose, including funding capital projects. The existing coverage requirement policy on the City’s outstanding revenue bonds
is 1.25 times bond debt. In determining the annual revenue requirement, both the cash and coverage sufficiency tests must be met – the test with the greatest deficiency drives the level
of needed rate increase in any given year. The financial forecast projects the amount of operating and capital expenditures to determine the annual amount of revenue required. The objective
of the financial forecast is to evaluate the sufficiency of the current level of rates in meeting the total revenue requirements of the system. In addition to annual operating costs,
the revenue of the utility must also meet debt covenant requirements and minimum reserve level targets. 11.5.1 Financial Forecast The financial forecast is developed from the City’s
adopted 2015-16 biennial budget documents along with other key factors and assumptions to develop a complete portrayal of the water utility annual financial obligations. The forecast
covers the Short Term horizon,
February 2015 -DRAFT 11-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx 2015 to 2021. The following is a list of the key revenue and expense factors and assumptions
used to develop the forecast: Revenue & Fund Balance Assumptions Customer Growth and Demand: Based on a review of six years of historical data, annual customer account growth has averaged
1.21%. Annual volume per account is projected to decline at 1% per year until estimated usage per account aligns with the engineer’s Low Demand Scenario of 172 gallons per day per equivalent
residential unit (expected to occur in 2027). An analysis of historical volume data supports the assumption that usage per unit will decline from current levels. The net effect of 1.21%
customer account growth and 1% decline in usage per account results in a composite retail rate revenue increase of 0.5% per year. Adopted Rate Increases: The City adopted rate increases
through 2017 of roughly 3.5% per year, which are incorporated into the revenue figures in the forecast. The analysis shows that through 2017, no additional rate increases are needed
above the adopted levels. Wholesale water revenues are assumed to decrease by nearly $50,000 in 2015, assuming the recommended wholesale rates from a 2014 study are implemented. Future
wholesale revenues are projected to increase with an annual CPI adjustment. Miscellaneous revenues are conservatively assumed to stay at their currently budgeted levels. Miscellaneous
revenues include late penalties, water applications, rents & leases, etc. The BAB subsidy for the 2010 Revenue Bond is expected to gradually decline in proportion to the annual decline
in interest expense. Fund balances are based on the estimated beginning balance in 2015 for Fund 430. Depending on resource availability, the balance was allocated to the “accounts”
using the following methodology: – Debt Reserve: Amount equal to highest annual debt service on existing debt – Operating Reserve: Amount equal to the operating reserve target of 90
days – Capital Reserve: Remaining funds The estimated beginning fund balance in 2015 was approximately $4.5 million, which is enough to fully fund the debt reserve, and provide 76 days
in the operating reserve. No resources were available to fund the capital reserve using the defined methodology. Interest earnings initially assume a rate of 0.09% applied to beginning
of year cash balances based on existing Local Government Investment Pool rates, phasing towards 0.25% over the long term.
February 2015 -DRAFT 11-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx Expenditure Assumptions General operating expenses are escalated from the budgeted
figures at 2.5% per year; labor costs increase at 2.5% per year; and benefits at 5.5% per year. State taxes are calculated based on prevailing tax rates. Existing debt service schedules
were provided by the City and include three existing revenue bond issues as well as four Public Works Trust Fund loans. These obligations represent nearly $2.3 million in annual debt
service principal and interest payments in 2015. Future debt service has been added as outlined in the capital funding plan. The forecast assumes a revenue bond interest rate of 4.30%
based on prevailing rates, as well as an issuance cost of 1% with a 20-year term. City policy dictates a minimum debt service coverage requirement of 1.25. The rate strategy focuses
on the Short Term period. The City should review the proposed rates and rate assumptions annually to ensure that the rate projections developed remain adequate. Any significant changes
should be incorporated into the financial plan and future rates should be adjusted as needed. Table 11.7 summarizes the annual revenue requirement for the Short Term planning horizon
based on the forecast of revenues, expenditures, fund balances, fiscal policies, and capital funding. The last two rows of Table 11.7 show the projected debt service coverage for both
bonded debt and total debt. Bonded debt service coverage—which legally cannot drop below 1.25—is projected to stay at or above 1.45 throughout the life of the forecast. Debt service
Table 11.7 Financial Forecast Comprehensive Water Plan City of Auburn Revenue Requirements 2014 2015 2016 2017 2018 2019 2020 2021 Assuming Existing Rates: Revenue Rate Revenues $ 1
2,071,396 $ 12,551,796 $ 13,052,630 $ 1 3,574,815 $ 1 3,640,474 $ 13,706,451 $ 1 3,772,746 $ 13,839,363 Non-Rate Revenues 1,071,265 1,293,870 1,116,441 1,127,924 1,141,527 1,155,615
1,169,311 1,183,237 Total Revenue $ 1 3,142,661 $ 13,845,666 $ 14,169,071 $ 1 4,702,739 $ 1 4,782,001 $ 14,862,065 $ 1 4,942,057 $ 15,022,600 Expenses Cash Operating Expenses $ 1 0,421,745
$ 10,863,101 $ 10,992,073 $ 1 1,331,416 $ 1 1,626,816 $ 11,931,862 $ 1 2,246,988 $ 12,572,590 Existing Debt Service 2,270,041 2,267,061 1,988,072 2,186,555 2,183,681 1,995,274 1,989,408
1,902,806 New Debt Service -425,480 525,457 806,453 1,370,215 1,960,593 2,394,977 2,839,260 Rate-Funded System Reinvestment -120,135 244,751 353,399 392,784 414,582 551,341 543,002 Additions
to Operating Reserve ----139,001 75,217 69,451 88,536 Total Expenses $ 1 2,691,785 $ 13,675,777 $ 13,750,352 $ 1 4,677,822 $ 1 5,712,498 $ 16,377,528 $ 1 7,252,165 $ 17,946,194 Cash
Surplus /(Deficiency) $ 450,876 $ 169,889 $ 418,719 $ 24,917 $ (930,497) $ (1,515,463) $ ( 2,310,108) $ (2,923,594) Annual Rate Adjustment 0.00% 0.00% 0.00% 7.75% 4.47% 5.77% 4.16% Cumulative
Annual Rate Adjustment 0.00% 0.00% 0.00% 7.75% 12.57% 19.07% 24.01% After Rate Increases: Rate Revenues $ 12,071,396 $ 12,551,796 $ 13,052,630 $ 13,574,815 $ 14,698,205 $ 15,429,135
$ 16,398,735 $ 17,162,724 Net Cash Flow 450,900 169,900 418,700 24,900 139,000 75,200 69,500 88,500 Debt Service Coverage -Revenue Bonds 2.16 1.88 1.90 1.83 1.73 1.54 1.52 1.45 Debt
Service Coverage -All Debt 1.62 1.49 1.68 1.49 1.46 1.40 1.39 1.37
February 2015 -DRAFT 11-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx coverage for total debt (including state loans) is recommended to be at least 1.0, and
throughout the life of this forecast, it is projected to stay at or above 1.37. In 2012, the City Council adopted annual rate increases of 3.5% in 2015, 2016, and 2017. This analysis
shows that the adopted rates will generate sufficient revenue to meet operating expenses and the utility policy goals as discussed herein for the 2015 to 2017 period. Based on the assumptions
in the forecast, no incremental rate increases (above adopted amounts) are needed through 2017. Rate increases averaging just above 5.5% per year are needed in 2018 and beyond to cover
projected O&M expenses, debt service payments, system reinvestment funding, coverage requirements, and other stated financial policy objectives. 11.5.2 City Funds and Reserve Balances
Table 11.8 shows a summary of the projected ending City operating, capital and debt reserve balances through 2021. The operating reserve ends at 90 days of operating expenditures; the
capital reserve ends at $1.5 million, which is below the target of $1.6 million, but within an acceptable range; and the debt reserve ends at $4.6 million, which is enough to cover one
year of annual debt service. 11.6 EXISTING RATE STRUCTURE & PROJECTED SCHEDULE The City’s existing retail water rate structure for inside-City customers is comprised of nine rate classes.
The retail rate schedule for the single-family residential customer class consists of a base monthly charge and a three-tiered increasing block volume rate structure based upon the amount
of water consumed as measured in 100 cubic feet increments (ccf). The retail rate schedule for non-single family residential customer classes consist of a base monthly charge and a single
volume rate based upon the amount of water consumed as measured in ccf. The City also has wholesale contracts to provide water service to the City of Algona and Water District #111.
Retail water utility customers residing outside of the City’s political boundaries are assessed charges based upon the inside-City rate schedule plus a 50% premium (ACC 13.06.360). Low-income
single-family residential customers are provided a 50% discount to the rates presented. To qualify for a low-income discount, a customer must be 62 years of age or older and meet low-income
guidelines as defined by the US Department of Housing and Urban Development (ACC 13.24 and 13.24.030). Table 11.8 Cash Balance Summary Comprehensive Water Plan City of Auburn Ending
Reserves 2014 2015 2016 2017 2018 2019 2020 2021 Operating $ 2,569,745 $ 2,429,591 $ 2,702,969 $ 2,727,885 $ 2,866,886 $ 2,942,103 $ 3,011,555 $ 3,100,091 Capital 2,499,930 905,917 1,115,372
1,113,581 1,188,974 1,248,685 1,425,113 1,458,613 Debt 2,270,041 2,692,541 2,517,617 2,798,613 3,362,376 3,768,561 4,202,945 4,564,503 Total $ 7,339,716 $ 6,028,050 $ 6,335,958 $ 6,640,079
$ 7,418,237 $ 7,959,350 $ 8,639,613 $ 9,123,207
February 2015 -DRAFT 11-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx The City’s current increasing block rates for residential customers adequately address
water conservation goals within the rate structure, consistent with the state’s guidelines for a rate structure that encourages water demand efficiency (WAC 246-290-100). A recent detailed
review of the City’s rate structure has been completed in the 2014 Retail Rate Study and, among other items, recommends the following adjustments: Combine the “Schools” and “City Accounts”
(non-irrigation) classes within the existing “Commercial” class Incorporate cost of service adjustments between various customer classes Revise base charge to increase with size
of meter (future study) Table 11.9 presents the City’s existing retail water rate schedule for each customer class under the adopted rates through 2017. No rate increases above adopted
levels are necessary through 2017. The table then incorporates necessary rate increases starting in 2018 and continuing through 2021. Table 11.9 Projected Rate Schedule Comprehensive
Water Plan City of Auburn Monthly Rate Schedule Existing Adopted Adopted Adopted Projected Projected Projected Projected Water Utility 2014 2015 2016 2017 2018 2019 2020 2021 Annual:
0.0% 0.0% 0.0% 7.8% 4.5% 5.8% 4.2% Cumulative: 0.0% 0.0% 0.0% 7.8% 12.6% 19.1% 24.0% Single Family Base Rate $14.54 $15.05 $15.57 $16.12 $17.37 $18.15 $19.19 $19.99 1-7 CCF Rate $2.88
$2.99 $3.09 $3.20 $3.45 $3.60 $3.81 $3.97 7.01-15 CCF Rate $3.53 $3.65 $3.78 $3.91 $4.21 $4.40 $4.66 $4.85 15.01+ CCF Rate $4.01 $4.15 $4.29 $4.44 $4.78 $5.00 $5.29 $5.51 Non-Single
Family Multifamily -Base $43.33 $44.85 $46.42 $48.04 $51.77 $54.08 $57.20 $59.58 Multifamily -CCF $3.02 $3.13 $3.24 $3.35 $3.61 $3.77 $3.99 $4.15 Commercial -Base $43.33 $44.85 $46.42
$48.04 $51.77 $54.08 $57.20 $59.58 Commercial -CCF $3.45 $3.57 $3.69 $3.82 $4.12 $4.30 $4.55 $4.74 Manufacturing -Base $43.33 $44.85 $46.42 $48.04 $51.77 $54.08 $57.20 $59.58 Manufacturing
-CCF $2.80 $2.90 $3.00 $3.11 $3.35 $3.50 $3.70 $3.86 Schools -Base $43.33 $44.85 $46.42 $48.04 $51.77 $54.08 $57.20 $59.58 Schools -CCF $3.26 $3.38 $3.50 $3.62 $3.90 $4.07 $4.31 $4.49
City Accounts -Base $43.33 $44.85 $46.42 $48.04 $51.77 $54.08 $57.20 $59.58 City Accounts -CCF $4.01 $4.15 $4.29 $4.44 $4.78 $5.00 $5.29 $5.51 Irrigation -Base $14.62 $15.13 $15.66 $16.21
$17.47 $18.25 $19.30 $20.10 Irrigation -CCF $4.01 $4.15 $4.29 $4.44 $4.78 $5.00 $5.29 $5.51 Algona -Base $68.47 $70.86 $73.34 $75.91 Per Contract Algona -CCF $2.24 $2.32 $2.40 $2.48
Per Contract WD #111 -Base $175.00 $175.00 Per Contract WD #111 -CCF $0.97 $0.99 Per Contract Low Income Discount: 50% Outside City Multiplier: 1.50 Algona & WD#111 rates subject to
change pending the 2014 Wholesale Rate Study Rate increases for 2018-2021 are assumed to be applied "across-the-board"
February 2015 -DRAFT 11-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch11.docx 11.7 AFFORDABILITY The Washington State Department of Health and the State Public Works
Board have historically used an affordability index to prioritize low-cost loan awards. The typical threshold looks at whether a system’s rates exceed 1.5% to 2.0% of the median household
income for the demographic area. As a result, if monthly bills are less than 1.5% of the median household income for the demographic area, they are generally considered affordable. According
to City staff, the median household income for the City of Auburn in 2012 was $49,996. This figure was inflated to $51,810 at 2014 levels assuming annual Consumer Price Index adjustments.
Table 11.10 presents the City’s estimated single family water rate with the projected rate increases for the forecast period. The affordability mark (Monthly Bill*12 ÷ Median Income)
averages 0.86% throughout the study period. As shown in the following table, the City’s water rates remain well within the affordability range throughout the planning horizon. Table
11.10 below presents the results of the affordability test. 11.8 CONCLUSION The analysis indicates that the adopted rates in 2015, 2016, and 2017 are sufficient to meet the utility financial
obligations as presented in this forecast. No additional increases are proposed for 2015 through 2017. Based on the forecast, required rate increases for 2018 through 2021 average about
5.5% per year, for a cumulative increase of 24.0%. This evaluation also finds that the water rates with projected rate increases would remain within the defined threshold of affordability.
Table 11.10 Affordability Test Comprehensive Water Plan City of Auburn Year Inflation Median HH Income Projected Monthly Bill % of Median HH Income 2014 2.50% $51,810 $34.70 0.80% 2015
2.50% $53,106 $35.98 0.81% 2016 2.50% $54,433 $37.20 0.82% 2017 2.50% $55,794 $38.52 0.83% 2018 2.50% $57,189 $41.51 0.87% 2019 2.50% $58,619 $43.36 0.89% 2020 2.50% $60,084 $45.86 0.92%
2021 2.50% $61,586 $47.77 0.93% Note: Assumes single family 3/4", 7 ccf per month.
February 2015 – DRAFT 12-1 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Chapter 12 OPERATIONS AND MAINTENANCE 12.1 INTRODUCTION This chapter provides an overview
of the City of Auburn’s (City) Water Utility organization and operation. The purpose of the chapter is to document existing procedures and to identify areas where improvements or changes
could enhance system operation. 12.2 WATER SYSTEM MANAGEMENT & PERSONNEL 12.2.1 Mission Statement The mission statement of the City’s Water Utility is to provide for the efficient, environmentally
sound and safe management of the existing and future water system within the City’s service area. 12.2.2 Department Overview The Water Utility is responsible for providing potable water
to the City’s customers that meets or exceeds the recognized standards of today and in the future by efficiently administering, operating and maintaining the water supply. The Water
Utility will also continue to enhance its customer service through public education and information. A primary responsibility of the Water Utility is implementing the Comprehensive Water
Plan (Plan). 12.2.3 Internal and External Factors The objective of the Water Utility is based on compliance with internal and external factors. An internal Work Plan Overview is generated
at the beginning of each work year with a review process at the end of the year. The Work Plan Overview describes budget goals, performance measures, engineering tasks, capital projects,
and maintenance and operations tasks. External factors include adoption of goals, recommendations and standards established by the following regulatory or professional practice agencies:
Washington State Department of Health (DOH) Washington State Department of Ecology (Ecology) American Public Works Association (APWA) Association of Washington Cities (AWC) Department
of Homeland Security (DHS) American Water Works Association (AWWA) Washington Cities Insurance Authority (WCIA) Municipal Research and Services Center of Washington (MRSC) United States
Environmental Protection Agency (USEPA)
February 2015 – DRAFT 12-2 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc 12.2.4 Water Utility Division Organization The Auburn Water Utility is operated as a
utility enterprise under the direction of the Community Development & Public Works (CDPW) Director. The CDPW Department is responsible for planning, design, construction, operation,
maintenance, quality control, and management of the water system. Within the CDPW Department, Engineering Services has the responsibility for comprehensive water system planning, development
of a Capital Improvement Program (CIP), as well as programming the design, construction and inspection of projects related to the water system and is under the direction of the CDPW
Director and the Assistant Director of Engineering/City Engineer. The Operations Services of the CDPW Department is responsible for the day-to-day management of the Utility and is under
the direction of the CDPW Director, the Assistant Director of Public Works Operations, the Water Manager, the Water Operations Supervisor, and the Water Distribution Supervisor. The
Water Division operates and maintains the water system, performing daily operation and inspection, water quality monitoring as required by DOH and line management of the Water Utility.
The Assistant Director of Public Works Operations is designated as the manager of the Water Manager. The Water Manager is designated as the manager of the Water Operations Supervisor
and the Water Distribution Supervisor. The Water Manager is designated as the individual responsible for the water system Maintenance & Operations (M&O) staff. The organization of the
Water Utility is shown on Figure 12.1. The water division technical support staff from Engineering Services is listed in Table 12.1. The responsibilities of each of the water division
technical support staff are summarized below: Utilities Engineering Manager and Water Utility Engineer: Are primarily responsible for development of the comprehensive water plans,
water capital facility plan, annual project budgeting, technical design, and construction standards, “as-built” drawings, and designs, utilized in the construction of the water systems
facilities. They also provide technical computations, water modeling and other analysis required to support system operation. Additional responsibilities include engineering, consultant
contracts, capital projects planning, and customer assistance with City code, drawings and permits. Water Quality Program Coordinator: Provides assistance with the Water Quality and
Water Conservation Programs. Capital Project Manager and Project Engineers: Are responsible for the management of the design and construction of capital projects, including consultant
February 2015 – DRAFT 12-3 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.1 Technical Support Comprehensive Water Plan City of Auburn Title Department
Division Utilities Engineering Manager Community Development & Public Works Engineering Water Utility Engineer Community Development & Public Works Engineering Water Quality Programs
Coordinator Community Development & Public Works Engineering City Engineer/Assistant City Engineer Community Development & Public Works Engineering Capital Project Manager Community
Development & Public Works Engineering Project Engineers Community Development & Public Works Engineering Utilities Technician Community Development & Public Works Engineering Utilities
Civil Engineer Community Development & Public Works Engineering GIS Database Staff Innovation & Technology GIS City Engineer/Assistant City Engineer: Is responsible for issuance of
the City’s Design and Construction Standards. Utilities Technician: Provides assistance with permit related activities involving connections to the water system or extensions of the
water system. The Technician is also responsible for customer inquiries and assistance with applications. Utilities Civil Engineer: Provides assistance with “as-built” drawings, designs,
standards, specifications, and customer assistance regarding projects. Geographic Information System (GIS) Database Specialists: Transfer data from “as-built” drawings to the GIS database.
GIS is a mapping software program that records and locates infrastructure related to the water system. The Specialists are also responsible for provision of maps and statistics to staff
within the CDPW Department.
pw:\\PHX-POP-PW.Carollo.local:Carollo\Documents\Client\WA\Auburn\9466A00\Deliverables\Fig_12_01.docx AUBURN WATER UTILITY ORGANIZATION FIGURE 12.1 CITY OF AUBURN COMPREHENSIVE WATER
PLAN
February 2015 – DRAFT 12-5 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Personnel lists for Engineering and M&O staff that are responsible for daily operations
are shown on Table 12.2and Table 12.3. Operations staff provide daily operations and maintenance of wells, corrosion control treatment facilities, pump stations, and reservoirs. They
also implement the cross connection control program and provide locating services for all City utilities. Distribution staff maintains the complete distribution system including water
mains, valves, hydrants, and meters, and reads meters for billing. Auburn has a mayor-council form of government, therefore, the CDPW Director reports to the Mayor. The City Council
provides oversight of the Water Utility regarding policy, planning and management of the water system. 12.2.5 Communication System The City maintains a robust communication system to
contact Water Utility personnel during normal work hours and after hours. This system is necessary to respond to customer requests, routine maintenance or emergency situations. Maintenance
staff vehicles and other rolling stock are all equipped with radios and personnel carry cellular phones. The Water Utility also has access to an inventory of portable emergency use radio
units should they be required. A Standby Call-Out Program was initiated in 2006 to ensure that coverage for after-hour response was guaranteed. One staff member in Operations and one
staff member in Distribution always carry a dedicated cell phone during their off hours. Standby duration runs for one week before responsibility is rotated to the next staff member
on the roster. Water problems involving service leaks, quality issues, main breaks, broken hydrants, etc. that occur outside normal working hours are reported through the City’s 911
emergency response system. An “Emergency Call-Out List” is provided to the emergency operators who will attempt to contact the designated standby Water Distribution or Water Operations
employee based on the type of service required. If contact cannot be made, the 911 operator will try to make contact with the Water Manager. If contact is not made, the operator will
contact the designated Standby Public Works Maintenance and Operation Supervisor.
February 2015 – DRAFT 12-6 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.2 Operations Staff Comprehensive Water Plan City of Auburn Position Primary
Function(s) Certification(s)1 Certificate Number Water Operations Supervisor Management WDM-3 CCS WTPO 5651 5651 5651 Cross Connection Control Specialist Cross Connection Control Backflow
Assembly Tester CCSBAT WDM-1 10503 B4690 10503 Cross Connection Control Specialist Cross Connection Control Backflow Assembly Tester CCS BAT WDM-1 11600 B5779 11600 Distribution Specialist
Distribution Operations Maintenance WDM-4 WDS CCS 3969 3969 3969 Distribution Specialist Distribution Operations Maintenance WDM-4 WTPO BAT 6961 6961 B3821 Maintenance Worker II Operations
Maintenance N/A N/A Maintenance Worker II Operations Maintenance N/A N/A Maintenance Worker II Operations Maintenance N/A N/A Water Manager Management CCS WTPO WDM-3 BAT 9698 9698 9698
B3817 Assistant Director of Public Works Operations Management WDM-3 WDS CCS 4742 4742 4742 Water Utility Engineer Management WDM-4 13490 Notes: (1) WDM-4 = Water Distribution Manager
4 WDM-3 = Water Distribution Manager 2 WDM-2 = Water Distribution Manager 2 WDM-1 = Water Distribution Manager 1 WDS-2 = Water Distribution Specialist CCS -Cross-Connection Specialist
BAT = Backflow Assembly Tester WTPO = Water Treatment Plant Operator
February 2015 – DRAFT 12-7 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.3 Distribution Staff Comprehensive Water Plan City of Auburn Position Primary
Function(s) Certification(s)1 Certificate Number Water Distribution Supervisor Management WDM-1 11286 Maintenance Worker II Construction Maintenance WDM-1 WDS CCS 9873 9873 9873 Maintenance
Worker I Maintenance N/A N/A Maintenance Worker II Construction Maintenance N/A N/A Maintenance Worker II Construction Maintenance N/A N/A Maintenance Worker I Maintenance N/A N/A Maintenance
Worker I Maintenance N/A N/A Maintenance Worker II Construction Maintenance N/A N/A Maintenance Worker II Customer Service N/A N/A Maintenance Worker Meter Reader N/A N/A Maintenance
Worker Meter Reader N/A N/A Maintenance Worker II Unidirectional Flushing Dead-end Flushing Valve Exercising WDM-1 11964 Maintenance Worker II Unidirectional Flushing Dead-end Flushing
Valve Exercising BAT B5583 Water Manager Management CCS WTPO WDM-3 BAT 9698 9698 9698 B3817 Assistant Director of Public Works Operations Management WDM-3 WDS CCS 4742 4742 4742 Water
Utility Engineer Management WDM-4 13490 Notes: (1) WDM-4 = Water Distribution Manager 4 WDM-3 = Water Distribution Manager 3 WDM-2 = Water Distribution Manager 2 WDM-1 = Water Distribution
Manager 1 CCS = Cross-Connection Specialist BAT = Backflow Assembly Tester WTPO = Water Treatment Plant Operator
February 2015 – DRAFT 12-8 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc There are ten staff members on the Standby List and one of them has call-out responsibility
for an entire week until it rotates to the next staff member. The 10 staff on the Standby List are as follows: Water Manager Water Distribution Supervisor Water Operation Supervisors
Sanitary Sewer and Storm Manager Sanitary Sewer Supervisor Storm Drainage Supervisor Streets and Vegetation Manager Street Supervisor Vegetation Supervisor Fleet/General
Service Manager There are also three other maintenance staff members on standby that can be called out as needed. The staff members are employed by Sanitary Sewer Division, Storm Drainage
Division and Street Division. The 911 operator also has phone access to the other Public Works staff, if the situation warrants it. Telemetry alarms that occur after hours are handled
by an automated Supervisory Control and Data Acquisition (SCADA) alarm and an automated dialer for notification called WIN911. The SCADA alarm calls standby staff from the WIN911 list.
If no one responds within 15 minutes, then WIN911 calls the Water Operations standby staff on the call out list. The system will continue to cycle through the roster of seven employees
until contact is made. 12.3 OPERATOR CERTIFICATION 12.3.1 Operator Certification Program The Washington Administrative Code (WAC) 246-292, requires minimum standards for the certification
status of water operators. Also, the City has recognized the value of having a knowledgeable and well-trained staff operating the Water Utility and encourages employees to obtain the
highest level of certification available. The City currently serves a population of greater than 50,000, which classifies their distribution system into a group 4 according to WAC 246-292-040.
The City pays for annual certification fees, provides time and tuition for certification training courses and allows time for certification examinations. In addition, the City provides
February 2015 – DRAFT 12-9 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc opportunities for staff to obtain continuing education units (CEUs) to maintain certification.
Professional growth requirements for certification CEUs are monitored and maintained by the Washington Certification Services. Water Utility Staff and their certifications are listed
in Table 12.2 and Table 12.3 for Operations and Distribution, respectively. 12.3.2 Education and Training Program Continuing educational opportunities are fundamental elements for staff
in the Water Utility. The Water Utility training budget is funded so as to support staff in maintaining their technical awareness and skill sets. Seminars, conferences, and college coursework;
1) broaden their knowledge and; 2) allow them to network with other professionals involved in Water Utility work. Subjects include cross connection control, pumps, motors, pressure reducing
valves, hydrants, chlorination, generators, forklift training, confined space, first aid, CPR, electrics, and other essential topics. The majority of staff is tasked with specific job
functions during their normal work shift and the consistent nature of the work allows them to complete their jobs in a very professional and efficient manner. However, all staff is rotated
through an active cross training program to cope with employee absences such as vacation, sickness, retirement, and termination. 12.4 SYSTEM OPERATION AND CONTROL The City’s water system
is comprised of booster pump stations, chlorination stations, corrosion control facilities, reservoirs, springs, and wells. These components all work together to ensure that water is
available to meet customer demands. Primary operation of the water system is maintained via the SCADA computerized control system. A software program called Wonderware works in association
with SCADA to provide real time graphical display of system data for staff interpretation and control. The SCADA system is often referred to as the Telemetry system based on one of the
definitions of Telemetry (the science and technology of the transmission and measurement of data from a distant source). The City’s SCADA system is located in the Public Works M&O Building,
1305 C ST SW and responsibility for the system falls under the Water Manager and associated staff. Some of the functions that SCADA monitors, records, and controls include the following:
Reservoir Levels Source meter production Pumps Motors Valves Chlorination
February 2015 – DRAFT 12-10 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Pressures: Low, High, Discharge, Suction Alarms: Intrusion, Fire, Generator Run,
Low Fuel, Overflows, Failures, Turbidity Status reports are continuously received via radio, and information regarding system demand is used to determine system activation. The SCADA
system includes logic programming which automates the process; however, Operations staff can manually override most computer decisions if necessary. The alarm infrastructure is linked
to WIN911 for after-hour call-out and response. All of the data monitored by the SCADA system is electronically recorded by a computer server maintained by the Innovation & Technology
(IT) Department. A back-up copy is made each evening to ensure that records are retrievable should hardware or software failures occur. SCADA records are available to all Public Works
staff via the City’s computer server. Access and control of the system is relegated to two dedicated computer terminals at the M&O Building. A system overview of SCADA components and
interaction is shown in Figure 12.2. The SCADA software and historical data in maintained on the City’s Wide Area Network (WAN). Staff have access to the system via workstations connected
to the WAN or remote network applications. A telephone connection provides the autodialer for WIN911 notification to phones or pagers. An Ethernet radio connected to the computer system
at M&O Building sends and receives radio signals to/from the Programmable Logic Controllers (PLC) at the water facilities. PLCs at the facilities are also able to communicate directly
with each other via radio signal.
pw:\\PHX-POP-PW.Carollo.local:Carollo\Documents\Client\WA\Auburn\9466A00\Deliverables\Fig_12_02.docx SCADA SYSTEM DIAGRAM FIGURE 12.2 CITY OF AUBURN COMPREHENSIVE WATER PLAN
February 2015 – DRAFT 12-12 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc The SCADA Upgrade Project, which is to be completed in 2015, has modernized the City’s
SCADA system. Major components were replaced throughout the system to provide more reliable communication. The new hardware, in conjunction with software upgrades, also provides additional
control of the city’s facilities. Upgrades to the SCADA system were completed in 2014. Physical site improvements associated with the project will be completed in 2015. 12.4.1 Inspections,
Preventive Maintenance, Repairs, and Replacement Systematic inspection of Water Utility facilities is conducted on a daily or weekly basis by Distribution Specialists under direction
of the Water Operations Supervisor as summarized in Table 12.4. The inspection process serves a number of purposes as follows: System Confirmation -proper operation of automated control
and monitoring equipment Sound Check– listen for unusual noises Well Levels – static and dynamic Equipment Check -pumps, motors, valves, chlorination, heaters, vents, generators,
etc. Security Verification – intrusion, vents, hatches, locks, gates, graffiti, etc. A portion of the maintenance tasks handled by the Operations staff are associated with a Preventive
Maintenance Program and some of those activities are arranged to coincide with the Facility Inspection Schedule shown in Table 12.4. The maintenance activities are based on equipment
manufacturer recommendations and maintenance staff observations for infrastructure located within and outside the facility. Preventive maintenance tasks are essential for reliable operations
and preservation of investment so adherence to the program is stressed. Additional maintenance activities handled by Water Operations staff include repairs, replacement, small improvement
projects, and response to customer requests. The majority of customer requests are usually associated with water quality concerns and water pressure issues. Those requests are handled
by the Cross Connection Specialists due to their experience with such matters. The Distribution staff is involved in the same activities as Water Operations staff in regard to inspection,
preventative maintenance, repairs, replacement, and response to customer requests. Water Distribution staff customer request activities are usually in response to damage or leaks involving
mainlines, service laterals, meters, meter boxes, and hydrants. Other Distribution tasks include fire flow testing, system flushing, meter installation, and miscellaneous small improvement
projects.
February 2015 – DRAFT 12-13 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.4 Water Operations -Facility Inspection Schedule Comprehensive Water Plan City
of Auburn Type of Facility Facility Name Daily Inspection 5 Day Workweek Weekly Inspection Booster Pump Station Academy Booster Pump Station X Booster Pump Station Lea Hill Booster Pump
Station X Booster Pump Station Terrace View Booster Pump Station X Booster Pump Station Lakeland Hills Booster Pump Station X Booster Pump Station Green River Booster Pump Station X
Booster Pump Station Lea Hill Intertie Booster Pump Station X Booster Pump Station Academy East Booster Pump Station X Booster Pump Station Braunwood Booster Pump Station X Booster Pump
Station Wilderness Game Farm Park Booster Pump Station X Chlorination Station Lea Hill Intertie Booster Pump Station (Re-chlorination) X Chlorination Station Terrace View Booster Pump
Station (Re-chlorination) X Chlorination Station Coal Creek Springs -Gas X Chlorination Station West Hill Springs -Gas X Chlorination Station Well 3A – Gas (when well is in operation)
X (when on) X (when off) Chlorination Station Well 3B – Gas (when well is in operation) X (when on) X (when off) Chlorination Station Well 4 -Gas X Chlorination Station Fulmer Field
Corrosion Control Facility – Onsite Generated Hypochlorite (treats Well 2, 6, and 7 sources) X Chlorination Station Well 5A -Gas X Chlorination Station Braunwood Well -Gas X Corrosion
Control Facility Howard Road Corrosion Control Facility (treats Coal Creek Springs source) X Corrosion Control Facility Fulmer Field Corrosion Control Facility (treats Well 2, 6 and
7 sources) X Treatment Facility Well 5B (treats iron and manganese) Off-line Reservoir Reservoir 1 X Reservoir Reservoir 2 X
February 2015 – DRAFT 12-14 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.4 Water Operations -Facility Inspection Schedule Comprehensive Water Plan City
of Auburn Type of Facility Facility Name Daily Inspection 5 Day Workweek Weekly Inspection Reservoir Lea Hill Reservoirs 4A & 4B (2 storage tanks) X Reservoir Academy Reservoir 8A &
8B (2 storage tanks) X Reservoir Lakeland Reservoir 5 X Reservoir Lakeland Reservoir 6 X Reservoir Braunwood Reservoir X Spring Coal Creek Springs X Spring West Hill Springs X Well Well
1 (usually off) X (when on) X (when off) Well Well 2 Off-line Well Well 3A (usually off) X (when on) X (when off) Well Well 3B (usually off) X (when on) X (when off) Well Well 4 X Well
Well 5 X Well Well 5A X Well Well 5B (usually off) Off-line Well Well 6 X (when on) X (when off) Well Well 7 X (when on) X (when off) Well Braunwood Satellite Well X Intertie Tacoma
B Street Intertie X Intertie Tacoma 132nd Avenue Intertie X 12.4.2 Reservoir Maintenance Reservoirs are a fundamental part of the water distribution system. Reservoirs act as storage
and regulating devices for water flow and maintaining them in prime physical condition is an essential activity. The Water Utility began a rigorous reservoir maintenance program in 1997
and it has evolved into an annual routine function. Each year, two of the reservoirs have their interiors thoroughly inspected by a contractor experienced in reservoir maintenance. The
annual inspection process is based on a rotational schedule to ensure inspection of each reservoir on a 5-year timetable. Since the reservoirs are usually filled with water, a diver
must conduct the inspection. The diver is equipped with lights and an audio/video device to record the process. Issues of concern include corrosion, cracks, and condition of coating
on the walls, valve, fasteners, etc. The diver is also equipped with a vacuum unit to remove sedimentation. The contractor also gives the exterior of the reservoir a visual inspection
in regard to the same elements
February 2015 – DRAFT 12-15 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc noted for the interior of the reservoir. The recording is reviewed by the contractor,
a report is generated based on the interior and exterior inspection and a copy of the report and recording are given to the Water Manager and Water Utility Engineer for review. If the
report and recording indicate that a reservoir is in need of major repair, relining or repainting, another contractor is acquired for a recommended course of action. If interior work
is required, the reservoir must be drained of water. In those situations, a carefully orchestrated timetable and shifting of water resources is necessary to balance maintenance with
the needs of the City’s customers. 12.4.3 Pressure Reducing Valve Stations Pressure Reducing Valve Stations (PRV) are inspected every month by Water Operations Staff. The checklist includes
condition of the vault, valves, inlet pressure, outlet pressure, and pilot controls. Staff inspections are supplemented by a more thorough inspection and calibration process conducted
annually by a contractor that specializes in PRVs. Repair or replacement maintenance, unless minor, is usually performed by the noted contractor. Rebuilds of PRVs is typically done every
three to five years based on the re-build schedule. 12.4.4 Utility Locating Service Two Water Utility staff are designated as the Utility Locators for all City utilities (Water, Storm
Drainage, Sanitary Sewer, and Street lights and traffic signals) and additional staff may also be present to provide flagging when safety issues arise. The quantity of location requests
varies on a daily basis, but averages out to a full time commitment. The Utility Locators report to the Water Operation Supervisor, but location requests may be made indirectly by the
Water Distribution, Sanitary Sewer, or Storm Drainage Supervisors as necessary. 12.4.5 Hydrant Inspection In 1999 a hydrant inspection goal was initiated. The intent was to inspect,
repair, and test at least one third of the water hydrants in the system each year. The importance of this program cannot be understated since hydrants are the first defense against loss
of life or property due to fire. The inspection also improves water quality due to the stagnant water that is purged from the hydrant stubs. A water de-chlorination program, in response
to Ecology guidelines, was initiated in 2001 to treat water purged from hydrant stubs. The Water Distribution Supervisor has made hydrant inspection a year-round routine task of Water
Utility operations. Secondary maintenance of the hydrants such as rust removal, painting, street reflector replacement, clearing obstructions, etc. is handled by seasonal part time staff
when time permits.
February 2015 – DRAFT 12-16 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc 12.4.6 Dead-end Flushing An important component of water quality control is dead-end
line flushing. The City has approximately 640 dead-end mains throughout the distribution system. The water in deadend mains tends to stagnate due to lack of turnover and this can have
a critical impact on water quality to customers in the immediate vicinity. Flushing dead-ends is the only effective way to purge the lines of stagnate water and associated particulate
matter. In the year 2000, an engineering consulting firm was hired to assist the City with the development of a Dead-end Flushing Program. They examined the City’s distribution system
via GIS data and supplemented the study with field inspections. A comprehensive operating procedure detailing separate flushing instructions for each dead-end was developed. Maintenance
staff, under the direction of the Water Distribution Supervisor, follow the program instructions and record their activities. This program has been incorporated into the Unidirectional
Flushing program, see Section 12.4.8. 12.4.7 Valve Exercising The AWWA technical manual, entitled M44 -Distribution Valves: Selection, Installation, Field Testing, and Maintenance, suggests
that valve exercising should be conducted each year and more frequently for valves 16 inches and larger. The Water Utility’s Valve Exercising Program has been initiated and will continue
in concert with the Unidirectional and Dead-end Flushing programs. Historically, distribution valves have only been exercised on a limited and sporadic basis. Through the Valve Exercising
Program, the City’s goal is to exercise 25 percent of the distribution valves each year. Note, hydrant foot valves are exercised as part of the hydrant inspection process. Opening and
closing valves by hand is a repetitive, ergonomically unsafe and time consuming task. The City has purchased a portable valve exercising machine and vacuum device to speed up removal
of debris that collects in the bottom of valve boxes. Valves requiring repair or replacement are documented and corrected by City Staff or contractors. Additionally, Distribution staff
work with GIS staff to correct inaccurate valve information in the City’s GIS data. 12.4.8 Unidirectional Flushing In 2013, the City implemented a comprehensive Unidirectional Flushing
(UDF) program to flush its water system. The program’s goals, included Improving cleaning of accumulated deposits on pipes, Reduce water use, as compared with conventional flushing,
and Reduce the impact on customers
February 2015 – DRAFT 12-17 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc The Water Distribution Supervisor is responsible for a UDF program to maintain Water
Quality. UDF concentrates flow within a pipe by closing valves and using specific hydrants to isolate each pipeline and create flow in a single direction. The concentrated flows increase
velocities within the pipe that results in scouring of accumulated deposits on pipes. UDF may remove sand, gravel, plastic, biofilms, and other accumulated materials that are not removed
by conventional flushing. The cleaned mains may have improved water clarity or color, reduced turbidity, and improved chlorine residual. Flushing times of a half hour or less are typical,
which can equate to substantial water savings. Therefore, UDF is an important component of the City’s Water Use Efficiency program. The reduced flushing time also limits the impact on
the Water Utility’s customers. As previously mentioned, the City has incorporated the valve exercising and dead-end flushing programs into the UDF program. Valves not used as part of
a flushing sequence along each pipe length are exercised by distribution system staff to complete the Valve Exercising Program. While the UDF program flushes dead-end mains, more frequent
deadend main flushing may be required for water quality reasons. The UDF program also provides static pressure measurements The City has completed the UDF of the Lea Hill Service Area
in 2014 and expects to complete the Valley Service Areas in the spring of 2015. These Service Areas have historically had aesthetic issues due to manganese deposits. The City is implementing
the UDF program in a phased approach for each service area. The City intends to develop and implement UDF programs for the Academy and Lakeland Hills Service Areas in the shortterm to
medium-term planning horizon. The City’s goal is to conduct UDF flushing of approximately 20 percent of the system each year. 12.4.9 System Loss Program The City has committed to an
active System Loss Program to maintain water loss under 10%. The achievement is documented each year in the Distribution System Leakage Report. Elements of the Program include Leak Detection,
Source Meter Calibration, Large Meter Testing, and Meter Replacement. Each of these is discussed in detail below. 12.4.10 Leak Detection The City is committed to a tight, non-leaking
water distribution system. Each year an experienced Leak Detection Contractor inspects approximately 25 percent of the water distribution system. The remaining sections are inspected
in the following year(s). The contractor is accompanied by one maintenance worker under the direction of the Water Distribution Supervisor. The inspection process is usually conducted
between the months of May through July. Leaks, when located, are immediately scheduled for repair by maintenance staff. A report is generated and submitted to the City shortly after
close of the
February 2015 – DRAFT 12-18 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc inspection process. The report details miles of system inspected, the areas and infrastructure
under focus, leaks located and estimated loss of water in gallons per minute (gpm) per leak. In 2016, the City plans to purchase leak detection equipment and implement an in-house Leak
Detection program. An advantage to the purchase of equipment would be the ability to locate leaks or spot check the system at any time without making appointments or suffering delays.
12.4.11 Source Meters Source meters, also known as production meters, measure the amount of water emitted from the City’s springs and wells. They are calibrated by an outside contractor
under the direction of the Water Operations Supervisor and if a meter cannot be calibrated properly, it is replaced with a new one. Propeller source meters are being replaced with electromagnetic
(MAG) meters in conjunction with planned capital improvements projects, or as budget allows. 12.4.12 Meter Replacement Program The City will begin installing an Automated Metering Infrastructure
(AMI) system in 2015, referred to as the Water Meter and Billing System Improvements project. The system will automatically receive meter reads via radio transmission and integrate the
data into the City’s billing software. The benefits of an AMI system include increased accuracy and efficiency, early leak detection, and improved customer service. Complete meter change
out will occur along with installing the AMI system. The City currently has over 14,000 meters ranging in size from ¾” to 10”. New meters with radios will be installed over a 3-5 year
period. The AMI system is anticipated to have a 20-year life. This includes the system components and batteries in the radios. Meter replacement will be on a 20-year program to coincide
with the AMI system. 12.4.13 Meter Services Water Distribution staff are responsible for all new service connections under 3 inches and contractors are usually secured for installation
of sizes 3 inches and larger. Repairs, retrofits or replacements of existing services are typically conducted by Water Distribution Staff unless unusual circumstances arise. Meter services
consist of meters, meter vaults, meter boxes, service lines, valves, setters, resetters, and other associated equipment. The City uses master meters when beneficial to the City and its
customers. Master meters are currently used at several mobile home parks and Muckleshoot Indian Tribe (MIT) commercial properties.
February 2015 – DRAFT 12-19 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc 12.4.14 Large Meter Testing Large meters are devices that measure water consumed by
customers with significant demand requirements. They are usually employed by the following customer class: Commercial Farms or Parks – Irrigation Schools Multifamily Complexes
Industrial /Manufacturing Businesses Wholesale Customers Municipal Buildings Large meters are defined as water meters three inches or larger. There are a total of 110 large meters
in the system. All large meters are calibrated for accuracy each year usually between the months of April and June as part of the City’s System Loss Program. Calibration of large meters
is conducted by an outside contractor, but one maintenance staff member under the direction of the Water Distribution Supervisor assists in the process. If a meter cannot be calibrated,
it is replaced with a new one. 12.4.15 Distribution System Corrosion Inspection One program that the Water Distribution Division would like to activate, if additional funds and manpower
are available, is Distribution System Corrosion Inspection program. A large percentage of the City’s piping system is constructed of metal and this material is subject to corrosive deterioration.
Corrosion is an electrochemical reaction whereby metal is eroded and reduced. It is virtually impossible to stop corrosion of metal pipe but it can be substantially retarded if proper
anti-corrosive measures are taken. The distribution system corrosion inspection will identify pipes that serviceable life can be extended by corrosion resistance measures. The two most
popular measures taken to resist corrosion are coatings and anode packs. Coatings are electrical insulator types of finishes applied to a surface. Most pipes are coated but the coating
is subject to damage and decay. Damage from soil stress such as contraction and expansion can rip coatings from pipes. Pinholes in the insulation, also known as holidays, can allow seepage
between the coating and pipe and accelerate corrosion. Penetration of the pipe occurs even more rapidly when pinholes are present than it would on a bare line. Anode packs are metal
cylinders that are connected to a metal structure via electrically conductive wires and inserted into the ground adjacent to the structure. The ground is subject to stray electric currents
and these currents are the electrical component of the electrochemical nature of corrosion. Anode packs become the sacrificial metal to corrode in
February 2015 – DRAFT 12-20 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc lieu of the structure. A Distribution System Corrosion Inspection program would determine
where anode packs are required. The program, if initiated, would benefit customers in two ways as follows: 1) it could save substantial amounts of money by reducing unnecessary, early
replacement of pipe and 2) it would reduce possible disruptive service to the City’s customers that could occur if pipe replacement was necessary. 12.5 WATER FACILITIES EVALUATION STUDY
The City completed an extensive water Facilities Evaluation Study in 2014. The study conducted a physical inspection and evaluation of 40 of the City’s 97 water supply facilities. Inspections
included pump stations, treatment facilities, reservoirs, wells, transmission mains and pressure reducing stations. Inspections considered general conditions, corrosion and rust, structural
deficiencies, ability to meet current code, and operational constraints. In addition to the inspections, the remaining useful life of the facilities were developed in an desktop analysis
for pump, motor, pipe, valve, general electrical equipment, and major electrical equipment. Where notable deficiencies were identified in the inspections or assets exceeded their usable
life, improvements were recommended. Recommended improvements and a schedule, summarized in Appendix R, were developed. Improvements less than or equal to $10,000 were considered capital
maintenance projects, which the City staff or small works contractor will address as part of the normal M&O budget. Similarly, the identified PRV improvements, regardless of price, will
be addressed as part of the City’s normal valve rehabilitation and replacement program. Improvements greater than $10,000 were considered capital improvement projects. These larger improvement
projects were incorporated into capacity related improvements, when possible, or included in the CIP as a separate project. Based on the observed facilities, general maintenance improvements
are recommended for each facility to create a schedule of improvements based on the facility’s remaining useful life. Regular facility inspections are also recommended, as summarized
in Table 12.5. Additionally, maintenance plans were developed for each inspected water system facility. These plans included the improvement type, estimated project cost and frequency
the improvement is required.
February 2015 – DRAFT 12-21 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.5 Recommended Inspections Water System Plan City of Auburn Asset Type Recommended
Inspection Frequency (years) Pump Perform pump test 5 Motor Check motor amp draw 5 Reservoir Inspect coating thickness 5 Reservoir Inspect reservoir interior 5 PRV Station Inspect for
corrosion and signs of flooding 1 Structure Inspect for cracks in grout (where applicable) 1 Piping Inspect for general coating conditions 3 12.6 WATER QUALITY PROGRAM The Water Operations
staff maintains an active and ongoing program of Water Quality Monitoring and reporting to ensure a safe, high quality water supply. Two staff members are responsible for water quality
monitoring, sampling, control, and record keeping. The Water Operations staff also receives assistance from the Engineering Services -Water Quality Program Coordinator. A detailed description
of the City’s water quality monitoring and results is presented in Chapter 7, which includes the following: Summary of the City’s water quality monitoring programs. Summary of recent
water quality testing results. Summary of the Wholesale Interties Blending Evaluation. The City’s Water Quality Monitoring Program is detailed in a manual entitled “City of Auburn
Public Water System Water Quality Monitoring Plan.” Additionally, the City has a Coliform Monitoring Plan. These Plans comply with the DOH regulations for Group A Public Water Systems.
All sampling is conducted in accordance with annual Water Quality Monitoring Schedule received from DOH. The City samples for inorganic and physical parameters, synthetic and volatile
organic compounds, asbestos, nitrate and nitrite, radionuclides, coliforms, residual chlorine, disinfection byproducts, lead and copper and fluoride. Additional sampling also occurs
based on special requests by DOH or by customers concerned about water quality issues involving unusual taste, odor, or color. The Water Manager maintains hard copies of the water quality
analysis laboratory reports. These reports are kept at the Maintenance and Operations facility in files organized by years and analysis type. As specified by DOH regulations, chemical
analysis reports are kept indefinitely and bacteriological reports are maintained for a minimum of five years.
February 2015 – DRAFT 12-22 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc The City will comply with the Follow-Up Action Requirements of WAC 246-290-320 whenever
Water Quality results exceed a prescribed level. The Water Utility also complies with the requirements of WAC 246-290 for public notification, as established by the SDWA and the DOH.
Forms for “Water Boil Notification” and “Drinking Water Problem Corrected Notification” have been developed and are available for immediate distribution if necessary. A list of the appropriate
print, TV and radio media to contact for public notice are included in Chapter 15 of the Public Works Emergency Response Manual. An additional procedure described in the Emergency Response
Manual to address Water Quality issues involves an “Action Plan for Water System Contamination Via Threat Warning”. The City maintains equipment to perform some basic water quality monitoring
functions. However, all testing required for water quality regulatory compliance is contracted to independent testing laboratories. The current primary laboratory used by the City is:
Water Management Laboratory 1515 80th Street East Tacoma, Washington 98404 206-531-3121 If testing cannot be done on a timely basis, the City also uses the following laboratory: Analytical
Resources, Inc. 4611 South 134th Place, Suite 100 Tukwila, WA 98168 206-695-6200 12.7 EMERGENCY RESPONSE PROGRAM The City has prepared a Public Works Emergency Response Manual as a guide
for management of emergency situations. It was developed in 1999 in response to the potential impact of Y2K and it is updated annually at the first of the year. The manual is not allinclusive
for every type of disaster that could occur but it is a valuable tool for dealing with many of the emergency situations that most municipalities could face. The primary objectives of
the Public Works Emergency Response Manual are the protection of life and property and restoration of essential services as quickly as possible. The Emergency Response Manual contains
a detailed table of contents and the Manual is tabbed to allow quick access to information being sought. Three copies of the Manual have been published. One copy is available at the
M&O Building, the second copy resides in Engineering Services with the City Engineer, and the third is located at the Valley Regional Fire Authority, Station 31. The manual is also available
in digital format on the City’s computer server.
February 2015 – DRAFT 12-23 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc The Public Works Emergency Response Manual is only one element of the City’s overall
Emergency Response Plan. There is also a master response program for the entire City and it is documented as the City’s Comprehensive Emergency Management Plan (CEMP). The material in
the CEMP provides guidance to the Emergency Management Organization for mitigation, preparedness, responsibilities, recovery operations, training, and community education activities.
The CEMP also describes the functions of local government and incorporation of essential non-governmental organizations into the Emergency Management Organization. Copies are located
in each City Department, the Public Works M&O Building, and the Valley Regional Fire Authority, Station 31. The CEMP is also available in digital format on the City’s Emergency Operation
Center (EOC) computer server. An additional emergency response manual that is available for use is the Water Division Intertie Locations and Policy Manual. The Manual contains contact
names, addresses and phone numbers for cities and water districts that have intertie connections with the City. Included are photos of the intertie vaults, valves, and meters along with
information for activating or deactivating an intertie. Three copies of the Manual have been published. One copy is available at the M&O Building, the second copy resides in Engineering
Services with the Water Utility Engineer, and the third is located at the Valley Regional Fire Authority, Station 31. The City has been involved with several Table Top Exercises to prepare
for emergencies and they are an ongoing feature of the City’s Emergency Response Program. Staff, depending on their position, have also been trained for emergencies in accordance with
the Federal Emergency Management Authority (FEMA) under the auspices of Homeland Security. The training program, known as the National Incident Management System (NIMS), offers educational
classes tailored for the Incident Command System (ICS). The NIMS and ICS program is a solid blueprint for Federal and Local emergency command activities but it doesn’t provide the type
of response details needed by Public Works maintenance staff and managers. Consequently, the Public Works Emergency Response Manual is the reference tool referred to on a more intimate
scale. 12.7.1 Vulnerability Assessment The City’s Vulnerability Assessment (VA) was prepared in 2004 under the guidance of an engineering consultant firm and it was submitted to the
USEPA on November 15, 2004. A Water System Security Improvement Plan (WSSIP) was also prepared in conjunction with the VA to prevent or significantly lessen the impact of intrusive activities.
Many of the recommendations noted in the WSSIP have been addressed by completing the SCADA system upgrade and physical security project. Remaining items will be addressed as part of
planned CIP projects or as budget allows.
February 2015 – DRAFT 12-24 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc 12.8 SAFETY PROCEDURES The City has a comprehensive safety program that meets Occupational
Safety and Health Administration (OSHA) and Washington Industrial Safety and Health Act (WISHA) regulations. The safety policies and procedures for the water department are documented
in 25 policies that are summarized in Table 12.6. The full text of the policies and procedures are included in Appendix S. The policies cover the full range of hazards staff may experience
while operating the water system. These include, but are not limited to, operation of motor vehicles and equipment, chemicals, confined spaces, falls, traffic, and fires. Each policy
includes a purpose, organization affected, references, the policy, definitions, procedures to implement the policy, and responsibilities for the implementation. Responsibilities are
assigned to individual role, such as employee, supervisor, or safety manager. The policies and procedures clearly identify contact information of the applicable regulating agencies in
case of a serious incident. All policies are available on the City’s intranet. Table 12.6 Safety Policies and Procedures Comprehensive Water Plan City of Auburn Number Policy Name Description
300-01 Workplace Health & Safety Document workplace health and safety policy 300-03 Hearing Conservation Implement program to protect employee hearing 300-04 Personal Protective Equipment
Establish policy that requires employees to always use personal protective equipment when performing certain tasks or when in an unsafe environment 300-05 Flagger Certification Flagger
certification requirements 300-06 First Aid Employee first aid training, first aid supplies and emergency stations 300-07 Hazard Reporting Procedure to report an obvious or potential
safety or health hazard 300-08 Incident Reporting Procedures for reporting non-vehicular incidents 300-09 On The Job Injury Establish policy to monitor on-the-job injuries 300-10 Safety
Inspection of City Owned Facilities Procedure for inspection of all City-owned and operated facilities 300-11 Central Safety Committee Establish function and structure of Central Safety
Committee 300-13 Emergency Evacuations of City Buildings Procedure for evacuation of City buildings in the event of an emergency
February 2015 – DRAFT 12-25 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Table 12.6 Safety Policies and Procedures Comprehensive Water Plan City of Auburn 300-14
Safety Restraints & Seat Belts Requires mandatory use of safety restraints/seat belts while driving or riding in the City vehicles 300-15 Excavation Trenching & Shoring Establish policy
for shoring and sloping all excavations or trenches over four (4) feet in depth 300-16 Safety Line Procedure All Cranes, Backhoes, & Hoists Procedures for controlling moving loads being
hoisted or swinging ground or truck using hoists, backhoes, cranes, or any mechanical device use in moving loads 300-17 Chemical Hazard Communication (Worker Right To Know) Establish
chemical and global hazard communication program to assure the health and safety of City employees 300-18 Welding, Brazing, & Cutting Procedure for welding, cutting or brazing work or
practices which may result in an injury or death 300-19 Lockout & Tagout Requirements for the lockout or tagout of energy isolating devices 300-20 Bloodborne Pathogens Procedure to prevent
exposure to blood or other substances and materials that may carry bloodborne pathogens. Procedures for decontamination of equipment and evaluation and treatment of employees who experience
exposure. 300-21 Reporting Vehicle Accidents Procedure for reporting vehicle accidents 300-22 Heat Related Illness Training for potential heat related illness 300-23 Confined Spaces
Procedures for entering a confined space 300-24 Green Housekeeping Guidelines Procedures that sustain a "Green Cleaning" environment 300-25 Respiratory Protection Program Procedures
that will prevent employees from inhaling hazardous airborne chemicals 300-26 Fall Protection & Rooftop Safety Procedures for rooftop safety and use of fall protection 300-27 Powered
Industrial Trucks Training, operation and safety of powered industrial vehicles In addition to the policies, all M&O staff receives safety training. The content of the training are periodically
reviewed and update, if necessary, through departmental and city-wide safety committees. Human Resource/Risk Management department maintains information and schedules safety training.
February 2015 – DRAFT 12-26 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc The City maintains appropriate safety equipment and information. Each vehicle and each
facility has a fire extinguisher and first aid kit. All staff use personnel protective equipment, such as hard-hats, safety glasses, safety vests, etc. Climbing equipment and lockout/tagout
equipment is available and stored at M&O or the Well 7 storage. Additionally, each site that has chemicals has Safety Data Sheets (SDS) book that contains the Material Safety Data Sheets
(MSDS) for all chemicals on hand. A master of all chemicals used by the Water Utility is maintained at the M&O Building. 12.9 CROSS CONNECTION CONTROL PROGRAM The City’s Cross Connection
Control Program (provided in Appendix T) protects the public water system as defined by WAC 246.290.010, WAC 246.290.490, and Auburn City Code (ACC) 13.12 from contamination via cross
connection hazards. It describes minimum operating policies, provides guidelines for installation, testing and maintenance of approved backflow prevention assemblies, permitting process,
inspection and survey requirements for existing and new water service connections. The program is maintained by two Cross Connection Specialists under direction of the Water Operations
Supervisor. The specialists are responsible for identification and elimination of potential and actual cross connections and contamination hazards within the public water system. 12.10
WELLHEAD PROTECTION PROGRAM The City’s wellhead protection program is key to managing potential sources of groundwater contamination prior to their entry into the drinking water system.
The wellhead protection plan (WHP) was updated as part of the Plan and summarized in Chapter 6. Engineering Services staff are charged with implement the program. Staff track and follow
up on construction projects, spills, and monitor possible contamination sources, as possible. 12.11 CUSTOMER COMPLAINT RESPONSE PROGRAM One Water Distribution staff is assigned as a
Customer Service Representative. This individual is responsible for meter turn-on and turn-off, delinquency notices, meter rereads, new service reads, final service reads, leak adjustments,
high consumption investigations, account documentation, and other duties as assigned. The employee maintains a modified work schedule, which provides more flexibility in dealing with
emergency service requests by customers. The Water Utility, along with the rest of Public Works transitioned to an asset management software system called CarteGraph. CarteGraph software
has the ability to revolutionize the City’s business practice if used to its full potential. Implementation was completed in 2006 with a software update in 2014. Some of the benefits
include the following: Ability to assign and track citizens complaints and requests
February 2015 – DRAFT 12-27 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc Produce work orders Monitor work and maintenance projects Track costs for labor,
equipment, and material Enhanced inventory control Integration with GIS Benchmark analysis Generate reports Track infrastructure conditions – GASB 34 The City has a customer
service program accessible by the public and City staff via the City Internet Website. Customers fill out the online Citizen Report form and describe the services they are seeking. The
submitted form downloads into the CarteGraph system for review and action by staff. 12.12 RECORDKEEPING AND REPORTING All recordkeeping and reporting follows DOH regulations as specified
in WAC 246-290-480. The Water Manager maintains hard copies of the water quality analysis laboratory reports. These reports are kept at the M&O building in files organized by year and
analysis type. Analytical laboratories submit reports directly to DOH. As specified by the regulations, chemical analysis reports are kept indefinitely and bacteriological reports are
maintained for a minimum of five years. Water production and water purchased source meters are read daily (during the work week). Paper copies are scanned at the end of the month and
digital copies in pdf format are maintained on the City computer server by month and year. Summary spreadsheets are also maintained on the computer server by year. This data is added
to the monthly DOH reports. Records are maintained for a minimum of 10 years. Chlorine residual samples are collected in the distribution system and analyzed on a weekly basis. Summary
spreadsheets are maintained on the City computer server by year. Records are maintained for a minimum of three years. Monthly reports containing water production and treatment data are
submitted to DOH by the 10th day of the following month using forms provide by DOH. Signed paper copies are scanned to produce a digital copy and are maintained on the City computer
server by year. Digital copies are maintained for a minimum of 10 years. The majority of records that Water Utility collected in the past are based on hard copy paper forms. This includes
forms that track maintenance and inspection records used for pumps, valves, meters, reservoirs, hydrants, operating equipment, etc. A portion of the integration
February 2015 – DRAFT 12-28 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc process with CarteGraph involved the collection and collation of historical data into
a form that can be downloaded into the software system. The City’s goal is a near-paperless documentation system that can be accessed by staff in the office, field or home on a 7 day,
24 hour basis. Existing electronic records include: Cross Connection Control Program Cross Connection Control documentation is managed with Tokay software. The Tokay software is tailored
specifically for Cross Connection Control, is simple to use, and very comprehensive. Water Meter Consumption Water meter consumption records are maintained by the Finance Department
using the SpringBrook Utility Billing System. These records include customer account data for classes of customers, billing, service, comments, and questions. The system also includes
a tracking feature for water sold each month as well as an annual total of water sales. The tracking feature is useful because data on water consumption by customer type and season supports
the City’s Water Use Efficiency Program per Chapter 8. The Finance Department also provides staff with monthly financial reports in regard to Water Utility operations. There is no intent
to replace SpringBrook with the CarteGraph system. Supervisory Control and Data Acquisition (SCADA) The SCADA system monitors, records and controls water system operations at various
facilities. The records are electronically recorded by a computer server maintained by the Innovation & Technology Department and a back-up copy is made each evening to ensure that records
are retrievable should hardware or software failure occur. There is no intent to transfer SCADA records into the CarteGraph system at this point in time or in the future. Please note
that the SCADA system is discussed more thoroughly in the System Operation and Control section of this chapter. Water Meter Reading Water service meters are read every two months for
single family residential customers, and monthly for all other meters. Responsibility for meter reading resides with two staff members in the Water Department but Water staff are available
as backup readers when required. Staff employ a computerized data logging system to record consumption and the data is automatically downloaded into the City Utility Billing System when
the logging unit is docked. This will change with the implementation of AMI.
February 2015 – DRAFT 12-29 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc 12.13 CUSTOMER REQUEST RESPONSE PROGRAM As described in the above section, the CarteGraph
system has the ability to assign and track customer requests, which includes complaints and produce work orders. The City maintains a list of requests and identifies the work done to
respond to any requests from the public. The City classifies the citizen reported issues in five (5) categories: Water Appearance: contains all requests related with the color of the
water (brown, discoloration, cloudy, etc.) Odor: contains all requests related to water smell (chemical, sulfur, chlorine smell, etc.) Pressure: contains all requests related to
change in water pressure (pressure drop, very high water pressure, fluctuation in pressure, etc.) Taste: contains all requests related to water taste (poor, bitter, strong chlorine
taste, etc.) Water Quality: contains all requests related to a combination of odor, taste, and discoloration issues. Customer requests are entered into the CarteGraph and a work order
is generated. Typically, a distribution staff member or team will investigate the issue and respond directly to the customer. Table 12.7 summarizes the number and type of requests or
complaints since 2009. The City conducted substantial public outreach as part of the UDF flushing program, since flushing can create short-term issues. This outreach is credited with
maintaining requests within historical ranges. The substantial decrease in appearance requests are believed to be due to a combination of the cleaner distribution mains due to the UDF
program and the increased use of the Tacoma Wholesale Supplies. Table 12.7 Summary Customer Requests Water System Plan City of Auburn Category 2009 2010 2011 2012 2013 2014 Appearance
26 11 16 19 11 5 Odor 2 2 8 5 2 2 Pressure 19 18 5 17 13 17 Taste 3 6 2 4 4 2 Water Quality 3 0 1 3 0 1 Total 53 37 32 48 30 27
February 2015 – DRAFT 12-30 pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Ch12.doc 12.14 SUMMARY OF IMPROVEMENTS The City operates and maintains an efficient, environmentally
sound and safe water system. The evaluation of O&M program and practices identified recommended improvements. The majority of these recommended improvements were identified in the Facility
Evaluation Study. The improvements include: Complete remaining items identified in the 2012 Sanitary Survey Address improvements identified in the Facilities Evaluation Study Conduct
inspections of facilities at frequency recommended in the Facilities Evaluation Study Begin distribution system corrosion inspection, as funds are available Develop UDF Program for
Academy and Lakeland Hills Service Areas Implement an in-house Leak Detection program, as funds are available Complete SCADA Upgrades