HomeMy WebLinkAbout2-Water System Plan Update (5-19-2021).pdfWater System
Plan Update
FINAL | MAY 2021
WATERSYSTEMPLANUPDATEFINALIMay2021Thisplanwaspreparedunderthedirectionofthefollowingregisteredprofessionalengineers:Ronald].trka,P.E.CityofRenonCityofRentonA.Nabonnand,P.E.CarolloEngineers,Inc.OL1
CITY OF RENTON
WATER SYSTEM PLAN UPDATE
A COMPREHENSIVE WATER SYSTEM PLAN
MAYOR
Armondo Pavone
PUBLIC WORKS DEPARTMENT ADMINISTRATOR
Martin Pastucha
UTILITY SYSTEMS DIVISION STAFF
Ron Straka
Abdoul Gafour
Katie Nolan
MAINTENANCE SERVICES DIVISION STAFF
Michael Stenhouse
George Stahl
CITY COUNCIL
Ruth Pérez, President
Randy Corman, President Pro-tem
Ed Prince, Councilmember
Ryan McIrvin, Councilmember
Valerie O’Halloran, Councilmember
Kim-Khánh Văn, Councilmember
Angelina Benedetti, Councilmember
PREPARED BY
City of Renton
with the assistance of
Carollo Engineers
TABLE OF CONTENTS | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | i
Contents
Executive Summary ES-1
ES.1 Introduction ES-1
ES.2 Existing Water System ES-1
ES.3 Demand Development ES-7
ES.4 Water Use Efficiency and Conservation Plan ES-12
ES.4.1 WUE Objectives ES-12
ES.4.2 WUE Goals ES-12
ES.5 Policies and Criteria ES-13
ES.6 Water Supply, Water Rights, and Water Quality ES-14
ES.6.1 Water Rights ES-14
ES.6.2 Water Supply Evaluation ES-15
ES.6.3 Water Quality ES-16
ES.6.4 Wellhead Protection Program ES-16
ES.7 System Analysis ES-17
ES.7.1 Storage Analysis ES-17
ES.7.2 Distribution System Analysis ES-23
ES.7.3 Pipeline Condition Evaluation ES-24
ES.8 Operations and Maintenance ES-26
ES.9 Capital Improvement Plan ES-26
ES.10 Financial Program ES-39
Chapter 1 - Introduction
1.1 Purpose 1-1
1.2 Authorization 1-1
1.3 Objectives 1-1
1.4 Location 1-2
1.5 Ownership and Management 1-3
1.6 System History 1-3
1.7 Existing Service Area Characteristics 1-8
1.8 Service Area Agreements 1-10
1.9 Environmental Assessment 1-11
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1.10 Approval Process 1-11
1.11 Related Plans 1-11
1.12 Acknowledgements 1-12
Chapter 2 - Existing System
2.1 System Overview 2-1
2.2 Water System Description 2-7
2.2.1 Pressure Zones 2-7
2.2.2 Source of Supply 2-9
2.2.3 Storage 2-16
2.2.4 Booster Pump Stations 2-23
2.2.5 Pressure Reducing Stations 2-30
2.2.6 Distribution System 2-39
2.2.7 Treatment 2-42
2.2.8 Telemetry and SCADA 2-43
2.3 Summary of Updates to System Since 2012 Plan 2-45
Chapter 3 - Demand Projections
3.1 Introduction and Methodology Overview 3-1
3.2 Land Use 3-1
3.3 Historical Supply and Consumption 3-2
3.3.1 Historical Water Production 3-9
3.3.2 Historical Customer Connections 3-14
3.3.3 Historical Water Consumption 3-19
3.3.4 Seasonal Variations in Water Consumption 3-30
3.3.5 Water Consumption per Connection 3-30
3.4 Demographic Trends 3-38
3.5 Water Demand Projections 3-41
3.5.1 Demand Projection Methodology 3-42
3.5.2 Demand Projection Parameters 3-42
3.5.3 ERU Projections 3-48
3.5.4 Average and Maximum Day Projections 3-48
3.5.5 Summary 3-53
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Chapter 4 - Water Use Efficiency and Conservation Plan
4.1 Planning Requirements 4-1
4.1.1 Data Collection 4-1
4.1.2 Demand Forecast 4-2
4.2 Distribution System Leakage 4-2
4.3 Metering 4-4
4.4 Conservation Planning 4-4
4.4.1 Historic Conservation Program 4-6
4.4.2 Current Conservation Program 4-9
4.4.3 Proposed Conservation Program 4-12
Chapter 5 - Policies, Criteria and Standards
5.1 Introduction 5-1
5.2 Service Area, Policies, and Standards 5-2
5.3 Summary of Policies for Water System Plan 5-2
5.3.1 Service Area 5-2
5.3.2 Water Supply Planning and Management Policies 5-6
5.3.3 Water Main Extension and Service Ownership 5-9
5.3.4 System Reliability and Emergency Management Plan 5-11
5.3.5 Fire Protection Policies 5-12
5.3.6 Financial Policies 5-13
5.3.7 Facilities Policies 5-15
5.3.8 Organizational Policies 5-20
Chapter 6 - Water Supply, Water Rights, and Water Quality
6.1 Water Supply Sources 6-1
6.1.1 Cedar Valley Aquifer 6-1
6.1.2 Springbrook Springs 6-2
6.1.3 Maplewood Production Aquifer 6-3
6.1.4 Well PW-5A 6-3
6.2 Condition of Supply Sources 6-3
6.3 Supply Management 6-4
6.4 Water Rights Analysis 6-4
6.4.1 General Conditions 6-4
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6.4.2 Existing Water Rights 6-5
6.4.3 Forecasted Water Rights 6-5
6.5 Water Supply Interties 6-9
6.6 Water Right Self-Assessment 6-10
6.7 Water Quality Plan and Treatment 6-10
6.7.1 Raw Water Quality 6-11
6.7.2 Treatment 6-11
6.7.3 Water Quality Monitoring 6-11
6.8 State and Federal Regulatory Requirements 6-15
6.8.1 Revised Total Coliform Rule 6-15
6.8.2 Stage 1 and 2 Disinfectants/Disinfection Byproducts Rules 6-15
6.8.3 Groundwater Rule 6-17
6.8.4 Arsenic Rule 6-17
6.8.5 Radionuclides Rule 6-17
6.8.6 Inorganic Chemical Analysis 6-18
6.8.7 Organic Chemical Analysis 6-18
6.8.8 Lead and Copper Rule 6-18
6.8.9 Unregulated Contaminant Monitoring Rule 6-19
6.8.10 Consumer Confidence Report Rule 6-19
6.8.11 Public Notification Rule 6-20
6.8.12 Future Regulations 6-20
6.9 Corrosion Control Program 6-20
6.9.1 Corrosion Protection: Source of Supply 6-20
6.9.2 Corrosion Protection: Distribution Mains 6-20
6.9.3 Corrosion Protection: Steel Reservoirs and CT Pipeline 6-21
6.10 Wellhead Protection Program 6-21
6.11 System Reliability 6-22
6.11.1 Reliability Efforts 6-22
6.11.2 Water Shortage Response Planning 6-22
6.12 System Wide Water Supply Planning 6-23
6.13 Operational Water Supply Planning 6-24
6.13.1 Operational Areas 6-24
6.13.2 Existing System 6-27
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6.13.3 System Recommendations 6-34
6.13.4 Regional Water Supply Issues 6-35
6.14 Recommended Water Supply Improvements 6-36
Chapter 7 - System Analysis
7.1 Introduction 7-1
7.2 Operational Areas and Distribution System Assumptions 7-1
7.3 Storage Analysis 7-7
7.3.1 Components of Storage 7-7
7.3.2 Storage Analysis by Operational Area 7-15
7.3.3 Storage Recommendations 7-19
7.4 Distribution System Analysis 7-20
7.4.1 Evaluation Criteria 7-23
7.4.2 Pressure Results 7-31
7.4.3 Velocity Results 7-37
7.4.4 Fire Flow Analysis 7-37
7.4.5 Distribution System Recommendations 7-43
7.5 Limiting Capacity Analysis 7-57
7.6 Pipeline Condition Evaluation 7-58
7.6.1 Methodology 7-58
7.6.2 Maintenance Projects 7-59
7.6.3 Remaining Useful Life Evaluation 7-63
7.7 Summary of Recommendations 7-71
Chapter 8 - Operations and Maintenance
8.1 Water System Management 8-1
8.1.1 Normal Day-to-Day Operations 8-1
8.1.2 Preventive Maintenance 8-1
8.1.3 Field Engineering 8-2
8.1.4 Water Quality Monitoring 8-2
8.1.5 Emergency Response 8-2
8.1.6 Cross Connection Control 8-2
8.1.7 Capital Improvement Planning 8-3
8.1.8 Budget Formulation 8-3
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8.1.9 Response to Complaints 8-3
8.1.10 Public and Press Contact 8-3
8.1.11 Billing 8-4
8.2 Operator Certification 8-4
8.3 System Operation and Control 8-5
8.3.1 Identification of Major System Components 8-6
8.3.2 Routine System Operation 8-6
8.3.3 System Performance Evaluation 8-7
8.3.4 Operation during Abnormal Conditions 8-7
8.3.5 Preventive Maintenance Program 8-7
8.4 Sanitary Survey 8-9
8.5 Equipment, Supplies, and Chemical Listing 8-10
8.6 Emergency Response Program 8-10
8.6.1 Water System Personnel Emergency Call-up List 8-10
8.6.2 Notification Procedures – Water Quality Emergencies 8-10
8.6.3 Vulnerability Analysis 8-10
8.6.4 Site Security 8-11
8.7 Safety Procedures 8-11
8.8 Customer Complaint Response Program 8-11
8.9 Record Keeping and Reporting 8-11
8.10 O&M Summary 8-12
Chapter 9 - CapItal Improvement Plan
9.1 Introduction 9-1
9.1.1 Capital Project Categories 9-1
9.1.2 Capital Project Types 9-2
9.2 CIP Program Overview 9-2
9.3 Cost Estimating Assumptions 9-5
9.3.1 Cost Estimate Level 9-5
9.3.2 Baseline Unit Cost 9-5
9.3.3 Construction Contingency 9-7
9.3.4 Design/Admin Costs 9-7
9.3.5 Total Capital Improvement Cost 9-8
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9.4 CIP Development and Implementation 9-8
9.4.1 Recommended Distribution Pipeline Projects 9-9
9.4.2 Recommended Pressure Zone Projects 9-10
9.4.3 Recommended Annual Repair and Replacement Programs 9-11
9.4.4 Recommended Pump Station Projects 9-13
9.4.5 Recommended Storage Projects 9-14
9.4.6 Recommended General and on-going Projects and Programs 9-15
9.4.7 Recommended Regulatory Compliance Projects 9-17
9.4.8 Other Projects - Future Reservoirs to Increase Storage and Enhance
Operational Flexibility 9-18
9.5 CIP Program Detailed Summary 9-19
Chapter 10 - Financial Program
10.1 Introduction 10-1
10.2 Historical Financial Performance 10-1
10.2.1 Rates 10-1
10.2.2 Financial Operations 10-2
10.2.3 Outstanding Debt 10-4
10.3 Methodology 10-4
10.3.1 Financial Sufficiency Tests 10-5
10.3.2 Assumptions and Inputs 10-5
10.3.3 CIP Funding Strategy Scenarios 10-6
10.4 Financial Projections 10-6
10.4.1 O&M Cost Projections 10-6
10.4.2 CIP Expenditures 10-7
10.4.3 Fund Balance and Reserves 10-7
10.5 Findings and Results 10-10
10.5.1 Projection Results without Rate Increases 10-10
10.5.2 Scenario 1- PAYGO (No Additional Debt) 10-10
10.5.3 Scenario 2 – Maximum Additional Debt 10-14
10.5.4 Scenario 3 – Moderate Additional Debt 10-18
10.6 Conclusion 10-22
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Appendices
Appendix A SEPA Checklist and Determination of Non-Significance
Appendix B Agency/Adjacent Purveyor Comments and Approval
Appendix C Adopting Resolution and Ordinance
Appendix D Current Service Area Agreements
Appendix E Water Facilities Inventory Form (WFI)
Appendix F System Map
Appendix G Water Loss Control Action Plan (WLCAP)
Appendix H Detailed Demand Projection
Appendix I King County Water Reclamation Evaluation Checklist
Appendix J Updates of the Wellhead Protection Program
Appendix K Water Design Standards and Details
Appendix L Cross Connection Control Plan
Appendix M Water Rights Documents
Appendix N Drinking Water Quality Monitoring Plan
Appendix O Water Shortage Response Plan
Appendix P Calibration Field Plans and Testing Locations
Appendix Q Hydraulic Model Development and Calibration
Appendix R Detailed CIP costs
Appendix S CIP Prioritization
Appendix T CIP Sheets
Tables
Table ES.1 Demand Projection Parameters ES-10
Table ES.2 WUE Mandatory Measures ES-12
Table ES.3 System-Wide Supply Comparison ES-15
Table ES.4 CIP Summary by Project Category ES-28
Table ES.5 CIP Summary by Project Priority ES-29
Table 2.1 Pressure Zones by Geographical Area 2-8
Table 2.2 Active Supply Sources 2-10
Table 2.3 All Interties of All Types 2-15
Table 2.4 Existing Storage Facilities 2-21
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Table 2.5 Booster Pump Stations 2-24
Table 2.6 Pressure Reducing Stations 2-33
Table 2.7a Pipe Inventory – Length by Diameter and Age 2-39
Table 2.7b Pipe Inventory – Length by Diameter and Material 2-39
Table 3.1 2017 Monthly Water Production (CCF) by Source 3-10
Table 3.2 Historical Annual Water Production (MG) by Source 3-11
Table 3.3 Historical Well Production 3-11
Table 3.4 Historical Number of Connections 3-15
Table 3.5 2017 Connections by Pressure Zone 3-17
Table 3.6 Historical Consumption (mgd) by Customer Category 3-20
Table 3.7 Historical Distribution System Leakage 3-28
Table 3.8 Historical Consumption per Connection, gpd/Connection 3-34
Table 3.9 Historical Number of ERUs by Customer Category 3-37
Table 3.10 System-wide Population, Household, and Employment Projections 3-38
Table 3.11 Population Projections by Pressure Zone 3-38
Table 3.12 Employment Projections by Pressure Zone 3-39
Table 3.13 Household Growth Rates by Pressure Zone 3-40
Table 3.14 Employment Growth Rates by Pressure Zone 3-40
Table 3.15 Projected Number of Water Connections 3-41
Table 3.16 Demand Projection Parameters 3-44
Table 3.17 Predicted Increase in Demand from Baseline due to Climate Change 3-45
Table 3.18 Largest Consumers Projections 3-47
Table 3.19 ERU Projections - Planning Demand Projection Scenario 3-48
Table 3.20 ADD Projections by Customer Category (mgd) 3-49
Table 3.21 MDD Projections by Customer Category (mgd) 3-50
Table 3.22 ADD Projections by Pressure Zone (mgd) 3-50
Table 3.23 MDD Projections by Pressure Zone (mgd) 3-51
Table 4.1 Categories of Data Collection 4-2
Table 4.2 Distribution System Leakage 4-3
Table 4.3 2017 Connections by Customer Category 4-4
Table 4.4 Renton Historical, Current, and Proposed Water Conservation Measures 4-8
Table 4.5 WUE Mandatory Measures 4-10
Table 4.6 2018 Customer Class Rates 4-11
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Table 4.7 Saving Water Partnership Conservation Measures and Strategies 4-13
Table 6.1 Wells Transmissivity and Specific Yield Summary 6-2
Table 6.2 Water Rights Status 6-7
Table 6.3 Maximum Flow Rates Status - Interties 6-9
Table 6.4 Source Treatment 6-13
Table 6.5 Existing and Future Requirements of the Safe Drinking Water Act 6-16
Table 6.6 System-wide Supply Comparison 6-23
Table 6.7 Operational Areas and Pressure Zones 6-24
Table 6.8 Valley 196 Operational Area Source Capacities 6-27
Table 6.9 Valley 196 Operational Area Source Capacity Analysis 6-28
Table 6.10 West Hill 495 Operational Area Source Capacities 6-28
Table 6.11 West Hill 495 Operational Area Source Capacity Analysis 6-29
Table 6.12 Highlands 435 Operational Area Source Capacities 6-29
Table 6.13 Highlands 435 Operational Area Source Capacity Analysis 6-30
Table 6.14 Highlands 565 Operational Area Source Capacities 6-30
Table 6.15 Highlands 565 Operational Area Source Capacity Analysis 6-31
Table 6.16 Rolling Hills 490 Operational Area Source Capacities 6-31
Table 6.17 Rolling Hills 490 Operational Area Source Capacity Analysis 6-32
Table 6.18 Rolling Hills 590 Operational Area Source Capacities 6-32
Table 6.19 Rolling Hills 590 Operational Area Source Capacity Analysis 6-33
Table 6.20 Talbot Hill 350 Operational Area Source Capacities 6-33
Table 6.21 Talbot Hill 350 Operational Area Source Capacity Analysis 6-34
Table 7.1 Operational Areas and Pressure Zones 7-7
Table 7.2 Operational Storage Volumes 7-8
Table 7.3 Diurnal Summer Demand by Pressure Zone 7-9
Table 7.4 Equalizing Storage Volumes 7-10
Table 7.5 Standby Storage Volumes 7-11
Table 7.6 Required Maximum Fire Flow 7-11
Table 7.7 Nested Standby Storage and Fire-Suppression Storage 7-11
Table 7.8 Reservoir Dead Storage 7-12
Table 7.9 Valley Storage Analysis 7-15
Table 7.10 West Hill 495 Storage Analysis 7-16
Table 7.11 Highlands 445 Storage Analysis 7-16
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Table 7.12 Highlands 565 Storage Analysis 7-17
Table 7.13 Rolling Hills 590 Storage Analysis 7-18
Table 7.14 Rolling Hills 490 Storage Analysis 7-18
Table 7.15 Talbot Hill 350 Storage Analysis 7-19
Table 7.16 Service Criteria for Required Fire Flow 7-23
Table 7.17 Large Fire Requirements 7-27
Table 7.18 Large Fire Results 7-38
Table 7.19 Recommended Piping Projects for Fire Flow Deficiencies 7-47
Table 7.20 Limiting Capacity Calculations 7-57
Table 7.21 Calculated Capacity in ERUs for Each Water System Component 7-58
Table 7.22 Maintenance-Identified Condition Projects 7-59
Table 7.23 Useful Life Assumptions by Pipe Material 7-63
Table 7.24 Pipe Length by Decade Installed and Material Type 7-65
Table 7.25 Summary of Recommended Improvement Projects 7-73
Table 8.1 Staff Certification 8-5
Table 8.2 Sanitary Survey Summary – Completed and On-going Actions 8-9
Table 8.3 Sanitary Survey Summary – Recommended Actions in 2017 Survey 8-9
Table 9.1 CIP Summary by Project Category 9-3
Table 9.2 CIP Summary by Project Priority 9-4
Table 9.3 Pipeline Unit Costs 9-6
Table 9.4 Pump Station Generator Unit Cost 9-6
Table 9.5 Reservoir Unit Costs 9-7
Table 9.6 Valve Costs 9-7
Table 9.7 Overall Prioritization Criteria 9-8
Table 9.8 Distribution Pipelines Projects Summary 9-10
Table 9.9 Pressure Zone Recommendations 9-10
Table 9.10 Remaining Useful Life Repair and Replacement Summary 9-12
Table 9.11 Pump Station Recommendations 9-13
Table 9.12 Storage Recommendations 9-14
Table 9.13 Recommended General Projects Summary 9-15
Table 9.14 Recommended Regulatory Compliance Projects Summary 9-17
Table 9.15 CIP Recommended Projects 9-29
Table 10.1 CY 2019 and CY 2020 Monthly Base Service Charges 10-2
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Table 10.2 CY 2019 and CY 2020 Commodity Rates 10-2
Table 10.3 Summary of Historical Revenues 10-3
Table 10.4 Summary of Historical Expenditures 10-3
Table 10.5 O&M Cost Projections 10-8
Table 10.6 Short-Term CIP Expenditures (Escalated) 10-9
Table 10.7 Scenario 1 (PAYGO) Revenue Requirement, Cash Flow, and Fund
Balances 10-13
Table 10.8 Scenario 2 (MAX DEBT) Projected Debt Issuances 10-14
Table 10.9 Scenario 2 (MAX DEBT) Capital Funding Summary 10-15
Table 10.10 Scenario 2 (MAX DEBT) Revenue Requirement, Cash Flow, and Fund
Balances 10-17
Table 10.11 Scenario 3 (MODERATE DEBT) Projected Debt Issuances 10-18
Table 10.12 Scenario 3 (MODERATE DEBT) Capital Funding Summary 10-19
Table 10.13 Scenario 3 (MODERATE DEBT) Revenue Requirement, Cash Flow, and
Fund Balances 10-21
Figures
Figure ES.1 Service Area ES-2
Figure ES.2 Water Facility Locations ES-3
Figure ES.3 Hydraulic Profile Schematic ES-5
Figure ES.4 Demand Projection Methodology ES-9
Figure ES.5 Projected Water Demands ES-11
Figure ES.6 Recommended Improvement / Capacity Projects ES-19
Figure ES.7 Recommended Pipeline Condition Projects ES-21
Figure ES.8 Pipes Reaching End of Useful Life ES-25
Figure ES.9 CIP Summary by Project Category ES-28
Figure ES.10 CIP Summary by Project Priority ES-29
Figure ES.11 Recommended Specific CIP Projects ES-31
Figure ES.12 CIP Specific Project Priority ES-33
Figure ES.13 P-01: Dead-end 3,000-gpm Fire Flow Program ES-35
Figure ES.14 P-03: Remaining Useful Life ES-37
Figure ES.15 Capital Funding Comparison ES-40
Figure ES.16 Comparison of Outstanding Debt After CY 2029 ES-41
Figure ES.17 Estimated Single Family Residential Bill Comparison ES-41
TABLE OF CONTENTS | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Figure 1.1 Adjacent Purveyors 1-4
Figure 1.2 Drinking Water Utility Organization 1-5
Figure 1.3 Service Area 1-7
Figure 1.4 Revised Service Area Boundary with Soos Creek 1-9
Figure 1.5 Revised Service Area Boundary with CRWSD 1-10
Figure 2.1 Water Facility Locations 2-3
Figure 2.2 Hydraulic Profile Schematic 2-5
Figure 3.1 Zoning 3-3
Figure 3.2 Existing Land Use 3-5
Figure 3.3 Future Land Use Based on Zoning 3-7
Figure 3.4 Average Water Production by Source (2008-2017) 3-12
Figure 3.5 Historical Average and Maximum Day Water Production (2008-2017) 3-13
Figure 3.6 Historical Connections Trend by Customer Category (2008-2017) 3-16
Figure 3.7 Percent of Connections by Customer Category (2008-2017) 3-19
Figure 3.8 Percent of Consumption by Customer Category (2008-2017) 3-20
Figure 3.9 Historical Consumption Trend by Customer Category (2008-2017) 3-21
Figure 3.10 Historical Consumption by Largest Consumers (2008-2017) 3-23
Figure 3.11 Largest Water Consumers 3-25
Figure 3.12 Historical Distribution System Leakage Trend (2008-2017) 3-29
Figure 3.13 Average Seasonal Consumption and Precipitation (2008-2017) 3-31
Figure 3.14 Average Seasonal Consumption per Customer Category (2015-2017) 3-32
Figure 3.15 Average Seasonal Consumption per Connection (2015-2017) 3-33
Figure 3.16 Historical ERU Value Trend (2008-2017) 3-36
Figure 3.17 Demand Projection Methodology 3-43
Figure 3.18 Projected Water Demands 3-52
Figure 4.1 DSL 3-Year Rolling Average 4-4
Figure 4.2 2017 Water Use by Customer Category 4-5
Figure 4.3 2017 Monthly Water Production 4-5
Figure 4.4 Average Annual Consumption per Single-Family Connection 4-7
Figure 4.5 Total Consumption (1988 – 2017) 4-7
Figure 4.6 Annual Consumption per Connection (1988 – 2017) 4-8
Figure 6.1 Operational Areas 6-25
Figure 7.1 Water Facility Locations (System Analysis) 7-3
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Figure 7.2 Hydraulic Profile (System Analysis) 7-5
Figure 7.3 Illustration of Storage Components 7-8
Figure 7.4 Highest Elevation Customers 7-13
Figure 7.5 Fire Flow Requirements 7-25
Figure 7.6 Large Fire Requirements 7-29
Figure 7.7 Maximum Pressure under ADD Condition in Planning Year 2020 without
Improvements 7-33
Figure 7.8 Minimum Pressures under PHD Condition in Planning Year 2039 without
Improvements 7-35
Figure 7.9 Maximum Velocity in Planning Year 2039 without Improvements 7-37
Figure 7.10 Large Fire Locations Below Minimum Required Residual Pressure
(less than 20 psi) during 2039 MDD and Fire Flow without Improvements 7-39
Figure 7.11 Areas Below Minimum Required Residual Pressure (less than 20 psi)
during 2039 MDD and Fire Flow without Improvements 7-41
Figure 7.12 Low Pressure Recommended Improvements 7-45
Figure 7.13 Recommended Pipeline Improvement Projects 7-49
Figure 7.14 Dead-end Pipes in Non-Single Family Areas 7-53
Figure 7.15 Dead-end Pipes in Single Family Areas 7-55
Figure 7.16 Maintenance-Identified Condition Projects 7-61
Figure 7.17 Pipes Reaching End of Useful Life 7-67
Figure 7.18 Pipeline Identified in Remaining Useful Life Analysis 7-69
Figure 7.19 Recommended Improvement/Capacity Projects 7-79
Figure 7.20 Recommended Pipeline Condition Projects 7-81
Figure 7.21 Mitigated Deficiencies with Recommended Improvements 7-83
Figure 9.1 CIP Summary by Project Category 9-4
Figure 9.2 CIP Summary by Project Priority 9-5
Figure 9.3 Recommended Specific CIP Projects 9-21
Figure 9.4 CIP Specific Project Priority 9-23
Figure 9.5 P-01: Dead-end 3,000 gpm Fire Flow Program 9-25
Figure 9.6 P-03: Remaining Useful Life 9-27
Figure 10.1 Historical Revenues vs Expenses 10-4
Figure 10.2 Ten-Year Financial Forecast Without Rate Increases or Additional Debt
Issuances 10-10
Figure 10.3 Scenario 1 (PAYGO) Capital Funding Sources 10-11
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Figure 10.4 Scenario 1 (PAYGO) Rate Increases 10-11
Figure 10.5 Scenario 1 (PAYGO) Financial Projection 10-12
Figure 10.6 Scenario 1 (PAYGO) Estimated Single Family Residential (SFR) Monthly
Bills 10-14
Figure 10.7 Scenario 2 (MAX DEBT) Capital Funding Sources 10-15
Figure 10.8 Scenario 2 (MAX DEBT) Rate Increases 10-16
Figure 10.9 Scenario 2 (MAX DEBT) Financial Projection 10-16
Figure 10.10 Scenario 2 (MAX DEBT) Estimated SFR Monthly Bills 10-18
Figure 10.11 Scenario 3 (MODERATE DEBT) Capital Funding Sources 10-19
Figure 10.12 Scenario 3 (MODERATE DEBT) Rate Increases 10-20
Figure 10.13 Scenario 3 (MODERATE DEBT) Financial Projection 10-20
Figure 10.14 Scenario 3 (MODERATE DEBT) Estimated SFR Monthly Bills 10-22
Figure 10.15 Capital Funding Comparison 10-22
Figure 10.16 Comparison of Outstanding Debt After CY 2029 10-23
Figure 10.17 Estimated SFR Bill Comparison 10-23
ABBREVIATIONS | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Abbreviations
AC asbestos cement
ac-ft acre-feet
ac-ft/yr acre-feet per year
ADD average day demand
AMI Advanced Metering Infrastructure
AMP Asset Management Program
APA aquifer protection area
AWWA American Water Works Association
bgs below ground surface
BPS booster pump station
Carollo Carollo Engineers, Inc.
CCC Cross Connection Control
CCF hundred cubic feet
CCR Consumer Confidence Report
CCTF Corrosion Control Treatment Facility
CCTV closed-circuit television
CDC Centers for Disease Control and Prevention
CEMP Comprehensive Emergency Management Plan
cf cubic feet
CI cast iron
CIP Capital Improvement Plan
City City of Renton
COP copper
Council Renton City Council
CPI-U Consumer Price Index
CRWSD Cedar River Water and Sewer District
CT concentration times / contact time
CWA Cascade Water Alliance
CY calendar year
D Distribution pipeline
D/DBPR Disinfectants/Disinfection Byproducts Rules
DBCP dibromochloropropane
DI ductile iron
DNS determination of non-significance
DOE Washington State Department of Ecology
DOH Washington State Department of Health
DSCR debt service coverage ratio
DSL distribution system leakage
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | ABBREVIATIONS
xviii | MAY 2021 | FINAL
DU dwelling unit
EDB ethylene dibromide
ENR Engineering News Report
EPS extended period simulation
ERU Equivalent Residential Unit
FAZ forecast analysis zone
FEMA Federal Emergency Management Agency
fps feet per second
FSS Fire-suppression storage
ft /foot/feet
ft/day feet per day
FTE full-time employee
G General
GAC granular activated carbon
gal gallon
gal/ERU gallons per Equivalent Residential Unit
GI galvanized iron
GIS geographic information system
gpd gallons per day
gpd/ERU gallons per day per Equivalent Residential Unit
gpd/ft gallons per day per foot
gpm gallons per minute
GMA Growth Management Act
GS galvanized steel
H2S Hydrogen sulfide
HDPE high-density polyethylene
HGL hydraulic grade line
HMI human machine interface
hp horsepower
I-405 Interstate 405
ISO Insurance Services Organization
kPa kilopascal
kW kilowatt
LCR Lead and Copper Rule
LF linear feet
MaP Maximum Performance
MCL maximum contaminant level
MDD maximum day demand
MG million gallons
mg/L milligrams per liter
ABBREVIATIONS | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | xix
mg-min/L milligram-minutes per liter
mgd million gallons per day
mgd/ft million gallons per day per foot
MHz megahertz
MTU master telemetry unit
MWL Municipal Water Law
O&M operations and maintenance
OSHA Occupational Safety and Health Administration
P Annual Program
PAA potential annexation areas
PACP Pipeline Assessment and Certification Program
PAYGO Pay-As-You-Go
PCB polychlorinated biphenyl
PFAS per- and polyfluoroalkyl substances
PHD peak hour demand
Plan Water System Plan
PLC programmable logic controller
psi pounds per square inch
PSRC Puget Sound Regional Council
PRV pressure-reducing valve
PVC polyvinyl chloride
PWTF Public Works Trust Fund
PZ Pressure Zone
Qa system-wide annual withdrawal
Qi instantaneous flow
R Regulatory
R&R repair and replacement
RCW Revised Codes of Washington
Renton RFA Renton Regional Fire Authority
ROW Right-of-way
RPBA reduced pressure backflow assembly
RSA retail service area
RTCR Revised Total Coliform Rule
RTU remote telemetry unit
RUL remaining useful life
RWSA retail water service area
SAM-GAP Strategic Asset Management Gap
SCADA Supervisory Control and Data Acquisition
SDWA Safe Drinking Water Act
sec second
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | ABBREVIATIONS
xx | MAY 2021 | FINAL
SEPA State Environmental Policy Act
SFR single family residential
Skyway Skyway Water and Sewer District
SOC synthetic organic chemical
Soos Creek Soos Creek Water and Sewer District
SPU Seattle Public Utilities
SRSS Seattle Regional Supply System
SS Standby Storage
SSA Sole Source Aquifer
SSTL stainless steel
ST Storage
State State of Washington
STL steel
SWP Saving Water Partnership
TDH total dynamic head
UCMR3 Unregulated Contaminant Monitoring Rule 3
UCMR4 Unregulated Contaminant Monitoring Rule 4
UD utility district
USEPA United States Environmental Protection Agency
VOC volatile organic chemical
WA-167 Washington highway 167
WAC State of Washington Administrative Code
Water Utility City of Renton Water Utility
WDM Water Distribution Manager
WDS Water Distribution Specialist
WFI Water Facilities Inventory
WHPP Wellhead Protection Program
WISHA Washington Industrial Safety and Health Act of 1973
WLCAP Water Loss Control Action Plan
WM Water Main Replacement Annual Program
WTP Water Treatment Plant
WTPO Water Treatment Plant Operator
WUE Water Use Efficiency
yr year
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-1
ES
EXECUTIVE SUMMARY
ES.1 Introduction
This Water System Plan (Plan) updates the City of Renton’s (City) 2012 Water System Plan. It
was developed collaboratively by City staff, Carollo Engineers, Inc. (Carollo), and Pacific
Groundwater Group. This Plan documents the current status of the water system and evaluates
future needs of the water utility. The data used for this Plan was current as of December 2017.
The Plan was developed between 2018 and 2020 for approval in 2021. This Plan will be used as a
guide in maintaining and improving the water system in the short-term over the next 10 years
and also provides a planning framework for the 20-year, long-term planning horizon.
The purpose of this Plan is to document changes to the City’s water system, identify required
system modifications, and 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, which are the intended framework for future funding decisions
and within which future actions and decisions are intended to occur. However, these timeframes
are estimates, and depending on factors involved in the processing of applications and project
work, and availability of funding, the timing may change. The framework presented in this Plan
does not represent actual commitments by the City.
Key points of the Plan including analysis results and recommendations are emphasized below,
with more detail provided in the chapters.
ES.2 Existing Water System
The City owns and operates a multi-source municipal water system, which includes supply,
treatment, storage, and distribution of potable water to residential, commercial, industrial, and
wholesale customers. Service is provided to an area of approximately 17.25 square miles
with 17,830 retail customers (service connections) and one wholesale customer, Skyway Water
and Sewer District (Skyway), via a single metered connection.
The City’s service area boundaries are shown on Figure ES.1. The retail service area (RSA) is the
area that the City has a duty to serve within the 20-year planning horizon of this Plan.
Figure ES.2 presents the water facility locations. Water supply sources include five production
wells (Downtown Wellfield) and one artesian spring (Springbrook Springs) that are used for
primary supply. There are also three production wells (Maplewood Wellfield) that provide an
alternate source of supply.
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr SSW 7th St
140th Ave SEN E SunsetBlvd
§¨¦405
Maple Valley Hwy 164th Ave SECedar River Trail
S E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
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Lake Boren
LakeKathleen
LakeDesire
Spring Lake
Angle Lake
Lake Youngs
Shady Lake
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Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\WaterSystemPlan2017\Fig1.3_ServiceArea.mxd
O
0 10.5
Miles
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
Figure ES.1 Service Area
WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY | CITY OF RENTON
Legend
City Limits
Service Area
Urban Growth Boundary
Skyway Wholesale Area
Future Service Area
Waterbody
Retail Service Area
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS
Highlands1.5 & 2.0MG 435Reservoirs
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
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LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig2.1_WaterSystemLocation_V2.mxd
WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY | CITY OF RENTON
Figure ES.2 Water Facility Locations
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 320
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches or smaller
8 to 14 inches
16 inches and larger
City Limits
Retail Service Area
600'
550'
500
450'
400'
350'
300'
250'
SPRINGBROOK NORTH TALBOT SPRINGS RESERVOIR
200'
150'
100'
50'
O'
1,050 GPM OF= 199.7'
BOEING PLANT EASTIWEST METER MAX FLOW= 1,950 GPM EACH
ll.
WEST HILL RESERVOIR OF= 498.6' 498.6' SPU STA 38 MAX FLOW 700 GPM
ll.
370'
PRV 52
HIGHLANDS HIGHLANDS 435 435 RESERVOIR RESERVOIR OF= 440.3' OF= 439.8'
RENTON/SEATTLE INTERTIE MAX FLOW 1,950 GPM
ll.
EMERGEMCY INTERTIE TO COAL CREEK UD 1,250 GPM
ll. EMERGENCY INTERTIE TO W□ 90 1,250 GPM
WELL
HIGHLANDS 565 RESERVOIR OF= 569.1'
218'
PRV48
PRV40
HAZEN
RES��tOIR 593·6' OF= 569.3'
293'
FRED NELSON BPS 925 GPM
SPU TIFFANY PARK STA BPS 39 1,050 GPM
MAPLEWOOD CLEARWELL OF= 79.3'
475'
ROLLING HILLS 590 RESERVOIR OF= 593.6'
494.5'
ROLLING HILLS 490 RESERVOIR OF= 494.5'
ROLLING HILLS BPS 5,000 GPM
392'
WELL WELL WELL WELL WELL WELL RW-1 RW-2 RW-3 PW-8 PW-9 EW-3 2,200 2,200 2,200 3,500 1,200 1,500 GPM GPM GPM GPM GPM GPM '-------------<11-------....L.--...Jl'----+----'l'-� 5A
WELL WELL WELL PW-11 PW-12 PW-17 2,500 1,500 1,500 GPM GPM GPM
Legend ■VALLEY OPERATIONAL AREA ■WEST HILL 495 OPERATIONAL AREA ■HIGHLANDS 435 / KENNYDALE OPERATIONAL AREA ■HIGHLANDS 565 OPERATIONAL AREA ■ROLLING HILLS 490 OPERATIONAL AREA
SOUTH TALBOT BPS 4,300 GPM
HOUSER WAY BPS 4,800 GPM
■ROLLING HILLS 590 OPERATIONAL AREA ■TALBOT 350 OPERATIONAL AREA ■OTHER SYSTEMS
Last Revised: December 6, 2017 pw:JJcarollo/Documents/Client/WA/Renton/10899AOO/Task 200/HydraulicProfilel.dwg
700 GPM
�
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1,250 GPM
RESERVOIR
VOLUME INSIDE TANK
OVERFLOW (OF) ABOVE TANK
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500 GPM
---£-PRESSURE REDUCING VALVE
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HIGH PRESSURE ZONE
HIGH: HIGHEST ELEVATION ZONE SERVED IN ZONE
LOW: LOWEST ELEVATION
SERVED IN ZONE LOW HGL: HYDRAULIC GRADE
LINE FOR ZONE
SOUTH TALBOT RESERVOIR OF= 353.6'
395'
98'
EXECUTIVE SUMMARY I WATER SYSTEM PLAN UPDATE I CITY OF RENTON
SPU STA37 MAX FLOW 'l!i.. 320 GPM
370'
600'
550'
500
450'
400'
350'
300' 300' 300'
250'
200'
150'
100'
50'
O'
Figure ES.3 Hydraulic Profile Schematic
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-7
Mt. Olivet Booster Pump Station
Rolling Hills 590 Reservoir
The geography of the City requires the water system to have 16 distinct pressure zones (PZs).
Figure ES.3 is a hydraulic profile of the system and shows how water moves from one zone to
another. The zones are hydraulically interrelated by booster pump stations (BPSs) and pressure
reducing valves (PRVs) that are located throughout the City. The Downtown Wells and
Springbrook Springs supply water to the lowest pressure zone (Valley 196 PZ) and then the
water is pumped up to the surrounding hills (West Hill, Highlands, Renton Hill, Talbot Hill, and
Rolling Hills PZs). Water from the Maplewood Wells is pumped from a post-treatment clearwell
into the Highlands and Rolling Hills PZs. Two pump stations, one pressure reducing station, and
one metered connection can supply water to the Rolling Hills and Talbot Hill PZs from interties
with the Seattle Public Utilities (SPU) Cedar River and Bow Lake transmission pipelines. Interties
with the SPU Bow Lake transmission pipeline can also supply water to the Earlington 370 and
Valley 196 PZs.
Currently, there are 10 reservoirs in the system, strategically located to provide adequate
equalizing and fire flow reserves for all pressure zones. PRVs are used to supply lower pressure
zones from higher pressure zones that contain water storage reservoirs.
ES.3 Demand Development
Projecting future water demand is a key part of the water system planning process. Demand
projections are used to identify the system improvements required for supply, pumping, storage,
and piping infrastructure. Three future water demand scenarios (Low, Medium, and High) were
projected for the City using the following information:
• Historical production and consumption trends from 2008 to 2017.
• Puget Sound Regional Council (PSRC) demographic projections.
• Future predictions of the impacts placed on demands by factors such as water use
efficiency (WUE), climate change, and the expected future consumption of the City’s
largest water consumers.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-8 | MAY 2021 | FINAL
The Medium scenario's predictions most closely resemble the City’s future demands, while the
Low and High demand projection scenarios provide a range that the City’s future water demands
are expected to fall within. The High and Medium scenarios were used in the Chapter 6 supply
analysis, which describes when the City must supplement its own supply with wholesale water
purchased from SPU. The Medium scenario was used for the Chapter 7 system analysis, which
determines future pumping, storage, and distribution system requirements.
Between 2008 and 2017, the City’s average day demand (ADD) was approximately 7 million
gallons per day (mgd). During that time, historical maximum day demands (MDD) were
approximately 13 mgd. The City’s typical Single-Family household consumes 159 gallons per
day (gpd).
For demographic trends, PSRC predicts approximately 1 percent annual growth in the number of
City households and 1.9 percent annual growth in the number of employees over the 20-year
planning period. The same projections for each pressure zone were used to also predict the
number of future water connections in the system.
For this analysis, water demand projections were developed in the following steps:
1. Increase historical water connection numbers for each pressure zone by the
zone-specific residential and non-residential growth rates from the demographic
analysis.
2. Convert connection projections into equivalent residential unit (ERU) projections using
the historical ERUs per connection.
3. Convert ERU projections to ADD projections using demand projection parameters
derived from historical data of the City's starting ERU value, distribution system
leakage (DSL), Other Authorized Use, climate change impact, and Largest Consumer
demand. City staff established unique demand projection parameters for Low, Medium,
and High demand scenarios.
4. Apply the MDD to ADD peaking factor to convert ADD to MDD. Again, each demand
scenario has a unique peaking factor selected by City staff.
Figure ES.4 also summarizes these steps.
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-9
Figure ES.4 Demand Projection Methodology
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-10 | MAY 2021 | FINAL
To project the City's future ADD and MDD, several parameters were used:
• ERU value.
• DSL.
• Other authorized use.
• Climate change scenario.
• Largest Consumer demand.
• MDD to ADD peaking factor.
For each of the above parameters, the City used historical data to establish Low, Medium, and
High values, which were used to develop each of the demand projection scenarios. This
information, with the exception of Largest Consumer demands, is summarized in Table ES.1.
The Largest Consumer demands that were incorporated into the demand projections are
summarized in Table 3.16 of the Plan. The City’s WUE program will also affect future demands.
The City’s three measurable WUE goals that were incorporated into the demand projections are
presented in the following section, ES.4.2.
Table ES.1 Demand Projection Parameters
Demand Projection Scenario Low Medium High
Value Notes Value Notes Value Notes
ERU Value (gpd/ERU) 153 Historical
Minimum 160 WUE
Goal 173 Historical
Max
Distribution System Leakage
(Percent of Production) 10% WUE
Goal 12.5% Historical
Average 12.5% Historical
Average
Other Authorized Use
(Percent of Production) 1.3% Historical
Average 1.8% Historical
Maximum 2.0%
Climate Change Scenario None Warm Warmest
MDD/ADD Peaking Factor 1.7 Historical
Minimum 1.8 Historical
Average 2.0 WUE
Goal
To calculate the ADD projections for each customer category, the ERU projections were
multiplied by the ERU values in gpd/ERU unique to each demand projection scenario and
customer category. To establish total ADD projections, non-revenue water consumption,
including Other Authorized Use and DSL, was added using Low, Medium, and High assumptions.
Finally, for each demand projection scenario, MDD projections were established by multiplying
ADD projections by the appropriate MDD to ADD peaking factor.
Figure ES.5 shows a chart of the system-wide demand projections. Detailed projections can be
found in Chapter 3 and Appendix H. The following summarizes the medium scenario projections.
The City's ADD is projected to increase from 7.7 mgd in 2019 to 8.9 mgd in 2029 to 9.8 mgd
by 2039. By 2039, the MDD is projected to increase to 17.7 mgd. The analysis forecasts water
system demands will increase 1.2 percent annually, which equates to a 27-percent increase over
the next 20 years.
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-11
Figure ES.5 Projected Water Demands
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-12 | MAY 2021 | FINAL
ES.4 Water Use Efficiency and Conservation Plan
In 2003, the Washington State Legislature passed the Municipal Water Law (MWL) to address
the increasing demand on Washington’s water resources. As part of this law, the state
implemented the WUE Rule, which requires all municipal water suppliers to use water more
efficiently in exchange for guaranteed, flexible water rights to help meet future demands.
The City started a WUE program in 2007 to emphasize the importance of measuring water use
and evaluating the rule's effectiveness. The intent was to minimize water withdrawals and use by
implementing water-saving activities and adopting applicable policies, resolutions, ordinances,
or bylaws.
While Table ES.2 summarizes the mandatory WUE measures, the City conducts many other
conservation efforts as listed in Chapter 4.
Table ES.2 WUE Mandatory Measures
Must implement the following WUE measures: Status
Install production (source) meters Implemented
Install consumption (service) meters Implemented
Perform meter calibration Implemented / ongoing
Implement a WLCAP to control leakage if exceeds 10% Implemented / ongoing
Educate customers about water efficiency at least once per year Implemented /ongoing
Must evaluate or implement these WUE measures:
Evaluate rates that encourage water demand efficiency Implemented
Evaluate reclamation Implemented
Note:
Abbreviation: WLCAP – Water Loss Control Action Plan.
The City’s current conservation program was developed through a public process to support the
City’s WUE goals. The original objectives and goals are being carried forward to this Plan with
the goal of encouraging residents to actively and instinctively conserve water.
ES.4.1 WUE Objectives
As part of the initial WUE compliance, the City reviewed its water system and water usage and
developed four objectives for its WUE plan:
1. Identify and reduce sources of DSL.
2. Ensure efficient water supply for continued growth in the service area.
3. Reduce peak day and peak season demands.
4. Maintain the historically low levels of customer water usage.
ES.4.2 WUE Goals
The City has defined the following measurable goals:
1. Reduce DSL to 10 percent or less by 2022.
2. Limit the MDD to ADD peaking factor to less than 2.0.
3. Maintain an ERU value under 160 gpd/ERU.
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-13
As part of the Saving Water Partnership (SWP), the City also supports the regional 2019-2028
WUE goal to keep the total average annual retail water use of SWP members under 110 mgd
through 2028 despite forecasted population growth by reducing per capita water use.
Based on the number of the City’s connections, the WUE Rule requires the City to also evaluate
or implement at least nine measures of its choice that support the proposed goals, in addition to
the mandatory measures described above. The selected measures, described below, are
conducted either by the City or by the SWP, on behalf of the City:
• Water Bill Consumption History.
• School Outreach.
• Utility Bill Inserts.
• Natural Yard Care Workshops.
• Advertising and Public Outreach.
• City Demonstration Garden.
• Indoor Water Conservation Giveaways.
• Hose Gaskets.
• Water Conservation Education Web Page.
The City’s conservation strategy has been to focus on the residential consumer, for both indoor
and outdoor consumption, a strategy that has proved successful by continued savings. Most
recently, emphasis has been on reducing summer peak usage, which is now a WUE goal. To
lower peak consumption, the City has instituted a third billing tier and has increased irrigation
rates.
ES.5 Policies and Criteria
The City’s Plan is based upon the following mission statement for all City utilities:
“The City strives to protect the environment and empowers its citizens to be
engaged in sustainability programs. The City manages its water system in a
manner that ensures public health and safety, meets all regulatory
requirements, and protects environmental resources.” (Source: Renton
Results – A Community Accountability Program)
The City is committed to providing customers high-quality drinking water that is reliable,
affordable, and meets strict safety standards. We strive to serve as responsible community
stewards by upholding the City’s 2021-2026 Business Plan mission to provide a safe, healthy, and
vibrant community by maintaining clean and sustainable drinking water services.
The Plan includes policies, effective practices, and goals over time to improve the operation and
management of the City’s water supply sources and water system toward sustainability, at a
pace consistent with the current and future needs of the community. These goals have been
applied to the planning process of the Water System Plan Update and will continued to be
implemented in current and future programs and capital projects identified in the Plan.
The policies, design criteria, and standards used in the Plan are based on laws and policies that
originate from the following sources, listed in descending order, from those with the broadest
authority to those with the narrowest:
• Federal Regulations - Environmental Protection Agency (USEPA).
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-14 | MAY 2021 | FINAL
• State Regulations - Department of Health and Department of Ecology (DOE).
• King County Regulations.
• City of Renton Ordinances - City Council.
• City of Renton Administrative Policies - Mayor.
• City of Renton Comprehensive Plan.
• Department Policies - Public Works Department.
• Water System Plan Utility Policies - Utility Systems Division/ Water Utility Staff.
Law is set by the federal government through federal regulations, by the State of
Washington (State) in the form of statutes: Revised Codes of Washington (RCW) and WAC, by
King County in the form of policies, and by Renton City Council in the form of ordinances and
resolutions. City policies are established in order to provide a vision or mission of the Water
Utility and to provide a framework for the planning, design, operation, management, and
maintenance of the water system. City policies cannot be less stringent or in conflict with
adopted laws.
The City manages its water utility and water system in accordance with established federal and
state regulations for public water systems. City policies and standards provide a consistent
framework for the planning, design, construction, maintenance, operation, and service of the
City’s water system and water supply sources. The City has additional land use, development,
and finance policies that specify additional requirements for new development or
redevelopment projects that require water service for domestic, fire protection, and other uses.
The City’s policies are grouped into the following major categories:
• Service Area.
• Water Supply Planning and Management.
• Water Main Extension and Service Ownership.
• System Reliability and Emergency Management Plan.
• Fire Protection.
• Financial.
• Facilities.
• Organization.
ES.6 Water Supply, Water Rights, and Water Quality
To meet water demands, the City has developed its own independent water supply sources as
well as designed interties with adjacent purveyors to purchase wholesale water. The City’s wells
are generally in very good condition. The City has capital improvement and maintenance
programs to upgrade and maintain its sources in good condition and to comply with water
quality criteria.
ES.6.1 Water Rights
Independent water sources allow the City to maintain greater control over the management and
costs of its water supply. Consistent with DOE's requirements for water rights, all of the City’s
water rights specify an instantaneous flow (Qi) and a maximum system-wide annual
withdrawal (Qa). With its independent sources of supply, the City strives to protect public health,
ensure adequate water supply to meet the requirements of its customers, and support the
economic prosperity of the City. However, concern that growing water demands in the future
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-15
may exceed the City’s available water right withdrawals must be taken into consideration for
system planning.
ES.6.2 Water Supply Evaluation
The City’s supplies and pump stations were evaluated to ensure adequate capacity is available to
serve future demands. For the evaluation, the City’s water distribution system was divided such
that the 16 pressure zones were condensed into 7 different operational areas, as shown on
Figure ES.3. The City’s criteria is to provide sufficient reliable sources / pumps that can provide
the MDD for each operational area with the largest pump or source out of service.
The analysis found that each of the operational areas had sufficient source / pumping capacity to
meet the projected demands through 2039. The City has sufficient supply to serve its customers
with solely its own supplies, with the exception of the West Hill 495 Operational Area. The City
needs to rely on its interties with SPU in the West Hill 495 Operational area to provide the MDD
demands in the planning period.
The City has more than sufficient supplies to meet the system-wide MDD through 2039, as
shown in Table ES.4. The City-owned supplies are sufficient to meet the system-wide MDD
through 2029, with a small amount of SPU supply required by 2039.
Table ES.3 System-Wide Supply Comparison
2019 2029 2039
TOTAL MDD (gpm) 9,646 11,125 12,306
Source Well Status Qi (gpm)
Springbrook Springs Active 1,050 1,050 1,050
Downtown Wellfield Well RW-1 Active 2,200 2,200 2,200
Downtown Wellfield Well RW-2 Active 2,200 2,200 2,200
Downtown Wellfield Well RW-3 Active 2,200 2,200 2,200
Downtown Wellfield Well PW-8 Active 3,500 3,500 3,500
Downtown Wellfield(1) Well PW-9 Active 1,200 1,200 1,200
Well PW-5A Well PW-5A Backup NA NA NA
Maplewood Wellfield Well PW-11 Active 2,500 2,500 2,500
Maplewood Wellfield Well PW-12 Active 500 500 500
Maplewood Wellfield Well PW-17 Active 0 0 0
Downtown Wellfield Well EW-3R Emergency NA NA NA
City Supply Total 15,350 15,350 15,350
SPU Supply Interties Total Active 7,195 7,195 7,195
Total Reliable Capacity 22,545 22,545 22,545
Largest Pump/Supply Capacity Well PW-8 3,500 3,500 3,500
Total Reliable Capacity with
Largest Pump/Supply Capacity offline 19,045 19,045 19,045
SURPLUS/(DEFICIT) 9,399 7,920 6,739
Note:
(1) Reliable pump capacity for Well PW-9 is only 1,200 gpm.
Abbreviation: gpm – gallons per minute.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-16 | MAY 2021 | FINAL
The City will pursue several different approaches to supplement its peak demand requirements
(20-year and longer planning period). This includes expanded conservation efforts and
strategies, additional storage, the purchase of wholesale water from SPU, perfecting additional
Qi water rights (Maplewood Wells), and the possible use of other technologies such as reclaimed
water and aquifer recharge.
The City actively participates with other water systems on regional planning, supply, and
operating issues. For example, the City is a member of the East King County Regional Water
Association and the Water Conservation Coalition of Puget Sound. Another example is the
City’s participation in the recent Puget Sound Regional Water Supply Outlook Study, which
assessed the supply sources of the Central Puget Sound Region, explored ways that systems can
support each other, and evaluated regional supply options to meet future needs. Under the
City’s new contract with SPU, the City will be participating in the Seattle Regional Supply
System (SRSS) via its attendance and participation at SRSS Operating Board meetings.
ES.6.3 Water Quality
The City is defined as a Group A Community Public Water System. The City must comply with
the drinking water standards of the federal Safe Drinking Water Act (SDWA) and DOH standards
under WAC 246-290. The City’s water quality is in compliance with all state and federal water
quality and reporting requirements. All applicable drinking water quality regulations are
described in detail in the Drinking Water Quality Monitoring Plan included as Appendix N.
The City maintains water quality within its system through the following approaches:
1. Routine system flushing within its distribution system in order to maintain satisfactory
water quality.
2. A main replacement program to eliminate dead end mains and replace aging cast iron,
asbestos cement, and steel pipes.
3. In-line chlorine and fluoride analyzers at all sources for continuous monitoring.
4. In-line pH meters at all sources in order to better manage pH and as a result reduce
corrosion within the distribution system.
5. Cross-connection prevention.
It is recommended that the City take the following actions as part of its water quality programs:
• The City should continue to track proposed new water quality regulations being
considered by the USEPA and DOH in order to plan for any impacts on its water system.
• The City should continue to implement its corrosion control treatment to minimize
corrosion within the distribution system and private plumbing.
The City prepares an annual Water Quality Report (CCR) that documents regulated
contaminants detected during monitoring to ensure consumers know what’s in their drinking
water. The City’s Water Quality Monitoring Reports are electronically available at:
https://rentonwa.gov/city_hall/public_works/utility_systems/water_quality_report
ES.6.4 Wellhead Protection Program
The 1986 amendments to the federal SDWA mandated that every state develop a wellhead
protection program (WHPP) to protect groundwaters that serve as drinking water sources for
public water supplies. In 1994 DOH adopted WAC 246-290, which directed Group A public water
systems using wells or springs to implement wellhead protection measures. The City prepared its
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-17
WHPP, which was approved by DOH in 1999. Updates to the City’s WHPP were completed under
this Plan and the changes to the WHPP are included as Appendix J.
Compliance with WHPP requirements is part of a broader City effort referred to as the “Aquifer
Protection Program.” The Aquifer Protection Program was established in 1988 when the Council
designated Aquifer Protection Areas (APAs) with the intent of safeguarding the City’s supply
sources. The APAs that were initially delineated in 1988 were redefined during this WHPP
update to be consistent with the capture zones, which were delineated using the City’s
Groundwater Model. As part of its Aquifer Protection Program, the City has enacted aquifer
protection regulations within the APAs to protect the aquifers used as potable water supply
sources from contamination by hazardous materials. The regulations include restrictions on
hazardous material quantities, storage, and handling; land use restrictions; facility operating
standards; construction activity standards; fill quality standards; and other measures intended to
prevent contamination.
Other components of the Aquifer Protection Program include public education, aquifer water
quality and level monitoring, coordination with emergency responders, and coordination with
surrounding land use authorities on groundwater protection issues.
ES.7 System Analysis
The system analysis identified potential future system deficiencies in the City’s water
distribution and based on the analysis results, Carollo recommended improvements to the
system. Carollo evaluated the capacity of the pipelines using the City’s updated and calibrated
hydraulic model. Evaluations of the remaining assets were conducted in Microsoft Excel.
The system analysis yielded a number of recommended improvements for the pump stations,
reservoirs, pipelines, and pressure zones, which are summarized in Figures ES.6 and ES.7.
ES.7.1 Storage Analysis
The City’s reservoir storage requirements depend on the water system’s configuration, seasonal
and daily variation in water-use patterns, and the reliability of various water system
components. Water storage volumes are comprised of five components:
• Operational storage.
• Equalizing storage.
• Standby storage.
• Fire-suppression storage.
• Dead storage.
The operational areas were evaluated as separate systems to ensure that each has the required
usable operational, equalizing, fire, and standby storage volume. Details are summarized in
Chapter 7.
Storage deficits were identified in the following operational areas: the Valley, Highlands 565,
West Hill 495, and Rolling Hills 590. The identified storage deficits can be mitigated by
constructing additional storage or making changes to the operational strategy. In some cases,
small improvements to the existing infrastructure, such as adding backup power to provide
reliability, can better alleviate the storage deficiencies than adding storage.
All recommended projects are summarized below.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-18 | MAY 2021 | FINAL
Valley Storage Recommendation
Although the Valley has sufficient storage at 20 pounds per square inch (psi), the area is deficient
for all planning years in supplying operational and equalizing volumes at 30 psi to the customers
located at the highest elevations within the operational area.
The City is connecting high-elevation residents within the Valley 196 PZ to higher pressure
infrastructure. These improvements will then provide adequate operating pressures and fire flow
pressures to these high-elevation residents.
Highlands 565 Storage Recommendation
The Highlands 565 Operational Area does not have sufficient storage for all planning years.
However, excess storage located in the adjacent Highlands 445 Operational Area is sufficient to
offset deficiencies in the Highlands 565 Operational Area.
A backup power generator is recommended at the Monroe Avenue BPS to allow storage to be
provided from the Highlands 445 PZ to the Highlands 565 PZ, which will also improve pumping
capacity in the long term. The City is already planning to add a generator at the Monroe BPS as
part of constructing a new 6.3-million gallon (MG) reservoir in the Highlands 445 PZ.
West Hill 495 Storage Recommendation
The West Hill 495 Operational Area does not have sufficient storage through 2039. However,
excess storage located in the Valley Operational Area is sufficient to offset deficiencies in the
West Hill 495. The Valley Operational Area has 1.04 MG of excess storage available by 2039,
which can be reliably pumped to the West Hill 495 Operational Area via the new West Hill BPS.
The City is currently planning on expanding capacity of the West Hill PS and adding a generator
at the West Hill BPS as part of the West Hill BPS Improvement Project.
Additionally, the City currently operates the tank with a 16 foot (ft) operational band, which
equates to a 0.22-MG operational storage volume. It is recommended that the City update
operational strategy and reduce the operational band thus decreasing the operational volume
and mitigating deficiencies.
Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-18_Rec_Imp_Projects.mxd
WATER SYSTEM PLAN UPDATE | EXEC UTIVE SUMMARY | CITY OF RENTON
Figure ES.6 Recommended Improvement/Capacity Projects
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EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure ES.7 Recommended Pipeline Condition Projects
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EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-23
Rolling Hills 590 Recommendation
The Rolling Hills 590 Operational Area does not have sufficient storage for all planning years,
being deficient by 0.95 MG by 2039. The City has a few options to mitigate this deficiency:
• Add backup power to the Maplewood BPS to increase pumping capacity from the
Rolling Hills 490 PZ to the Rolling Hills 590 PZ, and add auto-start, auto-transfer, and
backup power to the Rolling Hills BPS so that three pumps can be operated at the same
time.
• Construct a new 1.5-MG standpipe for the Rolling Hills 590 Operational Area, replacing
the existing 0.3-MG elevated tank.
ES.7.2 Distribution System Analysis
The calibrated InfoWater model of the City’s distribution system was used to analyze the system
for future planning years, and projected system demands were added for the 2019, 2029, and
2039 planning years. The hydraulic model was used to evaluate typical system conditions during
diurnal operations and fire flow availability. Then, the model was updated and calibrated for
both extended period simulation with temporary pressure loggers and steady state with hydrant
flow tests.
Key parameters evaluated with the model were for the system pressure criteria during normal
operations and fire flow testing of the system. During normal operations, the minimum pressure
as set by the DOH during MDD and PHD was 30 psi at the service meter. The City’s goal is to
provide a maximum of 110 psi at the service meter.
Improvements include actions such as pipe upsizing, main looping, and modifying pressure zone
boundaries. Each of the recommended improvements requires a further site-specific and
project-level engineering analysis before implementation. Recommendations are summarized
below by type of improvement.
Projects to Address Low Peak-Hour Pressure
Some low-pressure nodes (below 30 psi) exist adjacent to the Springbrook transmission line. The
City has been working to remove connections to this line and relocate them onto an adjacent
higher-pressure line.
Projects to Address Excessive Velocity
One 8-inch line located at the Maple Valley Highway on-ramp to Interstate 405 was found to
exceed maximum velocity in the distribution system. This section of pipe is surrounded
by 12-inch pipes and is recommended to also be upsized to 12-inch. Project D-13 will upsize 70 ft
of 8-inch pipe to 12-inch pipe.
Improvements to Address Fire Flow in Non-Dead-End Areas
Deficiencies identified during the system analysis require improvements to address fire flow
deficiencies. The projects include upsizing 4-inch and 6-inch pipes and changing hydrant lateral
connections. Detailed information on each recommended pipe improvement can be found in
Chapter 7, where individual projects may be referenced based on Project Identification. Once
implemented, these projects will eliminate the identified deficiencies.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-24 | MAY 2021 | FINAL
Dead-end Pipes in Non-Single Family Areas
The City has multiple older 4-inch, 6-inch, or 8-inch dead-end pipes in non-single family areas
that do not have the capacity to provide the City’s fire flow requirements of 3,000 gpm. It is
recommended that the City evaluate each case individually to determine how fire flows can be
provided to each customer.
In some cases, a customer may be protected by multiple hydrants on different water mains. As
long as the total fire flow from the multiple hydrants meets the fire flow requirement, no
improvements are necessary in these cases.
In other cases where only one water main serves the customer, looping may be required or the
dead-end main may need to be upsized to 12-inch to meet the fire flow requirements.
Dead-End Pipes in Single Family Areas
The City also has multiple older 4-inch and 6-inch dead-end pipes in single family areas that do
not have the capacity to provide the City’s fire flow requirements of 1,000 gpm. It is
recommended that the City evaluate each case individually to determine how fire flows can best
be provided to each customer.
The City has been programmatically moving hydrants from the dead-end to the closest main
with 1,000 gpm. It is recommended that the City continue with this approach.
ES.7.3 Pipeline Condition Evaluation
The pipe condition evaluation incorporates two types of data: remaining useful life (RUL) and
maintenance-identified projects. The RUL analysis examined the pipe’s material, installation
year, and material’s useful life to determine the year in which each pipe would reach its RUL. The
pipes identified in this analysis serve as a starting point for the pipeline condition evaluation.
Additional pipeline condition projects have been identified by the City’s Maintenance
Department based on field observation and excessive maintenance. These projects, in addition
to the RUL analysis projects, make up the pipeline condition evaluation. The length of time that
a pipe is anticipated to remain functional is called useful life. Useful life depends largely on the
pipe material but can also depend on soil conditions, water constituents, and methods of
installation. When a pipe is in service beyond its useful life, the increasing costs of maintenance
associated with a failing pipe typically warrant replacement. Figure ES.8 shows the total length
of pipe reaching the end of its assumed useful life for each year for the next 100 years, starting
in 2019. All pipes that have already exceeded their useful life are shown in the year 2019.
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-25
Figure ES.8 Pipes Reaching End of Useful Life
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-26 | MAY 2021 | FINAL
ES.8 Operations and Maintenance
The Water Maintenance Services Division maintains and operates the City’s public water
infrastructure. Normal, day-to-day operational monitoring including daily water quality checks
ensure the integrity of the drinking water provided to customers. Other operations and
maintenance (O&M) responsibilities and tasks include:
• Preventive Maintenance.
• Water Quality Monitoring.
• Emergency Response.
• Cross Connection Control.
• Capital Improvement Planning.
• O&M Budget Formulation.
• Response to Complaints.
Chapter 8 also reviews the water system’s routine operation practices conducted by staff,
performance evaluation, operations under abnormal conditions, and preventative maintenance
program that manages the condition and operations of all the Water Utility’s major assets.
ES.9 Capital Improvement Plan
The various projects recommended in the Plan were summarized in a comprehensive Capital
Improvement Plan (CIP). With this CIP, the City will have a guideline to plan and budget for the
water system over the next 20 years, as well as the recommended timing and cost estimates for
each identified project. Project phasing is described as either short term (0 to 10 years, which
corresponds to 2020-2029) or long term (10 to 20 years, which corresponds to 2030-2039).
The Plan’s capital projects are categorized by the following infrastructure:
• Distribution pipeline (D).
• Pressure Zone (PZ).
• Storage Facilities (ST).
• Annual Repair and Replacement (R&R) Programs (P).
• Pump Station (PS).
• General and On-Going Capital Projects and Programs (G).
• Regulatory Compliance Programs (R).
As part of the planning and development of the capital improvement plan, the water utility will
continue to consider programs and projects to support the City’s business plan, vision and
mission for economic growth, social equity, and environmental sustainability goals. The water
utility will continue to implement capital improvement projects in a transparent manner,
informed by system and community needs and the financial, environmental, and social costs and
benefits, to provide long-term community value.
The City’s Water Main Replacement Annual Program (WM) consist of the replacement of aging
and undersized water mains throughout the water distribution and transmission system. The
prioritization and selection of pipes are based on several factors including degree of fire flow
deficiencies identified from the hydraulic model, frequency of leaks and breaks, remaining useful
life of the pipes, and coordination with other City capital projects. This program reduces the
likelihood of system failures, unplanned service interruptions, and claims for damages against
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-27
the City. The following project categories identified in this Plan will be ultimately included in the
City’s WM Program:
• Distribution Pipeline Projects (D), which consist of sited specific projects to help mitigate
deficiencies identified in Chapter 7, and sited maintenance main projects.
• Annual R&R Programs (P), which included non-sited pipelines. The City will prioritize
every year based on the City’s priorities and opportunities such as major roadways
improvements and redevelopment areas.
Storage projects include construction of the new Kennydale and Highlands 445 reservoirs, and
the recommendation of replacing the Rolling Hills 590 and Mt. Olivet reservoirs and a new
Blackriver reservoir in the Valley 196 PZ. Pump station projects include improvements at the
West Hill BPS, South Talbot BPS, Monroe BPS, and Mt. Olivet BPS.
Meanwhile, general projects (G) include studies and seismic-related projects for the distribution
system, and on-going capital projects and programs, such as security improvements, or PRV
rehabilitation. Finally, regulatory (R) projects represent general water quality compliance
projects, water system plan updates, and the water conservation program.
Tables ES.4 and ES.5 summarize the CIP projects by project category and priority, respectively.
Figures ES.9 and ES.10 summarize the percent of each project identified by project category and
project phasing, respectively. Specific project details are provided at the end of the chapter in
Chapter 9.
When considering CIP costs by project category as shown in Table ES.5 and Figure ES.9, the
majority of CIP costs (47.3 percent) are accrued from programmatic projects. Distribution
pipeline projects and general projects comprise the other high-cost categories and account
for 17.3 percent and 10.4 percent of the CIP, respectively.
When considering CIP costs by priority as shown in Table ES.6 and Figure ES.10,
approximately 63 percent of the CIP costs are annual programs. The total water CIP cost over the
next 20 years is approximately $124 million, which equates to approximately $6 million per year
for the planning period. Of the total cost, approximately $28 million is budgeted for the short
term, approximately $18 million is budgeted for the long term, and approximately $79 million is
budgeted for the annual category.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-28 | MAY 2021 | FINAL
Table ES.4 CIP Summary by Project Category
Project Category Annual Cost Total Cost Percentage
Distribution (D) $ 1,075,550 $ 21,511,000 17.3%
Pressure Zone (PZ) $ 21,250 $ 425,000 0.3%
Annual R&R Programs (P) $ 2,937,600 $ 58,752,000 47.3%
Pump Station (PS) $ 225,250 $ 4,505,000 3.6%
Storage (ST) $ 869,750 $ 17,395,000 14.0%
General (G) $ 645,000 $ 12,900,000 10.4%
Regulatory (R) $ 440,000 $ 8,800,000 7.1%
Total Cost $ 6,214,400 $ 124,288,000 100%
Figure ES.9 CIP Summary by Project Category
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-29
Table ES.5 CIP Summary by Project Priority
Project Priority Total Cost Percentage
0-10 years $ 27,658,000 22.3%
10-20 years $ 18,033,000 14.5%
Annual $ 78,597,000 63.2%
Total Cost $ 124,288,000 100%
Figure ES.10 CIP Summary by Project Priority
Figure ES.11 illustrates the locations of the specific projects identified, while Figure ES.12
illustrates these projects phased between short and long terms. Distribution system
improvements highlighted on Figure ES.11 includes both fire flow and velocity
recommendations.
Figure ES.13 and Figure ES.14 illustrate the location of projects included in the programmatic
CIP, which are not included in any of the specific projects. Figure ES.13 presents City’s
recommended program P-01, while Figure ES.14 presents City’s recommended program P-03.
Last Revised: February 15, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9_3_CIPSpecific.mxd Figure ES.11 Recommended Specific CIP Projects
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Legend
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EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9_4_CIPPriority.mxd
WATER SYSTEM PLAN UPDATE | EXEC UTIVE SUMMARY | CITY OF RENTON
Figure ES.12 CIP Specific Project Priority
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Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9-5P01DeadEnd3000FFProgram.mxd Figure ES.13 P-01: Dead-end 3,000 gpm Fire Flow Program
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Legend
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WATER SYSTEM PLAN UPDATE | EXEC UTIVE SUMMARY | CITY OF RENTON
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Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9_6_P03RemainingUsefulLife.mxd
WATER SYSTEM PLAN UPDATE | EXEC UTIVE SUMMARY | CITY OF RENTON
Figure ES.14 P-03: Remaining Useful Life
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Disclaimer: Features shown in this
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Data Sources: City of Renton
"5
Legend
XÚ Pump Station
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EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-39
ES.10 Financial Program
The Water Utility’s financial status was evaluated as part of the Plan, which provides a cursory
evaluation of its ability to finance the necessary capital improvements identified in the CIP. The
financial sufficiency evaluation developed for this Plan aims to determine whether existing and
adopted rates are sufficient to cover the capital program developed as a part of Master Plan and,
if not, the level of rate increases that would be required to do so. The evaluation relies on a
revenue requirements analysis, which is used to test revenue sufficiency against expected
revenue needs.
There are two tests used to define the annual revenues necessary to provide both sufficient
(1) cash flow, and (2) debt coverage. These sufficiency tests are commonly used to determine the
amount of annual revenue that must be generated from an agency’s rates:
• Cash Flow Sufficiency Test defines the amount of annual revenue that a utility must
generate in order to meet annual expenditure obligations. In the same lieu, the
cash-flow test identifies projected cash requirements in each year. Cash requirements
include O&M expenses, debt-service payments, policy-driven additions to working
capital, miscellaneous capital outlays, and rate-funded capital expenditures. These
expenses are compared to the total annual projected revenues, and shortfalls are used
to calculate the needed rate increases. In this analysis, the cash flow test is the driver of
the rate increase.
• Debt-Coverage Test refers to the collection of revenues to meet all operating expenses,
debt service payments, and debt service obligations, such as debt service coverage
ratio (DSCR). The debt-coverage test measures an agency’s ability to meet policy-driven
revenue obligations. Currently, the City holds three outstanding debt obligations and
does not have any plans to issue additional debt to fund capital projects in the near
future. Typical DSCRs range from 1.10x to 1.35x depending on an agency’s financial
situation and the type of debt being issued. For this analysis, the debt coverage test was
set to meet a 1.25x DSCR based on the City’s outstanding bond’s requirements, meaning
that the City must collect sufficient revenue through user rates to meet all on-going
O&M expenses, as well as 1.25 times the total debt-service requirements due each year.
The debt coverage test was sufficient in this analysis.
Financial projections from calendar year (CY) 2020 through CY 2029 were developed using the
assumptions and inputs described in Chapter 10, as well as other inputs provided by the City or
developed for the project. All three scenarios used the same assumptions for O&M costs, capital
expenditures, and most offsetting revenues (all except interest earnings).
The financial forecast gives the City a snapshot of its current financial status. As numerous
assumptions were made for analysis, projected results can vary from the actual data depending
on factors such as actual customer use, demand projection, and growth. Therefore, this
high-level projection should be later compared with actuals and adjusted accordingly.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | EXECUTIVE SUMMARY
ES-40 | MAY 2021 | FINAL
Three funding strategy scenarios were developed to evaluate the 10-year CIP’s impact on the
Water Utility’s financial status. Each scenario assumes a different amount of debt to fund the CIP
projects. All scenarios include the expected debt issuance with the financing assumptions
mentioned above:
• Scenario 1, PAYGO (No Additional Debt): This scenario assumes that all 10-year CIP
projects are funded by Pay-As-You-Go (PAYGO), using revenues from user rates and
available reserves. The City has indicated that this is the preferred scenario as it hopes to
no longer rely on debt as a means of controlling long-term expenses.
• Scenario 2, Maximized Additional Debt: This scenario maximizes the use of debt to
mitigate rate increases in the short term. The first additional debt issuance would be
needed in CY 2022 with debt proceeds needed every 3 years of the analysis.
• Scenario 3, Moderate Additional Debt: This scenario assumes that rate increases are
front loaded in the first 5 years of the analysis, then additional debt issuances are used
to smooth out peaks in CIP spending. The first additional debt issuance would be
required in CY 2021 and another in CY 2025.
The Water Utility has indicated that Scenarios 1 or 3 are the preferred scenarios as they would
decrease reliance on debt. Results for each scenario are summarized below:
Figure ES.15 compares each scenario’s total capital funding sources from CY 2020 to CY 2029. As
shown, Scenario 2 would require substantial use of debt to hold rate increases to 2 percent per
year through CY 2025 and still implement the full 10-year CIP.
Figure ES.15 Capital Funding Comparison
Figure ES.16 compares the outstanding debt principal and projected interest payments that the
water funds would hold after CY 2029 for each scenario. Under Scenario 2, the City would still
need to pay off approximately $21.90 million in debt principal with almost $11 million in interest
payments. This will lead to higher long-term costs and rate increases beyond CY 2029 as
compared to what is demanded by the other scenarios. Furthermore, the City may not be able to
issue debt at the frequency required for Scenario 2.
EXECUTIVE SUMMARY | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | ES-41
Figure ES.16 Comparison of Outstanding Debt After CY 2029
Figure ES.17 compares estimated single family residential (SFR) bills from CY 2020 to CY 2029
under each scenario. As shown, the long-term rate outlook for each scenario has the same
general magnitude with estimated single-family charges ranging from about $61 to $68 per
month by CY 2029. Increasing the amount of debt issued allows rate increases to be smoothed
over time for a more gradual ramp-up to the ultimate rates.
Figure ES.17 Estimated Single Family Residential Bill Comparison
These projections are intended to guide the financial planning of the City’s Water Utility, not to
serve as the basis for any implemented rate increases. As the City works with its rate consultant
to complete a comprehensive rate study, more detailed short-term projections should be
developed for the rate-study period.
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 1-1
Chapter 1
INTRODUCTION
1.1 Purpose
This Water System Plan (Plan) updates the City of Renton’s (City) 2012 Water System Plan. It
was developed collaboratively by City staff, Carollo Engineers, Inc. (Carollo), and Pacific
Groundwater Group. This Plan documents the current status of the water system and evaluates
future needs of the water utility. The data used for this Plan was current as of December 2017.
The Plan was developed between 2018 and 2020 for approval in 2019. This Plan will be used as a
guide in maintaining and improving the water system in the short-term over the next ten years
and also provides a planning framework for the 20-year, long-term planning horizon.
The purpose of this Plan is to document changes to the City’s water system, identify required
system modifications, and 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, which are the intended framework for future funding decisions
and within which future actions and decisions are intended to occur. However, these timeframes
are estimates, and depending on factors involved in the processing of applications and project
work, and availability of funding, the timing may change. The framework presented in this Plan
does not represent actual commitments by the City.
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 October 2017, the City selected the Carollo team to
assist in the preparation of the updated Plan in accordance with applicable rules and regulations
governing planning for water utility systems.
1.3 Objectives
This Plan has been prepared to serve as a guide for planning and designing future water system
facilities and to assist the City in using its water resources in the most efficient manner possible.
Identified in this Plan are system improvements intended to meet the expanding and changing
needs of the City. Specific objectives of this Plan are addressed by individual chapters presented
herein and include the following:
• Develop a document that can be updated periodically as additional information on the
water system is obtained.
• Description of Existing System (Chapter 2): Document the existing water system supply,
storage, and distribution facilities.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 01
1-2 | MAY 2021| FINAL
• Planning Data and Water Demand Forecast (Chapter 3): Identify and estimate the effect
of future land uses and population trends on the water system. Document historical
water use, and project future demands based on growth projections.
• Water Conservation Program (Chapter 4): Identify the role that water use efficiency will
have in reducing future water requirements and how the City’s water conservation
program will be implemented.
• Water System Policies, Criteria, and Standards (Chapter 5): Establish clear policies and
criteria relating to water service within the City’s water system.
• Water Supply and Water Rights (Chapter 6): Document existing and potential future
water supply and water rights and discuss existing and forthcoming regulatory
requirements on the City water system.
• System Analysis (Chapter 7): Update the computerized model for analysis of the system.
Assess the capability of the existing water system to meet existing and projected future
demands, identify water system deficiencies.
• Operations Program (Chapter 8): Provide a comprehensive review of operations and
maintenance of system facilities.
• Capital Improvement Plan (Chapter 9): Develop a program of capital improvements,
including priorities for design and construction.
• Financial Program (Chapter 10): Develop a plan for financial backing of required system
improvements.
• Prepare an environmental checklist for city council action on the proposed water system
plan. The checklist is to be reviewed by the various City departments for a threshold
determination.
• Prepare the Plan to comply with the requirements of the DOH.
1.4 Location
The City is located within King County at the southeastern end of Lake Washington.
Interstate 405 (I-405) runs through the middle of the retail service area (RSA), from its western
boundary, up through its northern boundary. The Cedar River divides the City’s RSA between the
north and south. The City’s water system provides service to an area of approximately
17.25 square miles that is largely coincident with the city limits. The water distribution system
serves the valley floor and parts of five surrounding hills: West Hill, the Highlands, Scenic Hill
(also known as Renton Hill), Talbot Hill, and Rolling Hills. The City currently serves customers
within an elevation range of 11 to 476 feet. This range creates a need for at least four separate
pressure zones. However, physical barriers such as hills and valleys often prevent the extension
of a pressure zone from one location to another. As a result of the City’s topography and
geography, the City has 16 hydraulically distinct pressure zones.
The City’s RSA is bordered by nine adjacent water systems: the Skyway Water and Sewer
District (Skyway), Seattle Public Utilities (SPU), the City of Tukwila, the City of Kent, the
Soos Creek Water and Sewer District (Soos Creek), the Cedar River Water and Sewer
District (CRWSD), King County Water District No. 90, the Coal Creek Utility District (UD), and the
Wasmeta Park Water System. Figure 1.1 shows the City’s neighboring water utilities, as well as
the RSA boundary.
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 1-3
1.5 Ownership and Management
The City’s water system is officially designated in the DOH records as City of Renton, system
identification number 71850L. It is a municipal, Class A water system.
The City has a city council-mayoral form of government. Members of the council and the mayor
are elected officials. The mayor is the head of the executive branch of the government and is the
chief executive officer of the City government and as such has general supervision over the
several departments of the City and over all its interests. Figure 1.2 shows the organization of
the drinking water utility. With the exception of the billing function, the operation of the utility
falls under the supervision of the administrator of the Planning/Building/Public Works
Department, Mr. Martin Pastucha. Some of the City offices that provide support to the operation
of the Drinking Water Utility are not shown on the organizational chart. For example, the Human
Resources/Risk Management Department provides hiring, benefits, insurance, some types of
training, and other support to the utility; the Information Services Division provides computer,
networking and telecommunications support; and the City Attorney’s Office provides legal
support. Budgets are formulated by the departments and are presented by the mayor to the city
council for approval. Expenditures for items in a council-approved budget are approved by the
administrator, the mayor, or the council depending upon the amount of expenditure.
The main point of contact for the water system is as follows:
Name: George Stahl – Water Maintenance Manager
Phone: (425) 430-7400
Email: Gstahl@rentonwa.gov
Address: 3555 NE 2nd Street
Renton, WA 98056
1.6 System History
The City’s municipal water service system was established in 1901. The municipality's source of
water was first drawn from Renton Springs which was the primary source for this growing coal
mine community but was eventually abandoned. A new source facility was constructed in 1924
at Springbrook Springs at the south end of the City. This artesian spring has since undergone
several renovations and reconstruction phases while still providing water by gravity feed.
From the early 1940's to the 1990’s, other groundwater sources were developed to augment
capacity and to provide water supply reliability. These sources include six “Downtown”
wells (RW-1, RW-2, RW-3, PW-8, PW-9, EW-3R) in the shallow Cedar River Delta Aquifer,
three “Maplewood” wells (PW-11, PW-12, PW-17) in the deep Maplewood Aquifer, and one
emergency well (PW-5A) in the Kennydale area.
In 2011, the City signed a 60-year water supply contract with SPU for the purchase of additional
supply to meet the City’s future growth demand and for peak demand periods.
A detailed history of the City’s system is well documented in Chapter 2 of this Plan and in the
previous water system plans prepared for the City by CH2M Hill in 1965, by RH2 Engineering in
1983, 1990, and 1998, by RW Beck in 2006, and by Carollo in 2012. The previous water system
plans are available from the City upon request.
East Valley RdRainier Ave NOakesdale Ave SWBenson Dr SSW 7th St
140th Ave SEN E SunsetBlvd
§¨¦405
Maple Valley Hwy 164th Ave SECedar River Trail
S E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
§¨¦5
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?Å
?ç
City of Kent
City of Renton
Soos Creek Water and Sewer District
KC Water District #90
City of Tukwila
Cedar River Water and Sewer District
Coal Creek Utility District
Skyway Waterand Sewer District
Seattle Public Utilities
Wasmeta Park Water System
Lake Boren
LakeKathleen
LakeDesire
Spring Lake
Angle Lake
Lake Youngs
Shady Lake
PantherLake
LakeMacDonald
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\WaterSystemPlan2017\Fig1.1_AdjacentPurveyors.mxd
O
0 10.5
Miles
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
Figure 1.1 Adjacent Pur veyors
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Legend
Adjacent Purveyors
Seattle Public Utilities
KC Water District #90
City Limits
Retail Service Area
Waterbody
Cedar River Water and
Sewer District
City of Kent
City of Tukwila
Coal Creek Utility
District
Skyway Water and
Sewer District
Soos Creek Water and
Sewer District
Wasmeta Park Water
System
Accounting Assistant IV
Utility Billing
Renton Citizens
Armondo Pavone
Mayor
Ed VanValey
Chief Administrative Officer
City Council
Utilities Committee
City Council
Finance Committee
Martin Pastucha
Administrator
Public Works
Ron Straka, PE
Director
Utility Systems Division
Abdoul Gafour
Manager
Water Utility Engineering
Michael Stenhouse
Director
Maintenance Services Division
George Stahl
Manager
Water Maintenance
CIP Project Manager
(3 FTE)
Cross Connection Control
Manager
Public Education Manager
Water Quality Manager
Operator
Water Quality /
Treatment Plant (3 FTE)
Water Utility Technician
Water Utility
Maintenance
SCADA Technician
Water Maintenance
Services
Lead Pump Station
Mechanic
Craig Pray
Supervisor
Utility Maintenance
Gregg Seegmiller
Supervisor
Water Maintenance Services
Lead Maintenance
Services Worker (2 FTE)
Maintenance Services
Worker (11 FTE)
Utility Locator
Water Meter Reader
(3 FTE)
Charles Vincent
Administrator
Community and Economic Development
Jennifer Henning
Director
Development Services &
Planning Division
Brianne Bannwarth
Manager
Development Engineering
Project Manager
Plan Review (2 FTE)
Construction Inspector
Development Services
(5 FTE)
Services Representative
Development Services
Craig Burnell
Building Official
Plumbing Inspector
Building
Jan Hawn
Administrator
Finance & Information Technology
Kari Roller
Director
Fiscal Services
Terry Weishaupt
Utility Accounts Supervisor
Utility Billing
Accounting Assistant III
(2 FTE)
Utility Billing
Figure 1.2 Drinking Water Utility Organization
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Last Revised: March 2, 2020 \\Carollo\Documents\Client\WA\Renton\10899A00\Deliverables\Ch. 1\Fig2.1_WaterFacilityLocation.pdf
City Council
GIS Specialist
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr SSW 7th St
140th Ave SEN E SunsetBlvd
§¨¦405
Maple Valley Hwy 164th Ave SECedar River Trail
S E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
§¨¦5
?æ
?Å
?ç
Lake Boren
LakeKathleen
LakeDesire
Spring Lake
Angle Lake
Lake Youngs
Shady Lake
PantherLake
LakeMacDonald
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\WaterSystemPlan2017\Fig1.3_ServiceArea.mxd
O
0 10.5
Miles
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
Figure 1.3 Service Area
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Legend
City Limits
Service Area
Potential Annexation Areas
Skyway Wholesale Area
Future Service Area
Waterbody
Retail Service Area
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 01
1-8 | MAY 2021| FINAL
1.7 Existing Service Area Characteristics
The City’s service area boundaries are shown on Figure 1.3. The RSA is the area that the City has
a duty to serve within the 20-year planning horizon of this Plan. The future service area is
currently served by SPU but will likely be served by the City in the future. This area was originally
defined in the Skyway Coordinated Water System Plan and is also described in service area
agreement between the City and Skyway. The area would only become part of the water service
area upon annexation into the City. The City’s service area includes the RSA, the future service
area, and the portion of Skyway that is supplied by Renton wholesale water.
The City’s RSA boundary and future service area were initially defined by the East King County
Coordinated Water System Plan (Agreement CAG-075-89) and its update (CAG-97-100) and by
the Skyway Coordinated Water System Plan (CAG-076-89). These boundaries were further
refined by agreements with the adjacent water purveyors: Skyway (CAG-03-197), Soos Creek
(CAG-91-083 and CAG-97-164), and CRWSD (CAG-99-014). It is unlikely that the City’s RSA will
change very much in the future because of the geography of the surrounding areas and the fact
that all of the surrounding areas are currently served by other water purveyors.
However, the City is considering small revisions to the boundary lines with both Soos Creek and
CRWSD to better align with service in developments to City customers. These changes will be
coordinated, reviewed, and mutually agreed upon with the adjacent purveyor in the
future. Figures 1.4 and 1.5 illustrate these two areas.
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 1-9
Figure 1.4 Revised Service Area Boundary with Soos Creek
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 01
1-10 | MAY 2021| FINAL
Figure 1.5 Revised Service Area Boundary with CRWSD
1.8 Service Area Agreements
Copies of current service area agreements are included in Appendix D. The following is a list of
the service area agreements that the City has with adjacent purveyors:
• CAG-03-197 – Agreement between the City of Renton and the Skyway Water and Sewer
District for the Establishment of Water and Sewer Service Boundaries,
December 31, 2003.
• CAG-11-093 – Partial Requirements Contract for the Supply of Water to City of Renton,
March 18, 2011.
• City of Seattle Ordinance 119202, October 22, 1998:
- Interlocal Agreement between the City of Seattle and the City of Renton for use of
certain Renton right-of-way by Seattle and use of certain Seattle owned property by
Renton, November 9, 1998.
- Water Purveyor Contract between the City of Seattle and the City of Renton for the
Sale of Wholesale Water by Seattle to Renton, November 1, 1998.
- Lease Agreement No. 327-815 (18-23-5 SE) between the City of Seattle and the City
of Renton, November 9, 1998.
- Agreement for the Transfer of Water Service and Provision of Primary Fire Service
between the City of Seattle and the City of Renton, November 9, 1998.
• City of Renton Ordinance 1544, Granting Franchise to City of Seattle for 36-inch supply
line in 132nd Avenue SE, May 1, 1956.
CHAPTER 01 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 1-11
• CAG-02-123 – Agreement for the Sale of Water in an Emergency by the City of Renton
to the City of Renton, November 30, 2002.
• CAG-99-014 – Agreement between the City of Renton and the CRWSD for the
Establishment of Service Boundaries, February 8, 1999.
• CAG-97-100 – Agreement for Establishing Utility Service Boundaries as Identified by the
East King County Coordinated Water System Plan, June 12, 1997.
• CAG-075-89 – Agreement for Establishing Utility Service Boundaries as Identified by the
East King County Coordinated Water System Plan, October 18, 1989.
• CAG-076-89 – Agreement for Establishing Water Service Boundaries as Identified by the
Skyway Coordinated Water System Plan, October 18, 1989.
• CAG-97-164 – City of Renton and Soos Creek Water and Sewer District Interlocal
Agreement for the Establishment of Service Boundaries, October 10, 1997.
• CAG-91-083 – City of Renton and Soos Creek Water and Sewer District Agreement for
the Transfer of Facilities and for the Establishment of Service Boundaries,
August 6, 1991.
• CAG-93-097 – City of Renton and Bryn Mawr – Lakeridge Water and Sewer District
Contract for Water Supply and Joint Storage and Transmission, January 1, 1993 (now
part of Skyway Water and Sewer District).
• CAG-95-034 – Agreement for the Emergency Sale of Water between the City of Renton
and the City of Tukwila, March 21, 1995.
• CAG-95-071 – Agreement for the Emergency Sale of Water between the City of Renton
and the City of Kent, May 17, 1995.
1.9 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.
1.10 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 WAC 246-290-100. The City will submit this Plan to the
DOH, the Washington State Department of Ecology (DOE), King County, adjacent utilities, and
local governments as part of the Agency Review process. See Appendix B for the Comment
Letters. The Adopting Resolution will be included in Appendix C, upon Plan approval by the city
council.
1.11 Related Plans
The following plans are related to the City’s Water System Plan:
• City of Renton Water System Plan (2012).
• City of Renton Long-Range Wastewater Management Plan (2010).
• City of Renton Comprehensive Plan (2015).
• City of Renton Water Use Efficiency Plan (2008).
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 01
1-12 | MAY 2021| FINAL
• King County Comprehensive Plan (2017).
• East King County Coordinated Water System Plan (1996).
• Skyway Coordinated Water System Plan (1989).
• Skyway Water and Sewer District Comprehensive Plan (2013).
• SPU Water Shortage Contingency Plan (2019).
• SPU Water System Plan (2019).
The City is not aware of any inconsistencies between this Plan and the plans listed above.
1.12 Acknowledgements
Carollo and Pacific Groundwater Group, wish to acknowledge and thank the following individuals
for their efforts and assistance in completing this Plan:
• Martin Pastucha, Public Works Administrator.
• Gregg Zimmerman, former Public Works Administrator
• Ron Straka, Utility Systems Director.
• Abdoul Gafour, Water Utility Engineering Manager.
• George Stahl, Water Maintenance Manager.
• Craig Pray, Water Utility Maintenance Supervisor.
• Katie Nolan, Water Utility Engineer.
• Mike Mitchell, Water Utility Engineer.
• Lauren Imhoff, Water Utility Program Specialist.
• Emina Sulych, GIS Specialist.
• Mick Holte, Cross-Connection Specialist.
• Greg Durbin, Water Quality Treatment Plan Operator.
• Lys Hornsby, former Utility Systems Director.
• Andrew Weygandt, former Water Utility Engineer.
• J.D. Wilson, former Water Utility/GIS Engineer.
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-1
Chapter 2
EXISTING SYSTEM
2.1 System Overview
The City of Renton (City) owns and operates a multi-source municipal water system, which
includes supply, treatment, storage, and distribution of potable water to residential, commercial,
industrial, and wholesale customers. Service is provided to an area of approximately
17.25 square miles with 17,830 retail customers (service connections) and one wholesale
customer, Skyway Water and Sewer District, via a single metered connection. The City’s Water
Facilities Inventory (WFI) is located in Appendix E.
Figure 2.1 presents the water facility locations. Water supply sources include five production
wells (RW-1, RW-2, RW-3, PW-8, and PW-9) and one artesian spring (Springbrook Springs) that
are used for primary supply. Springbrook Springs is located at the south end of the service area.
The wells are located in Liberty Park and Cedar River Park, and pump from a relatively shallow
aquifer (Cedar Valley Aquifer). One emergency well (EW-3R) pumps from the same aquifer but is
only available as a backup source of supply. These six wells are referred to as the “Downtown
Wells”. There are also three production wells (PW-11, PW-12, and PW-17) located east of the
downtown area at the Maplewood Golf Course that provide an alternate source of supply in the
event of the contamination of the Downtown Wells. A secondary purpose of the Maplewood
Wellfield is to provide additional instantaneous flow (Qi) during high demand periods. The
permits for the Maplewood Wells set the system-wide annual withdrawal (Qa) to no more than
the existing certificated Qa of 14,809.5 acre-feet (i.e., the Maplewood annual water rights are
non-additive). The Maplewood wells pump from a deep aquifer (Maplewood Aquifer). A single
emergency well (PW-5A) is located at the north end of the service area. Well 4 is currently
inactive, as is Well PW-5A which is only used as backup due to water quality issues. These
sources authorize total primary water right allocations in the amount of 1,670 gallons per
minute (gpm) and 2,593.5 acre-feet per year (ac-ft/yr), which is being exercised through the use
of supplemental sources.
The City is a wholesale customer of Seattle Public Utilities (SPU). The City has seven metered
interties with the SPU transmission mains, which are available to serve wholesale water to the
City’s distribution system. The City also has two metered interties with SPU to serve water
directly to the Renton Boeing Plant. The City currently only buys wholesale water from SPU to
sell to Boeing, but the City has a long-term supply contract for backup supply and future water
demands. The City has three emergency supply interties with neighboring water systems.
All of the water the City produces comes from a well or spring. Because of this supply
configuration, the City’s water system is maintenance-intensive, with facilities for pumping,
water quality control, and emergency power generation.
Areas within the City’s Retail Service Area (RSA) may have similar elevations but cannot be
served as part of the same pressure zone due to the geography. For instance, the pressure zones
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-2 | MAY 2021| FINAL
in the Highlands area have not been extended across Maple Valley into the Renton Scenic Hill or
Talbot Hill areas, even though the elevations served on these two hills are similar. The
Cedar River Valley provides a physical barrier that has precluded joining hydraulically similar
pressure zones. As a result of these physical barriers and the elevation range served, 16 pressure
zones are necessary to serve the City’s customers within acceptable pressure ranges.
Figure 2.1 illustrates how water moves horizontally through the distribution system. Figure 2.2 is
a hydraulic profile of the system and shows how water moves vertically from one pressure zone
to another. All of the pressure zones are hydraulically interrelated with the lowest pressure zone
located in the valley floor. It is desirable to have two or more connections (or supply points)
within each pressure zone to allow water to move upward to a higher-pressure zone or
downward to a lower pressure zone. This maximizes system reliability by providing multiple
routes to move water between pressure zones.
Pumping between pressure zones is accomplished by 12 booster pump stations (BPS) that are
located throughout the City. The Downtown Wells and Springbrook Springs supply water to the
lowest pressure zone (Valley 196 Pressure Zone [PZ]) and then the water is pumped up to the
West Hill, Highlands, Renton Hill, Talbot Hill, and Rolling Hills PZs. Water from the Maplewood
Wells is pumped from a post-treatment clearwell into the Highlands and Rolling Hills PZs. Water
from Well PW-5A is also pumped into the Highlands 435 PZ. Two pump stations, one pressure
reducing station, and one metered connection can supply water to the Rolling Hills and
Talbot Hill PZs from interties with the SPU Cedar River and Bow Lake transmission pipelines.
Interties with the SPU Bow Lake transmission pipeline can also supply water to the
Earlington 370 and Valley 196 PZs.
Currently there are 10 reservoirs in the system, strategically located to provide adequate
equalizing and fire flow reserves for all pressure zones. Pressure Reducing Valves (PRVs) are used
to supply lower pressure zones from higher pressure zones that contain water storage reservoirs.
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS
Highlands1.5 & 2.0MG 435Reservoirs
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
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LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig2.1_WaterSystemLocation_V2.mxd
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 2.1 Water Facility Locations
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 320
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches or smaller
8 to 14 inches
16 inches and larger
City Limits
Retail Service Area
600'
550'
500
450'
400'
350'
300'
250'
SPRINGBROOK NORTH TALBOT SPRINGS RESERVOIR
200'
150'
100'
50'
O'
1,050 GPM OF= 199.7'
BOEING PLANT EASTIWEST METER MAX FLOW= 1,950 GPM EACH
ll.
WEST HILL RESERVOIROF= 498.6' 498.6' SPU STA 38 MAX FLOW 700 GPM
ll.
370'
PRV 52
HIGHLANDS HIGHLANDS 435 435 RESERVOIR RESERVOIR OF= 440.3' OF= 439.8'
RENTON/SEATTLE INTERTIE MAX FLOW 1,950 GPM TO SPU
ll.
EMERGEMCY INTERTIE TO COAL CREEK UD 1,250 GPM
ll. EMERGENCY INTERTIE TO W□ 90 1,250 GPM
WELL
HIGHLANDS 565 RESERVOIROF= 569.1'
218'
HAZEN
RES��tOIR 593·6' OF= 569.3'
SPU TIFFANY PARK STA BPS 39 1,050 GPM
MAPLEWOOD CLEARWELL OF= 79.3'
WELL WELL WELL WELL WELL WELL RW-1 RW-2 RW-3 PW-8 PW-9 EW-3R 2,200 2,200 2,200 3,500 1,200 1,500 GPM GPM GPM GPM GPM GPM '-------------<11-------....L.--...Jl'----+----'l'-� 5A
WELL WELL WELL PW-11 PW-12 PW-17 2,500 1,500 1,500 GPM GPM GPM
Legend ■VALLEY OPERATIONAL AREA ■WEST HILL 495 OPERATIONAL AREA ■HIGHLANDS 435 / KENNYDALE OPERATIONAL AREA ■HIGHLANDS 565 OPERATIONAL AREA ■ROLLING HILLS 490 OPERATIONAL AREA
SOUTH TALBOT BPS 4,300 GPM
HOUSER WAY BPS 4,800 GPM
■ROLLING HILLS 590 OPERATIONAL AREA ■TALBOT 350 OPERATIONAL AREA ■OTHER SYSTEMS
Last Revised: December 6, 2017 pw:JJcarollo/Documents/Client/WA/Renton/10899A00/Task 200/HydraulicProfilel.dwg
700 GPM
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RESERVOIR VOLUME INSIDE TANK OVERFLOW (OF) ABOVE TANK
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£. INTERTIE
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---£-
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HIGH
ZONE
LOW
ROLLING HILLS 590 RESERVOIR OF= 593.6'
494.5'
ROLLING HILLS 490 RESERVOIR OF= 494.5'
ROLLING HILLS BPS 5,000 GPM
392'
500 GPM
WATER TREATMENT PLANT
PRESSURE REDUCING VALVE
PRESSURE ZONE
HIGH: HIGHEST ELEVATION SERVED IN ZONE LOW: LOWEST ELEVATION SERVED IN ZONE HGL: HYDRAULIC GRADE LINE FOR ZONE
SOUTH TALBOT RESERVOIR OF= 353.6'
395'
98'
CHAPTER 02 I WATER SYSTEM PLAN UPDATE I CITY OF RENTON
315'
SPU STA 37 MAX FLOW 'l!i.. 320 GPM
370'
600'
550'
500
450'
400'
350'
300' 300' 300'
250'
200'
150'
100'
50'
O'
Figure 2.2 Hydraulic Profile Schematic
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-7
2.2 Water System Description
Several changes to the City’s water system have occurred since the completion of the
2012 Water System Plan Update. A description of each facility and any major changes are
summarized in the following sections.
2.2.1 Pressure Zones
As described above, the geography of the City requires the water system to have 16 distinct
pressure zones. The hydraulic profile shown in Figure 2.2 shows how the pressure zones are
interrelated and demonstrates how water can move through the system between pressure
zones. All pressure zones are served directly or indirectly from the City’s active wells and
Springbrook Springs. The Downtown Wells (RW-1, RW-2, RW-3, PW-8, and PW-9) and
Springbrook Springs directly supply the Valley 196 PZ. The Maplewood Wells (PW-11, PW-12,
and PW-17) supply the Highlands 565 PZ and Rolling Hills 590 PZ.
Although the system has 16 distinct pressure zones, not all of the pressure zones have separate
storage or supply facilities. Some pressure zones are supplied exclusively by pressure reducing
stations from an upper pressure zone.
It is impractical to plan facilities and improvements for all of these pressure zones individually;
therefore, the water system has been divided into seven operating areas. Each operating area is
either a single pressure zone or a combination of pressure zones with similar operating
characteristics. For instance, a lower pressure zone that is supplied exclusively by PRVs from an
upper pressure zone would be combined with the upper pressure zone to form an operating
area. For the majority of this Plan, the pressure zones are organized into the seven operating
areas as indicated in Table 2.1.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-8 | MAY 2021| FINAL
Table 2.1 Pressure Zones by Geographical Area
Pressure
Zone Area Served Operating Area HGL (ft)
Maximum
Elevation
Within PZ (ft)
Minimum
Elevation
Within PZ (ft)
Minimum
Served Static
Pressure (psi)
Maximum
Served Static
Pressure (psi)
KD218 Kennydale Highlands 435 218 33 20 80 86
KD320 Kennydale Highlands 435 320 222 11 42 134
HLD435 Highlands Highlands 435 439 367 45 31 170
HLD565 Highlands Highlands 565 569 473 293 42 119
ETH300 East Talbot Hill Rolling Hills 490 300 215 118 37 79
WTH300 West Talbot Hill Talbot Hill 350 300 208 52 40 107
TH270 Talbot Hill Talbot Hill 350 270 130 105 61 71
TH350 Talbot Hill Talbot Hill 350 354 254 49 47 132
SH370 Scenic Hill Rolling Hills 490 370 257 105 49 115
RH395 Rolling Hills Rolling Hills 590 395 315 225 35 74
RH590 Rolling Hills Rolling Hills 590 594 476 227 51 159
RH490 Rolling Hills Rolling Hills 490 495 392 50 44 192
VLY196 Valley Floor Valley 200 129 16 29 79
EARL370 Earlington West Hill 495 370 261 91 47 121
WH300 West Hill West Hill 495 300 179 45 52 110
WH495 West Hill West Hill 495 499 393 90 45 177
Note:
Abbreviations: HGL – hydraulic grade line; ft – feet; psi - pounds per square inch.
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-9
2.2.2 Source of Supply
The City produces water from production wells and an artesian spring. Each of the supply
sources is described in the sections below. Table 2.2 lists the active supply sources and the rated
capacity of each. The table does not include inactive sources or interties. All of the City's
interties, regular and emergency supply, are summarized in Table 2.3.
2.2.2.1 Springbrook Springs (Department of Health [DOH] Source S05)
Located at the south end of the City, Springbrook Springs is an artesian spring that supplies
approximately 15 to 20 percent of the City’s drinking water. Springbrook Springs was first used
in 1909. The infiltration galleries were upgraded and a sanitary seal was added to each
in 1976 (project number W-0422). Chlorination was added in 1976 (W-0423). The chlorination
building is located approximately 300 yards from the infiltration galleries and is adjacent to the
transmission main. Fluoridation was added in 1986 (W-0851) via an addition to the chlorination
building. Corrosion control treatment was added in 1999 (W-2238) and a sodium hydroxide
storage building was constructed as part of this project.
The City has ownership of a significant amount of property that forms a watershed directly
surrounding Springbrook Springs. A chain link fence was erected around the property to restrict
activities and access to the watershed. The last segment of chain link fence was installed
in 2002 (W-2980).
Springbrook Springs provides direct service to the Valley 196 PZ. In 2010, a motorized valve was
added to the treatment facility to stop the flow of water when the chlorine residual drops below
a safe level. The power source is a 20-kilowatt (kW) generator (propane fuel source). The
generator is auto-start and the transfer from commercial power to electric generator power is
automatic. Currently, flow control is via a manually set gate valve (throttling valve).
In 2013, a chlorine line was added at Springbrook Springs to provide primary disinfection. The
dosing pipeline was installed adjacent to the Transmission Main and taps into the existing main
at a manhole (new chlorine injection point). The manhole is about 770 ft upstream of the
chlorination building and 1,195 ft upstream of the connection point for first service. This
manhole serves as the chlorine injection point such that the minimum required chlorine contact
time is achieved before the supply enters the distribution system (W-3648). Concentration of
free chlorine times Contact Time (CT) of 11 milligram-minutes per liter (mg-min/L) is achieved
for the Springbrook Spring’s supply. A chlorine analyzer was installed as part of Project W-3648,
which provides continuous chlorine concentration monitoring.
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Table 2.2 Active Supply Sources
Name
WFI
Source
Number
Water Right
Status Aquifer
Water
Right Qi
(gpm)
Maximum
Pumping
Capacity
(gpm)
Maximum Physical
Capacity with Installed
Equipment Standby Power
(gpm) (mgd)
Springbrook S05 Certificate N/A 1,050 N/A 1,050 1.51 Auto Start / Auto Transfer
Well RW-1 S10 Certificate Cedar Valley 2,200 2,200 2,200 3.17 Auto Start /Auto Transfer
Well RW-2 S10 Certificate Cedar Valley 2,200 2,200 2,200 3.17 Auto Start /Auto Transfer
Well RW-3 S10 Certificate Cedar Valley 2,200 2,200 2,200 3.17 Auto Start / Auto Transfer
Well PW-8 S20 Certificate Cedar Valley 3,500 3,500 3,500 5.04 Trailer-in / Manual
Well PW-9 S20 Certificate Cedar Valley 1,300 1,200 1,200 1.73 Trailer-in / Manual
Well PW-11 S13 Permit Maplewood 2,500 2,500
3,000 4.32
None
Well PW-12(1) S13 Permit Maplewood 1,600 1,500 Trailer-in / Manual
Well PW-17(1) S13 Permit Maplewood 1,500 1,500 Trailer-in / Manual
Well EW-3R(2) S16 None Cedar Valley 1,500 1,600 1,500 2.16 Trailer-in / Manual
Notes:
(1) Standby power can serve either PW-12 or PW-17, not both.
(2) Emergency use only, when RW-1, RW-2, RW-3, PW-8, or PW-9 is out of service.
Abbreviation: mgd - million gallons per day.
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FINAL | MAY 2021| 2-11
2.2.2.2 Wells 1, 2, and 3 (DOH Source S10 – Wellfield)
Wells PW-1 and PW-2 were originally drilled in 1942 in Liberty Park adjacent to Houser Way North
and the Cedar River. The wells were replaced by Wells RW-1 (DOH Source S01) and RW-2 (DOH
Source S02) in 1988 (W-0880). Well PW-3 was originally drilled in 1959 and the wellhead
constructed in 1962 (W-0119) in Liberty Park near the intersection of Houser Way North and
Bronson Way North. Well RW-3 (DOH Source S03) replaced Well PW-3 (W-0880) but was
co-located in the wellhouse with RW-1 and RW-2. Project W-0880 also included both chlorination
and fluoridation. Corrosion control treatment was added in 1999 (W-2238).
A manual transfer switch with Kirk-Key safety system was added in 1999 to allow the wellhouse
to be powered by a City-owned portable generator (W-2784). In 2007, an emergency electrical
power generation facility was constructed at the Mt. Olivet Reservoir site to provide backup
power for the Mt. Olivet BPS and Wells RW-1, RW-2, and RW-3 (W-3239). A power transmission
line was installed from the new power facility to an automatic transfer switch located at the
transformer adjacent to the wellhouse. The portable generator and manual transfer switch
configuration remains as a secondary backup. The automatic transfer switch, which was
originally installed in 1988 (W-0880), was rebuilt in 2010.
Primary disinfection was added to the three wells in 2003 using a loop of large diameter
pipe (CT Pipe 1) in Liberty Park. The chlorine contact pipeline provides 4-log inactivation of
viruses prior to discharge into the distribution system (W-2893). The three sources share a
common tap for source water samples, which are collected after treatment but before entry into
the distribution system. A continuous chlorine concentration monitoring and control system was
installed and integrated with the City’s existing telemetry system as part of Project W-2893.
Each well is individually metered and is controlled by the water level elevation in the North
Talbot Reservoir. Additionally, in 2010 the backpressure control valves were converted to flow
control valves to prevent the flow rate from exceeding the water right Qi. The meters are located
inside the wellhouse. The roof of the wellhouse was replaced in 2016.The wells pump into the
Valley 196 PZ.
2.2.2.3 Wells 8 and 9 (DOH Source S20 – Wellfield)
Well PW-8 (DOH Source S07) was initially drilled in 1968 and the wellhead constructed
in 1969 (W-0310). Project W-0310 also included chlorination. Well PW-9 (DOH Source S09) was
drilled in 1984 (W-0665) and the wellhead constructed in 1985 (W-0718). Project W-0718
included adding chlorination and stubbing out a 3.5-inch electrical conduit from the main panel
to the west side of the building for a future emergency power feed (refer to WTR-13-0035,
Emergency Power System Study 1989). The wellhouses are located in Cedar River Park adjacent
to Interstate 405. Fluoridation was added in 1986 (W-0851). Corrosion control treatment was
added in 1999 (W 2238). The electrical system for Well PW-8 was rehabilitated in 1990 (W-1020).
The rehabilitation project included adding an automatic transfer switch and stubbing out
a 4-inch electrical conduit from the main panel to the west side of the building for a future
emergency power feed (refer to WTR-13-0035, Emergency Power System Study, 1989).
Primary disinfection was added in 2013 (W-3582). The project included combining and routing
the Well PW-8 discharge line and Well PW-9 discharge line through a loop of large diameter pipe
in Cedar River Park to provide 4-log inactivation of viruses prior to discharge into the distribution
system. The two sources share a common tap for source water samples, which are collected
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-12 | MAY 2021| FINAL
after treatment but before entry into the distribution system. A chlorine analyzer was installed
as part of Project W-3582 to provide continuous chlorine concentration monitoring. Both wells
are individually metered and controlled by the water level elevation in the North Talbot
Reservoir. Each meter is located in a vault adjacent to the wellhouse. The wells pump water to
the Valley 196 PZ.
2.2.2.4 Emergency Well 3R (DOH Source S16)
Emergency Well EW-3R was drilled in 1999 (W-2315) and the wellhead constructed
in 2003 (W-2915). This well replaced EW-3, which was located at the original Well PW-3
wellhouse in Liberty Park near the intersection of Houser Way North and Bronson Way North.
Project W-2315 included chlorination, fluoridation, and treatment for corrosion control. The
project also included switchgear and a receptacle to feed power from a portable generator set.
Primary disinfection was added to the emergency well in 2013 using a loop of large diameter
pipe (CT Pipe 2) installed at the north end of Liberty Park (W-3582). The chlorine contact pipeline
provides 4-log inactivation of viruses prior to discharge into the distribution system. This is a
metered source and is controlled by the water level elevation in the North Talbot Reservoir. The
meter is located inside the wellhouse. The well pumps into the Valley 196 PZ.
Well EW-3R
2.2.2.5 Well 5 (DOH Source S04)
Well PW-5A was drilled in 1988 (CAG-070-86) and the wellhead constructed in 1991 (W-0888).
Well PW-5A is currently inactive due to water quality issues. The wellhouse is located on the
northwest corner of Jones Avenue NE and NE 24th Street. Well PW-5A replaced Well PW-5
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-13
(formerly Kennydale Well No. 1), which had severe sanding problems and could not be
successfully redeveloped. The original Well PW-5 was drilled in 1953. Project W-0888 included
both chlorination and fluoridation as well as the addition of a switchgear and a receptacle to feed
power from a portable generator set. Treatment for corrosion control is not necessary, as the pH
of the raw water is about 8.0. This source can be used for emergency supply but has taste and
odor problems. The raw water, similar to the Maplewood Wellfield, contains hydrogen sulfide,
iron, manganese, and ammonia. At some time in the future, additional treatment will be added
to address these problems. This is a metered source which is controlled by the water level
elevation in the Highlands 435 Reservoirs. The meter is located in a vault, which is approximately
45 ft to the east of the wellhouse. The well pumps into the Highlands 435 PZ.
2.2.2.6 Wells 11, 12, and 17 (DOH Source S13 – Wellfield)
Located at the Maplewood Golf Course on Maple Valley Highway, the Maplewood Wellfield
consists of three wells: PW-11 (DOH Source S11), PW-12 (DOH Source S15), and PW-17 (DOH
Source S12). Wells PW-11 and PW-17 were drilled in 1989 (CAG-88-030) and the wellheads
constructed in 1991 (W-0850 and W-1027). Well PW-12 was drilled in 1994 (WTR-13-042) and the
wellhead constructed in 1998 (W-2279).
Treatment for these wells is provided at the Maplewood Treatment and BPS Facility, which was
constructed in 1995 (W-1052). The raw water contains hydrogen sulfide, ammonia, manganese,
and a small amount of iron. The original strategy for treating the water was to remove hydrogen
sulfide using aeration and to keep the manganese in solution using
ortho-polyphosphate (sequestering) as well as chlorinating and fluoridating the water.
Treatment for corrosion control is not necessary, as the pH of the raw water is about 8.0. The
presence of ammonia was discovered after the plant went online. The sequestering did not work
and the water utility received numerous complaints regarding staining, taste, and odor. The
method used for secondary disinfection was changed from chlorination to chloramination, which
limited the areas in which the water could be used in the distribution system due to problems
with mixing the Maplewood water with the chlorine-treated water from the other sources.
In January 2002, the City shut the wellfield down and began design and construction efforts to
replace the treatment method. A treatment pilot plant study was conducted in June and July
of 2001. The resulting design consisted of:
1. Converting hydrogen sulfide to sulfate by adding oxygen from air and reacting on
granular activated carbon (GAC) filters.
2. Removing manganese with green sand filters.
3. Converting ammonia to nitrogen gas by adding chlorine and reacting in a contact basin.
Construction (W-2953) of a new treatment building began in October 2003 and the treatment
plant was put into operation in September 2006. The project included changing the method of
chlorination from chlorine gas to sodium hypochlorite liquid. Fluoridation is accomplished by
using the existing plant. The project also included a manual switchgear with Kirk-Key safety
system to allow powering one 1,500-gpm production well, one 1,550-gpm low-lift pump, and
one 1,550-gpm high-lift pump and associated treatment equipment with a City-owned portable
generator.
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In 2015, equipment access improvements were made to the Maplewood Water Treatment Plant
including installation of access platforms around the GAC contactors and green sand filter
vessels. Ventilation improvements were also made to the facility (W-3610).
Each well is individually metered. The meters are located in the new treatment building. Flow
from each well is kept below the proposed Qi water right by using flow control valves. The wells
are controlled by either the elevation in the Highlands 565 Reservoir or the Rolling Hills 590
and 490 Reservoirs (see discussion of Rolling Hills BPS – in particular the back-pressure
sustaining valves regulating the flow between the 490 and 590 PZs). The treated water is
pumped to the clearwell located at the existing Maplewood Treatment and BPS facility. After at
least 3 to 4 hours of contact time, the water is pumped to either the Highlands 565 PZ or the
Rolling Hills 590 PZ.
2.2.2.7 Well 4 (DOH Source S06)
Well 4 was drilled in 1942 for the Northwest Water Company. The well was removed in 1962. The
City has an active water right of 170-gpm for the well (GWC 884-D). Well 4 is currently inactive,
as is Well PW-5A which is only used as backup due to water quality issues.
2.2.2.8 Seattle Interties (DOH Source S08)
Currently there are 10 interties with SPU. Two of the interties are used to supply water to the
Boeing Renton Plant via two 10-inch mains. Prior to 2001, Seattle sold this water directly to
Boeing. In 2001, in accordance with a revised franchise agreement between Seattle and Renton,
the metering points for the two 10-inch service lines were moved closer to the SPU Cedar River
Pipelines (W-2890), and the City began purchasing the water wholesale from Seattle and selling
to Boeing.
One of the ten interties was originally constructed as a retail supply point for Seattle to provide
water to the Longacres Racetrack site. In 1994, the connection was upgraded (W-2071) and is
currently used as a backup fire flow supply for the Boeing Longacres site. This is an 8-inch
connection to the 60-inch SPU Bow Lake transmission main at PRV Station 24. This intertie was
modified in 2010 (W-3553) with a flow control valve so that it can be used to provide wholesale
water to the City’s system in the future. Bow Lake intertie is available for summer peaking.
Six other interties are currently available for summer peaking supply. These are SPU Station
Nos. 33, 34, 36, 37, 38, and 39 and are further described in Table 2.3. Project W-3553 involved
upgrading SPU stations 34 and 39 with flow meters and pressure gauges, as well as the Bow Lake
Intertie. The remaining intertie is configured for supplying water to the SPU Mercer Island
Pipeline.
2.2.2.9 Emergency Supply Sources
The City maintains several emergency supply sources: one emergency well, EW-3R, and
three emergency interties (PRV #23, PRV #25, and Dimmit BPS). Copies of all of the City's
intertie and emergency supply agreements are included in Appendix D.
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-15
Table 2.3 All Interties of All Types
Name
Meter
Size
(inches)
Location Other
System Flow Direction Maximum Flow
Rate (gpm) PZ Served Type of Service
Supply/Emergency
Supply Interties with SPU
PRV 28
SPU Sta. #33 6 Shattuck Ave S & S 23rd St Seattle To Renton 700 TH350,
WTH300 Summer Peaking Supply
Fred Nelson
SPU Sta. #34 8 Benson Rd S & S 26th St
Fred Nelson BPS Seattle To Renton 925 RH590 Summer Peaking Supply
SPU Sta. #36 6 Jones Ave S & S 7th St Seattle To Renton 700 RH490 Summer Peaking Supply
PRV 6
SPU Sta. #37 3 / 5 Beacon Way, near Renton Ave S Seattle To Renton 320 SH370 Currently closed and out
of service
PRV 35
SPU Sta. #38 6 S 134th St & Thomas Ave S Seattle To Renton 700 EARL370 Summer Peaking Supply
Tiffany Park
SPU Sta. #39 10 / 8 Kirkland Ave SE & SE 158th St,
Tiffany BPS Seattle Two-way 1,050 RH590 Summer Peaking Supply
PRV 24
Bow Lake Pipeline(1) 8 1901 Oakesdale Ave SW
(1,250 ft south) Seattle To Renton 2,800 VLY196 Summer Peaking Supply
Renton / Seattle 10 Union Ave SE & SE 2nd Pl Seattle To Seattle 1,950 From HLD565 Supply to SPU Mercer
Island Pipeline
Boeing Plant Meter -
East 10 Logan Ave S & S 2nd St Seattle To Boeing Plant 1,950 From SPU Supply to Boeing
Boeing Plant Meter -
West 10 Logan Ave S & S 2nd St Seattle To Boeing Plant 1,950 From SPU Supply to Boeing
Intertie with Skyway Water & Sewer District
Skyway Wholesale 10 80th Ave S & S 116th St Skyway To Skyway 1,950 From WH495 Supply to Skyway
Emergency Interties
PRV 53
Coal Creek UD 8 2610 Lynnwood Ave NE Coal Creek
UD
To Coal Creek
UD 1,250 From HLD565 Emergency
PRV 25
Kent 10 SE 43rd St & Lind Ave SW Kent Two-way 1,950 VLY196 Emergency
PRV 23
Tukwila 8 17300 West Valley Hwy S Tukwila Two-way 1,250 VLY196 Emergency
Dimmitt BPS(2) 6 12603 82nd Ave S Skyway Two-way 1,600 WH495 Emergency
WD 90(3) None Union Ave NE & NE 4th St WD 90 To WD 90 1,250 HLD565 Emergency
Notes:
(1) Currently used to provide backup fire flow to the Boeing Longacres site and as source of supply to Renton. Historically it was used for domestic, irrigation and fire flow supply for the
Longacres Racetrack site. Connection transitions from 8-inch to 10-inch to 12-inch.
(2) The Dimmitt BPS is owned and operated by Skyway Water and Sewer District. There is a physical limit of 1,600 gpm because of limited size of the metered connection to the zone. Connection
transitions from 6-inch to 8-inch to 12-inch.
(3) Not set up with permanent connection; shop would have to manually connect valves to use. No meter present.
Abbreviation: UD – Utility District.
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2-16 | MAY 2021| FINAL
2.2.3 Storage
Water storage within the distribution system provides for operational, equalizing, firefighting,
and standby storage volumes. Storage is provided by reservoirs, standpipes, and elevated tanks
located within the distribution system. The City currently maintains and operates ten reservoirs
and one operational storage/equalizing/detention clearwell at the Maplewood Treatment and
BPS Facility.
This section provides a description of the function and condition of each of these facilities.
Table 2.4 lists all of the City’s existing storage facilities and summarizes the physical
characteristics. The recommended sizing and location of future storage facilities are presented in
Chapter 9 - Capital Improvement Plan.
2.2.3.1 Maplewood Clearwell
Located at the Maplewood Treatment and BPS facility, this clearwell was constructed in
1995 (W-1052). The treated water from the Maplewood Treatment and BPS facility is pumped to
the clearwell. After at least three to four hours of contact time, the water is pumped to either the
Highlands 565 PZ or the Rolling Hills 590 PZ.
Additional details can be found under Section 2.2.2.6.
2.2.3.2 North Talbot Reservoir (Valley 196 PZ)
Located at Talbot Hill Park near the intersection of Talbot Road S and S 19th Street, this
5-million gallon (MG), cast-in-place, reinforced concrete underground reservoir was constructed
in 1976 (W-0419). The reservoir replaced two uncovered 0.5-MG reservoirs that occupied the
same site. In 1989, CH2M Hill visually inspected the reservoir. Leaching of the concrete was
observed, but the joint sealant was in generally good condition. Following the inspection, CH2M
Hill recommended that the access ladder and overflow pipe supports be replaced with stainless
steel. They also recommended that the City install galvanic cathodic protection anodes to
protect metal associated with the intake piping, wash-down piping, and other metals submerged
in the reservoir.
The interior was visually inspected again in 2010 by Water Utility staff who noted that all steel
and iron surfaces were badly corroded and need to be replaced or recoated (WTR-27-0419).
Because of the corrosion, the inlet/outlet pipes and 2.5-inch wash down pipes are no longer
usable. The floor slab appeared to be in good shape with no exposed rebar and minor pitting
near the columns. The columns appeared to be in fair condition with some areas of exposed
aggregate and rust staining. The origin of the rust staining was not determined. The roof to
column connections appeared to be in good condition. The exterior of the reservoir roof is a
tennis court. It has been noted that several depressions exist on the roof and retain rain water
during storm events.
In 2017, the reservoir was drained and inspected. A leak test was performed and noted that even
with missing joint material the reservoir does not leak. Likely this is due to the rubber joint
material installed.
2.2.3.3 Mt. Olivet Reservoir (Valley 196 PZ)
Located near the intersection of NE 3rd Street and Bronson Way NE, this 3-MG aboveground
cylindrical steel reservoir was constructed in 1954 (W-1141). CH2M Hill has periodically inspected
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-17
it over the years (1969, 1977, 1982, 1985, 1989, and 1997). In 1971, an impressed-current
cathodic protection system was installed (W-0371). The exterior was recoated in 1978 (W-0476).
The interior was recoated in 1991 (W-1035). The exterior was recoated and the cathodic
protection system replaced in 1999 (W-2787). The exterior was recoated again in 2008 (W-3449)
because of the failure of the 1999 coating. The interior was inspected most recently in 2009. The
steel stringers between the roof beams are corroded badly and need to be replaced. Norton
Corrosion Limited inspected the reservoir’s cathodic protection system in 2017 (WTR-13-0123).
They reported that the reservoir had adequate protection based on their testing results. One
issue with this tank site is the aerial high voltage lines close to the steel tank.
Based on the observations made during the 2009 inspection, the City performed a preliminary
design (WTR-13-0104, Water Distribution Storage Planning Study) of replacing the existing
reservoir with a 7-MG reservoir. The estimated cost of replacing the reservoir is $8.25 million.
2.2.3.4 Highlands 435 Reservoir – 1.5-MG (Highlands 435 PZ)
Located at the Highlands Reservoir site east of the intersection of NE 12th Street and
Monroe Avenue NE, this 1.5-MG reservoir was originally constructed as an uncovered reservoir
during World War II (circa 1942). The reservoir was concrete-lined, rectangular in shape, partially
in-ground and partially aboveground with bermed excavated material. In 1966, the reservoir was
covered (W-0098). In 1986, the beams for the cover were sand blasted and painted. In 1987, the
roof beams were inspected for cracks; none were found (W-0909).
In 2000, CH2M Hill inspected the reservoir for leaks and a preliminary design was conducted to
increase the inflow and outflow piping (WTR-13-0072). The inspection was prompted by a
concern that the two Highlands 435 Reservoirs had been damaged in the 1995 Robinson Point
Earthquake (5.0 magnitude) as evidenced by wet ground around the chlorination building
(further examination discovered the problem was a leaking service line). Because of the concern
that these reservoirs will suffer major damage in a large earthquake, the City plans to replace
both reservoirs. In 2009, the City performed a preliminary design (WTR-13-0104, Water
Distribution Storage Planning Study), which estimated the cost of replacing both reservoirs at
$21.3 million for one 15-MG, two-compartment reservoir built in two phases. The reservoir
replacement project is currently in final design review (W-3888).
2.2.3.5 Highlands 435 Reservoir – 2-MG (Highlands 435 PZ)
Also located at the Highlands reservoir site, this covered, concrete lined, partially in-ground,
partially aboveground reservoir was constructed in 1960 (W-0024). In 1986, the beams for the
cover were sand blasted and painted. In 1987, the roof beams were inspected for cracks; some
were found at the column locations (W-0909). In 1992, reinforcing collars were installed at the
roof beam-column intersections and various cracks and joints in the concrete liner were
sealed (W-1081). See discussion above for the 2000 inspection and reservoir replacement.
There is a project under construction (WTR-27-03888, Replace Highlands Reservoirs and Mains)
to replace the two reservoirs in Highlands 435 (Sections 2.2.3.4 and 2.2.3.5) with a 6.4-MG
concrete partially buried reservoir. The tank will include a partition dividing it in half, so that it
can be cleaned / maintained one half at a time and include replacement of mains along NE 12th
from the reservoir site to Edmonds Ave NE and along Monroe Ave next to the site.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
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2.2.3.6 Highlands 565 Reservoir - 0.75-MG (Highlands 565 PZ)
Also located at the Highlands reservoir site, this 0.75-MG elevated steel tank was constructed
in 1960 (W-0018). CH2M Hill has periodically inspected it over the years (1969, 1973, 1977, 1985
1989, 1998, and 2009). In 1971, an impressed-current cathodic protection system was
installed (W-0371). The exterior was recoated in 1978 (W-0476). In 1996, Chicago Bridge & Iron
inspected the reservoir. Based on the inspection, the interior and exterior of the reservoir were
recoated, the impressed-current cathodic protection system was replaced, and additional railing
and a safety climb rail were added in 1997 (W-2210 and W-2303).
During the 2001 Nisqually earthquake (6.8 magnitude), the cross bracing of the tower structure
was plastically deformed. In 2003, the bracing was repaired and the tank structure seismically
rehabilitated (W-3005). The rehabilitation consisted of installing friction dampeners on the cross
bracing and flexible connections where the water mains interface with the tank. In 2009, a
two-way flow meter was added to the single inlet / outlet pipe that connects the reservoir to the
distribution system (W-3214). In 2010, LiquiVision Technology performed a dive inspection of
the interior surfaces (WTR-13-0112). The interior protective coating appeared to be in good
condition at that time. Norton Corrosion Limited inspected the reservoir’s cathodic protection
system in 2017 (WTR-13-0123). They reported that the reservoir had adequate protection based
on their testing results.
2.2.3.7 Hazen 565 Reservoir (Highlands 565 PZ)
Located north of the Hazen High School campus with address 4901 NE Sunset Boulevard,
this 4.2-MG steel standpipe was constructed in 2009 (W-3214). It has flow meters on both the
inlet and outlet pipes that connects the reservoir to the distribution system.
2.2.3.8 Rolling Hills 590 Reservoir (Rolling Hills 590 PZ)
Located at the Rolling Hills reservoir site near the intersection of Puget Drive SE and
Edmonds Avenue SE, this 0.3-MG elevated steel tank was constructed in 1970 (W-0323). The
exterior was recoated in 1980 (W-0524). Project W-3005 (see Section 2.2.3.5) also included
repairing the Rolling Hills 590 Reservoir. The rehabilitation consisted of installing friction
dampeners on the cross bracing and flexible connections where the water mains interface with
the reservoir. In addition, both the interior and exterior were recoated and an impressed-current
cathodic protection system was installed in 2003. Norton Corrosion Limited inspected the
reservoir’s cathodic protection system in 2017 (WTR-13-0123). They reported that the reservoir
had adequate protection based on their testing results. Replacement of this reservoir is included
in the City’s long-term water CIP (Chapter 9).
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-19
Rolling Hills 590 Reservoir
2.2.3.9 Rolling Hills 490 Reservoir (Rolling Hills 490 PZ)
Also located at the Rolling Hills reservoir site, this 3-MG aboveground steel reservoir was
constructed in 2001 (W-2230).
2.2.3.10 West Hill Reservoir (West Hill 495 PZ)
Located adjacent to Dimmitt Middle School near the intersection of 82nd Avenue S and
S 126th Place, this 1.3-MG steel standpipe was constructed in 1985 (W-0489). Both the interior
and exterior of the reservoir were recoated in 2010 (W-3488). Additionally, two concentric rings
of handrail on the top of the standpipe were constructed and an impressed-current cathodic
protection system was added as part of Project W-3488. Norton Corrosion Limited inspected the
reservoir’s cathodic protection system in 2017 (WTR-13-0123). They reported that the reservoir
had adequate protection based on their testing results.
2.2.3.11 South Talbot Reservoir (Talbot Hill 350 PZ)
Located on Mill Avenue SE south of Carr Road, this 1.5-MG aboveground steel reservoir was
constructed in 1990 (W-0722). CH2M Hill inspected the reservoir in 1998 (WTR-13-0063) and its
interior and exterior protective coatings were founded to be in good and very good condition,
respectively. In 2008, the exterior was recoated due to pitting that appeared to be from rocks
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-20 | MAY 2021| FINAL
being thrown at the reservoir (W-3449). Water Utility staff performed an inspection of the
interior of the reservoir in 2015. The interior protective coating appeared to be in generally good
condition, with the exception of rust staining at the locations were the roof beams connect to
the walls. The access ladder was also severely corroded at that time.
South Talbot Reservoir
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-21
Table 2.4 Existing Storage Facilities
Reservoir Name PZ
Served
Gross Volume
(gallons)
Year
Constructed
Base
Elevation (ft)
Overflow
Elevation (ft)
Height
(ft)
Diameter
(ft) Type Highest Service
Elevation (ft)
40 psi HGL
(ft)
30 psi HGL
(ft)
20 psi HGL
(ft)
Reservoir Volume
w/40 psi (gallons)
Reservoir Volume
w/30 psi (gallons)
Reservoir Volume
w/20 psi (gallons)
North Talbot
Reservoir VLY 196 5,078,381 1976 173.2 199.7 26.5 N/A variable 129 221 198 175 0 268,292 4,695,107
Mt. Olivet Reservoir VLY 196 2,814,553 1954 146.9 184.1 37.2 113.5 cylindrical 129 221 198 175 0 0 673,555
Highlands 435 -
1.5-MG Reservoir HLD 435 1,555,223 1942 425.6 440.3 14.7 N/A variable 367 459 436 413 0 421,074 1,555,223
Highlands 435 -
2.0-MG Reservoir HLD 435 1,947,664 1960 425.3 439.8 14.5 N/A variable 367 459 436 413 0 467,439 1,947,664
Highlands 565 -
0.75-MG Reservoir HLD 565 747,985 1960 534.1 569.1 35.0 N/A variable 473 565 542 519 78,645 572,315 747,985
Hazen Reservoir HLD 565 4,203,521 2009 457.5 569.3 111.8 80 cylindrical 473 565 542 519 146,634 1,015,162 1,883,689
Rolling Hills 590
Reservoir RH 590 300,000 1970 565.5 593.6 28.1 N/A variable 476 568 545 522 269,305 300,000 300,000
Rolling Hills 490
Reservoir RH 490 3,036,535 2001 458.0 494.5 36.5 119 cylindrical 392 485 462 438 822,776 2,744,528 43,036,535
West Hill Reservoir WH 495 1,394,155 1985 395.6 498.6 103.0 48 cylindrical 393 485 462 439 178,398 491,068 803,737
South Talbot
Reservoir TH 350 1,586,190 1990 326.6 353.6 27.0 100 cylindrical 254 346 323 300 421,809 1,586,190 1,586,190
Maplewood
Clearwell MWD 79 212,846 1992 68.7 79.3 10.6 66 cylindrical N/A N/A N/A N/A 212,846 212,846 212,846
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-23
2.2.4 Booster Pump Stations
The City maintains and operates 12 pump stations that provide regular and emergency supply
from lower pressure zones to the higher pressure zones. The Windsor Hills BPS, which had been
a backup to the Mt. Olivet and Houser Way BPS, was taken out of service in 2010. A description
of each of the facilities is included in the following sections. Table 2.5 provides a summary of
each BPS with the rated capacity of each pump.
2.2.4.1 Mt. Olivet Booster Pump Station
Located adjacent to the Mt. Olivet Reservoir, the Mt. Olivet BPS pumps from the Valley 196 PZ
to the Highlands 435 PZ. The BPS was constructed in 1967 (W-0262). In 1989, one booster pump
was added and the electrical, heating, and ventilation systems were rehabilitated (W-0931). In
2007, an emergency electrical power generation facility was constructed at the Mt. Olivet
reservoir site to provide backup power for the Mt. Olivet BPS and Wells RW-1, RW-2, and RW-3
(W-3239). This BPS now has emergency backup electrical power with auto-start of the generator
and auto-transfer from commercial to backup power. Flow from the station is measured by one
meter located in a vault outside the station. The pumps are controlled by the water level
elevation in the Highlands 435 Reservoirs.
Mt. Olivet Booster Pump Station
2.2.4.2 Houser Way Booster Pump Station
Located on the northwest corner of the intersection of Houser Way N and N Marion Street, the
Houser Way BPS pumps from the Valley 196 PZ to the Highlands 435 and Kennydale 320 PZs.
The BPS was constructed in 1996 (W-2089). The station has a receptacle for an emergency
generator hook-up and a manual transfer switch. Meters located inside the station measure flow
to the two pressure zones. The pumps are controlled by:
1. The water level elevation in the Highlands 435 PZ reservoirs.
2. The pressure in the Kennydale 320 PZ measured at the station.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-24 | MAY 2021| FINAL
Table 2.5 Booster Pump Stations
Name
PZ
Pumps
From
PZ
Pumps
To
Pump
Number
Pump
Capacity
(gpm)
Pump
TDH
(ft)
Pump
(hp)
Total BPS Max
Capacity
BPS Firm
Capacity
(gpm)
Backup
Capacity
(gpm)
Standby Power Type
(gpm) (mgd)
Mt. Olivet VLY 196 HLD 435
1
2
3
1,050
1,500
1,800
300
320
360
100
150
200
4,350 6.3 2,550 4,350 Auto Start / Auto Transfer
Houser Way
VLY 196
VLY 196
KD 320
HLD 435
1
2
3
700
2,050
2,050
162
295
290
40
200
200
700
4,100
1.0
5.9
0
2,050
700
4,100
Trailer-in / Manual
Monroe Ave HLD 435 HLD 565 1
2
1,500
1,000
80
60
75
50 2,500 3.6 1,000 0 None
Highlands HLD 435 HLD 565
1
2
3
1,500
1,200
1,200
152
152
152
60
60
60
3,900 5.6 2,400 3,900 Auto Start / Auto Transfer
West Hill VLY 196 WH 495
1
2
3
600
600
1,000
305
295
305
60
60
10
2,200 3.2 1,200 1,000
None
None
Auto Start, Diesel Direct Drive
Rolling Hills(1) RH 490 RH 590
1
2
3
4
2,500
2,500
1,000
1,000
121
122
120
121
100
100
40
40
5,000 7.2 3,500 5,000 Auto Start / Auto Transfer
North Talbot
VLY 196
VLY 196
RH 490
TH 350
1
2
3
5
1,750
1,500
933
500
422
418
424
170
250
200
125
30
4,183
500
6.0
0.7
2,433
0
4,183
500
Auto Start / Auto Transfer
Maplewood(2) MWD 79
RH 590 1
2
1,550
2,400
525
560
300
450 2,400 3.5 1,550 1,550 Trailer-in / Manual
None
HLD 565 4
5
2,400
1,550
560
252
450
300 2,400 3.5 1,550 1,550 None
Trailer-in / Manual
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-25
Name
PZ
Pumps
From
PZ
Pumps
To
Pump
Number
Pump
Capacity
(gpm)
Pump
TDH
(ft)
Pump
(hp)
Total BPS Max
Capacity
BPS Firm
Capacity
(gpm)
Backup
Capacity
(gpm)
Standby Power Type
(gpm) (mgd)
South Talbot(3) VLY 196 TH 350
1
2
3
4
200
600
3,500
3,500
200
200
225
225
20
50
250
250
4,300 6.2 3,500 4,300 Trailer-in / Manual
Tiffany Park SPU 490 RH 590 1
2
350
700
196
168
25
40 1,050 1.5 350 0 None
Fred Nelson SPU 490 RH 590 2
3
700
225
168
196
40
25 925 1.3 225 0 None
Dimmitt(4) Skyway 460 WH 495
1
2
3
4
300
300
300
2,400
160
160
160
196
15
15
15
200
1,600 2.3 900 1,600 Auto Start / Auto Transfer
Notes:
(1) Any two pumps may be operated at one time.
(2) The current maximum capacity of the wellfield is 3,000-gpm and is limited by current installed treatment. Two of the 1,550-gpm pumps or one of the 2,400-gpm pumps may be operated at
one time based upon treatment limitations.
(3) Only one of the 3,500-gpm fire pumps can be run at one time. Preliminary (30 percent) design in 2018 for installing emergency generator and auto transfer switches and replacing the existing
fire pumps (two 3,500-gpm). Construction by ~ 2021.
(4) There are two modes of moving water from Skyway to Renton: 1) Pump from Skyway 460 PZ. There is a physical limit of 1,600-gpm in this mode because of limited size of the metered
connection to the pressure zone and friction losses. Pumping above 1,600-gpm causes negative pressures on the suction side of the pump. 2) Gravity feed from Skyway 550 PZ via a PRV
located in the Dimmitt BPS.
Abbreviations: TDH - total dynamic head; hp - horsepower.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-26 | MAY 2021| FINAL
2.2.4.3 Monroe Avenue Booster Pump Station
Located on the northwest corner of the intersection of NE 4th Street and Monroe Avenue NE,
the Monroe Avenue BPS pumps from the Highlands 435 PZ to the Highlands 565 PZ. An 8-inch
supervisory control and data acquisition (SCADA) controlled transfer valve can allow flow from
the Highlands 565 PZ to the Highlands 435 PZ. The valve is used in coordination with the
Maplewood BPS when water is being pumped to the Highlands 565 PZ. The BPS was constructed
in 1969 (W-0324). In 1991, the station’s electrical system was rehabilitated (W-1048). Flow from
the station is measured by one meter located in the station. The pumps are controlled by the
water level elevation in the Highlands 565 Reservoir. The pump station does not have emergency
power backup capability. Installing backup power is included in the City’s short-term water
CIP (Chapter 9).
2.2.4.4 Highlands Booster Pump Station
Located at the Highlands Reservoir site, the Highlands BPS pumps from the Highlands 435 PZ to
the Highlands 565 PZ. The BPS was constructed in 1960 (W-0018). In 1989, two pumps and
motors were replaced and the third pump was rebuilt; the electrical system was also
rehabilitated (W-0924). An isolation valve was installed in 1992 (W-1023). In 2003, the wooden
doors on the west side of the building were replaced with metal. This station has emergency
power backup with auto-start and auto-transfer (W-0815). A new 275 kW electrical generator
with auto start / auto transfer was completed in 2017 (WTR-27-03759). Flow from the station is
measured by one meter located in a vault outside the station. The pumps are controlled by the
water level elevation in the Hazen 565 Reservoir. Replacement of this pump station is planned to
occur concurrently with the Highlands 435 Reservoirs Replacement Project.
Highlands Booster Pump Station
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-27
2.2.4.5 North Talbot Booster Pump Station
Located near the intersection of SR 515 (Benson Road) and South 19th Street, the
North Talbot BPS pumps from the Valley 196 PZ to the Rolling Hills 490 and Talbot Hill 350 PZs.
It originally pumped to the Rolling Hills 590 PZ and Talbot Hill 350 PZ. The BPS was constructed
in 1979 (W-0450). A manual transfer switch with Kirk-Key safety system was added in 1999 to
allow the station to be powered by a City-owned portable generator (W-2784). In 2007, an
emergency electrical power generation facility was constructed at the North Talbot Reservoir
site to supply power to the North Talbot BPS (W-3239). The power is auto-start and
auto-transfer. The portable generator and manual transfer switch configuration remains as a
secondary backup.
In 2001, a backpressure sustaining valve was added to the station’s primary discharge when a
portion of the Rolling Hills 590 PZ was converted to the Rolling Hills 490 PZ as part of the
Rolling Hills 3 MG reservoir and pump station project (W-2230). The station’s electrical, heating,
and ventilation and control systems were rehabilitated in 2003 (W-2878). Flow to the two
pressure zones is measured by meters located inside the station. The pumps are controlled by:
1. The water level elevation in the Rolling Hills 490 Reservoir.
2. The water level elevation in the South Talbot Reservoir.
North Talbot Booster Pump Station
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-28 | MAY 2021| FINAL
2.2.4.6 Rolling Hills Booster Pump Station
Located at the Rolling Hills reservoirs site, the Rolling Hills BPS pumps from the Rolling Hills 490 PZ
to the Rolling Hills 590 PZ. The BPS was constructed in 2001 (W-2230). Two backpressure
sustaining valves in the pump station allow water to flow from the Rolling Hills 590 PZ to the
Rolling Hills 490 PZ when the Rolling Hills 590 Reservoir is near overflow. This allows the
Rolling Hills 3-MG reservoir to be filled by either the Maplewood BPS or the North Talbot BPS.
Two flow meters are located inside the station. One flow meter measures flow from the
Rolling Hills 490 PZ to the Rolling Hills 590 PZ. Another meter measures flow from the
Rolling Hills 590 PZ to the Rolling Hills 490 PZ. The pumps are controlled by the water level
elevation in the Rolling Hills 590 Reservoir. This pump station is equipped with an emergency
generator with auto-start and auto-transfer, but only allows two pumps to operate at the same
time. It is recommended that backup power be installed such that all four pumps can be
operated at the same time. This project is included in the City’s short-term water CIP (Project
ST-01 in Chapter 9).
2.2.4.7 Tiffany Park Booster Pump Station
Located in Tiffany Park near the intersection of Kirkland Avenue SE and SE 20th Court, the
Tiffany Park BPS pumps from the SPU 66-inch Cedar River transmission main to the
Rolling Hills 590 PZ. The BPS was constructed in 1962 (W-0226). The pumps were replaced
in 1972 (W-0383). The entire station was rehabilitated in 1984 (W-0742) but does not have
emergency power backup capability. In 2011, a flow meter was installed. The pumps are
controlled by the water level elevation in the Rolling Hills 590 Reservoir.
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-29
Tiffany Park Booster Pump Station
2.2.4.8 Fred Nelson Booster Pump Station
Located adjacent to the Nelsen Middle School on Benson Road S, the Fred Nelson BPS pumps
from SPU 60-inch Bow Lake transmission main to the Rolling Hills 590 PZ. The BPS was
constructed in 1962 (W-1125). It does not have emergency power backup capability. In 2011, a
flow meter was installed. The pumps are controlled by the water level elevation in the
Rolling Hills 590 Reservoir.
2.2.4.9 Maplewood Booster Pump Station
Located at the Maplewood Golf Course, the Maplewood BPS pumps from the clearwell to the
Highlands 565 and Rolling Hills 590 PZs. The BPS was constructed in 1995 (W-1052). The BPS
roof was replaced in 2016 (W-3765). Flow to the two pressure zones is measured by meters
located inside the station. The pumps are controlled by:
1. The water level elevation in the Highlands 565 Reservoir.
2. The water level elevations in both the Rolling Hills 490 and 590 Reservoirs.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-30 | MAY 2021| FINAL
The Maplewood Treatment and BPS Facility is equipped with a manual transfer switch with
Kirk-Key safety system that allows one production well, one booster pump, and associated
treatment equipment to be powered by a City-owned portable generator (W-2953). It is
recommended that auto-start and auto-transfer capability be installed at the Maplewood BPS.
This project is included in the City’s short-term water CIP (Chapter 9).
2.2.4.10 South Talbot Booster Pump Station
Located on SW 43rd Street just west of SR 167, the South Talbot BPS pumps from the
Valley 196 PZ to the Talbot Hill 350 PZ. The BPS was constructed in 1982 (W-0600). A manual
transfer switch with Kirk-Key safety system was added in 1999 to allow the station to be
powered by a City-owned portable generator (W-2784). Flow from the station is measured by
one meter located in the station. The domestic pumps are controlled by the water level elevation
in the South Talbot Reservoir, while the fire flow pumps are controlled by the pressure of the
Talbot Hill 350 PZ measured at the station. Note that only one fire pump can operate at a time.
Installing emergency backup power at the South Talbot BPS is currently in preliminary design
(WTR-13-0129) and is included in the City’s short-term water CIP (Chapter 9).
2.2.4.11 West Hill Booster Pump Station
Located on West Perimeter Road at the Renton Municipal Airport near the control tower, the
West Hill BPS pumps from the Valley 196 PZ to the West Hill 495 PZ. The BPS was constructed in
1985 (W-0715). It has one 1,000-gpm fire pump that is driven by a diesel engine with auto-start
and two 600-gpm domestic pumps. Flow from the station is measured by one meter located in
the station. The pumps are controlled by the water level elevation in the West Hill Reservoir.
Installing emergency backup power at the West Hill BPS is currently in preliminary design
(WTR-13-0129) and is included in the City’s short-term water CIP (Chapter 9).
2.2.5 Pressure Reducing Stations
PRV stations are installed between pressure zones and allow water from a higher-level pressure
zone to flow into a lower level pressure zone at reduced pressures. The PRVs in the pressure
reducing stations hydraulically vary the flow rate through the valve to maintain a constant and
preset discharge pressure up to the limit of the flow capacity of the valve. The effect of a PRV on
the lower pressure zone is the same as that as a reservoir whose overflow elevation is the same
as the pressure setting on the valve (hydraulic elevation).
Lead PRVs are located in hydraulically remote areas from both upper and lower pressure zone
reservoirs to promote good circulation in both pressure zones, thus maintaining water quality.
Lag PRVs may be located hydraulically closer to storage to minimize system head losses during
high flow rate conditions when the lag valves need to operate.
The primary purposes of the PRVs in the City’s system are as follows:
1. To maintain pressures in the lower pressure zone during high demand periods.
2. To increase pressure and flow which would otherwise be required during an emergency
such as a fire or pipeline failure.
3. To achieve optimum circulation in each pressure zone, thereby maintaining water
quality.
When a PRV malfunctions in an open position and allows downstream pressures to rise above
the PRV setpoint, damage can occur due to over pressuring of the pressure zone. The probability
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-31
of over pressuring the lower pressure zone can be greatly reduced by placing a pressure relief
valve on the discharge (pressure-reduced) side of the PRV. If a pressure sensor is also installed on
the PRV discharge and the pressure reading is telemetered and alarmed at the central control
center, the City will know quickly when the failure is occurring and will be able to minimize
damages as a result of the PRV failure.
The City’s PRV stations currently in operation are listed in Table 2.6. WTR-13-00130 (PRV Station
Rehabilitation and Replacement Study) occurred in 2018.
The following list provides additional information on PRV stations that are no longer in
operation:
• PRV Stations 17, 18, 19, 20, 21, and 33 were put on inactive status (zone valves opened;
PRVs set to wide open) in 2001 as part of the reconfiguration of the Rolling Hills 490
and 590 PZs following the completion of the Rolling Hills 3-MG Reservoir and
BPS project (W-2230).
• PRV Station 6 is closed and out-of-service.
• PRV Station 11 was removed in 1995 (W-2126).
• PRV Station 15 was removed in 1992.
• PRV Station 27 was removed in 1992.
• PRV Station 42 was removed in 2000.
Pressure Reducing Valve (PRV) 52
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-33
Table 2.6 Pressure Reducing Stations
Station
Number Station Location Receiving PZ Supplying PZ Map Book
Index No.
Map Book
Page No.
Project
Number
Valve Size
(inches)
Valve Elevation
(ft)
Pressure Settings
(psi)
1
Taylor Pl NW southeast of intersection of
Taylor Pl NW and Stevens Ave NW
602 Taylor Pl NW
WH 300 WH 495 E3W 73 W-0704
2
4
8
154.6
65
60
50
2 NW 4th Street & Lind Ave NW
371 Lind Ave NW WH 300 WH 495 E3W 74 W-0308 4
8 176.6 40
40
3 SW Langston Rd SW & Bagley Place SW
510 Langston Rd SW WH 300 Earl 370 F3W 75 W-0285 4
8 178.6 40
40
47 NW 3rd Street & Maple Ave NW
301 Maple Ave NW WH 300 WH 495 F3W 112 W-3123 2
8 149.5 70
50
4 Mill Ave S & S 6th Street
536 Mill Ave S SH 370 RH 490 F4W 76 W-2240 8 157.5 85
5 Cedar Ave S & S 5th Street
444 Cedar Ave S SH 370 RH 490 F4W 77 W-0410 4 191.6 70
6(1) Beacon Way S between Renton Ave S & Cedar Ave S
1318 Beacon Way S SH 370 SPU CRPL #3 490 F4W 78 W-1939 6
6 267.6 37
37
22 Renton Ave S & Beacon Way S
424 Renton Ave S SH 370 RH 490 F4W 92 W-1939 1.5
6 222.6 60
50
7 Benson Rd S & Berkshire Apt Access Rd
South of 1240 Benson Rd S ETH 300 RH 490 G4W 79 W-0620 2
8 125.9 92
82
8 Eagle Ridge Dr & Berkshire Apt Access Rd
North of 1600 S Eagle Ridge Dr ETH 300 RH 490 G4W 80 W-0620 3
10 220.5 48
35
9 North Talbot BPS
730 S 19th Street TH 350 RH 490 G3E 81 W-0419 3
8 165.1 76
65
12 S 23rd Street & Williams Ave S
2217 Williams Ave S TH 350 RH 490 G3E 83 W-2126 4
12 222.6 48
45
28 S 23rd Street & Shattuck Ave S
2226 Shattuck Ave S TH 350 SPU Bow Lake Pipeline 490 G3E 97 W-0709, 0708 2
8 188.1 50
45
49 S 35th Street & Wells Ave S
West of 1001 S 35th Street TH 350 RH 490 H4W 114 W-3190 3
12 198.9 64
55
10 S 16th Street & Talbot Rd S
East of 1605 Talbot Rd S WTH 300 TH 350 G3E 82 W-0552 2
6 112 80
73
29 S 23rd Street & Shattuck Ave S
2226 Shattuck Ave S WTH 300 TH 350 G3E 98 W-0709, 0708 2
8 187.6 41
31
13 Meadow Ave N & N 28th Street
1440 N 28th Street KD 320 HLD 435 C4W 84 W-2180 3
10 203 54
44
14 Meadow Ave N & N 32nd Street
1415 N 32nd Street KD 320 HLD 435 C4W 85 W-0456 4
12 208.6 54
37
16 NE 3rd Street & Sunset Blvd N
South of 324 Sunset Blvd N KD 320 HLD 435 F4E 86 W-0395 4
12 41 122
107
26 Marina Landing Apartments
1300 N 20th Street KD 320 HLD 435 D4W 96 W-1994 2.5
10 85.8 105
95
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-35
Station
Number Station Location Receiving PZ Supplying PZ Map Book
Index No.
Map Book
Page No.
Project
Number
Valve Size
(inches)
Valve Elevation
(ft)
Pressure Settings
(psi)
39 Inside Houser Way BPS
325 Houser Way N KD 320 HLD 435 - - W-2089 3
10 35 110
110
43 N 26th Street & Park Ave N
1405 N 26th Street KD 320 HLD 435 D4W 108 W-2820 2
8 180 65
55
52
North of West Hill BPS
615 West Perimeter Road
Renton Municipal Airport
KD 320 WH 495 E3W 117 W-3324
2
2
10
10
21.7
130
125
115
115
23 Tukwila Emergency Intertie
17300 West Valley Highway VLY 196 Tukwila 360 H2W 93 W-0515 1.25
8 24.6 50
45
24 Boeing Longacres Intertie
PID 0886700140 VLY 196 SPU Bow Lake Pipeline 490 H2E 94 W-2071 10
10 12 120
55
25
Kent Intertie
SW 43rd Street & Lind Ave SW
4208 Lind Ave SW
VLY 196 Kent 240 I3W 95 W-0515 1.25
10 17.3 52
47
30 Park Ave N & N 8th Street
750 Park Ave N VLY 196 KD 320 E4W 99 W-1922 3
12 26.1 65
65
31 Garden Ave N & N 7th Street
636 Park Ave N VLY 196 KD 320 E4W 100 W-1922 3
12 25.8 66
66
32 SW Sunset Blvd & Maple Ave SW
203 SW Sunset Blvd VLY 196 WH 300 F3W 101 W-0854 2
8 68.4 50
50
36 Talbot Rd S & 177th Ave SE
17600 Talbot Rd S TH 270 TH 350 I3E 105 W-2091 3
12 98.6 75
70
37 East of N 4th Street & Houser Way N
North of 353 Sunset Blvd N VLY 196 HLD 435 F4E 106 W-2089 3
12 46 58
58
40 Inside Maplewood BPS
4024 Maple Valley Highway VLY 196 RH 590 - - W-1052 12 80 40
48 NW Corner of Maplewood BPS
4024 Maple Valley Highway VLY 196 HLD 565 G6W 113 W-2953
2
2
8
8
80
47
100
41
100
34 Benson Rd S & S 26th Street
SE corner of 2223 Benson Rd S RH 490 RH 590 H4W 103 W-1827 2.5
10 372.1 48
42
46 SE 8th Place Between S 7th Court &
SE 8th Street South of 1801 SE 8th Place RH 490 RH 590 G4E 111 W-2981 3
12 385.2 40
35
35 Thomas Ave SW & SW Langston Rd PID 1823059026 EARL 370 SPU CRPL #2 520 F3W 104 W-1033 6 233 48
41 84th Ave S & Renton Ave S
13223 84th Ave S EARL 370 WH 495 F3W 107 W-2280 3
12 218 74
68
38(2)
Inside Monroe Ave BPS
Transfer Valve
SE corner of 401 Monroe Ave NE
HLD 435 HLD 565 - - None 8 343.6
44 Shadow Hawk Condos
SE 12th Street & Kirkland Ave SE RH 395 RH 590 G5W 109 W-2900 3
12 240.5 65
55
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-37
Station
Number Station Location Receiving PZ Supplying PZ Map Book
Index No.
Map Book
Page No.
Project
Number
Valve Size
(inches)
Valve Elevation
(ft)
Pressure Settings
(psi)
45 Shadow Hawk Condos
SE 12th Street & Harrington Place SE RH 395 RH 590 G5W 110 W-2900 3
12 296 36
26
50 East of 4127 Wells Ave N KD 218 KD 320 C4W 115 W-3330 2.5
10 33.3 80
70
51 N 42nd Place & N 43rd Street KD 218 KD 320 B4W 116 W-3330 2.5
10 32 74
70
53(3) 2610 Lynwood Ave NE Coal Creek UD 440 HLD 565 - - W-3455 8 346.5 30
54(4) Perimeter Rd W, east of West Hill BPS VLY 196 KD 320 - - W-3810 2
8 21 70
65
55(5) S 23rd St and Wells Ct S TH 350 RH 490 - - W-3969 2
6 219.1 60
50
20 Grant Ave S, south of S 10th St RH 490 RH 490 G4W 90 W-1660, 0410 2.5
10 330.6 Open(6)
65
Notes:
(1) PRV is closed and out of service.
(2) PRV is present, but not used.
(3) PRV 53 serviced by Coal Creek UD.
(4) Added in January 2016.
(5) Added in January 2017.
(6) PRV station only activated to temporarily change pressure zone areas when reservoir is taken out of service.
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-39
2.2.6 Distribution System
The City’s water pipelines are shown in plan view in Figure 2.1. Tables 2.7a and 2.7b summarize the length of mains in the water system by diameter, material, and age.
Table 2.7a Pipe Inventory – Length by Diameter and Age
Diameter Size 1900s 1910s 1920s 1930s 1940s 1950s 1960s 1970s 1980s 1990s 2000s 2010s Total
(ft)
Total System
Percent (%)
4-inch and less 8,287 1,372 1,535 35 11,673 5,272 17,313 8,010 5,437 4,414 7,362 2,446 73,156 4.5%
6-inch 8,689 20,755 584 164 12,537 10,049 90,223 30,585 14,408 4,609 1,003 747 194,352 11.9%
8-inch 263 7,427 0 328 5,389 5,655 54,354 91,592 120,720 119,120 116,053 30,997 551,899 33.9%
10/12-inch 0 2 0 0 9,650 16,846 72,836 102,531 177,076 141,595 122,544 33,861 676,941 41.5%
14/16-inch 0 769 0 0 0 4,283 14,354 17,409 25,305 28,436 11,957 2,507 105,020 6.4%
18/20-inch 0 0 0 0 0 2,353 1,009 599 1,303 2,094 215 93 7,667 0.5%
24-inch 0 0 0 0 0 0 2,058 11,396 5,933 1,066 57 16 20,526 1.3%
Total (ft) 17,239 30,324 2,119 528 39,249 44,458 252,148 262,122 350,181 301,335 259,190 70,667 1,629,560
Total System Percent (%) 1.1% 1.9% 0.1% 0.0% 2.4% 2.7% 15.5% 16.1% 21.5% 18.5% 15.9% 4.3% 100.0% 100.0%
Table 2.7b Pipe Inventory – Length by Diameter and Material
Diameter Size Asbestos
Cement Cast Iron Copper Ductile Iron Galvanized
Iron
Galvanized
Steel HDPE PVC Steel Total
(ft)
Total System
Percent (%)
4-inch and less 285 42,136 45 21,474 941 3,877 98 265 4,034 73,156 4.5%
6-inch 4,193 146,216 0 28,558 4 0 0 0 15,381 194,352 11.9%
8-inch 5,359 110,329 0 430,928 0 0 0 0 5,283 551,899 33.9%
10/12-inch 7,726 101,841 0 561,900 0 0 145 1,596 3,733 676,941 41.5%
14/16-inch 48 18,128 0 85,117 0 0 594 1,081 51 105,020 6.4%
18/20-inch 0 3,362 0 4,305 0 0 0 0 0 7,667 0.5%
24-inch 0 0 0 20,526 0 0 0 0 0 20,526 1.3%
Total (ft) 17,611 422,013 45 1,152,807 945 3,877 838 2,942 28,483 1,629,560 100.0%
Total System Percent (%) 1.1% 25.9% 0.0% 70.7% 0.1% 0.2% 0.1% 0.2% 1.7% 100.0%
Note:
Abbreviations: HDPE - high-density polyethylene; PVC - polyvinyl chloride.
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-41
The City’s system is comprised of two types of pipes:
• Transmission pipelines, and
• Distribution pipelines.
2.2.6.1 Transmission Mains
Transmission capability for the system is primarily provided by 12-inch, 16-inch, and 24-inch
diameter pipelines that convey water from the wellfields located in Liberty Park, Cedar River
Park, and the Maplewood Golf Course to various points within the service area. Transmission
mains generally convey water between the supply sources (reservoirs or wells) to the local
distribution grid and individual customers. Ideally, minimal head loss should occur in
transmission pipelines during normal demand periods, allowing these mains to also convey fire
demands to the distribution system and to meet other emergencies without experiencing
adverse head losses.
Since approximately 96 to 97percent of the system’s supply is provided from the wellfields and
artesian spring, major transmission facilities are required in the Valley 196 PZ to ensure
adequate water distribution throughout the service area. As shown in Figure 2.1, the
transmission pipelines are located primarily along the major transportation corridors. The looped
8-inch pipelines in the well-developed residential areas of the system also provide some
transmission capability:
• Transmission pipelines in the Valley 196 PZ predominantly run north to south, supplying
the downtown business pressure zone, the Green River Valley industrial complexes, and
the BPS that serve the other areas of the system.
• East-west pipelines that connect to the north-south transmission mains also provide
additional transmission capacity. The pipe loops or grids formed by these connections
help to increase system reliability and capacity throughout the system.
• Transmission pipelines from the Maplewood Wellfield carry finished water to the
Highlands and Rolling Hills PZs. Both transmission pipeline routes follow unimproved
corridors and steep slopes. A high-pressure fire loop (320-ft hydraulic grade line)
encompasses a high-risk area of the industrial sector near the Paccar and Boeing plants
for improved fire protection.
• For areas on the eastern side of the valley, the topography of the terrain dictates that
the transmission corridors run in a north-south orientation within each pressure zone
and in a west-east orientation between the different pressure zones.
• The transmission corridor in the West Hill area runs east and west from the
West Hill BPS to the reservoir and north and south on 84th Avenue S. A separate
transmission route connects the reservoir with Skyway Water and Sewer District.
Looped 8-inch and 6-inch distribution mains provide a large percentage of the
transmission capacity in the West Hill area.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-42 | MAY 2021| FINAL
Pipeline -Flex Joint Installation
2.2.6.2 Distribution Mains
Unlike, transmission pipes, the distribution system functions by meeting individual demands in
the immediate vicinity via branching and looping pipelines through the service area. Figure 2.1
also presents the smaller pipelines, below 12 inches in diameter, which convey water from the
transmission grid to the individual service connections.
The transmission and distribution system is comprised of water mains of four different materials:
asbestos cement, steel, ductile iron, and cast iron. Current City policy is to replace all asbestos
cement and steel water mains in the system as the budget permits, since transmission lines
made of these materials are prone to leakage and failure.
The City completed deployment of Advanced Metering Infrastructure (AMI) throughout the
entire system in 2015 (W-3499). The AMI system enhances the City’s water conservation
activities, improves leak detection capabilities, and optimizes pumping of the City’s water supply
wells.
2.2.7 Treatment
The City began chlorinating its drinking water in 1976. Each source treatment is currently
designed with primary disinfection to provide 4-log inactivation of viruses (CT of 6 mg-min/L)
and the City maintains a chlorine residual between 0.6 and 1.0 milligrams per liter (mg/L)
throughout the distribution system. CT pipelines were installed at Springbrook Springs and in
Liberty Park and Cedar River Park for the Downtown Wells. Primary disinfection at Wells PW-11,
PW-12 and PW-17 occurs at the Maplewood Water Treatment Plant as a result of the treatment
process to remove ammonia from the raw water. Water in the Chlorine Contact Basin and
Clearwell has a contact of at least four hours before entering the distribution system. Each
source is equipped with an automatic shutdown and alert notification when the chlorine residual
drops below a safe level.
Renton citizens voted for fluoridation in 1985. The current fluoride target dose is 0.7 mg/L, as
recommended by DOH. Wells RW-1, RW-2, RW-3, and EW-3R have fluoride saturation and
metering equipment located in the wellhouses. Wells PW-8 and PW-9 are served by the
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-43
Fluoridation Building, which is located next to Well PW-8. This building also serves as a storage
facility for bagged sodium fluoride. Fluoridation for Wells PW-11, PW-12, and PW-17 occurs in
the Maplewood BPS and Treatment Building.
In 1999, the City began treating the water from the Downtown Wells and Springbrook Springs
with sodium hydroxide to raise the pH of the water. The goal is to decrease the corrosivity of the
water and to comply with the Lead and Copper Rule. For the Downtown Wells, sodium
hydroxide is stored at the Corrosion Control Treatment Facility (CCTF) located in Cedar River
Park. From this facility, diluted sodium hydroxide is fed to each of the Downtown Wells via HDPE
pipes. At Springbrook Springs sodium hydroxide is fed from a storage building, which is located
adjacent to the chlorination building. A corrosion inhibitor and sequestering agent (Aqua Mag®)
is also used for additional corrosion control in areas of the distribution system that contain a high
number of unlined cast iron water mains.
In 2006, the City redesigned the treatment method at Maplewood to include the removal of
manganese using greensand filters, hydrogen sulfide using GAC, and ammonia using sodium
hypochlorite.
Maplewood Treatment Facility
2.2.8 Telemetry and SCADA
The telemetry and SCADA systems for the water system have changed over the years with the
changes in technology that is available. The following is a brief description of the current system.
Certain aspects of operation and capability are not discussed for security reasons.
Each site (all sources, all booster pump stations, all reservoirs, all treatment facilities,
Boeing Longacres Intertie, Skyway Wholesale Meter, Dimmitt BPS, Coal Creek emergency
intertie) has a remote telemetry unit (RTU) that in some cases also serves as a programmable
logic controller (PLC).
Information about the site is forwarded from the site to the master telemetry unit (MTU) that is
located at the Water System Control Room (City Shops Administration Building). The MTU
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 02
2-44 | MAY 2021| FINAL
sends information and instructions back to the RTUs. Signals between the RTUs and MTU travel
either by dedicated phone lines or by radio waves. At the Water System Control Room, the
operations staff monitor (and control as necessary) the system using a Human Machine
Interface (HMI). The HMI is a PC running software that communicates with the MTU and can
display information. The HMI computer also runs an auto-dialer application (Win 911) that calls a
24-hour manned call service and/or water shop stand-by staff. There is a backup auto-dialer that
is used in the event the HMI computer or MTU fails.
Each RTU, the MTU, and the HMI computer have various levels of backup power and
redundancy. Various analog (e.g., flow rate, water elevation), discrete (e.g., pump status), and
alarm information is stored in a SQL Server database for historical and analysis purposes.
By 2016, the City finished upgrading its MTU and RTUs to Emerson Control Wave Micro
equipment (W-3826). All radios were changed to Viper SC 450-512-megahertz (MHz) radio units
in 2015. The City also added fiber connection for North Talbot BPS, North Talbot Reservoir,
North Talbot generator building, Mt. Olivet BPS, Mt. Olivet Reservoir, and Mt. Olivet generator
building in 2017 (W-3885).
In-line Water Quality Meters at the Maplewood WTP
CHAPTER 02 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 2-45
2.3 Summary of Updates to System Since 2012 Plan
The following is a list of updates and improvements completed by the City since the completion
of the last Water System Plan in 2012:
• Major Pipe Replacement Projects:
- Sunset Lane NE Improvement Project – WTR2703875 – 2017.
- Renton Hill Utility Improvements - WTR2703824 – 2019.
- SE 5th St AC Main Replacement Project - WTR2703604 - 2012.
- Rainier Ave S Utilities Improvements - WTR2703430 - 2013.
- President Park Main Replacement Project - WTR2703638 - 2013.
- NE 5th Pl Water Main Replacement - WTR2703673 - 2014.
- Monterey Terrace Water Main Replacement - WTR2703674 - 2014.
- SW 27th St-Strander Blvd Extension Project - WTR2703693 - 2014.
- Lake Youngs Ct SE Project - WTR2704017 - 2019.
- Renton Ave S Resurfacing Project - WTR2704043 - 2019.
• Added primary disinfection for Springbrook Springs – WTR2703648 – 2013.
• Added emergency power for CCTF building - WTR2703583 – 2013.
• SPU Intertie Upgrades, Upgrade three interties with SPU for the purpose of
purchasing water on a routine basis: Bow Lake Intertie, Fred Nelson BPS and
Tiffany Park BPS – WTR2703553 – 2013.
• Added primary disinfection for Wells EW-3R, PW-8 and PW-9 – WTR2703582 – 2014.
• Added security fencing at West Hill reservoir, South Talbot reservoir, South Talbot BPS,
Hazen Reservoir – WTR2703764 – 2014.
• SCADA / Telemetry, Changed operating frequency of radios because old frequency was
getting ‘stepped on’. Changed all radios to Viper SC 450-512 MHZ radio units with
programmable frequencies and TCP / IP connectivity capabilities – WTR2703767 – 2015.
• Maplewood WTP, Equipment access and hydrogen sulfide (H2S) mitigation
improvements. Added access platforms around GAC contactors and greensand filter
vessels; ventilation improvements – WTR2703610 – 2015.
• Repaired Fluoride Building Roof – WTR2703766 – 2015.
• Advanced Metering Infrastructure, Completed deployment – WTR2703499 – 2015.
• Added PRV Station 54 at Renton Airport – WTR2703810 – 2016.
• Replaced Maplewood BPS Roof – WTR2703765 – 2016.
• Replaced Wellhouse (Wells 1-2-3) Roof – WTR2703806 – 2016.
• SCADA / Telemetry, Finished upgrading MTU / RTUs to Emerson Control Wave Micro
equipment – WTR2703826 – 2016.
• Added fiber connectivity for North Talbot BPS, North Talbot reservoir, North Talbot
generator building, Mt Olivet BPS, Mt Olivet reservoir and Mt Olivet generator
building – WTR2703885 – 2017.
• Added PRV Station 55 at Wells Ct S – WTR2703969 – 2017.
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-1
Chapter 3
DEMAND PROJECTIONS
3.1 Introduction and Methodology Overview
Three future water demand scenarios (Low, Medium, and High) were projected for the City of
Renton (City) using the following information:
• Historical production and consumption trends from 2008 to 2017.
• Puget Sound Regional Council (PSRC) demographic projections.
• Future predictions of the impacts placed on demands by factors such as water use
efficiency (WUE), climate change, and the expected future consumption of the City’s
largest water consumers.
The Medium scenario's predictions most closely resemble the City’s future demands, while the
Low and High demand projection scenarios provide a range that the City’s future water demands
are expected to fall within.
The High and Medium scenarios were used in the Chapter 6 supply analysis, which describes
when the City must supplement its own supply with wholesale water purchased from Seattle
Public Utilities (SPU). The Medium scenario was used for the Chapter 7 system analysis, which
determines future pumping, storage, and distribution system requirements.
Between 2008 and 2017, the City’s average day demand (ADD) was approximately 7 million
gallons per day (mgd). During that time, historical maximum day demands (MDD) were
approximately 13 mgd. The City’s typical Single-Family household consumes 159 gallons per
day (gpd).
For demographic trends, PSRC predicts approximately 1 percent annual growth in the number of
City households and 1.9 percent annual growth in the number of employees over the 20-year
planning period. The same projections for each pressure zone (PZ) were used to also predict the
number of future water connections in the system.
The City’s WUE program will also affect future demands. To plan its water system, the City
selected three measurable WUE goals, which were incorporated into the demand projections:
1. Limit the peaking factor to less than 2.0.
2. Reduce distribution system leakage (DSL) to 10 percent or less by 2022.
3. Maintain an equivalent residential unit (ERU) value under 160 gpd/ERU.
3.2 Land Use
The City’s water service area encompasses the majority of the Renton city limits, small portions
of unincorporated King County, and a few parcels within the City of Tukwila. Northwest of
Interstate 405 (I-405) and west of Washington highway 167 (WA-167), the City is predominantly
commercial and industrial, while the areas east of I-405 and WA-167 are less dense and more
residential.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-2 | MAY 2021 | FINAL
Figure 3.1 shows the City’s zoning, which was used as the baseline for the analysis presented in
this chapter. Figure 3.2 shows the City’s existing land use, while Figure 3.3 shows future land use
based on zoning of the City and King County. For this Plan, the City’s zoning and land use data
was compiled into 11 land-use designations as follows:
• Agriculture.
• Commercial.
• Industrial.
• Mixed Use.
• Multi-Family.
• Open Space.
• Park.
• Public/Quasi-public.
• Right of Way.
• Single-Family.
• Vacant.
The City’s Comprehensive Plan encourages high-density, mixed-use redevelopment of the
City Center, South Lake Washington/Southport area, and Sunset Neighborhood. Much of the
City’s vacant parcels are zoned for industrial and commercial purposes.
3.3 Historical Supply and Consumption
To help Carollo Engineers, Inc. (Carollo) establish historical demand trends, the City provided
historical water purchase records, the number of connections, and consumption data between
2008 and 2017. The data was then evaluated to characterize the unique water use of the City’s
customers, generate several key demand parameters, and predict future water demand.
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R-8
R-6
R-10
R-6
R-6
UC
R-4
R-8
R-6
R-6
R-4
IH
RM-F
CA
CA
R-14
CA
R-14
R-14R-14
R-8
R-8
R-4
R-8
CA CA
R-8
RM-F
R-10
R-8
RM-F
R-8
R-10
RM-F
R-8
RM-F
R-6
CA
CA R-10
CA
R-4 R-1
CA
IL
R-4
Disclaimer: Features shown in this figure are for planning purposes and
represent approximate locations. Engineering and/or survey accuracy is not implied.
Data Sources: City of Renton
O
0 0.50.25
Miles
Last Revised: February 09, 2021 \\io-fs-1\Data\GIS\GISBackup\WaterSystemPlan2017\Fig3.1_Zoning.mxd
Legend
City Limits
Service Area
Zoning Designation
RC-Resource Conservation
R1-Residential 1 du/ac
R4-Residential 4 du/ac
R6-Residential - 6 DU/AC
R8-Residential 8 du/ac
R10-Residential 10 du/ac
R14-Residential 14 du/ac
RMF-Residential Multi-
Family
RMH-Residential
Manufactured Homes
CN-Commerc ial
Neighborhood
CV-Center Village
CA-Commercial Arterial
UC-Urban Center
CD-Center Downtown
COR-Com mercial
Office/Residential
CO-Commercial Office
IL-Industrial - Light
IM-Industrial - Medium
IH-Industrial - Heavy
Waterbody
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 3.1 Zoning
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr SSW 7th St
140th Ave SEN E SunsetBlvd
§¨¦405
Maple Valley Hwy
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd?æ
?Å
LakeBoren
PantherLake
LakeWashington
LakeWashington
Disclaimer: Features shown in this figure are for planning purposes and
represent approximate locations. Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
O
0 0.50.25
Miles
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig3.1_ExistingLU.mxd
Legend
City Limits
Service Area
Agriculture
Commercial
Industrial
Mixed Use
Multi-Family
Open Space
Park
Public/Quasi-Public
Right of Way
Single Family
Vacant
Waterbody
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 3.2 Existing Land Use
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr SSW 7th St
140th Ave SEN E SunsetBlvd
§¨¦405
Maple Valley Hwy
S E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd?æ
?Å
?ç
SOUTH LAKEWASHINGTON/SOUTHPORT
CITY CENTER
SUNSET NEIGHBORHOOD
Lake Boren
LakeYoungsPantherLake
LakeWashington
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton,
Kiing County
O
0 0.50.25
Miles
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackupRenton\WaterSystemPlan2017\Fig3.3_FutureLU.mxd
Legend
City Limits
Service Area
Future Land Use
Commercial
Industrial
Mixed Use
Multi-Family
Open Space
Park
Public/Quasi-Public
Single Family
Waterbody
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 3.3 Future Land Use Based on Zoning
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-9
3.3.1 Historical Water Production
The City has a variety of supply sources, including Springbrook Springs, 10 production wells, and
interties with SPU. Springbrook Springs and the City's wells produce most of the water for the
City's customers.
Wholesale water purchased from SPU primarily serves the Boeing Renton Plant through
two metered connections. The SPU water mains supplying the Boeing Plant are isolated from
the rest of the City’s water system. When necessary, the City can purchase water from SPU
through other interties to supplement its supply.
Table 3.1 shows the City’s monthly production in 2017 by supply source, while Table 3.2 lists the
historical annual production from 2008 through 2017. As shown, the annual production ranged
from a low of 2,411 million gallons (MG) in 2012 to a high of 2,799 MG in 2009.
Figure 3.4 shows the average production percentage by source from 2008 to 2017. As shown, the
City relies on Wells RW-1, RW-2, and RW-3 for more than half of its water supply. When water
demands are elevated, these wells account for 52 percent of water produced by the City. Other
major sources of supply include Springbrook Springs, the Maplewood Wellfield (PW-11, PW-12,
and PW-17), and Well PW-8, which accounted for 18 percent, 17 percent, and 11 percent,
respectively. The remaining 2 percent consisted of water purchased from SPU for the Boeing
Renton Plant.
3.3.1.1 Average Day Demand
ADD is a water system’s average daily demand for a year. To calculate ADD, the total water
produced by the City over a year is divided by the number of days in the year. Table 3.3 and
Figure 3.5 show ADD values from 2008 through 2017, which average out to 7 mgd during that
time.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-10 | MAY 2021 | FINAL
Table 3.1 2017 Monthly Water Production (CCF) by Source
Source Springbrook
Springs
Wells RW-1, RW-2,
and RW-3
Well
EW-3R(1)
Well
PW-5A(1)
Wells PW-8
and PW-9
Wells PW-11, PW-12,
and PW-17 Total
January 54,000 131,000 0 0 0 51,000 236,000
February 21,000 140,000 0 0 0 48,000 209,000
March 0 186,000 0 0 3,000 53,000 242,000
April 22,000 158,000 0 0 0 51,000 231,000
May 59,000 151,000 0 0 0 62,000 272,000
June 56,000 156,000 0 0 53,000 75,000 340,000
July 59,000 118,000 0 0 168,000 93,000 438,000
August 58,000 144,000 0 0 170,000 91,000 463,000
September 62,000 64,000 0 0 142,000 78,000 346,000
October 63,000 129,000 0 0 20,000 59,000 271,000
November 57,000 128,000 0 0 4,000 51,000 240,000
December 20,000 112,000 0 0 15,000 55,000 202,000
Total 531,000 1,617,000 0 0 575,000 767,000 3,490,000
Note:
(1) EW-3R and PW-5A are emergency-use wells.
Abbreviation: CCF – hundred cubic feet.
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-11
Table 3.2 Historical Annual Water Production (MG) by Source
Source 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017
Springbrook Springs 522 494 428 473 441 431 461 494 543 397
Wells RW-1, RW-2, and RW-3 1,752 1,690 1,203 1,399 1,155 1,275 1,203 1,252 1,043 1,209
Well EW-3R 13 1 0 0 1 4 1 5 7 0
Well PW-5A 0 0 0 0 0 0 0 0 0 0
Wells PW-8 and PW-9 188 165 326 55 276 225 467 331 395 431
Wells PW-11, PW-12, and PW-17 229 417 506 510 500 456 340 546 563 575
Purchase from SPU 29 32 45 66 38 33 36 41 35 42
Total 2,733 2,799 2,508 2,493 2,411 2,424 2,508 2,669 2,586 2,654
Table 3.3 Historical Well Production
Year 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017
Annual Production (MG) 2,733 2,799 2,508 2,493 2,411 2,424 2,508 2,669 2,586 2,654
Average Day Demand
(mgd) 7.47 7.67 6.87 6.83 6.59 6.64 6.87 7.31 7.07 7.27
Maximum Day Demand
(mgd) 12.74 14.81 12.83 12.48 11.44 12.36 12.41 13.59 12.75 13.10
Date of Maximum Day
Demand August 16 July 29 July 25 August 26 Sep 7 August 9 August 1 July 18 July 29 August 6
MDD/ADD Peaking
Factor 1.7 1.9 1.9 1.8 1.7 1.9 1.8 1.9 1.8 1.8
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-12 | MAY 2021 | FINAL
Figure 3.4 Average Water Production by Source (2008-2017)
3.3.1.2 Maximum Day Demand
Historical MDD values represent the largest amount of water produced in a single day in a given
year, usually during the summer when irrigation use is highest. MDD must be established to
determine system requirements for supply capacity, pump station discharge rates, and reservoir
capacity.
The MDD and date of occurrence for each year since 2008 are also shown in Table 3.3. As this
table and Figure 3.5 show, MDD has fluctuated around 13 mgd with no definitive trend moving
up or down.
The historical MDD to ADD peaking factor is also a key parameter used to develop future MDD
projections. The City’s average historical peaking factor is 1.8, while the MDD to ADD peaking
factor fluctuated between 1.7 in 2008 and 1.9 in 2009.
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-13
Figure 3.5 Historical Average and Maximum Day Water Production (2008-2017)
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-14 | MAY 2021 | FINAL
3.3.2 Historical Customer Connections
From 2008 to 2017, the total number of the City’s retail water service connections increased
by 5.6 percent. By the end of 2017, the City provided water to 17,831 connections. Table 3.4 and
Figure 3.6 show the historical number of connections per customer type. Table 3.5 shows the
total number of connections in 2017 as distributed by pressure zone. Figure 3.7 shows the
average percent of connections by customer category from 2008 through 2017.
For this Plan, the City’s thirteen customer classes were consolidated into the following eight
categories:
• Single-Family Residential: Single-Family homes accounted for 77 percent of customer
connections in 2017. From 2008 through 2017, Single-Family Residential connections
increased by 801 connections, which corresponds to roughly a 0.7 percent annual
growth.
• Multi-Family Residential: Multi-Family housing, including Duplexes, accounted for
about nine percent of customer connections in 2017. Because the City tracks the number
of dwelling units per residential customer, Multi-Family Residential water consumption
trends are reported per dwelling unit. Between 2009 and 2017, the number of
Multi-Family Residential dwelling units served by the City increased by 330. (Note that
reliable statistics for Multi-Family dwelling units were not available in 2008.) This
corresponds to an annual growth rate of 0.3 percent.
• Commercial: Commercial accounted for six percent of customer connections in 2017.
From 2008 through 2017, Commercial connections increased by 32 connections,
corresponding to a 0.3 percent annual growth.
• Industrial: Industrial accounted for less than one percent of customer connections
in 2017 and has not grown within the last decade.
• Government: Government combines two customer classes (City and School, State,
Federal). Government connections accounted for less than one percent of connections
in 2017. From 2008 through 2017, Government connections grew by eight connections,
or roughly 1.2 percent annually.
• Irrigation: Irrigation consists of the City’s Irrigation and Irrigation from the other
customer classes. Multi-Family Housing Developments, Mobile Home Parks, Schools,
Commercial Complexes, and Industrial Plants often have separate connections for
irrigation. Between 2008 and 2017, Irrigation connections accounted for 3.4 percent of
the system and grew by 0.6 percent annually.
• Other Authorized Use: Other Authorized Use combines two customer classes
(Hydrants and Fire). Commercial and Multi-Family Residential customers often have
separate connections for fire suppression. Revenue water is also sold to contractors and
tracked by portable hydrant meters checked out to the contractor.
• Largest Consumers: The City’s six Largest Consumers were evaluated separately. The
City supplies wholesale water to the Skyway Water and Sewer District (Skyway) through
one connection located in the West Hill 495 PZ. Wholesale water is purchased from SPU
and sold to the Boeing Plant through two connections. Other large consumers include
the King County South Plant, Valley Medical Center, G&K Services, and Service Linen
Supply. (Note that throughout this analysis, the King County South Plant connection
was subtracted out of the Industrial category and the Valley Medical Center, G&K
Services, and Service Linen Supply connections were subtracted out of the commercial
category).
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-15
Table 3.4 Historical Number of Connections
Customer Type 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017
Annual
Growth
Rate 2008
to 2017
Single-Family
Residential 13,005 13,038 13,129 13,205 13,377 13,478 13,588 13,671 13,727 13,806 0.7%
Multi-Family
Residential 1,539 1,541 1,539 1,537 1,537 1,534 1,539 1,543 1,535 1,534 0.0%
Multi-Family
Residential
(Dwelling Units)
13,252 14,169 14,119 14,124 14,175 14,166 14,191 14,376 14,489 14,499 0.3%
Commercial 1,025 1,026 1,020 1,022 1,035 1,035 1,037 1,038 1,061 1,057 0.3%
Industrial 63 63 62 61 65 65 64 65 63 63 0.0%
Government 73 81 77 79 82 83 85 84 87 81 1.2%
Irrigation 573 587 579 575 587 587 589 587 594 605 0.6%
Other Authorized
Use (Hydrants
and Fire)
601 615 629 643 675 635 617 646 689 678 1.3%
Largest
Consumers 7 7 7 7 7 7 7 7 7 7 0.0%
Total 16,886 16,958 17,042 17,129 17,365 17,424 17,526 17,641 17,763 17,831 0.6%
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-16 | MAY 2021 | FINAL
Figure 3.6 Historical Connections Trend by Customer Category (2008-2017)
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-17
Table 3.5 2017 Connections by Pressure Zone
Pressure Zone KD218 KD320 HLD435 HLD565 VLY196 WH300 WH495 EARL370 SH370 RH590 RH490 RH395 TH270 TH350 ETH300 WTH300 Total
Single-Family
Residential 113 932 2,985 5,055 1,009 177 413 272 70 1,081 531 0 1 824 4 339 13,806
Multi-Family
Residential 0 108 174 483 262 24 2 23 11 109 114 45 0 155 19 5 1,534
Commercial 1 80 55 178 686 11 1 2 0 5 7 0 6 25 0 0 1,057
Industrial 0 10 0 0 53 0 0 0 0 0 0 0 0 0 0 0 63
Government 0 8 5 23 39 0 0 0 0 3 1 0 0 2 0 0 81
Irrigation 6 59 61 143 248 1 0 3 0 18 22 2 1 37 3 1 605
Other Authorized Use
(Hydrants and Fire) 0 89 39 99 322 2 0 0 0 5 6 4 1 54 0 0 621(1)
Largest Consumers 0 0 0 0 5 0 1 0 0 0 0 0 0 1 0 0 7
Total 120 3,515 4,951 9,680 5,305 537 417 369 124 2,166 2,046 248 9 2,138 300 348 17,774
Note:
(1) Connections for hydrants were not available by pressure zone. Hydrant accounts not in GIS account numbers. The total number of connections for Hydrants is 57 and is not included in the totals in this table.
Abbreviation: GIS – geographic information system.
CHAPTER 3 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-19
Figure 3.7 Percent of Connections by Customer Category (2008-2017)
3.3.3 Historical Water Consumption
Using the City’s billing records, Carollo obtained data on the annual water consumption of each
customer category from 2008 to 2017. This data is shown in Table 3.6.
Although Single-Family Residential customers make up 77 percent of the City’s connections,
they consumed only 35 percent of total retail water sales. The Multi-Family Residential
customers accounted for 23 percent of water use, meaning that a majority of the City’s water
sales consisted of residential water use.
Figure 3.8 shows that Commercial customers accounted for 15 percent of water sales and
Industrial customers accounted for three percent. The City’s six Largest Consumers alone
accounted for 10 percent of water sales. Government customers accounted for 1 percent of
water sales. Although comprising only three percent of the total number of accounts, Irrigation
use accounted for 12 percent of the total water used.
Figure 3.9 shows how consumption for each customer category changed between 2008 and 2017.
Despite adding many new residential connections, Single-Family and Multi-Family Residential
consumption grew very little over this time. As indicated by their annual consumption growth
rates in Figure 3.9, Commercial, Irrigation, and the Largest Consumers had the most growth.
Other Authorized Use included billed consumption from Hydrant and Fire connections plus
unbilled consumption that was authorized by the City (Authorized Non-Revenue Water). With
the City's improved tracking of unbilled water use, Authorized Non-Revenue Water (water used
by City maintenance and by Renton Regional Fire Authority [Renton RFA]) also grew
significantly. Other Authorized Use increased from 0.6 percent in 2008 to a high of 1.8 percent
in 2016 and averaged 1.3 percent of the City’s overall water consumption.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-20 | MAY 2021 | FINAL
Table 3.6 Historical Consumption (mgd) by Customer Category
Customer Type 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017
Single-Family
Residential 2.15 2.25 2.07 2.04 2.07 2.10 2.08 2.19 2.11 2.19
Multi-Family
Residential 1.44 1.42 1.47 1.43 1.45 1.46 1.42 1.46 1.41 1.45
Commercial 0.94 0.91 0.89 0.89 0.87 0.88 0.90 0.94 0.95 1.04
Industrial 0.19 0.17 0.15 0.17 0.18 0.15 0.16 0.16 0.14 0.12
Government 0.11 0.09 0.08 0.08 0.08 0.08 0.07 0.07 0.07 0.07
Irrigation 0.72 0.93 0.61 0.66 0.69 0.66 0.76 0.87 0.80 0.82
Largest Consumers 0.61 0.54 0.56 0.60 0.58 0.59 0.61 0.66 0.67 0.72
Other Authorized
Use 0.04 0.07 0.04 0.07 0.10 0.09 0.07 0.11 0.11 0.08
Percent Other
Authorized Use 0.6% 1.1% 0.7% 1.2% 1.7% 1.5% 1.2% 1.7% 1.8% 1.2%
Total Consumption 6.20 6.38 5.87 5.94 6.02 6.01 6.07 6.46 6.26 6.49
Figure 3.8 Percent of Consumption by Customer Category (2008-2017)
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-21
Figure 3.9 Historical Consumption Trend by Customer Category (2008-2017)
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-22 | MAY 2021 | FINAL
3.3.3.1 Largest Consumers
To more accurately predict the magnitude and location of future demands, the City’s six Largest
Consumers' consumption was evaluated separately from other customer categories. Each of
these customers has an annual water demand exceeding 40,000 gpd. The seventh largest
consumer used less than 15,000 gpd, making the top six a natural cutoff for customers that must
be evaluated in more detail.
The City provides wholesale water to Skyway and sells water to Boeing’s Renton Plant, the
King County South Plant, Valley Medical Center, G&K Services, and Service Linen Supply. To
more precisely predict the magnitude and location of their future demands, consumption trends
for these customers were evaluated individually.
Figure 3.10 shows the historical consumption for these connections between 2008 and 2017.
Wholesale to Skyway and consumption at the King County South Plant increased steadily.
Figure 3.11 shows the locations of the City’s six Largest Consumers.
CHAPTER 3 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-23
Figure 3.10 Historical Consumption by Largest Consumers (2008-2017)
!P
!P
!P
!P
!P
!P
!PEast Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd?æ
?Å
?ç
!PBoeing
G&K Services
King County South Plant
Skyway
Service Linen Supply
Valley Medical Center
Lake Boren
Lake Desire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig3.4_Customers.mxd
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 3.11 Largest Water Customers
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
Legend
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
Parcel
Kennydale 320
Kennydale 218
Scenic Hill 370
Largest Water Customer!P
City Limits
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-27
3.3.3.2 Distribution System Leakage and Non-Revenue Water
DSL is water not authorized for consumption, and equals the total water produced/purchased
minus the total authorized consumption. Deterioration of the City’s aging water infrastructure
leads to real losses such as water main breaks, reservoir leaks or overflows, and general
distribution system leakage. However, it is important to note that the DSL includes apparent
losses other than leakage such as meter inaccuracy or failure, data handling errors, water theft,
and untracked authorized water use.
Table 3.7 lists the total water production, total authorized consumption, and DSL between 2008
and 2017. Figure 3.12 plots the DSL trends during this time. The average DSL was 12.5 percent,
which is a reduction of 5.3 percent since the previous Water System Plan.
The City's goal is to reduce the DSL to 10 percent or less. To this end, the City deployed an
Advanced Metering Infrastructure (AMI) system in 2011, which helps the City more accurately
compare production and consumption and better detect stuck meters, meter tampering, and
water theft.
Authorized Non-Revenue Water that is not tracked by the City contributes to the DSL. Based on
recommendations in the last Water System Plan, the City installed a meter at the Regional
Firefighting Training Facility in 2018 to track the fire department's authorized water use and also
installed meters at the King County South Plant in 2019 to track currently authorized, but
unmetered, water use. Once metered, the authorized water consumption will be subtracted out
of the DSL.
In accordance with Washington State requirements for systems with DSL in excess of 10 percent,
the City prepared a Water Loss Control Action Plan (WLCAP). This document is included in
Appendix G.
The leakage percentages in Table 3.7 may slightly differ from the ones reported to the
Washington State Department of Health (DOH). The City historically reported raw meter data to
DOH. With the upgrade to AMI data, the City has been resolving data issues and the updated
data is shown in Table 3.7. In the future, the City will report water use data to DOH using the
updated method.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-28 | MAY 2021 | FINAL
Table 3.7 Historical Distribution System Leakage
Year 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017
Total Production (mgd) 7.47 7.67 6.87 6.83 6.59 6.64 6.87 7.31 7.07 7.27
Total Authorized Consumption (mgd) 6.20 6.38 5.87 5.94 6.02 6.01 6.07 6.46 6.26 6.49
DSL (mgd) 1.27 1.29 1.00 0.89 0.57 0.63 0.80 0.85 0.81 0.78
DSL (ERUs) 7,920 8,053 6,258 5,563 3,546 3,944 5,008 5,327 5,035 4,883
DSL Percentage 17.0% 16.8% 14.6% 13.0% 8.6% 9.5% 11.7% 11.7% 11.4% 10.7%
Rolling 3-Year Average DSL 17.3% 16.1% 14.8% 12.1% 10.4% 9.9% 10.9% 11.6% 11.3%
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-29
Figure 3.12 Historical Distribution System Leakage Trend (2008-2017)
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-30 | MAY 2021 | FINAL
3.3.4 Seasonal Variations in Water Consumption
To better assess the City’s water use, Carollo also analyzed seasonal water use. Figure 3.13
depicts the variation in average monthly water consumption from 2008 to 2017, along with
average monthly precipitation during that time. Figure 3.14 and Figure 3.15 show the variation of
water use for each customer category throughout the year, which is based on average monthly
water use between 2015 and 2017.
While most of the City’s customers are billed monthly, some customers are billed bi-monthly.
This accounts for the month-to-month fluctuations in water consumption for customer
categories with fairly consistent water consumption throughout the year, such as Multi-Family
Residential customers.
3.3.5 Water Consumption per Connection
Table 3.8 shows annual water consumption per connection for each customer category. For
forecasting and planning, individual demand is expressed as ERU.
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-31
Figure 3.13 Average Seasonal Consumption and Precipitation (2008-2017)
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-32 | MAY 2021 | FINAL
Figure 3.14 Average Seasonal Consumption per Customer Category (2015-2017)
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-33
Figure 3.15 Average Seasonal Consumption per Connection (2015-2017)
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-34 | MAY 2021 | FINAL
Table 3.8 Historical Consumption per Connection, gpd/Connection
Customer Type 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 Average ERUs per
Connection
Single-Family
Residential 165 173 158 154 155 156 153 160 154 159 159 1.0
Multi-Family
Residential
(Per Dwelling Unit)
109 100 104 101 102 103 100 102 97 100 102 0.6
Commercial 923 893 879 877 846 856 874 912 901 990 895 5.6
Industrial 3,065 2,742 2,459 2,833 2,813 2,344 2,540 2,500 2,258 1,935 2,549 15.9
Government 1,507 1,111 1,039 1,013 976 964 824 833 805 864 993 6.2
Irrigation 1,257 1,584 1,054 1,148 1,175 1,124 1,290 1,482 1,347 1,355 1,282 8.0
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-35
3.3.5.1 Equivalent Residential Units
An ERU is the amount of water consumed by a typical full-time Single-Family Residence.
According to the Washington Administrative Code (WAC) 246-290-010, non-residential
customer water use is expressed as a multiple of Single-Family Residence ERU.
To calculate ADD water use per ERU, the total annual volume of water consumed by
Single-Family Residences is divided by the total number of active Single-Family Residential
connections. The resulting value, also called the ERU planning value, is the average
Single-Family Residence’s annual water use per connection. To determine the number of ERUs
used by other customer categories, the volume of water used by those customer categories is
divided by the ERU value.
Table 3.8 shows each customer categories’ average daily consumption per connection between
2008 and 2017. The Single-Family Residential average consumption volume was 159 gpd during
that time.
As shown in Figure 3.16, the City’s ERU value generally declined over the last decade and has
remained below 160 gpd since 2010. Since one of the City's WUE goals is to keep its ERU value
under 160 gpd, the City has selected 160 gpd as its ERU planning value.
The last column in Table 3.8 shows the average number of ERUs per connection for each
customer category the City serves. This is calculated by dividing the consumption per connection
by the ERU planning value.
The typical Multi-Family dwelling unit consumes 0.6 ERUs, meaning that a Multi-Family
household consumes 60 percent of the water of a typical Single-Family household.
Non-residential connections use significantly more water than a typical Single-Family Residence,
with a range of 5.6 to 16.0 ERUs.
Table 3.9 lists each customer categories’ number of ERUs between 2008 and 2017.
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Figure 3.16 Historical ERU Value Trend (2008-2017)
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Table 3.9 Historical Number of ERUs by Customer Category
Customer Type 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017
Single-Family
Residential 13,440 14,060 12,940 12,750 12,940 13,130 13,000 13,690 13,190 13,690
Multi-Family
Residential 9,000 8,880 9,190 8,940 9,060 9,130 8,880 9,130 8,810 9,060
Commercial 5,880 5,690 5,560 5,560 5,440 5,500 5,630 5,880 5,940 6,500
Industrial 1,190 1,060 940 1,060 1,130 940 1,000 1,000 880 750
Government 690 560 500 500 500 500 440 440 440 440
Irrigation 4,500 5,810 3,810 4,130 4,310 4,130 4,750 5,440 5,000 5,130
Largest Consumers 3,810 3,380 3,500 3,750 3,630 3,690 3,810 4,130 4,190 4,500
Total 38,510 39,440 36,440 36,690 37,010 37,020 37,510 39,710 38,450 40,070
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3.4 Demographic Trends
To determine future demand for the City's retail water service area (RWSA), current and
projected demographic trends were developed using data provided by the PSRC. The PSRC
publishes population, household, and employee growth forecasts for jurisdictions within its
regional boundary. The PSRC database contains historical and future yearly estimates of key
demographic and employment values for the Puget Sound region by forecast analysis
zone (FAZ).
The City’s RWSA and pressure zone boundaries do not coincide with the PSRC’s FAZ boundaries.
As a result, the City allocated key demographic and employment variables (households,
population, and employees) to each pressure zone within its service area using GIS techniques.
Table 3.10 shows the PSRC’s population, household, and employment projections. Table 3.11
shows the PSRC’s population projections by pressure zone, and Table 3.12 shows the
employment projections by pressure zone.
Table 3.10 System-wide Population, Household, and Employment Projections
2010
(Historical)
2017
(2016 for
Employees)
2025 2030 2035 2040
Population 61,921 68,664 75,416 78,468 80,220 82,704
Households 25,732 29,151 33,092 34,386 35,302 36,568
Employees 53,786 62,116 75,349 79,520 87,238 97,002
Table 3.11 Population Projections by Pressure Zone
2010
(Historical) 2017 2025 2030 2035 2040
EARL370 837 873 909 947 975 1,002
ETH300 411 503 435 437 454 457
HLD435 11,923 12,566 14,374 15,172 15,490 16,096
HLD565 21,025 23,163 25,332 26,396 26,955 27,978
KD218 212 256 310 323 335 338
KD320 5,170 6,462 7,996 8,311 8,613 8,659
RH395 432 447 459 467 481 479
RH490 3,473 3,933 3,880 4,027 4,137 4,342
RH590 4,656 4,892 4,936 5,142 5,235 5,460
SH370 225 234 272 293 305 331
TH270 2 2 3 3 3 3
TH350 3,923 4,221 4,194 4,224 4,296 4,412
VLY196 6,409 7,716 8,864 9,073 9,239 9,365
WH300 1,214 1,274 1,306 1,376 1,409 1,407
WH495 1,023 1,099 1,114 1,170 1,175 1,203
WTH300 986 1,023 1,032 1,107 1,118 1,172
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Table 3.12 Employment Projections by Pressure Zone
2010
(Historical) 2016 2025 2030 2035 2040
EARL370 42 40 93 101 128 130
ETH300 0 0 0 0 0 0
HLD435 911 978 1,230 1,572 1,734 1,874
HLD565 3,969 4,810 5,624 5,870 6,196 8,113
KD218 0 0 0 0 0 0
KD320 12,670 14,985 21,474 24,022 29,104 32,142
RH395 0 0 0 0 0 0
RH490 95 172 221 227 239 249
RH590 357 429 452 472 519 580
SH370 0 0 0 0 0 0
TH270 8 9 24 28 34 40
TH350 4,064 4,580 4,785 4,982 5,351 5,650
VLY196 31,412 35,829 41,136 41,920 43,585 47,750
WH300 242 269 272 273 283 412
WH495 15 17 38 53 65 62
WTH300 0 0 0 0 0 0
Using PSRC’s household and employment projections for each pressure zone, annual growth
rates were calculated to forecast future City water connections for each customer category.
Household growth rates were used to project Single-Family Residential and Multi-Family
Residential connections. Employment growth rates were also used to forecast connections for all
Non-Residential customer categories (Commercial, Industrial, Government, and Irrigation).
Table 3.13 and Table 3.14 show annual growth rates for each pressure zone. Note, the City
assumed that negative growth will not occur, so growth rates were set to the minimum value
between the calculated value and zero.
PSRC predicts the greatest residential growth rates in the Renton Highlands zones, as shown in
Table 3.13, while the Valley 196 PZ and Kennydale 320 PZ will experience the highest
commercial growth in terms of the number of employees added, as illustrated in Table 3.14.
The PSRC also predicts the number of households within the City’s RWSA to grow by
one percent annually between 2017 and 2040. This projection is higher than the 0.7 percent
annual growth rate for Single-Family Residential connections experienced in the City between
2008 and 2017 (Figure 3.6).
Furthermore, the PSRC predicts that employment within the City’s RWSA will experience an
annual growth rate of 1.9 percent from 2017 to 2040. This projection more than doubles the
annual growth rates of Commercial and Industrial that the City experienced between 2008
and 2017.
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Table 3.13 Household Growth Rates by Pressure Zone
Pressure Zone 2010 -
2017
2017 -
2025
2025 -
2030
2030 -
2035
2035 -
2040
2017 -
2040
EARL370 1.1% 0.4% 0.4% 0.6% 0.6% 0.5%
ETH300 3.3% 0.0% 0.0% 0.7% 0.0% 0.0%
HLD435 0.6% 2.8% 1.2% 0.6% 0.9% 1.6%
HLD565 1.5% 1.7% 1.0% 0.5% 1.0% 1.1%
KD218 3.3% 2.8% 0.7% 0.5% 0.1% 1.3%
KD320 3.7% 2.8% 0.5% 0.7% 0.1% 1.2%
RH395 0.7% 1.1% 0.1% 0.5% 0.1% 0.5%
RH490 2.9% 0.0% 0.6% 0.5% 0.8% 0.2%
RH590 1.3% 0.3% 0.8% 0.4% 0.9% 0.6%
SH370 0.6% 1.8% 1.0% 0.6% 1.5% 1.3%
TH270 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
TH350 1.4% 0.1% 0.1% 0.4% 0.4% 0.2%
VLY196 2.9% 1.8% 0.3% 0.5% 0.2% 0.9%
WH300 1.1% 0.5% 0.8% 0.4% 1.0% 0.6%
WH495 1.4% 0.6% 1.0% 0.3% 0.9% 0.7%
WTH300 1.1% 0.4% 1.5% 0.4% 1.3% 0.8%
System-wide 1.8% 1.6% 0.8% 0.5% 0.7% 1.0%
Table 3.14 Employment Growth Rates by Pressure Zone
Pressure Zone 2010 -
2016
2016 -
2025
2025 -
2030
2030 -
2035
2035 -
2040
2017 -
2040
EARL370 0.0% 9.9% 1.7% 4.9% 0.3% 5.1%
ETH300 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
HLD435 1.2% 2.6% 5.0% 2.0% 1.6% 2.7%
HLD565 3.3% 1.8% 0.9% 1.1% 5.5% 2.2%
KD218 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
KD320 2.8% 4.1% 2.3% 3.9% 2.0% 3.2%
RH395 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
RH490 10.3% 2.9% 0.5% 1.0% 0.8% 1.6%
RH590 3.1% 0.6% 0.9% 1.9% 2.2% 1.3%
SH370 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
TH270 2.7% 11.7% 3.1% 4.0% 3.3% 6.5%
TH350 2.0% 0.5% 0.8% 1.4% 1.1% 0.9%
VLY196 2.2% 1.5% 0.4% 0.8% 1.8% 1.2%
WH300 1.8% 0.1% 0.1% 0.7% 7.8% 1.8%
WH495 1.5% 9.5% 6.9% 4.2% 0.0% 5.6%
WTH300 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%
System-wide 2.4% 2.2% 1.1% 1.9% 2.1% 1.9%
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-41
Water connections were projected by raising the City’s existing number of water connections in
each pressure zone by the growth rates in Table 3.13 and Table 3.14. Table 3.15 shows the
number of connection projections for the planning years, which will be then used to estimate the
City’s future water demand.
Table 3.15 Projected Number of Water Connections
Customer Type 2017 2029 2039
Single-Family Residential 13,806 16,335 17,460
Multi-Family Residential
(Dwelling Units) 14,499 17,545 18,589
Commercial 1,057 1,283 1,528
Industrial 63 77 90
Government 81 98 120
Irrigation 605 745 901
Largest Consumers 7 7 7
System-wide 30,796 36,090 38,694
3.5 Water Demand Projections
Projecting future water demand is a key part of the water system planning process. Demand
projections are used to identify the system improvements required for supply, pumping, storage,
and piping infrastructure.
This section summarizes the ADD and MDD projections Carollo developed for the City's water
system using historical water demand trends and the future demographic growth assumptions
developed in Section 3.4. Demand projections are presented for three demand scenarios (Low,
Medium, High) that represent a range in potential future demands.
Low, Medium, and High water demand projection scenarios were developed by adjusting various
demand projection parameters:
• The Low scenario assumes aggressive WUE, which represents the lowest future
demands the City expects to experience.
• The Medium scenario is a planning case predicted to most closely match the City’s
future demands.
• The High scenario assumes no intentional WUE, which represents the highest demands
the City could experience.
Both Medium and High scenarios were used in the Chapter 6 supply analysis, which will help the
City to decide when to acquire new water rights and develop new supply sources. The Medium
scenario was used for the Chapter 7 system analysis, which identifies deficiencies in future
pumping, storage, and the distribution system analyses, as well as size potential improvements
to achieve the City’s established capacity criteria.
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3.5.1 Demand Projection Methodology
For this analysis, water demand projections were developed in the following steps:
1. Increase historical water connection numbers for each pressure zone and customer
type (as shown in Tables 3.4 and 3.5) by the zone-specific residential and non-residential
growth rates from the demographic analysis (as shown in Tables 3.13 and 3.14).
Table 3.15 shows the resulting connection projections.
2. Convert connection projections into ERU projections using the historical ERUs per
connection (as shown in Table 3.8).
3. Convert ERU projections to ADD projections using demand projection parameters
derived from historical data of the City's starting ERU value, DSL/Non-Revenue Water,
Other Authorized Use, climate change impact, and Largest Consumer demand. City
staff established unique demand projection parameters for Low, Medium, and High
demand scenarios.
4. Apply the MDD to ADD peaking factor to convert ADD to MDD. Again, each demand
scenario has a unique peaking factor selected by City staff.
Figure 3.17 also summarizes these steps.
3.5.2 Demand Projection Parameters
To project the City's future ADD and MDD, several parameters were used:
• ERU value.
• ERU value annual reduction.
• DSL/Non-Revenue Water.
• Other authorized use.
• Climate change scenario.
• Largest Consumer demand.
• MDD to ADD peaking factor.
For each of the above parameters, the City used historical data to establish Low, Medium, and
High values, which were used to develop each of the demand projection scenarios. This
information is summarized in Table 3.16 and discussed in further detail in the following
subsections.
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Figure 3.17 Demand Projection Methodology
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Table 3.16 Demand Projection Parameters
Demand
Projection
Scenario
Low Medium High
Value Notes Value Notes Value Notes
ERU Value
(gpd/ERU) 153 Historical
Minimum 160 WUE Goal 173 Historical
Max
DSL/Non-Revenue
Water (Percent of
Production)
10% WUE Goal 12.5% Historical
Average 12.5% Historical
Average
Other Authorized
Use (Percent of
Production)
1.3% Historical
Average 1.8% Historical
Maximum 2.0%
Climate Change
Scenario None Warm Warmest
MDD/ADD
Peaking Factor 1.7 Historical
Minimum 1.8 Historical
Average 2.0 WUE Goal
3.5.2.1 ERU Value
The City selected a unique ERU value for each demand projection scenario. As mentioned
before, the ERU value represents the consumption of a typical Single-Family household in gpd
and is used to convert the number of ERU projected to ADD projections.
For the Low scenario, the City selected an ERU value of 153 gpd/ERU, which is the lowest value
experienced between 2008 and 2017. An ERU value of 160 gpd/ERU was selected for the Medium
scenario, which corresponds to the City’s WUE goal, while the High scenario used an ERU value
of 173 gpd/ERU, corresponding to the highest ERU value the City experienced between 2008
and 2017.
3.5.2.2 Distribution System Leakage
The City’s goal is to reduce its DSL and Non-Revenue Water to 10 percent or less, which is
reflected in the Low scenario. The Medium and High scenarios conservatively assume the City
will not able to meet its goal and DSL and Non-Revenue Water will remain at 12.5 percent, the
average value between 2008 and 2017.
3.5.2.3 Other Authorized Use (Hydrants and Fire)
Other Authorized Use is a small percentage of the City’s water production. The historical average
value of 1.3 percent was selected for the Low scenario. As the City improves its tracking of
authorized use to lower DSL, it expects that Other Authorized Use may increase. Therefore, the
historical maximum of 1.8 percent was selected for the Medium scenario, while the High
scenario used 2 percent.
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3.5.2.4 Impact of Climate Change on Demand Projections
According to climate change models, the Pacific Northwest will, in general, experience warmer,
wetter winters and hotter, drier summers. To estimate climate change's impact on the City’s
water demands, Carollo examined results from the Water Supply Forum’s 2009 Regional Water
Supply Outlook, which forecasted demands for the Puget Sound Region under three general
circulation models (climate change models) developed by the University of Washington. For the
purpose of this Plan, these models were nicknamed Warm, Warmer, and Warmest:
• The Warm model predicted a small increase in temperature and a small decrease in
annual precipitation.
• Compared to the Warm model, the Warmer model predicted a medium increase in
temperature and a small increase in annual precipitation.
• The Warmest model predicted the highest increase in temperature and also the highest
increase in precipitation.
Using each model’s climate predictions, water demands for the Puget Sound Region were
projected and compared to a baseline demand projection scenario that assumed no change in
temperature or precipitation. Table 3.17 shows the difference in demand for each climate change
scenario compared to the baseline.
The Warm and Warmest models were applied to the Medium and High demand projection
scenarios, respectively. According to the Warm model, an approximately 2 percent increase in
demands is predicted by 2040. The Warmest model, on the other hand, predicts a roughly
5 percent increase in demands by 2040. The Low scenario assumes no impact from climate
change.
Table 3.17 Predicted Increase in Demand from Baseline due to Climate Change
Climate Change
Scenario 2005 2010 2020 2030 2040
Baseline 0.0% 0.0% 0.0% 0.0% 0.0%
Warm 0.0% 0.2% 0.8% 1.4% 2.1%
Warmer 0.0% 0.1% 0.5% 1.4% 3.1%
Warmest 0.0% 0.4% 1.4% 2.9% 4.9%
3.5.2.5 MDD to ADD Peaking Factor
The City’s WUE goal is to maintain a peaking factor of less than 2.0, which is higher than
historical trends show. This peaking factor was applied to the High scenario. The City anticipates
that increased WUE and conservation measures may reduce annual water consumption, thereby
increasing the peaking factor.
The historical average peaking factor of 1.8 was used for the Medium scenario, and the historical
minimum peaking factor of 1.7 was used for the Low scenario.
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3.5.2.6 Largest Consumer Demand
Using analyses of the City’s historical consumption, Carollo developed individual demand
projections for the City’s six Largest Consumers, as shown in Table 3.18. Each of the Largest
Consumers was assigned a starting demand (the demand for 2017 in the projections) and an
annual growth rate dependent on the demand scenario (Low, Medium, High). Details for each of
the Largest Consumers are provided below.
Over the last decade, the annual consumption of Boeing, Valley Medical Center, G&K Services,
and Service Linen Supply remained fairly constant. Therefore, no growth is projected for these
customers. For all demand scenarios, the starting demand for Boeing, G&K Services, and Service
Linen Supply was set to their annual average demand from 2008 to 2017.
For Valley Medical Center, the Low scenario’s starting demand was set to the historical average,
while the Medium and High scenarios’ starting demands were set to their maximum demand
from 2008 to 2017.
Conversely, water consumption at King County’s South Plant fluctuated over the last decade,
with consumption increasing consistently from 2015 to 2017. According to plant staff, more
water was used during that time because the water reuse facility was offline for repairs and
upgrades. Now that the reuse facility’s upgrade is complete, the plant’s water use is predicted to
drop closer to figures in 2015. As such, no growth is projected for King County’s South Plant.
Nonetheless, to reflect King County’s South Plant’s varying water consumption, the Low
scenario was assigned a starting demand close to 2015 levels, the Medium scenario was assigned
a starting demand equal to the average annual demand from 2008 to 2017, and the High
scenario was assigned a starting demand equal to the maximum demand experienced from 2008
to 2017.
Since 2012, water sales to Skyway have increased steadily at a rate of eight percent annually.
However, Skyway's most recent Comprehensive Water System Plan (2013) estimated an annual
increase of 1.2 percent for the number of ERUs served by the City. Therefore, this range of
growth is reflected in the annual growth rates set for each demand projection scenario.
The Low scenario has a starting demand equal to Skyway’s historical average from 2008 to 2017
and a growth rate of 1.2 percent. The Medium and High scenarios have starting demands set
to 202,000 gpd, representing Skyway’s maximum water purchase in 2017. The High scenario has
an annual growth rate of 8 percent, while the Medium scenario has an annual growth rate of
5 percent, which is a midpoint between Skyway’s historical growth rates and growth rates
predicted for the future.
The City and Skyway will likely negotiate a new contract in the near future, which will include a
cap on water sales (the existing agreement with Skyway can be found in Appendix D). The
volume of this cap, however, is not known at the time of this Plan. For planning purposes, a cap
of 300,000 gpd was set for all three demand projection scenarios.
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Table 3.18 Largest Consumers Projections
Demand
Projection
Scenario
Low Medium High
Starting
Demand
(gpd)
Annual
Growth
Rate
Cap (gpd)
Starting
Demand
(gpd)
Annual
Growth
Rate
Cap (gpd)
Starting
Demand
(gpd)
Annual
Growth
Rate
Cap (gpd)
King County
South Plant 170,000 0.0% None 185,000 0.0% None 218,000 0.0% None
Skyway
Wholesale 157,000 1.2% 300,000 202,000 5.0% 300,000 202,000 8.0% 300,000
Boeing 92,000 0.0% None 92,000 0.0% None 92,000 0.0% None
Valley Medical
Center 71,000 0.0% None 100,000 0.0% None 100,000 0.0% None
G&K Services 55,000 0.0% None 55,000 0.0% None 55,000 0.0% None
Service Linen
Supply 60,000 0.0% None 60,000 0.0% None 60,000 0.0% None
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3.5.3 ERU Projections
When converting projected number of accounts to ADD, the first step is to convert these number
of accounts into a number of ERUs. To calculate the projected number of ERUs for the RWSA,
the projected number of accounts shown in Table 3.15 were multiplied by the number of ERU per
account shown in Table 3.8. Table 3.19 shows the ERU projections for each demand projection
scenario.
These ERU projections include ERUs that correspond to non-revenue water (DSL and
Other Authorized Use), which were calculated by dividing the ADD projections of DSL and Other
Authorized Use by the ERU values in gpd/ERU shown in Table 3.16. Section 3.5.4 below describes
how ADD projections for DSL and Other Authorized Use were calculated.
The number of ERUs served by the City is projected to increase from approximately 48,000
in 2019 to nearly 61,000 by 2039, an increase of 27 percent.
Table 3.19 ERU Projections - Planning Demand Projection Scenario
Demand
Projection
Scenario
Low Medium High
Customer
Category 2019 2029 2039 2019 2029 2039 2019 2029 2039
Single-Family
Residential 14,125 16,171 17,286 14,125 16,171 17,286 14,125 16,171 17,286
Multi-Family
Residential 9,921 11,229 11,897 9,921 11,229 11,897 9,921 11,229 11,897
Commercial 6,150 7,167 8,533 6,150 7,167 8,533 6,150 7,167 8,533
Industrial 1,060 1,227 1,430 1,060 1,227 1,430 1,060 1,227 1,430
Government 522 610 742 522 610 742 522 610 742
Irrigation 5,035 5,964 7,219 5,035 5,964 7,219 5,035 5,964 7,219
Largest
Consumers(1) 3,979 4,112 4,262 4,467 4,950 4,950 4,397 4,769 4,769
DSL & Other
Authorized Use 5,184 5,906 6,528 6,900 7,954 8,800 7,013 8,093 9,027
Total 45,970 52,390 57,900 48,180 55,270 60,860 48,220 55,230 60,900
Note:
(1) ERU values were not used to develop the projections for the large consumers. The ERU values for the Largest Consumers
shown in this table were calculated by dividing the projected ADD by the ADD ERU value. Since the ADD ERU value is
higher for the High Scenario than the Medium Scenario, the ERU values for the Largest Consumers in this table are shown
as lower for the High Scenario than the Medium Scenario.
3.5.4 Average and Maximum Day Projections
To calculate the ADD projections for each customer category, the ERU projections were
multiplied by the ERU values in gpd/ERU unique to each demand projection scenario and
customer category, as shown in Table 3.16. To establish total ADD projections, non-revenue
water consumption, including Other Authorized Use and DSL, was added using Low, Medium,
and High assumptions. Finally, for each demand projection scenario, MDD projections were
established by multiplying ADD projections by the appropriate MDD to ADD peaking factor.
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Table 3.20 shows ADD projections for Low, Medium, and High demand scenarios for each
customer category, while Table 3.22 shows the same projections by pressure zone. Figure 3.18
shows a chart of the system-wide demand projections.
The City's ADD is projected to be between 7.0 and 8.4 mgd in 2019, for the Low and High
scenarios respectively. By 2039, ADD is estimated to be between 8.9 mgd and 10.8 mgd, for the
Low and High scenarios respectively. The Medium scenario predicts 9.8 mgd.
In 2039, MDD is estimated to be between 15.1 mgd and 21.5 mgd, for the Low and High
scenarios respectively, as shown in Table 3.21. The Medium scenario predicts 17.7 mgd.
Additionally, the Medium scenario predicts a 1.2 percent annual increase in water system
demands, which equates to a 27 percent increase over the 20-year planning period. These
demands are the basis for the water resource evaluation of Chapter 6 and the water system
evaluation of Chapter 7. Table 3.23 shows these MDD projections by pressure zone. Appendix H
shows detailed demand projections by year.
Table 3.20 ADD Projections by Customer Category (mgd)
Demand
Projection
Scenario
Low Projected ADD
(mgd)
Medium Projected ADD
(mgd)
High Projected ADD
(mgd)
Customer
Category 2019 2029 2039 2019 2029 2039 2019 2029 2039
Single-Family
Residential 2.2 2.5 2.6 2.3 2.6 2.8 2.5 2.8 3.1
Multi-Family
Residential 1.5 1.7 1.8 1.6 1.8 1.9 1.7 2.0 2.1
Commercial 0.9 1.1 1.3 1.0 1.2 1.4 1.1 1.3 1.5
Industrial 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Government 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Irrigation 0.8 0.9 1.1 0.8 1.0 1.2 0.9 1.1 1.3
Largest
Consumers 0.6 0.6 0.7 0.7 0.8 0.8 0.8 0.8 0.8
DSL & Other
Authorized Use 0.8 0.9 1.0 1.1 1.3 1.4 1.2 1.4 1.6
Total 7.0 8.0 8.9 7.7 8.9 9.8 8.4 9.7 10.8
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Table 3.21 MDD Projections by Customer Category (mgd)
Demand Projection
Scenario
Low Projected MDD
(mgd)
Medium Projected MDD
(mgd)
High Projected MDD
(mgd)
Customer Category 2019 2029 2039 2019 2029 2039 2019 2029 2039
Single-Family
Residential 3.7 4.2 4.5 4.1 4.7 5.1 4.9 5.7 6.2
Multi-Family
Residential 2.6 2.9 3.1 2.9 3.3 3.5 3.5 3.9 4.2
Commercial 1.6 1.9 2.2 1.8 2.1 2.5 2.1 2.5 3.0
Industrial 0.3 0.3 0.4 0.3 0.4 0.4 0.4 0.4 0.5
Government 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Irrigation 1.3 1.6 1.9 1.5 1.7 2.1 1.8 2.1 2.6
Largest Consumers 1.0 1.1 1.1 1.3 1.4 1.4 1.5 1.7 1.7
DSL & Other
Authorized Use 1.4 1.5 1.7 2.0 2.3 2.5 2.4 2.8 3.1
Total 12.0 13.6 15.1 13.9 16.0 17.7 16.8 19.3 21.5
Table 3.22 ADD Projections by Pressure Zone (mgd)
Pressure
Zone
Low Projected ADD
(mgd)
Medium Projected ADD
(mgd)
High Projected ADD
(mgd)
2019 2029 2039 2019 2029 2039 2019 2029 2039
EARL370 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
ETH300 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
HLD435 0.9 1.1 1.3 1.0 1.2 1.4 1.1 1.4 1.5
HLD565 1.8 2.0 2.3 1.9 2.2 2.5 2.1 2.4 2.8
KD218 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
KD320 0.6 0.8 0.9 0.7 0.9 1.0 0.8 1.0 1.1
RH395 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
RH490 0.3 0.3 0.3 0.3 0.3 0.4 0.3 0.4 0.4
RH590 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.5
SH370 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
TH270 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
TH350 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.6
VLY196 2.2 2.4 2.6 2.3 2.6 2.8 2.5 2.8 3.1
WH300 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
WH495 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5
WTH300 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Total 7.0 8.0 8.9 7.7 8.9 9.8 8.3 9.7 10.8
CHAPTER 03 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-51
Table 3.23 MDD Projections by Pressure Zone (mgd)
Pressure
Zone
Low Projected MDD
(mgd)
Medium Projected MDD
(mgd)
High Projected MDD
(mgd)
2019 2029 2039 2019 2029 2039 2019 2029 2039
EARL370 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2
ETH300 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
HLD435 1.5 1.9 2.1 1.7 2.2 2.5 2.1 2.7 3.0
HLD565 3.0 3.4 3.9 3.4 3.9 4.5 4.1 4.8 5.5
KD218 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
KD320 1.1 1.4 1.6 1.3 1.6 1.8 1.5 1.9 2.3
RH395 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
RH490 0.5 0.5 0.5 0.6 0.6 0.6 0.7 0.7 0.8
RH590 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.8 0.9
SH370 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1
TH270 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.1 0.1
TH350 0.7 0.7 0.8 0.9 0.9 0.9 1.0 1.1 1.1
VLY196 3.7 4.0 4.3 4.2 4.6 5.0 5.1 5.6 6.1
WH300 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2
WH495 0.4 0.5 0.5 0.6 0.8 0.8 0.7 0.9 0.9
WTH300 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Total 12.0 13.6 15.1 13.9 16.0 17.7 16.7 19.3 21.5
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 03
3-52 | MAY 2021 | FINAL
Figure 3.18 Projected Water Demands
CHAPTER 3 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 3-53
3.5.5 Summary
The City’s WUE program will affect future demands. To plan its water system, the City selected
three measurable WUE goals, which were incorporated into the demand projections:
1. Limit the peaking factor to less than 2.0.
2. Reduce DSL to 10 percent or less by 2022.
3. Maintain an ERU value under 160 gpd/ERU.
These factors were used to develop the demand projections shown in Figure 3.17. As shown,
the City's ADD is projected to be between 7.0 and 8.4 mgd in 2019, and between 8.9 mgd
and 10.8 mgd by 2039. The Medium demand scenario predicts 9.8 mgd.
By 2039, the City’s estimated MDD will be between 15.1 mgd and 21.5 mgd. The Medium
demand scenario predicts 17.7 mgd. The Medium scenario also predicts a 1.2 percent increase in
water system demands annually, which translates to a total increase in demand of 27 percent
over the 20-year planning period.
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-1
Chapter 4
WATER USE EFFICIENCY AND CONSERVATION
PLAN
In 2003, the Municipal Water Law (MWL), to address the increasing demand on Washington’s
water resources. As part of this law, the state implemented the Water Use Efficiency (WUE)
Rule, which requires all municipal water suppliers to use water more efficiently in exchange for
guaranteed, flexible water rights to help meet future demands.
The City of Renton (City) started a WUE program in 2007 to emphasize the importance of
measuring water use and evaluating the rule's effectiveness. The intent was to minimize water
withdrawals and use by implementing water-saving activities and adopting applicable policies,
resolutions, ordinances, or bylaws.
This chapter presents the City’s current and proposed actions to comply with conservation
planning requirements and to promote using water efficiently. The chapter focuses specifically
on the following four fundamental elements of the WUE program:
1. Planning requirements.
2. Distribution leakage standard.
3. Metering requirements.
4. Conservation planning and goal setting.
This discussion follows the Washington State Department of Health (DOH) guidelines
established in the WUE Guidebook, Third Edition (revised January 2017), which replaces the
former Conservation Planning Requirements (March 1994).
4.1 Planning Requirements
A municipal water system plan must include the following WUE elements:
• Data collection.
• Demand forecast.
Both are described in greater detail below.
4.1.1 Data Collection
The WUE Rule requires that all municipal water suppliers regularly collect production and
consumption data.
The City uses its source, intertie, purchase, and service water meters to collect system
production and consumption data, which is summarized as monthly and annual totals. This
planning document uses unique data, divided into the categories shown Table 4.1, to forecast
future demand, describe water supply characteristics, help with decisions on water
management, calculate distribution system leakage (DSL), and evaluate the WUE program. This
information was ultimately compiled into the annual WUE report and submitted to the state.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
4-2 | MAY 2021 | FINAL
Table 4.1 Categories of Data Collection
Water Volume Entering Distribution System
Water Produced (from City sources)
Water Purchased (from SPU)
Authorized Water Consumption - Metered
Single-family Residential
Multi-family Residential (including Duplexes)
Industrial/Commercial/Government
Irrigation
Hydrants and Fire
Wholesale
Interties
Regional Firefighting Training Center
City Maintenance Use
Tank/Reservoir Draining and Cleaning
Authorized Water Consumption - Non-metered
Firefighting
King County South Plant
Note:
Abbreviation: SPU – Seattle Public Utilities.
4.1.2 Demand Forecast
Demand forecasting estimates how much water will be needed in the future. To do this,
forecasted demands were developed using demographic projections from the Puget Sound
Regional Council (PSRC), all of which are detailed in Chapter 3 – Demand Projections.
4.2 Distribution System Leakage
The WUE Rule requires the 3-year rolling average for DSL to be 10 percent or less. Table 4.2
shows annual DSL between 1988 and 2017. As the graph of the rolling 3-year average (Figure 4.1)
shows, the DSL has generally been on a downward trend. However, the DSL has risen again in
recent years, even though the City lowered its DSL below 10 percent in 2012 and 2013.
To comply with the DSL standard, the City developed a Water Loss Control Action Plan (WLCAP)
in 2008.The WLCAP was updated in 2018 and summarizes the City’s current and proposed water
loss control efforts. The updated plan can be found in Appendix G.
The leakage percentages in Table 4.2 may slightly differ from the ones reported to DOH. The
City historically reported raw meter data to DOH. With the upgrade to AMI data, the City has
been resolving data issues and the updated data is shown Table 4.2. In the future, the City will
report water use data to DOH using the updated method.
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-3
Table 4.2 Distribution System Leakage
Year Volume (cf) Percent (%) Rolling 3-Year Average
1988 156,434,000 33.9%
1989 78,414,000 20.8%
1990 73,674,000 19.7% 24.8%
1991 72,448,000 19.7% 20.1%
1992 74,680,000 20.4% 20.0%
1993 52,878,000 16.8% 19.0%
1994 48,138,000 14.5% 17.2%
1995 45,496,000 13.7% 15.0%
1996 57,026,000 16.4% 14.9%
1997 60,243,000 17.1% 15.7%
1998 63,538,000 17.2% 16.9%
1999 62,292,000 16.6% 16.9%
2000 51,907,000 13.8% 15.9%
2001 48,188,000 13.5% 14.6%
2002 47,290,000 13.1% 13.5%
2003 45,520,000 12.1% 12.9%
2004 59,899,000 15.8% 13.7%
2005 51,673,000 14.5% 14.1%
2006 67,070,000 17.2% 15.8%
2007 71,974,000 18.2% 16.6%
2008 61,832,000 17.0% 17.4%
2009 62,870,000 16.8% 17.3%
2010 48,854,000 14.6% 16.1%
2011 43,433,000 13.0% 14.8%
2012 27,687,000 8.6% 12.1%
2013 30,793,000 9.5% 10.4%
2014 39,095,000 11.7% 9.9%
2015 41,588,000 11.7% 10.9%
2016 40,107,000 11.4% 11.6%
2017 38,119,000 10.7% 11.3%
Note:
Abbreviation: cf - cubic feet.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
4-4 | MAY 2021 | FINAL
Figure 4.1 DSL 3-Year Rolling Average
4.3 Metering
As required by the MWL, all of the City’s sources of supply are metered via production meters.
This includes all of the City-owned production wells, Springbrook Springs, interties with adjacent
districts, and water purchased from SPU. The production meters are calibrated periodically.
The City also provides service metering for all customers. The consumption meters are
categorized either as large (3 inches or greater) or small (smaller than 3 inches). All large service
meters are tested annually and repaired as needed. In 2012, the City implemented an Advanced
Metering Infrastructure (AMI) system, which provides more time for water maintenance staff to
perform repairs on small meters as well. With these measures in place, the City is in full
compliance with the WUE metering requirements.
4.4 Conservation Planning
To develop a successful WUE and conservation plan, the City must understand how, where, and
when water is used. This knowledge reveals where savings and efficiencies can be made.
The City had a total of 17,831 connections in 2017, most of which were residential connections.
Commercial and Industrial sectors make up only about 6 percent of connections, yet account for
25 percent of overall consumption. This indicates that these sectors have opportunities for
additional efficiency and conservation savings.
Table 4.3 2017 Connections by Customer Category Single Family Residential Multi-Family Residential Commercial Industrial Government Irrigation Large Consumers Other Authorized Use Total # of Connections 13,806 1,534 1,057 63 81 605 7 678 17,831
Percent of Total 77.4% 8.6% 5.9% 0.4% 0.5% 3.4% 0.0% 3.8% 100.0%
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-5
Figure 4.3 presents monthly water production in 2017. Summer irrigation season generally
begins in May and extends through September. In 2017, the peak irrigation months of July and
August experienced a 55 percent increase in average daily water consumption over annual
average day demand (ADD). Although this result is typical, it shows that irrigation and general
outdoor summer use could also have additional efficiency and conservation savings.
Figure 4.2 2017 Water Use by Customer Category
Figure 4.3 2017 Monthly Water Production
Note:
Abbreviation: MG = Million Gallons.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
4-6 | MAY 2021 | FINAL
4.4.1 Historic Conservation Program
The City’s water conservation program was implemented in compliance with the Water Use
Efficiency Act of 1989, which requires all public water systems to have a conservation program.
After initiating its leak detection and repair program in 1989, the City observed a noticeable drop
in volume of DSL. Since then, the conservation program has expanded to include school
outreach, a speakers’ bureau, fairs, and promotion of regional programs.
In addition, a 12-month water consumption history was added to water bills in 1992 to help
customers understand their usage. In 1994, the City also began implementing tiered
water-pricing rates to encourage consumer conservation.
Table 4.4 summarizes past and current conservation efforts. Current measures are indicated
with a “C” and have been in effect for the last 6 years. Measures that will continue through the
next 10 years are indicated with a “P.”
4.4.1.1 Consumption History
Figure 4.4 shows average water use per connection for the Single-Family Residential customer
class between 1988 and 2017. During this period, Single-Family consumption per connection
decreased steadily by approximately 30 percent. However, over the most recent decade (2008
to 2017), the decrease was less dramatic, with average Single-Family usage decreasing by 7 gallons
per day (gpd), a 4 percent decrease.
Figure 4.5 shows that total annual consumption has increased very little since 1988. However,
annual consumption per connection, shown in Figure 4.6, has decreased by 32 percent.
Various events and influences affected this downturn. One significant decline in water use
occurred in 1993, which was largely attributable to the drought that occurred from 1992 to 1993
and to major regional education efforts to remediate the situation. This, coupled with the 1994
change in the City’s rate structure (with inverted-rate blocks), prevented water use from
returning to pre-drought levels.
In 2009, the City again instituted a more aggressive inverted-rate block structure for
Single-Family and Duplex customers and changed Multi-Family and Irrigation rates. Rate
increases in subsequent years have continued to encourage conservation and impact
consumption.
Although many factors contribute to the amount of water consumed, a consistent decline in
water use over time indicates that water conservation measures and education do have a
long-term impact.
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-7
Figure 4.4 Average Annual Consumption per Single-Family Connection
Figure 4.5 Total Consumption (1988 – 2017)
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
4-8 | MAY 2021 | FINAL
Figure 4.6 Annual Consumption per Connection (1988 – 2017)
Table 4.4 Renton Historical, Current, and Proposed Water Conservation Measures
Measure Description Savings Implementation
Production Metering (M) Annually calibrate meters
on all sources
Supply Side H C P
Consumption Metering (M) All service connections are
metered
Supply Side H C P
Pipe Leak Detection and
Repair (M)
Leak detection and pipe
replacement
Supply Side H C P
WLCAP (M) Systematic pipe and valve
leak check, repair and
replacement to decrease
DSL for WUE compliance
Supply Side H C P
Household Leak Detection
Kits
Available at City’s Utility
Office and at annual
Renton River Days
Demand Side H C P
Sprinkler Rain Gauge Small yard gauge for
measuring rain and
sprinkler
Demand Side H C
Sink Aerator Free aerator reduces flow
to 1.0-gpm
Demand Side H C P
Water Rates (M) Increasing block rate Demand Side H C P
School Outreach Classroom presentations,
currently through SWP
membership
Demand Side H C P
Utility Bill Inserts Inclusion of conservation
tips in utility bill mailing
Demand Side H C P
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-9
Measure Description Savings Implementation
Public Presentations Presentation at fairs and
workshops in Renton
Demand Side H C P
Water Bill Consumption
History
History included with all
customer utility bills,
waterusage.rentonwa.gov
Demand Side H C P
Advertising Public advertising through
membership in SWP
Demand Side H C P
Natural Yard Care
Workshops
Coordinate SWP
gardening classes with
other utility departments
Demand Side H C P
City Demonstration Garden Located at Renton City
Hall
Demand Side H C P
Toilet Rebates Rebates for single-family
and multi-family toilets
available through SWP
Demand Side C P
Non-residential Appliance
Rebates
Rebates for toilets,
urinals, dishwashers, and
other technologies
available through SWP
Demand Side C P
Sprinkler System Upgrade
Rebates
Irrigation timer and
custom rebates available
through SWP
Demand Side C P
Hose Gaskets Garden hose gaskets to
stop leaks
Demand Side H C P
Web Page Indoor, outdoor tips as
well as links and kids’ page
Demand Side H C P
Showerheads Free showerhead reduces
flow to 1.5-gpm
Demand Side C P
Note:
Abbreviations: H - historically implemented measure; C - currently implemented measure; P - implementation of measure will
continue into the future; M - mandatory WUE measure; gpm - gallons per minute.
4.4.2 Current Conservation Program
4.4.2.1 Municipal Water Law
The MWL governs water conservation planning. The minimum number and type of efficiency
measures a conservation program must evaluate or implement is based on the system’s total
number of connections. With more than 17,000 connections, the City must implement
five mandatory measures and must either implement or evaluate two additional measures.
These mandatory measures are detailed in Table 4.5.
The City must also evaluate or implement nine measures of its own choice. These selected
measures are conducted either by the City or by the Saving Water Partnership (SWP), on behalf
of the City.
The City’s current conservation program was developed through a public process to support the
City’s WUE goals. The original objectives and goals are being carried forward to this Plan with
the goal of encouraging residents to actively and instinctively conserve water.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
4-10 | MAY 2021 | FINAL
Table 4.5 WUE Mandatory Measures
Must implement the following WUE measures: Status
Install production (source) meters Implemented
Install consumption (service) meters Implemented
Perform meter calibration Implemented / ongoing
Implement a WLCAP to control leakage if
exceeds 10%
Implemented / ongoing
Educate customers about water efficiency at
least once per year
Implemented /ongoing
Must evaluate or implement these WUE measures:
Evaluate rates that encourage water demand
efficiency
Implemented
Evaluate reclamation Implemented
WUE Objectives
As part of the initial WUE compliance, the City reviewed its water system and water usage and
developed four objectives for its WUE plan:
1. Identify and reduce sources of DSL.
2. Ensure efficient water supply for continued growth in the service area.
3. Reduce peak day and peak season demands.
4. Maintain the historically low levels of customer water usage.
WUE Goals
The City has defined the following measurable goals:
1. Reduce DSL to 10 percent or less by 2022.
2. Limit the maximum daily demand (MDD) to ADD peaking factor to less than 2.0.
3. Maintain an equivalent residential unit (ERU) value under 160 gpd/ERU.
As part of the SWP, the City also supports the regional 2019-2028 WUE goal to keep the total
average annual retail water use of SWP members under 110 million gallons per day (mgd)
through 2028 despite forecasted population growth by reducing per capita water use.”
4.4.2.2 Mandatory Measures
Meters
To fulfill all mandatory measures related to meters, the City installed AMI for both production
and consumption meters. These meters are calibrated and/or tested periodically. Appendix G
presents the City’s updated WLCAP.
Reclamation
In response to the Washington State Department of Ecology's water resource policy initiative
and the DOH's 1994 Interim Conservation Guidelines, the City thoroughly evaluated the usage
potential of its reclaimed water. This study, titled “City of Renton Conceptual Reuse Plan” (COR
File Code WTR-09-0009), included a pilot project and long-range plan to develop a city-wide
distribution system that would use reclaimed water for various uses.
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-11
Then in 1995, King County, the City, and the City of Seattle Water Department published a study
titled “Water Reclamation and Reuse: A Feasibility Study for the King County Metropolitan
Area.” According to this study, the cost of reclaimed water service would be higher than the
marginal cost of developing new potable supplies at that time under most conditions. A
successful reuse project would have to serve a reasonably large demand (at least 1 mgd) and be
located adjacent to a source of secondary treated effluent.
The study also noted that the King County Renton Effluent Transfer System included a 96-inch
pipeline in the Duwamish Corridor with 12 taps in place for reclamation and reuse. Therefore,
site-specific reuse projects along the Duwamish Corridor were suggested as the most
cost-effective and promising options (detailed in a King County report titled “An Economic
Analysis of the North Seattle Reclaimed Water Project”).
In 2011, the King County Wastewater Treatment Division began another engineering,
environmental, and economic analysis of conceptual reclaimed water strategies. The City is now
working with King County to provide them appropriate information for this analysis. Appendix I
includes a completed King County Water Reclamation Evaluation Checklist for this use. The
checklist identifies potential reclaimed water users from the City’s largest consumers.
Education
The mandatory requirement for annual customer WUE education is met through the City’s
annual water quality report, also known as the consumer confidence report, or CCR. This report
includes annual WUE data and water conservation education advice. City customers receive a
postcard in the mail which provides a link to an electronic copy of the annual report
(https://rentonwa.gov/city_hall/public_works/utility_systems/water_quality_report). Customers
may also contact the Water Utility and request a hardcopy of the annual reports. Other customer
education measures are part of the selected measures described below.
Rate Structure
A balanced water-rate structure is an important way to encourage water conservation. The City
introduced a two-tiered inverted block rate pricing structure for single-family homes and
duplexes in 1994. Then in 2009, the City reevaluated and instituted changes to its rate structure
by defining rates for more customer classes, offering a more aggressive inverted-rate block
structure for Single-Family and Duplex customers, and adjusting Multi-Family and Irrigation
rates. Rate increases in subsequent years have continued to encourage conservation. Table 4.6
shows the City’s 2018 rate structure.
Table 4.6 2018 Customer Class Rates
Rate Structure
(Cost per 100 cf)
Single-family / Duplex 3-tier block rate
($2.54, $3.41 and $4.30)
Multi-family $3.29
Non-residential $3.48
Irrigation $5.58
Irrigation (city accounts) $3.92
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
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4.4.3 Proposed Conservation Program
Based on the number of the City’s connections, the WUE Rule requires the City to evaluate or
implement at least nine measures of its choice that support the proposed goals, in addition to
the mandatory measures described above. The nine selected measures are described below.
The City’s conservation strategy has been to focus on the residential consumer, both indoor and
outdoor, a strategy that has proved successful by continued savings. Most recently, emphasis
has been on reducing summer peak usage, which is now a WUE goal. To lower peak
consumption, the City has instituted a third tier and has increased irrigation rates.
4.4.3.1 Selected Measures
1 - Water Bill Consumption History
Current customer bills provide historical data to help educate customers of their usage patterns
throughout the year, particularly to see the impact of outdoor watering. With this information,
they are encouraged to make informed conservation choices and to save money.
2 - School Outreach
As part of the SWP, the City provides interactive educational experiences to Renton Elementary
School students presented by Nature Vision. Presentations cover subjects such as Water Cycle
Terrariums, Water Use Exploration, and more.
The City also partners with other purveyors through the SWP to produce educational materials
that explain the groundwater process and promote conservation.
3 - Utility Bill Inserts
This avenue of communication is effective in delivering a focused message to customers. Once
or twice per year, conservation information specifically geared toward residential customers is
included with the utility bill.
4 - Natural Yard Care Workshops
The City’s Water Utility department partners up with its solid waste and surface water
departments to educate customers about water-efficient gardening and ways to reduce toxic
chemicals in the yard and garden by hosting SWP gardening classes.
5 - Advertising and Public Outreach
The City is a member of the regional SWP, the national Alliance for Water Efficiency, and the
US Environmental Protection Agency’s WaterSense partnership. As a member, the City supports
these organizations' missions to promote water efficiency and conservation through local,
regional, and national advertising.
6 - City Demonstration Garden
At the 200 Mill Avenue South building, the City maintains a demonstration garden that features
low water and low maintenance plants. The garden presents an educational viewing of
well-established plants that thrive in limited water and sloped conditions.
7 - Indoor Water Conservation Giveaways
The City provides customers with free high efficiency showerheads and aerators as well as toilet
leak kits. Distribution of these items also allows staff to discuss water conservation principles
with residents and answer any related questions.
CHAPTER 04| WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 4-13
8 - Hose Gaskets
Replacement rubber hose gaskets are offered at community events such as Renton River Days,
helping to reduce a source of common outdoor water waste. Although the annual savings cannot
be qualified, the hose gaskets do contribute to summer peak reduction.
9 - Water Conservation Education Web Page
The City’s water conservation web page provides information for indoor and outdoor savings and
links to rebates and other resources. It also presents information for all age groups, including a
“kids” page accessible to children and teachers. The City’s participation in the SWP offers access
to a broad set of online conservation resources that are linked on the City’s web page.
4.4.3.2 Regional Conservation Participation
To help achieve its stated WUE objective to “ensure efficient water supply for continued growth
within its service area,” the City implemented long-range water supply planning. As part of this
effort, the City evaluated alternate sources of water to meet the growing demand from the
projected population growth and from development within the City's water service area.
In 2010, the Water Utility evaluated alternatives for the City to obtain additional water supply
from SPU and Cascade Water Alliance (CWA) and to improve water quality in Well PW-5A. The
most cost-beneficial and reliable alternative was determined to be purchasing water from SPU;
thus, a contract was negotiated between the City and SPU in 2011 (CAG-11-093).
With this contract, the City became a part of the SWP, a consortium of water utilities with
contracts with SPU. The SWP has created a collection of water conservation measures and
technical assistance to City customers that took the City’s conservation program from one
geared primarily toward residential customers to one that now includes owners/managers of
apartments and condos as well as industrial and commercial customers.
Table 4.7 presents the current SWP measures, rebates, and resources to be expected in 2019.
Table 4.7 Saving Water Partnership Conservation Measures and Strategies
Types of Measures Types of Strategies
Residential Indoor
Replace toilets, showerheads, and faucets
(multi-family)
Free showerhead and aerator distribution to
multifamily properties
Fix leaks (toilets) Multi-family and single-family toilet rebates,
free dye strip distribution for leak detection
Change behaviors (toilet flushes, faucet use,
shower, full loads)
Multi-family building owner and operator
recruiting
Behavior messaging
Collaboration with energy utilities
Program recruiting through media, direct
mailing, web
Promotion of Maximum Performance (MaP)
toilet performance
Residential Landscape
Reduce peak water use Irrigation system efficiency rebates
Landscape watering behaviors Gardening classes
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 04
4-14 | MAY 2021 | FINAL
Types of Measures Types of Strategies
Practices that affect watering (mulch, soil prep,
plant selection)
Promotion of free gardening advice service -
The Garden Hotline at (206) 633-0224
Natural lawn and garden guides (how-to
materials)
Trainings for irrigation professionals
Online weather data, watering index, irrigation
scheduling tools
Commercial Process/Domestic
Upgrade equipment efficiency for cooling
process, other industrial uses
Rebates for projects that aim to reduce water
usage during space cooling, refrigeration, and
ice-making
Small and large business targeting. Promotion
through vendors, trade groups, and agencies.
Upgrade efficiency of specific water consuming
medical and lab equipment
Outreach to businesses about water saving
techniques and available rebates
Outreach to ethnic businesses Technical assistance, assessments, workshops
Commercial Landscape
Improve watering efficiency Targeted outreach to large commercial
customers
Upgrade irrigation equipment (controllers, rain
sensors, drip)
Provide site-specific recommendations and
technical assistance
Improve scheduling and maintenance Financial incentives (custom projects and
rebates)
Targeted recruiting and promotion to large
commercial customers
Market transformation by establishing and
building vendor and contractor relationships
Online weather data, watering index, irrigation
scheduling tools
Trainings for irrigation professionals
Youth Education
Build conservation awareness Classroom presentations through Nature
Vision, take-home materials and devices
Educator resources online
Support of water conservation events
Overall Messaging
Conservation awareness supporting
recruitment of residential and commercial
customers
Targeted marketing
Outreach at conservation events
Program Evaluation
Evaluate program effectiveness Annual reports
Customer baseline surveys of attitudes and
behaviors
CHAPTER 05 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Chapter 5
POLICIES, CRITERIA AND STANDARDS
5.1 Introduction
The City of Renton (City) Water System Plan (Plan) is based upon the following mission
statement for all City utilities, including the City water system:
“The City strives to protect the environment and empowers its citizens to be
engaged in sustainability programs. The City manages its water system in a
manner that ensures public health and safety, meets all regulatory
requirements, and protects environmental resources.” (Source: Renton
Results – A Community Accountability Program)
The policies, design criteria, and standards used in the Plan are based on laws and policies that
originate from the following sources, listed in descending order, from those with the broadest
authority to those with the narrowest:
• Federal Regulations - Environmental Protection Agency.
• Washington State Regulations - Department of Health and Department of Ecology.
• King County Regulations.
• City of Renton Ordinances - City Council.
• City of Renton Administrative Policies – Mayor.
• City of Renton Comprehensive Plan.
• Department Policies - Public Works Department.
• Water System Plan Utility Policies – Utility Systems Division/ Water Utility Staff.
The City is committed to providing customers high-quality drinking water that is reliable,
affordable, and meets strict safety standards. We strive to serve as responsible community
stewards by upholding the City’s 2021-2026 Business Plan mission to provide a safe, healthy, and
vibrant community by maintaining clean and sustainable drinking water services.
The Plan includes policies, effective practices, and goals over time to improve the operation and
management of the City’s water supply sources and water system toward sustainability, at a
pace consistent with the current and future needs of the community. These goals have been
applied to the planning process of the Water System Plan Update and will continued to be
implemented in current and future programs and capital projects identified in the Plan.
Law is set by the federal government through federal regulations, by the State of
Washington (State) in the form of statutes: Revised Codes of Washington (RCW), Washington
Administrative Code (WAC), by King County in the form of policies, and by Renton City
Council (Council) in the form of ordinances and resolutions. City policies are established in order
to provide a vision or mission of the Water Utility and to provide a framework for the planning,
design, operation, management, and maintenance of the water system. City policies cannot be
less stringent or in conflict with adopted laws.
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5.2 Service Area, Policies, and Standards
The City manages its water utility and water system in accordance with established federal and
state regulations for public water systems. City policies and standards set forth in this chapter
provide a consistent framework for the planning, design, construction, maintenance, operation,
and service of the City’s water system and water supply sources. The City has additional land use,
development, and finance policies that specify additional requirements for new development or
redevelopment projects that require water service for domestic, fire protection, and other uses.
The City’s policies are grouped into the following major categories:
• Service Area.
• Water Supply Planning and Management.
• Water Main Extension and Service Ownership.
• System Reliability and Emergency Management Plan.
• Fire Protection.
• Financial.
• Facilities.
• Organization.
5.3 Summary of Policies for Water System Plan
5.3.1 Service Area
5.3.1.1 Mission Statement
Ensure that the City’s drinking water supply is safe and sufficient and that the City’s
infrastructure is adequate to meet our community’s present and future needs for water1.
5.3.1.2 Service Availability
The City’s goal is to provide water service to all customers within the City’s retail service
area (RSA) in a timely and reasonable manner consistent with applicable City policies,
resolutions, ordinances, the Municipal Water Law, Washington State Department of
Health (DOH) rules and guidelines, and applicable federal, state, and local laws and plans 2.
The City shall serve an applicant for new service within its retail service area if all of the following
conditions are met.
1. The service request is consistent with adopted local plans and development regulations.
2. The water system has sufficient water rights to provide service.
3. The water system has sufficient capacity to serve water in a safe and reliable manner.
4. The water system can provide service in a timely and reasonable manner.
5.3.1.3 Government Consistency
Provisions of water service should be consistent with the goals, objectives, and policies of this
Plan and the Renton Comprehensive Plan. This Plan will be consistent with local, county, and
1 Sources: Renton Comprehensive Plan Goal U-N, Outcome Management for Water Utility Service
Delivery Plan.
2 Sources: WAC-246-290, Municipal Water Law, Renton Comprehensive Plan, Water System Plan.
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state land use authorities and plans. Water service should be consistent with the growth and
development concepts directed by the City’s Comprehensive Plan 3.
5.3.1.4 Existing Water Service Area and Retail Service Area
The City’s RSA (Figure 1.3 in Chapter 1) encompasses the area where the City has existing
distribution mains or where distribution mains can be extended in a reasonable timeframe 4. The
City’s retail service area is established in accordance with the East King County Coordinated
Water System Plan and the Skyway Coordinated Water System Plan. The City also has
inter-local agreements with neighboring cities and water districts to address minor adjustments
of service area boundaries. In general, the City’s RSA area is located within incorporated City of
Renton with the exception of several very small areas within unincorporated King County. The
City uses its existing service area agreements to determine areas where water service will be
provided. Therefore, annexations to the City do not affect the provisions of water service.
The City’s water service area encompasses the retail service area, the portion of the Skyway
Water and Sewer District that is served by City of Renton water through a wholesale agreement,
and the future service area described in the next section. The City’s water service area is shown
in Figure 1.3 of Chapter 1.
5.3.1.5 Future Service Area
The only potential changes to the City’s RSA is for a small area near the westerly City limits. This
area is currently served by Seattle Public Utilities (SPU) and may be served by the City in the
future upon annexation. The future annexation area to be served by the City is also described in
Skyway Water & Sewer District Comprehensive Plan and in the Skyway Coordinated Water
System Plan.
5.3.1.6 Potential Annexation Areas
The City’s potential annexation areas (PAA) boundary extends beyond the City’s city limits and
water service area boundary. Other water purveyors serve areas outside of the City’s water
service area. Due in large part to the geography of the City, it is unlikely that its water service
area would be extended further beyond the existing water service area. Any new areas within the
City’s PAA that are annexed by the City would likely continue to be served by the other utilities
currently serving them 5.
5.3.1.7 Satellite/Remote Systems
The City does not allow satellite/remote systems.
5.3.1.8 Service for Annexations without Existing Municipal Water Supplies
The City intends to provide water service to areas annexed to the City that do not have existing
water service from other municipal water suppliers and water districts. Service extension by the
City may be considered under such conditions only if the City’s costs are recovered and sufficient
financial resource is available and that service to annexations will not decrease the level of
service to existing customers or increase the cost of service to existing customers 6.
3 Sources: WAC-246-290, Renton Comprehensive Plan Policy U-1, Water System Plan.
4 Sources: WAC-246-290, East King County Coordinated Water System Plan, Skyway Coordinated
Water System Plan, Water System Plan.
5 Source: Renton Comprehensive Plan, Water System Plan.
6 Source: Renton Comprehensive Plan Policy U-5, Water System Plan.
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5.3.1.9 Service for Annexations with Existing Municipal Water Supplies
The City will not provide water service to areas annexed to the City that are already served by
other existing municipal water suppliers or water districts. Areas annexed with existing municipal
supply must meet the City water utility standards 7.
5.3.1.10 Service for Protection of Public Health
The City will allow extension of water service without annexation to areas outside of the City
limits when such areas are within the City’s water service area, or when no other reasonable
service is available, and it is determined by the City and/or by DOH that a public health
emergency exists or is imminent 8.
5.3.1.11 Conditions for Service to Properties with Existing Private and or Exempt Wells
The City will provide water service for domestic and for fire protection to properties within the
City water service area that have existing private wells and/or exempt wells subject to the
following conditions:
1. All “exempt” wells and private wells on the property must be decommissioned in
accordance with Washington State Department of Ecology (DOE) standards and
regulations, except when such wells can be used by the City for purposes including but
not limited to: water supply, water supply mitigation, resource protection,
environmental monitoring, or remediation of contamination.
2. All water rights, permits, or certificates must be deeded to the City if the type of use is
municipal, community, or domestic. Any associated source(s) must either be
decommissioned or deeded to the City, at the discretion of the City. Water rights,
permits or certificates, for which the type of use is irrigation, industrial, or agricultural
may be retained if the proposed land use is consistent with the type of use listed on the
water right. If the proposed land use is not consistent with the type of use listed on the
water right, then the water right must be deeded to the City; and any associated
source(s) must either be decommissioned or deeded to the City, at the discretion of the
City.
5.3.1.12 Requests for Assumption by Water Districts or Private Water Systems
The City may assume the operation of a water district or private water system at their request if
the following conditions are met and subject to the approval of the Council 9:
1. The district or private system is adjacent to or within the City’s water service area.
2. The district’s or private system’s facilities meet the City’s performance criteria and
engineering standards, or a plan is in place to assure that they will be brought up to
Renton’s standards without adversely impacting the City’s existing customers financially
or with regard to level of service.
3. The assumption of the district or private system is permitted by State law.
4. The City shall require that the district or private system to transfer the ownership of its
water supply sources and associated water rights to the City. Water rights must be
7 Source: Water System Plan.
8 Source: RCW, Water System Plan.
9 Source: RCW, WAC, Water System Plan.
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successfully transferred to the City and approved for municipal water use by the DOE
prior to commitment from the City for water service.
5.3.1.13 City Initiated Assumption of Water Districts or Private Water Systems
The City will seek to assume the operation of a water district when the Council determines that
the assumption is in the best interest of the City and the assumption is consistent with the City’s
Comprehensive Plan. The City will follow State laws and guidelines in assuming portions of
adjacent water systems as a result of annexations 10.
5.3.1.14 Wholesaling Water
The City will continue to provide wholesale water to Skyway Water and Sewer District through a
single metered connection in accordance to the current wholesale water supply agreement
between the City and the District. The City is not planning to provide additional water to the
District above the quantity identified in the existing wholesale agreement. The City has no plans
to sell water wholesale on a long-term basis to any other purveyor. Sales of water for short term
basis will be evaluated on a case by case basis. Current service agreements are included in
Appendix D.
5.3.1.15 Wheeling Water
The City does not currently wheel water. Water chemistry compatibility and its effects on water
quality, including aesthetics such as taste and odor would be a primary consideration. The City
will evaluate any request for wheeling water on a case by case basis.
5.3.1.16 Water Service to Properties in King County and within Renton Retail Service Area
As a result of numerous annexations to the City up to 2018, there is one developed area that is
within the City’s RSA and within unincorporated King County, which could be served by the City.
The City currently serves three areas outside of its RSA: Skyway area, Cedar Rim Apartments in
Newcastle, and the commercial area in Tukwila near 17900 West Valley Hwy. For these areas the
City has adequate existing infrastructure and is providing water service to all existing residences
within this area known as the Sierra Heights Division 3 and 4 and the Western Hills subdivisions.
For any new development or redevelopment projects within the above unincorporated King
County and within the City’s RSA, the City intends to provide “timely and reasonable water
service” consistent with State Law RCW 19.27.097.
For all new development and redevelopment projects and building permit applications requiring
a “King County Certificate of Water Availability”, the City typically processes and issues the
requests for water availability within one week of our receipt of the applicants’ written requests.
Developers’ extensions of water mains will be required to provide water service for domestic and
for fire protection to all new development and redevelopment projects. The City typically
reviews the civil plans for water main extensions within 3 weeks of our receipt of the plans and
the plans are approved as soon as our review comments have been addressed. The City also
coordinates with King County to assure that all county road permits are obtained and that all
fees are paid to the county for plan review and for inspection of the roadway restoration related
to the construction of the water lines within the county roads.
10 Source: RCW, WAC, Council Discretion, Renton Comprehensive.
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The City charges a higher water commodity rate to customers that are outside of the City limits
and within the City’s RSA, at 1.5 times the inside City Limit water rate 11. The higher rate is
necessary for the City to recover additional costs incurred for obtaining King County right-of-way
permits for the installation, maintenance, repair of water mains, water service lines, hydrants
and related appurtenances within the county roads. The City must also relocate its water mains
at its own cost, when directed by King County under franchise agreement to accommodate
future County roadway improvement work and the roadway overlay program.
5.3.2 Water Supply Planning and Management Policies
5.3.2.1 Water Supply Planning
It is the City’s goal to have system-wide reliable supply sources, treatment, pumping and storage
facilities to meet the current and projected maximum daily demand (MDD) – with the largest
source out of service 12. The City will work cooperatively with adjacent purveyors to assure
reliable water supply at the lowest environmental and economic cost.
The City will pursue additional and/or new water supply and use water conservation, water use
efficiency (WUE) measures and water reuse programs to ensure adequate water supply needs to
meet the essential needs of the community and water demand created by growth targets
established through the Growth Management Act (GMA) planning process.
Adequate supply is enough water to meet normal peak day demands of the City’s customers.
Peak day demand includes the effects of drought and curtailment. As time passes, normal
demand is expected to decrease on a per household basis for two reasons. First, average
household size is expected to decline, reducing the number of water users per house. Second,
continued efforts to use water wisely by all customers will reduce demand. The City intends to
take a cautious approach toward demand reductions that result from behavioral changes, which
will not be considered permanent. Alternately, structural improvements (e.g., low-flush toilets,
low-flow shower heads, or other water-saving devices) will be considered permanent reductions
in demand. The City supports efficient use of water. The City supports eliminating the “waste” of
water 13. The City has adopted rates to achieve these objectives.
The quantity of water at the source shall: (1) be adequate to meet the maximum projected water
demand of the RSA as shown by calculations based on the extreme drought of record;
(2) provide a reasonable surplus for anticipated growth; (3) be adequate to compensate for all
losses such as silting, evaporation, seepage, etc.; and (4) be adequate to provide ample water for
other legal users of the source14.
5.3.2.2 Regional Water Supply Planning
The City will participate in regional water supply management and planning activities. The City
will monitor legislative, regulatory, litigation, and planning activities that may impact or
influence the adequacy or reliability of supply 15.
11 Source: City Ordinance 4461, Renton Municipal Code 8-4-32(A).
12 Source: WAC 246-290-222, Renton Comprehensive Plan Goal U-C and Policy U-11.
13 Sources: City Ordinance 1437, Renton Municipal Code 8-4-23, Renton Comprehensive Plan Policies
U-6 and U-8.
14 Sources: WAC 246-290-420, WAC 246-290-200, RCW 19.27.097, RCW 58.17.110, Renton
Comprehensive Plan Policies U-9 and U-10, Water System Plan.
15 Source: Council and Administration Discretion.
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5.3.2.3 Water Supply and Resources Management
The City will practice and support water resource management that achieves a maximum net
benefit for all citizens and promotes enhancement of the natural environment 16.
The City operates and monitors its water supply sources to ensure compliance with all conditions
and withdrawal quantities limits for total annual withdrawal quantity and for instantaneous
withdrawal quantity, established under State issued water rights certificates and permits17. The
City will continue to monitor the pumping of its wells to allow aquifer recovery and to avoid
impacts to in-stream flows for the Cedar River.
The City has installed flow control/throttling valves and flow metering equipment on its well
pumps to monitor instantaneous pumping rates and total pumping rates. The controls are set up
so that the well pumps cannot exceed their individual and total instantaneous flow rates
established under the water rights certificates and permits issued by the DOE. If the demand
calls for additional water, the controls are set up so that the City will receive additional water
through the intertie with SPU’s 60-inch Bow Lake pipeline, and if needed through two other
interties with SPU at Tiffany Park and Fred Nelson pump stations 18.
5.3.2.4 Reclaimed Water Use
The City will support the regional supplier’s study of reclaimed water use opportunities and will
work with King County Department of Natural Resources to identify potential reclaimed water
users and demand. Any reclaimed water to be used as a source of supply should only be provided
through regional water suppliers. The City has identified several potential users of reclaimed
water for landscape irrigation uses, including the Boeing Longacres facilities 19.
5.3.2.5 Conservation and Water Use Efficiency
The City will actively continue to promote voluntary conservation and the wise use of water and
implement a water conservation program and measures consistent with the requirements of the
DOH. The City will cooperate with SPU to regional conservation goals 20. The City has
implemented a water rate structures promoting conservation such as, residential inverted block
rate and higher commodity rate for commercial and multifamily irrigation.
In 2015, the City completed the deployment of an Advanced Metering Infrastructure (AMI)
system, which enhances the City’s water conservation activities and optimizes the pumping of its
water supply wells 21.
The City has adopted the following WUE goals:
• Reduce distribution system leakage to 10 percent or less by 2022.
• Limit the MDD to average day demand (ADD) peaking factor to less than 2.0.
• Maintain an equivalent residential unit (ERU) value under 160 gallons per day (gpd)
per ERU.
16 Source: Renton Comprehensive Plan Policy U-16.
17 Source: Renton Comprehensive Plan Policy U-11.
18 Source: Municipal Water Law, Water System Plan, Water Rights Certificates and Permits.
19 Source: Municipal Water Law, Water System Plan.
20 Source: Renton Comprehensive Plan Policy U-17.
21 Source: WAC 246-290, Water System Plan, WUE Goals.
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5.3.2.6 Water Shortage Response Plan
The City maintains and updates a local response plan in case of a water supply shortage caused
by a drought or supply interruption. The City will implement necessary water conservation
measures to avoid curtailment in all but the most exceptional circumstances. The Mayor and/or
Council are empowered to declare an emergency and to carry out the necessary actions to
ensure compliance with the Water Shortage Response Plan 22.
5.3.2.7 Emergency Interties
The City has emergency interties with adjacent water systems for short-term emergency uses.
The City will evaluate requests for emergency interties on a case by case basis and shall support
emergency interties with adjacent systems if they benefit both providers and if they don’t
compromise the City’s ability to serve its existing customers or its future supply needs.
5.3.2.8 Water Quality
The City shall operate and manage the system to provide water quality that meets or exceeds all
health requirements. The City will take steps to meet or exceed all water quality laws and
standards. The City will take all reasonable measures to ensure that water reaching the point of
delivery, the customer’s meter, meets all water quality standards. The City shall continue to
maintain and upgrade its system to provide the best water quality and service 23. The City shall
submit Monthly Water Quality Reports to DOH.
5.3.2.9 Cross Connection Control
The City shall administer a cross connection control program that protects the City’s public water
supply and users of the public water supply from backflow contamination in accordance with
State law and to the DOH regulations and guidelines. The City has an established cross
connection control program and related ordinances and procedures to implement the program.
The City shall submit an Annual Summary Report to the DOH 24.
5.3.2.10 Wellhead Protection Program
In conjunction with Plan development, the City updated its Wellhead Protection Plan that will be
reviewed by the DOH along with this Plan. Updates of the plan are described in Appendix J of
this Plan. The Wellhead Protection Plan will be reviewed and updated, if necessary, in
conjunction with the Plan update.
5.3.2.11 Aquifer Protection Program
In 1998, the City established an Aquifer Protection Program and adopted ordinances, policies,
standards, and regulations for existing and new development within the City’s aquifer protection
areas (APAs) to protect the aquifers from potential contamination by hazardous materials 25. The
City shall continue to provide outreach and training to facilities within the APAs.
The City is in the process of updating the program: 1) update APA zones to reflect our capture
zone delineations, 2) will be performing site surveys at facilities within the APA zones that
store/use hazardous materials, 3) provide outreach and training for aquifer protection.”
22 Source: WAC 246-290, Water System Plan.
23 Sources: USEPA, Safe Drinking Water Act, Council Discretion, WAC 246-290-310,
WAC 246-290-135. Renton Comprehensive Plan Policy U-13.
24 Sources: WAC-246-290-490, Water System Plan.
25 Sources: Renton Comprehensive Plan Policy U-18, City Ordinances 4851, 4992, 5478.
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5.3.3 Water Main Extension and Service Ownership
5.3.3.1 Orderly Extension of Utilities
All utilities within the City will be extended in an orderly manner, in and along routes which
comply with the City’s Comprehensive Plan and Water System Plan. All City utilities will be
extended and installed in a manner as to best serve the citizens of Renton 26.
5.3.3.2 Extension across Full Frontage of Properties
All water main extensions shall extend to and across the full width of the property served with
water. No property shall be served with City water unless the main is extended to the extreme
boundary limit of the property line extending the full length of the front footage of the property.
Provisions shall be made wherever appropriate in any project for looping all dead end or
temporary dead end mains. Provisions for stubs shall be made to serve adjacent properties 27.
5.3.3.3 Sizing of Water Mains
All water mains shall be sized based on fire flow requirements, and densities/land uses
anticipated in the City’s Comprehensive Plan and Water System Plan. A hydraulic analysis is
required to confirm adequate system design. The analysis shall be used to verify flow demands
and pressure availability for the proposed project. The analysis shall demonstrate the effect the
proposed project will have on the existing distribution system. The hydraulic analysis shall
include, as a minimum, the following:
1. Under peak hour demands (excluding fire demands), the water distribution system shall
maintain pressures above 30 pounds per square inch (psi) at the service meters.
2. Under maximum day demand plus fire demands, the water system shall maintain
pressures above 20 psi at the service meters.
3. Velocity in any water main shall not exceed 8 feet per second (fps) under any condition.
4. Water system layout shall be designed to minimize dead ends. Looping water lines is a
standard practice to eliminate dead ends.
5. The minimum size of water mains with fire hydrants in a residential area shall be 8-inch
diameter. Short segments of smaller mains may be allowed for water quality reasons
provided that fire flow requirement can be met through other larger mains.
6. The minimum sizing for water mains with fire hydrants in the City’s Central Business
District, Urban Center, Commercial and Industrial Corridors, and Sunset Reinvestment
Strategy Area shall be 12-inch diameter or larger depending on fire flow demands 28.
5.3.3.4 Requirements for Looping of Water Mains
When the required fire flow for a development is over 2,500 gallons per minute (gpm), the fire
hydrants shall be served by a water main that loops around the building (or complex of buildings)
and reconnects back into a distribution supply main. All fire hydrants shall be served by a
municipal or quasi-municipal water system, or as otherwise approved by the Renton Regional
Fire Authority (RFA)29.
26 Source: City of Renton Resolution 2164, Renton Comprehensive Plan, Water System Plan.
27 Sources: City Ordinances 3541, 2849, Renton Development Regulations 4-6-010, Water System Plan.
28 Sources: Renton Development Regulations, Water System Plan, DOH Water System Design Manual.
29 Sources: City Ordinance 4007, Renton Development Regulations, Water System Plan.
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5.3.3.5 Design of Water Main Extension
All water main extensions must be designed by a professional engineer, registered with the
State, and shall conform to the latest City design criteria, development regulations, other City
adopted standards, and sound engineering practices.
Plans must be submitted to the City for review and approval prior to the issuance of utility
construction permits. Plan review fees shall be paid to the City at the time of the submittal of the
plans. All water mains shall be sized based on fire flow requirements, densities/land uses
anticipated in the City’s Comprehensive Plan and Water System Plan 30.
5.3.3.6 Construction of Water Main Extension
All extensions of City water mains and related appurtenances must be constructed by a licensed
and bonded contractor, or by City forces, and shall conform to the latest City construction and
development regulations and standards and other City adopted standards and approved project
civil plans. The applicant/owner/developer/contractor must pay all permits fees and related
charges, obtain the required permits, and construct the new water mains, at its own costs 31.
5.3.3.7 Oversizing of Water Main Extension
The City reserves the right, upon the approval of the Council, to participate in the installation of
any oversized water line extensions or additional water or extra improvements related to such
installations. In general, subject to Council’s approval, the City may pay for the difference in
material costs between the required main sized and the larger main size32.
5.3.3.8 Water Main Extension - Exception
The City may defer compliance with Renton water utility standards in the case of temporary or
emergency water service. All temporary and emergency waivers must be approved by the
Public Works Administrator 33.
5.3.3.9 Water Service and Water Meter Ownership/Responsibility
The City shall own and maintain the service line from the main line to the meter, the meter and
setter, and the meter box. The property owners shall own and maintain the private water service
line and other facilities such as pressure-reducing valves, backflow prevention assemblies, etc.
beyond the City’s water meter. For fire sprinkler systems, the City’s ownership will end at the
connection point or connecting valve to the water main. The City shall own the detector meter
on the backflow prevention assembly 34.
5.3.3.10 Requirement for Water Meters
Any person desiring to have premises connected to the City water system shall make application
for water meters and pay all required fees. All fire sprinkler systems connected to the City water
system shall have meters or detector-meters and shall have required backflow prevention
assemblies. New water meters, additional water meters, larger water meters, landscape
30 Sources: Renton Comprehensive Plan, Water System Plan, City Development Regulations.
31 Sources: Renton Comprehensive Plan, Water System Plan, City Development Regulations.
32 Sources: City Ordinance 2434, Renton Comprehensive Plan, Water System Plan, Development
Regulations.
33 Source: Water System Plan.
34 Sources: City Development Regulations, Water System Plan, Water Standard Details.
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irrigation meters, fire protection meters and detector meters, will trigger water system
development charges 35.
5.3.3.11 Water Main Extension by Developers
All water main extensions including fire hydrants, valves, water services stubs, meters, and
related appurtenances, with the exception of private fire sprinkler lines and systems, shall be
conveyed, at no cost, to the City for ownership, maintenance and operations, after the City’s
acceptance of the water main extensions. As-built plans, easements and bill of sales shall be
provided to the City for the conveyance of the water mains, hydrants, water meters, and related
appurtenances.
5.3.3.12 Latecomer Agreements
The City has discretionary power to grant latecomer’s agreements to owners and developers for
pro rata portion of the original costs of water main extensions. The authority to approve a
latecomer’s agreement is vested in the Council. The latecomer’s agreement can be granted for a
period up to but not exceeding 15 years and no term extension will be granted 36.
5.3.4 System Reliability and Emergency Management Plan
5.3.4.1 Service Reliability
The City has built in redundancies in the operation and in the construction of capital
improvements of its water system, including reservoirs, pumps, pressure reducing stations, and
transmission and distribution mains, to maintain service reliability. The City has water system
interties with SPU and emergency interties with neighboring water purveyors to provide water
service during emergencies. All new water facilities added to the system that require electrical
power shall be provided with backup emergency electrical power with automatic start and
automatic transfer to and from commercial power. The power source may be an electrical
generator or storage batteries. Existing facilities requiring electrical power that do not have
on-site emergency electrical power with auto-start / auto transfer shall have such capabilities
added as part of the Capital Improvement Plan (CIP) within the next 10 years.
Emergency backup power for sources and booster pump stations (BPSs) shall be capable of
operating at full load without being refueled for at least 36 hours. Battery backup power for
Supervisory Control and Data Acquisition (SCADA) Remote Telemetry Units (RTUs) and Master
Telemetry Units (MTUs) shall be capable of providing power for at least 8 hours of continuous
operation without needing a recharge or replacement.
Wells and BPSs that do not have emergency power with automatic start and automatic transfer
to and from commercial power are not considered reliable, because they cannot be relied upon
to provide water during a fire. If at some time in the future installed storage is adequate to meet
fire flow demands, then this policy could change.
Each BPS shall be equipped with redundant, reliable pumps so as to meet the MDD with only
reliable pumps and the largest pump serving the pressure zone out of service 37.
35 Sources: Municipal Water Law, City Ordinances, City Development Regulations,
Water System Plan.
36 Sources: City Ordinance 4443, Renton Municipal Code 9-5.
37 Sources: WAC 246-290-420, DOH Water System Design Manual, Council Discretion,
Water System Plan.
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5.3.4.2 Emergency Preparedness
The City has an adopted Comprehensive Emergency Management and Hazard Mitigation Plan
developed in accordance with Federal Emergency Management Agency (FEMA) standards, to
address issues related to continuity of water service, long-term system recovery and to ensure
the orderly and full restoration of the water system after an emergency. The City is continually
updating its Water System Emergency Response Plan as part of its operations program, and as
new facilities are brought into operation.
5.3.4.3 Vulnerability Assessment
The City has completed a Security Vulnerability Assessment of its water system in compliance
with the Public Health Security and Bioterrorism Preparedness Act of 2002 as directed by United
States Environmental Protection Agency (USEPA). The City has phased in the design and
construction of the recommended security upgrades as part of the CIP 38.
5.3.4.4 Multiple Sources of Supply
The City will develop supplies that, when combined, meet the DOH demand criteria. The City will
maintain and execute data collection strategies and record keeping procedures that quantify the
average day and peak day demands of each customer class. The City will develop reliable
supplies that meet the anticipated MDD (based on customer demand patterns, weather, and
growth) with the largest of the supply sources not included 39.
5.3.5 Fire Protection Policies
5.3.5.1 Fire Protection Responsibility
The City shall continue to maintain and upgrade its water system infrastructure to deliver
adequate water for fire protection to all residential, commercial, industrial customers, schools
and other public facilities served with City water 40. The City shall continue to perform routine
maintenance on all of its fire hydrants and valves to keep them in working order. The City shall
continue to replace its old and undersized water mains with adequate size mains to provide the
required level of fire protection.
5.3.5.2 Fire Flow Requirements for New Construction
New development, redevelopment, subdivisions, and tenant improvements projects within the
City will be required to provide the minimum fire flow requirements as established by
Renton RFA. It is the developer’s responsibility to install, at its own cost, all water system
facilities including off-site and on-site main line extensions and upgrades to meet the required
fire flow demand and applicable City’s development regulations and standards. If the off-site
improvements result in regional benefit, the developer may request the City to cost participate
in the construction of the improvements. If the off-site improvements benefit other adjacent
properties, the developer may request a latecomer agreement to recoup equitable costs from
future development of properties within the latecomer boundary which can benefit from the
improvements.
38 Source: WAC 246-290-221, -222, -230 & -235, DOH Water System Design Manual.
39 Source: RCW 90.54.180, 90.42.005, WAC 246-290-420, Comprehensive Plan Policy U-11, Water
System Plan.
40 Source: Renton Comprehensive Plan Policy U-12.
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5.3.5.3 Fire Flow Requirements for Existing Construction
Existing structures are not required to upgrade the City’s water system infrastructure to meet
current fire flow and development standards. Redevelopment of existing structures, including
remodeling, expansions, additions, change of occupancy and use can trigger the requirements
for upgrades to the water system. The City is not obligated to upgrade existing system to meet
current codes. As part of its CIP the City continues to systematically replace its old and
undersized water mains to bring them to current standards with a goal to provide a minimum fire
flow of 1,000 gpm (at 20 psi residual pressure), and to install fire hydrants at 500 feet spacing,
throughout the distribution system.
5.3.5.4 Fire Flow Quantity
The minimum fire flow requirements for one- and two-family dwellings having a fire flow
calculation area that does not exceed 3,600 square-feet shall be 1,000 gpm for 1 hour at 20 psi
residual pressure. Fire flow requirements for one- and two-family dwellings larger than
3,600 square-feet shall be at least 1,500 gpm for 2 hours and shall be determined by the
Renton RFA 41.
The baseline fire flow requirement for multi-family, commercial, and industrial buildings is
3,000 gpm for 3 hours. Fire flow quantities and fire flow durations above this baseline shall be
determined by the Renton RFA.
5.3.5.5 Fire Flow Storage
The City’s fire flow storage policies are described in the Facilities Policies Section 5.3.7.
5.3.5.6 Fire Hydrants
All fire hydrants shall be equipped with Storz adapters on the pumper ports.
All fire hydrant feed lines shall be equipped with gate valves (foot valves).
The minimum size of feed lines to fire hydrants shall be 6-inch diameter. Fire hydrant lines
over 50 feet long shall be 8-inch diameter.
5.3.6 Financial Policies
5.3.6.1 Fiscal Stewardship
The Water Utility will follow financial policies and criteria adopted by the Council. Water Utility
funds and resources shall be managed in accordance with applicable laws, standards, City
financial and fiscal practices and policies. The financial criteria include rate stabilization,
establishment of fund balance and operating reserves, maintaining the desired debt service
coverage.
5.3.6.2 Enterprise Fund – Self-Sufficient Funding
The Water Utility shall be operated as a self-supporting enterprise fund. Revenues to the Water
Utility primarily come from customer charges from water sales, system development charges,
plan review and inspection fees. Detailed information on the City’s financial program are
presented in Chapter 10 42.
41 Sources: Renton Municipal Code 4-5-070(C), International Fire Code Appendix B.
42 Source: Council Discretion, Water System Plan.
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5.3.6.3 Rate Stabilization
The City’s financial goal is to minimize and stabilize the long-term, life-cycle cost of service.
Rates and additional charges shall be cost-based to recover current, historical, and future costs
associated with the City’s water system and services 43.
5.3.6.4 Operating Reserve
An operating reserve provides a liquidity cushion. It protects the financial viability of the utilities
from the risk of short-term variation in revenues and expenses – primarily caused by seasonable
fluctuations in billing, unanticipated operating expenses or lower than expected revenue
collections. Target funding levels are generally expressed in number of days’ operating and
maintenance (O&M) with the minimum requirement varying with the expected risk of
unanticipated needs or revenue volatility. Industry practice ranges from 30 days to 120 days of
O&M. The City’s goal (used in the financial analysis – see Chapter 10) is to stabilize the Water
Utility funds and maintain an operating reservoir of 24 percent annual operating expenses for
operation of the water system for 90 days. This is also consistent with the City’s latest rate study.
5.3.6.5 Debt Service
The City’s goal is to maintain a desired reserve for debt service coverage of 1.25 times the annual
financial obligations 44.
5.3.6.6 Bonds vs. Cash Expenditures
• All non-CIP shall be paid for by rates.
• All system reinvestment, maintenance, replacement and rehabilitation projects shall be
paid for by rates.
• CIP projects for new infrastructure to accommodate growth or to increase system
capacity can be paid for using bonds 45.
5.3.6.7 Comprehensive Planning
Comprehensive plans for water systems should be updated every 10 years, using a 20-year or
greater planning horizon, as required by State law and financial policies shall be reviewed and
updated as needed. The City has a 6-year CIP which is updated with each biennial budget cycle.
5.3.6.8 Equitable Rates
The City’s rates and charges shall be equitable to recover costs from customers commensurate
with the benefits they receive and to provide an adequate and stable source of funds to cover the
current and future cash needs of the City Water Utility. Rates shall be developed using the cash
basis to determine the total revenue requirements of the Water Utility. Rates should be
calculated for the service area as a whole46.
5.3.6.9 Outside-City Rates
For customers residing outside the city limits, water rates are 1.5 times the residential city
rates47.
43 Source: Council Discretion.
44 Source: Council Discretion.
45 Source: Council Discretion.
46 Source: Council Discretion, Water System Plan.
47 Sources: Council Discretion, City Ordinance 4461, Renton Municipal code 8-4-32(A).
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5.3.6.10 Discounted Rates
The City shall provide a senior and/or disabled citizen discount on City water rates 48.
5.3.6.11 Other Fees and Charges
Owners of properties that have not been assessed or charged an equitable share of the cost of
the City’s water system shall pay, prior to connection to the system, one or more of five charges:
1. System development charge.
2. Special assessment charge.
3. Latecomer's fees.
4. Inspection/approval fees.
5. Water meter installation fees 49.
5.3.6.12 Ancillary Charges
Customers should be charged for supplemental, special purpose services through separate
ancillary charges based on the cost to provide the service. Ancillary charges create more
equitable fees and increase operating efficiency for services to customers. Revenue from
ancillary charges should be used to offset operations and maintenance costs 50.
5.3.6.13 Inflation Rate
The inflation rate should be based on information provided by the Finance Department.
5.3.7 Facilities Policies
5.3.7.1 System Pressure
The existing facilities will be operated and new facilities constructed to ensure compliance with
DOH and Insurance Services Organization (ISO) criteria for maximum and minimum pressure.
The City will provide the minimum water pressure requirement established by DOH at 30 psi at
the service meter during MDD and during peak hour demand conditions, not including a fire or
emergency.
The City’s goal is to provide a minimum of 40 psi at the highest domestic water plumbing fixture
or at the highest fire sprinkler head, except during emergency conditions.
The City’s goal is also to provide a maximum of 110 psi at the service meter to prevent over
pressurization of water uses fixtures and appliances. Current building codes require the
installation of individual pressure reducing valves (PRVs) by property owners beyond the water
meter where system pressures exceed 80 psi.
During a failure of any part of the system, the maximum pressure shall not exceed the normal
pressure rating of the pipe, generally 150 psi 51.
48 Sources: Council Discretion, Renton Municipal Code 8-4-31(C).
49 Source: City Development Regulations.
50 Sources: Council Discretion, Water System Plan.
51 Source: WAC 246-290-230, Insurance Services Organization (ISO), Council Discretion,
Water System Plan.
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5.3.7.2 Velocity
The existing facilities will be operated and new facilities constructed to minimize damage from
excessive pipeline velocities. When adding to the distribution system or replacing components of
the distribution system, water mains shall be sized such that:
• Under normal conditions, the velocity of water in a transmission main shall be less than
4 fps during demand periods.
• Under emergency conditions, such as a fire, the velocity of water in a transmission main
shall be less than 8 fps. Fire flow planning and modeling will use a de-rating procedure
that limits fire flow velocities to 8 fps 52.
5.3.7.3 Storage
The existing storage facilities will be operated and new storage facilities constructed to comply
with DOH criteria and good engineering practice. Storage within the distribution system must be
of sufficient capacity to supplement transmission supply when peaking demands are greater
than the source pumping capacity (equalizing storage) and still maintain sufficient storage for a
fire or other emergency condition. Equalizing, fire suppression, and stand-by storage are
provided in addition to operational storage.
Location of storage facilities should be in areas where they will satisfy the following
requirements:
• Minimize fluctuations in system pressure during normal demands.
• Maximize use of the storage facilities during fires and peak demands.
• Improve the reliability of the supply for the water system 53.
Equalizing Storage
The bottom of the equalizing storage component must be located at an elevation which
produces no less than 30 psi at all service connections throughout the pressure zone under peak
hour demand conditions, assuming all sources are in service. Equalizing storage requirements
shall be determined using the following equation:
ES = 150 min x (PHD – MDD)
Where
ES is equalizing storage volume.
PHD is peak hour demand and is calculated based on maximum day diurnal curves
developed for each operational area, and MDD is maximum day demand.
The analysis shall compare the cost of designing and constructing storage versus the cost of
purchasing wholesale water from SPU, including the cost of upgrading and / or adding intertie
connections to the SPU transmission mains.
Fire Suppression Storage
For fire flow supplied via gravity storage, the bottom of the fire suppression storage component
shall be located at an elevation which produces no less than 20 psi at ground level at all points in
52 Source: DOH Water System Design Manual, Renton RFA, ISO, Council Discretion, Water System Plan.
53 Source: WAC 246-290-235, Council Discretion, Water System Plan, Renton RFA.
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the zone under peak hour demand condition, assuming the largest source or booster pump to
the zone is out of service.
The fire suppression storage criteria available from the ISO were considered in the study. The
quantity of fire flow storage provided will approach these requirements as closely as possible,
considering economic factors and other design criteria.
Sufficient storage for a fire condition is the product of the fire protection water demand and the
required duration as determined by Renton RFA.
Standby Storage
The stand-by storage component or the fire suppression storage component, whichever volume
is smaller, can be excluded from the zone’s total storage requirement (also known as “nested”
storage) provided that the elevation of the bottom of effective storage is no less than that
elevation which produces 20 psi at the meter at all points in the zone under peak hour demand
conditions, assuming the largest source or booster pump to the zone is out of service.
The calculation of the standby storage volume requirements shall use the following equation:
SS = 200 gallons/ERU
Where
SS is standby storage volume
ERU is the number of equivalent residential units in the zone
5.3.7.4 Pipelines and Water Services
New water transmission and distribution pipelines and facilities shall be designed and
constructed to comply with DOH criteria, American Water Works Association (AWWA)
standards, the City’s latest design criteria, and good engineering practice.
Where possible, transmission and distribution mains shall be looped to increase reliability and
decrease head losses. The preferred pipe material for distribution mains is ductile iron.
In residential areas, the grid of distribution mains shall consist of ductile iron mains at least
8 inches in diameter. In commercial, industrial, Central Business District, and other areas with
high fire flow demand, the grid of the distribution system shall consist of 12-inch or larger ductile
iron mains. All 6-inch and smaller dead-end mains shall terminate with a blow-off assembly.
All 8-inch and larger mains shall terminate with a fire hydrant.
Distribution system design assumes that only adequately sized service lines will be used. All
residential service lines will be copper and 1-inch or larger in diameter. The meter shall be
minimum 3/4-inch by 5/8-inch with adapters to fit a 1-inch meter setter. In all other cases, the
service line from the main line to the meter shall be the same size as the meter.
All water service lines shall conform to the plumbing code. Connections to the system shall
comply with the City’s cross connection control standards (Appendix L). In general, the standard
protection for commercial and industrial connections is the use of reduced pressure backflow
assemblies (RPBAs).
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Valve installations shall meet the following criteria:
• Zone valves shall be located at all pressure zone interfaces to allow future pressure zone
re-alignment without the need for additional pipe construction.
• Isolation valves shall be located wherever necessary to allow individual pipelines to be
shut down for repair or installing services. Four valves shall be provided per cross, and
three valves per tee.
• Isolation valves should be spaced along water mains at intervals not to exceed 400 feet.
• Air/vacuum release valves shall be placed at all high points or “crowns” in all pipelines.
• Individual PRVs are recommended where the service connection pressure exceeds
80 psi, in accordance with the UPC. Individual PRVs must be installed on the customer’s
property downstream of the water meter and the customer is responsible for the proper
operation and maintenance of the PRV. The PRVs protect customers from high
pressures in the case of failure of a pressure-reducing station.
• Check valves are recommended for all service lines in the City. Check valves prevent hot
water tanks from emptying into the transmission main when the main is empty and
prevent contamination of the system mains due to possible cross connections in the
customer’s service. Meter setters equipped with check valves are required by the City on
all new customer service lines.
5.3.7.5 Booster Pump Stations
The existing booster facilities will be operated and new booster facilities constructed to comply
with DOH criteria and good engineering practice.
All existing and future booster stations should be modified/constructed to comply with the
following minimum standards:
• All structures should be non-combustible, where practical.
• All buildings should have adequate heating, cooling, ventilation, insulation, lighting, and
workspaces necessary for on-site operation and repair.
• Underground vaults should be avoided where possible due to the increased potential of
flooding, electrocution, and other hazards.
• Sites should be fenced to reduce vandalism and City liability where appropriate.
• Each station shall be equipped with a flow meter and all necessary instrumentation to
assist personnel in operating and troubleshooting the facility.
Emergency power capability (auto-start/auto-transfer) shall be provided to each BPS. Booster
stations should be placed wherever necessary to fulfill the following criteria:
• Provide supply redundancy to a pressure zone.
• Improve the hydraulic characteristics of a pressure zone.
• Reduce the cost of water supply.
• Improve water quality (i.e., increase circulation)54.
5.3.7.6 Pressure Reducing Stations
The existing PRV facilities will be operated and new PRV facilities constructed to comply with
DOH criteria and good engineering practices.
54 Source: WAC 246-290-200, DOH Water System Design Manual, Water System Plan.
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All PRVs should be placed in vaults that are large enough to provide ample work space for field
inspection and repair of the valves. Vaults should be tall enough to allow operating personnel to
stand erect. Vaults should drain to daylight or be equipped with sump pumps to prevent vault
flooding.
Each PRV station shall have a larger main (lead) PRV for fire flow demand and a smaller (lag) PRV
for anticipated domestic demand. The smaller (lag) PRV shall have a meter connected to the
telemetry/SCADA system.
Pressure-relief valves should be provided on the low-pressure side of the PRV to prevent system
over-pressuring in case of a valve failure. High-pressure alarms should be transmitted to the
central control cabinet to alert operating personnel of the PRV failure.
When pressure at the service line connection point is such that the plumbing code dictates that
water service requires a PRV (e.g., 80 psi) the customer is required to install, own, operate and
maintain the PRV. The PRV shall be installed on the customer side of the water service 55.
5.3.7.7 SCADA Telemetry System
The control and alarm system will be maintained and updated as necessary to optimize all policy
goals. Controls must be capable of optimizing the operation of the water system’s components
in response to reservoir levels, system pressures, abnormal system conditions, electrical power
rate structure, and water costs 56.
5.3.7.8 Construction Standards
All new water system infrastructure shall be designed and constructed to comply with DOH
criteria, AWWA standards, the City’s latest design criteria, and good engineering practice.
5.3.7.9 Standard Useful Life for Design
• Distribution system pipes – 80 years.
• Electrical equipment – 10 to 20 years (varies by type).
• Mechanical equipment – 10 to 20 years (varies by type).
• Structures – building shell – 50 years.
• Structures – water storage – 50 years.
• SCADA hardware and software – 10 years (technical obsolescence).
• Human Machine Interface (HMI) hardware and software - 5 years (physical limit /
technical obsolescence).
5.3.7.10 Facilities Maintenance
All City water facilities and related equipment will be maintained so that they perform at the
level of service necessary to meet all operational policies and service delivery goals. Equipment
breakdown are given highest maintenance priority and repairs should be made as soon as
possible to restore the established level of service and for continuity of operation.
Equipment should be scheduled to be replaced or upgraded before they become obsolete or
when spare parts are no longer available. Worn parts should be repaired, replaced, or rebuilt
before they represent a high failure probability. A preventive maintenance schedule shall be
55 Source: WAC 246-290-200, DOH Water System Design Manual, Water System Plan.
56 Source: DOH, Water System Plan.
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established for all facilities, equipment, and processes. Spare parts shall be stocked for all
equipment items whose failure will impact the ability to meet other policy standards.
All maintenance personnel shall be trained in the procedures and techniques necessary to
efficiently perform their job descriptions. The City ensures that Water Maintenance staff
obtained the required State water works certifications by WAC 246-292, such as for Water
Distribution Managers and/or Water Treatment Operators, to maintain and operate the City’s
water system.
Maintenance shall be performed by the water maintenance staff and supervised by the Field
Superintendent. Written records and reports will be maintained on each facility and item of
equipment showing operation and maintenance history 57.
5.3.7.11 Joint Use Facilities
The City will participate in regional projects to the extent that the level of service is not
compromised or the cost of service inequitable. All joint-use facilities must comply with City
policy and design standards. Joint-use facilities which supply a portion of the City that cannot be
supplied from other sources in the event the joint-use facility is out of service will be maintained
by the City. Joint-use facilities will be pursued only in those areas that improve reliability or
operating costs 58.
5.3.8 Organizational Policies
5.3.8.1 Structure
The Water Utility will be structured to provide the best level of service at the least cost. Utility
staff level is established by the Council based on financial resources and desired level of service
to be provided by the City.
The Water Utility shall be part of the following divisions:
• Public Works /Utility Systems/ Water Utility Engineering for the planning, management,
design, and construction of the City water system and the development and updates of
policies and design standards.
• Public Works Maintenance Services/ Water Maintenance for the operation and
maintenance of the City water system.
• Community and Economic Development/Plan Review and Permitting for the review,
permitting, and inspection of developers’ extensions of City water system.
• Finance & Information Technology/Fiscal Services for financial and utility billing services,
cost accounting, and fund activity reporting.
5.3.8.2 Project Review Procedures
The City submits projects for new sources, water treatment facilities, booster pump stations,
reservoirs, and the recoating of the interior of existing reservoirs to DOH for review and approval
as per WAC 246-290-110, -120 and -130.
City staff reviews and approves projects for water main replacements and water main extensions
including related fittings, blocking valves, air and vacuum valves, pressure regulating and relief
valves, fire hydrants, service connections and meters, and cross connection control devices. City
57 Source: Water System Plan.
58 Source: DOH, Council Discretion, Water System Plan.
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staff reviews and approves projects for the maintenance and repair of water treatment facilities,
booster pump stations, and reservoirs (except for the recoating of the interior of reservoirs). City
staff reviews and approves projects for the installation, maintenance, and repair of control,
telemetry, and SCADA systems of the drinking water system.
The Water Utility Engineering Manager reviews project plans for compliance with DOH and City
design and construction standards including compatibility with the objectives of the Plan. The
Water Utility Engineering Manager consults with Renton RFA staff and the Water Maintenance
Managers as part of the review. The review addresses separation from sanitary sewers, other
non-potable conveyance systems, and sources of contamination; service pressures; fire flow
volumes, velocities, and pressures; cross connection control; thrust block and anchoring
requirements; corrosion control and protection; air and vacuum control; meter and service line
sizes; PRV requirements; operations and maintenance considerations (blocking valves,
blow-offs, etc.); construction considerations (cleaning with polypigging, pressure testing,
chlorination, flushing, and bacterial testing); etc. Some reviews include hydraulic modeling by
the Water Utility staff. The City requires that the plans include applicable standard details and
that the plan notes repeat key provisions of the City specifications for the construction and
testing of water distribution system mains and appurtenances. Plans must be signed and
stamped by a Washington State licensed professional engineer. The Water Utility Engineering
Manager indicates his approval of the plans by signing and dating the construction drawing
originals within a City approval block 59.
5.3.8.3 Requirements for Outside Parties
The policies pertaining to water distribution system facilities and financing are listed above and
are applicable to both City CIP projects and private developer projects. Normally during the
planning phase of a Developer-project, a pre-application conference is held with the Developer’s
engineer. Members of the Water Utility engineering staff, Renton RFA staff, and Development
Services staff participate in the meeting. Based upon the preliminary information about the
proposed project the City staff reviews with the Developer’s engineer anticipated requirements
for the project: main sizes and main extents, fire flow, looping, pressure control and pressure
issues, construction practices, etc. The City’s design standards and policies regarding water main
extensions by developers and related requirements are described in Appendix K of this Plan 60.
Fire flow requirements are determined by Renton RFA. The City Water Utility first determines
sufficient water rights are available. Then, the City Water Utility will determine the available fire
flow using its computer simulated hydraulic model of the City water distribution system. The
minimum allowable system pressure during fire flow analysis is 20 psi at the fire location
and 30 psi throughout the rest of the distribution system. New developments or redevelopment
of existing sites are required to meet the minimum City fire flow requirements. The Developer is
responsible for the design and installation of all necessary water main improvements to provide
the required fire flow including off-site and on-site water mains. The change of use of existing
buildings or areas may also require the installation of the water main improvements.
59 Source: DOH, Water System Plan.
60 Source: DOH, Water System Plan.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Chapter 6
WATER SUPPLY, WATER RIGHTS, AND WATER
QUALITY
To meet water demands, the City of Renton (City) has developed its own independent water
supply sources as well as designed interties with adjacent purveyors to purchase wholesale
water. This chapter describes the City’s sources of supply, including the condition and capacity of
its sources; the water rights associated with its sources; and the water quality requirements for
its sources. This chapter also provides a summary of the City’s Wellhead Protection
Program (WHPP).
The City will maintain its capability to supply a growing population and control water rates by:
1. Placing additional emphasis on water conservation via customer education, incentive
programs, and rates that encourage conservation.
2. Protecting the water quality of existing sources from adverse development impacts in
the capture zones.
3. Continuing “beneficial use” of its well supply and protecting the legal integrity of the
existing water rights.
4. Negotiating with adjacent utilities for emergency supply.
5. Participating in regional water supply organizations.
Water quality policies and programs to protect existing groundwater supply sources are among
the City’s highest priorities. To ensure public health protection, the City has established a
monitoring program that covers operational parameters, regulatory requirements, and aquifer
management.
6.1 Water Supply Sources
The City’s normal supply is derived from four water sources: the Downtown Wellfield,
Springbrook Springs, the Maplewood Wellfield, and Seattle Public Utilities (SPU) supply
interties. The City also has an emergency backup well (Well EW-3R), a backup well (Well PW-5A),
and emergency supply interties with adjacent purveyors. These supply sources are described in
the sections below and are shown on the water system map included in Appendix F, System
Maps. The SPU source of supply is described under Section 6.5 - Interties.
6.1.1 Cedar Valley Aquifer
The primary source of the City’s municipal water supply is the Downtown Wellfield, which draws
water from the deltaic portion of the Cedar Valley Aquifer (also referred to as the deltaic aquifer).
The Cedar Valley Aquifer has been designated a Sole Source Aquifer (SSA) by the United States
Environmental Protection Agency (USEPA) since 1988. The aquifer boundaries correspond to
the aerial extent of the post-Vashon alluvium of the lower Cedar River Valley.
In the vicinity of the wellfield constructed in downtown Renton, the aquifer consists of
coarse-grained sediments deposited at the mouth of the prehistoric Cedar River during the last
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glacial period. The average water table is approximately 23 feet below ground surface (bgs) and
the average aquifer thickness is roughly 70 feet in the vicinity of the wellfield. This shallow
aquifer is highly susceptible to contamination since there is no confining layer between the land
surface and the water table to retard the downward migration of hazardous chemical spills or
other releases of contaminants.
6.1.1.1 Aquifer Characteristics
Soils overlying the aquifer are silt, sand, and gravel while the aquifer itself is comprised of
coarser, very permeable sandy gravel. Aquifer transmissivity is estimated to range from
about 1 to 2.3 million gallons per day per foot (mgd/ft).
The transmissivity and specific yield of the City’s wells located in that Cedar Valley Aquifer are
summarized in Table 6.1.
Table 6.1 Wells Transmissivity and Specific Yield Summary
Well Name Transmissivity (mgd/ft) Specific Yield (cf/cf)
RW-1, RW-2, RW-3 1.00 0.025
PW-8 1.30 0.030
PW-9 2.30 0.020
Notes:
(1) Source: Analysis Report for the City of Renton Cedar River Valley Aquifer Test, RH2 Engineering, 1987.
Abbreviation: cf - cubic feet.
The hydraulic conductivity is on the order of 2,500 feet per day (ft/day) assuming an average
transmissivity for all the Cedar Valley Aquifer wells of 1.3 mgd/ft. Recharge is local, both from
direct precipitation and subflow.
The Washington State Department of Health (DOH) contamination susceptibility rating of wells
located in the Cedar Valley Aquifer is moderate to high.
6.1.1.2 Downtown Wells
The City operates six production wells (RW 1, RW 2, RW 3, PW 8, PW 9, and EW-3R) in the
Cedar Valley Aquifer. Wells RW-1, RW-2, and RW-3 each have a pumping capacity
of 2,200 gallons per minute (gpm) and are screened at depths ranging from 50 to 105 feet bgs.
Well EW-3R may be used in case of an emergency. Its capacity is 1,600 gpm and it is screened
from 40 to 70 feet bgs. Wells PW-8 and PW-9 have pumping capacities of 3,500 and 1,200 gpm,
respectively. The wells are screened at depths ranging from 50 to 105 feet bgs. Further detail is
available in Chapter 2 – Existing System.
6.1.2 Springbrook Springs
Approximately 15 percent of City’s current water supply comes from Springbrook Springs,
located at the southern city limits. A water-bearing sand and gravel layer enclosed in a thick
sequence of glacial till intercepts the surface of the hillside at Springbrook Springs.
Two infiltration galleries collect and channel water into the transmission pipeline. Flow
measured at the Springbrook treatment building varies over the year with the highest flow rates
occurring during the summer months. The City is able to maintain a maximum flow of 1,050 gpm
into the distribution system via a throttling valve. Section 6.4 of this chapter describes
recommendations and potential changes to the operation of the throttling valve to allow higher
flow from Springbrook Springs.
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The capture area has been estimated by combining the surface area draining to
Springbrook Springs with the estimated groundwater recharge area. The latter is based on well
driller reports for wells in the vicinity of the spring.
The DOH contamination susceptibility rating of Springbrook Springs is moderate to high.
6.1.3 Maplewood Production Aquifer
The Maplewood Production Aquifer is located east of the downtown area under the
Maplewood Golf Course. It serves as a redundant source of supply for the vulnerable
Cedar Valley Aquifer.
6.1.3.1 Aquifer Characteristics
This aquifer is believed to extend northward into hydrostratigraphically correlated zones
beneath the North Uplands. It ranges from 70 to 120 feet thick and is encountered from
approximately 135 to 345 feet below the golf course.
The Maplewood Production Aquifer is confined with evidence of some leakage. Gradients are
predominantly upward. Estimated transmissivities range from 49,000 to 76,000 gallons per day
per foot (gpd/ft) with corresponding hydraulic conductivity ranging from 94 to 128 ft/day.
Recharge is believed to occur predominantly from the North Uplands while discharge occurs in
the Cedar Valley via upward flow to the alluvial aquifer east of the bedrock narrows. Other
recharge and discharge points may exist.
The DOH contamination susceptibility rating of the Maplewood Aquifer is low.
6.1.3.2 Maplewood Wells
The City has three Maplewood Wells (PW-11, PW-12, and PW-17), which have pumping
capacities of 2,500 gpm, 1,600 gpm, and 1,500 gpm, respectively. These wells are screened at
depths ranging from 284 to 344 feet bgs.
The City has a permit for a water right at this location for a new Well 10. The City has no current
plan to develop this well.
6.1.4 Well PW-5A
Well PW-5A is located near the northern city limits east of Lake Washington. This backup well
has a pumping capacity of 1,500 gpm and is completed in a sand and gravel aquifer zone
approximately 280 to 390 feet bgs (about -42 to -152 feet mean sea level). The aquifer zone is
overlain by stratified glacial deposits of fine to coarse sand and gravel layered with silt and clay.
The capture zone for Well PW-5A is not known, but there are some indications that the well may
be withdrawing from the Maplewood Aquifer.
The DOH contamination susceptibility rating of Well PW-5A is low.
6.2 Condition of Supply Sources
The City’s wells are generally in very good condition. The City has capital improvement and
maintenance programs to upgrade and maintain its sources in good condition and to comply
with water quality criteria. Chapter 8 – Operation and Maintenance summarizes City
maintenance activities.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-4 | MAY 2021 | FINAL
6.3 Supply Management
The City manages each water supply source within the limitations of the instantaneous water
right quantity (Qi) and annual water right quantity (Qa) established by the Washington State
Department of Ecology (DOE). In general, the City’s sources are equipped with capacity to
deliver the full certificated City water rights (or in the case of the Maplewood Wells – the
permitted Qi flows) to the distribution system. Without obtaining authorization from DOE to use
the Maplewood Wells to provide additional instantaneous flow as originally intended, not all of
this installed capacity can be utilized. For the current planning period, the City plans to use the
Maplewood Wells as alternate sources only and to revisit the terms of these water right
authorizations during the next planning period. The combined withdrawals from the Cedar
Valley Aquifer sources and the Maplewood Aquifer sources will not exceed the total certificated
Qi of 11,400 gpm for the Downtown Wells and total certificated Qa of 14,809 acre-feet per
year (ac-ft/yr) for all sources. Springbrook Springs will be used at its full available supply during
the planning period.
At present, Well PW-5A is only used for backup supply because of the water quality issues
mentioned in Chapter 2 of this Plan.
During the current planning period the City anticipates that on infrequent occasions the demand
will exceed the Qi water rights of the Cedar Valley sources and Springbrook Springs. During
these periods the City plans to meet the demand by purchasing wholesale water from SPU.
6.4 Water Rights Analysis
6.4.1 General Conditions
The State Water Code, as outlined in Title 90 of the Revised Codes of Washington (RCW), states
that all surface and ground waters of the state are the property of the public. It is, therefore, the
policy of the state to promote the use of the public waters in a fashion that provides the
maximum benefit arising from both diversionary uses of the state's public water and the
retention of waters within the streams and lakes in sufficient quantity and quality to protect
in-stream and natural values and rights.
(90.03.005 RCW): The state takes responsibility for determining who,
among the various competing basin stakeholders, is allowed to use,
divert, or consume the water.
When an application to obtain water rights is submitted to the DOE, the date of receipt of this
application establishes the priority of the water right. Prior to the development of a source of
supply, a permit is issued by DOE to construct, develop, and test the supply source. A water right
may then be issued following a thorough review process, a determination of the amount of
supply that is put to beneficial use, and the impacts on the various other basin stakeholders. This
water right establishes the priority use of the water and becomes an appurtenance to the
property.
The City has developed independent water sources in order to maintain greater control over the
management and costs of its water supply. Through the development of independent sources of
supply, the City strives to protect public health, ensure adequate water supply to meet the
requirements of its customers, and support the economic prosperity of the City.
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Consistent with DOE's procedures for issuing water rights, all of the City’s water rights specify a
Qi and a maximum Qa. Copies of the City's water rights certificates and permits are in
Appendix M.
6.4.2 Existing Water Rights
The City has 13 water right certificates and 4 permits. A summary of the City’s existing water
rights for municipal supply is presented in Table 6.2. The total instantaneous flow rate from the
certificated rights is 15,152 gpm. Certificated additive (primary) annual water rights
are 14,809.5 ac-ft/yr. Certificated non-additive (previously termed supplemental) annual water
rights are 7,539 ac-ft/yr.
Well 4 is currently inactive, as is Well PW-5A which is only used as backup due to water quality
issues. These sources authorize total primary water right allocations in the amount of 1,670 gpm
and 2,593.5 ac-ft/yr, which is being exercised through the use of supplemental sources.
The City’s water rights authorize total primary allocations in the amount of 15,152 gpm
and 14,809.5 ac-ft/yr.
The water right for Well EW-3R (GWC 5836-A) was transferred to the new wells RW-3, RW-1, and
RW-2. However, in accordance with the water right certificate, Well EW-3R continues to be
maintained should it be needed to intercept contaminants that could affect the other wells.
Well EW-3R can also be used as an emergency supply after notifying DOE, in the event that the
City’s other sources fail.
In 2011, the City requested an additional development extension of the Maplewood Wellfield
and was granted until September 30, 2021 to finalize the rights and file the Proof of
Appropriation forms. The City continues to operate the sources consistent with the past
arrangement with DOE to not exceed the total Qi and Qa authorized by the Cedar Valley
sources; however, the final disposition of these permits has not been resolved.
6.4.3 Forecasted Water Rights
The City does not anticipate applying for any new water rights or changes to its existing water
rights. In 1997, the City applied for a change of place for several of its water rights, but since then
it has withdrawn those applications. The City’s forecasted water rights are the same as its
existing water rights.
Springbrook Springs have both a surface water certificate and groundwater certificate, which, if
added together would put the withdrawal amount to 2,082 gpm. The City currently has a
throttling valve and is maintaining the flow at the Qi value of 1,050 gpm (groundwater certificate
value). The City has the ability to increase the withdrawal amount with the infrastructure
currently in place, and will, on an as needed basis, withdraw up to the combined value
of 2,082 gpm.
The City plans to use the Maplewood wells as alternate sources only and to revisit the terms of
these water right authorizations perfecting water right certificates during the next planning
period.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Table 6.2 Water Rights Status
Permit Certificate or
Claim No. Tracking # Name of Rightholder or
Claimant Priority Date Source Name / No. Primary or Supplemental Existing Water Rights
Qi (gpm) QaA (ac-ft/yr) QaNA (ac-ft/yr)
SWC 463 S1-*02983C City of Renton May 17, 1930 Springbrook Creek Primary 1,032 1,650
G1-20605C G1-20605C City of Renton May 3,1973 Infiltration Gallery
(Springbrook Springs) Primary 1,050 1,680
GWC 886-D G1-*00816S City of Renton Jan 1, 1944 RW-1 Primary 1,040 1,676
GWC 5838-A G1-*08042C City of Renton Apr 14, 1966 RW-1 Supplemental 960 1,536
GWC 887-D G1-*00817S City of Renton Jan 1, 1944 RW-2 Primary 1,040 838
GWC 5835-A G1-*08040C City of Renton Apr 14, 1966 RW-3 Supplemental 1,600 2,560
GWC 5836-A G1-*08041C City of Renton Apr 14, 1966 RW-1, 2, 3 Supplemental 1,960 3,136
GWC 6775-A G1-*09349C City of Renton Apr 1, 1968 PW-8 Primary 3,000 4,532 307
GWC 6776-A G1-*09985C City of Renton Jan 21, 1969 PW-8 Primary 500 800
G1-24191C G1-24191C City of Renton Oct 18, 1982 PW-9 Primary 1,300 1,040
GWC 3591-A G1-*03040C City of Renton Feb 18, 1953 PW-5A Primary 1,300 2,000
GWC 5834-A G1-*08039C City of Renton Apr 14,1966 PW-5A Primary 200 320
GWC 884-D G1-*00814S City of Renton Nov 1, 1942 Well 4 Primary 170 273.5
G1-24781-P G1-24781P City of Renton Jan 2, 1986 PW-11 Supplemental 1,600 1,792
G1-25396-P G1-25396P City of Renton Feb 13, 1989 PW-11 Supplemental 900 1,008
G1-24782-P G1-24782P City of Renton Jan 2, 1986 PW-12 Supplemental 1,600 1,792
G1-25397-P G1-25397P City of Renton Feb 23, 1989 PW-17 Supplemental 1,500 1,680
Total 20,752 14,809.5 13,811
Total Certificated 15,152 14,809.5 7,539
Certificated Currently Online 12,450 10,566 7,539
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6.5 Water Supply Interties
In the coming years, as the limits of water rights are encountered, the City plans to purchase
more water from SPU to meet its needs. The City and SPU have a wholesale supply
contract (renewed in 2011), which provides an additional supply source for the City
through 2062. The City has nine metered interties with the SPU transmission mains (including
the two Boeing Plant meters), which are available to serve wholesale water to the City. The
City’s interties are summarized in Table 6.3 and described in detail in Chapter 2 as part of the
supply sources. Most interties receive summer peaking supply, with the greatest supply from
pressure-reducing valve (PRV) 24 / SPU Bow Lake Pipeline Sta. #196. The City plans to meet its
water demand needs that cannot be met by way of its own sources of supply and/or via storage
by purchasing water from SPU.
Table 6.3 Maximum Flow Rates Status - Interties
Intertie Name /
Identifier
Name of
Purveyor
Providing Water
Maximum Intertie Flow
Type of Service
Maximum
Instantaneous
Flow Rate
(gpm)
Maximum
Annual
Volume
(ac-ft/yr)
Tiffany Park /
SPU Sta. #39 SPU 1,050 1,694 Summer Peaking
Fred Nelson /
SPU Sta. #34 SPU 925 1,492 Summer Peaking
PRV 24 / SPU Bow Lake
Pipeline Sta. #196 SPU 2,800 4,516 Summer Peaking
PRV 28 / SPU Sta. #33 SPU 700 1,129 Supply/Summer
Peaking
PRV 35 / SPU Sta. #38 SPU 700 1,129 Supply/Summer
Peaking
PRV 6 / SPU Sta. #37 SPU 320 516 Summer Peaking
SPU Sta. #36 SPU 700 1,129 Summer Peaking
Boeing Plant Feed –
East SPU Sta. #179 SPU 1,950 3,145 Boeing
Boeing Plant Feed –
West SPU Sta. #180 SPU 1,950 3,145 Boeing
PRV 23 Tukwila City of Tukwila 1,250 2,016 Emergency
PRV 25 Kent City of Kent 1,950 3,145 Emergency
Dimmitt BPS (operated
by Skyway) Skyway 1,600 4,516 Emergency
Total 15,895 27,572
Note:
Abbreviation: BPS: booster pump station; Skyway – Skyway Water and Sewer District.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
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6.6 Water Right Self-Assessment
A water right self-assessment was made based on all water right permits, claims, and
certificates. The self-assessment compares the current and 20-year projected water demand to
determine the adequacy of the City’s water rights. The self-assessment also considers Table 6.4.
The City currently has sufficient water rights.
If the City does not pursue additional treatment for Well PW-5A, does not redevelop Well 4, and
does not expand capacity of the Springbrook Springs water right, the available annual water
right will be 10,566 ac-ft (equivalent to 9.43-mgd average day demand [ADD]), and the City
could face a source capacity issue that would result in exceeding this usable annual water.
The City plans to address the forecast difference between Qa water rights and annual demand
by purchasing water from SPU. To address the forecast difference between Qi water rights and
demand, the City plans to construct additional storage and purchase water from SPU.
Additionally, the City will further evaluate the timing of capital improvements to address the
water quality problems of Well PW-5A.
The details of the supply and pumping analysis are presented in Section 6.13.
6.7 Water Quality Plan and Treatment
The City is defined as a Group A Community Public Water System. The City must comply with
the drinking water standards of the federal Safe Drinking Water Act (SDWA) and DOH standards
under Washington Administrative Code (WAC) 246-290. The City’s water quality is in compliance
with all state and federal water quality and reporting requirements.
The City maintains water quality within its system through the following approaches:
1. Routine system flushing within its distribution system in order to maintain satisfactory
water quality.
2. A main replacement program to eliminate dead end mains and replace aging cast iron,
asbestos cement, and steel pipes.
3. In-line chlorine and fluoride analyzers at all sources for continuous monitoring.
4. Installation of pH meters at all sources in order to better manage pH and as a result
reduce corrosion within the distribution system.
5. Cross-connection prevention.
It is recommended that the City take the following actions as part of its water quality planning
programs:
• The City should continue to track proposed new water quality rules and regulations
being considered by the USEPA and DOH in order to plan for any impacts on its water
system.
• The City should continue to implement its corrosion control treatment improvements as
necessary to reduce levels of corrosion within the distribution system and private
plumbing.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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6.7.1 Raw Water Quality
A review of the City's raw water quality testing records indicates that overall source water quality
is excellent with only minor aesthetic problems caused by ammonia, iron, manganese, and
hydrogen sulfide at Maplewood and corrosivity concerns at Springbrook Springs and Downtown.
Even though the aesthetic components do not affect public health, the City provides treatment
to improve aesthetic quality in terms of odor and discoloration. Corrosion treatment reduces
health risks associated with potential leaching of lead and copper from piping, but also improves
aesthetics as well.
6.7.2 Treatment
The City’s water treatment is described in detail in Chapter 2 as part of the supply sources.
Table 6.4 summarizes the current source treatment goals and effectiveness.
The City upgraded the treatment systems at both Springbrook Springs in 2013 and the
Downtown Wells in 2010 to modernize the disinfection systems and add sodium hydroxide for
pH adjustment to reduce the corrosivity of the water. Water treatment improvements at the
Maplewood Wells were completed in 2006 to remove hydrogen sulfide, manganese, and
ammonia. The Maplewood Treatment Plant is currently able to deliver up to 3,000 gpm to the
distribution system, with provisions to allow additional filters that would increase the capacity
to 5,500 gpm.
For regular use of Well PW-5A, treatment for ammonia, iron, manganese, and hydrogen sulfide
is required. There is no plan to provide additional treatment for Well PW-5A within the
next 20 years. Adding treatment to Well PW-5A will be examined during the next planning
period.
6.7.3 Water Quality Monitoring
The City has implemented a comprehensive and proactive water quality monitoring program. It
includes monitoring for operations, regulatory monitoring to meet the requirements of the
federal SDWA and monitoring to manage the City's aquifers. Operational monitoring is used to
verify the City’s water facilities are functioning effectively to deliver high quality drinking water,
and includes measuring chlorine and fluoride concentrations, pumping rates for each production
well, and pH measurements as part of the corrosion control program. Regulatory monitoring
includes analytical testing for microbial pathogens, organic and inorganic chemicals, disinfection
byproducts, and radionuclides. The sampling is performed at locations and at frequencies
required by state and federal regulations. Aquifer monitoring is used to identify contamination
and to track water levels in the aquifers.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Table 6.4 Source Treatment
Facility Sources Treated Treatment Type Treatment
Liberty Park CT Pipe 1 Wells RW-1, RW-2 and RW-3 Chlorination (gaseous chlorine) 4-log virus inactivation (CT=6) and
measurable chlorine residual (at least 0.2 mg/L)
Liberty Park Wellhouse RW-1-2-3 Wells RW-1, RW-2 and RW-3 Fluoridation 0.7 mg/L
Liberty Park CT Pipe 2 Emergency Well EW-3R Chlorination (gaseous chlorine) 4-log virus inactivation (CT=6) and measurable
chlorine residual (at least 0.2 mg/L)
Liberty Park Wellhouse EW-3R Emergency Well EW-3R Fluoridation 0.7 mg/L
Cedar River Park CT Pipe Wells PW-8 and PW-9 Chlorination (gaseous chlorine) 4-log virus inactivation (CT=6) and measurable
chlorine residual (at least 0.2 mg/L)
Cedar River Park Fluoridation Facility Wells PW-8 and PW-9 Fluoridation 0.7 mg/L
Corrosion Control Treatment Facility (CCTF) All Downtown Wells pH adjustment using sodium hydroxide Corrosion control to meet requirements of the Lead and Copper Rule (LCR)
Springbrook Springs CT Pipe Springbrook Springs Infiltration Galleries Chlorination (gaseous chlorine) 4-log virus inactivation (CT=6) and measurable
chlorine residual (at least 0.2 mg/L)
Springbrook Springs Treatment Facility Springbrook Springs Infiltration Galleries pH adjustment using sodium hydroxide Corrosion control to meet requirements of the LCR
Springbrook Springs Treatment Facility Springbrook Springs Infiltration Galleries Fluoridation 0.7 mg/L
Maplewood Treatment Plant Wells PW-11, PW-12 and PW-17 Chlorination (sodium hypochlorite) 4-log virus inactivation (CT=6) and measurable
chlorine residual (at least 0.2 mg/L)
Maplewood Treatment Plant Wells PW-11, PW-12 and PW-17 Chlorination (sodium hypochlorite) Convert ammonia to nitrogen gas (monochloramine less than 0.02 mg/L,
dichloramine = 0-mg/L, trichloramine = 0-mg/L)
Maplewood Treatment Plant Wells PW-11, PW-12 and PW-17 Dissolved oxygen plus granular activated carbon Convert hydrogen sulfide to hydrogen sulfate
(dissolved hydrogen sulfide less than 0.001 mg/L)
Maplewood Treatment Plant Wells PW-11, PW-12 and PW-17 Greensand filters using chlorine
(sodium hypochrorite) as the oxidant Remove iron and manganese (no staining)
Maplewood Treatment Plant Wells PW-11, PW-12 and PW-17 Fluoridation 0.7 mg/L
Wellhouse PW-5A(1) Well PW-5A Fluoridation 0.7 mg/L
Wellhouse PW-5A Well PW-5A None Similar treatment as Maplewood
Note:
(1) This well currently serves as a backup to other sources.
(2) Abbreviations: CT - contact time; LCR - Lead and Copper Rule; mg/L - milligrams per liter.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Water quality sampling is the responsibility of the Water Maintenance Services Division and is
carried out on a daily basis by a team of Water Treatment Operators. In addition to ensuring that
water treatment and maintenance are performed effectively, the Water Maintenance Services
Division is responsible for ensuring that monitoring is carried out and for managing water quality
data and records both for routine and special monitoring programs.
A detailed description of the water quality sampling methods, the sampling locations, sampling
frequency, and record keeping procedures are listed in the Drinking Water Quality Monitoring
Program included as Appendix N. The estimated costs for the City's water quality monitoring are
included in Chapter 8 - Operations and Maintenance.
6.8 State and Federal Regulatory Requirements
This section presents the water quality standards of the DOH and USEPA through the SDWA.
The SDWA, which was enacted in 1974 (and amended in 1986 and 1996), is the main federal law
that establishes standards for drinking water quality for public water systems. The DOH has
adopted the federal drinking water regulations under WAC 246-290 and has accepted primary
responsibility (or “primacy”) for enforcement of water quality monitoring and reporting. All
existing and anticipated drinking water regulations that apply to the City are summarized in the
following subsections and shown in Table 6.5.
6.8.1 Revised Total Coliform Rule
The Revised Total Coliform Rule (RTCR), which replaced the 1989 Total Coliform Rule, requires
monitoring to demonstrate that a water system is minimizing the risk of bacterial growth.
Drinking water samples must be collected for bacteriological analysis from representative points
in the distribution system at regular time intervals. The number of water samples is dependent
upon the population being served by the system. Currently, testing for bacteria (total coliforms)
is conducted weekly, with a total of 100 samples required each month. Over the past 6 years, the
City has collected approximately 7,000 coliform samples (post-treatment) and only 2 have come
back positive for total coliforms. Follow-up actions were taken following the detections, but
repeat samples showed no indication of contamination. The City is required to have a Coliform
Monitoring Plan that identifies coliform monitoring locations and sampling procedures. The
City’s Coliform Monitoring Plan is included as Appendix A of the Drinking Water Quality
Monitoring Plan, which can be found in Appendix N.
6.8.2 Stage 1 and 2 Disinfectants/Disinfection Byproducts Rules
Because the City uses chlorine for disinfection, it needs to meet the requirements of the Stage 1
and Stage 2 Disinfectants/Disinfection Byproducts Rules (D/DBPR). In general, the City’s
high-quality source water and applied treatment result in low concentrations of disinfection
byproducts, which are produced from the reactions between chlorine and natural organic
matter. Based on the low levels of trihalomethanes and haloacetic acids, which are the two most
common disinfection byproducts, the City is approved for reduced monitoring. D/DBPR
compliance monitoring is described in detail in the City’s Stage 2 Disinfectants and Disinfection
Byproducts Monitoring Plan, which is included as Appendix B of the Drinking Water Quality
Monitoring Plan.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-16 | MAY 2021 | FINAL
Table 6.5 Existing and Future Requirements of the Safe Drinking Water Act
Regulation Effective / Compliance Dates Regulation Summary and City
Status
Existing Requirements
RTCR Effective February 2013.
Compliance by April 2016.
The City meets the requirements
of this rule.
Groundwater Rule Effective January 2007.
Compliance by November 2010.
The City meets the requirements
of this rule.
Arsenic Rule Effective February 2002.
Compliance by January 2006.
The City meets the requirements
of this rule.
Radionuclides Rule Effective December 2003.
Compliance by December 2006.
The City meets the requirements
of this rule.
LCR Effective June 1991 with minor
revisions in 2000.
The City meets the requirements
of this rule.
Inorganic Chemicals Various
The City meets the requirements
of the rules regulating these
contaminants.
Organic Chemicals Various
The City meets the requirements
of the rules regulating these
contaminants.
Stage 1 D/DBPR Effective December 1998.
Compliance by January 2004.
The City meets the requirements
of this rule.
Stage 2 D/DBPR Effective January 2006.
Compliance by October 2012.
The City meets the requirements
of this rule.
LCR Short-term Revisions Effective October 2011 The City meets the requirements
of this rule.
Fluoride Effective May 2016
The City reduced fluoride
treatment target to 0.7 mg/L in
accordance with new DOH rule.
UCMR3 Effective May 2012.
Compliance Period 2013 to 2015.
UCMR3 monitoring was
completed in 2014 and 2015.
UCMR4 Effective December 2016.
Compliance Period 2018 to 2020.
UCMR4 monitoring was
completed in 2018 and 2019.
Consumer Confidence
Report Rule Effective December 2012 The City meets the requirements
of this rule.
Public Notification Rule Effective May 2000 The City meets the requirements
of this rule.
Future Requirements
Perchlorate In February 2011, USEPA decided
to regulate perchlorate
The City is monitoring the
development of the rule.
The City tested all of its sources
for perchlorate in 2002 and 2003
(and Maplewood Wellfield
in 2009). All samples were
non-detect.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Regulation Effective / Compliance Dates Regulation Summary and City
Status
PFAS DOH began rulemaking for PFAS
in drinking water in late 2017
The City tested all of its sources
for 6 PFAS chemicals as part of
UCMR3 sampling in 2014 and
2015. All samples were
non-detect.
Strontium
USEPA is considering issuing a
regulatory standard based on
UCMR3 results
The City is monitoring the
development of a national
primary drinking water
regulation for strontium.
LCR Long-Term Revisions USEPA is considering additional
revisions to the LCR
The City is monitoring the
development of the rule
revisions.
UCMR5
Anticipating final rule in 2021,
with a compliance period of 2023
to 2025.
Note:
Abbreviations: UCMR3 / UCMR4 / UCMR5 - Unregulated Contaminant Monitoring Rules 3, 4, and 5; PFAS - per- and
polyfluoroalkyl substances.
6.8.3 Groundwater Rule
The Groundwater Rule builds on the Total Coliform Rule by addressing the health risks of
microbial pathogens (bacterial and viral) in community public water systems that use
groundwater sources. The City has 4-log virus treatment (99.99 percent inactivation) at each
source of supply and conducts routine compliance monitoring. The City also conducts periodic
sanitary surveys to address system deficiencies at risk of microbial contamination.
6.8.4 Arsenic Rule
The Arsenic Rule was adopted by the DOH as a revision to the arsenic maximum contaminant
level (MCL) under WAC 249-290-310. The City samples for arsenic during the inorganic chemical
analysis and all samples were non-detect for arsenic during the last monitoring period.
6.8.5 Radionuclides Rule
The City conducts periodic monitoring (once every 6 years) for radiological contaminants
(radionuclides) at each source after treatment. During the last monitoring period (June 2016), all
samples were non-detect for Gross Alpha particles and Radium 228.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
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6.8.6 Inorganic Chemical Analysis
Inorganic contaminants are metals, salts, and other non-carbon compounds that can be naturally
occurring in the environment or are present as a result of human activities such as urban
stormwater runoff or industrial wastewater discharges. Physical properties of inorganic
chemicals that affect water quality are also included in the analysis such as hardness, turbidity,
color, conductivity, and total dissolved solids. The City is required by DOH to take samples for
inorganic chemical analysis at each source after treatment. The complete inorganic chemical and
physical analysis includes the primary and secondary chemical and physical drinking water
contaminants specified in WAC 246-290. Based on historically low levels, the City has been
approved by DOH for reduced monitoring (once every nine years) with the exception of nitrate,
which is monitored annually. The City also has a permanent waiver for asbestos monitoring from
DOH. During the last monitoring period, no samples exceeded the MCLs for inorganic chemicals.
Fluoridation of the City’s water supply began in 1985 after Renton citizens voted for fluoride
treatment. In 2016, the City adjusted its fluoride target level to 0.7 mg/L with an operating
tolerance of 0.5 to 0.9 mg/L as recommended by both DOH and Centers for Disease Control and
Prevention (CDC). During the last 6 years, no samples have exceeded the MCL for fluoride.
6.8.7 Organic Chemical Analysis
Volatile organic chemicals (VOCs) are carbon-containing substances that easily become vapors
or gases under typical room temperature. Some VOCs are hydrocarbons that are associated with
petroleum fuels and solvents. VOCs are divided into regulated and unregulated VOCs. There are
currently 21 regulated VOCs that have been determined to pose a significant risk to human
health. This group does not include organic pesticides, herbicides, or insecticides, which are
regulated separately as synthetic organic chemicals (SOCs). There are currently 33 regulated
SOCs.
The City is required by DOH to take samples for organic chemical analyses at each source after
treatment. Based on historically low levels, the City has been approved by DOH for reduced
monitoring (once every 6 years for VOCs and once every 9 years for herbicides). The City has also
been granted waivers for pesticides and soil fumigants. State-wide waivers have been issued for
insecticides, dioxin, diquat, endothall, glyphosate, polychlorinated biphenyls (PCBs), ethylene
dibromide (EDB), and dibromochloropropane (DBCP).
Recent chemical analyses of the City's supply sources show no contamination from VOCs or
SOCs. The City must test for trihalomethanes at all wells once a year since they are chlorinated.
During the last monitoring period, low levels of trihalomethanes were detected in the samples,
but were significantly below the MCL for total trihalomethanes.
6.8.8 Lead and Copper Rule
Action levels were established for lead and copper under the 1991 LCR. The goal of the LCR is to
protect public health by minimizing lead and copper levels at consumers’ taps, primarily by
reducing water corrosivity within the distribution system. The 2007 Short-Term Revisions to the
LCR enhanced monitoring, treatment, lead service line replacement, public education, and
customer awareness.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-19
The City’s source water contains no significant amounts of lead and copper. However, potential
health risks come from the leaching of lead and copper from the distribution system
components and private plumbing. The City reduces the risk of leaching by continuously treating
its source water to raise the pH of the water. Additional details on these facilities are provided in
the Corrosion Control section.
LCR sampling was most recently conducted in 2016. There were 41 samples tested for lead and
copper from residential water taps. All of the samples tested had levels far below the action
levels for both lead and copper. A detailed description of the 2016 LCR sampling is provided in
Appendix N, Drinking Water Quality Monitoring Program.
Although the LCR has resulted in substantial reductions in lead in drinking water, the EPA is
proposing additional revisions to improve the rule and strengthen public health protections.
Proposed revisions to the LCR include requirements for accelerated lead service line replacement
programs, improved optimal corrosion control treatment requirements, incorporating a lower
trigger level for lead, point of use filters, improving sampling procedures, increased transparency
and information sharing, and public education.
6.8.9 Unregulated Contaminant Monitoring Rule
The SDWA establishes periodic monitoring of contaminants that are suspected to be in drinking
water, but not yet subject to drinking water regulations. This is the fourth cycle of monitoring for
unregulated contaminants (UCMR4). Because the City uses groundwater supply sources, UCMR4
monitoring consists of 20 unregulated chemical contaminants: two metals, eight pesticides plus
one pesticide manufacturing byproduct, three brominated haloacetic acid disinfection
byproducts groups, three alcohols, and three semivolatile organic chemicals.
The City submitted a Groundwater Representative Monitoring Plan proposing
three representative sampling locations (Springbrook Springs, Downtown Wellfield, and
Maplewood Wellfield). The monitoring plan was approved by USEPA in January 2018. The City
performed UCMR4 sampling in October 2018 and April 2019. Unregulated contaminants that
were detected during these UCMR4 sampling events will be reported in the 2019 and 2020 Water
Quality Reports. While these contaminants do not have established drinking water standards,
the data collected during UCRM4 provides a basis for potential future regulatory actions to
protect public health.
6.8.10 Consumer Confidence Report Rule
The Consumer Confidence Report (CCR) is an annual water quality report that a community
public water system is required to prepare for its customers. Each year, the report documents
regulated contaminants detected during the water system’s most recent monitoring period
(within five years), and the concentrations of these detected contaminants compared to
regulatory standards. The report must also include the health effects related to violations of the
maximum contaminant levels. The information in the report is provided to help consumers make
informed decisions about their drinking water. The City’s Water Quality Monitoring Reports are
electronically available at:
https://rentonwa.gov/city_hall/public_works/utility_systems/water_quality_report
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-20 | MAY 2021 | FINAL
6.8.11 Public Notification Rule
The Public Notification Rule requires public water systems to notify their consumers of drinking
water violations or situations that may pose a risk to public health. Public notification is intended
to ensure that consumers will know if there is a problem with their drinking water. There are
three categories of public notification:
• Tier 1 (Immediate Notice) – Notification within 24 hours.
• Tier 2 (Notice as Soon as Practical) – Notification as soon as possible, but within 30 days.
• Tier 3 (Annual Notice) – Up to a year to provide notification.
The City has not had a drinking water violation in the last 6 years requiring public notice. The City
has a detailed public notification procedure summarized in the Coliform Monitoring Plan
included in Appendix N.
6.8.12 Future Regulations
The City is monitoring the developments surrounding the following potential rules and rule
changes:
• Revisions to the LCR are being monitored and changes to the City’s LCR activities will be
made if necessary.
• Proposed Strontium Monitoring – not anticipated to effect the City.
• Proposed PFAS Monitoring – not anticipated to effect the City.
• Proposed Perchlorate Monitoring – not anticipated to effect the City.
6.9 Corrosion Control Program
6.9.1 Corrosion Protection: Source of Supply
In the past, there were relatively high copper levels, and occasionally high lead levels, at home
taps because of the relatively low pH of Cedar Valley Aquifer and Springbrook Springs water
supplies. In 2017, the raw water pH ranged from 6.6 to 6.9 for the Downtown Wells and
about 6.9 to 7.1 for Springbrook Springs. Water with pH less than 7.2 is aggressive in leaching
copper and lead from water mains and private plumbing.
As a result of the low pH levels, the City has added corrosion control treatment to its
Downtown Wells and Springbrook Springs. Sodium hydroxide is added to these sources to raise
the pH to between 7.3 and 8.1.
The pH of the raw water from the Maplewood Wells is approximately 8.1 and that of the treated
water is about the same. Well PW-5A water has a pH of approximately 8. The Corrosion Control
Recommendation Report (March 1995) found that no additional corrosion control treatment
processes are required for these sources.
6.9.2 Corrosion Protection: Distribution Mains
The City uses Aqua Mag® blended phosphates in areas of the distribution system that contain a
high number of unlined cast iron water mains. It acts to control the corrosion of the interior
surfaces of water mains. The City uses sampling stations to monitor pH levels in the distribution
system. In 2017, the pH averaged 7.7 at these stations.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-21
Since about 1976 the City has required that all water mains installed in the City be cement-lined
ductile iron pipe. Additionally, since 1980, the City has required that water mains installed in high
resistivity soils be wrapped in polyethylene. Beginning in 1994, the City specifications have
required that all water mains be wrapped in polyethylene. These requirements were established
to reduce the internal and external corrosion of water mains.
In a few of the locations where the City’s water mains are within the influence area of other
utility lines that are protected with impressed current cathodic protection systems, the City’s
water mains are electrically bonded and/or protected with sacrificial anodes. Test stations are
installed. Testing is random and infrequent at this time.
6.9.3 Corrosion Protection: Steel Reservoirs and CT Pipeline
Three of the City’s seven steel reservoirs are protected with impressed current cathodic
protection systems (Mt Olivet, Highlands 565, and Rolling Hills 590). The West Hill reservoir has
an active impressed current cathodic protection system installed. The seven reservoirs are
inspected by a corrosion control consultant approximately every five years. The inspections
consist of examining the protective coatings as well as the cathodic protection systems. The
interior and exterior protective coatings are repaired and/or replaced as recommended by the
consultant. Impressed current systems are checked annually. Adjustments and maintenance
actions are made to the impressed current systems based upon the consultant’s
recommendations. The CT Pipeline used to provide primary disinfection for wells RW-1, RW-2,
and RW-3 has an impressed current cathodic protection system installed but there has not been
a need to energize it.
6.10 Wellhead Protection Program
The 1986 amendments to the federal SDWA mandated that every state develop a WHPP to
protect ground waters that serve as drinking water sources for public water supplies. In 1994
DOH adopted WAC 246-290, which directed Group A public water systems using wells or springs
to implement wellhead protection measures. The City prepared its WHPP, which was approved
by DOH in December 1999. Updates to the City’s WHPP were completed under this Plan and the
changes to the WHPP are included as Appendix J.
DOH stipulates that local WHPPs shall, at a minimum, include the following elements:
• A completed susceptibility assessment.
• A delineated wellhead protection area for each well, wellfield, or spring.
• An inventory of contamination sources located in the wellhead protection area that have
the potential to contaminate wells or springs.
• Documentation that delineation and inventory findings are distributed to property
owners and regulatory agencies.
• Contingency plans for providing alternate sources of drinking water in the event that
contamination does occur.
• Coordination with local emergency responders for appropriate spill response measures.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-22 | MAY 2021 | FINAL
Compliance with WHPP requirements is part of a broader City effort referred to as the “Aquifer
Protection Program.” The Aquifer Protection Program was established in 1988 when the
Renton City Council designated Aquifer Protection Areas (APAs) with the intent of safeguarding
the City’s supply sources. The APAs that were initially delineated in 1988 were redefined during
this WHPP update to be consistent with the capture zones, which were delineated using the
City’s Groundwater Model. As part of its Aquifer Protection Program, the City has enacted
aquifer protection regulations within the APAs to protect the aquifers used as potable water
supply sources from contamination by hazardous materials. The regulations include restrictions
on hazardous material quantities, storage, and handling; land use restrictions; facility operating
standards; construction activity standards; fill quality standards; and other measures intended to
prevent contamination.
Other components of the Aquifer Protection Program include public education, aquifer water
quality and level monitoring, coordination with emergency responders, and coordination with
surrounding land use authorities on groundwater protection issues.
6.11 System Reliability
The City continues to meet its responsibility to its customers and as a water purveyor by
addressing the reliability of the water system through the quality and condition of its facilities
described earlier in this chapter; through system redundancy; and through the development and
implementation of its Vulnerability Assessment and its Water Shortage Response Plan.
6.11.1 Reliability Efforts
The City continues to provide reliable water service to its existing customers and plan for
long-term reliability of its system for its sources and its distribution network. The City’s primary
supply is from its Downtown Wells and Springbrook Springs. Emergency Well EW-3R can be
used in the event that the normal supply wells are unavailable. In addition to the
Cedar Valley Aquifer, the City can supply its system from two different sources within its service
area, the Maplewood Aquifer (not additive) and Well PW-5A.
In 2007 the City added emergency electrical generation facilities to supply power to Wells RW-1,
RW-2, and RW-3 and to Mt. Olivet and North Talbot BPSs. See Chapter 2 - Existing System and
Chapter 9 - Capital Improvements Program for further discussion of existing and planned
emergency backup power.
In addition to its own sources of supply, the City also has 10 existing interties with
four neighboring water utilities: seven from SPU, one from Tukwila, one from Kent, and one
from Skyway (plus two 10-inch supply lines to the Renton Boeing Plant from SPU).
The City is also actively participating in and is studying other options to increase supply
reliability. These options include the City’s ongoing Conservation Plan, a future aquifer recharge
study, and the continuing examination of opportunities for the use of reclaimed water.
6.11.2 Water Shortage Response Planning
The City developed a Water Shortage Response Plan in 1989 to meet its responsibility for
planning for emergencies or other short- or long-term shortages that may occur. The updated
Water Shortage Response Plan is included in Appendix O.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-23
6.12 System Wide Water Supply Planning
The City has been decisive and progressive in its water supply planning. The City has pursued its
independent acquisition of water sources in order to maintain control over this utility, which is
vital to the public health and economic well-being of its customers. An important consideration
has also been concerning the cost of water supply and the desire to keep water rates low and
competitive with neighboring systems and with the region as a whole.
The City’s supplies were evaluated to identify if they provide adequate capacity is available to
serve future demands. Reliable and redundant supplies were evaluated on maximum day
demand (MDD) with the largest pump or source out of service. For the purpose of this study, the
term “reliable” refers to a non-emergency source of supply that has backup power.
The City has more than sufficient supplies to meet the system wide MDD through 2039, as
shown in Table 6.6. The City-owned supplies are sufficient to meet the system-wide MDD
through 2029, with a small amount of SPU supply required by 2039. Note, only SPU reliable
supplies (i.e. with back-up power) are included in this analysis.
The City currently purchases wholesale supply from SPU to address operational challenges in
providing supply to some areas of the system. The following section addresses considers
supplying each operating area to evaluate and address these challenges, if necessary.
Table 6.6 System-wide Supply Comparison
2019 2029 2039
TOTAL MDD (gpm) 9,646 11,125 12,306
Source Well Status Qi (gpm)
Springbrook Springs Active 1,050 1,050 1,050
Downtown Wellfield Well RW-1 Active 2,200 2,200 2,200
Downtown Wellfield Well RW-2 Active 2,200 2,200 2,200
Downtown Wellfield Well RW-3 Active 2,200 2,200 2,200
Downtown Wellfield Well PW-8 Active 3,500 3,500 3,500
Downtown Wellfield(1) Well PW-9 Active 1,200 1,200 1,200
Well PW-5A Well PW-5A Backup NA NA NA
Maplewood Wellfield Well PW-11 Active 2,500 2,500 2,500
Maplewood Wellfield Well PW-12 Active 500 500 500
Maplewood Wellfield Well PW-17 Active 0 0 0
Downtown Wellfield Well EW-3R Emergency NA NA NA
City Supply Total 15,350 15,350 15,350
SPU Supply Interties Total Active 7,195 7,195 7,195
Total Reliable Capacity 22,545 22,545 22,545
Largest Pump/Supply Capacity Well PW-8 3,500 3,500 3,500
Total Reliable Capacity with Largest Pump/Supply Capacity
offline 19,045 19,045 19,045
SURPLUS/(DEFICIT) 9,399 7,920 6,739
Note:
(1) Reliable pump capacity for Well PW-9 is only 1,200 gpm.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-24 | MAY 2021 | FINAL
6.13 Operational Water Supply Planning
The City’s supplies and pump stations were evaluated to ensure adequate capacity is available to
serve future demands. The City’s criteria identified in Chapter 2 is to provide sufficient reliable
sources / pumps to provide the MDD for each operational area with the largest pump or source
out of service. This section describes the capacity of the existing system and system
recommendations to meet the City’s criteria.
6.13.1 Operational Areas
For the purpose of evaluating supply and pumping capacity, the City’s water distribution system
was divided into seven different operational areas, which feed a total of 16 pressure zones.
Table 6.7 summarizes the various operational areas and their associated pressure zones.
Figure 6.1 provides an overview of the City’s operational areas and pressure zones.
Table 6.7 Operational Areas and Pressure Zones
Operational Area Pressure Zone
Valley 196 Valley 196
West Hill 495
West Hill 300
West Hill 495
Earlington 370
Highlands 435
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565 Highlands 565
Rolling Hills 490
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590 Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
Talbot Hill 350
Talbot Hill 270
West Talbot Hill 300
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Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
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West HillReservoirDimmit BPS
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Last Revised: February 15, 2021 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\WA\Renton\10899A00\Data\GIS\Operational_Areas.mxd
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 6.1 Operational Areas
O
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Disclaimer: Features shown in this
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Data Sources: City of Renton
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Highlands 435
Highlands 565
Rolling Hills 490
Rolling Hills 590
Talbot 350
Valley 196
West Hill 495
Pressure Zones
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Kennydale 320
Kennydale 218
Highlands 565
Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-27
6.13.2 Existing System
The supply and pumping analyses only account for non-emergency supply sources. The
emergency sources are identified in this section, but not included in the analysis tables. The
supply and pumping capacity of each operational area was compared to the projected MDD for
planning years 2019, 2029, and 2039. Demands were developed for this Plan in Chapter 3. The
following sections summarize results for each operational area identified above. Results are
summarized in the following sections.
6.13.2.1 Valley 196 Operational Area
The Valley 196 Operational Area sources and source capacities are outlined in Table 6.8.
The total reliable supply capacity of the Valley Operational Area is 15,150 gpm. Well PW-8 is the
largest source capacity within the Valley Operational Area, bringing the total reliable capacity
with the largest pump / supply capacity offline to 11,650 gpm.
In addition to serving the Valley 196 Operational Area, the Valley sources also provide source
capacity to all the higher zones with the exception of the West Hill 495 Operational Area. For this
analysis, the West Hill 495 Operational Area is assumed to be served by the Dimmitt BPS and the
SPU Bow Lake Intertie as described in Section 6.5. Note, emergency supplies to Kent through
PRV 25 and to Coal Creek through PRV 53 were not considered in this analysis.
Table 6.8 Valley 196 Operational Area Source Capacities
Source Maximum Capacity
(gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
Well RW-1 2,200 2,200 No
Well RW-2 2,200 2,200 No
Well RW-3 2,200 2,200 No
Well PW-8 3,500 3,500 No
Well PW-9 1,200 1,200 No
Springbrook Springs 1,050 1,050 No
PRV 24 / SPU Bow Lake Pipeline
Sta. #196
2,800 2,800 No
Well EW-3R 1,600 n/a Yes
PRV 23 / Tukwila Intertie 1,250 n/a Yes
Note:
(1) Reliable capacity considers backup power.
The comparison with the reliable sources capacity is summarized in Table 6.9. As shown in the
table, the available source capacity within the Valley Operational Area is sufficient to provide
MDD to the customers in the Valley Operational Area and the higher Operational Areas that rely
on the Valley sources.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-28 | MAY 2021 | FINAL
Table 6.9 Valley 196 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD (Operational Area + Offsite)
Valley 196 2,924 3,215 3,493
Highlands 435 2,118 2,701 3,049
Highlands 565 2,368 2,736 3,125
Rolling Hills 490 451 479 514
Rolling Hills 590 472 500 542
Talbot Hill 350 694 729 785
Total MDD 9,027 10,360 11,508
Available Reliable Capacity
Springbrook Springs 1,050 1,050 1,050
Well RW-1 2,200 2,200 2,200
Well RW-2 2,200 2,200 2,200
Well RW-3 2,200 2,200 2,200
Well PW-8 3,500 3,500 3,500
Well PW-9(1) 1,200 1,200 1,200
PRV 24 / SPU Bow Lake Pipeline Sta. #196 2,800 2,800 2,800
Total Reliable Capacity 15,150 15,150 15,150
Largest Pump/Supply: Well PW-8 3,500 3,500 3,500
Total Reliable Capacity with Largest Pump/Supply Offline 11,650 11,650 11,650
Surplus/(Deficit) 2,623 1,290 142
Note:
(1) Reliable pump capacity for Well PW-9 is only 1,200 gpm.
6.13.2.2 West Hill 495 Operational Area
The West Hill 495 Operational Area sources and source capacities are outlined in Table 6.10.
Table 6.10 West Hill 495 Operational Area Source Capacities
Source Maximum
Capacity (gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
West Hills BPS 2,200 1,000 No
Dimmitt BPS 1,600 n/a Yes
PRV 28 / SPU Sta. #33(2) 700 700 No
PRV 35 / SPU Sta. #38 700 700 No
Notes:
(1) Reliable capacity considers backup power.
(2) PRV-28 / SPU Station #33 serves the Talbot Hill 350 and the West Hill 495 Operational Areas for summer peaking supply.
For this analysis, it is assumed that the flow from SPU Station #33 serves the West Hill 495 Operational Area.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-29
The total reliable source / pump capacity of the West Hill 495 Operational Area is 2,400 gpm.
Pump 3 at the West Hill BPS is the largest pump within the Operational Area, bringing the total
reliable capacity with the largest pump / supply capacity offline to 1,400 gpm. In addition to the
West Hill 495 Operational Area demands, the Operational Area sources must also provide source
capacity for Skyway Wholesale.
A comparison of the projected MDD and the source capacity for the West Hill 495 Operational
Area is presented in Table 6.11 and demonstrates that there is sufficient capacity to meet the
MDD in the West Hill 495 Operational Area in 2019, 2029, and 2039.
Table 6.11 West Hill 495 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD for West Hill 495 (Operational Area + Offsite) 618 764 799
Projected MDD for Skyway Wholesale (Operational Area +
Offsite)
112 126 142
Total MDD 730 890 941
Available Reliable Capacity
West Hill BPS 1,000 1,000 1,000
PRV 28 / SPU Sta. #33 700 700 700
PRV 35/ SPU Sta. #38 700 700 700
Total Reliable Capacity 2,400 2,400 2,400
Largest Pump/Supply: Pump 3 at West Hill BPS 1,000 1,000 1,000
Total Reliable Capacity with Largest Pump/Supply Offline 1,400 1,400 1,400
Surplus/(Deficit) 670 510 459
6.13.2.3 Highlands 435 Operational Area
The Highlands 435 Operational Area sources and source capacities are outlined in Table 6.12.
Table 6.12 Highlands 435 Operational Area Source Capacities
Source Maximum Capacity
(gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
Mt. Olivet BPS 4,350 4,350 No
Houser Way BPS 4,100 4,100 No
Well PW-5A 1,500 1,250 No
Note:
(1) Emergency Sources are not considered a reliable source for the supply and pumping analysis.
The total reliable source / pump capacity of the Highlands 435 Operational Area is 9,700 gpm.
Pump 2 at the Houser Way BPS is the largest pump within the Operational area, bringing the
total reliable capacity with the largest pump / supply capacity offline to 7,650 gpm. In addition to
the Highlands 435 Operational Area demands, the Operational Area sources must also provide
source capacity for the Highlands 565 Operational Area.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-30 | MAY 2021 | FINAL
The comparison of the Highlands 435 sources to the Highlands 435 and 565 demands is
summarized in Table 6.13. As shown in the table, the available source capacity within the
Operational Area is sufficient to fulfill the MDD of the Highlands 435 Operational Area for 2019,
2029, and 2039.
Table 6.13 Highlands 435 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD for Highlands 435 (Operational Area + Offsite) 2,118 2,701 3,049
Projected MDD for Highlands 565 (Operational Area + Offsite) 2,368 2,736 3,125
Total MDD 4,486 5,437 6,174
Available Reliable Capacity
Mt. Olivet BPS 4,350 4,350 4,350
Houser Way BPS 4,100 4,100 4,100
Well PW-5A 1,250 1,250 1,250
Total Reliable Capacity 9,700 9,700 9,700
Largest Pump/Supply: Pump 2 at Houser Way BPS 2,050 2,050 2,050
Total Reliable Capacity with Largest Pump/Supply Offline 7,650 7,650 7,650
Surplus/(Deficit) 3,164 2,213 1,476
6.13.2.4 Highlands 565 Operational Area
The Highlands 565 Operational Area sources and source capacities are outlined in Table 6.14.
Table 6.14 Highlands 565 Operational Area Source Capacities
Source Maximum Capacity
(gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
Highlands BPS 3,900 3,900 No
Monroe Ave BPS 2,500 0 No
Maplewood BPS(2) 2,400 1,550 No
Notes:
(1) Emergency Sources are not considered a reliable source for the supply and pumping analysis.
(2) The Maplewood system can either serve the Highlands 565 Operational Area or the Rolling Hills 590 Operational Area.
For this analysis, it is assumed that it serves the Highlands 565 Operational Area.
As discussed in Section 6.3, the City operates the Downtown Wells and Maplewood Wells such
that withdrawals do not exceed the total Qi authorized for the Downtown Wells (11,400 gpm). It
was assumed that for the Valley Operational Area, Well PW-8 was out of service (3,500 gpm).
The total reliable capacity used by the Valley Operational Area for this analysis was 9,700 gpm,
which leaves sufficient capacity within the authorized water rights for 1,550 gpm from the
Maplewood system.
The total reliable source / pump capacity of the Highlands 565 Operational Area is 5,450 gpm.
Pump 5 at the Maplewood BPS is the largest pump within the Operational Area, bringing the
total reliable capacity with the largest pump / supply capacity offline to 3,900 gpm. The
Highlands 565 Operational Area demands also include the PRV-53 / Coal Creek Utility District
projected emergency demands (1,250 gpm), but these emergency demands were not included in
the pumping and source capacity analysis.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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The comparison of the source capacity and demands for the Highlands 565 Operational Area are
summarized in Table 6.15. As shown in the table, the Operational Area has sufficient source
capacity for 2019, 2029, and 2039.
Table 6.15 Highlands 565 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD for Highlands 565 (Operational Area + Offsite) 2,368 2,736 3,125
Total MDD 2,368 2,736 3,125
Available Reliable Capacity
Highlands BPS 3,900 3,900 3,900
Monroe Ave BPS 0 0 0
Maplewood BPS 1,550 1,550 1,550
Total Reliable Capacity 5,450 5,450 5,450
Largest Pump/Supply: Pump 5 at Maplewood PS 1,550 1,550 1,550
Total Reliable Capacity with Largest Pump/Supply Offline 3,900 3,900 3,900
Surplus/(Deficit) 1,532 1,164 775
6.13.2.5 Rolling Hills 490
The Rolling Hills 490 Operational Area sources and source capacities are outlined in Table 6.16.
Table 6.16 Rolling Hills 490 Operational Area Source Capacities
Source Maximum Capacity
(gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
North Talbot BPS 4,183 4,183 No
SPU Station #36(2) 700 n/a No
PRV-6 / SPU Sta. #37(2) 320 n/a No
Notes:
(1) Emergency Sources are not considered a reliable source for the supply and pumping analysis.
(2) The SPU Stations were not included in the supply and pumping analysis, as they were not considered reliable (i.e. back-up
power).
The total reliable source/pump capacity of the Rolling Hills 490 Operational Area is 4,183 gpm.
Pump 1 at the North Talbot BPS is the largest pump within the Operational area, bringing the
total reliable capacity with the largest pump/supply capacity offline to 2,433 gpm. In addition to
the Rolling Hills 490 Operational Area demands, the Operational Area sources must also provide
source capacity for the Rolling Hills 590 Operational Area.
The comparison of the source capacity and demands for the Rolling Hills 490 Operational Area
are summarized in Table 6.17. As shown in the table, the Operational Area has sufficient source
capacity for 2019, 2029, and 2039.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-32 | MAY 2021 | FINAL
Table 6.17 Rolling Hills 490 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD for Rolling Hills 490 451 479 514
Projected MDD for Rolling Hills 590 472 500 542
Total MDD 923 979 1,056
Available Reliable Capacity
North Talbot BPS 4,183 4,183 4,183
Total Reliable Capacity 4,183 4,183 4,183
Largest Pump/Supply: Pump 1 at North Talbot BPS 1,750 1,750 1,750
Total Reliable Capacity with Largest Pump/Supply Offline 2,433 2,433 2,433
Surplus/(Deficit) 1,510 1,454 1,377
6.13.2.6 Rolling Hills 590
The Rolling Hills 590 Operational Area sources and source capacities are outlined in Table 6.18.
Table 6.18 Rolling Hills 590 Operational Area Source Capacities
Source Maximum
Capacity (gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
Rolling Hills BPS 5,000 5,000 No
Fred Nelson / SPU Sta. #34(2) 925 n/a No
Tiffany Park / SPU Sta. #39(2) 1,050 n/a No
Maplewood PS(3) 2,400 n/a No
Notes:
(1) Emergency Sources are not considered a reliable source for the supply and pumping analysis.
(2) The SPU Stations were not included in the supply and pumping analysis, as they were not considered reliable (i.e. with
back-up power).
(3) The Maplewood system can either serve the Highlands 565 Operational Area or the Rolling Hills 590 Operational Area.
For this analysis, it is assumed that it serves the Highlands 565 Operational Area.
The total reliable source / pump capacity of the Rolling Hills 590 Operational Area is 5,000 gpm.
Pump 1 at the Rolling Hills BPS is the largest pump within the Operational Area, bringing the
total reliable capacity with the largest pump / supply capacity offline to 2,500 gpm. The
comparison of the source capacity and demands for the Rolling Hills 590 Operational Area are
summarized in Table 6.19. As shown in the table, the Operational Area has sufficient source
capacity for 2019, 2029, and 2039. The City has sufficient redundant and reliable supply capacity
with its own supplies, without relying on SPU for normal conditions.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-33
Table 6.19 Rolling Hills 590 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD for Rolling Hills 590 (Operational Area +
Offsite)
472 500 542
Total MDD 472 500 542
Available Reliable Capacity
North Talbot BPS 5,000 5,000 5,000
Total Reliable Capacity 5,000 5,000 5,000
Largest Pump/Supply: Pump 1 at Rolling Hills BPS 2,500 2,500 2,500
Total Reliable Capacity with Largest Pump/Supply Offline 2,500 2,500 2,500
Surplus/(Deficit) 2,028 2,000 1,958
6.13.2.7 Talbot Hill 350
The Talbot Hill 350 Operational Area sources and source capacities are outlined in Table 6.20.
Table 6.20 Talbot Hill 350 Operational Area Source Capacities
Source Maximum Capacity
(gpm)
Reliable Capacity(1)
(gpm)
Emergency
Source?
South Talbot BPS(2) 3,500 3,500 No
North Talbot BPS 500 500 No
PRV-28 / SPU Sta. #33(2) 700 n/a No
Notes:
(1) Emergency Sources are not considered a reliable source for the supply and pumping analysis.
(2) The South Talbot BPS has two 3,500-gpm fire pumps, but only one of these pumps can run at a time.
(3) PRV-28 / SPU Station #33 serves the Talbot Hill 350 and West Hill 495 Operational Areas. For this analysis, it is assumed
that the flow from SPU Station #33 serves the West Hill 495 Operational Area.
The total reliable source / pumping capacity of the Talbot Hill 350 Operational Area is 4,000 gpm
(since only one of the 3,500 gpm fire pumps can be run at one time). Pump 3 at the
South Talbot BPS is the largest pump within the Operational Area, bringing the total reliable
capacity with the largest pump / supply capacity offline to 4,000 gpm. The comparison of the
source capacity and demands for the Talbot Hill 350 Operational Area are summarized in
Table 6.21. As shown in the table, the Operational Area has sufficient source capacity for 2019,
2029, and 2039.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-34 | MAY 2021 | FINAL
Table 6.21 Talbot Hill 350 Operational Area Source Capacity Analysis
Demands / Sources (gpm) 2019 2029 2039
Projected MDD for Talbot Hill 350 694 729 785
Total MDD 694 729 785
Available Reliable Capacity
North Talbot BPS 500 500 500
South Talbot BPS(1) 3,500 3,500 3,500
Total Reliable Capacity 4,000 4,000 4,000
Largest Pump/Supply: Pump 3 at South Talbot BPS(1) 3,500 3,500 3,500
Total Reliable Capacity with Largest Pump/Supply Offline 4,000 4,000 4,000
Surplus/(Deficit) 3,306 3,271 3,215
Note:
(1) The South Talbot BPS has two 3,500-gpm fire pumps so when one pump is offline, the BPS can still pump 3,500 gpm.
6.13.3 System Recommendations
This analysis found that each of the operational areas had sufficient source / pumping capacity to
meet the projected demands through 2039. The City has sufficient supply to serve its customers
with solely its own supplies, with the exception of the West Hill 495 Operational Area. The City
needs to rely on its interties with SPU in the West Hill 495 Operational area to provide the MDD
demands in the planning period.
As discussed above the predicted range in time that the City’s annual water rights will meet
demand is large, whether or not Well PW-5A is available as a source affects that predicted range.
The City will pursue several different approaches to supplement its peak demand requirements
(20-year and longer planning period). This includes expanded conservation efforts and
strategies, additional storage, the purchase of wholesale water from SPU, perfecting additional
Qi water rights (Maplewood Wells), and the possible use of other technologies such as reclaimed
water and aquifer recharge.
The City actively participates with other water systems on regional planning, supply, and
operating issues. For example, the City is a member of the East King County Regional Water
Association and the Water Conservation Coalition of Puget Sound. Another example is the
City’s participation in the recent Puget Sound Regional Water Supply Outlook Study, which
assessed the supply sources of the Central Puget Sound Region, explored ways that systems can
support each other, and evaluated regional supply options to meet future needs. Under the
City’s new contract with SPU, the City will be participating in the Seattle Regional Supply
System (SRSS) via its attendance and participation at SRSS Operating Board meetings.
CHAPTER 06 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 6-35
6.13.4 Regional Water Supply Issues
The City draws its supply, primarily from aquifers in the lower reaches of the Cedar River
Watershed. The Cedar Valley Aquifer in particular is relatively shallow. However, there is no
evidence from studies conducted to date that the City’s water use has an impact on flows in the
Cedar River. The Muckleshoot Indian Tribe has an interest in the Cedar River and its fishery
resources. The Tribe is concerned with low stream flows that can affect water quality. The City is
monitoring the river as a condition of its water rights and will continue to cooperate with the
other parties in the management of this resource.
SPU is the regional water purveyor for much of King County. It serves most of the cities and
water districts in the vicinity of the City. The City itself has agreements with Seattle for supply as
already discussed. In recent years, SPU has implemented a successful conservation program that
has delayed the need for new sources.
The water utilities in the Puget Sound Region have individually and collectively addressed future
sources of supply to meet their future needs. SPU has constructed a 120-mgd water filtration
plant on its Tolt River source. This improvement in water quality meets current water quality
standards and allows SPU to make better use of the Tolt River source to meet existing and future
demands.
The City of Tacoma is the regional system to the south, serving much of Pierce County and some
areas in south King County. Tacoma has completed construction of its second supply project.
This involves a second supply pipeline from its Green River source which adds another 60 cubic
feet per second of supply to the Tacoma system. The Tacoma Second Supply Project serves a
number of water districts in south King County, some of which are also supplied by SPU. See:
http://www.mytpu.org/tacomawater/water-system/supply/regional-water-supply/Default.htm
The Growth Management Act (GMA) requires cities in Washington State to prepare 20-year
plans for their future development, including the provision of adequate water supply to support
this growth. This has raised concerns with many water utilities because they are often not
consulted when the land use planning and economic development decisions are made for GMA
and many water systems are reaching the capacity of their sources and don’t have the necessary
future capacity to meet GMA projections. In addition, the process of obtaining water rights in
Washington State has become extremely difficult and time-consuming because of concerns over
instream flows and the suspected influence of groundwater withdrawals on stream flows.
The current situation has prompted water systems in the Central Puget Sound area to pursue
new source development as a top priority. The Cascade Water Alliance was created several years
ago with participation of many of the water systems in King County to pursue new regional
supplies as an alternative, or in conjunction with SPU and Tacoma. Many of the same systems
have also participated in the Puget Sound Outlook Study, which included water utilities in King,
Pierce, and Snohomish Counties.
As a result of planning by individual water utilities and the efforts of the consortiums mentioned
in the previous paragraphs, a number of regional projects have been proposed. The following list
describes two of these regional solutions:
• The Cascade Water Alliance has purchased water rights formerly held by Puget Sound
Energy for hydroelectric generation on the White River, including storage in Lake Tapps
and is currently working to get approval to use Lake Tapps as a municipal water supply.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 06
6-36 | MAY 2021 | FINAL
• The Snohomish River Regional Water Authority acquired a 36-mgd water right formerly
used by Weyerhauser (S1-10617C) for its now abandoned plant in Everett. Various
schemes have been proposed for delivering this water to utilities, including some in
King County. Use of the water right continues to be under study.
The water supply situation is continually changing with alternatives proposed, studied, and
sometimes put on the shelf. A number of other alternatives have been considered including the
North Fork Tolt River, Snoqualmie Aquifer under the Middle Fork of the Snoqualmie River, the
North Fork Snoqualmie River, direct withdrawal from Lake Washington, and even sources as far
away as the Skagit River. At the present time, none of these appear to be in serious contention
as the next source due to water rights or environmental, cost, or institutional issues.
As a participant in forums proposing new supplies, the City is keeping itself involved and
informed of new developments. It will make decisions and act as appropriate to preserve its
current supply and/or to participate with other utilities in new or alternative source development.
6.14 Recommended Water Supply Improvements
Recommended improvement projects for water supply can be grouped into the main areas of
interties and reliability. Specific projects associated with the supply projects are included in
Chapter 9.
It is recommended that the City maintain and/or renew its existing intertie agreements with
adjacent utilities. The City does not anticipate applying for any new water rights or changes to its
existing water rights, no new well is recommended. The City will utilize its reservoirs and
interties with SPU to supply peaking demands.
System reliability can be improved through several approaches that include security and system
redundancy. Security upgrades are incorporated into water facilities projects when appropriate.
Ongoing security program costs are included in the City’s CIP. As redevelopment occurs, the City
can improve system reliability by considering options for new PRVs and other control valves that
provide additional supply to zones.
Additional possible projects for improving supply reliability are aquifer recharge and the use of
reclaimed water. The City has not investigated artificial aquifer recharge but plans to proceed
with a study within the next 20 years to look at the feasibility of such a project. The use of
reclaimed water has been attempted by the City with limited success to date. Feasible
alternatives for using reclaimed water are not anticipated within the next 10 years. The City has
completed the King County Water Reclamation Evaluation Checklist, which is provided as
Appendix I.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-1
Chapter 7
SYSTEM ANALYSIS
7.1 Introduction
This chapter summarizes potential future system deficiencies in the City of Renton’s (City) water
distribution and recommends improvements to the system. Carollo Engineers, Inc. (Carollo)
evaluated the capacity of the pipelines using the City’s updated and calibrated hydraulic model.
Evaluations of the remaining utilities were conducted in Microsoft Excel.
Improvements identified in this chapter are summarized in the Capital Improvements Plan (CIP)
in Chapter 9.
7.2 Operational Areas and Distribution System Assumptions
To evaluate storage and pumping capacities, the City’s water distribution system was divided
into 7 different operational areas that contain 16 pressure zones.
The City is currently in the process of implementing major distribution system improvements
and changes to pressure zones. These improvements are either under design, in construction, or
being operationally implemented. This new infrastructure and changes to the distribution
system were assumed to be implemented for the purpose of the system analysis.
Improvements included the following:
• Construction of the new Highlands 445 Reservoir.
• Decommissioning of the existing Highlands 435 Pressure Zone (PZ).
• Creation of the Highlands 445 PZ (formerly Highlands 435 PZ).
• Construction of the new Kennydale 308 Reservoir.
• Creation of the Kennydale 308 PZ (formerly Kennydale 320 PZ).
• Extension of the Highlands 445 PZ boundary.
Figure 7.1 shows the distribution system and pressure zone boundaries used for the system
analysis. This base map figure is different from the existing system figure in Chapter 3, which
consists of infrastructure that existed until June 2018. The calibration of the hydraulic model also
accounts for the system as of June 2018, instead of the system analysis infrastructure presented
in Figure 7.1. Figure 7.2 illustrates the hydraulic profile for the system analysis, which includes all
improvements stated above.
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
?æ
?Å
?ç
LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-1_Water_Facility_Locations.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.1 Water Facility Locations (System Analysis)
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.2 Hydraulic Profile (System Analysis)
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-7
Table 7.1 summarizes the various operational areas and their associated pressure zones used for
the system analysis, including the new Highlands 445 and Kennydale 308 PZs.
Table 7.1 Operational Areas and Pressure Zones
Operational Area Pressure Zone
Valley 196 Valley 196
West Hill 495 West Hill 300
West Hill 495
Earlington 370
Highlands 445 Highlands 445
Kennydale 308
Kennydale 218
Highlands 565 Highlands 565
Rolling Hills 590 Rolling Hills 590
Rolling Hills 395
Rolling Hills 490 Rolling Hills 490
Scenic Hill 370
East Talbot Hill 300
Talbot Hill 350 Talbot Hill 350
Talbot Hill 270
West Talbot Hill 300
7.3 Storage Analysis
The City’s reservoir storage requirements depend on the water system’s configuration, seasonal
and daily variation in water-use patterns, and the reliability of various water system
components. The following section describes four components of storage, summarizes the
existing system’s capacity to meet the storage needs of each operational area, and makes
recommendations to address any identified storage deficits.
7.3.1 Components of Storage
Water storage volumes are comprised of five components:
• Operational storage.
• Equalizing storage.
• Standby storage (SS).
• Fire-suppression storage (FSS).
• Dead storage.
Figure 7.3 schematically shows these components.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-8 | MAY 2021| FINAL
Figure 7.3 Illustration of Storage Components
7.3.1.1 Operational Storage
Operational storage is the volume of water 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 the pump
motors from excessive starts and stops (cycling).
Summarized in Table 7.2, the operational storage volume for the City’s reservoirs were
determined from the hydraulic model’ supply sources on and off settings.
Table 7.2 Operational Storage Volumes
Reservoir
(Nominal Volume,
MG)
Diameter
(ft)
Height
(ft)
Operational
Band (MG)
Percent of Total
Storage
North Talbot (5.0) Varies 26.5 0.91 18%
Mt Olivet (3.0) 113.5 37.2 0.00 0%
West Hill (1.4) 48 103 0.22 15%
Highlands 435 (2.0) Decommissioned
Highlands 435 (1.5) Decommissioned
Highlands 445 (6.3) 233 20 0.56 9%
Kennydale 308 (1.3) 50 88 0.04 3%
Highlands 565 (0.75) Varies 35 0.20 27%
Hazen (4.2) 80 111.8 0.36 8%
South Talbot (1.5) 100 27 0.13 9%
Rolling Hills 590 (0.3) Varies 28 0.03 9%
Rolling Hills 490 (3) 119 36.5 0.36 12%
Note:
Abbreviations: ft – feet; MG – million gallons.
Note:
Abbreviation: psi - pounds per square inch
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-9
South Talbot Reservoir – 1.5 MG
7.3.1.2 Equalizing Storage
Equalizing storage is the total volume needed to satisfy the peak hourly demands (PHD)
that exceed the supply system’s capacity. The State of Washington Administrative
Code (WAC) 246-290-253 requires that equalizing storage provide peak demands. Furthermore,
WAC 246-290-230 (5) states as such:
New public water systems or additions to existing systems shall be designed with the
capacity to deliver the design PHD quantity of water at 30 pounds per square inch (psi)
(210 kPa [kilopascals]) under PHD flow conditions measured at all existing and proposed
service water meters or along property lines adjacent to mains if no meter exists, and under
the condition where all equalizing storage has been depleted.
PHD is calculated using hourly demand data from the season of highest water consumption. For
this plan, hourly demand data during the two-week period from July 1, 2018 to July 20, 2018 was
averaged for each hour of the day for each operational area. The demand value for the hour of
highest demand was considered PHD, while the average of the 24-hourly demands was the
maximum day demand (MDD). Table 7.3 shows the PHD for each pressure zone based on
peaking factor developed from Supervisory Control and Data Acquisition (SCADA) data recorded
and hourly Advanced Metering Infrastructure (AMI) data provided by the City.
Table 7.3 Diurnal Summer Demand by Pressure Zone
Pressure Zone 2029 PHD (gpm) 2039 PHD (gpm) Peaking Factor
(PHD/MDD)
Valley 196 5,428 5,896 1.69
West Hills 300 182 203 1.54
West Hills 495 845 856 1.54
Earlington 370 150 171 1.54
Highlands 435 2,039 2,267 1.32
Kennydale 320 1,454 1,682 1.32
Kennydale 218 64 64 1.32
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-10 | MAY 2021| FINAL
Pressure Zone 2029 PHD (gpm) 2039 PHD (gpm) Peaking Factor
(PHD/MDD)
Highlands 565 3,918 4,474 1.43
Rolling Hills 590 597 651 1.28
Rolling Hills 395 45 45 1.28
Rolling Hills 490 588 639 1.46
Scenic Hill 370 41 41 1.46
East Talbot Hill 300 71 71 1.46
Talbot Hill 350 1,045 1,105 1.71
Talbot Hill 270 48 71 1.71
West Talbot Hill 300 154 166 1.71
Total 16,668 18,403
Notes:
(1) Peaking factors were developed for the existing pressure zones. At the time the SCADA data was recorded, the new
Kennydale 308 and Highlands 445 PZs were not implemented.
Abbreviation: gpm – gallons per minute.
Equalizing volume requirements were calculated for each reservoir using the following equation
and are summarized in Table 7.4:
150 min x (PHD – MDD)
where the PHD was calculated based on peak hour to max day peak factors measured for
each operational area.
Table 7.4 Equalizing Storage Volumes
Operational Area PHD / MDD(1) 2029 Equalizing
Volume (MG)
2039 Equalizing
Volume (MG)
Valley 196 1.69 0.330 0.361
West Hill 495 1.54 0.062 0.065
Highlands 445 1.32 0.128 0.145
Highlands 565 1.43 0.177 0.202
Rolling Hill 590 1.28 0.021 0.023
Rolling Hill 490 1.46 0.033 0.036
Talbot Hill 350 1.71 0.078 0.084
Note:
(1) PHD peak factor measured for each operational area.
7.3.1.3 Standby Storage and Fire-Suppression Storage
Standby Storage volumes are required to supply reasonable system demands during a system
emergency, such as the disruption of the water supply caused by a transmission pipeline or
equipment failure, power outage, valve failure, or other system interruptions (as discussed in
Chapter 5). Table 7.5 shows the required standby storage for each operational area.
The Washington State Department of Health (DOH) Water System Design Manual recommends a
minimum standby storage of no less than 200 gallons per Equivalent Residential Unit (gal/ERU).
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-11
Table 7.5 Standby Storage Volumes
Operational Area ERUs Standby Storage Volume (MG)
2019 2029 2039 2019 2029 2039
Valley 196 14,600 15,995 17,290 2.92 3.20 3.46
West Hill 495 1,693 1,910 2,070 0.67(1) 0.71(1) 0.74(1)
Highlands 445 10,575 13,385 15,060 2.12 2.68 3.01
Highlands 565 11,820 13,590 15,445 2.36 2.72 3.09
Rolling Hills 590 2,365 2,495 2,695 0.47 0.5.0 0.54
Rolling Hills 490 2,265 2,385 2,550 0.45 0.48 0.51
Talbot Hill 350 3,475 3,640 3,875 0.69 0.73 0.77
Note:
(1) Includes Standby Storage for the Skyway Water and Sewer District (Skyway).
Fire flow demand is the quantity of water required for firefighting as defined by applicable water
system criteria and fire codes. Firefighting often places the largest demands on a water system
because a high volume of water must be supplied over a short time. Such demands require each
component of the system to operate at its optimal condition.
With that being said, the FSS level depends on maximum flow rates and duration. Water systems
must have storage reservoirs that can meet fire flow requirements while maintaining 20 psi
throughout the distribution system. Table 7.6 outlines the required maximum fire flow, duration,
and FSS volume for each operational area.
Table 7.6 Required Maximum Fire Flow
Operational Area Required Fire
Flow (gpm)
Required
Duration
(hours)
Required FSS
(MG) Location
Valley 196 6,000 4 1.44 Boeing Plant
West Hill 495 3,000 3 0.54 Sky Lanai Apartments
Highlands 445 4,500 4 1.08 Southport Commercial
Development
Highlands 565 4,500 4 1.08 Safeway/Highlands Shopping
Center
Rolling Hills 590 5,000 4 1.20 Rolling Hills Apartments
Rolling Hills 490 5,000 4 1.20 Eagle Ridge Apartments
Talbot Hill 350 5,500 4 1.32 Valley Medical Center
Either standby storage or fire-suppression storage, whichever volume is smaller, can be excluded
from each zone’s total storage requirement (this is also known as “nested” storage). Table 7.7
outlines the nested standby storage and fire-suppression storage for each operational area.
Table 7.7 Nested Standby Storage and Fire-Suppression Storage
Operational Area Volume (MG) Controlling Factor (FSS or SS)(1)
2019 2029 2039 2019 2029 2039
Valley 196 2.92 3.20 3.46 Standby Standby Standby
West Hill 495 0.67 0.71 0.74 Standby Standby Standby
Highlands 445 2.12 2.68 3.01 Standby Standby Standby
Highlands 565 2.36 2.72 3.09 Standby Standby Standby
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-12 | MAY 2021| FINAL
Operational Area Volume (MG) Controlling Factor (FSS or SS)(1)
2019 2029 2039 2019 2029 2039
Rolling Hills 590 1.20 1.20 1.20 Fire Fire Fire
Rolling Hills 490 1.20 1.20 1.20 Fire Fire Fire
Talbot Hill 350 1.32 1.32 1.32 Fire Fire Fire
7.3.1.4 Dead Storage
Dead storage volume is the volume at the bottom of the storage tank that cannot be used
because it’s physically too low to be withdrawn from the tank or, if withdrawn from the tank,
would result in water pressures in the distribution system that are below the acceptable criteria
of 20 psi during a fire or emergency situation. Storage volume is considered dead if it’s located
below the outlet pipe and cannot be used because of system hydraulic limitations or if it cannot
be used because of water-quality problems associated with the volume in this lowest portion of
the tank. One other major cause of dead storage in storage tanks is customer elevations. Water
levels in tanks cannot be lowered more than 20 psi at the highest customer in the zone served by
the tank. Figure 7.4 shows the elevation of the highest customer served by each reservoir.
Table 7.8 summarizes the dead volume calculations for each reservoir.
Table 7.8 Reservoir Dead Storage
Reservoir
(Nominal Volume,
MG)
Base Elevation (ft)
Maximum
elevation
served (ft)
Required
elevation
at 20 psi
(ft)
Outlet
Elevation
(ft)
Dead
Volume
(MG)
North Talbot (5.0) 173.2 128.8 175.0 199.7 0.00
Mt Olivet (3.0) 146.9 128.8 175.0 184.1 2.13
Highlands 435 (1.5) Decommissioned
Highlands 435 (2.0) Decommissioned
Highlands 445 (6.3) 425.3 367.5 413.7 445.0 0.00
Kennydale 308 (1.3) 220.0 216.0 262.2 308 0.62
Highlands 565 (0.75) 534.1 472.5 530.7 569.3 0.00
Hazen (4.2) 457.5 472.5 530.7 569.3 2.75
Rolling Hills 590(0.3) 565.5 476 522.2 593.6 0.00
Rolling Hills 490(3) 458 392.4 438.6 494.5 0.00
West Hill (1.4) 395.6 392.9 439.1 498.6 0.59
South Talbot (1.5) 326.6 253.8 300.0 353.6 0.00
Note, there are two customers in the North Talbot/Mt Olivet area with higher service elevations
than the one noted in Table 7.8. One property is a vacant lot (4521 Talbot Rd S) with a service
elevation of 159 ft (the nearest model junction is J4367), while the other property is a
single-family home located at 5218 Talbot Rd S with a service elevation of 140 ft (the nearest
model junction is J6057). The City is in the process of moving these customers to the
Talbot Hill 350 PZ; therefore, they are not included in the group of customers with the highest
elevations in that service area.
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
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RollingHills 590(476 ft)
South Talbot(254 ft)
West Hill(393 ft)
Kennydale 308(216 ft)
Rolling Hills490 (392 ft)
High lands 5 65& Hazen 56 5(47 3 ft)
North Talbot& Mt. Olivet(129 ft)
LakeBoren
LakeDesire
ShadyLake
LakeWashington
Lake YoungsPantherLake
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-3_Highest_Elevation_Customers.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.4 Highest Elevation Customers
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
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XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
Highest Elevation
Customer
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-15
7.3.2 Storage Analysis by Operational Area
The seven operational areas were evaluated as separate systems to ensure that each has the
required usable operational, equalizing, fire, and standby storage volume, as summarized below.
Recommendations for operational areas that require storage improvements are offered
subsequently in Section 7.3.3.
7.3.2.1 Valley Operational Area
Storage for the Valley Operational Area is contained within the North Talbot and Mt. Olivet
Reservoirs, which have a combined total storage volume of 7.89 MG. According to the highest
customer elevation, the available storage at 20 psi is 5.76 MG combined for the Valley. Table 7.9
summarizes the storage analysis for the Valley.
As shown in the analysis presented in Table 7.9, this area has sufficient storage through 2039 to
serve its customers at 20 psi. However, the operational and equalizing storage must be available
at a minimum of 30 psi for the highest resident served. The total available reservoir volume
available at 30 psi is only 0.36 MG, which is 0.88 MG less than what is required in 2029
and 0.91 MG less than what is required in 2039.
Table 7.9 Valley Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.91 0.91
Equalizing 0.33 0.36
Standby / Fire Suppression 3.20 3.46
Total Required Storage at 30 psi (MG) 1.24 1.27
Total Required Storage at 20 psi (MG) 4.44 4.73
Existing Storage (MG)
Total Storage 7.89 7.89
Available Storage at 30 psi 0.36 0.36
Available Storage at 20 psi 5.76 5.76
Excess (Deficit) Existing Storage at 30 psi (MG) (0.88) (0.91)
Excess (Deficit) Existing Storage at 20 psi (MG) 1.32 1.04
7.3.2.2 West Hill 495 Operational Area
Storage for the West Hill 495 Operational Area is contained within the West Hill Reservoir, which
has a total storage volume of 1.39 MG. According to the highest customer elevation, only 0.81 MG
is available to the distribution system customers at 30 psi. The West Hill Reservoir also provides
fire suppression storage and standby storage for Skyway based on the existing agreement with
Skyway (Appendix D). It was assumed that no two simultaneous fires will occur in the West
Hill 495 Operational Area and Skyway so the maximum fire flow requirement between the City
and Skyway was considered. Table 7.10 summarizes the storage analysis for the West Hill 495
Operational Area.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-16 | MAY 2021| FINAL
With the existing reliable sources and reservoirs, this area does not have sufficient storage
through 2039. The City currently operates the tank with a 16 ft operational band, which has
a 0.22 MG operational storage volume (as shown in Table 7.10).
Table 7.10 West Hill 495 Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.22 0.22
Equalizing 0.06 0.07
Standby / Fire Suppression 0.71 0.74
Total Required Storage at 30 psi (MG) 0.28 0.28
Total Required Storage at 20 psi (MG) 0.99 1.03
Existing Storage (MG)
Total Storage 1.39 1.39
Available Storage at 30 psi 0.49 0.49
Available Storage at 20 psi 0.81 0.81
Excess (Deficit) Existing Storage at 30 psi (MG) 0.22 0.21
Excess (Deficit) Existing Storage at 20 psi (MG) (0.19) (0.22)
7.3.2.3 Highlands 445 Operational Area
Storage for the Highlands 445 Operational Area is contained within the two new reservoirs the
City is currently building: Highlands 445 Reservoir and Kennydale 308 Reservoir. These reservoirs
have a total capacity of 7.59 MG. According to the highest elevations in the operational area,
Highlands 445 has a total available storage of 6.97 MG at 20 psi but only 2.58 MG at 30 psi.
Table 7.11 summarizes the storage analysis for the Highlands 445 Operational Area.
With the existing reliable sources and reservoirs, this area has sufficient storage through 2039.
Table 7.11 Highlands 445 Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.61 0.61
Equalizing 0.13 0.15
Standby / Fire Suppression 2.68 3.01
Total Required Storage at 30 psi (MG) 0.74 0.75
Total Required Storage at 20 psi (MG) 3.41 3.77
Existing Storage (MG)
Total Storage 7.59 7.59
Available Storage at 30 psi 2.58 2.58
Available Storage at 20 psi 6.97 6.97
Excess (Deficit) Existing Storage at 30 psi (MG) 1.85 1.83
Excess (Deficit) Existing Storage at 20 psi (MG) 3.56 3.20
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-17
7.3.2.4 Highlands 565 Operational Area
Storage for the Highlands 565 Operational Area is contained within the Hazen and Highlands 565
Reservoirs, which together have a total storage volume of 4.95 MG. According to the highest
customer elevations, available storage in the Highlands 565 equates to 1.20 MG at 30 psi
and 2.20 MG at 20 psi. Additionally, because of significant headloss to some of the customers
with high fire flow requirements, dead storage was increased by 16 feet. Table 7.12 summarizes
the storage analysis for the Highlands 565 Operational Area.
Even with the existing reliable sources and reservoirs, this area does not have sufficient storage
for all planning years until 2039 and will be by 1.26 MG in 2029 and 1.65 MG in 2039.
Table 7.12 Highlands 565 Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.56 0.56
Equalizing 0.18 0.20
Standby / Fire Suppression 2.72 3.09
Total Required Storage at 30 psi (MG) 0.74 0.76
Total Required Storage at 20 psi (MG) 3.46 3.85
Existing Storage (MG)
Total Storage 4.95 4.95
Available Storage at 30 psi 1.20 1.20
Available Storage at 20 psi 2.20 2.20
Excess (Deficit) Existing Storage at 30 psi (MG) 0.46 0.43
Excess (Deficit) Existing Storage at 20 psi (MG) (1.26) (1.65)
7.3.2.5 Rolling Hills 590 Operational Area
Storage for the Rolling Hills 590 Operational Area is contained within the Rolling Hills 590
Reservoir, which has an available storage volume of 0.3 MG. Table 7.13 summarizes the storage
analysis for the Rolling Hills 590 Operational Area.
Like the Highlands 565 Operational Area, the Rolling Hills 590 Operational Area also does not
have sufficient storage for all planning years until 2039. Existing storage is limited to 0.3 MG and
required emergency and fire flow is four-times larger than the size of the tank providing water to
the zone.
Additional storage is required in this operational area.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-18 | MAY 2021| FINAL
Table 7.13 Rolling Hills 590 Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.03 0.03
Equalizing 0.02 0.02
Standby / Fire Suppression 1.20 1.20
Total Required Storage at 30 psi (MG) 0.05 0.05
Total Required Storage at 20 psi (MG) 1.25 1.25
Existing Storage (MG)
Total Storage 0.30 0.30
Available Storage at 30 psi 0.30 0.30
Available Storage at 20 psi 0.30 0.30
Excess (Deficit) Existing Storage at 30 psi (MG) 0.25 0.25
Excess (Deficit) Existing Storage at 20 psi (MG) (0.95) (0.95)
7.3.2.6 Rolling Hills 490 Operational Area
Storage for the Rolling Hills 490 Operational Area is contained within the Rolling Hills 490
reservoir, which has an available storage volume of 3.04 MG. Table 7.14 summarizes the storage
analysis for the Rolling Hills 490 Operational Area.
With the existing reliable sources and reservoir, this area has sufficient storage through 2039.
Table 7.14 Rolling Hills 490 Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.36 0.36
Equalizing 0.03 0.04
Standby / Fire Suppression 1.20 1.20
Total Required Storage at 30 psi (MG) 0.40 0.40
Total Required Storage at 20 psi (MG) 1.60 1.60
Existing Storage (MG)
Total Storage 3.04 3.04
Available Storage at 30 psi 2.73 2.73
Available Storage at 20 psi 3.04 3.04
Excess (Deficit) Existing Storage at 30 psi (MG) 2.34 2.34
Excess (Deficit) Existing Storage at 20 psi (MG) 1.44 1.44
7.3.2.7 Talbot Hill 350 Operational Area
Storage for the Talbot Hill 350 Operational Area is contained within the South Talbot reservoir,
which has an available storage volume of 1.59 MG. Table 7.15 summarizes the storage analysis
for the Talbot Hill 350 Operational Area.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-19
With the existing reliable sources and reservoir, this area has sufficient storage for all planning
years until 2039.
Table 7.15 Talbot Hill 350 Storage Analysis
2029 2039
Required Storage Components (MG)
Operational 0.14 0.14
Equalizing 0.08 0.08
Standby / Fire Suppression 1.32 1.32
Total Required Storage at 30 psi (MG) 0.21 0.22
Total Required Storage at 20 psi (MG) 1.53 1.54
Existing Storage (MG)
Total Storage 1.59 1.59
Available Storage at 30 psi 1.59 1.59
Available Storage at 20 psi 1.59 1.59
Excess (Deficit) Existing Storage at 30 psi (MG) 1.37 1.37
Excess (Deficit) Existing Storage at 20 psi (MG) 0.05 0.05
7.3.3 Storage Recommendations
Storage deficits were identified in the following operational areas: the Valley, Highlands 565,
West Hill 495, and Rolling Hills 590. The identified storage deficits can be mitigated by
constructing additional storage or making changes to the operational strategy. In some cases,
small improvements to the existing infrastructure, such as adding backup power to provide
reliability, can better alleviate the storage deficiencies than adding storage.
All recommended projects are summarized in the sections below.
7.3.3.1 Valley Storage Recommendation
Storage analysis showed that although this area has sufficient storage at 20 psi, the Valley is
deficient for all planning years until 2039 in supplying operational and equalizing volumes at
30 psi to the highest customers.
As mentioned before, to address this issue, the City is connecting high-elevation residents within
the Valley 196 PZ to higher pressure infrastructure. These improvements will then provide
adequate operating pressures and fire flow pressures to these high-elevation residents.
7.3.3.2 Highlands 565 Storage Recommendation
The Highlands 565 Operational Area does not have sufficient storage for all planning years
until 2039. Excess storage located in the Highlands 445 Operational Area is sufficient to offset
deficiencies in Highlands 565.
A backup power generator is recommended at the Monroe Avenue booster pump station (BPS)
to allow storage to be provided from the Highlands 445 PZ to the Highlands 565 PZ, which will
also improve pumping capacity in the long term. The City is already planning on adding a
generator at Monroe BPS as part of constructing a new 6.3-MG reservoir in the
Highlands 445 PZ.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-20 | MAY 2021| FINAL
7.3.3.3 West Hill 495 Storage Recommendation
Even with the existing reliable sources and reservoirs, the West Hill 495 Operational Area does
not have sufficient storage through 2039.
Excess storage located in the Valley Operational Area is sufficient to offset deficiencies in the
West Hill 495. The Valley Operational Area has 1.04 MG of excess storage available by 2039,
which can be reliably pumped to the West Hill 495 Operational Area via the new West Hill BPS.
The City is currently planning on expanding capacity of the West Hill PS and adding a generator
at the West Hill BPS as part of the West Hill BPS Improvement Project.
Additionally, the City currently operates the tank with a 16 ft operational band, which equates to
a 0.22-MG operational storage volume. It is recommended that the City update operational
strategy and reduce the operational band thus decreasing the operational volume and helping to
mitigate deficiencies.
7.3.3.4 Rolling Hills 590 Recommendation
As shown in the storage analysis, the Rolling Hills 590 Operational Area does not have sufficient
storage for all planning years, being deficient by 0.95 MG by 2039. The City has a few options to
mitigate this deficiency:
• Add backup power to the Maplewood BPS to increase pumping capacity from the
Rolling Hills 490 PZ to the Rolling Hills 590 PZ, and add auto-start, auto-transfer, and
backup power to the Rolling Hills BPS so that three pumps can be operated at the same
time.
• Construct a new 1.5-MG standpipe for the Rolling Hills 590 Operational Area, replacing
the existing 0.3-MG tank.
7.4 Distribution System Analysis
The calibrated InfoWater model of the City’s distribution system was used to analyze the system
for future planning years, and projected system demands were added for the 2019, 2029,
and 2039 planning years. The hydraulic model was used to evaluate typical system conditions
during diurnal operations and fire flow availability. Then, the model was updated and calibrated
for both extended period simulation with temporary pressure loggers and steady state with
hydrant flow tests.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-21
Fire Hydrant Test – June 2018
Pressure Recording Equipment used during field testing
Model calibration uses
fire flow tests intended
to stress the City’s
distribution system by
creating a differential in
pressure in the system.
Pressure recording
devices and pressure
loggers were used to
record pressures
throughout the system
during the flow tests
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-22 | MAY 2021| FINAL
Hydrant Set-up for one of the fire flow tests
Flow Management during fire flow tests
Appendix P summarizes the calibration field plans and testing locations while Appendix Q details
the model update and calibration steps and calibration results.
Flowing water was
typically routed to
the closest
stormwater
catchments.
Dechlorination
equipment was
used by City crew.
City crew used
diffusers with flow
readings to record
flowing flow at the
hydrants during
each test.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-23
7.4.1 Evaluation Criteria
Chapter 5 discussed system policies and criteria in detail. Key parameters evaluated with the
model were for the system pressure criteria during normal operations and fire flow testing of the
system. During normal operations, the minimum pressure as set by the DOH during MDD and
PHD was 30 psi at the service meter.
The City’s goal is to provide a maximum of 110 psi at the service meter. The Building Code
requires individual pressure-reducing valves (PRVs) to be installed by property owners when the
meter pressure exceeds 80 psi.
7.4.1.1 Land-Use-Based Fire Flow Requirements
Table 7.16 summarizes the required fire flow and duration of this flow according to land use.
During any fire event, the minimum pressure should be greater than 20 psi at the end of the fire
in the entire distribution system. Figure 7.5 additionally shows the fire flow required at nodes
throughout the system according to land use. Only junctions near hydrants were assigned a
fire flow.
Table 7.16 Service Criteria for Required Fire Flow
Land Use Required Flow
(gpm)
Required Duration
(hours)
Single family 1,000 2
Multifamily and Commercial/Industrial 3,000 3
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
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LakeDesire
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ShadyLake
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Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-4_Fire_Flow_Req.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.5 Fire Flow Requirements
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
1,000 gpm
Fire Flow Requirement
3,000 gpm
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-27
7.4.1.2 Large Fire Requirements
Beyond the general fire requirements presented in Section 7.4.1.1, some locations have higher
fire requirements as specified by the Renton Fire Marshal (RFA). Table 7.17 summarizes the
largest of these fires for each zone, whose locations are also shown in Figure 7.6.
Table 7.17 Large Fire Requirements
Zone Fire Flow
Node ID Large Fire Locations Fire Flow
(gpm)
Duration
(hours)
196-1 J5297 4050 Maple Valley Highway
(Maplewood Golf Course Clubhouse)
3,000 3
196-2 J2032 South of Martin Luther King Jr. Way & 68th Ave. S
(Creston Point Apartments)
3,000 3
196-3 J3616 Northeast of S Carr Rd. & Talbot Rd. S 3,000 3
196-4 J2306 Park Ave. N, between N 6th St. & N 8th St. (Boeing Plant) 6,000 4
196-xx J1008 400 S 2nd St (Renton High School) 5,000 4
196-xx J3287 2201 SE Maple Valley Highway (Riviera Apartments) 4,000 4
300WH-5 J6841 NW 4th St. & Taylor Ave. NW (Sky Lanai Apartments) 3,000 3
300-6 J6379 Morris Ave. S & S 18th St. 1,500 2
320-8 J2613 N 29th St. & Park Ave. NE 1,500 2
320-9 J2345 East of Garden Ave. N & N 6th St.
(Paccar Kenworth Plant)
3,000 3
320-xx J2998 Lake Washington Blvd N & N Park Dr. (Southport
Commercial Development)
4,500 4
320-xx J1213 5021 Ripley Ln. N (Misty Cove Condominiums) 4,500 4
350-12 J5002 Talbot Rd. S & S 43rd St. (Valley Medical Center) 5,500 4
370-13 J3120 Southwest of SW Sunset Blvd & Earlington Ave. SW
(Sunpointe Townhomes)
1,500 3
435-14 J4036 Kirkland Pl. SE & SE 4th St. 1,500 2
435-15 J1196 NE 27th St. & Camas Ave. NE 1,500 2
435-16 J1149 North of NE 10th Pl. & Sunset Blvd NE
(Cypress Pine Apartments)
3,000 3
435-17 J2319 West of Monroe Ave. NE & NE 4th St.
(Renton Technical College)
3,000 3
490-18 J3285 West of Jones Ave. S & S 7th St. 1,500 2
490-19 J758 S 18th St. between Eagle Ridge Dr. S & Grant Ave. S
(Eagle Ridge Apartments)
5,000 4
565-22 J4727 Northwest of Hoquiam Ave. NE & NE 10th St.
(Hazen High School)
3,000 3
565-23 J996 Northwest of NE 4th St. & Monroe Ave. NE
(Renton Technical College)
3,000 3
565-24 J894 West of Union Ave. SE & SE 4th St.
(Sunnydale Mobile Home Park)
3,000 3
565-25 J2425 Union Ave. NE & NE 4th St.
(Safeway/Highlands Shopping Center)
4,500 4
590-26 J2087 Pierce Ave. SE & SE 19th Ct. 1,500 2
590-27 J1771 East of Benson Rd S & S 23rd St.
(Fred Nelson Middle School)
3,000 3
590-28 J897 Royal Hills Dr. & Monroe Ave SE
(Rolling Hills Apartments)
5,000 4
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!5
West of Jones Ave.S & S 7th St.:1500 gpm 2 hr
Boeing Plant: 6000 gpm 4 hr
Safew ay/ H ighlandsShopping Center:4500 gpm 4 hr
Renton TechnicalCollege: 3000 gpm 3 hr
Sunnydale Mobile HomePark: 3000 gpm 3 hr
Eagle RidgeApartments:5000 gpm 4 hr
Valley MedicalCenter: 5500gpm 4 hr
Rolling HillsApartments:5000 gpm 4 hr
Hazen H ighSchool: 3000gpm 3 hr
Kirkland Pl. SE& SE 4th St.:1500 gpm 2 hr
Renton TechnicalCollege: 3000 gpm 3 hr
RivieraApartments:4000 gpm 4 hr
South of M artin LutherKing Jr. Way & 68thAve. S: 3000 gpm 3 hr
Sky LanaiApartments:3000 gpm 3 hr
Northeast of S CarrRd. & Talbot Rd.S: 3000 gpm 3 hr
Misty CoveCondominiums:4500 gpm 4 hr
Fred NelsonMiddle School:3000 gpm 3 hr
Pierce Ave. SE& SE 19th Ct.:1500 gpm 2 hr
SunpointeTownhomes:3000 gpm 3 hr
Southport Com mercialDevelopment:4500 gpm 4 hr
North of NE 10thPl. & Sunset BlvdNE: 3000 gpm 3 hr
NE 27th St. & Camas Ave.NE: 1500 gpm 2 hr
N 29th St. &Park Ave. NE:1500 gpm 2 hr
Morris Ave. S& S 18th St. :1500 gpm 2 hr
Renton High School:5000 gpm 4 hr
Maplewood GolfCourse Clubhouse:3000 gpm 3 hr
Paccar KenworthPlant: 3000gpm 3 hr
LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-5_Large_Fire_Flow_Req.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.6 Large Fire Requirements
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
Large Fire Requirement
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-31
7.4.2 Pressure Results
The model was run in extended period simulation (EPS) for 1 week at average day
demand (ADD) and MDD to evaluate general pressure-system conditions for the near-term and
long-term planning years. This approach allows the sources, pumps, and tanks to operate as
their SCADA and controls are set.
Using the criteria presented in the section above, the hydraulic model provides both maximum
pressures and minimum pressures under ADD and PHD conditions, respectively.
Figure 7.6 shows the nodes with maximum pressures for ADD outside of the planning criteria
in 2020. Planning years 2029 and 2039 showed similar results but was not included in this
chapter. Although the City has no maximum pressure requirement, system pressure above
80 psi (in yellow) and 110 psi (in orange) are identified for informational purposes.
As seen in Figure 7.7, many high pressures exist in the system. Some of the pressure zones cover
large-elevation ranges, leading to high pressures at lower elevations. In addition, BPSs
commonly discharge into pressure zones near the bottom of a hill, forcing flow to the tank
through the distribution system. This requires the hydraulic grade line (HGL) at the bottom of
the hill to be higher than the tank overflow level at the top of the hill. In turn, this boosts the
pressure in the lower elevations even higher during pumping than under static conditions as
proven by tank overflow and meter elevation.
The City completed a rezone evaluation in 2015 that identified potential rezoning improvements
to reduce the range of pressures in each zone by creating additional pressure zones. The City is
still in the process of reviewing and deciding on the best action plan based on the rezone
evaluation results.
Figure 7.8 identifies nodes with pressures lower than 30 psi during PHD. These results are for
planning year 2039, which corresponds to the worst-case scenario with the highest demands. Of
the low-pressure nodes (below 30 psi), some exist adjacent to the Springbrook transmission line.
The City has been working on moving the customer connections to this line to the adjacent
higher-pressure line. The model results had other low-pressure nodes near reservoirs; these
nodes were excluded in the evaluation as service connections do not exist according to City staff.
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Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 15, 2021 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\WA\Renton\10899A00\Data\GIS\
Fig7-6_MaxPressureduring2020ADD_RPUpdate.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.7 Maximum Pressure under ADD Condition inPlanning Year 2020 ADD without Improvements
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
WaterMain by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
80 - 110 psi
Maximum Pressure
110 - 150 psi
Greater than 150 psi
Highlands 445
City Limits
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Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd?æ
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Lake Youngs
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Last Revised: February 09, 2021 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\WA\Renton\10899A00\Data\GIS\
Fig5_MinPressureDuring2039PHD.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.8 Minimum Pressure under PHD Condition inPlanning Year 2039 without Improvements
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 435
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 320
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches or smaller
8 to 14 inches
16 inches and larger
< 30 psi
Minimum Pressure
30 - 40 psi
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-37
7.4.3 Velocity Results
The City's goal is to maintain velocities under 8 feet per second (fps) in distribution pipes during
PHD. One segment of piping was found to exceed the velocity criteria in every planning year:
this 8-inch line is located at Maple Valley Highway and Interstate 405 (I-405), where velocity
reaches 9.5 fps, as shown in Figure 7.9. This section of pipe is surrounded by 12-inch pipes.
Figure 7.9 Maximum Velocity in Planning Year 2039 without Improvements
7.4.4 Fire Flow Analysis
Fire flows are typically the largest flows a system experiences and often a major factor in pipe
sizing and network configurations. Using the fire flow test feature, the hydraulic model tested
the fire capabilities at the 27 large fire locations. Specifically, it systematically simulated a fire at
each model node representing a fire hydrant for each of the planning years. All system nodes
with service connections were tested for a minimum pressure of 20 psi during the point fire
demands. Table 7.18 summarizes the available fire flow at these locations in both 2029 and 2039.
Figure 7.10 shows the low-pressure node results from the fire flow analysis for the large fire
locations. All of the locations have adequate fire flow available, except for one location at
Northeast of S Carr Rd. and Talbot Rd. S.
The model was also used to perform a general system-wide fire analysis at 1,000 gpm
and 3,000 gpm, testing all system nodes with service connections for 20 psi in both 2029 and
2039. Figure 7.11 shows nodes that do not meet the 20-psi requirement during required fire
flows. Areas of particular susceptibility were dead-end mains, areas of older 4-inch and 6-inch
asbestos cement (AC) piping networks, and areas near high elevation points in a pressure zone.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-38 | MAY 2021| FINAL
Table 7.18 Large Fire Results
Fire
Flow
Node ID
Large Fire Locations Fire Flow
(gpm)
Available Fire
Flow in 2039
(gpm)
J5297 4050 Maple Valley Highway (Maplewood Golf Course
Clubhouse)
3,000 8,461
J2032 South of Martin Luther King Jr. Way & 68th Ave. S
(Creston Point Apartments)
3,000 3,796
J3616 Northeast of S Carr Rd. & Talbot Rd. S 3,000 1,644
J2306 Park Ave. N, between N 6th St. & N 8th St.
(Boeing Plant)
6,000 16,455
J1008 400 S 2nd St (Renton High School) 5,000 11,894
J3287 2201 SE Maple Valley Highway (Riviera Apartments) 4,000 6,307
J6841 NW 4th St. & Taylor Ave. NW (Sky Lanai Apartments) 3,000 6,296
J6379 Morris Ave. S & S 18th St. 1,500 2,408
J2613 N 29th St. & Park Ave. NE 1,500 4,257
J2345 East of Garden Ave. N & N 6th St.
(Paccar Kenworth Plant)
3,000 14,788
J2998 Lake Washington Blvd N & N Park Dr.
(Southport Commercial Development)
4,500 15,592
J1213 5021 Ripley Ln. N (Misty Cove Condominiums) 4,500 6,137
J5002 Talbot Rd. S & S 43rd St. (Valley Medical Center) 5,500 19,289
J3120 Southwest of SW Sunset Blvd & Earlington Ave. SW
(Sunpointe Townhomes)
1,500 5,701
J4036 Kirkland Pl. SE & SE 4th St. 1,500 4,229
J1196 NE 27th St. & Camas Ave. NE 1,500 2,911
J1149 North of NE 10th Pl. & Sunset Blvd NE
(Cypress Pine Apartments)
3,000 7,111
J2319 West of Monroe Ave. NE & NE 4th St.
(Renton Technical College)
3,000 11,293
J3285 West of Jones Ave. S & S 7th St. 1,500 4,717
J758 S 18th St. between Eagle Ridge Dr. S & Grant Ave. S
(Eagle Ridge Apartments)
5,000 6,196
J4727 Northwest of Hoquiam Ave. NE & NE 10th St.
(Hazen High School)
3,000 3,088
J996 Northwest of NE 4th St. & Monroe Ave. NE
(Renton Technical College)
3,000 14,173
J894 West of Union Ave. SE & SE 4th St. (Sunnydale Mobile
Home Park)
3,000 6,816
J2425 Union Ave. NE & NE 4th St.
(Safeway/Highlands Shopping Center)
4,500 11,243
J2087 Pierce Ave. SE & SE 19th Ct. 1,500 2,919
J1771 East of Benson Rd S & S 23rd St. (Fred Nelson Middle
School)
3,000 5,202
J897 Royal Hills Dr. & Monroe Ave SE
(Rolling Hills Apartments)
5,000 7,968
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LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 15, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton
\WaterSystemPlan2017\Fig7-9_Large_Fire_Locations_Below_MinP.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.10 Large Fire Locations Below Minimum Required Residual Pressure(less than 20 psi) during 2039 MDD and Fire Flow without Improvements)
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
Legend
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
Parcel
Kennydale 308
Kennydale 218
Scenic Hill 370
6 inches and smaller
8 - 14 inches
16 inches and larger
< 20 psi
Residual Pressure
> 20 psi
Highlands 445
"5
XÚ Pump Station
UUT Reservoir
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Water Treatment PlantX7WTP
Spring
Production Well!W(
!S(
City Limits
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LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 15, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton
\WaterSystemPlan2017\Fig7-10_Areas_Below_Min_Req_Res_Pressure.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.11 Areas Below Minimum Required Residual Pressure (less than 20 psi)during 2039 MDD and Fire Flow without Improvements
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
Residual Pressure
< 20 psi
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-43
7.4.5 Distribution System Recommendations
This section offers recommendations to meet the deficiencies identified in the previous section.
Improvements include actions such as pipe upsizing, main looping, and modifying pressure zone
boundaries. Each of the recommended improvements requires a further site-specific and
project-level engineering analysis before implementation.
Recommendations are summarized by type of improvement in the following sections.
7.4.5.1 Projects to Address Low Peak-Hour Pressure
Some low-pressure nodes (below 30 psi) exist adjacent to the Springbrook transmission line. The
City has been working to remove connections to this line and relocate them onto an adjacent
higher-pressure line.
The model also found other low-pressure nodes near reservoirs; however, these nodes were
excluded in the evaluation as City staff indicated that service connections do not exist at these
sites.
Figure 7.12 shows the location of piping improvements to address remaining low-pressure nodes
(see project PZ-01).
7.4.5.2 Projects to Address Excessive Velocity
One 8-inch line located at Maple Valley Highway and I-405 was found to exceed maximum
velocity in the distribution system. This section of pipe is surrounded by 12-inch pipes and is
recommended to also be upsized to 12-inch.
Project D-13 will upsize 70 ft of 8-inch to 12-inch.
7.4.5.3 Improvements to Address Fire Flow in Non-Dead-End Areas
Deficiencies identified in Section 7.4.4 and shown in Figure 7.10 require improvements to
address fire flow deficiencies. The projects include upsizing 4-inch and 6-inch pipes and changing
hydrant lateral connections. Detailed information on each recommended pipe improvement can
be found in Table 7.19, where individual projects may be referenced based on Project
Identification. Once implemented, these projects will eliminate the identified deficiencies.
Figure 7.13 shows the recommended improvements to address fire flow deficiencies in areas that
do not include dead-end pipes.
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SPU Station #33
Springbrook SpringsTreatment Plant
Springbrook SpringsInfiltration Galleries
Bow LakePipeline
SPU Station #34
Fred Nelson BPS
Kent Intertie South TalbotReservoir
WTPPZ-02Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-11_LowPress_Rec_Imp.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.12 Low Pressure Recommended Improvements
O
0 1,000500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
Rolling Hills 490
Rolling Hills 590
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment PlantX7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
Pressure Zone Project
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-47
Table 7.19 Recommended Piping Projects for Fire Flow Deficiencies
ID Project Name Improvement
Type
Existing
Pipe Dia.
(in)
Proposed
Pipe Dia.
(in)
Location
Fire Flow
Requirement
(gpm)
D-01 NE 10th Place
Pipe Upsize
Upsize Pipe 6 8 NE 10th Place between Sunset Blvd NE
and Edmonds Ave NE
3,000
D-02 Ferndale Place NE
Pipe Upsize
Upsize Pipe 4 8 Ferndale Pl NE between NE 7th St
and Ferndale Ave NE
1,000
D-03 Windsor Heights
Pipe Project
Upsize Pipe 4 8 Windsor Pl NE between Bronson Pl NE
and Windsor Way NE
1,000
D-04 Sunset Blvd N
Pipe Upsize
Upsize Pipe 6 8 Sunset Blvd N between N 3rd St and N 4th St. 3,000
D-05 Maplewood Place SE
Pipe Upsize
Upsize Pipe 6 8 Maplewood Pl SE from SE 6th St to SE 7th Ave,
SE 7th Ave.
3,000
D-06 NW 4th St Pipe Upsize Upsize Pipe 6 8 NW 4th St between Taylor Ave NE
and Hardie Ave NE.
3,000
D-07 SW Sunset Blvd at
Crestview Apartments
Pipe Upsize
Upsize Pipe /
New PRV
6 12 SW Sunset Blvd at Crestview Apartments 3,000
D-08 Downtown Renton
Pipe Project
Upsize pipe /
Replace Pipe
4, 6 8 S 4th St between Burnett Ave S and
Whitworth Ave S; Whitworth Ave S from
Houser Way S to S 6th St, S 6th St from
Whitworth Ave S to Morris Ave S.
3,000
D-09 Glenwood Ave NE
Pipe Upsize
Upsize pipe 4 8 Glenwood Ave NE and NE 9th Pl 3,000
D-10 S 178th St Pipe Upsize Upsize pipe 6 8 S 178th St from 98th Ave S south to end of street;
Talbot Rd S between SE Carr Rd and S 177th St.
3,000
D-11 N 4th St Pipe Upsize Upsize Pipe 6 8 N 4th St from Houser Way N west to end of pipe. 3,000
D-12 Hydrant Lateral
Connection at
Benson Condominium
Change hydrant
lateral connection
n/a n/a Hydrant S-00110 at Benson Condominium
(Benson Rd S)
3,000
D-14 Hydrant Lateral
Connection on
Sunset Blvd NE
Change hydrant
lateral connection
n/a n/a Sunset Blvd NE at split to Houser Way Bypass. 3,000
D-15 S 17th St Pipe Upsize Upsize pipe 4 8 S 17th St between Talbot Rd S and Morris Ave S. 1,000
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd?æ
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D-0 7
D-05
D-11
D
-
0
8D-07D-12D-13D-01
D-14D-08 D-02D-06
D-15 D-09D-10D
-
0
3
D-04LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 15, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\Fig7-12_Rec_Pipe_Imp_Projects.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.13 Recommended Pipeline Improvement Projects
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
Highlands 445
Recommended Pipeline
Improvement Projects
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-51
7.4.5.4 Dead-end Pipes in Non-Single Family Areas
The City has multiple older 4-inch, 6-inch, or 8-inch diameter dead-end pipes in non-single-family
areas that do not have the capacity to provide the City’s fire flow requirements of 3,000 gpm. It is
recommended that the City evaluate each case individually to determine how fire flows can be
provided to each customer.
In some cases, a customer may be protected by multiple hydrants on different water mains. As
long as the total fire flow from the multiple hydrants meets the fire flow requirement, no
improvements are necessary in these cases.
In other cases where only one water main serves the customer, looping may be required or the
dead-end main may need to be upsized to 12-inch to meet the fire flow requirements.
Figure 7.14 identifies the location of dead-end pipes that cannot meet their fire flow
requirements of 3,000 gpm.
7.4.5.5 Dead-End Pipes in Single-Family Areas
The City also has multiple older 4-inch and 6-inch dead-end pipes in single-family areas that do
not have the capacity to provide the City’s fire flow requirements of 1,000 gpm. It is
recommended that the City evaluate each case individually to determine how fire flows can best
be provided to each customer.
The City has been programmatically moving hydrants from the dead-end to the closest main
with 1,000 gpm. It is recommended that the City continue with this approach.
Figure 7.15 identifies the location of dead-end pipes that cannot meet their fire flow
requirements of 1,000 gpm.
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
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LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-13_Dead_End_Pipes_NonSF.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.14 Dead-end Pipes in Non-Single Family Areas
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
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8 - 14 inches
16 inches and larger
Dead-End Pipes in
Non-Single Family Areas
Highlands 445
City Limits
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
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SPU Station #39
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Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-14_Dead_End_Pipes_SF.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.15 Dead-end Pipes in Single Family Areas
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
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Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
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6 inches and smaller
8 - 14 inches
16 inches and larger
Dead-End Pipes in
Single Family Areas
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-57
7.5 Limiting Capacity Analysis
The limiting capacity of the City’s physical water system was determined for the 2039 planning
year with the assumption that all recommended improvement projects will be online. The
limiting capacity analysis uses the methodology described in DOH Water System Design
Manual (2009) Worksheet 6-1 and Table 6-1. Table 7.20 describes the method used to calculate
capacity for each component.
Table 7.20 Limiting Capacity Calculations
Water System Component Equation / Notes
Sources (ADD)
N = 𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅𝑅 𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑅𝑅 𝐶𝐶𝑅𝑅𝐶𝐶𝑅𝑅𝑆𝑆𝑅𝑅𝐶𝐶𝐶𝐶𝐴𝐴𝐴𝐴𝐴𝐴 𝐸𝐸𝑅𝑅𝐸𝐸 𝑣𝑣𝑅𝑅𝑅𝑅𝑆𝑆𝑅𝑅
where
Reliable source capacity = capacity of sources with backup
power or generators
Sources (MDD)
N = 𝐹𝐹𝑅𝑅𝑆𝑆𝐹𝐹 𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑆𝑅𝑅 𝐶𝐶𝑅𝑅𝐶𝐶𝑅𝑅𝑆𝑆𝑅𝑅𝐶𝐶𝐶𝐶𝑀𝑀𝐴𝐴𝐴𝐴 𝐸𝐸𝑅𝑅𝐸𝐸 𝑣𝑣𝑅𝑅𝑅𝑅𝑆𝑆𝑅𝑅
where
Firm source capacity = source capacity with largest source
(Well 1) offline
Treatment The City has designed treatment capacity with sufficiency
capacity to serve its sources.
Equalizing Storage (ES)
N = 1𝐶𝐶[�1440𝑀𝑀𝐴𝐴𝐴𝐴��𝐸𝐸𝑆𝑆150 +𝑄𝑄𝑠𝑠−18�−𝐹𝐹]
where
MDD = MDD, gpd/ERUs
C = Coefficient associated with ranges of ERUs
F - Factor associated with ranges of ERUs
Qs = Total source pumping capacity, gpm
Standby Storage (SB)
N = 𝑆𝑆𝑆𝑆𝑡𝑡(𝑆𝑆𝑆𝑆𝑖𝑖)(𝐶𝐶𝑑𝑑)
where
SBt = total volume of water in standby storage component (gal)
SBi = Design level of standby storage to meet reliability
considerations per ERU (gpd/ERU)
td = time that storage is to be used (days)
Distribution
Not considered capacity limited because the City has planned
projects to address all identified deficiencies and design
standards confirm all new development meets City standards.
Transmission Assumed to be addressed as part of source and pumping
capacity.
Note:
Abbreviation: ERU – Equivalent Residential Unit; gpd/ERU – gallons per day per Equivalent Residential Unit.
The capacity of many water system components can be expressed as the number of ERUs that can
be served. As described in Chapter 3, an ERU for the City’s system is one that consumes 160 gallons
per day (gpd) on an average demand day. On a maximum day, an ERU consumes 288 gpd. These
values do not include distribution system leakage.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 07
7-58 | MAY 2021| FINAL
To determine how many ERUs the City’s sources can serve on a maximum demand day, the
supply to each operational area was divided by the MDD ERU value of 288 gpd. The MDD ERU
value was also used to calculate the capacity of the City’s equalizing storage in ERUs. The ERU
capacity of standby storage was calculated by subtracting out each tank’s equalizing storage and
operational storage under 2039 demand conditions from its total available storage capacity.
The capacity of each operational area is either limited by source supply or standby storage. None
of the service areas are limited by the amount of equalizing storage available. In total, based on
sources, equalizing storage, and standby storage, the District’s water system has a limiting
capacity of approximately 89,160 ERUs. This is shown in Table 7.21.
As presented in Chapter 3, the City predicts serving approximately 60,860 ERUs in 2039.
Considering sources, equalizing storage, and standby storage, the City’s water system is
anticipated to have sufficient capacity to meet expected growth within the 20-year planning
period.
Fire suppression storage is not a function of ERUs and therefore is not represented in Table 7.21.
Table 7.21 Calculated Capacity in ERUs for Each Water System Component
Water System Component System-wide
2039 ERU 60,860
Sources(1) 104,480
Treatment 104,480
Equalizing Storage 247,860
Standby Storage(2) 89,160
Limiting Capacity 89,160
Notes:
(1) Does not include SPU’s interties used for summer peaking supply.
(2) Standby Storage available was calculated by subtracting 2039 required equalizing storage and operational storage from
available storage above the 20 psi HGL.
7.6 Pipeline Condition Evaluation
7.6.1 Methodology
The pipe condition evaluation incorporates two types of data: remaining useful life (RUL) and
maintenance-identified projects. As outlined in Section 7.5.3 below, the RUL analysis examined
the pipe’s material, installation year, and material’s useful life to determine the year in which
each pipe would reach its RUL. The pipes identified in this analysis serve as a starting point for
the pipeline condition evaluation.
Additional pipeline condition projects have been identified by the City’s Maintenance
Department based on field observation, excessive maintenance, and staff general experience.
These projects, in addition to the RUL analysis projects, make up the pipeline condition
evaluation.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-59
7.6.2 Maintenance Projects
The City’s Maintenance Department identified nine water-main replacement projects,
prioritizing them according to City needs, maintenance history, pipe age, and pipe type. Many of
these projects overlap with RUL projects and projects identified by the hydraulic model.
Table 7.22 summarizes these projects, while Figure 7.16 shows their locations in the system.
Table 7.22 Maintenance-Identified Condition Projects
Project
ID Project Description
Approximate
Pipe Length
(ft)
City
Prioritization
D-03(1) Replace 4-inch and 6-inch cast iron water mains in the
Windsor Hills area. Pipes were installed in 1942.
5,900 4
D-08(1) Replace 4-inch and 6-inch cast iron water mains in north
(downtown) Renton. Pipes were installed in the 1920s.
4,200 1
D-16 Replace old AC water main on NE 24th St from
Jones Ave NE to Edmonds Ave in the Kennydale area.
1,700 6
D-17
Replace 8-inch AC water mains along NE 12th St with
12-inch ductile iron piping. In the new Highlands 445
Reservoir project, the City is replacing an 8-inch water
main from the Reservoir site to Queen Ave NE. This
project will continue pipe replacement east to
Union Ave NE.
1,400 2
D-18 Replace old steel water mains off on Monroe Ave NE,
south of the Highlands Reservoir and President Park.
3,000 8
D-19 Replace 6-inch cast iron pipe on Shattuck Ave S., north
of S. 36th St.
500 3
D-20 Replace old 12-inch asbestos cement water mains in
Garden Ave N from N 3rd St to The Landing (N 8th St).
2,500 7
D-21
Replace old 4-inch, 6-inch, and 8-inch steel water mains
along Stevens Ave S from the south end of Stevens Ave
to NW 4th St.
1,500 9
D-22 Replace steel-wrapped water mains in the Tiffany Park
area.
11,200 5
Note:
(1) These maintenance condition-related projects are combined with capacity projects identified in Section 7.4.5.
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
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PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
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Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-15_Matinance_Identified_Condition_Proj.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.16 Maintenance-Identified Condition Projects
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
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Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
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Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
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6 inches and smaller
8 - 14 inches
16 inches and larger
Maintenance-Identified
Condition Projects
Highlands 445
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-63
7.6.3 Remaining Useful Life Evaluation
As part of the pipeline replacement program, the City’s existing pipes were assessed for their
conditions through a RUL analysis.
The length of time that a pipe is anticipated to remain functional is called useful life. Useful life
depends largely on the pipe material but can also depend on soil conditions, water constituents,
and methods of installation. When a pipe is in service beyond its useful life, the increasing costs of
maintenance associated with a failing pipe typically warrant replacement.
Table 7.23 presents the estimated useful life of various types of pipe materials found in the City’s
pipe data.
Table 7.23 Useful Life Assumptions by Pipe Material
Pipe Material Useful Life Assumption (years)
Asbestos-Cement (AC) 50
Cast iron (CI) 80
Copper (COP) 50
Ductile iron (DI) 100
Galvanized iron (GI) 50
Galvanized steel (GS) 50
High-density polyethylene (HDPE) 50
Polyvinyl chloride (PVC) 50
Stainless steel (SSTL) 50
Steel (STL) 50
RUL is defined as the length of time left before a pipe will reach the end of its useful life. Pipe age
and material type, derived from the City’s geographic information system (GIS) data, were used to
determine the RUL of the pipes. Approximately 0.03 percent of the pipes have unknown
installation dates.
Table 7.24 presents the total length of piping according to the year installed and material type. The
majority of the system is cast iron and ductile iron. Cast iron was primary installed between 1900
and 1979. Ductile iron installation started slowly in the 1960’s and became the predominate pipe
material installed by the 1970’s.
The cells of Table 7.24 are color-coded to show the RUL of pipes in each category. For example, the
lengths of pipe in the red cells have all reached the end of their useful life, meaning they have an
RUL of zero. Using these assumptions, approximately 122,000 linear feet (LF) of pipe or 7.4 percent
of the City’s pipes have an RUL of 10 years or less. Furthermore, approximately 9.0 percent of the
City’s pipes are expected to reach the end of their useful life in the next 20 years.
Figure 7.17 shows the total length of pipe reaching the end of its assumed useful life for each year
for the next 100 years, starting in 2019 and ending in 2119. All pipes that have already exceeded
their useful life are shown in the year 2019.
If the City wished to start annually replacing all its pipes from 2019 to 2119, approximately
16,600 LF of piping must be replaced each year, shown as the dashed black line on the figure. If the
City wishes to start annually replacing pipes that will reach their RUL within the 20-year planning
horizon, approximately 7,000 LF of piping must be replaced each year. This is shown as the orange
line on the figure.
The City is recommended to continue its annual pipe-replacement program and replace
approximately up to 7,000 LF per year, targeting the pipes that have reached the end of their useful
life and to offset the depreciation of this City asset. Figure 7.18 presents the locations of these pipes.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-65
Table 7.24 Pipe Length by Decade Installed and Material Type
Material Type
Total Length (ft) by Decade Installed
Unknown 1900-1909 1910-1919 1920-1929 1930-1939 1940-1949 1950-1959 1960-1969 1970-1979 1980-1989 1990-1999 2000-2009 2010-2019 Total (ft)
Asbestos-Cement (AC) 53 316 12,946 2,700 1,590 17 17,621
Copper (COP) 45 45
Galvanized Iron (GI) 259 10 57 10 337
Galvanized Steel (GS) 1,567 139 1,399 85 23 20 3,233
High Density Polyethylene (HDPE) 145 594 740
Polyvinyl Chloride (PVC) 761 2,182 2,942
Stainless Steel (SSTL) 30 10 40
Steel (STL) 2,157 7,922 17,143 219 219 34 1,969 29,664
Cast Iron (CI) 142 8,717 29,762 1,783 328 34,967 22,500 212,329 92,580 7,752 178 46 117 411,201
Ductile Iron (DI) 317 15 478 16,631 167,804 338,705 303,115 256,612 92,810 1,176,488
Total Length (ft) 512 8,976 29,762 1,783 328 39,022 43,986 250,203 260,603 349,156 303,383 261,045 93,552 1,642,311
Legend
0 years Useful Life
Between 0 and 10 years of RUL
Between 10 and 20 years of RUL
Over 20 years of RUL
Unknown years of RUL
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-67
Figure 7.17 Pipes Reaching End of Useful Life
0
10,000
20,000
30,000
40,000
50,000
60,000
70,000
80,000
90,000
100,000
Total Length of Pipe (LF)Year When Pipe Reaches End of Useful Life
Annual Replacement per year for Planning Period (2019-2039)Annual Replacement per year for System Life Cycle (2019-2119)
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East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
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PW-4
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SPU Station #39
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Springbrook SpringsInfiltration Galleries
LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-17_RUL_Analysis.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.18 Pipeline Identified in Remaining Useful Life Analysis
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
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UUT Reservoir
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
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Station
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Water Treatment Plant
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Kennydale 218
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Pipelin e Remaining Useful Life
Past RUL
Reach RUL in 0-10 years
Reach RUL in 10-20 years
Water Main
City Limits
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-71
7.7 Summary of Recommendations
The system analysis yielded a number of recommended improvements for the BPSs, reservoirs,
pipelines, and pressure zones, which are summarized in Table 7.25, Figure 7.19, and Figure 7.20.
Figure 7.21 shows all deficiencies mitigated with the recommended improvements.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-73
Table 7.25 Summary of Recommended Improvement Projects
Project
ID Project Name Improvement
Type
Existing
Diameter
(in)
Proposed
Diameter
(in)
Location Purpose Description
D-01 NE 10th Place
Pipe Upsize
Upsize pipe 6, 1 6, 8 NE 10th Place between Sunset Blvd NE and
Edmonds Ave NE.
1. Fire flow deficiency (3,000 gpm fire flow
requirement).
2. Maintenance condition (pipe size).
1. Upsize 6-inch pipe to 8-inch pipe. Pipe size and age
contribute to fire flow deficiencies.
2. Upsize 1-inch pipe on dead end due to size.
D-02 Ferndale Place NE
Pipe Upsize
Upsize pipe 4 8 Ferndale Pl NE between NE 7th St and
Ferndale Ave NE.
Fire flow deficiency (3,000 gpm fire flow
requirement).
Upsize 4-inch pipe to 8-inch pipe. Deficiency due to pipe size and
age.
D-03 Windsor Heights
Pipe Project
Upsize pipe 4,6 8 Fire flow deficiency location: Windsor Pl NE between
Bronson Pl NE and Windsor Way NE.
Maintenance Condition: Windsor Heights Area.
1. Fire flow deficiency (1,000 gpm fire flow
requirement).
2. Maintenance condition (pipe age and size).
1. Upsize 4-inch pipe to 8-inch pipe. Deficiency due to pipe size
and age.
2. Replace 4-inch and 6-inch cast iron water main in the Windsor
Hills area.
D-04 Sunset Blvd N
Pipe Upsize
Upsize pipe 6 8 Sunset Blvd N between N 3rd St and N 4th St. Fire flow deficiency (3,000 gpm fire flow
requirement).
Upsize 6-inch pipe to 8-inch pipe. Deficiency due to pipe size.
D-05 Maplewood Place SE
Pipe Upsize
Upsize pipe 6 8 Maplewood Pl SE from SE 6th St to SE 7th Ave,
SE 7th Ave.
Fire flow deficiency (3,000 gpm fire flow
requirement).
Upsize 6-inch pipe to 8-inch pipe. Deficiency due to pipe size.
D-06 NW 4th St Pipe Upsize Upsize pipe 6 8 NW 4th St between Taylor Ave NE and
Hardie Ave NE.
Fire flow deficiency (3,000 gpm fire flow
requirement).
Upsize 6-inch pipe to 8-inch pipe. Deficiency due to pipe size.
D-07 SW Sunset Blvd at
Crestview Apartments
Pipe Upsize
Upsize pipe /
New PRV
6 12 SW Sunset Blvd at Crestview Apartments. Fire flow deficiency (3,000 gpm fire flow
requirement).
1. Install new PRV from EARL370 to WH300 on 8-inch pipe at
intersection of SW Sunset Blvd and Stevens Ave SW.
2. Upsize 30 ft of 6-inch to 12-inch pipe on Langston Rd at
intersection with SW Sunset Blvd.
Deficiency is due to long, 8-inch dead-end pipe.
D-08 Downtown Renton
Pipe Project
Upsize pipe /
Replace pipe
4,6 8 Fire flow deficiency locations:
- S 4th St between Burnett Ave S and
Whitworth Ave S.
- Whitworth Ave S from Houser Way S to S 6th St,
S 6th St from Whitworth Ave S to Morris Ave S.
Maintenance condition & RUL locations:
- 4-inch & 6-inch Cast Iron main replacement in north
(downtown) Renton. Installed in the 1920s."
1. Fire flow deficiency (1,000 gpm fire flow
requirement).
2. Maintenance condition (pipe age and size).
3. RUL analysis (pipes are past remaining
useful life).
1. Upsize 6-inch and 4-inch pipe. Pipe size and age contribute to
fire flow deficiencies.
2. Replace pipes based on installation year and size. Pipes are past
RUL.
D-09 Glenwood Ave NE
Pipe Upsize
Upsize pipe 4 8 Glenwood Ave NE and NE 9th Pl. Fire flow deficiency (1,000 gpm fire flow
requirement).
Upsize 4-inch pipe to 8-inch pipe. Deficiency due to pipe size and
age.
D-10 S 178th St Pipe Upsize Upsize pipe 6 8 S 178th St from 98th Ave S south to end of street;
Talbot Rd S between SE Carr Rd and S 177th St.
Fire flow deficiency (3,000 gpm fire flow
requirement).
Upsize 6-inch pipe to 8-inch pipe. Pipe is dead end with pipes
12-inch then 6-inch then 8-inch. Upsize middle section to 8-inch.
D-11 N 4th St Pipe Upsize Upsize pipe 6 8 N 4th St from Houser Way N west to end of pipe. Fire flow deficiency (3,000 gpm fire flow
requirement).
Upsize 6-inch pipe to 8-inch pipe. Deficiency due to pipe size.
D-12 Hydrant Lateral
Connection at
Benson Condominium
Change hydrant
lateral connection
n/a 8 Hydrant S-00110 at Benson Condominium
(Benson Rd S).
Fire flow deficiency (3,000 gpm fire flow
requirement).
Move hydrant from 6-inch pipe to 8-inch pipe.
D-13 S 17th St Pipe Upsize Upsize pipe 4 8 S 17th St between Talbot Rd S and Morris Ave S. Fire flow deficiency (1,000 gpm fire flow
requirement).
Upsize 4-inch pipe to 8-inch pipe. Deficiency due to pipe size and
age.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-75
Table 7.25 Summary of Recommended Improvement Projects (continued)
Project
ID Project Name Improvement
Type
Existing
Diameter
(in)
Proposed
Diameter
(in)
Location Purpose Description
D-14 Hydrant Lateral
Connection on
Sunset Blvd NE
Change hydrant
lateral connection
n/a 8 Sunset Blvd NE at split to Houser Way Bypass. Fire flow deficiency (3,000gpm fire flow
requirement).
Move hydrant from 8-inch dead-end pipe to 14-inch main line
pipe.
D-15 Maple Valley Hwy Pipe
Upsize at Henry Moses
Aquatic Center
Upsize pipe 8 12 Maple Valley Hwy at the Henry Moses Aquatic Center. High velocity. Upsize 8-inch pipe that is between 12-inch segments of pipe.
D-16 Maintenance Condition
Project: Kennydale
(NE 24th)
Replace pipe 8,12 NE 24th from Jones Ave NE to Edmonds Ave. Maintenance condition. Replace pipe due to condition.
D-17 Maintenance Condition
Project: Highlands
Reservoir to Queen Ave.
Replace pipe 8 Maintenance condition. Replace pipe due to condition.
D-18 Maintenance Condition
Project: Monroe Ave NE
Replace pipe 4, 6 Monroe Ave NE (south of Highlands Reservoir &
President Park).
Maintenance condition. Replace and/or upsize pipe due to condition.
D-19 Maintenance Condition
Project: Shattuck Ave
Replace pipe 6 Shattuck Ave S. (north of S. 36th St). Maintenance condition. Replace and/or upsize pipe due to condition.
D-20 Maintenance Condition
Project: Garden Ave N
Replace pipe 12 12 Garden Ave N from N 3rd St to
The Landing (N 8th St).
Maintenance condition. Replace pipe due to condition.
D-21 Maintenance Condition
Project: West Hill
Replace pipe 4, 6, 8 Stevens Ave S from the south end of Stevens Ave to
NW 4th St.
Maintenance condition. Replace and/or upsize pipe due to condition.
D-22 Maintenance Condition
Project: Tiffany Park Area
Replace pipe 4, 6, 8, 12 Tiffany Park Area. Maintenance condition. Replace and/or upsize pipe due to condition.
PZ-01 HLD 445/565 Pipe
Reconfiguration
Re-zone n/a n/a Development between Sunset Ln SE and
NE Sunset Blvd.
Fire flow deficiency (3,000-gpm fire flow
requirement).
Connect new developments from HLD 445 pipe to HLD 565 pipe,
as area gets re-developed.
PZ-02 VLY196 Re-zone Re-zone n/a n/a Area around intersection of SE Carr Rd and
Talbot Rd S.
Low pressure and fire flow deficiency
(3,000-gpm fire flow requirement).
Re-zone area to address low pressure and fire flow deficiencies
and in VLY196 on transmission main north of
Springbrook Springs. Hydrant S-00235 at 401 S 43rd St &
Talbot Rd will need to be re-zoned, decommissioned, or removed.
PS-01 Monroe Ave BPS
Generator
Pump station n/a n/a Monroe Ave BPS. Pumping deficiency. Install generator at Monroe Ave BPS to increase firm pumping
capacity in Highlands 565 Operational Area.
ST-01 Rolling Hills 590 Storage Storage n/a n/a Rolling Hills 590 Storage Site. Storage deficiency.
ST-02 West Hill 495 Storage Storage n/a n/a West Hill 495 PZ. Storage deficiency.
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021| 7-77
Table 7.25 Summary of Recommended Improvement Projects (continued)
Project
ID Project Name Improvement
Type
Existing
Diameter
(in)
Proposed
Diameter
(in)
Location Purpose Description
P-01 Dead-End 3,000-gpm
Fire Flow Program
Program Varies Varies - Hydrant NW-00091 at 801 Rainier Ave N - SW CRN
of Complex.
- Hydrant S-00364 at 17910 Talbot Rd S.
- Hydrant S-00174 at 1400 Talbot Rd S
Renton Plaza NE CRN.
- Hydrant S-00107 at 1301 Thomas Ln S.
- Hydrant S-00123 at 1817 Grant Ave S - NW CRN of
APT.
- Hydrant S-00167 at 1 S Grady Way Renton Village-
W SD of Red Lion Hotel.
- Hydrant S-00053 at 400 S 2nd St Renton High School
- E End.
- Hydrant S-00218 at 400 S 2nd St
Renton High School - N SD. (5,000-gpm fire flow
requirement).
- Hydrant N-00129 at 480 Houser Way N.
- Hydrant SE-00020 at 2205 Maple Valley Hwy
Riviera Apt.
- Hydrant NE-00038 at 1442 Hillcrest Ln NE.
Fire flow deficiency (3,000 gpm fire flow
requirement) on dead-end pipe.
Hydrants are on dead ends but main-line pipes can supply 3,000
gpm fire flow demand. Review these areas when new
development takes place and potentially looped or upsized.
P-02 Dead-End 1,000-gpm
Fire Flow Program
Program Varies Varies - Hydrant S-00189 at 616 S 25th St & Smithers Ave S.
- Hydrant NE-00801 at 1180 Monterey Ave NE.
- Hydrant NE-01092 at 2025 NE 15th St.
- Hydrant N-00172 at 2600 Garden Ct N.
- Hydrant S-00182 at 2500 Talbot Dr S.
Fire flow deficiency (1,000 gpm fire flow
requirement) on dead-end pipe.
Hydrants are unable to supply 1,000 gpm fire flow requirement in
dead-end pipes. Move hydrants from dead-end pipes to main-line
pipes.
P-03 Pipeline Repair and
Replacement Program
Replace pipe Varies Varies System-wide. Pipes past remaining useful life (or will reach
RUL in planning period).
Replace pipes that have reached or will reach their RUL in the
planning period based on installation date and pipe material type.
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-18_Rec_Imp_Projects.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.19 Recommended Improvement/Capacity Projects
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Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
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South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
FredNelsonBPS
North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
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PW-4
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SPU Station #39
Kennydale 308Reservoir
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PS-03
* Projects D-01, D-03, and D-08 are also
identified as part of t he con dition assessment
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larger than shown when combined with
condition projects
D-0 7
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D
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0 3,0001,500
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represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
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Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
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City Limits
Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-19_rec_Pipe_Condition_Projects.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.20 Recommended Pipeline Condition Projects
Rolling HillsReservoirs 490 (3 MG)and 590 (0.3 MG)
Springbrook SpringsInfiltration Galleries
Spring brook SpringsTreatment Plant
South Talbot Reservoir
Kent Intertie
TukwilaIntertie
Bow LakePipeline
SPU Station #33 SPUStation#34
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RollingHills BPS
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PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
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HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
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West HillReservoirDimmit BPS
SkywayWholesale
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Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
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PW-4
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SPU Station #39
Kennydale 308Reservoir
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represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
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Retail Service Area
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Rolling Hills 590
Rolling Hills 395
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City Limits
Last Revised: February 15, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig7-20_Mitigated_DeficicenciesWithRecImp.mxd
CHAPTER 07 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
Figure 7.21 Mitigated Deficiencies with Recommended Improvements
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North Talbot BPSNorth TalbotReservoir Tiffany Park BPS
RollingHills BPS
MaplewoodChlorinationFacilityMaplewoodClearwell
Maplew oodBPS
PW-12
PW-11PW-17
Mt OlivetReservoir& BPS
MonroeAvenue BPS
WD 90Intertie
HouserWay BPS
RW-1,2 & 3 Renton/Seattle IntertiePW-8
PW-9EW-3RBoeing PlantMeter - Eastand West
West HillReservoirDimmit BPS
SkywayWholesale
West Hill BPS
Highlands BPS Highlands 6.3 MG445 Reservoir
Highlands0.75 MG565 Reservoir
Hazen Reservoir
PW-5A
Coal Cree k Intertie
PW-4
SouthTalbot BPS
SPU Station #39
Kennydale 308Reservoir
East Valley RdRainier Ave NS 133rd St
Oakesdale Ave SWBenson Dr
SSW 7th St
140th Ave SEN E S u n set Blvd
§¨¦405
Maple Valley Hwy 164th Ave SES E J o n e s R d
Lake Youngs Service RdSE May Valley Rd
Union Ave NESE Petrovitsky Rd?æ
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* Projects D-01, D-03, and D-08 are also
identified as part of t he con dition assessment
project . This map only includes the port ion
related to Fire Flow. Total CIP projects are
larger than shown when combined with
condition projects
LakeBoren
LakeDesire
Lake Youngs
ShadyLake
PantherLake
LakeWashington
O
0 3,0001,500
Feet
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.
Engineering and/or survey accuracy
is not implied.
Data Sources: City of Renton
"5
Legend
XÚ Pump Station
UUT Reservoir
Water Main by Diameter
Retail Service Area
Waterbody
Pressure Zone Name
Valley 196
West Hill 495
Earlington 370
West Hill 300
Highlands 565
Rolling Hills 490
East Talbot Hill 300
Rolling Hills 590
Rolling Hills 395
Talbot Hill 350
West Talbot Hill 300
Talbot Hill 270
!5 Intertie
!5 Emergency Intertie
Pressure Reducing
Station
Parcel
Water Treatment Plant
Kennydale 308
Kennydale 218
Scenic Hill 370
X7WTP
Spring
Production Well!W(
!S(
6 inches and smaller
8 - 14 inches
16 inches and larger
!(Fire Flow Deficiencies
Mitigated
Highlands 445
Pressure Deficiencies
Mitigated!(
City Limits
CHAPTER 08 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 8-1
Chapter 8
OPERATIONS AND MAINTENANCE
8.1 Water System Management
This section describes the tasks and responsibilities of the operations and maintenance (O&M)
staff that serve the City of Renton’s (City) water system. Each member functions under the City’s
Maintenance Services Division.
Chapter 1 – Introduction (specifically, Figure 1.2, City of Renton Drinking Water Organization)
explains how the water system is organized.
8.1.1 Normal Day-to-Day Operations
Normal, day-to-day operations of the Water Utility fall under the responsibility of the Water
Maintenance Services Section directed by Water Maintenance Manager, George Stahl.
The Water Maintenance Services Unit (Services Unit) is led by Gregg Seegmiller and conducts
the following tasks:
• Main flushing.
• Tank and reservoir cleaning.
• Exercising of valves and hydrants.
• Leak detection and repair.
• PRV maintenance and setting.
• Small meter maintenance, repair, and calibration.
• Hydrant maintenance and repair.
• Tie-in of water main extensions.
The Water Utility Maintenance Unit (Maintenance Unit) is led by Craig Pray and is responsible for
the operation, maintenance, and repair of the pump stations, pressure reducing valves (PRVs),
wells, treatment systems, treatment plants, and supervisory control and data acquisition (SCADA)
system. This unit also samples water quality for operations and regulatory compliance.
8.1.2 Preventive Maintenance
Preventive maintenance is performed by both City staff and contracted private parties. For
example, maintenance and calibration for large meters are contracted out, whereas painting of
pump station components is usually performed by City staff. Large maintenance projects (e.g.,
elevated tank painting) is done through Public Works contracts with contractors selected under
public bidding rules. These projects are usually managed by the Water Utility Engineering
Section of the Utility Systems Division.
The City’s preventative maintenance program is detailed later in this chapter in Section 8.3.5.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 08
8-2 | MAY 2021 | FINAL
8.1.3 Field Engineering
Field engineering support is supplied by both City staff and contracted private parties such as
engineering consultant firms.
8.1.4 Water Quality Monitoring
The Maintenance Unit conducts water quality monitoring for both operations and regulatory
compliance.
Operational practices monitor chlorine, fluoride, turbidity, temperature, phosphate, iron,
manganese, ammonia, hydrogen sulfide, pH, well water levels, and well production rates.
Compliance water quality monitoring is required by the Federal Safe Drinking Water Act of which
most requirements are administered by the Washington State Department of Health (DOH) and
are published in State of Washington Administrative Code (WAC)-246-290. This practice
monitors volatile organic chemicals, synthetic organic chemicals, disinfection byproducts,
inorganic chemicals, physical parameters, bacteriological, radionuclides, and lead and copper
(via customer tap sampling).
The City systematically checks its network of groundwater monitoring wells to detect and
prevent contaminants in the aquifers from reaching the production wells. Water table levels in
the aquifers are also monitored.
Except for those of coliform monitoring sampling and monthly fluoride meter calibration check
sampling, all test results of compliance monitoring are stored in the City’s enterprise-wide
database. This database also stores results of monitoring for aquifer contamination and water
level data collected by a portable sounder. Water level and water temperature data collected by
an automated sounder is stored on one of the City’s network servers. More information on the
City’s records and reports can be found later in this chapter in Section 8.9.
8.1.5 Emergency Response
The City’s Comprehensive Emergency Management Plan (CEMP) defines how the City will
respond to emergencies. This plan is maintained by the City’s Emergency Management Section.
As a sub-plan to the CEMP, the Water System Emergency Response Plan includes information
on the system’s security and methods of response to various terrorism threats. The Water
Maintenance Manager prepares for and responds to emergencies involving the drinking water
system, while the Maintenance Services Division maintains an emergency call-up list for
employees on standby to respond to emergencies after hours on weekdays, on weekends, and
on holidays.
The response to an emergency may vary from a single maintenance technician addressing a
relatively minor problem to the City activating the Emergency Operations Center and calling on
the state or federal government to lead the response to a large disaster or terrorism incident.
The Water System Emergency Response Plan is detailed later in this chapter in Section 8.6.
8.1.6 Cross Connection Control
Most potential cross connections are identified during the plan review and building permit
review processes. Specifically, the Water Utility Engineering Section and the Development
Engineering Section work together to identify potential cross connections when reviewing the
CHAPTER 08 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 8-3
plans for proposed development projects. Then, the Cross Connection Control (CCC) Specialist in
the Water Utility Engineering Section works with the Development Engineering Section’s
building inspectors to ensure that identified cross connections are either eliminated or are
controlled through installed backflow prevention assemblies.
The CCC Specialist maintains records on the City’s enterprise-wide database, noting information
about particular cross connections and the backflow prevention assemblies that are installed
(e.g., installation and test history). The database also generates test notices to send to the
owners of the backflow prevention assemblies. The City uses XC2 Software LLC’s, XC2 software,
to input information, query information, and generate reports, including those test notices from
the database.
Members of the Water Maintenance Services Section, Water Utility Engineering Section,
Development Engineering Section, and Building Section remain alert of cross connections as
they go about their duties throughout the City and its built environment. If cross connections are
discovered, they are reported to the City’s CCC specialist.
Appendix L presents the City’s Cross Connection Control Plan.
8.1.7 Capital Improvement Planning
The Water Utility’s capital improvement plan (CIP) is implemented by its Engineering Supervisor,
who works closely with the Water Maintenance Manager to identify and prioritize CIP projects.
Most selected improvements are completed by public-bid contracts.
Chapter 9, Capital Improvement Plan, details this information further.
8.1.8 Budget Formulation
The Water Utility Engineering Supervisor formulates the budget for the Water Utility’s CIP while
the Water Maintenance Manager formulates the O&M budget. To formulate their budgets, both
work closely with their division directors and the Public Works’ Principal Financial and
Administrative Analyst, who then works with the Finance Division’s staff to formulate the
complete Water Utility budget.
8.1.9 Response to Complaints
Complaints and questions are fielded by members of both the Water Utility Engineering Section
and Water Maintenance Services Section. All water quality complaints are forwarded to the
Maintenance Services Division’s secretary at (425) 430-7400. The Water Maintenance Services
Section log, respond to, track, and follow-up with said complaints.
Further information on the City’s Customer Complaint Response Program can be found later in
this chapter in Section 8.8.
8.1.10 Public and Press Contact
The City’s Communications Director or their representative handles contact with the media. The
Development Services Division mans a customer service counter on the sixth floor of City Hall.
Members of the Water Utility Engineering Section often report to this counter to assist
customers with questions about water quality and water service availability.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 08
8-4 | MAY 2021 | FINAL
8.1.11 Billing
The Utility Billing Division of the Administrative Services Department handles customer service,
billing, and revenue collections for the Water Utility, as well as for the Wastewater Utility and
Surface Water Utility.
8.2 Operator Certification
The City’s water system serves a population of greater than 50,000, thus is classified as a Class 4
distribution system. Considered a Class 3 purification plant by the Association of Boards of
Certifications, the Maplewood Water Treatment Plant (WTP) completes the following processes:
• Treats water by removing iron and manganese using green sand filtration.
• Treats water using fluoride and sodium hydroxide.
• Converts hydrogen sulfide to sulfate through the addition of oxygen in conjunction with
catalytic conversion of granular activated carbon.
• Removes ammonia by reacting it with chlorine to convert it to nitrogen gas.
Other treatment in the system includes in-line fluoridation, in-line chlorination, and the addition
of sodium hydroxide and ortho-polyphosphates to inhibit the internal corrosion of water mains
and private plumbing. These treatment systems are not considered purification plants.
The requirements of WAC 246-292 are as follows:
• The City’s water system must be managed by a Water Distribution Manager (WDM) 4.
• The Maplewood WTP must be operated by a Water Treatment Plant Operator (WTPO) 3
or higher.
• Wells RW-1, RW-2, and RW-3 must be operated by a Basic Treatment Operator or
higher.
• The CCC Program must be managed by a CCC Specialist.
The City meets or exceeds all of these requirements. Table 8.1 lists the certifications of the
drinking water staff.
As the City’s water system becomes increasingly complex, its staff must be trained to efficiently
to keep up with advancements in technology and ever-expanding federal and state regulations.
New employees require utility orientation and basic information while experienced employees
need training in regulatory requirements and technological updates.
In-service training consists of special courses and seminars specifically designed for operation
and maintenance groups. The training is offered through organizations like the American Water
Works Association, Pacific Northwest Section; Evergreen Rural Water Association; Washington
Environmental Training Center; equipment vendors; and local colleges, universities, and trade
organizations. The City supports and promotes operator training.
CHAPTER 08 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 8-5
Table 8.1 Staff Certification
Name Certification
George Stahl WDM4
(Mandatory certifications for the operation of the water system)
Craig Pray WDM4, WTPO3
(Mandatory certifications for the operation of the water system)
Gregg Seegmiller WDM3
Jason Burkey WDM1
Sean Campbell WDM3
Mark Combs WDM2
John Dimond WDM1
Charles (Greg) Durbin WDM3, WTPO2
Joe Ferrer WDS
Jayson Gallaway WDM1
Todd Hamblin WDM1
Danny Hribal WDM3, WTPO3
Joel McCann WDM1
Joshua O’Neill WDM4, WTPO3
Patrick Pierson WDM2
James Rodriguez WDM1
Tyler Schwartzenberger WDM1, WTPO1
Mick Holte WDM4, CCS
Eric Ott WDM4
Note:
Abbreviation: WDS - Water Distribution Specialist.
WTP operation requires an on-call staff 24 hours a day, 7 days a week. The City currently has
five WTP staff members. To allow for more staffing flexibility, training or hiring an additional
licensed WTP operator is recommended. This licensed staff member can also perform other
duties for the utility.
In addition, additional maintenance staff may aid the City in conducting additional routine
preventative maintenance activities that are currently being deferred due to lack of resources.
Additional operators beyond the recommendations would allow the City to expand activities,
such as acoustic leak detection of the distribution system and perform a consistent flushing
program.
8.3 System Operation and Control
The following sections review the water system’s routine operation practices conducted by staff,
performance evaluation, operations under abnormal conditions, and preventative maintenance
program that manages the condition and operations of all the Water Utility’s major components
and assets.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 08
8-6 | MAY 2021 | FINAL
8.3.1 Identification of Major System Components
Chapter 2 - Existing System details the major components of the water system including wells,
treatment plants, interties, pump stations, PRVs, reservoirs, and piping.
8.3.2 Routine System Operation
8.3.2.1 General System Operation
In general, the water supply is produced in the Valley 196 Pressure Zone (PZ) and is pumped to
reservoirs on the surrounding hills. The majority of customers are located in the valley or on the
hill pressure zones, which have reservoirs. Customers in the intermediate pressure zones are
served through PRVs from higher pressure zones. Chapter 2 provides additional detail on system
operations.
Supply is generated by City-owned wells. Wholesale supply provided by Seattle Public
Utilities (SPU) addresses system operational challenges in the Bow Lake Area (PRV 24) and on
West Hill. Additional SPU interties are used for emergencies.
8.3.2.2 Start-up and Shut-down Procedures
Each major system component has an O&M manual that describes start-up and shut-down
procedures and safety procedures. Additionally, the City has written procedures for both
electrical and hydraulic lock-out and tag-out of the water system facilities.
8.3.2.3 Meter Reading
In October 2011, the City installed an Automated Meter Infrastructure (AMI) System. The AMI
allows City staff to remotely read water meters.
Meters are typically read remotely by the Utility Billing Division for purposes of billing. The
Maintenance Services Division and Utility Engineering Divisions can also access meter readings
for operational purposes or to support a capital project. In addition to reading usage, the City
uses AMI meters to alerts customers about potential leaks.
The Maintenance Services Division operates and maintains the AMI meters (e.g., addresses
communication errors, calibrates large meters, etc.). Meanwhile, the City’s Information
Technology Division operates and maintains the information technology resources needed to
maintain the AMI system.
8.3.2.4 System Control
All sources and pump stations are metered, and the SCADA system monitors and records all
their flows, as well as the flow through the metered connections to the SPU pipelines at the Fred
Nelson Booster Pump Station (BPS), Tiffany Park BPS, and Bow Lake Pipeline.
In addition to the information recorded by the SCADA system, Water Maintenance Services staff
read and record meter readings at all sources and pump stations daily if the facility is in
operation and twice a week if the facility is on standby.
New telemetry using Ubiquiti technology is planned to be implemented for the Water Utility and
other utilities in the next 5 years. The City currently contracts Emerson programmable logic
controller (PLC) from California but plans to upgrade the PLCs to Allen Bradly and maintain
consistent configuration of PLC ports across all stations. For operational reasons, the City prefers
to own its fiber communications where practical and cost-effective.
CHAPTER 08 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 8-7
8.3.3 System Performance Evaluation
System performance is evaluated by its ability to meet federal and state drinking water quality
requirements, maintain customer satisfaction, control cost production and delivery of water, and
meet system policy goals for service pressure and fire flow.
8.3.4 Operation during Abnormal Conditions
City operators are trained and experienced to operate the water system during abnormal
conditions such as a power outage or equipment failure. The City has multiple approaches to
maintain reliability during such abnormal conditions:
• Using redundant infrastructure and equipment to reduce effects to customers during
abnormal conditions, e.g., the City has a redundant pump in each BPS and multiple
PRVs for all PRV-fed pressure zones.
• Applying maintenance best practice (as resources allow) such as conducting
preventative maintenance and keeping spare parts and pipe on hand.
• Keeping standby power available for key water facilities to continue providing service
during power outages: as discussed in Chapters 2 and 9, the City plans to install on-site
backup power generators at additional water system facilities.
• Maintaining emergency interties with four adjacent utilities to provide supply when
needed.
• Maintaining emergency storage in its reservoirs, which can be distributed to the entire
system by gravity through redundant PRVs.
8.3.5 Preventive Maintenance Program
The preventive maintenance program is documented and tracked by CityWorks, a
computer-based system that schedules preventive maintenance, assign resources to where they
will be most valuable, predicts equipment reliability problems and prevent them from
happening, and manages assets to best meet the organization’s goals.
The following section explains how various components of the City’s water system are addressed
by the preventative maintenance program.
8.3.5.1 Pipelines
Pipeline repair and replacement (R&R) is planned and performed by the City’s Utility Services
Division.
The current distribution mains are generally in good condition. Pipes reaching the end of their
usable life are identified and repaired or replaced based on the City’s available resources.
8.3.5.2 Reservoirs
Reservoirs act as storage and regulating devices for water flow, and maintaining them in prime
physical condition is essential for any water distribution system. Operators control and monitor
reservoirs through the SCADA system. Additionally, operators conduct visual checks regularly
for evidence of vandalism, forced entry, or damage and control functionality.
The reservoirs are maintained on a periodic basis through weekly, quarterly, and annual
activities. Periodic reservoir replacement is recommended to maintain a reliable water system.
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8-8 | MAY 2021 | FINAL
8.3.5.3 Wells and Pump Stations
Reliable service from the City’s wells and pumps stations is key to producing and transmitting
water to customers. Operators control and monitor wells and pump stations through the SCADA
system. As previously discussed, WTPs associated with the wells are staffed on-site by certified
operators who conduct visual checks regularly for evidence of vandalism, forced entry, or
damage and control functionality.
These facilities are maintained on a periodic basis including weekly, quarterly, and annual
activities. Periodic replacement is recommended to maintain a reliable water system.
8.3.5.4 Pressure Reducing Valve Stations
PRV stations allow distribution systems to transfer water from higher pressure zones to lower
pressure zones without exceeding the allowed pressures in the lower pressure zones. Water is
transferred through a valve that reduces the pressure to a specified pressure setting.
Every month, Water Maintenance Services staff inspects the City’s PRVs. These inspections are
supplemented by a more thorough inspection conducted by a contractor that specializes in PRVs
to determine which stations need to be rehabilitated or upgraded.
Maintenance on the PRVs is conducted by City staff. The Services Unit replaces the parflex
tubing and fittings on all of the PRVs annually, and completely rebuilds typically 10 valves each
year. According to the rebuild schedule, PRVs are typically rebuilt every 5 years.
8.3.5.5 Backup Power
To maintain system operations during an unforeseen power outage, backup power to critical
communications elements and sites is desirable. Currently, the City runs and periodically
maintains on-site standby generators to keep them in good working order.
8.3.5.6 Hydrants
Fire hydrants supply water for fire protection and other purposes.
The City’s hydrants are tested annually to check if they can provide available fire flow in the
event of an emergency. The inspection also improves water quality since, during this practice,
stagnant water that is purged from the hydrant stubs. A follow-up inspection 2 weeks after
testing is recommended to listen for potential leaks.
Maintenance of the hydrants includes replacement or rebuilding of older hydrants, rust removal,
and painting or repainting hydrants. Hydrants replaced on 4-inch diameter mains are made with
lower-capacity, 2-inch diameter ports that limit flow and do not have a hard connection. These
ports prevent a pumper truck from drawing a vacuum and collapsing the pipes.
With its current funding, the City currently replaces 10 hydrants per year. An increase in funds
would allow the City to replace more hydrants per year. Painting hydrants is mostly handled by
City staff with the exception of the South Renton neighborhood. The City received grant funding
in 2019 for a public arts campaign for community artists to paint murals on 20 City-owned fire
hydrants.
8.3.5.7 Meters
The City uses data from AMI meters to monitor unusual changes in amounts of water, which
indicate potential leaks. According to the manufacturer, the City’s AMI system (Sensus), including
CHAPTER 08 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 8-9
system components and batteries in the radios, is anticipated to have a 20-year life. Thus, meter
replacement is currently set on a 20-year program to coincide with the AMI system’s end of life.
Large meters are calibrated according to the manufacturer recommendations.
8.3.5.8 Valves
The City inspects its valves twice a year, at least annually. As part of the inspection, blow offs and
airvacs are inspected as well.
8.4 Sanitary Survey
From the last survey in 2012 the following were addressed:
Table 8.2 Sanitary Survey Summary – Completed and On-going Actions
Task Completed?
Document routine inspections of reservoirs with photos Completed for 2012 survey
Modify external overflow pipelines at each reservoir to
incorporate an air gap and screen/flapper valve On-going
Install inverted screen well vent on Well EW-3R, PW-11, and
PW-17 Completed
Check integrity of Springbrook springs gasket seals on
collection box hatches Completed
Identify Springbrook springs collection box overflows and
screen them to keep out potential contaminants. Completed
Submit a Stage 2 Disinfection by Product (DBP) Monitoring
Plan to DOH Completed
Consider raising well PW-12 S15 above ground Completed
Provide a watertight seal on the North Talbot Reservoir
access hatch Completed
Groundwater Rule Compliance Monitoring Completed
A sanitary survey was conducted in 2017. From the 2017 survey, all recommended actions were
completed; with one remaining on-going:
Table 8.3 Sanitary Survey Summary – Recommended Actions in 2017 Survey
Task Completed?
Highlands 1.5 MG Concrete Reservoir. Clean out insects and debris. Seal
crack in the concrete. Completed
North Talbot Reservoir. Ensure there is a seal between inner rim of gutter
and lid. Completed
Please document routine inspection of reservoir with photos. Completed
Modify external overflow pipelines at each reservoir to incorporate an air
gap and screen/flapper valve On-going
Continue to label tanks and plumbing in treatment plants and booster
stations. Completed
Review and update sources listed on the water facilities inventory. Completed
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8-10 | MAY 2021 | FINAL
8.5 Equipment, Supplies, and Chemical Listing
The City has vehicles and major equipment assigned to the Water Shop. Inventoried supplies
(items stocked on shelves or stored in the yard) are purchased and tracked by the Maintenance
Services Division. In addition to stock items, a list of vendors is maintained for parts and
equipment items that are not stocked on the shelf or in the yard because they aren’t purchased
or they are large in size.
The Water Maintenance Manager maintains information regarding service representatives for
major water system components and chemical suppliers. Additionally, the Water System
Emergency Response Plan contains lists of contacts for suppliers and support services.
Both the Water Maintenance Services Section and the Water Utility Engineering Section
maintain copies of O&M manuals for all major components of the water system. These manuals
list manufacturer part numbers and descriptions as well as technical specifications for
components and chemicals used.
8.6 Emergency Response Program
As mentioned earlier, the Water Utility maintains a Water System Emergency Response Plan,
which is a sub-plan to the City’s CEMP.
8.6.1 Water System Personnel Emergency Call-up List
The Water Maintenance Services Section publishes two emergency call-up lists: one for
emergencies dealing with wells and pump stations and one for emergencies dealing with water
mains, PRVs, and reservoirs. The SCADA system is connected to an auto-dialer that contacts
call-up personnel when an alarm is triggered after office hours. The auto-dialer is programmed
to move down a list of phone numbers until its call is acknowledged.
After-office-hours calls to 911 that are related to the water system are handled by the 911
dispatcher who then contacts a cell phone that is carried by on-call staff. If the on-call staff does
not answer the cell phone, the dispatcher will attempt to contact the Water Maintenance
Manager, the Water Maintenance Services Supervisor, or the Water Utility Maintenance
Supervisor. Other phone numbers are available to the dispatcher including the Maintenance
Services Director’s cell phone number.
8.6.2 Notification Procedures – Water Quality Emergencies
See Appendix N, Drinking Water Quality Monitoring Program.
8.6.3 Vulnerability Analysis
As required by the Public Health Security and Bioterrorism Preparedness and Response Act
of 2002, the City’s Water Utility completed a security vulnerability assessment in December 2003
and updated the city-wide CEMP in October 2017. The Water Utility budgets for such security
improvements through its CIP. Typically, this money is transferred into specific project budgets
when security upgrades are incorporated into the overall project scope. Chapter 5, Policies,
Criteria, and Standards, further details for the Water Utility’s reliability and vulnerability policies.
Periodically, the Water Utility assesses the vulnerability of its drinking water system to threats
from earthquakes, floods, power outages, etc.
CHAPTER 08 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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New facilities are designed and constructed to the latest building code standards. In addition,
extra emphasis is placed on hazard engineering when the new facilities are critical to the
operation of the water system. Meanwhile, retrofits of existing facilities typically incorporate
security and safety upgrades and sometimes structural modifications to enhance survivability
and operability of the facility after natural or manmade disasters.
The Water Utility designs and constructs redundancy in its water main network, supply sources,
booster pumps and PRV stations, and other facilities to increase the system’s overall reliability
and reduce its vulnerability to disruptions.
America's Water Infrastructure Act of 2018 (AWIA) requires community water systems serving
more than 3,300 people to develop or update risk assessments and emergency response plans.
The risk and resilience assessment must be completed, and certification submitted to the United
States Environmental Protection Agency by December 31, 2020 for systems serving between
50,000 and 99,999 people, and it must be repeated every 5 years.
8.6.4 Site Security
Site security is necessary to protect the City’s assets at each facility site. Surveillance cameras
are recommended at all of the facilities. The City plans to explore opportunities for grants from
Homeland Security to aid in funding the cameras. In addition, the City plans to seek partnerships
with the local Fire and Police departments to install higher quality cameras on several reservoirs,
which would provide a wider view of the City for emergency personnel. In these cases, it is
anticipated the Fire or Police departments would fund the cameras at the facilities.
8.7 Safety Procedures
The goal of the Water Maintenance Services Section is to comply with all Occupational Safety
and Health Administration (OSHA) and Washington Industrial Safety and Health Act
of 1973 (WISHA) regulations applicable to the operation of the section. All workplace hazards,
related safety and first aid equipment, and procedures are identified and communicated to the
Water Maintenance Services staff through safety briefings, facility-specific standard operating
procedures, facility O&M Manuals, and safety data sheets.
8.8 Customer Complaint Response Program
Each year the Water Maintenance Services Section receives approximately 10,000 service
requests, of which the majority are complaints in regard to water leaks and meter malfunctions.
In 2018 there was a total of 7,150 requests and of that 177 requests were for meter inspections
and 145 requests were to have large meters tested or repaired. Only a handful of water quality
complaints are received each year and 99 percent of them are internal household plumbing
issues. Each call is logged by customer service staff. When applicable, a staff member is assigned
to the complaint.
The following information is documented about the complaint: its location, the individual
assigned to investigate and fix the problem, observations and discoveries in the field, what was
done to address the complaint, and how much time and materials were expended.
8.9 Record Keeping and Reporting
Maintenance and operating records are essential tools in utility management and operation that
provide supporting data necessary for long-term planning.
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The Water Utility keeps several types of records:
• Water quality sampling for operations and mandatory water quality sampling records
(see Appendix N): mandatory water quality sampling test results are reported to the
state and maintained by the City.
• Chemical dosing records.
• Water main disinfection records.
• Hydrant flushing records.
• Source production and pumping records.
• Reservoir level records.
• Aquifer level records.
• Personnel records.
• Customer contact records.
• Meter records.
• Inventory records.
The City’s records are legible, permanent, accurate, and accessible, and hard copies are
maintained in the Water Maintenance Manager’s office.
The Water Utility Engineering Section maintains records of backflow assembly test results,
tester certifications, test notifications, backflow assembly information, and cross connection
information in a database in the City’s enterprise database management system.
Meanwhile, the SCADA system (described in Chapter 2) records the flow rates and flow
quantities of all wells, booster pumps, and spring; water levels in reservoirs and production wells;
levels in chemical storage tanks; pH levels of raw and treated water; pump starts and fails; alarm
conditions; and other data.
Current maps of the water system are available electronically in an ESRI ArcGIS platform. Maps
are available to the Water Maintenance Services Section, the Fire Department, Development
Services Division, and other departments. Geographic information system (GIS) data is
periodically updated as required. On the other hand, paper forms of the maps including valve,
hydrant, and fire flow map books at 1 inch = 400 inch scale and wall maps at various scales are
available upon request. Maps are also available in PDF format.
All records are kept in accordance with Revised Code of Washington (RCW) and WAC
requirements. The City’s file maintenance plan outlining specific instructions for keeping and
destroying files is maintained and managed by the City Clerk.
8.10 O&M Summary
The City’s water system is well operated and maintained, meeting or exceeding its statutory
requirements. The evaluation of O&M practices identified the following potential improvements:
• Train or hire an additional water treatment plant operator for operational flexibility.
• Additional resources, if available, could allow expansion of preventative maintenance
and replacement activities.
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Chapter 9
CAPITAL IMPROVEMENT PLAN
9.1 Introduction
This chapter combines the various projects recommended in the Water System Plan (Plan) for
the City of Renton (City) water distribution system and presents them as a comprehensive
Capital Improvement Plan (CIP). With this CIP, the City will have a guideline to plan and budget
for the water system over the next 20 years, as well as the recommended timing and cost
estimates for each identified project. Project phasing is described as either short term (0 to
10 years, which corresponds to 2020-2029) or long term (10 to 20 years, which corresponds
to 2030-2039).
The City has a separate Capital Investment Plan that prioritizes all City projects and identifies
funding plans for a 6-year period. The City updates the budget for the Capital Investment Plan
every 2 years.
As part of the planning and development of the capital improvement plan, the water utility will
continue to consider programs and projects to support the City’s business plan, vision and
mission for economic growth, social equity, and environmental sustainability goals. The water
utility will continue to implement capital improvement projects in a transparent manner,
informed by system and community needs and the financial, environmental, and social costs and
benefits, to provide long-term community value.
Appendix R details each project with cost estimates and detailed implementation timing and
prioritization.
9.1.1 Capital Project Categories
The Plan’s CIP projects are categorized by the following infrastructure:
• Distribution pipeline(D).
• Pressure Zone (PZ).
• Storage Facilities (ST)
• Annual Repair and Replacement (R&R) Programs (P).
• Pump Station (PS).
• General and On-Going Capital Projects and Programs (G).
• Regulatory Compliance Programs (R).
The abbreviations presented above were used during project identification to delineate each
project category.
The City’s Water Main Replacement Annual Program (WM) consist of the replacement of aging
and undersized water mains throughout the water distribution and transmission system. The
prioritization and selection of pipes are based on several factors including degree of fire flow
deficiencies identified from the hydraulic model, frequency of leaks and breaks, remaining useful
life of the pipes, and coordination with other City capital projects. This program reduces the
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likelihood of system failures, unplanned service interruptions, and claims for damages against
the City. The following project categories identified in this Plan will be ultimately included in the
City’s WM Program:
• Distribution Pipeline Projects (D), which consist of sited specific projects to help mitigate
deficiencies identified in Chapter 7, and sited maintenance main projects.
• Annual R&R Programs (P), which included non-sited pipelines. The City will prioritize
every year based on the City’s priorities and opportunities such as major roadways
improvements and redevelopment areas.
Pressure zone (PZ), storage (ST), and pump station (PS) projects are in their respective
categories. Storage Projects include the construction of the new Highlands 445-reservoir, and
Kennydale reservoir, the recommendation of a new reservoir in Rolling Hills 590 PZ and the
Blackriver reservoir. Pump Station Projects include recommendations at West Hill, South Talbot,
Monroe, Mt Olivet Pump Stations.
Meanwhile, general projects (G) include studies and seismic-related projects for the distribution
system, and on-going capital projects and programs, such as security improvements, or
pressure-reducing valve (PRV) rehabilitation. Finally, regulatory (R) projects represent general
water quality compliance projects, water system plan updates, and water conservation program.
An overview of the City’s recommended CIP is presented in Section 9.2.
9.1.2 Capital Project Types
To support the City's financial evaluation, CIP projects were allocated into three types:
1. Capacity: Projects that add system capacity to meet future demand growth. These
projects are typically funded with connection fees and are recommended to meet the
analysis criteria detailed in Chapter 7.
2. Improvement: Projects that increase the level-of-service (e.g., redundant pumping,
backup power, pipe upsizing, fire flow, system reliability) of existing infrastructure.
These projects are typically funded with rates and are needed whether demand
increases or stays the same.
3. R&R: Projects that replace or maintain existing infrastructure without increasing
capacity or level-of-service. These projects are typically funded with reserves and are
meant to renew infrastructure that is in poor condition.
Individual projects may include elements of multiple capital project types, meaning that each
project was defined as one or more of the three types and assigned a percentage of the total
project cost to each type. The allocations between multiple types were made using professional
judgment.
9.2 CIP Program Overview
This section summarizes the CIP program and illustrates the locations of recommended projects,
both specific and programmatic. Tables 9.1 and 9.2 summarize the CIP projects by project
category and priority, respectively. Figures 9.1 and 9.2 summarize the percent of each project
identified by project category and project type, respectively. Specific project details are provided
at the end of the chapter in Table 9.15.
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When considering CIP costs by project category as shown in Table 9.1 and Figure 9.1, the
majority of CIP costs (47.3 percent) are accrued from programmatic projects. Distribution
pipeline projects and general projects comprise the other high-cost categories and account
for 17.3 percent and 10.4 percent of the CIP, respectively.
When considering CIP costs by priority (more detail in Section 9.4) as shown in Table 9.2 and
Figure 9.2, approximately 63 percent of the CIP costs are annual programs. The total water CIP
cost over the next 20 years is approximately $124 million, which equates to approximately
$6 million per year for the planning period. Of the total cost, approximately $28 million is
budgeted for the short term, approximately $18 million is budgeted for the long term, and
approximately $79 million is budgeted for the annual category.
Table 9.1 CIP Summary by Project Category
Project Category Annual Cost Total Cost Percentage
Distribution (D) $ 1,075,550 $ 21,511,000 17.3%
Pressure Zone (PZ) $ 21,250 $ 425,000 0.3%
Annual R&R Programs (P) $ 2,937,600 $ 58,752,000 47.3%
Pump Station (PS) $ 225,250 $ 4,505,000 3.6%
Storage (ST) $ 869,750 $ 17,395,000 14.0%
General (G) $ 645,000 $ 12,900,000 10.4%
Regulatory (R) $ 440,000 $ 8,800,000 7.1%
Total Cost $ 6,214,400 $ 124,288,000 100%
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Figure 9.1 CIP Summary by Project Category
Table 9.2 CIP Summary by Project Priority
Project Priority Total Cost Percentage
0-10 years $ 27,658,000 22.3%
10-20 years $ 18,033,000 14.5%
Annual $ 78,597,000 63.2%
Total Cost $ 124,288,000 100%
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Figure 9.2 CIP Summary by Project Priority
9.3 Cost Estimating Assumptions
9.3.1 Cost Estimate Level
The CIP cost estimates in this chapter are Class 5 estimates (budget-level estimates). These costs
were determined using both Carollo Engineers, Inc. (Carollo) understanding of project locations
and current conditions and the City’s costs of similar and recently constructed capital projects.
Note, actual costs may vary from these estimates by -50 percent to +100 percent.
All costs are in 2019 dollars. The Engineering News Report’s (ENR’s) U.S. 20-City Construction
Cost Index for June 2019 is 11,268. As previously stated, the estimates are subject to change as
the project design matures and because costs for labor, materials, and equipment may vary in
the future.
9.3.2 Baseline Unit Cost
Baseline construction costs were estimated using unit costs with the assumptions presented
below.
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9.3.2.1 Pipeline Unit Costs
Table 9.3 shows unit cost assumptions for pipelines provided by the City. These costs were
developed from recent construction costs for various water pipeline projects and were rounded
to the nearest tenth. To be conservative, these unit costs assume open-trench construction in
improved areas.
The estimated construction costs cover pavement-cutting, excavation, hauling, shoring, pipe
materials, hydrants, valves, service lines and installation, backfill material and installation, and
pavement replacement. The unit costs are for typical field conditions for construction in stable
soil at depths ranging between three to five feet.
Table 9.3 Pipeline Unit Costs
Pipe Size (Inches) Pipeline Unit Cost(1) ($/LF)
8 $300
10 $350
12 $400
16 $500
18 $550
24 $700
Notes:
(1) The unit cost does not include the additional 25 percent for construction contingency, 30 percent for design and admin.
Abbreviation: LF – linear feet.
9.3.2.2 Pump Station Generator Costs
Costs for pump station generators were developed based on Carollo’s and the City’s past
experience with similar projects. Unit cost for generators was assumed to be $200,000
per 100 horsepower (hp).
As presented in Table 9.4, pump station generator costs are based on pump horsepower.
Table 9.4 Pump Station Generator Unit Cost
Generator Size (hp) Generator Unit Cost(1) ($/hp)
Any $200,000
Note:
(1) The unit cost does not include the additional 25 percent for construction contingency, 30 percent for design and admin.
9.3.2.3 Storage Costs
Project costs for new storage were developed according to typical costs from past City projects.
Conceptual costs for reservoirs vary by type (ground, standpipe, or elevated) and are estimated
based on reservoir volume in gallons (gal), as presented in Table 9.5. Storage costs are sensitive
to site-specific geotechnical and seismic considerations; therefore, the City is recommended to
conduct a reservoir siting study at the start of every new storage project.
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Table 9.5 Reservoir Unit Costs
Reservoir Type Storage Unit Cost(1) ($/gal)
Ground $3
Standpipe $6
Elevated $8
Note:
(1) The unit cost does not include the additional 25 percent for construction contingency, 30 percent for design and admin.
9.3.2.4 Pressure-Reducing Valve Costs
Other costs for the CIP include that of the PRV station. The conceptual cost presented in
Table 9.6 was estimated based on Carollo’s recent projects.
Table 9.6 Valve Costs
Cost(1) (Lump Sum)
Pressure Reducing Valve Station $200,000
Note:
(1) The unit cost does not include the additional 25 percent for construction contingency or 30 percent for design and admin.
9.3.3 Construction Contingency
Contingency costs must be reviewed on a case-by-case basis because they will vary considerably
with each project. Consequently, the preliminary layout of a project will contain uncertainties
such as unexpected construction conditions, the need for unforeseen mechanical items, and
variations in final quantities; because all these items increase project costs, allowances should be
made for them in preliminary estimates. To assist the City in making financial decisions for these
future construction projects, a construction contingency cost of 25 percent is added to the
baseline construction cost.
9.3.4 Design/Admin Costs
Design and administration costs include expenses associated with project engineering,
professional services during the construction phase, and project administration. More
specifically, engineering services associated with new facilities include the following tasks:
• Conducting preliminary investigations and reports.
• Preparing drawings and specifications during construction.
• Surveying and staking.
• Sampling of testing material.
• Providing start-up services.
Meanwhile, construction phase professional services cover items such as construction
management, engineering services, materials testing, and inspection during construction.
Finally, project administration costs cover items such as legal fees, financing expenses,
administrative costs, and interest during construction.
In general, the City suggested that the projects in this CIP include a design and administration
cost of 30 percent of the construction cost with contingency. Per City’s direction, no specific
planning contingency was added to the capital costs.
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9.3.5 Tot al Capital Improvement Cost
The costs presented in this CIP are high-level planning costs that will help the City make financial
decisions
The sample capital improvement project cost calculation shown below demonstrates how
construction contingency as well as design and administrative costs were added to the baseline
construction cost to determine the total project cost. The construction contingency plus design
and administration costs make up 38.5 percent ($625,000/$1,625,000) of the total project cost
estimate.
Example:
Baseline Construction Cost $1,000,000
Construction Contingency (25%) $250,000
Estimated Construction Cost $1,250,000
Engineering Design Cost +
Project Administration (30%) $375,000
Total Capital Improvement Cost $1,625,000
9.4 CIP Development and Implementation
The capital improvement implementation was separated into two phases:
• Short term: 0 to 10 years.
• Long term: 10 to 20 years.
The City developed prioritization criteria to prioritize all projects and recommendations from this
Plan between Short-term and Long-term. Short-term projects have already started or are
committed to starting within a reasonable timeframe and include high-priority projects, such as
the following:
• High priority multi-feature projects.
• Projects improving system reliability.
• Maintenance-identified projects.
All other CIP projects, including single feature projects are long term.
Table 9.7 summarizes the high-level prioritization matrix for different project types and
purposes.
Table 9.7 Overall Prioritization Criteria
Project Types(1) 0-10 years 10-20 years
Dead-end pipes in existing non-single-family areas (3,000 gpm): X
Dead-end pipes in existing single-family areas (1,000 gpm): X
Maintenance projects X
Pipe upsize due to excessive velocity (over 8 fps) X
R&R pipes only – past RUL
Annual replacement $ R&R pipes only – reaching RUL 0-10 years
R&R pipes only – reaching RUL 10-20 years
Pipe upsize for fire flow only X
Pipe upsize for fire flow, maintenance, and past RUL X
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Project Types(1) 0-10 years 10-20 years
Pipe upsize for fire flow, and RUL reached in 0-10 years X
Pipe upsize for fire flow, and RUL reached in 10-20 years X
Pressure Zone projects (PZ-02) X
Pump Station projects (PS-01, PS-02, PS-03) X
Note:
Abbreviations: gpm – gallons per minute; RUL – remaining useful life; fps – feet per second.
A detailed and customized scoring method using weighting factors was developed to help refine
rankings and prioritize specific pipeline projects after the general method stated above.
Appendix S details this scoring method. This detailed method resulted in the same project
allocation between 0-10 years and 10-20 years as the simplified method presented in this
section. This is an initial evaluation of the projects; however, it is recommended that the City
develop a systematic method to prioritize projects, especially R&R projects
The following sections summarize recommended projects identified in previous chapters and
incorporated in the summary in Section 9.5. Figures and detailed tables are located at the end of
this chapter.
9.4.1 Recommended Distribution Pipeline Projects
Distribution pipeline projects (D) were developed using:
• The hydraulic model and were identified for areas not meeting velocity and pressure
criteria, as detailed in Chapter 7.
• City staff input, specifically projects identified by the maintenance staff as areas of
improvement.
Projects identified under this category will be part of the City’s WM, which consists of the
replacement of aging and undersized water mains throughout the water distribution and
transmission system. The prioritization and selection of pipes are based on several factors
including degree of fire flow deficiencies identified from the hydraulic model, frequency of leaks
and breaks, remaining useful life of the pipes, and coordination with other City capital projects.
This program reduces the likelihood of system failures, unplanned service interruptions, and
claims for damages against the City. Pipelines identified under project P-03 (see section 9.4.3)
will also be included in the City’s WM Program for funding purpose.
9.4.1.1 D-1 through D-14: Fire Flow Recommended Pipeline Projects
To address fire flow deficiencies identified in Chapter 7, projects and recommendations
presented in that chapter should be implemented. Namely, projects will upsize 4-inch and 6-inch
pipes and change hydrant lateral connections. Once implemented, these projects will help
mitigate the identified deficiencies. Section 9.5 details each fire flow pipeline project and
references it according to its project identification. In the CIP, these are projects D-01 through
D-14.
Given the results of the remaining useful life analysis presented in Chapter 7, some of these
projects are also recommended to address the asset condition.
In summary, approximately 19,650 LF of piping is recommended to be upsized or built to
mitigate fire flow deficiencies. These projects are estimated to total $10.06 million (including
design and admin and construction contingency) and are recommended in both short-term and
long-term phases, as shown in the Prioritization Criteria in Table 9.7.
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9.4.1.2 D-15: Velocity Improvement Projects
One 8-inch line located at Maple Valley Highway and Interstate 405 (I-405) was found to exceed
maximum velocity during peak hour demand (PHD) in the distribution system. This section of
the pipe is surrounded by 12-inch piping and is recommended to also be upsized to 12 inches.
This velocity improvement project will upsize 70 feet of 8-inch line to 12 inches and is listed as
the Maple Valley Hwy Pipe Upsize at Henry Moses Aquatic Center (D-15) in the CIP. D-13 is
estimated at $46,000 and recommended in the long term. It is anticipated that this deficiency
will be corrected as part of the water main improvements required for a proposed commercial
development of the old Stoneway Concrete site along Maple Valley Highway.
9.4.1.3 D-16 through D-22: Maintenance-Identified Condition Projects
The City’s maintenance department identified nine water main replacement projects and
prioritized them according to City needs, maintenance history, pipe age, and pipe type. In the
CIP, they are projects D-16 through D-22 in detailed Table 9.15. Many of these projects overlap
with RUL projects and projects identified by the hydraulic model.
Per the City’s policies on new pipe sizes, existing pipes with 4-inch or 6-inch diameters are
recommended to be upsized to 8 inches. Through these maintenance-identified condition
projects, a total of approximately 21,660 feet of piping is recommended to be replaced for a total
of $11.4 million. They are all recommended to be implemented in the short term.
9.4.1.4 Distribution Pipeline Recommendations Summary
Table 9.8 summarizes the footage and the cost of different diameter piping that must be
replaced in the short and long terms. This table includes all projects recommended in the above
sections.
Table 9.8 Distribution Pipelines Projects Summary
Pipe Diameter 0-10 years 10-20 years
Length (LF) Cost(2) Length (LF) Cost(2)
8-inch(1) 30,850 $15,041,000 3,350 $1,634,000
10-inch(1) -- -- 1,800 $1,024,000
12-inch(1) 5,210 $3,387,000 100 $391,000
Hydrant Lateral Connections -- -- 70 $34,000
Total 36,060 $18,428,000 5,320 $3,083,000
Notes:
(1) Both 4-inch and 6-inch existing diameters will be replaced with larger-diameter pipes.
(2) The cost includes 25 percent construction contingency and 30 percent engineer/legal/admin contingency.
9.4.2 Recommended Pressure Zone Projects
This CIP has two pressure zone projects, both of which are summarized in Table 9.9 with their
respective priorities and costs.
Table 9.9 Pressure Zone Recommendations
Project Number Project Name Priority Cost(1)
PZ-01 HLD 445/565 Pipe Reconfiguration 10-20 years $325,000
PZ-02 VLY196 Re-zone 0-10 years $100,000
Note:
(1) The cost includes 25 percent construction contingency and 30 percent engineer/legal/admin contingency.
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9.4.2.1 PZ-01: HLD 445/565 Pipe Reconfiguration
Several low-pressure nodes (below 30 pounds per square inch [psi]) exist adjacent to the
Highlands 565 transmission line. The City has been working to relocate connections currently
located on the lower-pressure line to adjacent higher-pressure lines. In addition, as this area gets
re-developed, new developments must connect to the neighboring Highland 565 PZ due to fire
flow deficiencies on the Highland 445 adjacent pipe.
This pipe reconfiguration project is labeled HLD 445/565 Pipe Reconfiguration (PZ-01) in the CIP.
PZ-01 is anticipated to be implemented in the long term and estimated at approximately
$325,000.
9.4.2.2 PZ-02: VLY196 Re-Zone
The storage analysis detailed in Chapter 7 showed that, although this area has sufficient storage
at 20 psi, the Valley 196 PZ is deficient in its ability to supply operational and equalizing volumes
at 30 psi to the highest customers.
To address this issue, the City is connecting high-elevation residents within the Valley 196 PZ to
higher-pressure infrastructure, thus providing them adequate operating and fire flow pressures.
This project is labeled VLY196 Re-zone (PZ-02) in the CIP and, in addition to the re-zoning,
includes improvement of hydrant S-00235 at 401 S 43rd St and Talbot Rd. More specifically, the
hydrant needs to be re-zoned, decommissioned, or removed.
PZ-02 is estimated at $100,000 and recommended to be implemented in the short term.
9.4.3 Recommended Annual Repair and Replacement Programs
Two types of programmatic projects (P) are recommended: annual R&R pipeline projects and
dead-end programs.
9.4.3.1 P-01: Dead-End Pipes in Non-Single-Family Areas Program
The City has multiple 4-inch, 6-inch, or 8-inch diameter dead-end pipes in non-single family
areas that are older and do not have the capacity to provide the City’s fire flow requirements of
3,000 gpm. In some cases, customers are protected by multiple hydrants on different water
mains. As long as the total fire flow from the multiple hydrants meets the fire flow requirement,
no improvements are necessary. In other cases where only one water main serves customers,
looping may be required or the dead-end main may need to be upsized to 12 inches to meet the
fire flow requirements.
The City is recommended to individually evaluate each case of these dead-end pipes to
determine how fire flow s can be provided to customers. These areas should be reviewed when
new development takes place and potentially looped or upsized. No cost was developed for the
annual Dead-End Pipes in Non-Single-Family Areas Program (P-01).
9.4.3.2 P-02: Dead-End Pipes in Single Family Areas Program
The City has multiple 4-inch and 6-inch dead-end pipes in single family areas that are also old
and do not have the capacity to provide the City’s fire flow requirements of 1,000 gpm. To
address this situation, the City has been programmatically moving hydrants from the dead-end
to the closest main with 1,000 gpm. The City is recommended to continue this approach and to
also evaluate each case individually to determine how fire flows can best be provided customers.
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The estimated cost for the Dead-End Pipes in Single Family Areas Program (P-02) is
approximately $1.16 million and is recommended in the short term.
9.4.3.3 P-03: Pipeline Repair and Replacement Program
As outlined in Chapter 7, the RUL analysis examined the pipes’ material and installation year, as
well as their materials’ useful life, to determine the year during which each pipe would reach the
end of its useful life.
The City is recommended to continue its annual pipe-replacement program and replace
approximately 6,000 LF of pipe per year, targeting pipes that have reached the end of their
useful life and offsetting the depreciation of this City asset.
Table 9.10 summarizes the footage and the cost for each pipe diameter that’s included in the CIP
and also presents the total annual LF and cost. Additionally, it is recommended that the City
invest in developing an Asset Management Program (AMP) to help prioritize which pipelines
need to be replaced each year (see project G-11).
Table 9.10 Remaining Useful Life Repair and Replacement Summary
Pipe Diameter R&R Annual Program Statistics
Total Length (LF) Total Cost(1)
6-inch and less 65,630 $ 26,662,000
8-inch 17,950 $ 8,751,000
10-inch 4,620 $ 2,628,000
12-inch 20,270 $ 13,176,000
14-inch 770 $ 563,000
16-inch 4,410 $ 3,583,000
18-inch 2,360 $ 2,109,000
24-inch 110 $ 125,000
Total 116,120 $ 57,597,000
Annual Length/Cost 5,806 $ 2,879,850
Notes:
(1) The cost includes 25 percent construction contingency and 30 percent engineer/legal/admin contingency.
(2) Linear feet in this table are different than the ones presented in Chapter 7. Some of the recommended R&R pipelines
were also included as part of the specific sited Distribution Pipeline projects. Linear feet from these projects were
removed from the Remaining Useful Life R&R in this table.
P-03 is estimated to cost approximately $57.6 million or $2.9 million annually over the 20-year
period. Note, the total linear feet of pipes in Table 9.10 differ from the analysis performed in
Chapter 7. Some of the pipelines identified in the RUL evaluation were also included as part of
the specific sited Distribution Pipeline projects (P-16 through P-22) and were therefore not
included here.
No specific projects were identified as part of the Pipeline R&R Program (P-03). Instead, the City
is recommended to decide which pipes to replace every year. It is recommended that the City
continues to enhance its asset management program to help prioritize and time the R&R of its
aging water infrastructure by weighing the costs of continued maintenance against the costs of
R&R. This will help prioritize which pipelines identified under Project P-03 need to be replaced
each year and will include additional data than remaining useful analysis only. These plans
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ultimately reduce operation and maintenance risks, thus resulting in overall lower costs
burdened by ratepayers.
Currently, the City wishes to focus on the pipelines located in the downtown and Highlands areas
and take advantage of opportunities such as implementing projects in conjunction with major
roadway improvements as much as possible.
Water Main Improvements in conjunction with Major Roadway Improvements
This program consists of taking advantage of major roadway improvements planned by the City
in areas where pipeline reaching their remaining useful life were identified. This would include
the design and construction of new water mains as part of major roadway improvements,
including Rainier Avenue Phase 4, Duvall Avenue and water main relocation to accommodate
the I-405 corridor improvement project by WSDOT.
Water Main Improvements in Redevelopment Areas – Downtown and Highlands
Redevelopment activities can have a substantial impact on the ability of the existing distribution
system to provide sufficient water to customers for fire protection service and for domestic uses.
Significant activities are planned during the S 2nd and S 3rd 2-way conversion anticipated
in 2019 - 2022. Typically, detailed hydraulic models are used in conjunction with area water
demand forecasts and fire flow requirements to identify potential water main improvements in
redevelopment areas.
Water main improvements needed for redevelopment projects are typically installed and paid
for by the developers. The developers may recoup some of their costs from future benefitting
properties by applying to City Council for a latecomer agreement. In some cases, with the
approval of funding from the City Council, the City may install the improvements or participate
in the cost of the improvements with the developers and the City recovers its costs from
benefitting properties through a Special Assessment District. The pipe replacement program for
redevelopment projects is designed to balance the City’s investments in pipe replacement
projects to reduce risks associated with aging pipe infrastructure with investments in major pipe
replacement projects to support growth and development.
9.4.4 Recommended Pump Station Projects
Table 9.11 summarizes three pump station projects (PS), all of which are prioritized for the short
term.
Table 9.11 Pump Station Recommendations
Project Number Project Name Priority Cost(1)
PS-01 Monroe BPS 0-10 years $ 488,000
PS-02 West Hill BPS 0-10 years $ 1,842,000
PS-03 South Talbot BPS 0-10 years $ 2,175,000
Notes:
(1) The cost includes 25 percent construction contingency and 30 percent engineer/legal/admin contingency.
Abbreviation: BPS – booster pump station.
9.4.4.1 PS-01: Monroe BPS Project
With the existing reliable sources and reservoirs, the Highlands 565 Operational Area does not
have enough storage for all planning years until 2039. As described in Chapter 7, the
Highlands 565 area will be deficient by 1.26 million gallons (MG) by 2029 and 1.65 MG by 2039.
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However, excess storage located in the Highlands 445 Operational Area is sufficient to offset
Highland 565 deficiencies.
For the Monroe BPS Project (PS-01), the City is recommended to install backup power generators
at the Monroe Avenue BPS to allow storage to be provided from the Highlands 445 PZ to the
Highlands 565 PZ, which will also improve pumping capacity in the long term.
The City is planning on adding a generator at Monroe BPS and is phased for the short term in the
CIP. The total capital cost is estimated at approximately $488,000.
9.4.4.2 PS-02: West Hill BPS Project
The West Hill BPS Project (PS-02) will install a generator at the West Hill BPS, increasing
pumping capacity and implementing electrical, structural, and mechanical improvements. PS-02
is currently under design and, therefore, phased for the short term in the CIP. The cost is
estimated at $1.8 million based on a 2018 pre-design study.
9.4.4.3 PS-03: South Talbot BPS Project
The South Talbot BPS Project (PS-03) will replace fire and duty pumps in the South Talbot BPS
and implement electrical, structural, and mechanical improvements. This project is currently
under design and, therefore, phased for the short term. The cost is estimated at $2.2 million
based on a 2018 pre-design study.
9.4.5 Recommended Storage Projects
This section summarizes the recommended storage projects (ST) that were identified through
the storage analysis detailed in Chapter 7. Table 9.12 shows the two recommended projects.
Table 9.12 Storage Recommendations
Project Number Project Name Priority Cost(1)
ST-01 Rolling Hill 590 Storage (1.5-MG) 0-20 years $ 17,395,000
ST-02 West Hill 495 Storage 0-10 years
N/A
Operational
change only
Note:
(1) The cost includes 25 percent construction contingency and 30 percent Engineer/Legal/Admin contingency.
9.4.5.1 ST-01: Rolling Hill 590 Storage Project
As identified during the storage analysis, Rolling Hills 590 Operational Area does not have
sufficient storage for all planning years until 2039. The analysis in Chapter 7 shows that the
operational area will be deficient by 0.95 MG by 2039.
The Rolling Hill 590 Storage Project (ST-01) will mitigate this storage deficiency in two phases:
• Phase 1: Add backup power to the Maplewood BPS to increase pumping capacity from
the Rolling Hills 490 PZ to the Rolling Hills 590 PZ, and add auto-start, auto-transfer,
and backup power to the Rolling Hills BPS so that three pumps can be operated at the
same time.
• Phase 2: Construct a new 1.5-MG standpipe for the Rolling Hills 590 Operational Area.
The new standpipe will replace the existing 0.3-MG elevated tank.
CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 9-15
Phase 1 is recommended to be implemented in the short term and is estimated to cost
approximately $2.8 million. Phase 2 is recommended to be implemented in the long term and is
estimated to cost approximately $14.6 million. After both phases are implemented, the
Rolling Hills 590 Operational Area will have sufficient storage for the future and added
redundancy with reliable pumping from the Maplewood BPS and Rolling Hills BPS.
Siting studies and property acquisition may be necessary for this project. Hydraulic analysis
using the City’s updated hydraulic model is recommended to confirm reservoir sizing and system
hydraulics. The new facilities and related pipelines will be designed and constructed in
accordance to the latest seismic codes and standards.
9.4.5.2 ST-02: West Hill 495 Storage
Even with the existing reliable sources and reservoirs, the West Hill 495 Operational Area does
not have sufficient storage through 2039.
Excess storage located in the Valley Operational Area is sufficient to offset deficiencies in the
West Hill 495. The Valley Operational Area has 1.04 MG of excess storage available by 2039,
which can be reliably pumped to the West Hill 495 Operational Area via the new West Hill BPS.
The City is currently planning on expanding capacity of the West Hill PS and adding a generator
at the West Hill BPS as part of the West Hill BPS Improvement Project.
Additionally, the City currently operates the tank with a 16 ft operational band, which equates to
a 0.22-MG operational storage volume. It is recommended that the City update operational
strategy and reduce the operational band thus decreasing the operational volume and helping to
mitigate deficiencies.
9.4.6 Recommended General and on-going Projects and Programs
Eleven general projects (G) were recommended for this CIP and are summarized in Table 9.13.
Table 9.13 Recommended General Projects Summary
Project
Number Project Name Priority 20-year Total
Cost(1)
G-01 Reservoir Repair, Painting, Cathodic Protection Annual $ 3,000,000
G-02 Emergency Response Water Projects Annual $ 2,000,000
G-03 Pump Station Condition Evaluation
(mechanical, structural, electrical)
0-10
years $ 300,000
G-04 Storage Condition Evaluation (structural, seismic) 0-10
years $ 400,000
G-05 Security Improvements Annual $ 200,000
G-06 Telemetry System and SCADA Upgrades Annual $ 1,000,000
G-07 PRV Rehabilitation Annual $ 2,000,000
G-08 Improvements to pipelines on bridge Annual $ 4,000,000
Total $ 12,900,000
Notes:
(1) The cost includes 25 percent construction contingency and 30 percent engineer/legal/admin contingency.
Abbreviation: SCADA - Supervisory Control and Data Acquisition.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 09
9-16 | MAY 2021 | FINAL
9.4.6.1 G-01: Reservoir Repair, Painting, Cathodic Protection
The Reservoir Repair, Painting, Cathodic Protection project (G-01) consists of a scheduled
recoating of the interior and exterior surfaces of the existing steel standpipe and elevated tanks
to extend the useful life of the structures. The project will also install seismic and safety upgrades
and a cathodic protection system.
The budget for this program is $150,000 per year for an estimated total of $3 million for the
20-year planning period.
9.4.6.2 G-02: Emergency Response Water Projects
Under G-02, the City wishes to budget $100,000 per year for an estimated planning total of
$2 million for any emergency response water projects that may arise or are currently unknown.
9.4.6.3 G-03: Pump Station Condition Evaluation
The City is recommended to perform a condition evaluation of their existing pump stations in the
short term. Any pump stations constructed before 1985 are anticipated to require replacement
or repair within the planning period.
The Pump Station Condition Evaluation (G-03) is estimated to cost $300,000.
The outcome of this evaluation will result in pump station rehabilitation projects and
recommend emergency power supply for the remaining pump station without emergency
supply. This will result in the design and installation of upgrades and/or replacement of
mechanical and electrical equipment, correcting deficiencies to pump buildings including the
installation of backup power supply with auto-start transfer switches. The goal for these
recommendations is to extend the useful life of the pump stations reduces the likelihood of
pump failures and unplanned service interruptions for fire protection and for domestic uses.
9.4.6.4 G-04: Storage Condition Evaluation
The City is recommended to also perform a condition evaluation of its existing storage reservoirs
since those that were constructed before 1975 may need to be replaced, repaired, or recoated
within the planning period. G-01 is included as a capital project for potential costs and necessary
repairs resulting from this storage evaluation.
The Storage Condition Evaluation (G-04) is a study recommended in the short term and
$400,000 was allocated to this effort in the CIP.
9.4.6.5 G-05: Security Improvements
This project plans, designs, and installs security improvements to the existing water system
facilities according to findings and recommendations derived from the security vulnerability
assessment. The budget for the Security Improvements program (G-05) is $10,000 per year for a
total of $200,000 during the planning period.
9.4.6.6 G-06: Telemetry System and SCADA Upgrades
This project systematically replaces the remote telemetry units (RTUs) in the City’s various water
facilities. Currently, some replacement parts for the existing RTUs are unavailable and, in any
case, the City should be prepared with replacement units should the original system’s
manufacturers go out of business. This project also designs, reconfigures, programs, and
conducts functional testing on the master telemetry unit (MTU) and the human-machine
interface (HMI) in the City’s operation and maintenance headquarters.
CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 9-17
The Telemetry System and SCADA Upgrades project (G-06) will occur on a 5-year cycle and is
estimated to cost $50,000 per year for a total cost of $1 million during the planning period.
9.4.6.7 G-07: PRV Rehabilitation
This program consists of the rehabilitation and replacement of 45 existing PRV’s throughout the
system. The improvements include the verification of the sizing and set points of the PRV’s
based on the hydraulic model analysis of the system, adequacy of pressure relief valves,
metering, and integration with the City’s SCADA system. The replacement criteria and schedule
will be determined based on a PRV rehabilitation and replacement study that will be completed
the City by June 2020.
The City is recommended to continue its PRV rehabilitation and maintenance program for
its 45 PRVS, which are critical pieces of its distribution system. The PRV Rehabilitation project is
budgeted $100,000 per year for an estimated total of $2 million for the planning period.
9.4.6.8 G-08: Improvements to Pipelines on Bridge
This program consists of the replacement of existing water mains located under existing bridges
that are going to be retrofitted as part of the City’s Transportation Division capital improvement
plan.
The City owns and maintains the following water mains on bridges:
• One 12-inch water main on the Logan Ave N bridge.
• One 8-inch water main on the Williams Ave S bridge.
• Two 18-inch water mains on the Wells Ave S bridge.
• One 8-inch water main on the Bronson Way S bridge.
• One 16-inch water main on the Houser Way S bridge.
• One 16-inch water main on the SW 43rd St bridge.
• One 24-inch water main on the SW 43rd St bridge.
The Improvements to Pipelines on Bridge project (G-08) evaluates the condition and seismic
resiliency of these locations, as well as makes seismic improvements and repairs as necessary.
This project is budgeted $200,000 per year for an estimated total of $4 million for the planning
period.
9.4.7 Recommended Regulatory Compliance Projects
Three regulatory Compliance projects (R) were recommended for this CIP and are summarized in
Table 9.14.
Table 9.14 Recommended Regulatory Compliance Projects Summary
Project
Number Project Name Priority 20-year Total
Cost(1)
R-01 Water Quality Compliance Projects Annual $ 4,000,000
R-02 Water Conservation Program Implementation Annual $ 4,000,000
R-03 Water System Plan 0-10 years and
10-20 years $ 800,000
9.4.7.1 R-01: Water Quality Compliance Projects
A budget of $200,000 per year for regulatory compliance projects (R-01) is recommended to be
set aside for an estimated total of $4 million for the 20-year planning period.
CITY OF RENTON | WATER SYSTEM PLAN UPDATE | CHAPTER 09
9-18 | MAY 2021 | FINAL
9.4.7.2 R-02: Water Conservation Program Implementation
As recommended in Chapter 4, the Water Use Efficiency (WUE) rule, given the number of
connections the City has, requires the City to evaluate or implement efforts for nine measures of
its choice. These measures support the City’s proposed goals for water use efficiency, in addition
to the mandatory measures. The selected measures are as follows:
• Water bill consumption history.
• School outreach.
• Utility bill inserts.
• Natural yard care workshops.
• Advertising and public outreach.
• City demonstration garden.
• WashWise washing machine rebates.
• Hose gaskets.
• Web page.
A budget of $200,000 per year was allocated to the Water Conservation Program
Implementation project (R-02) in the CIP for a total estimated cost of $4 million for the 20-year
planning period.
9.4.7.3 R-03: Water System Plan
The Water System Plan project (R-03) includes the development of 10-year and 20-year updates
to the City’s Plan. Each plan is estimated to cost $400,000 for a total of $800,000 in the planning
period.
9.4.8 Other Projects - Future Reservoirs to Increase Storage and Enhance Operational
Flexibility
The City can meet its future storage requirements by adding new reservoirs and replacing its
existing reservoirs. To improve operational flexibility and redundancy in the distribution system,
the City plans to install larger reservoirs in the future by maximizing their footprints within the
current City-owned properties. These larger reservoirs will provide added reliability when the
City needs to take an existing reservoir out of service for maintenance.
These projects will need siting studies and property acquisition if necessary, hydraulic analysis
and reservoir sizing, pre-design, final design and construction of storage facilities to increase
storage in the water system operational areas to meet growth demand projection and to provide
operational reliability and flexibility. The new facilities and related pipelines will be designed and
constructed in accordance to the latest seismic codes and standards.
The following projects were identified for this effort. Proposed reservoir sizes will be confirmed
during pre-design. These projects are planned for the long term (past our planning period of
20 years) and no detailed costs were developed at this time.
9.4.8.1 Blackriver Reservoir – Valley 196 PZ
This project acquires property and then plans, designs, constructs a new reservoir in the
Valley 196 PZ to provide the City with additional storage along with operational flexibility,
reliability, and redundancy of system capacity in case the City needs to take the existing
North Talbot Reservoir out of service for maintenance. The new Blackriver Reservoir will
supplement the storage that the North Talbot and Mt. Olivet Reservoirs provide to this
operational area. The proposed reservoir size will be confirmed during the project’s pre-design.
CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 9-19
In 2011, the City completed a site assessment and geotechnical investigations of a potential site
in the Blackriver Quarry. A pre-design report was completed for a proposed 6.6-MG reservoir
and related transmission main.
9.4.8.2 Replacement of Existing Mt. Olivet Reservoir and Pump Station – Valley 196 PZ
This project plans, designs, and constructs the replacement of the existing 3-MG
Mt. Olivet Reservoir and Pump Station, which were constructed in 1954. This reservoir provides
storage to the Valley’s operational area and, once replaced, will supplement the storage that the
North Talbot and future Blackriver Reservoirs provide to this operational area. In the past, the
City recoated the existing tank’s interior and exterior and installed a cathodic protection system
to extend its useful life.
The City plans to replace the existing reservoir with a new 7-MG tank. In addition, the booster
pump station will be replaced with two 150-hp and two 125-hp pumps, with a total capacity of
9,000-gpm. The reservoir size and pump sizes will be confirmed during the project’s pre-design.
9.5 CIP Program Detailed Summary
The summary table in Section 9.1 summarizes the CIP projects and labels them as D, P, PZ, PS,
ST, G, or R. As mentioned before, each project is assigned a CIP Identification. Table 9.15 details
all projects identified and defined in this chapter and identifies the planning period (short-term,
long-term, or annual) determined for each project and project type.
Figure 9.3 illustrates the locations of the specific projects identified, while Figure 9.4 illustrates
these projects phased between short and long terms. Distribution system improvements
highlighted on Figure 9.3 includes both fire flow and velocity recommendations.
Figure 9.5 and Figure 9.6 illustrate the location of projects included in the programmatic CIP,
which are not included in any of the specific projects. Figure 9.5 presents City’s recommended
program P-01, while Figure 9.6 presents City’s recommended program P-03.
An individual project sheet was generated for each CIP project and includes project identifier,
description, costs, project type, timeline, and comments to help with future implementation. To
help the City identify individual projects, project sheets are separated by project category.
Appendix T includes all the project sheets.
Last Revised: February 15, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9_3_CIPSpecific.mxd Figure 9.3 Recommended Specific CIP Projects
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CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9_4_CIPPriority.mxd
CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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Last Revised: February 08, 2021 \\io-fs-1\Data\GIS\GISBackup\Renton\WaterSystemPlan2017\Fig9-5P01DeadEnd3000FFProgram.mxd Figure 9.5 P-01: Dead-end 3,000 gpm Fire Flow Program
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CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
City Limits
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CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
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East Valley RdRainier Ave NS 133rd St
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CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 9-29
Table 9.15 CIP Recommended Projects
Summary Total Cost
Distribution Piping $ 21,511,000
Pressure Zone Rezoning $ 425,000
Annual Programs $ 58,752,000
Pump Stations $ 4,505,000
Storage $ 17,395,000
General $ 12,900,000
Regulatory $ 8,800,000
TOTAL $ 124,288,000
CIP ID 2012
Plan ID Project Name Improvement
Type
Pipe Length
(LF)
Proposed
Size Units Project
Priority Total Cost
Distribution Piping
D-01 R-33 NE 10th Place Pipe Upsize Upsize 1,030 8 Inches 0-10 years $ 502,000
D-02 n/a Ferndale Place NE Pipe Upsize Upsize 500 8 Inches 0-10 years $ 244,000
D-03 R-27 Windsor Hills Pipe Project Upsize 6,850 8 Inches 0-10 years $ 3,339,000
D-04 R-20 Sunset Blvd N Pipe Upsize Upsize 1,800 10 Inches 10-20 years $ 1,024,000
D-05 R-7 Maplewood Place SE Pipe Upsize Upsize 1,200 8 Inches 10-20 years $ 585,000
D-06 R-25 NW 4th St Pipe Upsize Upsize 210 8 Inches 10-20 years $ 102,000
D-07 R-24
R-26
SW Sunset Blvd at Crestview Apartments
Pipe Upsize Upsize / New PRV 30 12 Inches 10-20 years $ 345,000
D-08
R-11
R-14
R-16
Downtown Renton Pipe Project Upsize/Replace 5,900 8 Inches 0-10 years $ 2,876,000
D-09 n/a Glenwood Ave NE Pipe Upsize Upsize 850 8 Inches 10-20 years $ 414,000
D-10 R-4 S 178th St Pipe Upsize Upsize 460 8 Inches 10-20 years $ 224,000
D-11 R-35 N 4th St Pipe Upsize Upsize 120 8 Inches 0-10 years $ 59,000
D-12 R-1 Hydrant Lateral Connection at
Benson Condominium
Change hydrant
lateral connection 50 8 Inches 10-20 years $ 24,000
D-13 n/a S 17th St Pipe Upsize Upsize 630 8 Inches 10-20 years $ 309,000
D-14 n/a Hydrant Lateral Connection on Sunset Blvd NE Change hydrant
lateral connection 20 8 Inches 10-20 years $ 10,000
D-15 n/a Maple Valley Hwy Pipe Upsize at
Henry Moses Aquatic Center Upsize 70 12 Inches 10-20 years $ 46,000
D-16 n/a Maintenance Condition Project: Kennydale
(NE 24th) Replace 1,670 8 & 12 Inches 0-10 years $ 1,024,000
D-17 n/a Maintenance Condition Project:
Highlands Reservoir to Queen Ave NE Replace 1,400 8 Inches 0-10 years $ 683,000
D-18 n/a Maintenance Condition Project: Monroe Ave NE Replace 2,970 8 Inches 0-10 years $ 1,448,000
D-19 n/a Maintenance Condition Project: Shattuck Ave S Replace 490 8 Inches 0-10 years $ 239,000
D-20 n/a Maintenance Condition Project: Garden Ave N Replace 2,500 12 Inches 0-10 years $ 1,625,000
D-21 n/a Maintenance Condition Project: West Hill Replace 1,440 8 Inches 0-10 years $ 703,000
D-22 n/a Maintenance Condition Project:
Tiffany Park Area Replace 11,190 8 & 12 Inches 0-10 years $ 5,686,000
Pressure Zone Rezoning
PZ-01 R-29 HLD 445/565 Pipe Reconfiguration 1,200 12 Inches 10-20 years $ 325,000
PZ-02 n/a VLY196 Re-zone 300 12 Inches 0-10 years $ 100,000
Annual R&R Programs
P-01
R-34
R-6
R-19
R-3
R-2
Dead-end 3,000 gpm fire flow program
(see Figure 9.5) n/a n/a n/a 10-20 years $ -
P-02 n/a Dead-end 1,000 gpm fire flow program n/a 2,370 8 Inches 0-10 years $ 1,155,000
P-03 Pipeline R&R Program (High Priority, see
Figure 9.6) Replace 116,120 n/a Annual $ 57,597,000
Pump Stations
PS-01 Monroe Ave BPS Generator Pump Station n/a 125 hp 0-10 years $ 488,000
PS-02 West Hill BPS Pump Station n/a n/a 0-10 years $ 1,842,000
PS-03 South Talbot BPS Pump Station n/a n/a 0-10 years $ 2,175,000
CHAPTER 09 | WATER SYSTEM PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 9-31
Table 9.15 CIP Recommended Projects (continued)
CIP ID 2012
Plan ID Project Name Improvement
Type
Pipe Length
(LF)
Proposed
Size Units Project
Priority Total Cost
Storage
ST-01 Rolling Hills 590 Storage Storage n/a n/a 0-20 years $ 17,395,000
ST-02 West Hill 495 Storage Storage n/a n/a 0-10 years $ -
General
G-01 Reservoir Repair, Painting, Cathodic Protection General 20 Years Annual $ 3,000,000
G-02 Emergency Response Water Projects General 20 Years Annual $ 2,000,000
G-03 Pump Station Condition Evaluation (mechanical,
structure, electrical) General 1 Study 0-10 years $ 300,000
G-04 Storage Condition Evaluation (structural,
seismic) General 1 Study 0-10 years $ 400,000
G-05 Security Improvements General 20 Years Annual $ 200,000
G-06 Telemetry System and SCADA Upgrades General 20 Years Annual $ 1,000,000
G-07 PRV Rehabilitation General 20 Years Annual $ 2,000,000
G-08 Improvements to pipelines on bridge General 20 Years Annual $ 4,000,000
Regulatory
R-01 Regulatory Compliance Projects General 20 Years Annual $ 4,000,000
R-02 Water Conservation Program Implementation General 20 Years Annual $ 4,000,000
R-03 Water System Plan General 2 Plans $ 800,000
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 10-1
Chapter 10
FINANCIAL PROGRAM
10.1 Introduction
This chapter summarizes the City of Renton’s (City) financial status and provides a cursory
evaluation of its ability to finance the necessary capital improvements identified in the capital
improvement plan (CIP). The following sections present the financial status of the City’s Water
Utility, the funding required to finance the scheduled improvements, potential funding sources,
and the impact that water system improvements will have on user rates.
10.2 Historical Financial Performance
The City accounts for its water revenues and other funding sources in two main separate funds:
Fund 405 (Operating Fund) and Fund 425 (Construction Fund). The Finance Department
maintains the financial records for the Water Utility, and both the Finance Department and the
Public Works Department monitor and evaluate the Water Utility’s fiscal performance.
10.2.1 Rates
The City serves meter sizes ranging from 3/4 to 12 inches under the following customer classes:
• Single family.
• Multi-family.
• Non-residential.
• Private irrigation.
• City irrigation.
• Hydrant meter.
The City offers reduced rates for water, wastewater, surface water, and garbage for low-income
senior citizens (61 years of age and over), and low-income disabled citizens. Additional
information can be found here:
https://rentonwa.gov/city_hall/administrative_services/finance/utility_billing/reduced_rates_and
_tax_rebate#:~:text=CITY%20OF%20RENTON%20WASHINGTON&text=The%20City%20of%2
0Renton%20offers,who%20meet%20these%20same%20qualifications
10.2.1.1 Monthly Base Rates and Charges
Table 10.1 shows the City’s monthly base service charges for the calendar year (CY) 2019 and
CY 2020. The rates shall be adjusted on January 1 of each year.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-2 | MAY 2021 | FINAL
Table 10.1 CY 2019 and CY 2020 Monthly Base Service Charges
Meter Size Basic Charge Charge for Irrigation Fire Meter
2019 2020 2019 2020 2019 2020
3/4” $17.60 $17.95 $10.58 $10.79 n/a n/a
1” $34.89 $35.59 $18.92 $19.30 $6.27 $6.40
1-1/2” $67.33 $68.68 $32.29 $32.94 $7.01 $7.15
2” $105.52 $107.63 $49.46 $50.45 $9.01 $9.19
3” $216.81 $221.15 $104.57 $106.66 $23.79 $24.27
4” $330.75 $337.37 $155.65 $158.76 $29.27 $29.86
6” $645.28 $658.19 $294.81 $300.71 $42.06 $42.90
8” $1,262.94 $1,288.20 $645.13 $658.03 $56.65 $57.78
10” $1,882.63 $1,920.28 $829.55 $846.14 $73.08 $74.54
12” $2,739.86 $2,794.66 $1,197.90 $1,221.86 $87.68 $89.43
Note:
(1) 2019 City of Renton Utility Rates Brochure and 2020 City of Renton Utility Rates Brochure.
10.2.1.2 Commodity Rates
In addition to monthly base services charges, customers pay a usage-based charge per water
consumed in 100 cubic feet (CCF). Table 10.2 compares CY 2019 and CY 2020 commodity rates
the City charges its water customers. Single family customers are charged based on a three-tier
inclining block-rate structure. Multi-family, non-residential, private irrigation, City irrigation, and
hydrant meter customers pay a unique uniform rate per CCF.
Table 10.2 CY 2019 and CY 2020 Commodity Rates
Class Type CY 2019 CY 2020
Single Family
Less than 500 cf per month $2.54/ CCF $2.59/ CCF
500 - 1,000 cf per month $3.41/ CCF $3.48/ CCF
Over 1,000 cf per month $4.30/ CCF $4.39/ CCF
Multi-Family $3.29/ CCF $3.36/ CCF
Non-Residential $3.48/ CCF $3.55/ CCF
Private Irrigation $5.58/ CCF $5.69/ CCF
City Irrigation $3.92/ CCF $4.00/ CCF
Hydrant Meter $5.58/ CCF $5.69/ CCF
Note:
Abbreviation: cf – cubic feet.
(1) 1 ccf = 748 gallons
10.2.2 Financial Operations
Based on the information provided, the Water Utility’s revenues and expenditures in the period
from CY 2016 to CY 2019 are summarized in Tables 10.3 and 10.4. Other Revenues in Table 10.3
include debt proceeds, reimbursements, transfer-in funds from other departments, and other
miscellaneous revenues. A total debt of $8 million was issued in CY 2016 and CY 2017, resulting
in higher revenues.
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 10-3
Over the last 3 years, the City’s water fund balance, which represents the total unexpended
resources carried forward to future years, increased from $28.5 million to $38.0 million.
CY 2019’s estimated ending balance of $7.2 million indicates that the City starts using the
reserve to fund capital project expenditures in CY 2019.
Table 10.3 Summary of Historical Revenues
Revenues CY 2016 CY 2017 CY 2018 CY 2019
(Estimated)
Service Charges $16,885,230 $17,270,694 $17,478,657 $17,843,483
Other Revenues 5,332,306 4,228,275 932,288 597,709
Interdepartmental 13,961 - - -
Total: $22,231,497 $21,498,969 $18,410,945 $18,441,192
Fund Reserve Ending Balances $28,512,792 $33,897,303 $37,986,499 $7,206,612
Table 10.4 Summary of Historical Expenditures
Expenditures CY 2016 CY 2017 CY 2018 CY 2019
(Estimated)
Fund 405: Water Utility Billing $118,176 $156,221 $160,368 $185,707
Fund 405: Water Utility Admin 283,042 309,018 346,858 410,037
Fund 405: Engineering 9,452,384 8,386,699 5,186,161 5,770,669
Fund 405: Maintenance 5,623,549 5,932,879 5,960,807 6,227,377
Fund 405: Water Conservation 98,964 157,837 133,728 138,000
Total: $15,576,114 $14,942,654 $11,787,922 $12,731,791
Debt-Service Payments 238,086 300,140 1,401,997 1,435,173
Total including Debt Service: $15,814,199 $15,242,794 $13,189,919 $14,166,963
Figure 10.1 shows a graphical representation of the Water Utility’s historical financial
performance. Due to the debt proceeds, revenues were higher in CY 2016 and CY 2017 than
those of later years. As illustrated in the figure, expenditures rose in CY 2019 because of
increased capital spending, and not enough revenue is generated to fund upcoming capital
project expenditures without a drawdown on reserves.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-4 | MAY 2021 | FINAL
Figure 10.1 Historical Revenues vs Expenses
10.2.3 Outstanding Debt
In the past, the City’s Water Utility funded a share of capital projects using debt and currently
holds the following outstanding bonds:
• 2012 Water/Sewer Refunding Revenue Bonds (2004): Principal and interest payments
averaging approximately $265,000 per year from CY 2020 to CY 2022 and $853,000 per
year from CY 2023 to CY 2027.
• 2016 Water/Sewer Refunding Revenue Bonds (2008A): Principal and interest
payments averaging approximately $502,000 per year, ending in 2027.
• 2017 Water/Sewer Refunding Revenue Bonds (2007 & 2007 [02]): Principal and
interest payments averaging approximately $693,000 per year, ending in 2022.
The Water Utility’s debt-service coverage ratio (DSCR) is calculated by dividing the net income
(revenues less expenses) by the annual debt-service payment. The City’s current bond
documents require a DSCR of 1.25, meaning the City is required to have sufficient funds to meet
all ongoing O&M expenses, as well as 1.25 times the total annual debt service payment. In
practice, the City has maintained a coverage factor well above the requirement due to its
relatively small amount of debt.
10.3 Methodology
The financial sufficiency evaluation developed for this chapter aims to determine whether
existing and adopted rates are sufficient to cover the capital program developed as a part of
Master Plan and, if not, the level of rate increases that would be required to do so. The
evaluation relies on a revenue requirements analysis, which is used to test revenue sufficiency
against expected revenue needs.
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 10-5
10.3.1 Financial Sufficiency Tests
There are two tests used to define the annual revenues necessary to provide both sufficient
(1) cash flow, and (2) debt coverage. These sufficiency tests are commonly used to determine the
amount of annual revenue that must be generated from an agency’s rates:
• Cash Flow Sufficiency Test defines the amount of annual revenue that a utility must
generate in order to meet annual expenditure obligations. In the same lieu, the
cash-flow test identifies projected cash requirements in each year. Cash requirements
include operations and maintenance (O&M) expenses, debt-service payments,
policy-driven additions to working capital, miscellaneous capital outlays, and
rate-funded capital expenditures. These expenses are compared to the total annual
projected revenues, and shortfalls are used to calculate the needed rate increases. In this
analysis, the cash flow test is the driver of the rate increase.
• Debt-Coverage Test refers to the collection of revenues to meet all operating expenses,
debt service payments, and debt service obligations, such as DSCR. The debt-coverage
test measures an agency’s ability to meet policy-driven revenue obligations. Currently,
the City holds three outstanding debt obligations and does not have any plans to issue
additional debt to fund capital projects in the near future. Typical DSCRs range
from 1.10x to 1.35x depending on an agency’s financial situation and the type of debt
being issued. For this analysis, the debt coverage test was set to meet a 1.25x DSCR
based on the City’s outstanding bond’s requirements, meaning that the City must collect
sufficient revenue through user rates to meet all on-going O&M expenses, as well
as 1.25 times the total debt-service requirements due each year. The debt coverage test
was sufficient in this analysis.
10.3.2 Assumptions and Inputs
Financial projections in this analysis relied on the following assumptions and inputs:
• Customer, demand, and revenue growth: Based on the Chapter 3, the demand is
expected to increase 1.5 percent per year in average from CY 2020 to CY 2029. However,
the City requested that revenue growth in the financial model be equal to the expected
growth in retail customers, which is conservatively assumed as 0.5 percent per year.
• Non-rate revenues: Given general inflation, interest and other revenue sources are
anticipated to grow by 3 percent per year from CY 2020 to CY 2029.
• O&M cost projection: O&M costs are expected to increase annually by 3 percent from
CY 2020 to CY 2029 according to historical trends and projected benefit cost increases in
the Seattle Consumer Price Index (CPI-U).
• CIP costs: Capital improvement construction costs are escalated annually by 3 percent
over the CIP’s 10-year period to account for inflationary increases in construction costs.
• Debt-coverage ratio: The debt coverage test was set to meet a 1.25x coverage ratio per
the City’s outstanding debt obligations.
• Reserve target: Based on the City’s input, the target reserve’s ending balance is
estimated at 90 days (24.7 percent) of annual O&M expenses. CY 2019’s ending fund
balance of $7.2 million was used in the analysis.
• Financing assumptions: The following assumptions were used for possible debt
issuances:
- Interest rate: 4 percent.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-6 | MAY 2021 | FINAL
- Loan period: 20 years.
- Issuance costs: 1 percent.
• Existing debt: The City provided annual debt-service expenses for current outstanding
revenue bond issues.
10.3.3 CIP Funding Strategy Scenarios
Three funding strategy scenarios were developed to evaluate the 10-year CIP’s impact on the
Water Utility’s financial status. Each scenario assumes a different amount of debt to fund the CIP
projects. All scenarios include the expected debt issuance with the financing assumptions
mentioned above:
• Scenario 1, PAYGO (No Additional Debt): This scenario assumes that all 10-year CIP
projects are funded by Pay-As-You-Go (PAYGO), using revenues from user rates and
available reserves. The City has indicated that this is the preferred scenario as it hopes to
no longer rely on debt as a means of controlling long-term expenses.
• Scenario 2, Maximized Additional Debt: This scenario maximizes the use of debt to
mitigate rate increases in the short term. The first additional debt issuance would be
needed in CY 2022 with debt proceeds needed every 3 years of the analysis.
• Scenario 3, Moderate Additional Debt: This scenario assumes that rate increases are
front loaded in the first 5 years of the analysis, then additional debt issuances are used
to smooth out peaks in CIP spending. The first additional debt issuance would be
required in CY 2021 and another in CY 2025.
The City has indicated that Scenarios 1 or 3 are the preferred scenarios as they would decrease
reliance on debt. All three scenarios are detailed in Section 10.5.
10.4 Financial Projections
Financial projections from CY 2020 through CY 2029 were developed using the assumptions and
inputs described above, as well as other inputs provided by the City or developed for the project.
All three scenarios used the same assumptions for O&M costs, capital expenditures, and most
offsetting revenues (all except interest earnings).
The financial forecast gives the City a snapshot of its current financial status. As numerous
assumptions were made for analysis, projected results can vary from the actual data depending
on factors such as actual customer use, demand projection, and growth. Therefore, this
high-level projection should be updated and evaluated during future City budget development to
confirm the assumptions and adjust as needed.
10.4.1 O&M Cost Projections
Common to all scenarios, projected O&M costs are expenditures that the City incurs for
day-to-day operations such as employee salaries and benefits, fuel, chemicals, and power.
The City’s CY 2020 operating budget served as the basis for forecasting the future operating
expenses for each utility. The budget was compared to actual financial information from the
previous year to identify any anomalies or one-time expenditures that are not useful to the
present projections. Table 10.5 presents the projected O&M costs for the 10-year analysis
period.
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
FINAL | MAY 2021 | 10-7
10.4.2 CIP Expenditures
Table 10.6 presents the expenditures of short-term CIP projects identified in Chapter 9. All listed
projects are “replacement and rehabilitation” related to existing infrastructure. This analysis
organized projects based on priority and broke them down further into the following seven
project types:
• Distribution piping.
• Pressure zone.
• Annual repair and replacement programs.
• Pump stations.
• Storage.
• General.
• Regulatory.
Each project total is spread out throughout the anticipated project years. Costs are escalated
at 3 percent per year from CY 2020. Funding these CIPs is a primary driver for future rate
increases and/or debt issuances.
10.4.3 Fund Balance and Reserves
The City currently holds reserves that have been generated through user rates and other revenue
sources. Based on the data provided by the City, money is held and tracked in the following
separate funds:
• Fund 405 (Operating Fund). This fund was created in 2006 to identify water utility
revenues and expenses. Revenue sources for this fund are generally from water sales
and collections but also include plan review and inspection fees, water meter installation
fees, utility billing fees, rent and leases, and inter-fund reimbursements from other
City’s departments for services provided. Expenses include O&M, debt service payments
for Public Works Trust Fund (PWTF) loans, revenue bonds, taxes, and transfers to the
Construction Fund.
• Fund 425 (Construction Fund) is held for the design, construction, and project
management of capital improvement projects. Revenues from this fund include
transfers from the Operating Fund, special assessment fees, system development
charges, water connection charges, City issued bonds, proceeds from revenue bonds,
proceeds from PWTF loans, and from Community, trade, and economic development
grants.
The starting fund balance included in the analysis is based on each fund’s ending balance in
CY 2019: $6 million in the Operating Fund and $1.2 million in the Construction Fund for a total
of $7.2 million.
Projected reserve balances for each funding strategy scenario vary year-to-year based on
fluctuations in capital spending. The total target is typically made up of several components,
which may include an operating reserve, capital reserves, rate stabilization reserves, debt service
reserves. The City’s reserve target is 60 to 90 days.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-8 | MAY 2021 | DRAFT
Table 10.5 O&M Cost Projections
CY 2020 CY 2021 CY 2022 CY 2023 CY 2024 CY 2025 CY 2026 CY 2027 CY 2028 CY 2029
Fund 405: Water
Utility Billing $192,444 $197,815 $203,337 $209,015 $214,853 $220,854 $227,025 $233,370 $239,893 $246,600
Fund 405: Water
Utility Admin 466,687 478,896 491,427 504,288 517,488 531,035 544,940 559,211 573,858 588,891
Fund 405: Water
Engineering 5,862,038 6,014,140 6,170,211 6,330,356 6,494,680 6,663,295 6,836,313 7,013,849 7,196,022 7,382,954
Fund 405: Water
Maintenance 6,467,097 6,641,988 6,821,647 7,006,206 7,195,800 7,390,567 7,590,649 7,796,193 8,007,348 8,224,270
Fund 405: Water
Conservation 163,515 167,603 171,793 176,088 180,490 185,002 189,627 194,368 199,227 204,208
TOTAL O&M
EXPENDITURES $13,151,781 $13,500,443 $13,858,416 $14,225,953 $14,603,311 $14,990,754 $15,388,554 $15,796,989 $16,216,348 $16,646,923
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
DRAFT | MAY 2021 | 10-9
Table 10.6 Short-Term CIP Expenditures (Escalated)
Capital Projects CY 2020 CY 2021 CY 2022 CY 2023 CY 2024 CY 2025 CY 2026 CY 2027 CY 2028 CY 2029
Distribution
Piping $1,700,000 $1,973,223 $2,291,279 $2,093,392 $2,946,863 $2,118,863 $2,182,429 $2,667,699 $1,582,935 $1,362,618
Pressure Zone
Rezoning 100,000 - - - - - - - - -
Annual Programs 2,995,350 3,085,211 3,177,767 3,273,100 3,371,293 3,472,432 3,576,605 3,683,903 3,794,420 3,908,252
Pump Stations - 632,420 651,393 670,934 815,994 840,474 865,688 - - 636,729
Storage - - - - - - - 1,135,584 1,169,651 1,204,741
General 610,000 628,300 647,149 666,563 686,560 1,054,939 1,205,993 750,223 772,730 795,912
Regulatory 400,000 412,000 424,360 437,091 450,204 463,710 477,621 491,950 506,708 1,043,819
TOTAL CIP
Expenditures
(2020 Dollars)
$5,805,350 $6,731,153 $7,191,947 $7,141,080 $8,270,914 $7,950,418 $8,308,335 $8,729,358 $7,826,443 $8,952,071
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-10 | MAY 2021 | DRAFT
10.5 Findings and Results
This section summarizes the results of the financial sufficiency evaluation according to the
three funding strategy scenarios introduced in Section 10.3.3.
10.5.1 Projection Results without Rate Increases
Figure 10.2 summarizes the Water Utility’s overall financial forecast, assuming that no further
rate increases (beyond the CY 2020) are implemented. O&M expenditures and revenues increase
with the escalator factors discussed earlier. With no additional debt issuances, the current
debt-service payments will end in CY 2027.
If the CIP is implemented as scheduled without any debt issuances or rate increases, reserve
levels would begin to drop in CY 2020 and be fully depleted by CY 2023, meaning the City will not
be able to fund future capital investments.
Figure 10.2 Ten-Year Financial Forecast Without Rate Increases or Additional Debt Issuances
The following sections present the three funding scenarios, their results, and the necessary rate
increases required to implement them.
10.5.2 Scenario 1- PAYGO (No Additional Debt)
Scenario 1 assumes that all 10-year CIP projects are PAYGO-funded, and no additional debt
would be issued. Figure 10.3 shows the cash funding required to pay a total of $76.9 million over
the 10-year analysis period.
Figure 10.4 presents the annual rate increases required to fully implement the CIP. The
compounded rate increase over the 10-year projection period would be approximately
32.8 percent.
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
DRAFT | MAY 2021 | 10-11
Figure 10.3 Scenario 1 (PAYGO) Capital Funding Sources
Figure 10.4 Scenario 1 (PAYGO) Rate Increases
Under Scenario 1, user rates would increase in the initial years to build the financial capacity
necessary to fund CIP expenditures in peak years. Once that funding capacity begins to grow
with the compounding effects of the rate increases, less severe increases could be implemented.
Rate increases could also potentially be smoothed if the City elects to further decrease reserves
in years with high levels of capital spending.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-12 | MAY 2021 | DRAFT
Figure 10.5 summarizes 10-year financial projection under Scenario 1. With the rate increases
noted in Figure 10.4, the City would have sufficient cash available every year to fund capital
projects.
Figure 10.5 Scenario 1 (PAYGO) Financial Projection
If the City ultimately decides to adopt a cash-funding model such as Scenario 1, prudent financial
planning will be imperative to ensure that sufficient revenues or reserves are available every year
and to avoid delaying projects. Table 10.7 summarizes the revenue requirement, cash flow, and
fund balances for the next 10 years if Scenario 1 is implemented.
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
DRAFT | MAY 2021 | 10-13
Table 10.7 Scenario 1 (PAYGO) Revenue Requirement, Cash Flow, and Fund Balances
CY 2020 CY 2021 CY 2022 CY 2023 CY 2024 CY 2025 CY 2026 CY 2027 CY 2028 CY 2029
Rate Increase 0.00% 5.00% 5.00% 5.00% 5.00% 5.00% 1.00% 1.00% 1.00% 1.00%
Revenues
Rate Revenues
(w/o Rate Increase) $18,593,943 $18,686,912 $18,780,347 $18,874,249 $18,968,620 $19,063,463 $19,158,780 $19,254,574 $19,350,847 $19,447,601
Revenues From Rate
Increase 0 934,346 1,924,986 2,975,053 4,087,856 5,266,883 5,537,738 5,813,626 6,094,630 6,380,830
Other Revenues 747,709 606,420 615,349 624,501 633,882 643,498 653,353 663,456 673,810 684,424
Total Revenues $19,341,652 $20,227,678 $21,320,681 $22,473,803 $23,690,358 $24,973,844 $25,349,871 $25,731,656 $26,119,287 $26,512,855
Expenditures
Ongoing O&M
Expenses (Fund 405) $13,151,781 $13,500,443 $13,858,416 $14,225,953 $14,603,311 $14,990,754 $15,388,554 $15,796,989 $16,216,348 $16,646,923
Rate-Funded Capital 4,582,497 3,811,047 5,788,836 6,982,473 8,270,914 7,950,418 8,308,335 8,729,358 7,826,443 7,450,276
Debt Service 1,428,121 1,427,106 1,426,554 1,393,919 1,393,115 1,391,509 1,394,051 1,393,173 0 0
Total Expenditures $19,162,400 $18,738,595 $21,073,806 $22,602,346 $24,267,340 $24,332,680 $25,090,940 $25,919,520 $24,042,791 $24,097,198
Operating Cash
Flows $179,252 $1,489,083 $246,875 ($128,543) ($576,982) $641,163 $258,932 ($187,864) $2,076,496 $2,415,657
Beginning Fund
Balance (405 & 425) $7,206,612 $6,163,011 $4,731,988 $3,575,751 $3,288,601 $2,711,619 $3,352,782 $3,611,714 $3,423,850 $5,500,346
Operating Cash
Flows $179,252 $1,489,083 $246,875 ($128,543) ($576,982) $641,163 $258,932 ($187,864) $2,076,496 $2,415,657
Interest Earnings 175,000 53,478 43,580 33,231 27,457 24,001 24,258 27,858 28,142 35,697
Use of Reserves for
Capital Projects (1,222,853) (2,920,106) (1,403,111) (158,607) - - - - - (1,501,795)
Ending Fund
Balance (405 & 425) $6,338,011 $4,785,466 $3,619,331 $3,321,832 $2,739,076 $3,376,783 $3,635,971 $3,451,708 $5,528,489 $6,449,905
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-14 | MAY 2021 | DRAFT
Given the rate increases discussed for Scenario 1, Figure 10.6 estimates the monthly bills
for 3/4-inch meter single family residential customers with monthly use of 7 CCF for each year of
the analysis: bills would increase from $48.65 in CY 2020 to $64.61 by CY 2029. After CY 2029,
no further rate increases would likely be required to keep up with increases in O&M costs and
continued capital investments.
Figure 10.6 Scenario 1 (PAYGO) Estimated Single Family Residential (SFR) Monthly Bills
10.5.3 Scenario 2 – Maximum Additional Debt
Scenario 2 assumes the maximized use of additional debt to fund CIP projects. The first
additional debt issuance would need to take place in CY 2022, and debt proceeds for capital
funding would be required in every 3 years thereafter. This heavy use of debt would allow the
City to spread costs out over time to mitigate rate increases in the short term.
Table 10.8 shows the projected required debt issuances, issuance costs associated with each
issuance, and the estimated debt service payment. The Annual Debt Service in the table
indicates average annual debt service payment during the analysis years (CY 2020 –2029). The
actual debt service payment would vary each year.
Table 10.8 Scenario 2 (MAX DEBT) Projected Debt Issuances
Year Proceeds Required
(millions)
Issuance Amount
(millions)
Annual Debt Service
(millions)
CY 2022 $6.50 $0.596 $0.454
CY 2025 $10.50 $0.963 $0.791
CY 2028 $6.50 $0.596 $0.522
Total $23.50 $0.256
Notes:
(1) Totals may not sum due to rounding.
(2) Issuance amount includes 1 percent issuance costs and a debt-service reserve requirement equal to 1 year of debt-service
payments.
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DRAFT | MAY 2021 | 10-15
Figure 10.7 shows the expected capital funding sources for each year of the analysis under
Scenario 2. Approximately, $53.4 million in cash funding and $23.5 million in new bond proceeds
would be required to fund the $76.9 million CIP, as summarized in Table 10.9.
Figure 10.7 Scenario 2 (MAX DEBT) Capital Funding Sources
Table 10.9 Scenario 2 (MAX DEBT) Capital Funding Summary
10-Year Sum (Millions)
Cash Funded Capital (PAYGO and Reserves) $53.4
Additional Debt $23.5
Total CIP Funding $76.9
Note:
(1) Totals may not sum due to rounding.
Under Scenario 2, rate increases could be held constant at 2 percent per year from CY 2021 to
CY 2024, as shown in Figure 10.8. After CY 2024, higher increases at 3.2 percent per year would
be required in order to meet debt coverage requirements. The compounded rate increase over
the 10-year projection period would be approximately 26.7 percent.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-16 | MAY 2021 | DRAFT
Figure 10.8 Scenario 2 (MAX DEBT) Rate Increases
Figure 10.9 summarizes 10-year financial projection under Scenario 2. With the increases noted
above, the City would have sufficient cash available every year to fund capital projects.
The projected working capital balance would exhibit less year-to-year fluctuation as compared
to Scenario 1 since the use of debt helps smooth the impact of peaks in CIP expenditures.
At the end of the projection period, the City would have approximately $21.9 million in
outstanding debt principal. Table 10.10 summarizes the revenue requirement, cash flow, and
fund balances for the next 10 years if Scenario 2 is implemented
Figure 10.9 Scenario 2 (MAX DEBT) Financial Projection
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DRAFT | MAY 2021 | 10-17
Table 10.10 Scenario 2 (MAX DEBT) Revenue Requirement, Cash Flow, and Fund Balances
CY 2020 CY 2021 CY 2022 CY 2023 CY 2024 CY 2025 CY 2026 CY 2027 CY 2028 CY 2029
Rate Increase 0.00% 2.00% 2.00% 2.00% 2.00% 3.20% 3.20% 3.20% 3.20% 3.20%
Revenues
Rate Revenues
(w/o Rate
Increase)
$18,593,943 $18,686,912 $18,780,347 $18,874,249 $18,968,620 $19,063,463 $19,158,780 $19,254,574 $19,350,847 $19,447,601
Revenues from
Rate Increase 0 373,738 758,726 1,155,255 1,563,624 2,231,759 2,927,773 3,652,715 4,407,677 5,193,789
Other
Revenues 747,709 606,420 615,349 624,501 633,882 643,498 653,353 663,456 673,810 684,424
Total
Revenues $19,341,652 $19,667,071 $20,154,422 $20,654,005 $21,166,126 $21,938,720 $22,739,906 $23,570,745 $24,432,334 $25,325,815
Expenditures
Ongoing O&M
Expenses
(Fund 405)
$13,151,781 $13,500,443 $13,858,416 $14,225,953 $14,603,311 $14,990,754 $15,388,554 $15,796,989 $16,216,348 $16,646,923
Rate-Funded
Capital 4,582,497 3,811,047 0 2,206,637 6,051,383 0 2,230,163 6,378,299 1,315,456 4,661,462
Debt Service 1,428,121 1,427,106 1,426,554 1,916,061 1,893,984 1,870,254 2,693,245 2,634,074 1,180,277 1,639,368
Total
Expenditures $19,162,400 $18,738,595 $15,284,971 $18,348,651 $22,548,678 $16,861,007 $20,311,962 $24,809,363 $18,712,081 $22,947,753
Operating
Cash Flows $179,252 $928,475 $4,869,451 $2,305,354 $1,382,551 $5,077,712 $2,427,944 $1,238,618 $5,720,253 $2,378,062
Beginning
Fund Balance
(405 & 425)
$7,206,612 $6,163,011 $4,171,380 $8,198,327 $5,722,497 $2,125,218 $7,202,930 $6,124,294 $2,555,820 $8,276,073
Operating Cash
Flows $179,252 $928,475 $4,869,451 $2,305,354 $1,382,551 $5,077,712 $2,427,944 $1,238,618 $5,720,253 $2,378,062
Interest
Earnings 175,000 53,478 41,338 49,479 55,683 31,391 37,313 53,309 34,720 43,328
Use for
Reserves for
Capital Projects
(1,222,853) (2,920,106) (842,504) (4,783,886) (2,219,531) (4,201) (3,524,389) (2,351,059) (10,987) (4,290,609)
Ending Fund
Balances
(405 & 425)
$6,163,011 $4,171,380 $8,198,327 $5,722,497 $2,125,218 $7,202,930 $6,124,294 $2,555,820 $8,276,073 $6,376,613
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-18 | MAY 2021 | DRAFT
Given the rate increases discussed for Scenario 2, Figure 10.10 estimates the monthly bills
of 3/4-inch meter single family residential customers with monthly use of 7CCF for each year of
the analysis: bills will increase from $48.65 in CY 2020 to $61.64 by CY 2029. Beyond CY 2029,
higher rate increases would likely be required to keep up with annual debt services.
Figure 10.10 Scenario 2 (MAX DEBT) Estimated SFR Monthly Bills
10.5.4 Scenario 3 – Moderate Additional Debt
Scenario 3 assumes moderate use of debt to fund the CIP projects. The first additional debt
issuance would take place in CY 2021, and additional debt proceeds would be required in
CY 2025 to smooth their impact on the Water Utility’s finances.
Table 10.11 shows the projected debt issuances that would be required, issuance costs associated
with each issuance, and estimated debt service payment. The Annual Debt Service in the table
indicates average annual debt service payment during the analysis years (CY 2020 –2029). The
actual debt service payment would vary each year.
Table 10.11 Scenario 3 (MODERATE DEBT) Projected Debt Issuances
Year Proceeds Required
(millions)
Issuance Amount
(millions)
Annual Debt Service
(millions)
CY 2021 $4.00 $0.367 $0.321
CY 2025 $4.00 $0.367 $0.321
Total $8.00 $0.734
Notes:
(1) Totals may not sum due to rounding.
(2) Issuance amount includes 1 percent issuance costs and a debt-service reserve requirement equal to 1 year of debt-service
payments.
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
DRAFT | MAY 2021 | 10-19
Figure 10.11 shows the expected capital funding by source for each year of the analysis under
Scenario 3. Approximately $68.9 million in cash funding and $8 million in new bond proceeds
would be required to fund the $76.9 million CIP, as shown in Table 10.12.
Figure 10.11 Scenario 3 (MODERATE DEBT) Capital Funding Sources
Table 10.12 Scenario 3 (MODERATE DEBT) Capital Funding Summary
10-Year Sum (Millions)
Cash Funded Capital (PAYGO and Reserves) $68.9
Additional Debt $8.0
Total CIP Funding $76.9
Note:
(1) Totals may not sum due to rounding.
Under Scenario 3, increases in user-service charges would be held constant at 3.5 percent per
year from CY 2021 to CY 2024, as summarized in Figure 10.12. After CY 2024, higher increases
at 3.8 percent per year would be required to meet debt-coverage requirements. The
compounded rate increase over the 10-year projection period will be approximately 38.3 percent.
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-20 | MAY 2021 | DRAFT
Figure 10.12 Scenario 3 (MODERATE DEBT) Rate Increases
Figure 10.13 summarizes 10-year financial projection under Scenario 3. With the rate increases in
Figure 10.12, the City’s Water Utility would have sufficient cash available every year to fund
capital projects. The projected working capital balance will have less year-to-year fluctuation as
compared to Scenarios 1 and 2 since the use of debt helps smooth the impact of peaks in CIP
expenditures.
Figure 10.13 Scenario 3 (MODERATE DEBT) Financial Projection
At the end of the projection period the City would hold $6.8 million in outstanding debt principal.
Table 10.13 summarizes the revenue requirement, cash flow, and fund balances for the
next 10 years if Scenario 3 is implemented.
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DRAFT | MAY 2021 | 10-21
Table 10.13 Scenario 3 (MODERATE DEBT) Revenue Requirement, Cash Flow, and Fund Balances
CY 2020 CY 2021 CY 2022 CY 2023 CY 2024 CY 2025 CY 2026 CY 2027 CY 2028 CY 2029
Rate Increase 0.00% 3.50% 3.50% 3.50% 3.50% 3.80% 3.80% 3.80% 3.80% 3.80%
Revenues
Rate Revenues
(w/o Rate
Increase)
$18,593,943 $18,686,912 $18,780,347 $18,874,249 $18,968,620 $19,063,463 $19,158,780 $19,254,574 $19,350,847 $19,447,601
Revenues From
Rate Increase 0 654,042 1,337,630 2,051,968 2,798,308 3,643,578 4,528,978 5,456,258 6,427,246 7,443,848
Other Revenues 747,709 606,420 615,349 624,501 633,882 643,498 653,353 663,456 673,810 684,424
Total Revenues $19,341,652 $19,947,374 $20,733,326 $21,550,718 $22,400,810 $23,350,539 $24,341,112 $25,374,288 $26,451,904 $27,575,873
Expenditures
Ongoing O&M
Expenses
(Fund 405)
$13,151,781 $13,500,443 $13,858,416 $14,225,953 $14,603,311 $14,990,754 $15,388,554 $15,796,989 $16,216,348 $16,646,923
Rate-Funded
Capital 4,582,497 0 2,067,091 4,166,060 6,915,487 3,947,832 6,626,335 8,532,738 7,821,273 8,370,613
Debt Service 1,428,121 1,427,106 1,747,872 1,715,237 1,714,433 1,712,827 2,036,686 2,035,808 642,635 642,635
Total
Expenditures $19,162,400 $14,927,548 $17,673,379 $20,107,251 $23,233,231 $20,651,413 $24,051,574 $26,365,535 $24,680,256 $25,660,171
Operating Cash
Flows $179,252 $5,019,826 $3,059,947 $1,443,467 -$832,422 $2,699,126 $289,537 -$991,247 $1,771,648 $1,915,702
Beginning Fund
Balance
(405 & 425)
$7,206,612 $6,163,011 $8,262,731 $6,388,823 $4,860,611 $2,675,348 $5,374,473 $3,985,888 $2,803,191 $4,574,838
Operating Cash
Flows $179,252 $5,019,826 $3,059,947 $1,443,467 -$832,422 $2,699,126 $289,537 -$991,247 $1,771,648 $1,915,702
Interest Earnings 175,000 53,478 57,703 58,606 44,998 30,144 32,199 37,441 27,156 29,512
Use of Reserves
for Capital
Projects
(1,222,853) (2,920,106) (4,935,903) (2,975,020) (1,355,427) (2,585) (1,682,001) (196,620) (5,170) (581,457)
Ending Fund
Balance
(405 & 425)
$6,163,011 $8,262,731 $6,388,823 $4,860,611 $2,675,348 $5,374,473 $3,985,888 $2,803,191 $4,574,838 $5,914,253
CITY OF RENTON| WATER MASTER PLAN UPDATE | CHAPTER 10
10-22 | MAY 2021 | DRAFT
Given the rate increases discussed for Scenario 3, Figure 10.14 estimates the monthly bills
of 3/4-inch meter single family residential customers with monthly use of 7-CCF for each year of
the analysis: bills will increase from $48.65 in CY 2020 to $67.27 by CY 2029, the lowest overall
increase seen among the scenarios tested.
Figure 10.14 Scenario 3 (MODERATE DEBT) Estimated SFR Monthly Bills
10.6 Conclusion
Figure 10.15 compares each scenario’s total capital funding sources from CY 2020 to CY 2029. As
shown, Scenario 2 would require substantial use of debt to hold rate increases to 2 percent per
year through CY 2025 and still implement the full 10-year CIP.
Figure 10.15 Capital Funding Comparison
Figure 10.16 compares the outstanding debt principal and projected interest payments that the
water funds would hold after CY 2029 for each scenario. Under Scenario 2, the City would still
need to pay off approximately $21.9 million in debt principal with almost $11 million in interest
CHAPTER 10 | WATER MASTER PLAN UPDATE | CITY OF RENTON
DRAFT | MAY 2021 | 10-23
payments. This will lead to higher long-term costs and rate increases beyond CY 2029 as
compared to what’s demanded by the other scenarios. Furthermore, the City may not be able to
issue debt at the frequency required for Scenario 2.
Figure 10.16 Comparison of Outstanding Debt After CY 2029
Figure 10.17 compares estimated single family residential bills from CY 2020 to CY 2029 under
each scenario. As shown, the long-term rate outlook for each scenario has the same general
magnitude with estimated single family charges ranging from about $61 to $68 per month by
CY 2029. Increasing the amount of debt issued allows rate increases to be smoothed over time
for a more gradual ramp-up to the ultimate rates.
Figure 10.17 Estimated SFR Bill Comparison
The projections presented in this chapter are intended to guide the financial planning of the
City’s Water Utility, not to serve as the basis for any implemented rate increases. The City will
need to confirm the capital projects that could be included within future budget development.
This will give the City the opportunity to develop a funding strategy using their rate model and
proposed recommended rate modifications.